BOSTON PUBLIC LIBRARY
3 9999 03290 947 3
WARNING!!
-th
This edition (6 , updated to 19 Sept. 1997) of the Massachusetts
State Building Code was bound incorrectly.
First comes the User's Guide (3 Op.) which is correct. The next
section are the amendments and then the final section is the text of
the Building Code itself.
Each section has been marked. To use effectively start by looking
in the last section which is the Building Code (6* Edition, updated
to 1 9 Sept. 1997) and then check the amendments (updated to 12
Dec. 1997) in the second section to see if there have been any
changes.
Sorry for the confusion!
Digitized by the Internet Archive
in 2010 with funding from
Boston Public Library
http://www.archive.org/details/commonwealthofma06mass
MASSACHUSETTS STATE BUILDING CODE, 6th Ed. (to 9-19-97)
700 Boylston Street
Boston, MA 02117
The Commonwealth of Massachusetts
William Francis Galvin, Secretary of the Commonwealth
State Publications and Regulations
REGULATION FILING AND PUBLICATION
1. Regulation Chapter, Number and Heading: 780 CMR
The Massachusetts State Building Code
2. Name of Agency: . . „
State Board of Building Regulations and Standards
3. This document is reprinted from the Code of Massachusetts Regulations and
contains the following:
This is the Sixth Edition of the Massachusetts State Building Code as
adopted by the State Board of Building Regulations and Standards and
filed with the Office of the Secretary of the Commonwealth.
Under the provisions of Massachusetts General Laws, Chapter 30A, Section 6 and Chapter 233, Section
75, this document may be used as evidence of the original documents on file with the Secretary of the
Commonwealth.
Compiled as in full force and effect 2/28/97 (Corrected 9/1 9/97)
A true copy attest
^A^-^^C^W^^o^^^^
WILLIAM FRANCIS GALVIN
$30.00 Secretary of the Commonwealth
THE MASSACHUSETTS
STATE BUILDING CODE
780 CMR
Sixth Edition
COMMONWEALTH OF MASSACHUSETTS
Published by
William F. Gahin
Secretary of the Commonwealth
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
FOREWORD and ACKNOWLEDGMENTS
THE MASSACHUSETTS STATE BUILDING CODE (780 CMR), SIXTH EDITION
FOREWORD
The Sixth Edition of 780 CMR ,the Massachusetts State Building Code has been revised from the Fifth Edition to make
it consistent with the common code format of the National Code, the Uniform Building Code and the Southern Building
Code, both in chapter and sub-chapter numbering. The technical content is based on the 1993 edition of the Building
Officials and Code Administrators (BOCA) National Building Code. Extensive technical changes have been made as
a result of reviews by the BBRS technical advisory committees, listed in this section, and also as required by
Massachusetts General Laws and Specialized Codes and Regulations.
Chapter 36, the One and Two Family Dwelling Code, has been revised from the Fifth to the Sixth Edition to make it
consistent with the 1995 edition of the CABO One and Two Family Dwelling Code to the extent practicable.
Substantive changes have been made as a result of reviews by the BBRS staff, state and municipal building officials,
and technical advisory boards.
The following chapters are considered unique to the Commonwealth of Massachusetts, in their entirety:
Chapter 1 - Administration
Chapter 9 - Fire Protection Systems
Chapter 1 1 - Accessibility
Chapter 13 . - Energy Conservation
Chapter 16 - Structural Loads
Chapter 1 8 - Foundations and Retaining Walls
Chapter 27 - Electrical Wiring and Equipment
Chapter 29 - Plumbing and Gasfitting
Chapter 30 - Elevator and Conveying Systems
Chapter 34 - Repair, Alteration and Change of Use of Existing Buildings
Chapter 35 - Manufactured Buildings, Building Components and Mobile Homes
Several differences appear in the format of the Sixth Edition from that of the Fifth Edition; a major change pertaining
to the numbering system. Other changes in the content of the Sixth Edition that are different from that of national
building code, are shown in bold-faced, italicized type. Chapters which are significantly different than the national
building code are identified with the parenthetical statement This Chapter is Entirely Unique to Massachusetts.
The Sixth Edition of the Massachusetts State Building Code (780 CMR) becomes effective on February 28, 1997.
In recognition of the time periods involved in the planning, design and construction of buildings and building related
projects and in order to effect an orderly and equitable transition between the Fifth Edition and Sixth Edition, the State
Board of Building Regulations and Standards implements the following policy;
From February 28, 1997 to August 27, 1997 the Fifth and Sixth Editions of the Massachusetts State Building Code shall
be considered to be concurrently effective. During this period, the end user may elect to utilize the provisions of either
the Fifth Edition in its entirety oj the Sixth Edition in its entirety.
The Fifth Edition will be automatically repealed on August 27, 1997 after which date all users shall comply with the
provisions of the Sixth Edition.
PURCHASING OPTIONS
The One and Two-Family Dwelling Code, identified in the Sixth Edition as Chapter 36, may be purchased as a separate
package, including Chapter 1, Administration and Enforcement and Appendix A, or it may be purchased as part of the
entire code package.
The Rules and Regulations of the Board of Building Regulations and Standards identified as 780 CMR-R1 through
780 CMR-R7, may be purchased as a separate package or as part of the entire code package.
Also available is the Guide to the Sixth Edition of the Massachusetts State Building Code, This guide was developed
to assist code users in making the transition between the Fifth Edition and Sixth Edition and is sold as part of the code.
It includes a ChapterXArticle Number Cross Reference-Index and a Summary of Major Changes made in the Sixth
Edition relative to the Fifth Edition and the national building code.
The code may be ordered in any manner identified above by calling the State House Bookstore (a), (6 1 7) 727-2834,
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
FORWARD AND ACKNOWLEDGEMENTS
AMENDMENT PROCESS
Pursuant to M.GL. c. 143, § 97, 780 CMR is subject to change by amendment. Amendments shall be proposed on
forms made available at the office of the Board of Building Regulations and Standards. Proposals are offered at public
hearing where the Board hears testimony both for and against the proposals. Proposals are then studied and voted upon
by the Board. Those that are voted "approved" are issued as amendments to 780 CMR and become effective when
published in the Bi-weekly MASSACHUSETTS REGISTER.
All proposals for amendment to 780 CMR must be received at least 60 days prior to the public hearing date. Changes
that are voted "approved" are issued on a cycle determined by the Board; generally not sooner than a two year cycle.
The Board convenes public hearings to entertain changes to the code a minimum of twice each calendar year; in May
and November. Other public hearings may be scheduled as necessary.
Anyone wishing to present a code change proposal should contact the Office of the Board at (617) 727-3200 extension
614 for information on how to file. It is the responsibility of the code user to check the MASSACHUSETTS
REGISTER periodically to determine if amendments have been issued.
BOARDS AND COMMITTEES
STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
Professor KcntaroTsutsumi, P.E.. Chairman Stanley S. Shuman. P.E.
Registered Professional Engineer (Structural) General Contractor of Commercial & Industrial Buildings
Daniel P. O'SulIivan, Vice Chairman Thomas L. Rogers (Ex-Officio)
Inspector of Buildings (City) Chief of Inspections
(Gary Moccia. P.E. - Designee)
Thomas E. Donovan, General Contractor
of One and Two Family Homes Robert E. Banks
Building Trades Representative
Thomas G. Gatzunis, P.E.
Inspector of Buildings (Town) Chief William V. Dolan
Head of a Local Fire Department
William P. Kramer, P.E.
Registered Professional Engineer Steven Coan (Ex Officio)
(Mechanical) State Fire Marshal
(Maurice M. Pilette, P.E. - Designee)
Alexander H. MacLeod, R.A.
Registered Architect
PAST MEMBERS CONTRIBUTING TO THIS CODE:
Richard Mcintosh Douglas Cole Smith. R.A
Inspector of Buildings (Town) Registered Architect
STAFF
Thomas L. Rogers. Administrator
Robert A. Anderson, Deputy Administrator
Brian Gore, PE. CEng., Technical Director .
Thomas M. Riley, Code Development Manager
Marian Doyle, Home Improvement Contractor Program Manager
Patricia A. Brennan, Building Code Board of Appeals Manager
Anne Mane Rose
Mary Kavanaugh
Julie Allan
Jeffrey Putnam
Heather McEwan
Sean MacDonald
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
RESEARCH ASSISTANTS
Andrew Bodnar (Legal Research)
Derek Creaser (Technical Research)
Professor Kentaro Tsutsumi, P.E., Chairman
College of Engineering
Tufts University
CONSTRUCTION MATERIALS SAFETY BOARD (CMSB)
Francis Harvey. P.E., RA.
Harvey and Tracy-
Charles A. J. Theodore, P.E.
Hometech Consulting Group
Terrence Johnston. Laboratory Supervisor
Testing Laboratory
Metropolitan District Commission
Sanford Kaplan
Sanford Constriction Company
Ara Shrestinian. P.E., Vice President
The Thompson & Lichtner Co.. Inc.
Professor Louis C. Tartaglione, P E.
Department of Civil Engineering University of Lowell
James Keefe
The Beacon Companies
Staff Liaison -Thomas M Riley
FIRE PREVENTION - FIRE PROTECTION BOARD
John M. Murphy, Chairman
International Municipal Signalmen's
Association
Lt. Michael P. Astkin
Massachusetts Fire Prevention Association
Harold Cutler. P.E.
Registered Professional Engineer
(Fire Protection)
Lt. Robert Bourke
Massachusetts Fire Prevention Association
Chief James W. Clarke
Massachusetts Fire Chiefs Association
Chief William V. Dolan
Massachusetts Fire Chiefs Association
Walter B. Adams, AIA
Registered Architect
Steven Coan, State Fire Marshal
(Maurice M. Pilette, P.E. - Designee)
Carlisle V. Smith, PE
Board of Fire Prevention Regulations
Commissioner Martin Pierce
Mass. Fire Chiefs Association
(Paul M. Donga - Designee)
Staff Liaison - Thomas M. Riley
GEOTECHNICAL ADVISORY COMMITTEE
Edmund G. Johnson, P.E., Chairman
Haley & Aldrich. Inc.
Nino Catalano, P.E.
ICOS Boston
P A. O'Neill. P.E.
New England Foundation, Co.
Asaf A. Qazilbash, P.E.
Asaf A. Qazilbash Associates
Peter K. Taylor, P.E., Vice Chairman
Stone & Webster Engineering
Eldon L. Abbot, P.E.
Parsons Brinkerhoff Quade and Douglas, Inc.
David Shields. P.E.
Geotechnical Engineers, Inc.
Dr. Richard M. Simon, P.E.
GZA Associates
Robert Hoyler. P.E,
McPhail Associates
Staff Liaison - Robert A. Anderson
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
FORWARD AND ACKNOWLEDGEMENTS
SEISMIC ADVISORY COMMITTEE
Norton S. Remmer, P.E., Chairman
Norton S. Remmer Consulting Engineers
Dr. John. T. Christian, P.E.
Consulting Engineer
Francis D. Leathers, P.E.
Geotechrucal Engineers, Inc.
Nicholas Mariani, P.E.
Charles T. Main, Inc.
Maurice A. Reidy, Jr., P.E.
Maurice A. Reidy Engineers
Professor Kentaro Tsutsumi, P.E.
BBRS Representative
Kenneth B. Weisner, P.E., Vice Chairman
Le Messurier Consultants
Joseph J. Zona, P.E.
Simpson, Gumpertz, & Heger, Inc.
Dr. Cetin Soydemir, P.E.
Haley and Aldnch
Wayne Siladi, P.E.
Weidlinger Associates, Inc.
Richard Henige, P.E.
Le Messuner Consultants
Staff Liaison - Brian Gore. P.E., C. Eng.
MEMA Liaison. John C. Smith - Earthquake Program Manager
Dr. Frank J Heger, P.E., Chairman
Simpson, Gumpertz & Heger, Inc.
Rubin M. Zallen, P.E.
Consulting Engineer
Hans William Hagen, P.E.
Lim Consultants
Arthur L. Brown, P.E.
Boston Building Consultants
LOADS ADVISORY COMMITTEE
Stanley S. Shuman, P.E.
BBRS Member
Michael Joliffe, P.E.
Zaldastani Associates
Edward LeNormand. P.E.
Chapui Associates
Tom McGarrigle, P.E.
Amman & Whitney
Staff Liaison - Brian Gore, P.E., C. Eng.
BUILDING OFFICIAL CERTIFICATION COMMTTTEE
(The Standing Certification Committee)
Matthias J. Mulvey. Chairman
Massachusetts Building Commissioners
and Inspectors Association (Representative)
Certified Building Code Enforcement Official
Daniel P. O'Sullivan, Vice Chairman
Building Officials of Western Massachusetts
(Representative)
Certified Building Code Enforcement Official
Paul J. Nonni, Member at Large
Certified Building Code Enforcement Official
Don York, Member at Large
Certified Building Code Enforcement Official
(Michael Card)
David Thyng, P.E.
Southeastern Massachusetts Building Officials
Association (Representative)
Certified Building Code Enforcement Official
Robert Betit, Member at Large
Certified Building Code Enforcement Official
(Peter DePesa
Fred Hanack. P.E., Member from Academia
Robert A Anderson, BBRS Representative
Certified Building Code Enforcement Official
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
ENERGY ADVISORY COMMITTEE
Thomas M. Riley,
BBRS Representative
Dale Gigandet
State Fire Marshal Representative
Anne Gros
DOER Representative
Michael Andelman, P.E.,
Shooshanian Engineering, Inc
Jerard Ives, R.A.
Jerard Ives Registered Architect
Robert Figuerido, P. E.
Digital Equipment Corp.
Nick Johnson. P. E.
Bard, Rao & Athanas Consulting Engineers, Inc.
Joel Wedding
Department of Labor and Industries
Richard Kramer
Home Builders Association of Greater Springfield
William Habib
Home Builders Association of Massachusetts
Melvin Fink
Home Builders Association
Charles E. Wheeler
New England Power Service
Ron Moreira
Bay State Gas Co.
Michael Ferrante
Massachusetts Oil Heat Council
Charles Brewster
Accent Sales and Marketing
Jack Desmond
Cox Engineering
Robert Thorell
Building Commissioner, Westminster
Mike Martin
Waltham Development Co.
HIC ADVISORY COMMITTEE
Marian Doyle
BBRS Representative
Harry Smith
HIC Registrant
William O'Brien
NARI Eastern MA Chapter
Jack Elliott
NARI Western MA Chapter
Paul Schlaver
MA Consumer Coalition
Arlie Costine Scott
Representative from the Office of the AG
Frank Rosen
Fund Administrator
Ken Wade
Representative of the Attorney General
TECHNICAL CODE COUNCIL
Pursuant to M.G.L. c. 143, § 3, there shall be an advisory board known as the technical code council
which shall make recommendations relative to the formulation, promulgation and administration of the
state building code. The make-up of the council is available at the Office of the Board of Building
Regulations and Standards.
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
TABLE OF CONTENTS
TABLE OF CONTENTS
Page
Chapter 1: ADMINISTRATION
(This chapter is entirely unique to Massachusetts)
101.0
Scope
102.0
Applicability
103.0
Maintenance
104.0
Validity
105.0
Office of the inspector of buildings or building commissioner
106.0
Duties and powers of the building official
107.0
Duties and powers of the state inspector
108.0
Rules & regulations
109.0
Approval
110.0
Application for permit
111.0
Permits
112.0
Demolition of structures
113.0
Conditions of permit
114.0
Fees
115.0
Inspection
116.0
Registered architectural and professional engineering services
construction control
117.0
Workmanship
118.0
Violations
119.0
Stop work order
120.0
Certificate of occupancy
121.0
Unsafe structures
122.0
Board of appeals
123.0
Construction Materials safety Board
124.0
Fire Prevention - Fire Protection Advisory Committee
125.0
Structural Peer Review Advisory Committee
13
13
14
14
14
15
17
18
19
19
21
23
23
23
24
24
26
26
26
27
27
28
32
32
32
Chapter 2: DEFINITIONS
201.0: General
202.0: General Definitions
Chapter 3: USE OR OCCUPANCY
301.0
General
302.0
Classification
303.0
Assembly use groups
304.0
Business use group
305.0
Educational use group
306.0
Factory and industrial use groups
307.0
High hazard use groups
308.0
Institutional use groups
309.0
Mercantile use group
310.0
Residential use groups
311.0
Storage use groups
312.0
Utility and miscellaneous use group
313.0
Mixed use groups
apter
4: SPECIAL USE AND OCCUP
401.0
General
402.0
Covered mall buildings
403.0
High rise buildings
404.0
Atriums
405.0
Underground structures
406.0
Open parking structures
407.0
Private garages
408.0
Public garages
409.0
Use Group 1-2
47
47
47
48
49
49
49
50
54
57
58
59
59
59
63
63
63
65
67
68
69
70
70
71
2/7/97 (Effective 2/28/07)
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE OF CONTENTS - continued
Chapter 4: SPECIAL USE AND OCCUPANCY - continued
410.0
411.0
412.0
413.0
414.0
415.0
416.0
417.0
418.0
419.0
420.0
421.0
422.0
423.0
424.0
425.0
426.0
427.0
428.0
429.0
Use Group 1-3
Motion picture projection rooms, screening rooms and sound stages
Stages and platforms
Special amusement buildings
Airport traffic control towers
Outdoor processing facilities
HPM facilities
Hazardous materials
Use Groups H-l, H-2, H-3 and H-4
Application of flammable finishes
Mobile units
Swimming pools
Existing buildings
Group Residences
Day Care Centers
Summer Camps for Children
Bulk Merchandising Retail Buildings
Limited Group Residences
Detoxification Facilities
Group Dwelling Units
Chapter 5: GENERAL BUILDING LIMITATIONS
501.0
502.0
503.0
504.0
505.0
506.0
507.0
General
Definitions
General height and area limitations
Height modifications
Mezzanines
Area modifications
Unlimited areas
Page
72
74
75
78
78
79
79
83
85
92
93
95
99
99
104
107
109
113
113
113
113
115
116
116
117
Chapter 6: TYPES OF CONSTRUCTION
601.0
602.0
603.0
604.0
605.0
606.0
General
Construction classification
Types 1 and 2 construction
Type 3 construction
Type 4 construction
Type 5 construction
Chapter 7: FIRERESISTANT MATERIALS AND CONSTRUCTION
701.0
702.0
703.0
704.0
705.0
706.0
707.0
708.0
709.0
710.0
711.0
712.0
713.0
714.0
General
Definitions
Construction documents
Fire tests
Exterior walls
Exterior opening protectives
Fire walls and party walls
Fire wall openings
Fire separation assemblies
Vertical shafts
Fire partitions
Smoke barriers
Floor/ceiling and roof/ceiling assemblies
Roof construction
119
119
119
121
121
121
121
123
123
123
124
124
125
128
128
130
130
132
133
133
134
136
750 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
TABLE OF CONTENTS
TABLE OF CONTENTS - continued
Chapter 7: FIRERESISTANT MATERIALS AND CONSTRUCTION - continued
715.0
716.0
717.0
718.0
719.0
720.0
721.0
722.0
Fireresistance rating of structural members
Fire door assemblies
Fire dampers
Fire windows and shutters
Wired glass
Firestopping and draftstopping
Fireresistive requirements for plaster
Thermal- and sound-insulating materials
Chapter 8: INTERIOR FINISHES
801.0
802.0
803.0
804.0
805.0
806.0
General
Definitions
Interior finish and trim
Application of interior finish
Floor finish
Combustible materials permitted in floors of type 1 and 2 construction
807.0: Interior hangings and decorations
Chapter 9: FIRE PROTECTION SYSTEMS
(This chapter is entirely unique to Massachusetts)
901.0
902.0
903.0
904.0
905.0
906.0
907.0
908.0
909.0
910.0
911.0
912.0
913.0
914.0
915.0
916.0
917.0
918.0
919.0
920.0
921.0
922.0
923.0
924.0
General
Definitions
Fire protection systems approval/acceptance
Fire suppression systems
Suppression system agent compatibility
Fire sprinkler system
Limited area sprinkler systems
Water-spray fixed systems
Carbon dioxide extinguishing systems
Dry-chemical extinguishing systems
Foam extinguishing systems
Halogenated extinguishing systems
Wet-chemical range hood extinguishing systems
Standpipe systems
Fire department connections
Yard hydrants/underground fire mains
Fire protective signaling systems (Fire alarm systems)
Automatic fne ietection systems
Single- and multiple-station smoke detectors
Fire extinguishers
Smoke control systems
Smoke and heat vents
Supervision
Fire pumps
Chapter 10: MEANS OF EGRESS
1001.0
1002.0
1003.0
1004.0
1005.0
1006.0
1007.0
1008.0
1009.0
1010.0
1011.0
Ggeneral
Definitions
Construction documents
Use group and occupancy requirements
General limitations
Types and location of means of egress
Accessible means of egress
Occupant load
Capacity of egress components
Number of exits
Exit access passageways and corridors
Page
137
137
138
139
139
140
141
142
143
143
143
144
145
146
146
147
147
149
151
153
153
154
154
155
155
156
156
157
157
158
159
159
162
164
164
165
167
168
168
171
171
171
172
172
172
173
175
176
177
177
178
2/7/97 (Effective 2/28/97)
7S0 CMR - Sixth Edition
7^0 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE OF CONTENTS - continued
Chapter 10: MEANS OF EGRESS - continued
1012.0: Assembly aisles and aisle accessways
1013.0: Grandstands
1014.0: Stairways
1015.0: Smokeproof enclosures
1016.0: Ramps
1017.0: Means of egress doorways
1018.0: Revolving doors
1019.0: Horizontal exits
1020.0: Level of exit discharge passageways used as an exit element
1021.0: Guards
1022.0: Handrails
1 023.0: Exit signs and lights
1024.0: Means of egress lighting
1025.0: Fire escapes
1026.0: Slidescapes
1027.0: Access to roof
1028.0: Maintenance of exits
Chapter 11: ACCESSIBILITY
(780 CMR 11 is Entirety Unique to Massachusetts)
Chapter 12: INTERIOR ENVIRONMENT
1201.0
1202.0
1203.0
1204.0
1205.0
1206.0
1207.0
1208.0
1209.0
1210.0
1211.0
1212.0
1213.0
1214.0
1215.0
General
Definitions
Construction documents
Room dimensions
Light and ventilation required
Natural light
Artificial light
Natural ventilation
Mechanical ventilation
Ventilation of special spaces
Access to crawl spaces and attics
Courts and yards
Obstruction of courts and yards
Sound transmission control in residential buildings
Ratproofmg
Chapter 13: ENERGY CONSERVATION
(This chapter is entirely unique to Massachusetts)
1300.0: General
1301.0: Administrative
1302.0: Existing buildings
1303.0: Plans and specifications
1304.0: Materials and equipment
1305.0: Design conditions
1306.0: Building insulation specifications
1307.0: Air infiltration and moisture control
1308.0: Component design
1309.0: Exterior envelope requirements for lowrise residential buildings
1310.0: Heating, ventilation and air conditioning (HVAC) systems
1311.0: Heating, ventilation and air conditioning equipment
1312.0: Electrical power distribution
1313.0: Lighting systems
1314.0: Building envelop requirements for commercial and high rise residential buildings
1315 0: Building design by systems analysists
13 16.0: Buildings utilizing solar, geotethermal, wing, or other nondepletable energy sources
as alternative designs
Page
180
182
183
187
189
189
190
194
195
195
196
196
197
197
198
198
199
201
203
203
203
203
203
204
204
204
204
205
205
205
205
206
206
207
209
209
209
209
209
209
210
211
212
212
213
214
219
222
222
232
241
242
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
TABLE OF CONTENTS
TABLE OF CONTENTS - continued
Page
Chapter 14: EXTERIOR WALL COVERINGS
1401.0
1402.0
1403.0
1404.0
1405.0
1406.0
General
Definitions
Performance requirements
Materials
Veneers
Combustible materials on the exterior side of exterior walls
243
243
243
243
243
244
248
Chapter 15: ROOF AND ROOF COVERINGS
1501.0
1502.0
1503.0
1504.0
1505.0
1506.0
1507.0
1508.0
1509.0
1510.0
1511.0
1512.0
General
Definitions
Construction documents
Weather protection
Performance requirements
Fire classification
Prescriptive requirements
Flashings
Roof insulation
Roof structures
Rooftop heliports
Reroofing
Chapter 16: STRUCTURAL LOADS
(This chapter is entirely unique to Massachusetts)
1601.0
General
1602.0
Definitions
1603.0
Construction documents
1604.0
Design safe load
1605.0
Design dead load
1606.0
Uniformly distributed live loads
1607.0
Design live load
1608.0
Live load reduction
1609.0
Roof loads
1610.0
Snow loads
1611.0
Wind loads
1612.0
Earthquake loads
1613.0
Concentrated loads
1614.0
Impact loads
1615.0
Special loads
1616.0
Combination of loads
1617.0
Existing buildings
251
251
251
251
251
251
252
252
254
255
255
256
256
257
257
257
257
258
258
258
259
259
260
261
271
278
296
297
297
298
299
Chapter 17: STRUCTURAL TESTS AND INSPECTIONS
(Substantial portions of this chapter are unique to Massachusetts)
1701.0
1702.0
1703.0
1704.0
1705.0
1706.0
1707.0
1708.0
1709.0
1710.0
General
Definitions
Information required
Approvals
P„equirements for special tests and inspections
Design strength of materials
Alternative test procedure
Test safe load
In-situ load tests
Preconstruction load tests
301
301
301
301
302
302
306
306
306
306
307
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE OF CONTENTS - continued
Chapter 18: FOUNDATIONS AND RETAINING WALLS
(This chapter is entirely unique to Massachusetts)
1801.0: General
1802.0: Foundation investigations
1803.0: Soil bearing test
1804.0: Load bearing value of soils
1805.0: Allowable foundation loads
1 806.0: Depth of footings
1807.0: Footing design
1 808.0: Timber footings and wood foundations
1809.0: Steel grillages
1 8 1 0. 0: Concrete footings
1811.0: Masonry unit footings
1812.0: Foundation walls
1813.0: Waterproofing and dampproofing
1814.0: Mat, raft and float foundation
1815.0: Pier foundations
1816.0: Pile foundations
1817.0: Allowable pile loads
1818.0: Structural steel piles
1819.0: Concrete-filled steel pipe and tube piles
1820.0: Cast-in-place concrete piles
1 82 1 .0: Precast concrete piles
1822.0: Timber piles
1823.0: Composite piles
1 824.0: Concrete filled pipe with core caissons
1825.0: Retaining walls
Chapter 19: CONCRETE
1901.0
1902.0
1903.0
1904.0
1905.0
1906.0
1907.0
1908.0
1909.0
1910.0
1911.0
1912.0
Concrete design standards
Definitions
Seismic requirements for reinforced concrete
Seismic requirements for plain concrete
Minimum slab thickness
Materials
Durability requirements
Concrete quality, mixing and placing
Formwork, embedded pipes, and construction joints
Details of reinforcement
Shotcrete
Concrete-filled pipe columns
Chapter 20: LIGHTWEIGHT METALS
2001.0 General
2002.0 Materials
Page
309
309
309
310
312
313
313
314
314
314
315
315
316
318
318
320
323
326
326
327
332
332
333
333
334
335
335
335
335
338
339
339
340
343
345
346
348
348
351
351
Chapter 21: MASONRY
2101.0
2102.0
2103.0
2104.0
2105.0
2106.0
2107.0
2108.0
2109.0
2110.0
General
Definitions
Construction documents
Seismic requirements
Masonry construction materials
Lateral stability
Compressive stress requirements
Lateral support
Thickness of masonry
Bond
353
353
253
355
355
357
359
360
360
361
361
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
TABLE OF CONTENTS
TABLE OF CONTENTS - continued
Chapter 21: MASONRY - continued
2111.0: Anchorage
2112.0: Masonry construction
2113.0: Miscellaneous requirements
2114.0: Fireplaces and chimneys
2115.0: Glass block walls
362
363
364
364
365
Chapter 22: STEEL
2201.0
2202.0
2203.0
2204.0
2205.0
2206.0
2207.0
2208.0
2209.0
2210.0
General
Definitions
Structural steel construction
Seismic requirements for structural steel
Open web steel joist construction
Formed steel construction
Special steel and steel cable structural systems
Reinforcing steel
Cast steel construction
Cast iron construction
367
367
367
367
369
369
369
370
371
371
371
Chapter 23: WOOD
2301.0
2302.0
2303.0
2304.0
2305.0
2306.0
2307.0
2308.0
2309.0
2310.0
2311.0
2312.0
2313.0
General
Definitions
Performance requirements
Heavy timber construction
Wood frame construction
Seismic requirements for wood and timber
Wood structural panels
Particleboard
Fiber boards
Fireretardant treated wood
Naturally durable and preservative treated wood
Joist hangers
Prefabricated components
Chapter 24: GLASS AND GLAZING
2401.0
2402.0
2403.0
2404.0
2405.0
2406.0
2407.0
General
General requirements for glass
Wind, snow and dead loads on glass
Sloped glazing and skylights
Safety glazing
Glass in handrails and guardrails
Glazing in racquetball and squash courts
Chapter 25: GYPSUM BOARD AND PLASTER
2501.0: General
2502.0: Shear walls
2503.0: Gypsum board materials
2504.0: Gypsum construction
2505.0: Interior lathing and gypsum plastering
2506.0: Portland cement stucco lathing and plastering
373
373
373
373
374
375
381
388
390
391
392
393
394
395
397
397
397
397
399
399
401
401
403
403
403
403
405
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780 CMR -Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE OF CONTENTS - continued
Chapter 26: PLASTIC
2601.0
2602.0
2603.0
2604.0
2605.0
2606.0
2607.0
2608.0
General
Definitions
Foam plastic
General requirements for light transmitting plastics
Light-transmitting wall panels
Light-transmitting plastic glazing of unprotected openings
Light-transmitting plastic roof panels
Light-transmitting skylight glazing
Chapter 27: ELECTRICAL WIRING, EQUIPMENT AND SYSTEMS
(This chapter is entirely unique to Massachusetts)
Page
407
407
407
407
409
410
411
411
412
415
Chapter 28: MECHANICAL SYSTEMS
2801.0:
General
2802.0:
Construction documents
2803.0:
Fees
2804.0:
Inspections and tests
2805.0:
Plenums
2806.0:
Drying rooms
2807.0:
Waste and linen handling systems
2808.0:
Refuse vaults
2809.0:
Medical gases
2810.0:
Oxygen systems
2811.0:
Existing buildings
2812.0:
Power ventors
28.13.0:
Solid fuel-fired appliances
417
417
417
417
417
417
418
418
419
419
419
419
419
420
Chapter 29: PLUMBING SYSTEMS
(This chapter is entirely unique to Massachusetts)
421
Chapter 30: ELEVATORS AND CONVEYING SYSTEMS
(This chapter is entirely unique to Massachusetts)
3001.0: General
423
Chapter 31 : SPECIAL CONSTRUCTION
3101.0
3102.0
3103.0
3104.0
3105.0
3106.0
3107.0
3108.0
3109.0
3110.0
General
Signs
Membrane structures
Temporary structures
Canopies cjrd awnings
Pedestrian walkways
Flood-resistant construction
Radio and television towers
Radio and television antennas
Window-cleaning safeguards
Chapter 32: CONSTRUCTION IN THE PUBLIC RIGHT- OF- WAY
3201.0
3202.0
3203.0
3204.0
3205.0
General
Street encroachments
Permissible street projections
Special and temporary projections
Awnings and canopies
425
425
425
428
430
430
431
432
436
436
436
437
437
437
437
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TABLE OF CONTENTS
TABLE OF CONTENTS - continued
Chapter 33 SITE WORK, DEMOLITION AND CONSTRUCTION
3301.0
3302.0
3303.0
3304.0
3305.0
3306.0
3307.0
3308.0
3309.0
3310.0
3311.0
3312.0
3313.0
33140
3315.0
General
Construction documents and special permits
Tests
Protection of public
Fire hazards
Maintenance
Health hazards
Protection of adjoining property
Existing buildings
Demolition and excavation
Retaining walls and partition fences
Storage of materials and construction equipment
Removal of waste material
Stairways
Lighting
441
441
441
441
441
442
442
442
443
443
443
444
444
444
444
444
Chapter 34 REPAIR, ALTERATION, ADDITION AND CHANGE OF USE
OF EXISTING STRUCTURES
(This chapter is entirely unique to Massachusetts)
3400.0
3401.0
3402.0
3403.0
3404.0
3405.0
3406.0
3407.0
3408.0
3409.0
Scope
Definitions
Implementation
Hazard index
Requirements for continuation of the same use group or change to a use group
resulting in a change in hazard index of one or less
Requirements for change in use group to two or more hazard indices greater
Compliance alternatives
Energy provisions for existing buildings
Structural requirements for existing buildings
Historic buildings
Chapter 35: MANUFACTURED BUILDINGS, MANUFACTURED
BUELDrNG COMPONENTS AND MANUFACTURED HOUSENG
(This chapter is entirely unique to Massachusetts)
3501.0
3502.0
3503.0
3504.0
3505.0
3506.0
3507.0
3508.0
3509.0
General
Definitions
Construction documents
Approval
Certification
Reciprocity
Assurance inspection
Responsibility of the local enforcement agencies
Suspension or revocation of certification
Chapter 36: ONE AND TWO FAMELY DWELLINGS
3601.0: One and two family dwelling code - general administration
3601.1: General
3601.2: Purpose
3602.0: Building definitions
3602.1: General
3602.2: General building definitions
3603.0: Building Planning
3603. 1 : Structural Design Criteria
3603.2: Construction in Areas Subject to Flooding
3603.3: Fireresistance rating of exterior walls
3603.4: Dwelling unit separation
3603.5: Garage separation
445
445
446
447
448
448
449
449
450
451
458
461
461
461
462
462
463
463
463
463
464
465
465
465
465
467
467
467
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780 CMR: STATE BOARD OF BUILDING REGULATIONS ANT) STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE OF CONTENTS - continued
Chapter 36: ONE AND TWO FAMILY DWELLINGS - continued
3603.6: Light, ventilation and heating
3603.6.4: Natural light
3603.6.5: Artificial light
3603.6.6: Natural ventilation
3603.6.7: Mechanical ventilation
3603.6.8: Ventilation of special spaces
3603.7: Room dimensions
3603.8: Ceiling height requirements
3603.9: Access to crawl spaces and attics
3603.10: Means of Egress
3603.11: Doors and hallways
3603.12: Landings
3603.13: Stairways
3603.14: Handrails and guardrails
3603.15: Ramps
3603. 1 6: Fire protection systems
3603. 1 7: Foam plastic
3603. 1 8: Interior finish requirements/flame spread and smoke developed
3603. 19: Insulation/flame spread, smoke developed/critical radiant flux
3603.20: Glazing
3603.20.4: Safety glazing
3603.20.5: Sloped glazing and skylights
3603.21
3603.22
3603.23
3603.24
3603.25
3604.0: Foundations
Energy conservation requirements
Protection against decay and termites
Manufactured buildings and manufactured housing
Sanitation
Electrical requirements
3604.1
3604.2
3604.3
3604.4
3604.5
3604.6
3604.7
3604.8
3604.9
: Floors
3605.1
3605.2
3605.3
3605.4
3605.5
3605.6
General
Materials
Footings
Foundation walls
Foundation drainage
Foundation waterproofing and dampproofing
Foundation insulation
Columns
Crawl space
General
Floor Framing
Floor sheathing
Treated-wood floors (on ground)
Concrete floors (on grade)
Metal
3606.0: Wall Construction
3606. 1 . General
3606.2: Wall framing
3606.3: Mete!
3606.4: General masonry construction
3606.5: Unit masonry
3606.6: Multiple wythe masonry
3606.7: Grouted masonry
3606.8: Windows
3606.9: Sliding glass doors
3606. 10: Plywood and wood structural panels
3606.11: Particleboard
Page
474
475
475
476
476
476
477
477
477
477
478
478
478
479
479
480
481
482
482
482
483
484
485
485
486
487
487
489
489
490
490
494
497
498
499
499
499
501
501
501
525
527
527
528
529
529
529
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536
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544
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
TABLE OF CONTENTS
TABLE OF CONTENTS - continued
Page
Chapter 36: 01s
JE AND TWO FAMILY DW
3607.0: WallCovenng
3607.1
General
3607.2
Interior covering
3607.3
Exterior covering
3608.0: Roof-
ceiling construction
3608.1
General
3608.2
Roof framing
3608.3
Roof sheathing
3608.4
Metal
3608.5
Ceiling finishes
3608.6
Roof ventilation
3608.7
Attic access
3609.0: Roof
;overings
3609.1
General
3609.2
Deck preparation
3609.3
Asphalt shingles
3609.4
Slate shingles
3609.5
Metal
3609.6
Tile, clay, or concrete shingles
3609.7
Built-up roofing
3609.8
Wood shingles
3609.9
Wood shakes
3609.1
0: Reroofing
■ continued
3610.0: Chimneys and fireplaces
General
3610.2 Masonry chimneys
3610.3 Factory-built chimneys
3610.4 Masonry fireplaces
3610.5 Factory-built fireplaces
3610.6
36 11.0: Mechanical administration (This section is entirely unique to Massachusetts)
3611.1: General
3611.2: Existing mechanical systems
3612.0: Mechanical definitions
3612.1: General
3612.2: General mechanical definitions
3613.0: General mechanical system requirements(77iw section is entirely unique to Massachusetts)
3613.1
3613.2
3613.3
3613.4
3613.5
3613.6
3613.7
3613.8
General
Approval
Labeling of equipment not under the control of 527 CMR or 248 CMR
Type of fuel
Appliance access
Clearances from combustible construction
Appliance installation
Control devices
36 14.0: Heating and cooling equipment (This section is entirely unique to Massachusetts)
3614.1
3614.2
3614.3
General
Heat pump equipment
Refrigeration cooling equipment
3615.0: Electric resistance heating
3615.1
3615.2
3615.3
General
Radiant heating systems
Duct heaters
3616.0: Vented floor, wall and room heaters
3616.1
3616.2
3616.3
General
Vented wall furnaces/additional requirements
Vented room heaters/additional requirements
549
549
549
552
557
557
557
559
560
561
561
561
591
591
591
591
592
593
593
593
594
594
596
599
599
599
601
601
606
617
611
611
611
613
613
613
619
619
619
619
619
619
619
620
622
623
623
624
624
625
625
625
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627
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE OF CONTENTS - continued
Chapter 36: ONE AND TWO FAMILY DWELLINGS - continued
3618.1
3618.2
3618.3
3618.4
3621.1
General
3621.2
Vent components
3621.3
Chimney and vent connectors
3621.4
Vents
3621.5
Masonry and factory-built chimneys
Solar
systems
3622.1
General
3622.3
Labeling
3622.4
Prohibited heat transfer fluids
Page
3617.0: Ventilation air supply 629
3618.0: Exhaust systems 631
Clothes dryer exhaust 63 1
Range hoods 63 1
Installation of microwave ovens 63 1
Overhead ventilating hoods 63 1
3619.0: Duct systems 633
3619.1: Duct construction 633
3619.2: Return air 634
3619.3: Supply air 635
3620.0: Combustion air 637
3620.0: General 637
3620.2: All air from inside the building 637
3620.3: All combustion air from outside the building 637
3620.4: Combined use of indoor and outdoor air for combustion 638
3621.0: Chimneys and vents 643
643
643
644
644
645
647
647
627
647
LIST OF APPENDICES
A: Referenced Standards 649
B: Sample Building Permit Application Forms 669
State Building Code Appeals Application Forms 677
Official Interpretations 682
C: Recommended Fastening Schedule 709
D: Guidance For Selection of Foundation Material Classes in Table 1804.3 713
E: ProcedurefFor Accounting for Series and Parallel Heat Flows 715
F: Reference Data for Repair, Addition, and Change of Use of
Existing Buildings 717
G: Unit Dead Loads for Design Purposes 737
H: Historic Buildings 745
I: Independent Structural Engineering Review 75 1
J: Energy provisions 753
K: Floor protector thermal conductivity calculations 761
780 CMR - SPECIAL RULES AND REGULATIONS
Concrete Testing Laboratories Licensing 763
Concrete Testing Personnel Licensing 767
Manufactured Buildings, Building Components and Mobile Homes 769
Use of Native Lumber 783
Construction Supervisors 785
Registration and Enforcement of Home Improvement Contractor Program 789
Certification of Inspectors of Buildings. Building Commissioners and Local Inspectors 801
INDEX 807
780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
CHAPTER 1
ADMINISTRATION
(Substantial portions of this Chapter are entirely unique to Massachusetts)
780 CMR 101.0 SCOPE
101.1 Title: 780 CMR shall be known as the
Commonwealth of Massachusetts State Building
Code.
101.2 Scope: 780 CMR, in accordance with St.
1984, c. 348, as amended shall control all matters
concerning;
(a) the construction, reconstruction, alteration,
repair, demolition, removal, inspection, issuance
and revocation of permits or licenses, installation
of equipment, classification and definition of any
building or structure and use or occupancy of all
buildings and structures or parts thereof except
bridges and appurtenant supporting structures
which have been or are to be constructed by, or
are under the custody and control of the
Department of Public Works (Massachusetts
Highway Department), the Massachusetts
Turnpike Authority, the Massachusetts Bay
Transportation Authority, the Metropolitan
District Commission, or the Massachusetts Port
Authority or for which said agencies have
maintenance responsibility;
(b) the rehabilitation and maintenance of existing
buildings;
(c) the standards or requirements for materials to
be used in connection therewith, including but not
limited to provisions for safety, ingress and
egress, energy conservation and sanitary
conditions;
(d) the establishment of reasonable fees for
inspections and the issuance of licenses to
individuals engaged as construction supervisors;
(e) the certification of inspectors of buildings,
building commissioners and local inspectors and;
(f) the registration of Home Improvement
Contractors pursuant to MGL c 142A, except as
such matters are otherwise provided for in the
Massachusetts General Laws Annotated, or in the
rules and regulations authorized for promulgation
under the provisions of 780 CMR.
(g) other duties and responsibilities as defined in
780 CMR Rl through R7.
101.3 Application of references: Unless otherwise
specifically provided for in 780 CMR, all references
to chapter or section numbers, or to provisions not
specifically identified by number, shall be construed
to refer to such chapter, section or provision of
780 CMR.
101.4 Intent: 780 CMR shall be construed to secure
its expressed intent, which is to insure public safety,
health and welfare insofar as they are affected by
building construction, through structural strength,
adequate means of egress facilities, sanitary
conditions, light and ventilation, energy
conservation and fire safety; and, in general, to
secure safety to life and property from all hazards
incident to the design, construction, reconstruction,
alteration, repair, demolition, removal, use or
occupancy of buildings, structures or premises.
101.5 Specialized Codes: Specialized codes, rules
or regulations pertaining to building construction,
reconstruction, alteration, repair or demolition,
promulgated, and under the authority of the various
boards which have been authorized by the general
court shall be incorporated into 780 CMR. The said
specialized codes, rules or regulations include, but
are not limited to, those listed in Appendix A.
101.6 Referenced standards: The standards
referenced in 780 CMR and listed in Appendix A
shall be considered part of the requirements of
780 CMR to the prescribed extent of each such
reference. Where differences occur between
provisions of 780 CMR and referenced standards,
the provisions of 780 CMR shall apply. The
administrative provisions of 780 CMR shall apply to
all standards referenced in Appendix A, other than
the specialized codes in 780 CMR 101.5.
780 CMR 102.0 APPLICABILITY
102.1 General: The provisions of 780 CMR shall
apply to all matters affecting or relating to buildings
and structures, as set forth in 780 CMR 101.0 and
shall apply with equal force to municipal, county,
state authorities of or established by the legislature
and private buildings and structures, except where
such buildings and structures are otherwise provided
for by statute. The construction, reconstruction,
alteration, repair, addition, change in use or
occupancy, demolition, removal of all buildings and
structures shall comply with 780 CMR.
102.2 Matters not provided for: Any requirements
that are essential for the structural, fire or sanitary
safety, interior climate comfort of an existing or
proposed building or structure, or for the safety of
the occupants thereof, which are not specifically
provided for by 780 CMR, shall be determined by
the building official. The State Board of Building
Regulations and Standards (hereinafter referred to as
the BBRS) and the Department of Public Safety
shall be notified by the building official in writing
within seven working days of any action taken
pursuant to 780 CMR 102.2.
2/7/97 (Effective 2/28/971
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
102.3 Zoning Bylaw Restrictions: When the
provisions herein specified for structural strength,
adequate egress facilities, sanitary conditions,
equipment, light and ventilation, energy
conservation or fire safety conflict with the local
zoning bylaws or ordinances, 780 CMR shall control
the construction or al.jration of buildings and
structures unless such bylaws or ordinances are
promulgated in accordance with the provisions of
M.G.L. c. 143, § 98 .
102.4 General bylaw restrictions: When the
provisions herein specified for structural strength,
adequate egress facilities, sanitary conditions,
equipment, light and ventilation, energy
conservation or fire safety conflict with the local
general bylaws or ordinances, 780 CMR shall
control the construction or alteration of buildings
and structures unless such bylaws or ordinances are
promulgated in accordance with the provisions
M.G.L. c. 143, § 98.
102.5 Applicability to Existing Buildings
102.5.1 General: Existing buildings and
structures shall comply with the provisions of
780 CMR 102.5 and all other applicable
provisions of 780 CMR.
102.5.2 Unless specifically provided otherwise in
780 CMR, any existing building or structure shall
meet and shall be presumed to meet the provisions
of the applicable laws, codes, rules or regulations,
bylaws or ordinances in effect at the time such
building or structure was constructed or altered
and shall be allowed to continue to be occupied
pursuant to its use and occupancy, provided that
the building or structure shall be maintained in
accordance with 780 CMR 103.0.
102.5.3 In cases which applicable codes, rules or
regulations, bylaws or ordinances were not in use
at the time of such construction or alteration, the
provisions of 780 CMR 103.0 shall apply.
102.5.4 In cases where the provisions of
780 CMR are less stringent than the applicable
codes, rules or regulations, bylaws or ordinances
at the time of such construction or substantial
alteration, the applicable provisions of 780 CMR
shall apply, providing such application of these
provisions does not result in danger to the public,
as determined by the building official.
102.5.5 Existing buildings or parts or portions
thereof which are proposed to be enlarged,
altered, repaired or changed in use or occupancy
shall comply with the provisions of 780 CMR 34.
102.5.6 Moved Structures: Buildings or
structures moved into or within the jurisdiction
shall comply with the provisions of 780 CMR 34
provided that any new system shall comply as far
as practicable with the requirements for new
structures and provided further that the siting and
fire separation distance comply with the
requirements for new structures.
780 CMR 103.0 MAINTENANCE
103.1 General: All buildings and structures and all
parts thereof, both existing and new, and all systems
and equipment therein which are regulated by
780 CMR shall be maintained in a safe, operable and
sanitary condition. All service equipment, means of
egress, devices and safeguards which are required by
780 CMR in a building or structure, or which were
required by a previous statute in a building or
structure, when erected, altered or repaired, shall be
maintained in good working order.
103.2 Owner responsibility: The owner, as
defined in 780 CMR 2, shall be responsible for
compliance with provisions of 780 CMR 103.0.
780 CMR 104.0 VALIDITY
104.1 General: The provisions. of 780 CMR are
severable, and if any of its provisions shall be held
unconstitutional or otherwise invalid by any court of
competent jurisdiction, the decision of such court
shall not affect or impair any of the remaining
provisions.
780 CMR 105.0 OFFICE OF THE
INSPECTOR OF BUILDINGS OR
BUILDING COMMISSIONER
105.1 Appointment: The chief administrative
officer of each city or town shall employ and
designate an inspector of buildings or building
commissioner (hereinafter inspector of buildings) as
well as such other local inspectors as are reasonably
necessary to assist the inspector of buildings to
administer and enforce 780 CMR and of M.G.L.
c. 22, § 13 A and the rules and regulations made
under the authority thereof. The inspector of
buildings shall report directly to and be solely
responsible to the appointing authority.
105.2 Alternate: The inspector of buildings is
authorized to designate an alternate who shall
exercise all the powers of the inspector of buildings
during the temporary absence, disability or conflict
of interest of the inspector of buildings. Said
alternate shall be duly qualified pursuant to
780 CMR 105.3.
105.3 Qualifications of the Inspector of Buildings:
In accordance with the provisions of M.G.L. c. 143,
§ 3, each inspector of buildings shall have had at
least five years of experience in the supervision of
building construction or design or in the alternative
a four year undergraduate degree in a field related to
building construction or design, or any combination
of education and experience which would confer
equivalent knowledge and ability, as determined by
the BBRS. In addition each inspector of buildings
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shall have had general knowledge of the accepted
requirements for building construction, fire
prevention, light, ventilation and safe egress; as well
as a general knowledge of other equipment and
materials essential for safety, comfort and
convenience of the occupants of a building or
structure.
Each inspector of buildings shall be certified by
the BBRS in accordance with the provisions of
780 CMR R7, the Rules and Regulations for the
Certification of Inspectors of Buildings, Building
Commissioners and Local Inspectors.
Municipalities may require additional
qualifications or experience as are deemed
necessary.
105.4 Qualifications of the local inspector: In
accordance with the provisions of M.G.L. c. 143,
§ 3, each local inspector shall have had at least five
years of experience in the supervision of building
construction or design or in the alternative a two
year associates degree in a field related to building
construction or design, or any combination of
education and experience which would confer
equivalent knowledge and ability, as determined by
the BBRS. In addition, such persons shall have had
general knowledge of the accepted requirements for
building construction, fire prevention, light,
ventilation and safe egress; as well as a general
knowledge of other equipment, and materials
essential for safety, comfort and convenience of the
occupants of a building or structure.
Each local inspector shall be certified by the
BBRS in accordance with the provisions of
780 CMR R7, the Rules and Regulations for the
Certification of Inspectors of Buildings, Building
Commissioners and Local Inspectors.
Municipalities rhay require additional
qualifications or experience as are deemed
necessary.
105.5 Reporting Requirements:
105.5.1 Annual report by city or town clerk:
In accordance with the provisions of M.G.L.
c. 143, § 3, the clerk of each city or town shall,
annually, not later than April first, transmit to the
BBRS the names and official address of each
inspector of buildings, building commissioner and
local inspector as well as at such other times as
required pursuant to 780 CMR R7, the Rules and
Regulations for the Certification of Inspectors of
Buildings, Building Commissioners and Local
Inspectors. Such reports shall be submitted on
forms prescribed by the BBRS for said purpose.
105.5.2. New appointments: The clerk of each
city or town shall additionally report to the BBRS,
the name, capacity and status of any new
appointee within the time periods prescribed in
780 CMR R7 on forms prescribed by the BBRS
for said purpose.
105.6 Restriction of employees: No full-time or
part-time building commissioner, inspector of
buildings, or full-time or part-time local inspector as
defined herein shall be engaged in, or directly or
indirectly connected with, the furnishing of labor,
materials or appliances for the construction,
alteration or maintenance of a building or structure,
or the preparation of plans or of specifications
therefore within the city, town or region for which
he or she is appointed, unless he or she is the owner
of the building or structure; nor shall any officer or
employee associated with the building department
engage in any work which conflicts with his or her
official duties or with the interests of the department.
Note: See M.G.L. c. 143, § 3Z (Local OptionTaw
relative to part-time employees).
105.7 Relief from personal liability: Insofar as the
law allows, while acting for the municipality, the
building official, charged with the enforcement of
780 CMR shall not be deemed personally liable in
the discharge of his official duties.
105.8 Official records: An official record shall be
kept of all business and activities of the department
specified in the provisions of 780 CMR. In
accordance with the provisions of M.G.L. c. 66,
§ 10(b), all such records shall be open to public
inspection at all appropriate times and according to
reasonable rules to maintain the integrity and
security of such records.
780 CMR 106.0 DUTIES AND POWERS OF
THE BUILDING OFFICIAL
106.1 General: The inspector of buildings and local
inspector (herein after building official) shall
enforce all of the provisions of 780 CMR, 521 CMR
(Architectural Access Board) and any other state
statutes, rules and regulations, or ordinances or
bylaws which empower the building official. The
building official shall act on any question relative to
the mode or manner of construction and materials to
be used in the construction, reconstruction,
alteration, repair, demolition, removal, installation of
equipment and the location, use, occupancy and
maintenance of all buildings and structures, except
as otherwise specifically provided for by statutory
requirements or as provided for in 780 CMR 109.0.
106.2 Applications and permits: The building
official shall receive applications and issue permits
for the construction, reconstruction, alteration,
repair, demolition, removal or change in use or
occupancy of buildings and structures; inspect the
premises for which such permits have been issued
and enforce compliance with the provisions of
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106.3 Notices and orders: The building official
shall issue all necessary notices or orders to ensure
compliance with 780 CMR.
106.4 Inspections: The building official shall make
such inspections as deemed necessary to ensure
compliance with 780 CMR, or the building official
may accept reports of inspection by qualified
agencies or individuals, which reports shall be in
writing and be certified by a responsible officer of
such agency or by the responsible individual.
106.5 Inspection and certification of specified use
groups: The building official shall periodically
inspect and certify buildings and structures or parts
thereof in accordance with Table 106. A building or
structure shall not be occupied or continue to be
occupied without the posting of a valid certificate of
inspection where required by Table 106. A
certificate of inspection as herein specified shall not
be issued until an inspection is made certifying that
the building or structure or parts thereof complies
with all the applicable requirements of 780 CMR,
and until the fee is paid as specified in Table 106.
Municipalities may increase or waive only in their
entirety for any specific use group the fees as
specified in said Table 106.
Exception: Municipalities may revise or modify,
or waive in part those fees for buildings and
structures or parts thereof owned by the
municipality, county or political subdivision
thereof and for buildings and structures or parts
thereof used solely for religious purposes.
TABLE 106
REQUIRED MINIMUM INSPECTIONS AND CERTIFICATIONS FOR SPECIFIED USE GROUPS
(See Chapters 3 and 4 for complete description of use groups)
Use
Group
Use Group
Use Group Description
Minimum
Inspections
Maximum
Certification
Period
Fees for Maximum
Certification
Period
A-l
Assembly - Theaters
over 400 capacity
With stage and scenery
Movie Theater
Semi- Annual
Semi- Annual
One Year
One Year
$75
$75
A-l
Assembly - Theaters
400 or less capacity
With stage and scenery
Movie Theater
Annual
Annual
One Year
One Year
$40
$40
A-2
Assembly - Night Clubs
or similar uses
Over 400 capacity
400 or less capacity
Semi Annual
Annual
One Year
One Year
$75
$40
A-3
Assembly Lecture
Halls, recreation centers,
terminals, etc.
Over 400 capacity
400 or less capacity
Semi Annual
Annual
One Year
One Year
note a
$40
A-4
Assembly
Churches, low density, recreation
& similar uses
Prior to issuance of
each new certificate
Five Years
$40
A-5
Assembly
Stadiums, bleachers, places of
outdoor assembly
Prior to issuance of
each new certificate
One Year
noteb
E
Educational
Educational
Prior to issuance of
each new certificate
One Year
$40
E
Day Care
Child day care centers
(see Chapter 4)
Prior to issuance of
each new certificate
One Year
$40
1-2
Institutional
Incapacitated - hospitals, nursing
homes, mental hospitals, certain
day care facilities (see Chapter 4)
Prior to issuance of
each new certificate
Two Years
note d
1-3
Institutional
Restrained - prisons, jails,
detention centers, etc.
Prior to issuance of
each new certificate
Two Years
notec
R-l
Residential
Hotels, motels, lodging houses,
dormitories, etc. (note g)
Prior to issuance of
each new certificate
One Year
note e
R-2
Residential
Multi family (note g)
Prior to issuance of
each new certificate
Five Years
notef
R-l
Residential Special
Occupancy
Detoxification facilities
(see Chapter 4)
Prior to issuance of
each new certificate
Two Years
$75
R-2
Residential Special
Occupancy
Summer camps for children
(see chapter 41
Annual
One Year
noteh
R-3or
R-4
Residential Special
Occupancy
Group Residence
(see Chapter 41
Annual
One Year
note h
R-5
Residential Special
Occupancy
Limited Group Residence
(see Chapter 4)
Annual
One Year
noteh
Notes applicable to Table 106
General: The maximum certification period specified in Table 106 is intended to provide administrative flexibility.
For those buildings and structures or parts thereof allowing more than one year maximum certification period, the
building official may determine the length of validity of the certificate issued. For example, a building in the R-2 use
group could be issued a certificate valid for one. two. three, four or five years. The total amount of fees charged for
a certificate or certificates issued during the maximum certification period can exceed the fee listed or referenced in
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column 4 of Table 106. For example, if the building official issues a certificate valid for two years for a building in
the R-2 use group, the fee charged would be 2/5 times the fee per maximum certification period as determined for the
building in question using the formula in Note f.
Note a. For buildings or structures, or parts thereof, in the A-3 Use Group categories, with capacities over 400. the
fee to be charged for the maximum certification period of one year is $75 for accommodations for up to 5,000 pcsons.
plus S15 for the accommodations for each additional 1,000 persons or fraction thereof.
Note b. For all buildings or structures, or parts thereof, in A-5 use group, the fee to be charged for the maximum
certification period of one year is $40 for seating accommodations for up to 5,000 persons, plus $8 for the
accommodation for each additional 1 .000 persons or fraction thereof.
Note c. For all buildings and structures, or parts thereof, in the 1-3 use group, the fee to be charged for the maximum
certification period of two years is $75 for each structure containing up to 100 beds, plus a $2 charge for each
additional ten beds or fraction thereof over the initial 100 beds.
Note d. For hospitals, nursing homes, sanitariums, and orphanages in the 1-2 use group, the fee to be charged for the
maximum certification period of two years is $75 for each structure containing up to 100 beds, plus a $2 charge for
each additional ten beds or fraction thereof over the initial 100 beds. All other buildings or structures or parts thereof
in the 1-2 use group classification shall be charged a fee of $75 for a two year maximum certification period.
Note e. For all buildings and structures or parts thereof in the R- 1 use group, the fee to be charged for the maximum
certification period of one year shall be $40 for up to five units plus $2 per unit for all over five units. A unit shall be
defined as follows:
two hotel guest rooms:
two lodging house guest rooms;
two boarding house guest rooms; or
four dormitory beds
Note f. For all buildings and structures or pans thereof in the R-2 use group, the fee to be charged for the maximum
certification period of five years shall be $75, plus $2 per dwelling unit.
Note g. For purposes of determining the required number of inspections, the maximum certification period, and the
fees, as specified in Table 106, dormitories are included in the R-l use group classification rather than the R-2.
Note h. Summer camps for children in use group R-2 shall be inspected and certified annually prior to the beginning
of each season. The annual fee shall be $ 15 for the first 25 residential units: $8 for each additional 25 residential units:
and $15 for each assembly building or use. (A residential unit for this purpose shall be defined as four beds).
106.6 Reports by the Building Official
106.6.1 Report to Appointing Authority: The
building official shall submit to the appointing
authority of the jurisdiction a written report of
operations in a form and content and at intervals
as shall be prescribed by the appointing authority.
106.6.2 Report to assessors: Pursuant to
M.G.L. c. 143, § $1, the building official shall
give to the assessors of the municipality written
notice of the granting of permits for the
construction of any buildings or structures, or for
the removal or demolition, or for any substantial
alteration or addition thereto. Such notice shall be
given within seven days after the granting of each
permit, and shall state the name of the person to
whom the permit was granted and the location of
the building or structure to be constructed,
reconstructed, altered, demolished or removed.
106.6.3 Report to Local United States
Postmaster: Pursuant to M.G.L. c. 143, § 3X the
building official shall notify the local United
States Postmaster of the issuance of a building
permit authorizing the construction of any
building containing ten or more residential units.
106.7 Department records: The building official
shall maintain official records of applications
received, permits and certificates issued, inspections
performed fees collected, reports of inspections, and
notices and orders issued Such records shall be
retained in the official records as long as the
building or structure to which they relate remains in
existence unless otherwise provided for by law.
780 CMR 107.0 DUTIES AND POWERS OF
THE STATE INSPECTOR
(M.G.L. c. 143, § 3A)
107.1 The State Inspector: In every city and town
780 CMR shall be enforced by the State Inspector of
the Department of Public Safety, Division of
Inspections, as to any structures or buildings or parts
thereof that are owned by the Commonwealth or any
departments, commissions, agencies, or authorities
of the Commonwealth. The state inspector shall
have as to such buildings and structures all the
powers of a building commissioner or inspector of
buildings. All buildings and structures owned by
any authority established by the legislature and not
owned by the Commonwealth shall be regulated in
accordance with 780 CMR 106.0.
107.2 Other responsibilities: The state inspector
shall make periodic reviews of all local building
inspection practices, provide technical assistance
and advice to the local building officials in the
implementation of 780 CMR, and report in writing
his findings to the building officials.
107.3 Review by the Commissioner of Public
Safety: The Commissioner of the Commonwealth
of Massachusetts, Department of Public Safety shall
establish districts which shall be supervised by a
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state inspector of the Division of Inspections. The
Commissioner may review, on his own initiative, or
on the application of any state inspector, any action
or refusal or failure of action by any building official
the result of which does not comply with the
uniform implementation of 780 CMR; and may
reverse, modify or annul, in whole or in part, such
action except with respect to the specialized codes,
provided that an order or action of the Commissioner
shall not reverse, modify, annul, or contravene any
order, action, determination, interpretation or any
decision by the BBRS or the State Building Code
Appeals Board.
107.4 Reports: The state inspector shall file with
the BBRS reports of his periodic reviews and
recommendations for improvements of building
inspection practices. The format and due dates for
these reports shall be determined by the BBRS.
780 CMR 108.0 RULES AND REGULATIONS
108.1 Rule making authority: Under authority
granted by St. 1984, c. 348, as amended, the BBRS
is empowered in the interest of public safety, health
and general welfare, to adopt and promulgate rules
and regulations, and to interpret and implement the
provisions of 780 CMR to secure the intent thereof.
108.2 Amendments and promulgation of rules:
In accordance with the provisions of M.G.L. c. 143,
§ 97, any person may propose amendments to
780 CMR. Public hearings shall be held in the city
of Boston in May and November of each year, and
at such other times and places as the BBRS may
determine, to consider petitions for such
amendments. Amendments adopted by the BBRS
shall be binding and have the full force and effect in
all cities and towns.
108.3 Activities requiring licenses, registration or
certification:
108.3.1 Testing laboratories: A testing
laboratory, branch laboratory and/or project
laboratory shall not test concrete and/or concrete
materials for use in structures subject to
construction control (780 CMR 116.0) and/or
controlled materials (780 CMR 17) unless
licensed by the BBRS in accordance with
780 CMR and 780 CMR Rl: the Rules and
Regulations for Licensing of Concrete Testing
Laboratories.
108.3.2 Field technicians: A person shall not
engage in the activities of field testing of concrete
for use in structures subject to construction
control (780 CMR 116.0) and/or controlled
materials (780 CMR 17) unless such person is
licensed by the BBRS in accordance with
780 CMR R2: the Rules and Regulations for
Concrete Testing Personnel.
108.3.3 Manufactured buildings: No individual,
organization or firm shall be engaged in the
construction of manufactured buildings for use in
the Commonwealth of Massachusetts unless
approved to construct same by the BBRS in
accordance with 780 CMR R3.
108.3.4 Native Lumber: No individual,
organization or firm shall engage in the
production of native lumber for use in structures
within the Commonwealth of Massachusetts
unless registered by the BBRS in accordance with
780 CMR and 780 CMR R4: the Rules and
Regulations Controlling the Use of Native
Lumber.
108.3.5 Licensing of Construction Supervisors:
108.3.5.1 Except for those structures governed
by Construction Control in 780 CMR 116.0,
effective July 1, 1982, no individual shall be
engaged in directly supervising persons
engaged in construction, reconstruction,
alteration, repair, removal or demolition
involving any activity regulated by any
provision of 780 CMR, unless said individual
is licensed in accordance the Rules and
Regulations for Licensing Construction
Supervisors as set forth in 780 CMR R5.
No person shall be engaged in the
supervision of the field erection of a
manufactured building unless such person is
licensed in accordance with 780 CMR R5: The
Rules and Regulations for the Licensing of
Construction Supervisors.
Exception: Any Home Owner performing
work for which a building permit is required
shall be exempt from the licensing
provisions of 780 CMR 108.3.5; provided
that if a Home Owner engages a person(s)
for hire to do such work, that such Home
Owner shall act as supervisor. This
exception shall not apply to the field
erection of a manufactured buildings
constructed pursuant to 780 CMR 35 and
780 CMR R3.
108.3.5.2 Exemptions from Construction
Supervisor License requirement; A
construction supervisor's license is not
required for: roofing, siding, erection of
rooftop solar collectors, construction of
swimming pools, the erection of signs,
installation of replacement windows not
involving structural modifications, the erection
of tents nor for projects which are subject to
construction control (780 CMR 1 16.0).
A construction supervisor's license is not
required for agricultural buildings which are
not open to the public or otherwise made
available for public use.
108.3.5.3 No municipality shall be prohibited
from requiring a license for those individuals
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engaged in directly supervising persons
engaged in construction, reconstruction,
alteration, repair, removal or demolition in
those categories of building and structures for
which the BBRS does not require a license,
provided that those municipalities which have
established licensing requirements for
construction supervisors prior to January 1,
1975, may maintain their existing licensing
requirements.
108.3.6 Registration of Home Improvement
Contractors: In accordance with the provisions
of M.G.L. c. 142A no home improvement
contractor, or organization or firm shall be
involved in the improvement of any existing
owner occupied one to four family residential
building unless said home improvement
contractor has registered with the BBRS in
accordance with the rules and regulations for the
registration of Home Improvement Contractors as
set forth in 780 CMR R6.
108.3.7 Certification of Inspectors of Buildings,
Building Commissioners and Local Inspectors;
The rules and regulations for the Certification of
Inspectors of Buildings, Building Commissioners
and Local Inspectors shall be as set forth in
780 CMR R7.
108.4 Enforcement: Whoever violates the
provisions of 780 CMR 108.0 or any rules and
regulations promulgated hereunder, or who falsifies
or counterfeits a license, registration or certification
issued by the BBRS, or who fraudulently issues or
accepts such a license, registration or certification
shall be punished as provided in 780 CMR 1 18.0 or
shall be subject to any other penalty provided for by
law.
780 CMR 109.0 APPROVAL
109.1 Approved materials and equipment: All
materials, equipment and devices approved by the
building official shall be constructed and installed in
accordance with such approval.
109.2 Used materials and equipment: Used
materials, equipment and devices which meet the
minimum requirements of 780 CMR for new
materials, equipment and devices shall be permitted;
however, the building official may require
satisfactory proof that such materials, equipment and
devices have been reconditioned, tested, and/or
placed in good and proper working condition prior
to approval.
109.3 Alternative materials and equipment:
109.3.1 General: The provisions of 780 CMR
are not intended to limit the appropriate use or
installation of materials, appliances, equipment or
methods of design or construction not specifically
prescribed by 780 CMR, provided that any such
alternative has been approved. Alternative
materials, appliances, equipment or methods of
design or construction shall be approved when the
building official is provided acceptable proof and
has determined that said alternative is satisfactory
and complies with the intent of the provisions of
780 CMR, and that said alternative is, for the
purpose intended, at least the equivalent of that
prescribed in 780 CMR in quality, strength,
effectiveness, fire resistance, durability and
safety. Compliance with specific performance
based provisions of 780 CMR, in lieu of a
prescriptive requirement shall also be permitted as
an alternate.
109.3.2 Evidence submitted: The building
official may require that evidence or proof be
submitted to substantiate any claims that may be
made regarding the proposed alternate.
109.3.3 Tests: Determination of acceptance shall
be based on design or test methods or other such
standards approved by the BBRS. In the
alternative, where the BBRS has not provided
specific approvals, the building official may
accept, as supporting data to assist in this
determination, duly authenticated engineering
reports, formal reports from nationally
acknowledged testing/ listing laboratories, reports
from other accredited sources. The costs of all
tests, reports and investigations required under
these provisions shall be borne by the applicant.
109.3.4 Approval by the Construction
Materials Safety Board: The building official
may refer such matters to the Construction
Materials Safety Board in accordance with
780 CMR 123.0 for approval.
780 CMR 110.0 APPLICATION FOR PERMIT
110.1 Permit application: It shall be unlawful to
construct, reconstruct, alter, repair, remove or
demolish a building or structure; or to change the
use or occupancy of a building or structure; or to
install or alter any equipment for which provision is
made or the installation of which is regulated by
780 CMR without fir„t filing a written application
with the building official and obtaining the required
permit therefor.
110.2 Temporary Structures:
110.2.1 General: A building permit shall be
required for temporary structures, unless
exempted by 780 CMR 1 10.3. Such permits shall
be limited as to time of service, but such
temporary construction shall not be permitted for
more than one year.
110.2.2 Special approval: All temporary
construction shall conform to the structural
strength, fire safety, means of egress, light.
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ventilation, energy conservation and sanitary
requirements of 780 CMR as necessary to insure
the public health, safety and general welfare.
110.2.3 Termination of approval: The building
official may terminate such special approval and
order the demolition of any such construction at
the discretion of the building official.
110.3 Exemptions: A building permit is not
required for the following activities, such exemption,
however, shall not exempt the activity from any
review or permit which may be required pursuant to
other laws, by-laws, rules and regulations of other
jurisdictions (e.g. zoning, conservation, etc.).
1 . One story detached accessory buildings used
as tool or storage sheds, playhouses and similar
uses, provided the floor area does not exceed 120
square feet.
2. Fences six feet in height or less.
3. Retaining walls which, in the opinion of the
building official, are not a threat to the public
safety health or welfare and which retain less than
four feet of unbalanced fill.
4. Ordinary repairs as defined in 780 CMR 2.
Ordinary repairs shall not include the cutting
away of any wall, partition or portion thereof, the
removal or cutting of any structural beam, column
or other loadbearing support, or the removal or
change of any required means of egress, or
rearrangement of parts of a structure affecting the
egress requirements; nor shall ordinary repairs
include addition to, alteration of, replacement or
relocation of any standpipe, water supply,
mechanical system, fire protection system, energy
conservation system or other work affecting
public health or general safety.
5. Greenhouses: A building permit or notice to
the building official is not required for the
construction of greenhouses covered exclusively
with plastic film (in accordance with St. 1983,
c. 671). (This exemption does not apply if the
greenhouse is to be used for large assemblies of
people or uses other than normally expected for
this purpose.)
110.4 Form of application: The application for a
permit shall be submitted in such form as determined
by the building official but in all cases shall contain,
as a minimum, the information required on the
appropriate sample uniform building permit
application forms in Appendix B. The application
for a permit shall be accompanied by the required
fee as prescribed in 780 CMR 114.0 and the
construction documents as required in 780 CMR
1 10.7 and 1 10.8, where applicable.
110.5 By whom application is maJe: Application
for a permit shall be made by the owner or lessee of
the building or structure, or agent of either. If
application is made other than by the owner, the
written authorization of the owner shall accompany
the application. Such written authorization shall be
signed by the owner and shall include a statement of
ownership and shall identify the owner's authorized
agent, or shall grant permission to the lessee to apply
for the permit. The full names and addresses of the
owner, lessee, applicant and the responsible officers,
if the owner or lessee is a corporate body, shall be
stated in the application.
Note: It shall be the responsibility of the
registered contractor to obtain all permits
necessary for work covered by the Home
Improvement Contractor Registration Law,
M.G.L. c. 142A. An owner who secures his or
her own permits for such shall be excluded from
the guaranty fund provisions as defined in M.G.L.
c. 142A. Refer to 780 CMR R6 and M.G.L.
c. 142 A for additional information regarding the
Home Improvement Contractor Registration
Program.
110.6 The securing of a building permit by the
owner, or the owner's authorized agent, to construct,
reconstruct, alter, repair, demolish, remove, install
equipment or change the use or occupancy of a
building or structure, shall not be construed to
relieve or otherwise limit the duties and
responsibilities of the licensed, registered or certified
individual or firm under the rules and regulations
governing the issuance of such license registration or
certification.
110.7 Construction documents: The application for
permit shall be accompanied by not less than three
sets of construction documents. The building
official is permitted to waive, or modify the
requirements for filing construction documents when
the building official determines that the scope of the
work is of a minor nature. When the quality of the
materials is essential for conformity to 780 CMR,
specific information shall be given to establish such
quality, and 780 CMR shall not be cited, or the term
"legal" or its equivalent used as a substitute for
specific information.
110.8 Engineering Details, Reports, Calculations,
Plans and Specifications: In the application for a
permit for buildings and structures subject to
construction control in 780 CMR 116.0, the
construction documents shall contain sufficient plans
and details to fully describe the work intended,
including, but not limited to all details sufficient to
describe the structural, fire protection, fire alarm,
mechanical, light and ventilation, energy
conservation, architectural access and egress
systems. The building official may require such
calculations, descriptions narratives and reports
deemed necessary to fully describe the basis of
design for each system regulated by 780 CMR. In
accordance with the provisions of M.G.L. c. 143,
§ 54A all plans and specifications shall bear the
original seal and original signature of a
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ADMINISTRATION
Massachusetts registered professional engineer or
registered architect responsible for the design,
except as provided in M.GL. c. 143, § 54A and any
profession or trade as provided in M.GL. c. 112,
§ 60L and M.GL. c. 112, § 81R.
When such application for permit must comply
with the provisions of 780 CMR 4 or 780 CMR 9 or
780 CMR 34, the building official shall cause one
set of construction documents filed pursuant to
780 CMR 1 10.7 to be transmitted simultaneously to
the head of the local fire department for his file,
review and approval of the items specified in
780 CMR 903.0 as they relate to the applicable
sections of 780 CMR 4, 780 CMR 9 or 780 CMR
34. The head of the local fire department shall
within ten working days from the date of receipt by
him, approve or disapprove such construction
documents. If the head of the local fire department
disapproves such construction documents, he or she
shall do so, in writing citing the relevant sections of
noncompliance with 7S0 CMR or the sections of the
referenced standards of Appendix A. Upon the
request of the head of the local fire department, the
building official may grant one or more extensions
of time for such review provided, however, that the
total review by said head of the local fire department
shall not exceed 30 Calendar days. If such approval,
disapproval or request for extension of time is not
received by the building official within said ten
working days, the building official may deem the
construction documents to be in full compliance
with the applicable sections of 780 CMR 4,
780 CMR 9 or 780 CMR 34 and, therefore approved
by the head of the local fire department.
110.9 Existing Buildings: The application for a
building permit to reconstruct, alter or change the
use or occupancy of existing buildings or structures
which are subject to construction control pursuant to
780 CMR 1 16.0, shall be accompanied by a building
survey where required by 780 CMR 34 and
Appendix F.
110.10 Site plan: A site plan shall be filed showing,
to scale, the size and location of all new construction
and all existing structures on the site, distances from
lot lines, the established street grades and the
proposed finished grades; and it shall be drawn in
accordance with an accurate boundary line survey.
In the case of demolition, the site plan shall show all
construction to be demolished and the location and
size of all existing structures and construction that
are to remain on the site or plot.
110.11 Independent Structural Engineering
Review:
110.11.1 As a condition for the issuance of a
building permit, the structural design of the
following described structures shall be reviewed
by an independent structural engineer to verify
that the design of the primary structure is
conceptually correct and that there are no major
errors in the design:
1 . Buildings which are five stories or more in
height above the lowest floor, including stories
below grade.
2. Buildings which enclose a total volume of
400,000 cubic feet, including stories below
grade. The volume shall be measured using the
outside dimensions of the building.
3 . Structures in Use Group A, or structures
which are partially in Use Group A, which will
be used for public assembly of 300 or more
persons.
4. Structures of unusual complexity or design
shall be determined by the BBRS. A building
official may apply to the BBRS for such a
determination on a specific structure.
ExemptionTemporary structures erected for a
period of one year or less.
110.11.2 Requirements for the review: The
independent structural engineering review shall be
in accordance with the requirements of
Appendix I.
110.11.3 Disputes between the structural
engineer responsible for the design of the building
or structure and the structural engineering peer
shall be resolved by the structural peer review
advisory committee in accordance with 780 CMR
125.0.
110.12 Structures subject to control: In those
structures subject to control as required in 780 CMR
1 16.0, affidavits must be submitted with the permit
application that the individuals and testing
laboratories responsible for carrying out the duties
specified in 780 CMR 1 16.0 have been licensed by
the BBRS.
110.13 Amendments to application: Subject to the
limitations of 780 CMR 110.14, amendments to a
plan, application or other records accompanying the
same shall be filed prior to the commencement of the
work for which the amendment to the permit is
sought or issued. Such amendments shall be deemed
part of the original application and shall be
submitted in accordance with 780 CMR 1 10.0.
110.14 Time limitation of application: An
application for a permit for any proposed work shall
be deemed to have been abandoned six months after
the date of filing, unless such application has been
diligently prosecuted or a permit shall have been
issued; except that the building official shall grant
one or more extensions of time for additional periods
not exceeding 90 days each if there is reasonable
cause and upon written request by the owner.
780 CMR 111.0 PERMITS
111.1 Action on application: The building official
shall examine or cause to be examined all
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applications for permits and amendments thereto
within 30 days after filing thereof. If the application
or the construction documents do not conform to the
requirements of 780 CMR and all pertinent laws
under the building official's jurisdiction, the
building official shall reject such application in
writing, stating the reasons therefor. If the building
official is satisfied that the proposed work conforms
to the requirements of 780 CMR and all laws and
ordinances applicable thereto, the building official
shall issue a permit therefor.
111.2 Zoning: In accordance with the provisions of
M.G.L. c. 40A or St. 1956, c. 665 as amended, no
permit for the construction, alteration, change of use
or moving of any building or structure shall be
issued if such building or structure or use would be
in violation of any zoning ordinance or by-law.
111.3 Railroad right-of-way: No permit to build a
structure of any kind on land formerly used as a
railroad right-of-way or any property appurtenant
thereto formerly used by any railroad company in
the state shall be issued without first obtaining, after
public hearing, the consent in writing to the issuance
of such permit from the Secretary of the Executive
Office of Transportation and Construction, all in
accordance with M.G.L. c. 40, § 54A.
111.4 Water Supply: No permit shall be issued for
the construction of a building or structure which
would necessitate the use of water therein, unless a
supply of water is available therefor, either from a
water system operated by a city, town or district, or
from a well located on the land where the building or
structure is to be constructed, or from a water
corporation or company, as required by M.G.L.
c. 40, § 54.
111.5 Debris: As a condition of issuing a permit for
the demolition, renovation, rehabilitation or other
alteration of a building or structure, M.G.L. c. 40,
§ 54 requires that the debris resulting therefrom shall
be disposed of in a properly licensed solid waste
disposal facility as defined by M.G.L. c. Ill,
§ 150A. Signature of the permit applicant, date and
number of the building permit to be issued shall be
indicated on a form provided by the building
department, and attached to the office copy of the
building permit retained by the building department.
If the debris will not be disposed of as indicated, the
holder of the permit shall notify the building official,
in writing, as to the location where the debris will be
disposed.
111.6 Workers' Compensation: No permit shall be
issued to construct, reconstruct, alter or demolish a
building or structure until acceptable proof of
insurance pursuant to M.G.L. c. 152, § 25C(6) has
been provided to the building official.
111.7 Expiration of permit: Any permit issued
shall be deemed abandoned and invalid unless the
work authorized by it shall have been commenced
within six months after its issuance; however, for
cause, and upon written request of the owner, one or
more extensions of time, for periods not exceeding
six months each, may be granted in writing by the
building commissioner or inspector of buildings.
Work under such a permit in the opinion of the
building commissioner or inspector of buildings,
must proceed in good faith continuously to
completion so far as is reasonably practicable under
the circumstances. It is the sole responsibility of the
owner to inform, in writing, the building
commissioner or inspector of buildings of any facts
which support an extension of time. The building
commissioner or inspector of buildings has no
obligation under 780 CMR 111.7 to seek out
information which may support an extension of time.
The owner may not satisfy this requirement by
informing any other municipal and/or state official
or department.
For purposes of 780 CMR 111.7 any permit
issued shall not be considered invalid if such
abandonment or suspension of work is due to a court
order prohibiting such work as authorized by such
permit; provided, however, in the opinion of the
building commissioner or inspector of buildings, the
person so prohibited by such court order, adequately
defends such action before the court.
111.8 Previous approvals: 780 CMR shall not
require changes in the construction documents,
construction or designated use group of a building
for which a lawful permit has been heretofore issued
or otherwise lawfully authorized, and the
construction of which has been actively prosecuted
within 180 days after the effective date of 780 CMR
and is completed with dispatch.
111.9 Signature to permit: The building official's
signature shall be attached to every permit; or the
building official shall authorize a subordinate to
affix such signature thereto.
111.10 Approved construction documents. When
the building official has determined that the
proposed construction conforms to the provisions of
780 CMR and other applicable laws, by-laws, rules
and regulations under his/her jurisdiction, the
building official shall stamp or endorse in writing
the three sets of construction documents
"Approved". One set of the approved construction
documents shall be retained by the building official,
one set by the head of the local fire department and
the other set shall be kept at the construction site,
open to inspection of the building official or an
authorized representative at all reasonable times.
111.12 Revocation of permits: The building official
shall revoke a permit or approval issued under the
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ADMINISTRATION
the necessary retaining walls and fences in
' " the provisions of 780 CMR 33.
provisions of 780 CMR in case of any false
statement or misrepresentation of fact in the
application or on the plans on which the permit or
approval was based.
111.13 Approval in part: The building official may
issue a permit for the construction of foundations or
any other part of a building or structure before the
construction documents for the whole building or
structure have been submitted, provided that
adequate information and detailed statements have
been filed complying with all of the pertinent
requirements of 780 CMR. Work shall be limited to
that work approved by the partial approval and
further work shall proceed only when the building
permit is amended in accordance with 780 CMR
110.13. The holder of such permit for the
foundation or other parts of a building or structure
shall proceed at the holder's own risk with the
building operation and without assurance that a
permit for the entire building or structure will be
granted.
111.14 Posting of permit: A true copy of the
building permit shall be kept on the site of
operations, open to public inspection during the
entire time of prosecution of the work and until the
completion of the same.
111.15 Notice of start: At least 24-hour notice of
start of work under a building permit shall be given
to the building official.
780 CMR 112.0 DEMOLITION OF
STRUCTURES
112.1 Service connections: Before a building or
structure is demolished pr removed, the owner or
agent shall notify all utilities having service
connections within the structure such as water,
electric, gas, sewer and other connections. A permit
to demolish or remove a building or structure shall
not be issued until a release is obtained from the
utilities, stating that their respective service
connections and appurtenant equipment, such as
meters and regulators, have been removed or sealed
and plugged in a safe manner.
All debris shall be disposed of in accordance with
780 CMR 11 1.5.
112.2 Notice to adjoining owners: Only when
written notice has been given by the applicant to the
owners of adjoining lots and to the owners of wired
or other facilities, of which the temporary removal is
necessitated by the proposed work, shall a permit be
granted for the removal of a building or structure.
112.3 Lot regulation: Whenever a building or
structure is demolished or removed, the premises
shall be maintained free from all unsafe or hazardous
conditions by the proper regulation of the lot,
restoration of established grades and the erection of
the necessary retaining walls and fent
accordance with the provisions of 780 CMR '.
780 CMR 113.0 CONDITIONS OF PERMIT
113.1 Payment of fees: A permit shall not be issued
until the fees prescribed in 780 CMR 114.0 have
been paid.
113.2 Compliance with code: The permit shall be a
license to proceed with the work and shall not be
construed as authority to violate, cancel or set aside
any of the provisions of 780 CMR or any other law
or regulation, except as specifically stipulated by
modification or legally granted variation as
described in the application.
113.3 Compliance with permit: All work shall
conform to the approved application and the
approved construction documents for which the
permit has been issued and any approved
amendments to the approved application or the
approved construction documents.
113.4 Compliance with site plan: All new work
shall be located strictly in accordance with the
approved site plan.
780 CMR 114.0 FEES
114.1 General: A permit to begin work for new
construction, alteration, removal, demolition or other
building operation shall not be issued until the fees
prescribed in 780 CMR 1 14.0 shall have been paid
to the department of building inspection or other
authorized agency of the jurisdiction, nor shall an
amendment to a permit necessitating an additional
fee be approved until the additional fee has been
paid.
114.2 Special fees: The payment of the fee for the
construction, alteration, removal or demolition for
all work done in connection with or concurrently
with the work contemplated by a building permit
shall not relieve the applicant or holder of the permit
from the payment of other fees that are prescribed by
law or ordinance for water taps, sewer connections,
electrical permits, erection of signs and display
structures, marquees or other appurtenant
structures, or fees of inspections, certificates of
occupancy or other privileges or requirements, both
within and without the jurisdiction of the department
of building inspection.
114.3 New construction and alterations: The fees
for plan examination, building permit and
inspections shall be as prescribed in 780 CMR
114.3.1 and the building official is authorized to
establish by approved rules a schedule of unit rates
for buildings and structures of all use groups and
types of construction as classified and defined in
780 CMR 1, 3 and 6.
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THE MASSACHUSETTS STATE BUILDING CODE
114.3.1 Fee schedule: A fee for each plan
examination, building permit and inspection shall
be paid in accordance with the fee schedule as
established by the municipality.
114.4 Accounting: The building official shall keep
an accurate account of all fees collected; and such
collected fees shall be deposited in the jurisdiction
treasury in accordance with procedures established
by the municipality, or otherwise disposed of as
required by law.
780 CMR 115.0 INSPECTION
115.1 Preliminary inspection: Before issuing a
permit, the building official shall, if deemed
necessary, examine or cause to be examined all
buildings, structures and sites for which an
application has been filed for a permit to construct,
enlarge, alter, repair, remove, demolish or change
the use or occupancy thereof.
115.2 Required inspections: After issuing a
building permit, the building official shall conduct
inspections during construction at intervals sufficient
to ensure compliance with the provisions of
780 CMR. The building official shall inform the
applicant of the required points of inspection at the
time of application. Upon completion of the work
for which a permit has been issued, the building
official shall conduct a final inspection pursuant to
780 CMR 115.5. A record of all such examinations
and inspections and of all violations of 780 CMR
shall be maintained by the building official. For
buildings and structures subject to construction
control, the owner shall provide for special
inspections in accordance with 780 CMR 1705.0.
In conjunction with specific construction projects,
the building official may designate specific
inspection points in the course of construction that
require the contractor or builder to give the building
official 24 hours notice prior to the time when those
inspections need to be performed. The building
official shall make the inspections within 48 hours
after notification.
115.3 Approved inspection agencies: The building
official may accept reports of approved inspection
agencies provided such agencies satisfy the
requirements as to qualifications and reliability.
115.4 Plant inspection: Where required by the
provisions of 780 CMR or by the approved rules,
materials or assemblies shall be inspected at the
point of manufacture or fabrication in accordance
with 780 CMR 1703.3.
115.5 Final inspection: Upon completion of the
building or structure, and before issuance of the
certificate of occupancy required by, 780 CMR
120.0, a final inspection shall be made. All
variations of the approved construction documents
and permit shall be noted and the holder of the
permit shall be notified of the discrepancies.
115.6 General: In the discharge of his duties, the
building official shall have the authority to enter at
any reasonable hour any building, structure or
premises in the municipality to enforce the
provisions of 780 CMR.
If any owner, occupant, or other person refuses,
impedes, inhibits, interferes with, restricts, or
obstructs entry and free access to every part of the
structure, operation or premises where inspection
authorized by 780 CMR is sought, the building
official, or state inspector may seek, in a court of
competent jurisdiction, a search warrant so as to
apprise the owner, occupant or other person
concerning the nature of the inspection and
justification for it and may seek the assistance of
police authorities in presenting said warrant.
115.7 Identification: The building official shall
carry proper identification when inspecting
structures or premises in the performance of duties
under 780 CMR.
115.8 Jurisdictional cooperation: The assistance
and cooperation of police, fire, and health
departments and all other officials shall be available
to the building official as required in the
performance of his duties.
115.9 Coordination of inspections: Whenever in
the enforcement of 780 CMR or another code or
ordinance, the responsibility of more than one
building official of the jurisdiction is involved, it
shall be the duty of the building officials involved to
coordinate their inspections and administrative
orders as fully as practicable so that the owners and
occupants of the building or structure sha'l not be
subjected to visits by numerous inspectors or
multiple or conflicting orders. Whenever an ■
inspector from any agency or department observes
an apparent or actual violation of some provision of
some law, ordinance or code not within the
inspector's authority to enforce, the inspector shall
report the findings to the building official having
jurisdiction.
780 CMR 116.0 REGISTERED
ARCHITECTURAL AND
PROFESSIONAL ENGINEERING
SERVICES - CONSTRUCTION CONTROL
116.1 General: The provisions of 780 CMR 1 16.0
define the construction controls required for all
buildings and structures needing registered
architectural or registered professional engineering
services, and delineate the responsibilities of such
professional services together with those services
that are the responsibility of the contractor during
construction.
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7S0 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
.ADMINISTRATION
i he following structures are exempt from the
requirements of 7S0 CMR 1 16.0;
1. Any building containing less than 35,000
cubic feet of enclosed space, measured to the
exterior surfaces of walls and roofs and to the tcp
of a ground supported floor, or in the case of a
crawl space, to the bottom surface of the crawl
space. In the case of basement floors or levels,
the calculation of enclosed space shall include
such spaces.
2. Any single or two family dwelling or any
accessory building thereto;
3. Any building used exclusively for farm
purposes (this exemption does not apply if the
building is to be used for large assemblies of
people or uses other than farm purposes); and
4. Retaining walls less than ten feet in height at
all points along the wall as measured from the
base of the footing to the top of the wall.
Notwithstanding the exemptions above, professional
engineering services shall be required for activities
which are deemed to constitute the practice of
engineering as defined in M.GL. c. 112, § SID,
except as provided in M.GL. c. 54A and any legally
required profession or as provided in M.GL. c. 1 12,
§S1R.
116.2 Registered architectural and engineering
services:
116.2.1 Design: All plans, computations and
specifications involving new construction,
alterations, repairs, expansions or additions or
change in use or occupancy of existing buildings
shall be prepared by or under the direct
supervision of a Massachusetts registered
architect or Massachusetts registered professional
engineer and shall bear his or her original
signature and seal or by the legally recognized
professional performing the work, as defined by
M.G.L. c. 112, §81R. Said signature and seal
shall signify that the plans, computations and
specifications meet the applicable provisions of
780 CMR and all accepted engineering practices.
116.2.2 Architect/engineer responsibilities
during construction: The registered architects
and registered professional engineers who have
prepared plans, computations and specifications
or the registered architects or registered
professional engineers who have been retained to
perform construction phase services, shall
perform the following tasks for the portion of the
work for which they are directly responsible;
1. Review, for conformance to the design
concept, shop drawings, samples and other
submittals which are submitted by the
contractor in accordance with the requirements
of the construction documents.
2. Review and approval of the quality control
procedures for all code-required controlled
materials.
3. Be present at intervals appropriate to the
stage of construction to become, generally
familiar with the progress and quality of the
work and to determine, in general, if the work
is being performed in a manner consistent with
the construction documents.
116.2.3 Structural Tests and Inspections:
Structural tests and inspection shall be provided in
accordance with 780 CMR 1705.0.
116.2.4 Tests and Inspections of non structural
systems: Tests a. id inspections of non structural
systems shall be performed in accordance with
applicable engineering practice standards or
referenced standards listed in Appendix A.
116.3 Construction contractor services The
actual construction of the work shall be the
responsibility of the general contractor as identified
on the approved building permit and shall involve
the following:
1. Execution of all work in accordance with the
approved construction documents.
2. Execution and control of all methods of
construction in a safe and satisfactory manner in
accordance with all applicable local, state, and
federal statutes and regulations.
3. Upon completion of the construction, he shall
certify to the best of his knowledge and belief that
such has been done in substantial accord with
780 CMR 116.3 items 1 and 2 and with all
pertinent deviations specifically noted.
116.4 On site project representation: When
applications for unusual designs or magnitude of
construction are filed, or where reference standards
require special architectural or engineering
inspections, the building official may require full-
time project representation by a registered architect
or professional engineer in addition to that provided
in 780 CMR 116.2.2. The project representative
shall keep daily records and submit reports as may
be required by the building official. Upon
completion of the work, the registered architect or
professional engineer shall file a final report
indicating that the work has been performed in
accordance with the approved plans and 780 CMR.
116.4.1 Building permit requirement: This on-
site project representation requirement shall be
determined prior to the issuance of the building
permit and shall be a requisite for the permit
issuance. Refusal by the applicant to provide
such service as required by the building official
shall result in the denial of the permit. However,
the applicant may file an appeal as provided in
780 CMR 122.0.
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THE MASSACHUSETTS STATE BUILDING CODE
116.4.2 Fee and costs: All fees and costs related
to the performance of on-site project
representation shall be borne by the owner.
116.5 Building official responsibility: Nothing
contained in 780 CMR 1 16.0 shall have the effect of
waiving or limiting the building official's authority
to enforce 780 CMR with respect to examination of
the contract documents, including plans,
computations and specifications, and field
inspections (see 780 CMR 106.0).
780 CMR 117.0 WORKMANSHIP
117.1 General: All work shall be conducted,
installed and completed in a workmanlike and
acceptable manner so as to secure the results
intended by 780 CMR.
780 CMR 118.0 VIOLATIONS
118.1 Unlawful acts: It shall be unlawful for any
person, firm or corporation to use, occupy or change
the use or occupancy of any building or structure or
to erect, construct, alter, extend, repair, remove,
demolish any building or structure or any equipment
regulated by 780 CMR or cause same to be done, in
conflict with or in violation of any of the provisions
of 780 CMR.
118.2 Notice of violation: The building official shall
serve a notice of violation or order on the person
responsible for the erection, construction, alteration,
extension, repair, removal, demolition or occupancy
of a building or structure in violation of the
provisions of 780 CMR or in violation of a detail
statement or a plan approved thereunder, or in
violation of a permit or certificate issued under the
provisions of 780 CMR. Such order shall be in
writing and shall direct the discontinuance of the
illegal action or condition and the abatement of the
violation.
118.3 Prosecution of violation: If the notice of
violation is not complied with in the time period
specified in said notice of violation, the building
official may institute the appropriate proceedings at
law or in equity to restrain, correct or abate such
violation or to require the removal or termination of
the unlawful occupancy of the building or structure
in violation of the provisions of 780 CMR or of the
order or direction made pursuant thereto.
118.4 Violation penalties: Whoever violates any
provision of 780 CMR, except any specialized code
referenced herein, shall be punishable by a fine of
not more than $1,000 or by imprisonment for not
more than one year, or both for each such violation.
Each day during which a violation exists shall
constitute a separate offense. The building official
shall not begin criminal prosecution for such
violations until the lapse of 30 days after the
issuance of the written notice of violation.
118.5 Abatement of violation: The imposition of
the penalties herein prescribed shall not preclude the
legal officer of the jurisdiction from instituting
appropriate action to prevent unlawful construction
or to restrain, correct or abate a violation, or to
prevent illegal occupancy of a building, structure or
premises or to stop an illegal act, conduct, business
or occupancy of a building or structure on or about
any premises.
118.6 Notice or orders, service and content:
Every notice or order authorized by 780 CMR shall
be in writing and shall be served on the person
responsible:
1 . personally, by any person authorized by the
building official; or
2. by any person authorized to serve civil
process by leaving a copy of the order or notice at
the responsible party's last and usual place of
abode; or
3. by sending the party responsibile a copy of the
order by registered or certified mail return receipt
requested, if he is within the Commonwealth; or
4. if the responsibile party's last and usual place
of abode is unknown, by posting a copy of this
order or notice in a conspicuous place on or about
the premises in violation and by publishing it for
at least three out of five consecutive days in one
or more newspapers of general circulation
wherein the building or premises affected is
situated.
780 CMR 1 19.0 STOP WORK ORDER
119.1 Notice to owner: Upon notice from the
building official that work on any building or
structure is being prosecuted contrary to the
provisions of 780 CMR or in an unsafe and
dangerous manner or contrary to the approved
construction documents submitted in support of the
building permit application, such work shall be
immediately stopped. The stop work order shall be
in writing and shall be given to the owner of the
property involved, or to the owner's agent, or to the
person doing the work; and shall state the conditions
under which work will be permitted to resume.
119.2 Unlawful continuance: Any person who shall
continue any work in or about the building or
structure after having been served with a stop work
order, except such work as that person is directed to
perform to remove a violation or unsafe condition,
shall be liable to a fine of not more than $1,000 or
by imprisonment for not more than one year, or both
for each such violation. Each day during which a
violation exists shall constitute a separate offense.
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ADMINISTRATION
780 CMR 120.0 CERTIFICATE OF
OCCUPANCY
120.1 General: New buildings and structures: A
building or structure hereafter shall not be used or
occupied in whole or in part until the certificate of
use and occupancy shall have been issued by the
building commissioner or inspector of buildings or,
when applicable, the state inspector. The certificate
shall not be issued until all the work has been
completed in accordance with the provisions of the
approved permits and of the applicable codes for
which a permit is required, except as provided in
780 CMR 120.3.
120.2 Buildings or structures hereafter altered:
A building or structure, in whole or in part, altered
to change from one use group to another; to a
different use within the same use group; the fire
grading: the maximum live load capacity; the
occupancy load capacity shall not be occupied or
used until the certificate shall have been issued
certifying that the work has been completed in
accordance with the provisions of the approved
permits and of the applicable codes for which a
permit is required. Any use or occupancy, which
was not discontinued during the work of alteration,
shall be discontinued within 30 days after the
completion of the alteration unless the required
certificate is issued.
120.3 Temporary occupancy: Upon the request of
the holder of a permit, a temporary certificate of
occupancy may be issued before the completion of
the entire work covered by the permit, provided that
such portion or portions shall be occupied safely
prior to full completion of the building or structure
without endangering life or public welfare. Any
occupancy permitted to continue during the work
shall be discontinued within 30 days after
completion of the work unless a certificate of
occupancy is issued by the building official.
120.4 Contents of certificate: When a building or
structure is entitled thereto, the building official
shall issue a certificate of occupancy within ten days
after written application. Upon completion of the
final inspection in accordance with 780 CMR 115.5
and correction of the violations and discrepancies,
and compliance with 780 CMR 903.4, the certificate
of occupancy shall be issued. The certificate of
occupancy shall specify the following.
1. The edition of the code under which the
permit was issued.
2. The use group and occupancy, in accordance
with the provisions of 780 CMR 3.
3 The type of construction as defined in
780 CMR 6.
4. The occupant load per floor.
5. Any special stipulations and conditions of the
building permit.
120.5 Posting structures:
120.5.1 Posted use and occupancy: A suitably
designed placard approved by the building official
shall be posted by the owner on all floors of every
building and structure and part thereof designed
for high hazard, storage, mercantile, factory and
industrial or business use (use groups H, S, M, F
and B) as defined in 780 CMR 3. Said placard
shall be securely fastened to the building or
structure in a readily visible place, stating: the
use group, the fire grading, the live load and the
occupancy load.
120.5.2 Posted occupancy load: A suitably
designed placard approved by the building official
shall be posted by the owner in every room where
practicable of every building and structure and
part thereof designed for use as a place of public
assembly or as an institutional building for
harboring people for penal, correctional,
educational, medical or other care or treatment, or
as residential buildings used for hotels, lodging
houses, boarding houses, dormitory buildings,
multiple family dwellings (use groups A, I, R-l
and R-2). Said placard shall designate the
maximum occupancy load.
120.5.3 Replacement of posted signs: All
posting signs shall be furnished by the owner and
shall be of permanent design; they shall not be
removed or defaced, and if lost, removed or
defaced, shall be immediately replaced.
120.5.4 Periodic inspection for posting: The
building official may periodically inspect all
existing buildings and structures except one and
two family dwellings for compliance with
780 CMR in respect to posting; or he may accept
the report of such inspections from a qualified
registered engineer or architect or others certified
by the BBRS; and such inspections and reports
shall specify any violation of the requirements of
780 CMR in respect to the posting of floor load,
fire grading, occupancy load and use group of the
building or structure.
780 CMR 121.0 UNSAFE STRUCTURES
121.1 General The provisions of 780 CMR 121.0
are established by M.G.L. c. 143, §§ 6, 7, 8, 9 and
10.
121.2 Inspection: The building official
immediately upon being informed by report or
otherwise that a building or other structure or
anything attached thereto or connected therewith is
dangerous to life or limb or that any building in that
city or town is unused, uninhabited or abandoned,
and open to the weather, shall inspect the same; and
he shall forthwith in writing notify the owner to
remove it or make it safe if it appears to him to be
dangerous, or to make it secure if it is unused,
uninhabited or abandoned and open to the weather.
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If it appears that such building or structure would be
especially unsafe in case of fire, it shall be deemed
dangerous within the meaning hereof, and the
building official may affix in a conspicuous place
upon its exterior walls a notice of its dangerous
condition, which shall not be removed or defaced
without authority from him.
121.3 Removal or making structure safe: Any
person so notified shall be allowed until 12:00 noon
of the day following the service of the notice in
which to begin to remove such building or structure
or make it safe, or to make it secure, and he shall
employ sufficient labor speedily to make it safe or
remove it or to make it secure; but if the public
safety so requires and if the mayor or selectmen so
order, the building official may immediately enter
upon the premises with the necessary workmen and
assistants and cause such unsafe structure to be made
safe or demolished without delay and a proper fence
put up for the protection of passersby, or to be made
secure.
121.4 Failure to remove or make structure safe,
survey board, survey report: If an owner of such
unsafe structure refuses or neglects to comply with
the requirements of such notice within the specified
time limit, and such structure is not made safe or
taken down as ordered therein, a careful survey of
the premises shall be made oy a board consisting; in
a city, of a city engineer, the head of the fire
department, as such term is defined in M.G.L.
c. 148, § 1, and one disinterested person to be
appointed by the building official; and, in a town of
a surveyor, the head of the fire department and one
disinterested person to be appointed by the building
official. In the absence of any of the above officers
or individuals, the mayor or selectmen shall
designate one or more officers or other suitable
persons in place of the officers so named as
members of said board. A written report of such
survey shall be made, and a copy thereof served on
such owner.
121.5 Removal of dangerous or abandoned
structures: If such survey report as outlined in
780 CMR 121.4 declares such structure to be
dangerous or to be unused, uninhabited or
abandoned, and open to the weather, and if the
owner continues such refusal or neglect, the building
official shall cause it to be made safe or taken down
or to be made secure; and, if the public safety so
requires, said building official may at once enter the
structure, the land on which it stands or the abutting
land or buildings, with such assistance as he may
require, and secure the same; and may remove and
evict, under the pertinent provisions of M.G.L.
c. 239, or otherwise, any tenant or occupant thereof;
and may erect such protection for the public by
proper fence or otherwise as may be necessary, and
for this purpose may close a public highway. In the
case of such demolition, the said building official
shall cause such lot to be leveled to conform with
adjacent grades by a inorganic fill. The costs and
charges incurred shall constitute a lien upon the land
upon which the structure is located, and shall be
enforced in an action of contract; and such owner
shall, for every day's continuance of such refusal or
neglect after being so notified, be punished by a fine
in accordance with 780 CMR 1 18.4. The provisions
of M.G.L. c. 139, § 3A paragraph two, relative to
liens for such debt and the collection of claims for
such debt shall apply to any debt referred to in this
section, except that the said building official shall
act hereunder in place of the mayor or board of
selectmen. During the time such order is in effect,
it shall be unlawful to use or occupy such structure
or any portion thereof for any purpose.
121.6 Remedy of person ordered to remove a
dangerous structure or make it safe:
Notwithstanding the provisions of 780 CMR 122, an
owner, aggrieved by such order may have the
remedy prescribed by M.G.L. c. 139, § 2: provided
that any provision of M.G.L. c. 139, § 2 shall not be
construed so as to hinder, delay or prevent the
building official from acting and proceeding under
780 CMR 121; and provided, further, that this
section shall not prevent the city or town from
recovering the forfeiture provided in said 780 CMR
121.5 from the date of the service of the original
notice, unless the order is annulled by the jury.
780 CMR 122.0 BOARD OF APPEALS
122.1 State Building Code Appeals Board:
Except for actions taken pursuant to 780 CMR
121.0, whoever is aggrieved by an interpretation,
order, requirement, direction or failure to act under
780 CMR by any agency or official of the city, town
or region, or agency or official of the State charged
with the administration or enforcement of 780 CMR
or any of its rules or regulations, excepting any
specialized codes, may appeal directly to the State
Building Code Appeals Board as provided in
780 CMR 122.0.
Whoever is aggrieved by an interpretation, order,
requirement, direction or failure to act under
780 CMR by any agency or official of a city, town
or region charged with the administration or
enforcement of 780 CMR, excepting any specialized
codes, may appeal directly to the State Building
Code Appeals Board or may appeal first to a local or
regional building code appeals board and if
aggrieved thereby he may then appeal to the State
Building Code Appeals Board as provided in
780 CMR 122.0.
In the event an appeal is taken directly to the State
Building Code Appeals Board from an
interpretation, order, requirement or direction, said
appeal shall be filed as specified in 780 CMR
122.3.1 with the State Building Code Appeals Board
not later than 45 days after the service of notice
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thereof of the interpretation, order, requirement or
direction.
In the event the appeal is taken directly to the
State Building Code Appeals Board for the failure to
act, the appeal shall be taken not later than 45 days
after a request to act has been made by the aggrieved
person in writing and served upon the appropriate
building official or chief administrative officer of the
state or local agency which fails to act.
If the aggrieved person elects to appeal before the
local or regional building code appeals board, he
shall not be allowed to enter such appeal with the
State Building Code Appeals Board until such time
as the said local or regional board renders a decision,
unless the reason for appeal to the State Building
Code Appeals Board is the failure of the local or
regional board to act.
122.2 Membership:
122.2.1 Three member panel: The State
Building Code Appeals Board (hereinafter
referred to in 780 CMR 122.0 as the Board) shall
consist of the membership of the BBRS. The
chairman of the BBRS shall be Chairman of the
Board. The Chairman of the Board may designate
any three members of the Board to act as a three
member panel to hold any public hearing under
780 CMR 122.0 and to hear testimony and take
evidence. The Chairman of the Board shall select
one of the three members to act as chairman of the
said three member panel. If a three member panel
is so designated, the three member panel shall act
as the Appeals Board and render a decision as
provided in 780 CMR 122.0.
122.2.2 Clerk: The administrator of the BBRS
shall designate a clerk to the BBRS. The clerk
shall keep a detailed record of all decisions and
appeals and a docket book on file showing the
name of each appeal properly indexed and the
disposition of the appeal. Said docket book shall
be open to public inspection at all times during
normal business hours.
122.2.3 Quorum: A majority of the Board shall
constitute a quorum if the appeal is heard by the
entire Board.
122.3 Appeals procedure for State Building Code
Appeals Board:
122.3.1 Entry: Appeals shall be entered on
forms provided by the BBRS and shall be
accompanied by an entry fee of SI 50 or such
other amounts as may be determined by the BBRS
from time to time.
The appeal shall be signed by the appellant or
his attorney or agent and shall note the name and
address of the person or agency in whose behalf
the appeal is taken and the name of the person and
address wherein service of notice for the appellant
is to be made. The appeal shall also state in detail
the interpretation, order, requirement, direction or
failure to act which are the grounds of the appeals
as well as the particular section or sections of
780 CMR which are involved in the appeal and
the reasons for the appellant advances supporting
the appeal.
A copy of the appeal shall be served in
accordance with 780 CMR 1 18.6 by the appellant
on the person or state, regional or local agency
from whose action or inaction the appeal is taken,
on or before entry of the appeal. An affidavit,
under oath, that such copy has been served shall
be filed with the Board forthwith by the appellant.
122.3.2 Stay of Proceedings: Entry of an appeal
shall stay all proceedings in furtherance of the
action or failure to act appealed from, unless the
state, regional or local agency or any person
charged with the administration or enforcement of
780 CMR presents evidence and the Board or a
three member panel or a single member of the
Board, appointed by the chairman for said
purpose, finds that upon the evidence presented a
stay would involve imminent peril to life or
property. In such an event, stay of all proceedings
shall be waived or the Board or three member
panel or single member may order such other
action necessary to preserve public safety.
Before waiving the stay or proceedings, the
Board or three member panel or single member of
the Board, appointed by the chairman for said
purpose, shall hold a hearing and give the
appellant and state, regional or local agency or
any person claiming that a stay would involve
imminent peril to life or property, notice in
writing of the hearing not less than 24 hours
before said hearing.
122.3.3 Documents: Upon entry, the clerk shall
request in writing from the state, city, regional or
town officer in charge of the matter on appeal, a
copy of the record and all other papers and
documents relative to the appeal to be transmitted
forthwith to the Board. Said state, city, regional
or town officer shall upon receipt of the request of
the Board transmit forthwith all the papers and
documents and a copy of the record relating to the
matter on appeal.
122.3.4 Hearings: The chairman of the Board
shall fix a convenient time and place for a public
hearing. Said hearings shall be held not later than
30 days after the entry of such appeal, unless such
time is extended by agreement with the appellant.
Any such party may appear in person or by agent
or attorney at such hearing. The chairman or
clerk shall give notice of the time and place of
said hearing to all parties to the hearing and to
anyone else requesting notice in writing at least
ten days prior thereto. Failure to hold a public
hearing within 30 days shall not affect the validity
of the appeal or any decision rendered The
Board or three member panel in its hearings
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conducted under this section shall not be bound
by strict rules of evidence prevailing in courts of
law or equity.
122.3.5 Conduct of Hearing: Hearing shall be
conducted in accordance with the informal/fair
hearing rules as set forth in 801 CMR 1.02.
122.4 Decisions:
122.4.1 Votes required: If the appeal is
conducted by a three member panel, then the
concurrence of two of the three members holding
the public hearing shall be required. If the appeal
is conducted by the entire Board, then a majority
vote of those hearing the case shall be required.
122.4.2 Standard: The Board or a three member
panel may vary the application of any provision of
780 CMR in any particular case, may determine
the suitability of alternate materials and methods
of construction, and provide reasonable
interpretations of the provisions of 780 CMR
provided that the Board or a three-member panel
finds that the decision to grant a variance shall not
conflict with the general objectives set forth
M.G.L. c. 143, § 95 or with the general objectives
of 780 CMR.
122.4.3 Time for decision: The Board shall
within 30 days after such hearing, unless such
time is extended by agreement of the parties, issue
a decision or order reversing, affirming or
modifying in whole or in part the order,
interpretation, requirement, direction or failure to
act which is the subject matter of the appeal.
Failure to render a decision within 30 days
shall not affect the validity of any such decision
or appeal.
Notice of and a copy of the decision shall be
sent by the clerk to all parties to the appeal and
anyone requesting in writing a copy of the
decision.
122.4.4 Contents of decision: All decisions
shall be in writing and state findings of fact,
conclusions and reasons for decisions. Every
decision shall indicate thereon the vote of each
member and shall be signed by each member
voting. A decision shall not be considered by any
person or agency as a precedent for future
decisions.
122.4.5 Additional powers: The Board or a
three member panel may impose in any decision,
limitations both as to time and use, and a
continuation of any use permitted may be
conditioned upon compliance with future
amendments to 780 CMR.
122.5 Enforcement: Upon receipt of the decision
of the Board or a three member panel, the parties to
the appeal shall take action forthwith to comply with
the decision unless a later time is specified in the
decision.
122.6 Appeals from State Building Code Appeals
Board: Any person aggrieved by a decision of the
State Building Code Appeals Board may appeal to a
court of law or equity in conformance with M.G.L.
c. 30A, § 14.
122.7 Local and regional board of appeals:
122.7.1 Local or regional board of appeals:
Whoever is aggrieved by an interpretation, order,
requirement, direction or failure to act under
780 CMR by any agency or official of a city,
region or town charged with the administration or
enforcement of 780 CMR or any of its rules and
regulations may appeal first to the appeals board
in that city, region or town or to the State
Building Code Appeals Board as provided in
780 CMR 122.0.
In the event an appeal is taken from an
interpretation, order, requirement or direction,
said appeal shall be filed with the local or regional
appeals board not later than 45 days after the
service of notice thereof of the interpretation,
order, requirement or direction.
In the event the appeal is taken for the failure
to act, the appeal shall be taken not later than 45
days after a request to act has been made by the
aggrieved person in writing and served to the
appropriate building official or chief
administrative officer of the city, regional or town
agency which fails to act.
122.7.2 Membership: Any building code board
of appeals duly established by ordinance or by
law or otherwise in a city, region or town and in
existence on January 1, 1975, shall qualify as a
local board of appeals under 780 CMR 122.0
notwithstanding anything to the contrary
contained herein. However, the procedure and
rights for appeals for such board of appeals shall
be governed by 780 CMR.
If a city, region or town had not duly
established by ordinance or bylaw or otherwise a
local or regional building code appeals board
prior to January 1, 1975, said city, region or town
may establish a local or regional board of appeals,
hereinafter referred to as the local board of
appeals, consisting of five members appointed by
the chief administrative officer of the city, region
or town: one member appointed for five years,
one for four years, one for three years, one for two
years and one to serve for one year; and thereafter
each new member to serve for five years or until
his successor has been appointed.
122.7.3 Qualifications of local board members:
Each member of a local board of appeals
established under 780 CMR 122.7.2 shall have
had at least five years experience in the
construction, alteration, repair and maintenance of
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building and building codes. At least one member
shall be a registered structural or civil
professional engineer and one member a licensed
registered architect.
122.7.4 Chairman of local or regional board:
The board shall select one of its members to serve
as chairman and a detailed record of all
proceedings shall be kept on file in the building
department.
122.7.5 Absence of members: During the
absence of a member of a local board of appeals
for reason of disability or disqualification, the
chief administrative officer of the city, region or
town shall designate a substitute who shall meet
the qualifications as outlined in 780 CMR
122.7.3.
122.7.6 Quorum: A quorum shall be three
members.
122.7.7 Procedures: Entry of appeals shall be
governed by 780 CMR 122.3.1 excepting that a
city, region or town may set its own entry fee.
Upon notice of entry of appeal the local
building commissioner or inspector of buildings
shall transmit a copy of the record and all the
papers and documents to the local board of
appeals.
Entry of an appeal shall stay all proceedings in
furtherance of the action or failure to act appealed
from, unless the building commissioner or
inspector of buildings certifies in writing to the
local board of appeals that a stay would involve
imminent peril to life or property. Notice in
writing of such certification by the building
commissioner or inspector of buildings shall be
given the appellant at least 24 hours prior to the
hearing. In such an event a hearing on such stay
shall be given first priority and be the first matter
heard by the local board of appeals at its next
scheduled meeting. The hearing on the appeal
shall be held as soon as possible thereafter in
accordance with 780 CMR 122.7.8.
The local board of appeals may establish its
own rules for procedure not established herein or
not inconsistent with 780 CMR or with the
general objectives set forth in M.G.L. c. 143,
§95.
122.7.8 Hearings: All hearings shall be public
and notice of said hearings shall be advertised in
a newspaper of general circulation in the city,
region or town in which the appeal is taken at
least ten days before said hearing. Notice of the
hearing, setting forth the date and time of said
hearing, shall be mailed by the local board of
appeals to all parties and all those who requested
notice in writing at least 14 days before said
hearing. Said hearings shall be held not later than
30 days after the entry of such appeal, unless such
time is extended by agreement with the appellant.
This section as it pertains to notice shall not apply
to hearings on a stay as provided in 780 CMR
122.7.7.
122.7.9 Decisions of local boards: A concurring
vote of a majority of all the members present shall
be required for any decision. The local board of
appeals may vary the application of 780 CMR to
any particular case, may consider the suitability of
alternate materials and methods of construction
and may provide reasonable interpretations of the
provisions of 780 CMR; provided that the
decision of the local board shall not conflict with
the general objectives of 780 CMR or with the
general objectives of M.G.L. c. 143, § 95. The
local board of appeals may impose, in any
decision, limitations both as to time and use, and
a continuation of any use permitted may be
conditioned upon compliance with future
amendments to 780 CMR.
122.7.10 Time for decision: The board shall
within 30 days after such hearing, unless such
time is extended by agreement of the parties, issue
a decision or order reversing, affirming or
modifying in whole or in part the order,
interpretation, requirement, direction or failure to
act which is the subject matter of the appeal.
Failure to render a decision within 30 days
shall not affect the validity of any such decision
or appeal.
Notice of and a copy of the decision shall be
sent by the clerk to all parties to the appeal and to
anyone requesting in writing a copy of the
decision.
122.7.11 Contents of decision: All decisions
shall be in writing and state findings of fact,
conclusions and reasons for the decisions. Every
decision shall indicate thereon the vote of each
member and shall be signed by each member
voting. Any decision shall not be considered by
any person or agency as a precedent for future
decisions.
122.7.12 Copy of decision: A copy of any
decision by a local board of appeals shall be
transmitted to the State Building Code Appeals
Board within ten days after the rendering of such
decision. If the State Building Code Appeals
Board disapproves of the said decision of the local
board, it may on its own motion appeal from the
dec'sion of the local board of appeals according to
780 CMR 122.0 and call for a hearing de novo.
If the State Building Code Appeals Board does
not notify the local board in writing within 45
days from the date of the local board's decision,
the said decision shall be deemed approved;
provided that the decision shall not conflict with
the general objectives of the state building code
and the objectives of M.G.L. c. 143, § 95.
122.7.13 Enforcement of decision: If said
decision is approved by the State Building Code
Appeals Board, all parties to the appeal shall take
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immediate action in accordance with the decision
of the local board unless the person aggrieved by
such decision appeals to the State Building Code
Appeals Board as provided in 780 CMR 122.0.
122.7.14 Review: Any person, including the
State Building Code Appeals Board, aggrieved by
a decision of the local board of appeals, whether
or not a previous party to the decision, or any
municipal officer or official board of the
municipality, may, not later than 45 days after the
mailing of the decision of the local board, apply to
the State Building Code Appeals Board for a
hearing de novo before the State Board, in
accordance with the regulations contained in
780 CMR 122.0.
780 CMR 123.0 CONSTRUCTION
MATERIALS SAFETY BOARD
123.1 Membership: There shall be a board under
the control of the BBRS called the Construction
Materials Safety Board, hereafter in 780 CMR 123.0
called the CMSB which shall consist of nine
members, one of whom shall be a member of the
BBRS who shall be ex-officio and a voting member
of the Board and eight members to be appointed by
the chairman of the BBRS: one of whom shall be a
registered professional engineer who is a structural
engineer; one of whom shall be a registered
architect; one of whom shall be a representative of a
commercial testing laboratory; one of whom shall
be a representative of a public testing laboratory;
two of whom shall be representatives from the
construction industry; one of whom shall be a
member of a university faculty engaged in research
and teaching in structural materials; and one of
whom shall be a member of a university faculty
engaged in research and teaching in the area of
theoretical and applied mechanics.
123.2 Duties: The CMSB will review applications
for registration or licensing of individuals,
laboratories or firms responsible for the inspection,
control and testing of construction materials, and
review applications and pertinent data relevant to all
materials, devices, products and methods of
construction not included in 780 CMR; and report to
the BBRS their recommendations. The CMSB will
collect information and review cases where
disciplinary action against an existing license,
whether an individual, laboratory or firm, has been
proposed; and make recommendations to the BBRS.
The BBRS will issue applications, receive payment
for the review of such applications and approvals,
registration and licensing fees, and maintain records
for the efficient dispatch of the duties of the CMSB.
123.3 Testing and evaluation groups: The BBRS
shall establish and maintain testing and evaluation
groups who will have the responsibility of
administering and directing, under the supervision of
the BBRS, the testing and controls for evaluating
individual applicants, laboratories and firms wishing
to become registered or licensed.
780 CMR 124.0 FERE PREVENTION -FERE
PROTECTION ADVISORY COMMOTEE
124.1 Constitution of the Fire Prevention - Fire
Protection Advisory Committee: There shall be
a Committee under the control of the BBRS called
the Fire Prevention - Fire Protection Advisory
Committee, hereinafter called the FPFP Advisory
Committee which shall consist of 16 members, two
of whom shall be members of the BBRS; one of
whom shall be the State Fire Marshal or his
designee; one of whom shall be the Commissioner of
the City of Boston Fire Department or his designee;
all four of whom shall be ex-officio and voting
members of the Committee, and 12 members to be
appointed by the chairman of the BBRS for a term of
one year; two of whom shall be representatives of
the Fire Chiefs Association of Massachusetts; two of
whom shall be representatives of the Fire Prevention
Association of Massachusetts; one of whom shall be
a representative of the International Municipal
Signalmen's Association; one of whom shall be a
member of the State Board of Fire Prevention
Regulations; one of whom shall be a member of the
Board of State Examiners of Electricians who
satisfies the requirements of that Board as a systems
contractor holding a certificate C license and is
actively engaged in the business of fire warning
systems; one of whom shall be a Massachusetts
building official; one of whom shall be a
Massachusetts registered Fire Protection Engineer;
one of whom shall be a Massachusetts registered
professional engineer or architect; one of whom
shall be a Massachusetts registered professional
engineer with specific experience in the design and
installation of smoke control systems, and; one of
whom shall be a sprinkler system installer who shall
be certified by the National Institute for Certification
in Engineering Technologies (NICET).
The FPFP Advisory Committee shall elect a
chairman and a vice chairman and each shall serve
for a term one year. A member of an agency or
board of the state shall not be eligible for the office
of chairman or vice chairman.
124.2 Purpose: The FPFP Advisory Committee
shall review and recommend to the BBRS changes
to 780 CMR relating to fire prevention and fire
protection and more specifically those matters
contained in 780 CMR 9.
780 CMR 125.0 STRUCTURAL PEER REVIEW
ADVISORY COMMITTEE
125.1 Membership: There shall be a Board under
the control of the BBRS called the Structural Peer
Review Advisory Committee, which shall consist of
seven members, six of whom shall be professional
engineers, registered in Massachusetts, each having
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a minimum of ten years of structural design
experience and shall be appointed by the BBRS from
nominations submitted by the Boston Association of
Structural Engineers, the Boston Society of Civil
Engineers and the American Consulting Engineers
Council of New England. The seventh member shall
be the structural engineer member of the BBRS who
shall serve as chairman of said Advisory Board.
125.2 Quorum: The chairman of said Advisory
Committee shall appoint three of the members to
mediate the disputes by a majority vote of the three
members.
125.3 Purpose: The Structural Peer Review
Advisory Committee shall mediate any unresolved
disputes between the engineer of record and the
reviewing engineer which may result from the
independent structural engineer review specified in
780 CMR 110.11.
125.4 Procedure: The structural engineer of record
or the reviewing engineer or the owner or the
building official shall submit any unresolved
disputes cited in Appendix 1-5 (3), to the Structural
Peer Review Advisory Committee on a form
provided for this purpose. Said Committee shall
convene a mediation hearing within 30 days from
the receipt of the application and render a decision
in writing within 30 days following the mediation
hearing.
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7S0 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
34 780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
CHAPTER 2
DEFINITIONS
780 CMR 201.0 GENERAL
201.1 Scope: Unless otherwise expressly stated, the
following words and terms shall, for the purposes of
780 CMR, have the meanings shown in 780 CMR 2.
201.2 Interchangeability Words used in the
present tense include the future; words used in the
masculine gender include the feminine and neuter;
the singular number includes the plural and the
plural the singular.
201.3 Terms defined in other codes: Where terms
are not defined in 780 CMR and are defined in the
plumbing (248 CMR). fire prevention (527 CMR) or
BOCA mechanical codes or other reference stan-
dards listed in Appendix A, such terms shall have
the meanings ascribed to them as in those codes.
201.4 Terms not defined: Where terms are not
defined through the methods authorized by
780 CMR 201.0, such terms shall have the ordinarily
accepted meanings such as the context implies.
201.5 Applications of other laws : Nothing herein
contained shall be deemed to nullify any provisions
of the zoning by-laws or ordinance of any
municipality in the Commonwealth of
Massachusetts insofar as those provisions deal
exclusively with those powers of regulating zoning
granted by the provisions ofM.G.L. c. 40 A and 41
or St 1956, c 665, as amended
780 CMR 202.0 GENERAL DEFINITIONS
Acceleration: See 780 CMR 1612.3.
Accepted engineering practice: That which
conforms to accepted principles, tests or standards
of nationally recognized technical or scientific
authorities.
Accessible: See 780 CMR 1 101.0.
Accessible route: See 780 CMR 1101.0.
Accessory structure: A building, the occupancy of
which is incidental to that of the main building,
that is located on the same lot as the main
building.
Adaptability: See 780 CMR 1101.0
Addition: An increase in building area, aggregate
floor area, height or number of stories of a
structure (see 780 CMR 3400.3(4)).
Admixture: See 780 CMR 1902.0.
Aerosol: See 780 CMR 307 2.
Aerosol container See 780 CMR 307.2.
Aisle accessway: See 780 CMR 1002.0.
Alarm verification: See 780 CMR 902.0.
Alteration: A change or modification of a building
or structure, or the service equipment thereof,
that affects safety or health and that is not
classified as an ordinary repair.
Alternating tread stairway See 780 CMR 1002.0.
Alternate Inspector: A person appointed to act in
the absence of the inspector of buildings or
building commissioner in case of illness,
disability, or conflicting interest An alternate
inspector shall meet or exceed the minimum
qualifications defined by M.G.L. c. 143, § 3 for
an inspector of buildings/building commissioner
and shall be certified in accordance with
780 CMR R7. See also 780 CMR 105.2
Anchor: See 780 CMR 2102.0.
Anchor Store: See 780 CMR 402.2.
Approval: When used in 780 CMR 35 for
manufactured buildings or building components,
approved by the State Board of Building
Regulations and Standards, hereinafter known
as the BBRS.
Approved agency: See 780 CMR 1702.0.
Approved material, equipment and methods:
Material, equipment and methods evaluated and
approved (see 780 CMR 109.0).
Approved rules: The legally adopted rules of the
code official (see 780 CMR 106.0)
Appurtenant structure: A device or structure
attached to the exterior or erected on the roof of a
building designed to support service equipment or
used in connection therewith, or for advertising or
display purposes, or other similar uses.
Architectural terra cotta: See 780 CMR 2102.0
Area, building: See 780 CMR 502.0.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
35
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Area, gross cross-sectional: See 780 CMR 2102 0
Areaway (form of construction): See 780 CMR
3203.2.
Attic: See 780 CMR 1202.0
Automatic: See 780 CMR 902.0.
Automatic fire suppression system: See 780 CMR
902.0.
Barricade: See 780 CMR 307.2.
Base: See 780 CMR 1612.3.
Base shear: See 780 CMR 1612.3.
Basement: See 780 CMR 502.0.
Bay (part of a structure): See 780 CMR 1612.3
RB.RS.: (Massachusetts) Board of Building
Regulations and Standards.
Bed joint: See 780 CMR 2102.0.
Bleachers: See 780 CMR 1002.0.
Blocked diaphragm: See 780 CMR 2306 2.
Boiling point: See 780 CMR 307.2.
Box system: A structural system where the vertical
load is carried by bearing walls and structural
framing and where the lateral stability and
lateral force resisting system consists of shear
walls or braced wall
Brick
Calcium silicate brick (sand lime brick): See
780 CMR 2102.0.
Clay or shale: See 780 CMR 2102.0.
Concrete brick: See 780 CMR 2102.0
Hollow brick: See 780 CMR 2102.0.
Building: A structure enclosed within exterior walls
or firewalls, built, erected and framed of a
combination of any materials, whether portable
or fixed having a roof, to form a structure for
the shelter of persons, animals or property. For
the purpose of this definition, "roof" shall
include an awning or similar covering, whether
or not permanent in nature. The word "building
shall be construed where the context requires as
though followed followed by the words "or parts
thereof". For application of 780 CMR, each
portion of a building which is completely
separated from other portions by fire walls
complying with 780 CMR 707.0 shall be
considered as a separate building.
Building Code Enforcement Official: The term
used to collectively refer to Inspector of
Buildings, Building Commissioners, and Local
Inspectors. All building code enforcement
officials shall meet or exceed the minimum
qualifications for the position as defined by
M.G.L. c.143, § 3 and shall be certified in
accordance with 780 CMR R7.
Building Commissioner: The Administrative chief
of the building department in a municipality who
is charged with the administration and
enforcement of 780 CMR (See also "Inspector
of Buildings" and 780 CMR 105. 0). All building
commissioners shall meet or exceed the
minimum qualifications for the position as
defined in M.G.L a 143 § 3 and shall be certified
in accordance with 780 CMR R7.
Building Component: Any subsystem, subassembly,
or other system designed for use in or as part of
a structure having concealed elements such as
electrical, mechanical, plumbing and fire
protection systems and other systems protecting
health and safety.
Building, existing: Any structure occupied prior to
the date of adoption of the appropriate code, or
one for which a legal building permit has been
issued (See also 780 CMR 34)
Building line: The line established by law, beyond
which a building shall not extend, except as
specifically provided by law.
Building service equipment: The mechanical,
electrical and elevator equipment including
piping, wiring, fixtures and other accessories,
which provides sanitation, lighting, heating,
ventilation, fire protection and transportation
facilities essential for the habitable occupancy of
the building or structure for its designated
occupancy.
Building site: The area occupied by a building or
structure, including the yards and courts required
for light and ventilation, and such areas that are
prescribed for access to the street.
Bulk Merchandiung Retail Building: (See
780 CMR 426.0.) Mercantile Buildings where
sales areas contain:
1. Combustible materials in piles greater
than 12 feet in height, or combustible
materials on pallets, in racks or on shelves
where the top of storage is greater than 12
feet in height, or
2. Combustible materials such as rubber
tires, Group A plastics, flammable liquids,
idle pallets and commodities with similar heat
36
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780: CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
DEFINITIONS
release characteristics, where the top storage
is greater than six feet in height
Buttress: See 780 CMR 2102.0.
Cellar: that portion of a building which is partly
or completely below grade and having at least Vz
its height below grade.
Cementitious material: See 780 CMR 1902.0.
Central Station, Central Station Fire Alarm Systen
and Central Station Services: See NFPA 72, as
listed in Appendiz A.
Certificate of approval: A written document from
the appropriate code official approving an
action, type of material, and the like.
Certificate of use and occupancy: The certificate
issued by the code official which permits the use
of a building in accordance with the approved
plans and specifications which certifies
compliance with provisions of law for the use
and occupancy of the building in its several parts
together with any special stipulations or
conditions of the building permit
Certification: Any manufactured building or
building component that meets the provisions of
780 CMR 35 and the rules and regulations
pursuant thereto and which has been labeled
accordingly. See also 780 CMR R7 for the
certification of Building Code Enforcement
Officials
Change of use: An alteration by change of use in
a building heretofore existing to a new use group
which imposes other special provisions of law
governing building construction, equipment or
means of egress.
Child day care center: Any facility operated on a
regular basis whether known as a day nursery,
nursery school, kindergarten, child play school,
progressive school child development center, or
preschool, or known under any other name,
which receives children not of common
parentage under seven years of age or under 16
years of age if such children have special needs
for non-residential custody and care during part
or all of the day separated from their parents.
Child day care centers shall not include: any
part of a public school system; any part of a
private, organized educational system unless the
services of such a system are primarily limited to
a kindergarten, nursery or related preschool
services; a Sunday school conducted by a
religious institution; a facility operated by
religious organization where children are cared
for during short periods of time while persons
responsible for such children are attending
religious services; a family day care home, as
defined by M.G.L. c. 28 A, § 9; an informal
cooperative arrangement among neighbors or
relatives: or the occasional care of children with
or without compensation therefor.
Chimney: See 780 CMR 2102.0.
Chimney, masonry: See 780 CMR 2102 0.
Closed system: See 7S0 CMR 307.2.
CMR: Code of Massachusetts Regulations:
Appendix A contains a listing of various CMR's
for Massachusetts specialized codes.
Code official See
Official'.
Building Code Enforcement
Combination of municipalities: Any two or more
cities and/or tmvns who have agreed to combine
in order to share costs necessary for the
administration and enforcement of 780 CMR in
said cities and/or towns.
Collar joint: See 780 CMR 2102.0.
Combustible dusts See 780 CMR 307.2.
Combustible fibers: See 780 CMR 307 2
Combustible liquids See "780 CMR 307.2.
Combustible material A combustible material is a
material which cannot be classified as non-
combustible in accordance with 780 CMR
704 4.11
Compliance assurance program: The system,
documentation and methods for assuring that
manufactured buildings, building components,
building systems and mobile homes, including
their manufacture, storage transportation and
assembly, and handling and installation,
conform with 780 CMR 35 and the rules and
regulations promulgated pursuant thereto.
Common path of travel: See 780 CMR 1002 0
Compressed gas: See 780 CMR 307 2
Concrete: See 780 CMR 1902.0
Concrete, reinforced: See 780 CMR 1902 0
Connector. See 780 CMR 2102.0.
Construction documents All of the written,
graphic and pictorial documents prepared or
assembled for describing the design, location and
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
physical characteristics of the elements of the
project necessary for obtaining a building permit.
The construction drawings shall be drawn to an
appropriate scale.
Construction, type of: See 780 CMR 602.0
Type 1: See 780 CMR 603.0.
Type 2: See 780 CMR 603.0.
Type 3: See 780 CMR 604.0.
Type 4: See 780 CMR 605.0.
Type 5: See 780 CMR 606.0
Control area: See 780 CMR 307.2.
Corridor: See 780 CMR 1002.0.
Corrosive: See 780 CMR 307.2.
Court: See 780 CMR 1202.0.
Inner: See 780 CMR 1202.0.
Outer: See 780 CMR 1202.0.
Court width: See 780 CMR 1202.0.
Cryogenic liquids (flammable or oxidizing): See
780 CMR 307.2.
Curb level: See 780 CMR 3203.2.
Building or wall height: See 780 CMR 3203.2
Damper, fire: See 780 CMR 702.0.
Day care center (child): See "Child day care
center".
Deflagration: See 780 CMR 307.2.
Deluge system: See 780 CMR 902.0.
Department: (DPS): The Department of Public
Safety, Division of Inspection.
Design earthquake: See 780 CMR 1612.3
Designated seismic systems: See 780 CMR 1612.3.
Detached storage building: See 780 CMR 307 2.
Detector, heat: See 780 CMR 902.0.
Detector, smoke: See 780 CMR 902.0.
Detonation: See 780 CMR 307.2.
of Massachusetts, and shall be used to treat
individuals acceptable to the program in
accordance with 105 CMR 160.000.
Diaphragm: See 780 CMR 1612.3, 2102.0 and
2306.2.
Dimensions, nominal: See 780 CMR 2102 0
Dispensing: See 780 CMR 307.2.
Door assembly, fire: See 780 CMR 702.0
Door, fire: See 780 CMR 702.0.
DPS: See "Department".
Draftstopping: See 780 CMR 702.0
Dumbwaiter See 780 CMR 30
Dwellings
Boarding house: See 780 CMR 310.2.
Dormitory: See 780 CMR 310.2.
Dwelling unit: See 780 CMR 310 2
Hotel: See 780 CMR 310 2
Motel: See 780 CMR 310.2.
Multiple-family dwelling See 780 CMR 310.2
Multiple single-family dwelling: See 780 CMR
310.2.
One-family dwelling: See 780 CMR 310 2
Two-family dwelling: See 780 CMR 310 2
Effective height: See 780 CMR 2102.0.
Elevator: 780 CMR 30 and 524 CMR.
Freight elevator: See 524 CMR 17.00
Hand elevator: See 524 CMR 18.00
Hydraulic elevator: See 524CMR
Passenger elevator: See 524CMR 17.00
Power elevator: See 524CMR.
Sidewalk elevator: See 524CMR 20.00
Elevator repairs: 780 CMR 30 and 524 CMR
Emergency control station: See 780 CMR 416 2
Equipment, existing: Any equipment regulated by
780 CMR which was legally installed prior to the
effective date of 780 CMR, or for which a permit
to install has been issued.
Escalator: 780 CMR 30 and 524 CMR.
Detoxification facility: A facility licensed or Exit: See 780 CMR 1002.0
operated by the Department of Public Health,
Division of Alcoholism in accordance with Exit access: See 780 CMR 1002 0
105 CMR 160.000: Acute Care Inpatient
Substance Abuse Detoxification Treatment Exit discharge: See 780 CMR 1002.0.
Services issued by the Department of Public
Health, Division of Alcoholism, Commonwealth Exit discharge, level of See 780 CMR 1002.0
38
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780: CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
DEFINITIONS
Exit, horizontal: See 780 CMR 1002.0.
Explosive: See 780 CMR 307.2.
Exterior envelope: See 780 CMR 1302.0.
Exterior wall Finish: See 780 CMR 1402.0.
Fabric awning: See 780 CMR 1609.2.
Fabric canopy: See 780 CMR 1609.2.
Fabricated item: See 780 CMR 1702.0.
Fabrication area See 780 CMR 416 2
Fire alarm box, manual: See 780 CMR 902.0.
Fire area: See 780 CMR 702.0.
Fire command station: See 7S0 CMR 902.0.
Fire detector, automatic: See 780 CMR 902.0.
Fireresistance: See 780 CMR 702.0.
Fireresistance rating: See 780 CMR 702.0
Firestopping: See 780 CMR 702.0.
Fire separation assembly: See 780 CMR 702.0.
Fire separation distance: The distance in feet
measured from the building face to the closest
interior lot line, to the center line of u street or
public way or to an imaginary line between tn>o
buildings on the same property.
Flame spread: See 780 CMR 802.0.
Flame spread ra::ng: See 780 CMR 802.0.
Flameresistance: See 780 CMR 802.0.
Flammable: See 780 CMR 307.2.
Flammable compressed gas: See 780 CMR 307.2.
Fire hazard: The potential degree of fire severity Flammable liquids: See 780 CMR 307.2
based on the occupancy of a structure, classified
as high, moderate or low. Flammable solid: See "SO CMR 307.2.
High: All occupancies which involve the storage,
sale manufacture or processing of highly Flash point: See 780 CMR 307.2.
combustible, volatile flammable or explosive
products which are capable of burning with Floor area, gross: See 780 CMR 1002.0.
extreme rapidity and produce explosions or large
volumes of smoke, poisonous fumes or gases in Floor area, net: See 780 CMR 1002.0.
the event of fire.
Moderate: All occupancies which involve the Floor finish: See 780 CMR 802.0.
storage, sale, manufacture or processing of
materials which are capable of burning with Frame
moderate rapidity and- a considerable volume of Braced: See 780 CMR 1612.3.
smoke, but which do not produce either poisonous
fumes or explosions, in the event of fire.
Low: All occupancies which involve the storage,
sale or manufacture of materials that do not
ordinarily burn rapidlv, nor produce excessive
smoke, poisonous fumes or explosions in the
event of fire.
Fire partition: See 780 CMR 702.0.
Fire protection: The provision of construction
safeguards and exit facilities, and the installation
of fire alarm, fire-detecting and fire-extinguishing
service equipment to reduce the fire risk,
including the risk involved in the spread of fire by
exterior exposure to and from adjoining buildings
and structure.
Fire protection rating: See 780 CMR 702.0.
Fire protection system: See 780 CMR 902.0.
Fire window: See 780 CMR 702.0.
Concentrically braced frame: See 780 CMR
1612.3.
Eccentrically braced frame: See 780 CMR
1612.3.
Diagonal brace: See 780 CMR 1612 3.
Lateral support members: See 780 CMR
1612.3.
Link beam: See 780 CMR 1612.3.
Link beam end web stiffeners: See 780 CMR
1612.3.
Link beam intermediate web stiffener: See
780 CMR 1612.3.
Link beam rotation angle: See 780 CMR
1612.3.
Intermediate moment frame: See 7S0 CMR
1612.3.
Ordinary moment frame: See 780 CMR 1612.3.
Space frame: See 780 CMR 1612.3
Special moment frame: See 780 CMR 1612 3
Frame system
Building: See 780 CMR 1612.3.
Dual: See 780 CMR 1612.3.
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7S0 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Moment resisting: See 780 CMR 1612.3.
Garage, private: See 780 CMR 407.2.
Garage, public: See 780 CMR 408.2.
Grade hallway, grade lobby, grade passageway:
See 780 CMR 1002.0.
Grade plane: See 780 CMR 502.0.
Grandstand: See 780 CMR 1002.0.
Gross leasable area: See 780 CMR 402.2.
Hoisting and elevating equipment, miscellaneous:
See 524 CMR.
Incompatible materials: See 780 CMR 307.2.
Inspection, special: See 780 CMR 1705.
Inspector of buildings: The administrative chief of
the building department in a municipality who is
charged with the administration and
enforcement of 780 CMR (See also "Building
commissioner and Building Code Enforcement
Official"). All inspectors of buildings shall meet
or exceed the minimum qualifications defined by
M.G.L. c. 143, § 3 and shall be certified in
accordance with 780 CMR R7.
Habitable space: Space in a structure for living,
sleeping, eating, or cooking. Bathrooms, toilet
compartments, closets, halls, storage or utility Installing Contractor: an individual or firm duly
licensed to install apparatus, appliances, devices
or accessories relative to Heating, pumping,
process piping and refrigeration systems. (See
780 CMR 2801.2.1 and 1301.1.1).
Master and Journeyman Pipefitters:
M.G.L c 146, §§81, 82, 83, 84, 85, 87 and 89.
528 CMR 10.00, 11.00, and 13.00
Master and Journeyman Refrigeration
Technician:
M.G.L. c. 146, § 45 A, 81, 82, 83, 84, 85, 86,
88 and 89.
528 CMR 10. 00, 11. 00 and 13. 00
Exception: heating, pumping, process piping
and refrigeration systems regulated by M.G.L
c. 142, §§ 4 and 13, State Board of Examiners
of Plumbers.
Inverted pendulum-type structures: See 780 CMR
1612.3.
space and similar areas are not considered
habitable space.
Hazard Index: See 780 CMR 3401.0
Hazardous materials: See 780 CMR 307.2.
Hazardous production material (HPM): See
780 CMR 4 16.2.
Head joint: See 780 CMR 2102.0.
Header (Bonder): See 780 CMR 2102.0.
Health hazard: See 780 CMR 307.2.
Heated space: See 780 CMR 1302.0.
Height:
Building: See 780 CMR 502.0.
Court: See 780 CMR 1202.0.
Story: See 780 CMR 502.0.
Walls: See 780 CMR 2102.0.
Hereafter: After the time that 780 CMR becomes
effective.
Heretofore: Before the time that 780 CMR became
effective.
High-temperature energy source: See 780 CMR
1612.3.
Highly toxic: See 780 CMR 307.2.
Hoist, material platform: See 780 CMR 3002.0
Hoisting and conveying equipment, special: See
524 CMR.
Automotive lift: See 524 CMR
Conveyors: See 524 CMR.
Freight lift: See 524 CMR
Manlifts: See 524 CMR.
Irritant: See 780 CMR 307.2.
Jurisdiction: The governmental unit which has
adopted 780 CMR under due legislative
authority.
Label: See 780 CMR 1702.0.
Light-framed wall with shear panels: See
780 CMR 1612.3.
Listed and Listing: Terms referring to equipment
which is shown in a list published by an approved
testing agency qualified and equipped for
experimental testing and maintaining an adequate
periodic inspection of current productions and
whose listing states that the equipment complies
with nationally recognized standards, when
installed in accordance with the manufacturer's
installation instructions.
Load: See 780 CMR 1602.0.
40
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780: CMR: STATE BOARD OF BUILDING REGULATIONS AND ST VNDARDS
DEFINITIONS
Dead load: See 780 CMR 1602.0.
Duration of load: See 780 CMR 1602.0.
Earthquake load: See 780 CMR 1602.0.
Impact load: See 780 CMR 1602.0.
Internal load: See 780 CMR 1602.0.
Lateral soil load: See 780 CMR 1602.0.
Live load: See 780 CMR 1602.0.
Wind load: See 780 CMR 1602.0.
Loadbearing wall system: See 780 CMR 1612.3.
Local enforcement agency: A department or
agency in a municipality charged with the
enforcement of 780 CMR and appropriate
specialized codes which include, but are not
limited to, 248 CMR: The State Plumbing and
Gas Fitting Code, and 527 CMR 12. 00: the State
Electrical Code.
Local inspector: A person in the municipality who
assists the building commissioner or inspector of
buildings in the performance of his or her duties
and is charged with the enforcement of
780 CMR. All local inspectors shall meet or
exceed the minimum qualifications defined by
M.G.L. c. 143, § 3 and shall be certified in
accordance with 780 CMR R7.
Lot: A portion or parcel of land considered as a unit.
Lot, corner: A lot with two adjacent sides abutting
upon streets or other public spaces.
Lot, interior: A lot which faces on one street or with
opposite sides on two streets.
Lot line: A line dividing one lot from another, or
from a street or any public place.
Lot line, interior: Any lot line other than one
adjoining a street or public space.
Lot line, street: The lot line dividing a lot from a
street or other public way.
Main windforce-resisting system: See 780 CMR
16.
request of the manufacturer.
Masonry: See 780 CMR 2102.0.
Ashlar facing masonry: See 780 CMR 2102.0.
Ashlar masonry: See 780 CMR 2102.0.
Solid masonry: See 780 CMR 2102.0.
Masonry unit
Clay: See 780 CMR 2102.0.
Concrete: See 780 CMR 2102.0.
Hollow: See 780 CMR 2102.0.
Solid: See 780 CMR 2102.0.
Means of egress: See 780 CMR 1002.0.
Member:
Primary: See 780 CMR 1902.0.
Secondary: See 780 CMR 1902.0
Membrane: See 780 CMR 3 103.2.
Membrane structures:
Air-inflated structure: See 780 CMR 3103.2.
Air-supported structure: See 780 CMR 3 103.2.
Double skin: See 780 CMR 3103.2.
Single skin: See 780 CMR 3 103.2.
Cable-restrained, air-supported structure: See
780 CMR 3 103.2.
Membrane-covered cable structure: See
780 CMR 3 103.2.
Membrane-covered frame structure: See
780 CMR 3 103.2.
Noncombustible membrane structure: See
780 CMR 3 103.2.
Tent: See 780 CMR 3103.2.
Mezzanine: See 780 CMR 502.0.
Mobile home: A structure transportable in one or
more sections, which is eight body feet or more
in width and is 32 body feet or more in length,
and which is built on a permanent chassis, and
designed to be used as a dwelling with
permanent foundation, when connected to the
required facilities, and includes the plumbing,
heating, air-conditioning and electrical systems
contained therein.
Mall: See 780 CMR 402.2.
Mall building, covered: See 780 CMR 402.2.
Manufactured building: Any building which has
concealed elements, such as electrical,
mechanical, plumbing, fire protection,
insulation and other systems affecting health
and safety, and which is manufactured and
assembled in manufacturing facilities, on or off
the building site. Also, any building as defined
above which does not have concealed elements,
but which has been approved by the BBRS at the
Mortar: See 780 CMR 2102.0.
Mortar, surface-bonding: See 780 CMR 2102.0.
Moving walk: See 780 CMR 30.
Native lumber: Native lumber is wood processed in
the Commonwealth of Massachusetts by a mill
registered in accordance with 780 CMR R4.
Such wood is ungraded but is stamped or
certified in accordance with the requirements of
780 CMR R4. For the purpose of this definition,
native lumber shall he restricted to the use in
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
one- and two-story dwellings, barns, sheds,
agricultural and accessory buildings and other
structures when permitted by 780 CMR R4.
Nominal dimension
Lumber: See 780 CMR 2302.0.
Noncombustible: This is a general, relative term. Its
precise meaning is defined in 7S0 CMR for
specific applications.
Noncombustible building material: See 780 CMR
704.4.1.1
Occupancy: The purpose for which a building or
portion thereof is used.
Occupancy, change of: A change in the purpose or
level of activity within a structure that involves a
change in application of the requirements of
780 CMR.
Occupant load: See 780 CMR 1002.0.
Occupiable space: See 780 CMR 1202.0.
Occupied: As applied to a building, shall be
construed as though followed by the words "or
intended, arranged or designed to be occupied."
Official Interpretation: A written interpretation of
any provision of 780 CMR, or to its referenced
standards listed in Appendix A, except
specialized codes, made by the BBRS, under
authority of M.G.L. c. 143, § 94(e), or by the
State Building Code Appeals Board under
authority of M.G.L. c 143, § 100.
Open system: See 780 CMR 307.2.
Organic peroxide: See 780 CMR 307.2.
Oriel window: See 780 CMR 3203.2.
Owner: Every person who alone or jointly or
severally with others (a) has legal title to any
building or structure; or (b) has care, charge, or
control of any building or structure in any
capacity including but not limited to agent,
executor, executrix, administrator,
administratrix, trustee or guardian of the estate
of the holder of legal title; or (c) lessee under a
written letter agreement; or (d) mortgagee in
possession; or (e) agent, trustee or other person
appointed by the courts. Each such person is
bound to comply with the provisions of
780 CMR
Oxidizer: See 780 CMR 307.2.
P-Delta effect: See 780 CMR 1612.3.
Panel (part of a structure): See 780 CMR 1602.0.
Particleboard: See 780 CMR 2302.1.
Penthouse: See 780 CMR 1502.1.
Permit: An official document or certificate issued by
the authority having jurisdiction which authorizes
performance of a specified activity (see 780 CMR
111.1).
Person: Includes a corporation, firm, partnership,
association, organization and any other group
acting as a unit as well as individuals. It shall
also include an executor, administrator, trustee,
receiver or other representative appointed
according to law. Whenever the word "person" is
used in any section of 780 CMR prescribing a
penalty or fine, as to partnerships or associations,
the word shall include the partners or members
thereof, and as to corporations, shall include the
officer.
Physical hazard: See 780 CMR 307.2.
Physically disabled person: See 780 CMR 1102.0.
Place of assembly: A room or space
accommodating SO or more individuals for
religious, recreational, educational, political,
social or amusement purposes, or for the
consumption of food or drink, including all
connected rooms or space with a common means
of egress and entrance.
Place of outdoor assembly: Premises used or
intended to be used for public gatherings of 200
or more individuals in other than buildings.
Plastic
Light-diffusing system: See 780 CMR 2602.0.
Plastic glazing: See 780 CMR 2602.0.
Plastic roof panels: See 780 CMR 2602.0.
Plastic wall panels: See 780 CMR 2602.0.
Reinforced plastic, glass fiber: See 780 CMR
2602.0.
Thermoplastic material: See 780 CMR 2602.0.
Thermosetting material: See 780 CMR 2602.0.
Platform: See 780 CMR 412.2.
Plenum: An enclosed portion of the building
structure, so designed to allow the movement of air,
that forms part of an air distribution system. See
BOCA National Mechanical Code listed in
Appendix A.
Pools, swimming, hot tubs and spas
Above-ground/on-ground pool: See 780 CMR
421.2.
Barrier: See 780 CMR 421.2.
42
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780: CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
DEFINITIONS
Hot tub: See 780 CMR 421.2.
In-ground pool: See 780 CMR 421.2.
Roof: See 780 CMR 1502.0.
Roof covering: See 780 CMR 1502.0.
Private swimming pool: See 780 CMR 421.2.
Private swimming pool, indoor: See 780 CMR Roof structure: See 780 CMR 1502.0.
421.2.
Private swimming pool, outdoor: See 780 CMR Rubble masonry: See 780 CMR 2102.0.
421.2.
Public swimming pool:
Public outdoor inground swimming pool, Semi-
public outdoor inground swimming pool: See
780 CMR 421.2.
Spa: See 780 CMR 421.2.
Positive heat supply: See 780 CMR 1302.0
Preaction system: See 780 CMR 902.0.
Premises: A lot, plot or parcel of land, including any
structure thereon.
Coursed rubble: See 780 CMR 2102.0.
Random rubble: See 780 CMR 2102.0.
Rough or ordinary rubble: See 780 CMR
2102.0.
Running bond: See 780 CMR 2102.0.
Seismic-resisting system: See 780 CMR 1612.3
Self-closing: See 780 CMR 702.0.
Sensitizer: See 780 CMR 307.2.
Service passage, HPM: See 780 CMR 416.2.
Preservative treatment (treated material): See Shaft: See 780 CMR 702.0.
780 CMR 2302.0.
Protected construction: See 780 CMR 702.0..
Public way: See 780 CMR 1002.0.
Pyrophoric: See 780 CMR 307.2.
Radioactive material: See 780 CMR 307.2.
Registered design professional: An architect or
engineer registered or licensed to practice
professional architecture or engineering, as
defined by the statutory requirements of the
professional registration laws of the
Commonwealth of Massachusetts.
Shall: The term, where used in 780 CMR, shall be
construed as mandatory.
Shear wall: See 780 CMR 1612.3.
Sign: See 780 CMR 3 102.2.
Closed sign: See 780 CMR 3102.2.
Ground sign: See 780 CMR 3 102.2.
Marquee sign See 780 CMR 3102.2.
Open sign: See 780 CMR 3102.2.
Portable sign: See 780 CMR 3 1 02.2.
Projecting sign: See 780 CMR 3 102.2.
Roof sign: See 780 CMR 3 1 02.2.
Temporary sign: See 780 CMR 3 102.2.
Wall sign: See 780 CMR 3 102.2.
Repair: The reconstruction or renewal of any part of Single membrane penetration: See 780 CMR
an existing structure for the purpose of its 702.0.
maintenance.
Site: A parcel of land bounded by a lot line or a
Repairs, ordinary: Any maintenance which does designated portion of a public right-of-way.
not affect the structure, egress, fire protection
systems, fire ratings, energy conservation Slidescape: See 780 CMR 1002 0.
provisions, plumbing, sanitary, gas, electrical or
other utilities. A building permit is not required Smoke barrier: See 780 CMR 702.0.
for ordinary repairs.
Smoke compartment: See 780 CMR 702.0..
Smoke detector, multiple station: See 780 CMR
902.0.
Smoke detector, single station: See 780 CMR
902.0.
Required: Shall be construed to be mandatory by
provisions of 780 CMR.
Resilient stable-mounting system: See 780 CMR
1612.3.
Restraining device: See 780 CMR 1612.3.
Elastic: See 780 CMR 1612.3.
Fixed: See 780 CMR 1612.3
Seismic activated: See 780 CMR 1612.3
2/7/97 (Effective 2/28/97)
Smokeproof enclosure: See 780 CMR 1002 0.
Specialized code: All building codes, rules or
780 CMR - Sixth Edition 43
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
780 CMR 416.2.
HPM cutoff room: See 780 CMR 416.2.
HPM inside room: See 780 CMR 416.2.
regulations pertaining to building construction,
reconstruction, alteration, repair or demolition
promulgated by and under the authority of the
various agencies which have been authorized
from time to time by the General Court of the Story: See 780 CMR 502.0
Commonwealth of Massachusetts.
Sprinkler: See 780 CMR 902.0
Sprinkler system, automatic: See 780 CMR 902.0.
Sprinkler system, limited area: See 780 CMR
902.0.
Stack bond: See 780 CMR 2102.0.
Stage: See 780 CMR 412.2.
Stage, legitimate: See 780 CMR 412.2.
Stage, regular: See 780 CMR 412.2.
Stage, thrust: See 780 CMR 412.2.
Stairway: See 780 CMR 1002.0.
Standpipe system: See 780 CMR 902.0.
Story above grade: See 780 CMR 502.0.
Story drift ratio: See 780 CMR 1612.3.
Story shear: See 780 CMR 1612.3.
Street: A public thoroughfare (such as a street,
avenue or boulevard) which has been dedicated
for public use.
Structure: That which is built or constructed or a
portion thereof.
Structure, existing: A structure erected prior to the
date of adoption of the appropriate code or one for
which a legal building permit has been issued.
See 780 CMR 34 for further information
regarding existing buildings.
Supervisory device: See 780 CMR 902.0.
Through-penetration protection system: See
780 CMR 702.0.
State Building Code: The State Building Code and
amendments and rules and regulations thereto
as promulgated by the State Board of Building Tie, wall: See 780 CMR 2102.0.
Regulations and Standards, under M.G.L. c. 143
§§ 93 through 100. Tile: See 780 CMR 2102.0.
State Inspector: An employee of the Division of Tile, structural clay: See 780 CMR 2102.0.
Inspection, State Department of Public Safety,
who is charged with administrating and Tires, bulk storage of: See 780 CMR 307.2.
enforcing 780 CMR relative to any structure or
building or parts thereof that are owned by the Travel Trailer: A vehicular, portable structure
Commonwealth or any departments, built on a chassis and designed to be used for
commissions, agencies or authorities of the
Commonwealth, The state inspector is also
charged with supervising the enforcement of
780 CMR relative to all buildings and structures
other than those owned by the Commonwealtlu
See also 780 CMR 107.0.
Steel construction, cold-formed: See 780 CMR
2202.0.
Steel joist: See 780 CMR 2202.0.
Steel member, structural: See 780 CMR 2202.0.
Stone masonry: See 780 CMR 2102.0.
Stone masonry, ashlar: See 780 CMR 2102.0.
Stone masonry, rubble: See 780 CMR 2102.0.
Storage room, HPM, separate inside: See
44
temporary occupancy for travel, recreational or
vocational use; with the manufacturer's
permanent identification "Travel Trailer,"
thereon; and when factory equipped for the
road, being of any length provided its gross
weight does not exceed 4500 pounds, or being of
any weight provided its overall length does not
exceed 28 feet
Use group: The classification of an occupancy in
accordance with 780 CMR 302.1.
Vapor retarder: See 780 CMR 1202.0.
Ventilation: See 780 CMR 1202.0.
Vertical opening: See 780 CMR 702.0.
Voice/alarm signaling system: See 780 CMR
902.0.
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
7S0: CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
DEFINITIONS
Wall
Apron wall: See 780 CMR 1402.0.
Cavity wall: See 780 CMR 2102.0.
Composite wall: See 780 CMR 2102.0.
Dry-stacked, surface-bonded walls: See
780 CMR 2102.0.
Faced wall: See 780 CMR 2102.0.
Fire separation wall: See 780 CMR 702.0
Fire wall: See 780 CMR 702.0.
Foundation wall See 780 CMR 1812.2.
Hollow wall: See 780 CMR 2102.0
Loadbearing wall See 780 CMR 1602.1.
Nonloadbearing wall: See 780 CMR 1602.1.
Parapet wall: See 780 CMR 2102.0.
Party wall: See 780 CMR 702.0.
Retaining wall: See 7S0 CMR 1812 2
Skeleton or panel wall: See 780 CMR 1402 .0.
Spandrel wall: See 780 CMR 1402.0.
Veneered Wall: See 780 CMR 1402.0
Water-reactive materials: See 780 CMR 307.2
Water supply, automatic: See 780 CMR 902.0
Winder: See 780 CMR 1002.0.
Wood shear panel: See 7S0 CMR 2304.2.
Writing (written): The term shall be construed to
include hand-writing, typewriting, printing, photo
offset or any other form of reproduction in legible
svmbols or characters.
Written notice: A notification in ivriting delivered
in person to the individual or parties intended;
or delivered at. or sent by certified or registered
mail to the last residential or business address of
legal record
Wythe: See 780 CMR 2102.0.
Yard: See 7S0 CMR 1202.0.
Zoning: The reservation of certain specified areas
within a community or city for buildings and
structures, or use of land, for certain purposes
with other limitations such as height, lot coverage
and other stipulated requirements. (See M.G.L.
c. 40A and St. 1956, c. 665, as amended.)
2/7/97 (Effective 2/28/97)
780 CMR -Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
46 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
CHAPTER 3
USE OR OCCUPANCY
780 CMR 301.0 GENERAL
301.1 Scope: The provisions of 780 CMR 3 shall
control the classification of all buildings and
structures as to use group.
301.2 Application of other laws: The provisions of
780 CMR 3 shall not be deemed to nullify any
provisions of the zoning law, ordinance of any
municipality in the Commonwealth of
Massachusetts, or any other statute of the
jurisdiction pertaining to the location or occupancy
of buildings, except as is specifically required by the
provisions of 780 CMR.
780 CMR 302.0 CIASSTJICATTON
302.1 General: All structures shall be classified
with respect to occupancy in one or more of the use
groups listed below. Where a structure is proposed
for a purpose which is not specifically provided for
in 780 CMR, such structure shall be classified in the
use group which the occupancy most nearly
resembles
comply with 780 CMR 302. 1 . 1 .
Table 302.1.1
SPECIFIC OCCUPANCY AREAS
1. Assembly:
(see 780 CMR 303.0)
2. Business:
(see 780 CMR 304.0)
3. Educational:
(see 780 CMR 305.0)
4. Factory and Industrial
(see 780 CMR 306.0)
5. High Hazard
(see 780 CMR 307.0):
6. Institutional:
(see 780 CMR 308.0)
7. Mercantile:
(see 780 CMR 309.0)
8. Residential:
(see 780 CMR 3 10.0)
9. Storage:
(see 780 CMR 3 11.0)
10. Utility and Miscellane-
ous (see 780 CMR 312.0)
Use Groups A-l,
A-3, A-4 and A-5
Use Group B
A-2.
Use Group E
Use Groups F-l and F-2
Use Groups H-l. H-2.
H-3 and H-4
Use Groups 1-1, 1-2 and
1-3
Use Group M
Use Groups R-l. R-2. R-
3, R-4and.R-5
Use Groups S-l and S-2
Use Group U
302.1.1 Specific occupancy areas: Specific
occupancy areas which are incidental to the mam
use group shall be separated and protected in
accordance with Table 302.1.1 and shall be
classified in accordance with the main use group
of the portion of the building in which the specific
occupancy area is iocated. Where the building, or
portion thereof, containing the specific occupancy
area is required to be protected with an automatic
fire suppression system, the separation alternative
of Table 302.1.1 shall not apply.
Exception: Specific occupancy areas within
and serving a dwelling unit are not reauired to
Room or area
Separation /protection
All use groups:
Paint shops in occupancies oth-
er than Use Group F employ-
ing hazardous materials in
quantmes less than those which
cause classification as Use
Group H
Waste and soiled linen collec-
tion rooms and chute term-
ination rooms
Waste and soiled linen chute
access rooms
Boiler and furnacerooms i
Incinerator rooms
Use Groups A. B. E. I- 1 . R- 1 .
R-2
Storage rooms more than 50
square feet in area but not
more than 1 00 square feet in
area
Storage rooms more than
1 00 square feet in area
Physical plant maintenance
shop and workshop
Use Groups 1-2,1-3:
Boiler and furnace rooms
Handicraft shops, kitchens,
and employee locker rooms
Laundries greater than 1 00
square feet in area
Storage rooms more man 50
square feet in area but not
morethan 100 square feet in
area
Storage rooms more than 1 00
square feet in area
Physical plant maintenance
shop and workshop
Use Group 1-2:
Gift/retail shops and laborator-
ies employing hazardous
quantities less than those which
cause classification as Use
Group H
use Group 1-3 padded cells
2 hours: or 1 hour and
automatic fire sup-
pression system
1 hour and automatic fire
suppression system
1 hour
1 hour, or automatic fire
suppression system
2 hours and automatic fire
suppression system
1 hour, or automatic fire
suppression system
with smoke partitions
Automatic fire suppres-
sion system with smoke
partitions
2 hours, or 1 hour and au-
tomatic fire suppression
system
1 hour and automatic fire
suppression system
1 hour, or automatic fire
suppression system with
smoke partitions
1 hour and automatic fire
suppression system
Automatic fire suppres-
sion system with smoke
partitions
1 hour and automatic fire
suppression system
1 hour and automatic fire
suppression system
1 hour: or automatic fire
suppression system with
smoke Dartitions
hour and automatic fire
.vstem
Note a. For requirements for fireresistance rated
separations and smoke Dartitions se; 780 CMR 302 ! . ! . :
Note b. 1 sauare foot = 0.093 rr,~.
9/19/97 (Effective 2/28/97; - corrected 780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
302.1.1.1 Separation: Where Table 302.1.1
requires a fireresistance rated separation, the
specific occupancy area shall be separated from
the remainder of the building with fire
separation assemblies (see 780 CMR 709.0).
Where Table 302.1. 1 requires smoke partitions,
the smoke partitions shall be constructed of
materials consistent with the type of
construction and shall be capable of resisting
the passage of smoke. The smoke partitions
shall extend from the floor to the underside of
the fireresistance rated floor/ceiling or
roof/ceiling assembly or to the underside of the
floor or roof deck above All doors shall be self-
closing or automatic-closing upon detection of
smoke.
302.1.2 Accessory areas: Except for accessory
areas of Use Group H in accordance with
780 CMR 302. 1 .2. 1 and specific occupancy areas
indicated in 780 CMR 302.1.1, where the area
devoted to an accessory occupancy does not
occupy more than 10% of any fire area nor more
than 10% of the allowable area permitted by
780 CMR 503.0 based on the accessory use group,
afire separation assembly shall not be required
between the main use group and accessory areas
The required type of construction and the
automatic fire suppression requirements in
780 CMR 904.0 shall be based on the main use
group of the fire area.
302.1.2.1 High-hazard uses: In buildings that
are three stories or less in height and equipped
throughout with an automatic sprinkler system
in accordance with 780 CMR 904, an
occupancy in Use Group F or S is permitted to
have accessory areas of Use Group H-2, H-3 or
H-4, provided that such areas do not occupy
more than 10% of any fire area nor more than
10% of the allowable area permitted by
780 CMR 503.0 based on the use group of the
accessory area. Afire separation assembly shall
not be required between the F or S use group
and the accessory H use group. The maximum
quantity of hazardous materials within the
accessory H use group shall not exceed twice
the permitted exempt amount specified in Table
307.8(1) or Table 307.8(2). The required type of
construction shall be based on the main use
group of the fire area.
302.2 Mixed use: All buildings and structures that
include more than one use group shall be further
designated as a mixed use and shall comply with
780 CMR 313.0 Specific occupancy areas and
accessory areas complying with 780 CMR 302.1.1
and 302.1.2, respectively, shall be classified in
accordance with the main use group.
780 CMR 303.0 ASSEMBLY USE
GROUPS
303.1 General: All structures which are designed or
occupied for the gathering together of persons for
purposes such as civic, social or religious functions,
recreation, food or drink consumption or awaiting
transportation, shall be classified as Use Group A-l,
A-2, A-3, A-4 or A-5. A room or space used for
assembly purposes by less than 50 persons and
which is accessory to another use group shall be
included as a part of that main use group The term
"Use Group A" shall include Use Groups A-l, A-2,
A-3, A-4 and A-5.
303.2 Use Group A-l, theaters: This use group
shall include all theaters and all other buildings and
structures intended for the production and viewing
of performing arts or motion pictures; and which are
usually provided with fixed seats-including theaters,
motion picture theaters and television and radio
studios admitting an audience Stages and platforms
shall comply with 780 CMR 412.0.
303.3 Use Group A-2 structures: This use group
shall include all buildings and places of public
assembly, without theatrical stage accessories,
designed for occupancy as dance halls, nightclubs
and for similar purposes, including all rooms,
lobbies and other spaces connected thereto with a
common means of egress and entrance.
303.4 Use Group A-3 structures: This use group
shall include all buildings with or without an
auditorium in which persons assemble for
amusement, entertainment or recreation purposes as
well as incidental motion picture, dramatic or
theatrical presentations, lectures or other similar
purposes without theatrical stage other than a raised
platform: and which are principally occupied
without permanent seating facilities, including art
galleries, exhibition halls, museums, lecture halls,
libraries, restaurants other than nightclubs, and
recreation centers; and buildings designed for
similar assembly purposes, including passenger
terminals.
303.5 Use Group A-4 structures: This use group
shall include all buildings and structures which are
occupied exclusively for the purpose of worship or
other religious services.
303.6 Use Group A-5, outdoor assembly: This use
group shall include structures utilized for outdoor
assembly intended for participation in or reviewing
activities, including grandstands (780 CMR 1013.0),
bleachers (780 CMR 1013.0), coliseums, stadiums,
amusement park structures (780 CMR 413.0) and
fair or carnival structures. Such structures shall
comply with all pertinent provisions of 780 CMR.
48
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
USE OR OCCUPANCY
780 CMR 304.0 BUSINESS USE GROUP
304.1 General: All buildings and structures which
are occupied for the transaction of business, for the
rendering of professional services, or for other
services that involve stocks of goods, wares or
merchandise in limited quantities which are
incidental to office occupancies or sample purposes,
shall be classified as Use Group B.
304.2 List of business occupancies: The
occupancies listed in Table 304.2 are indicative of
and shall be classified as Use Group B.
Table 304.2
BUSINESS OCCUPANCIES
Airport traffic control
towers
Animal hospitals, kennels,
pounds
Automobile and other
motor vehicle showrooms
Banks
Barber shops
Beauty shops
Car wash
Civic administration
Clinic, outpatient
Dry-cleaning; pickup and
delivery stations and
self-service
Electronic data processing
Fire stations
Florists and nurseries
Laboratories; testing and
research
Laundries; pickup and
delivery stations and
self-service
Police stations
Post offices
Print shops
Professional services; attor-
ney, dentist, physician,
engineer, etc.
Radio and television
stations
Telecommunications
equipment building
780 CMR 305.0 EDUCATIONAL USE
GROUP
305.1 General. All structures other than those
occupied for business training or vocational training,
which accommodate more than five persons for
educational purposes through the 12th grade, shall
be classified as Use Group E.
Exception: A room or space occupied for
educational purposes by less than 50 persons, five
years of age or more, and which is accessory to
another use group shall be classified as a part of
the main use group.
305.1.1 Day care facilities: A child day care
center which provides care for children more
than two years nine months shall be classified as
use Group E.
305.2 Business or vocational training: Structures
occupied for business training or vocational training
shall be classified in the same use group as the
business or vocation taught.
780 CMR 306.0 FACTORY AND
INDUSTRIAL USE GROUPS
306.1 General: All structures in which occupants
are engaged in work or labor in the fabricating,
assembling or processing of products or materials,
shall be classified as Use Group F-l or F-2. This
includes, among others, factories, assembling plants,
industrial laboratories and all other industrial and
manufacturing occupancies. The term "Use Group
F" shall include Use Groups F-l and F-2.
306.2 Use Group F-l structures: Factory and
industrial occupancies which are not otherwise
classified as low-hazard, Use Group F-2, shall be
classified as a moderate-hazard factory and
industrial occupancy, Use Group F-l. The
manufacturing processes listed in Table 306.2 are
indicative of and shall be classified as Use Group F-
1.
Table 306.2
MODERATE-HAZARD FACTORY AND
INDUSTRIAL OCCUPANCDZS
Aircraft
Appliances
Athletic equipment
Automobiles and other motor
vehjcles
Bakeries
Beverages, alcoholic
Bicycles
Boat building
Boiler works
Brooms or brushes
Business machines
Cameras and photo equipment
Canneries, including food
products
Clothing
Condensed and powdered
milk manufacture
Construction and agricultural
machinery
Disinfectants
Dry cleaning using other than
flammable liquids in clean-
ing or dyeing operations or
other than classified in 780
CMR 307.0
Electric light plants and
power houses
Electrolytic reducing works
Electronics
Engines, including rebuilding
Film, photographic
Food processing
Furniture
Hemp and jute products
Laundries
Leather and tanneries, ex-
cluding enameling or
japanning
Machinery
Millwork and woodworking,
wood distillation
Motion picture and television
filming
Musical instruments
Optical goods
Paper mills or products
Plastic products
Printing or publishing
Recreational vehicles
Refuse incinerators
Shoes
Soaps and detergents
Sugar refineries
Textile mills, including
canvas, cotton, cloth,
bagging, burlap, carpets
and rags
Tobacco
Trailers
Upholstery and manufacturing
shops
306.3 Use Group F-2 structures: Factory and
industrial occupancies which involve the fabrication
or manufacturing of noncombustible materials that,
during finishing, packing or processing, do not
contribute to a significant fire hazard, shall be
classified as Use Group F-2. The manufacturing
processes listed in Table 306.3 are indicative of and
shall be classified as Use Group F-2.
Table 306.3
LOW-HAZARD FACTORY AND
INDUSTRIAL OCCUPANCIES
Beverages, nonalcoholic
Bnck and masonry
Ceramic products
Foundries
Glass products
Gvpsum
Ice
Metal fabrication and
assembly
Water pumping plants
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
780 CMR 307.0 HIGH-HAZARD USE
GROUPS
307.1 General: All structures which are occupied
for the manufacturing, processing, generation,
storage or other use of hazardous materials in
excess of the exempt quantities specified in
780 CMR 307.8 shall be classified as Use Group H-
1, H-2, H-3 or H-4 in accordance with the hazards
presented by each material as described in 780 CMR
307.3 through 307.6. The term "Use Group H" shall
include Use Groups H-l, H-2, H-3 and H-4.
307.1.1 Information required: Separate floor
plans shall be submitted for buildings and
structures with an occupancy in Use Group H
identifying the locations of anticipated contents
and processes so as to reflect the nature of each
occupied portion of every building and structure
A report identifying all hazardous materials
including, but not limited to, materials of Use
Group H to be stored or utilized, shall be
submitted and the methods of protection from
such hazards shall be indicated on the
construction documents.
307.2 Definitions: The following words and terms
shall, for the purposes of 780 CMR 3 and as used
elsewhere in 780 CMR, have the meanings shown
herein.
Aerosol: A product that is dispensed from an
aerosol container by a propellant.
Aerosol container: Metal cans, glass or plastic
bottles designed to dispense an aerosol. Metal
cans shall be limited to a maximum size of 33.8
fluid ounces (1000 ml). Glass or plastic bottles
shall be limited to a maximum size of four fluid
ounces (118 ml).
Barricade: A structure that consists of a
combination of walls, floor and roof, which is
designed to withstand the rapid release of energy
in an explosion and which is fully confined,
partially vented or fully vented; or other effective
method of shielding from explosive materials by
a natural or artificial barrier.
Boiling point: The temperature at which the vapor
pressure of a liquid equals the atmospheric
pressure of 14.7 pounds per square inch (psia) or
760 mm of mercury. Where an accurate boiling
point is unavailable for the material in question,
or for mixtures which do not have a constant
boiling point, for the purposes of this
classification, the 10% of a distillation performed
in accordance with ASTM D86 listed in
Appendix A shall be used as the boiling point of
the liquid.
Closed system: The use of a solid or liquid
hazardous material in a closed vessel or system
that remains closed during normal operations
where vapors emitted by the product are not
liberated outside of the vessel or system and the
product is not exposed to the atmosphere during
normal operations; and all uses of compressed
gases. Examples of closed systems for solids and
liquids include product conveyed through a piping
system into a closed vessel, system or piece of
equipment.
Combustible dusts: Dusts and any similar solid
material sufficiently comminuted for suspension
in still air which, when so suspended, is capable
of self-sustained combustion.
Combustible fibers: Includes readily ignitable and
free-burning fibers such as cotton, sisal,
henequen, jute, hemp, tow, cocoa fiber, oakum,
baled waste, baled wastepaper. kapok, hay, straw,
excelsior, Spanish moss and other like material.
Combustible liquids: Any liquids having a flash
point at or above 100°F (38°C) shall be known as
Class II or EI liquids. Combustible liquids shall
be divided into the following classifications:
Class II: Liquids having flash points at or above
100°F (38°C) and below 140°F (60°C).
Class ITJA: Liquids ha\\ng flash points at or above
140°F (60°C) and below 200°F (93°C).
Class niB: Liquids having flash points at or above
200°F(93°C).
Compressed gas: A gas or mixture of gases as
contained having an absolute pressure exceeding
40 psi at 70 °F (276 kPa at 21 °C) or, regardless of
the pressure at 70°F (21 °C), having an absolute
pressure exceeding 140 psi at 130°F (965 kPa at
54 °C); or any liquid material having a vapor
pressure exceeding 40 psi absolute at 100°F (276
kPa at 38°C) as determined by ASTM D323 listed
in Appendix A
Control area: Spaces within a building which are
enclosed and bounded by exterior walls, fire
walls, fire separation assemblies and roofs, or a
combination thereof, where quantities of
hazardous materials not exceeding the exempt
amounts are stored, dispensed, used or handled.
Corrosive: A chemical that causes visible
destruction of, or irreversible alterations in, living
tissue at the point of contact. A chemical shall be
considered a corrosive if, when tested on the
intact skin of albino rabbits by the test method
described by DOTn 49 CFR, Part 173 listed in
Appendix A, such chemical destroys or changes
irreversibly the structure of the tissue at the point
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of contact following an exposure period of four
hours. This term shall not refer to action on
inanimate surface.
Cryogenic liquids (flammable or oxidizing): Any
liquid that has a boiling point below -200 °F
(-129°C).
Deflagration: An exothermic reaction, such as the
extremely rapid oxidation of a flammable dust or
vapor in air, in which the reaction progresses
through the unburned material at a rate less than
the velocity of sound. A deflagration can have an
explosive effect.
Detached storage building: A separate single-story
building, without a basement or crawl space, used
for the storage of hazardous materials and located
an approved distance from all structures.
Detonation: An exothermic reaction characterized
by the presence of a shock wave in the material
which establishes and maintains the reaction. The
reaction zone progresses through the material at a
rate greater than the velocity of sound. The
principal heating mechanism is one of shock
compression, detonations have an explosive
effect.
Dispensing: The pouring or transferring of any
material from a container, tank or similar vessel,
whereby vapors, dusts, fumes, mists or gases are
liberated to the atmosphere.
Explosive: Any chemical compound, mixture or
device, the primary or common purpose of which
is to function by explosion. The term includes, but
is not limited to, dynamite, black powder, pellet
powder, initiating explosives, detonators, safety
fuses, squibs, detonating cord, igniter cord and
igniters.
The term "explosive" includes any material
determined to be within the scope of USC Title
18; Chapter 40 listed in Appendix A and also
includes any material classified as an explosive by
the Hazardous Material Regulations of DOTn 49
CFR listed in Appendix A.
Flammable: Capable of being readily ignited from
common sources of heat or at a temperature of
600°F(316°C)orless.
Flammable compressed-gas: Either a mixture of
13% or less (by volume) with air forms a
flammable mixture, or the flammable range with
air is wider than 12%, regardless of the lower
limitation. These limitations shall be determined
at atmospheric temperature and pressure.
Flammable liquids Any liquid that has a. flash point
below I00°F (38°C), and has a vapor pressure not
exceeding 40 psia (276 kPa) at 100°F (38°C).
Flammable liquids shall be known as Class I
liquids and shall be divided into the following
classifications:
Class IA: Liquids having a flashpoint below 73 °F
(23 °C) and having a boiling point below 100°F
(38°C).
Class IB: Liquids having a flash point below
73 °F (23 °C) and having a boiling point at or
above 100°F. (38°C).
Class IC: Liquids having a. flash point at or above
73 °F (23 °C) and below 100°F (38 °C).
Flammable solid: A solid, other than a blasting
agent or explosive, that is capable of causing fire
through friction, absorption of moisture,
spontaneous chemical change, or retained heat
from manufacturing or processing, or which has
an ignition temperature below 212°F ( 100°C) or
which burns so vigorously and persistently when
ignited as to create a serious hazard. A chemical
shall be considered a flammable solid as
determined in accordance with the test method of
CPSC 16 CFR; Part 1500.44 listed in
Appendix A, if it ignites and bums with a self-
sustained flame at a rate greater than 0. 1 inch (3
mm) per second along its major axis.
Flash point: The minimum temperature in degrees
Fahrenheit at which a flammable liquid will give
off sufficient vapors to form an ignitable mixture
with air near the surface or in the container, but
will not sustain combustion. The flash point of a
liquid shall be determined by appropriate test
procedure and apparatus as specified in ASTM
D56 and ASTM D93 listed in Appendix A.
Hazardous materials: Those chemicals or
substances which are physical hazards or health
hazards as defined and classified in 780 CMR 3
and the fire prevention code listed in Appendix A,
whether the materials are in usable or waste
condition.
Health hazard: A classification of a chemical for
which there is statistically significant evidence
that acute or chronic health effects are capable of
occurring in exposed persons. The term "health
hazard" includes chemicals which are
carcinogens, toxic or highly toxic agents,
reproductive toxins, irritants, corrosives,
sensitizers, hepatotoxins, nephrotoxins,
neurotoxins, agents which are capable of acting
on the hematopoietic system, and agents which
damage the lungs, skin, eyes or mucous
membranes.
Highly toxic: A chemical falling within any of the
following categories is considered highly toxic
1 A chemical that has a median lethal dose
(LD!0) of 50 milligrams or less per kilogram of
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body weight when administered orally to
albino rats weighing between 200 and 300
grams each.
2. A chemical that has a median lethal dose
(LDS0) of 200 milligrams or less per kilogram
of body weight when administered by
continuous contact for 24 hours (or less if
death occurs within 24 hours) with the bare
skin of albino rabbits weighing between two
and three kilograms each.
3. A chemical that has a median lethal
concentration (LC50) in air of 200 parts per
million by volume or less of gas or vapor, or
two milligrams per liter or less of mist, fume or
dust, when administered by continuous
inhalation for one hour (or less if death occurs
within one hour) to albino rats weighing
between 200 and 300 grams each.
Incompatible materials: Materials which, when
mixed, have the potential to react in a manner that
generates heat, fumes, gases or by-products which
are hazardous to life or property.
Irritant: A chemical, which is not corrosive, but
which causes a reversible inflammatory effect on
living tissue by chemical action at the point of
contact. A chemical shall be considered an irritant
if, when tested on the intact skin of albino rabbits
by the test method of CPSC 16 CFR Part 1500.41
listed in Appendix A for four hours exposure, it
results in an empirical score of five or more. A
chemical is an eye irritant if so determined by the
procedure in CPSC 16 CFR; Part 1500.42 listed in
Appendix A.
Open system: The use of a solid or liquid hazardous
material in a vessel or system that is continuously
open to the atmosphere during normal operations
and where vapors are liberated, or the product is
exposed to the atmosphere during normal
operations. Examples of open systems for solids
and liquids include dispensing from or into open
beakers or containers, dip tank and plating tank
operations.
Organic peroxide: An organic compound that
contains the bivalent double-bonded oxygen
structure and which is considered to be a
structural derivative of hydrogen peroxide where
one or both of the hydrogen atoms have been
replaced by an organic radical.
Unclassified detonable: Organic peroxides which
are capable of detonation. These peroxides
present an extremely high explosion hazard
through rapid explosive decomposition.
Class I: Class I organic peroxides are capable of
deflagration, but not detonation. These peroxides
present a high explosion hazard through rapid
decomposition.
Class II: Class II organic peroxides burn very
rapidly and present a severe reactivity hazard.
Class EH: Class III organic peroxides burn rapidly
and present a moderate reactivity hazard.
Oxidizer: A chemical other than a blasting agent or
explosive that initiates or promotes combustion in
other materials, thereby causing fire either of
itself or through the release of oxygen or other
gases.
Class 4: An oxidizer that can undergo an
explosive reaction due to contamination or
exposure to thermal or physical shock.
Additionally, the oxidizer will enhance the
burning rate and is capable of causing
spontaneous ignition of combustibles.
Class 3: An oxidizer that will cause a severe
increase in the burning rate of combustible
materials with which the oxidizer comes in
contact or that will undergo vigorous self-
sustained decomposition due to contamination or
exposure to heat.
Class 2: An oxidizer that will cause a moderate
increase in the burning rate or that is capable of
causing spontaneous ignition of combustible
materials with which the oxidizer comes in
contact.
Class 1: An oxidizer whose primary hazard is a
slight increase in the burning rate but which does
not cause spontaneous ignition when the oxidizer
comes in contact with combustible material.
Physical hazard: A chemical for which there is
evidence in the referenced standards listed in
Appendix A that it is a combustible liquid,
compressed gas, cryogenic, explosive, flammable
gas, flammable liquid, flammable solid, organic
peroxide, oxidizer, pyrophoric or unstable
(reactive) or water-reactive material.
Pyrophoric: A material that will spontaneously
ignite in air at or below a temperature of 130°F
(54°C).
Radioactive material: Any material or combination
of material that spontaneously emits ionizing
radiation.
Sensitizer: A chemical that causes a substantial
proportion of exposed people or animals to
develop an allergic reaction in normal tissue after
repeated exposure to the chemical.
Tires, bulk storage of: Storage of 10,000 or more
average-sized passenger vehicle tires weighing
approximately 25 pounds (11 kg) each (see
780 CMR 307.5).
Toxic: A chemical that is within any of the following
categories shall be considered toxic:
1. A chemical that has a median lethal dose
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(LD50) of more than 50 milligrams per
kilogram but not more than 500 milligrams per
kilogram of body weight when administered
orally to albino rats weighing between 200 and
300 grams each.
2. A chemical that has a median lethal dose
(LD50) of more than 200 milligrams per
kilogram but not more than 1,000 milligrams
per kilogram of body weight when
administered by continuous contact for 24
hours (or less if death occurs within 24 hours)
with the bare skin of albino rabbits weighing
between two and three kilograms each.
3. A chemical that has a median lethal
concentration (LC50) in air of more than 200
parts per million but not more than 2,000 parts
per million by volume of gas or vapor, or more
than two milligrams per liter but not more than
20 milligrams per liter of mist, fume or dust,
when administered by continuous inhalation
for one hour (or less if death occurs within I
hour) to albino rats weighing between 200 and
300 grams each.
Unstable (reactive) material: A material which, in
the pure state or as commercially produced, will
vigorously polymerize, decompose or condense,
become self-reactive, or otherwise undergo a
violent chemical change under conditions of
shock, pressure or temperature.
Class 4: Materials that in themselves are readily
capable of detonation or explosive decomposition
or explosive reaction at normal temperatures and
pressures. This class includes, among others,
materials that are sensitive to localized thermal or
mechanical shock at normal temperatures and
pressures.
Class 3: Materials that in themselves are capable
of detonation or explosive decomposition or
explosive reaction, but that require a strong
initiating source or that must be heated under
confinement before initiation. This class includes,
among others, materials that are sensitive to
thermal or mechanical shock at elevated
temperatures and pressures.
Class 2: Materials that readily undergo violent
chemical change at elevated temperatures and
pressures. This class includes, among others,
materials that exhibit an exotherm at temperatures
less than or equal to 150°C when tested by
differential scanning calorimetry.
Class 1: Materials that in themselves are normally
stable, but that can become unstable at elevated
temperatures and pressures. This class includes,
among others, materials that change or decompose
on exposure to air, light or moisture, and materials
that exhibit an exotherm at temperatures greater
than 150°C, but less than or equal to 300°C,
when tested by differential scanning calorimetry.
Water-reactive materials: A chemical that reacts
with water to release a gas that is either
flammable or presents a health hazard.
Class 3: Materials which react explosively with
water without requiring heat or confinement.
Class 2: Materials which are capable of forming
potentially explosive mixtures with water.
307.3 Use Group H-l structures: All buildings and
structures which contain materials that present a
detonation hazard, shall be classified as Use Group
H- 1. Such materials shall include but are not limited
to:
Explosives
Organic Peroxides, unclassified detonable
Oxidizers, Class 4
Unstable (reactive) materials. Class 3 detonable,
and Class 4
Detonable pyrophoric materials
307.4 Use Group H-2 structures: All buildings and
structures which contain materials that present a
deflagration hazard or a hazard from accelerated
burning, shall be classified as Use Group H-2. Such
materials shall include but are not limited to:
Combustible dusts
Combustible liquids, Class II and Class IIIA
Cryogenic liquids, flammable or oxidizing
Flammable gases
Flammable liquids
Organic peroxides, Class I and Class II
Oxidizers, Class 3
Oxidizing gases
Pyrophoric liquids, solids and gases,
nondetonable
Unstable (reactive) materials, Class 3,
nondetonable
307.5 Use Group H-3 structures: All buildings and
structures which contain materials that readily
support combustion or present a physical hazard,
shall be classified as Use Group H-3. Such materials
shall include but are not limited to:
Aerosols, except that Level 1 aerosols defined in
the fire prevention code listed in Appendix A shall
be classified as Use Group S- 1 or F- 1
Combustible fibers
Combustible liquids. Class IIEB
Flammable solids
Organic peroxides, Class III
Oxidizers, Class 1 and Class 2
Tires, bulk storage of
Unstable (reactive) materials. Class 1 and Class 2
Water-reactive materials. Class 2 and Class 3
307.6 Use Group H-4 structures: All buildings and
structures which contain materials that are health
hazards, shall be classified as Use Group H-4. Such
materials shall include but are not limited to:
Corrosives
Highly toxic materials
Irritants
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Radioactive materials
Sensitizers
Toxic materials
307.7 Multiple hazards: All buildings and
structures containing a material or materials
representing hazards that are classified in one or
more of Use Groups H-l, H-2, H-3 and H-4, shall
conform to the code requirements for each of the use
groups so classified.
307.8 Exceptions: The following shall not be
classified in Use Group H, but shall be classified in
the use group which they most nearly resemble.
High-hazard materials of any quantity shall conform
to the requirements of 780 CMR, including
780 CMR 417.0, and the fire prevention code listed
in Appendix A.
1. All buildings and structures which contain
not more than the exempt quantities of high-
hazard materials as shown in Tables 307 .8(1)
and 307.8(2) provided that such buildings are
maintained in accordance with the fire
prevention code listed in Appendix A.
2. Buildings utilizing control areas in
accordance with 780 CMR 417.2 which
contain not more than the exempt quantities
of high-hazard materials as shown in Tables
307.8(1) and 307.8(2).
3. Buildings and structures occupied for the
storage of 10,000 or more vehicle tires
weighing approximately 25 pounds (11 kg)
each, provided that such buildings are
equipped throughout with an automatic
sprinkler system in accordance with
780 CMR 906.2.1.
4. Buildings and structures occupied for the
application of flammable finishes, provided
that such buildings or areas conform to the
requirements of 780 CMR 419.0 and NFiPA
33, NFiPA 34 and the fire prevention code
listed in Appendix A.
5. Rooms containing flammable liquids in
tightly closed containers of 1 -gallon capacity
(0.0038 m) or less for retail sale or private
utilization on the premises and in quantities
not exceeding two gallons per square foot
(0.082 mVm2 ) of room area.
6. Retail paint salesrooms with quantities of
paint not exceeding two-gallons per square
foot (0.082 nrVm2) of room area.
7. Closed systems housing flammable or
combustible liquids or gases utilized for the
operation of machinery or equipment.
8. Cleaning establishments which utilize
combustible liquid solvents having a flash
point of 140°F (60°C) or higher in closed
systems employing equipment listed by an
approved testing agency, provided that this
occupancy is separated from all other areas of
the building by one-hour fireresistance rated
fire separation assemblies.
9 Cleaning establishments which utilize a
liquid solvent having a flash point at or above
200°F(93°C).
10. Liquor stores and distributors without bulk
storage.
1 1 . Refrigeration systems.
12. The storage or utilization of materials for
agricultural purposes on the premises.
13. Stationary batteries utilized for facility
emergency power, uninterrupted power
supply or telecommunication facilities
provided that the batteries are provided with
safety venting caps and ventilation is
provided in accordance with the mechanical
code listed in Appendix A.
14. Corrosives, irritants and sensitizers shall not
include personal or household products in
their original packaging used in retail display
or commonly used building materials.
15. Buildings and structures occupied for aerosol
manufacturing or storage shall be classified
as Use Group F-l or S-l, provided that such
buildings conform to the requirements of
NFiPA 30 and the fire prevention code listed
in Appendix A.
780 CMR 308.0 INSTITUTIONAL USE
GROUPS
308.1 General: All structures in which people
suffering from physical limitations because of health
or age are harbored for medical or other care or
treatment, or in which people are detained for penal
or correction purposes, or in which the liberty of the
inmates is restricted, shall be classified as Use
Group 1-1, 1-2 or 1-3. The term "Use Group I" shall
include Use Groups 1-1, 1-2 and 1-3.
308.2 Use Group 1-1: Except as modified by the
provisions of 780 CMR 4, Special Use and
Occupancy, this use group shall include buildings
and structures which house six or more individuals
who, because of age, mental disability or other
reasons, must live in a supervised environment but
who are physically capable of responding to an
emergency situation without personal assistance.
Except as specified otherwise by the requirements
of 780 CMR 4, Special Use and Occupancy, where
accommodating persons of the above description,
the following types of facilities shall be classified as
1-1 facilities, board and care facilities, half-way
houses, group homes, social rehabilitation facilities,
alcohol and drug centers and convalescent facilities.
A facility such as the above with five or less
occupants shall be classified as a residential use
group.
308.3 Use Group 1-2: This use group shall include
buildings and structures used for medical, surgical,
psychiatric, nursing or custodial care on a 24-hour
basis of six or more persons who are not capable of
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USE OR OCCUPANCY
self-preservation. Where accommodating persons of
the above description, the following types of
facilities shall be classified as 1-2 facilities:
hospitals, nursing homes (both intermediate care
facilities and skilled nursing facilities), mental
hospitals and detoxification facilities. A facility such
as the above with five or less occupants shall be
classified as a residential use group.
308.3.1 Child care facility: A child day care
center which accommodates children two years
nine months of age or less shall be classified as
Use Group 1-2.
308.4 Use Group 1-3: This use group shall include
buildings and structures which are inhabited by six
or more persons who are under some restraint or
security. An 1-3 facility is occupied by persons who
are generally incapable of self-preservation due to
security measures not under the occupants' control.
Where accommodating persons of the above
description, the following types of facilities shall be
classified as 1-3 facilities: prisons, jails,
reformatories, detention centers, correctional centers
and prerelease centers. Buildings of Use Group 1-3
shall be classified as one of the occupancy
conditions indicated in 780 CMR 308.4.1 through
308.4.5 (see 780 CMR 410.0).
308.4.1 Occupancy Condition I: This occupancy
condition shall include all buildings in which free
movement is allowed from sleeping areas, and
other spaces where access or occupancy is
permitted, to the exterior via means of egress
without restraint. An Occupancy Condition I
facility shall be classified as Use Group R.
308.4.2 Occupancy Condition II: This
occupancy condition shall include all buildings in
which free movement is allowed from sleeping
areas and any other occupied smoke compartment
to one or more other smoke compartments. Egress
to the exterior is impeded by locked exits
308.4.3 Occupancy Condition HI: This
occupancy condition shall include all buildings in
which free movement is allowed within individual
smoke compartments, such as within a residential
unit comprised of individual sleeping rooms and
group activity spaces, where egress is impeded by
remote-controlled release of means of egress from
such smoke compartment to another smoke
compartment
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Table 307.8(1)
EXEMPT AMOUNTS OF HAZARDOUS MATERIALS, LIQUIDS
AND CHEMICALS PRESENTING A PHYSICAL HAZARD
MAXIMUM QUANTITIES PER CONTROL AREA3
Class
Use
Groups
Storage
Closed systems
Open systems
Material
solid
pounds
(cubic
feet)
liquid
gallons
(pounds)
gas
(Cubic
feet)
Solid
pounds
(cubic
feet)
Liquid
gallons
(pounds)
Gas cubic
feet
Solid
pounds
(cubic
feet)
liquid
gallons
(pounds)
Combustible
liquid
II
IHA
mB
H-2
H-2
H-3
NA
120d'e
330d'%
13,200e'
NA
NA
120d
330d
13,200
NA
NA
30d
80 f
3,300
Conbustible
dust pounds
per 1,00 feet
H-2
I8
NA
NA
lg
NA
NA
lg
NA
Combustible
fiber
loose
Baled
H-3
(100)
(1,000)
NA
NA
(100)
(1,000)
NA
NA
(20)
(200)
NA
Cryogenics,
flammible or
oxidizing
H-2
NA
45d
NA
NA
45d
NA
NA
iod
Explosives
H-l
.eji.i
(De-h>1
NA
%h
('/4)h
NA
fch
(%)h
Flammable
gas
Gaseous
Liquified
H-2
NA
NA
30&
i.oood,e
NA
NA
^
de
750 '
NA
NA
NA
Flammible
liquid
IA
IB
IC
H-2
NA
30f
60f
90d-e
NA
NA
NA
NA
10d
15d
20d
Combination
(IA IB, IC)
H-2
NA
120d-e'j
NA
NA
120d°
NA
NA
30dj
Flammible
solid
H-2
d,e
125 '
NA
NA
25d
NA
NA
25d
NA
Organic
peroxide
UD
I
n
in
H-l
H-2
H-3
H-3
^e
50 :
d e
125 '
<
at
(125)
NA
k
125d
<*4
(50) d
(125)
NA
25d
('/4).h
^\
(io)d
(25)
Oxidizer
4
3
2
1
H-l
H-2
H-3
H-3
iod:e
250df
i,oood-e
<e
(10)d,e
<250>de
(1,000) '
NA
i.
250°.
1.000°
<2>d
(250)
(1,000)
NA
i
<
200
(50)
(200)
Oxidizer -
gas
Gaseous
Liquified
H-2
NA
NA
15&
d,e
1,500 '
NA
NA
NA
(15?'e
d,e
1,500 '
NA
NA
NA
Pyrophoric
H-2
4e*
(4)ei
so6*
lh
(Dh
ioeJl
0
0
Unstable
(reactive)
4
3
2
1
H-l
H-l or
H-2
H-3
H-3
5d,e
de
50 :
1254e
K
d,e
(125)d'e
lof
50^e
250de
750d'e
la
(Dd
(50)d
(125)
2?
d,e
10 '
250d'e
750d'e
(I)'
(io)df
(25)
Water
reactive
3 -
2
H-3
H-3
5dd6
50d'e
d,e
NA
$
«dd
NA
,■;
^
Note a. For use of control areas, see 780 CMR 417.2
Note b. The aggregate quantity in utilization and storage shall not exceed the quantity listed for storage.
Note c. The quantities of alcoholic beverages in retail sales occupancies shall not be limited provided the liquids
are packaged in individual containers not exceeding 1 gallon. In retail sales and storage occupancies, the quantities
of medicines, foodstuffs and cosmetics, containing not more than 50% by volume of water-miscible liquids and with
the remainder of the solutions not being flammable, shall not be limited provided that such materials are packaged in
individual containers not exceeding one gallon.
Note d. Maximum quantities shall be increased 100% in buildings equipped throughout with an automatic sprinkler
system in accordance with 780 CMR 906.2.1. Where note e. Also applies, the increase for both notes shall be applied
accumulatively.
Note e. Quantities shall be increased 100% when stored in approved cabinets, gas cabinets, fume hoods, exhausted
enclosures, or safety cans as specified in the fire prevention code listed in Appendix A. Where note d. also applies, the
increase for both notes shall be applied accumulatively.
56
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
USE OR OCCUPANCY
Note f. The permitted quantities shall not be limited in a building equipped throughout with an automatic sprinkler
system in accordance with 780 CMR 906.2. 1 .
Note g. A dust explosion potential is considered to exist where 1 pound or more of combustible dust per 1.000 cubic
feet of volume is normally in suspension or could be put into suspension in all or a portion of an enclosure or inside
pieces of equipment. This also includes combustible dust which accumulates on horizontal surface inside buildings
or equipment and which could be put into suspension be an accident, sudden force or sudden explosion.
Note h. Permitted only in buildings equipped throughout with an automatic sprinkler svstem in accordance with
780 CMR 906.2.1.
Note i. One pound of black sporting powder and 20 pounds of smokeless powder are permitted in sprinklered or
unsprinklered buildings.
Note j. Containing not more than the exempt amounts of Class I-A, Class 1-B or Class I-C flammable liquids
Note k. Quantities in parenthesis indicate quantity units in parenthesis at the head of each column. 1 cubic foot =
0.028 m3; 1 pound = 0.454 kg; 1 gallon = 0.00379 mS
Table 307.8(2)
EXEMPT AMOUNTS OF HAZARDOUS MATERIALS, LIQUIDS AND CHEMICALS
PRESENTING A HEALTH HAZARD
MAXIMUM QUANTmES PER CONTROL AREA^*1
Storage
Closed systems
Open systems
Material
Solidde
pounds
Liquid
gallons
(pounds)
Gas cubic
feet
Solid
pounds
Liquid
gallons
(pounds)
Gas cubic
feet
Solid
pounds
Liquid
gallons
(pounds)
Corrosive
5,000
500
810dx
5,000
500
810d-e
1,000
100
Highly toxic
1
(1)
20f
!
(1)
20f
V*
(%)
Irritant
5,000
500
810d-e
5,000
500
810d-c
1,000
100
Radioactive8
25 rem - unsealed source
100 rem - sealed source
1 00 rem - sealed source
25 rem - sealed source
Sensitizer
5,000
500
810d-e
5,000
500
810dx
1,000
100
Toxic
500
(500)
810de
500
(500)
810d-e
125
(125)
Other health
hazards
5,000
500
810d'e
5,000
500
810d'e
1.000
100
Note a. For use of control areas, see 780 CMR 4 1 7.2
Note b. In retail sales occupancies, the quantities of medicines, foodstuffs and cosmetics, containing not more than
50% by volume of water-miscible liquids and with the remainder of the solutions not being flammable, shall not be
limited provided that such materials are packaged in individual containers not exceeding i gallon
Note c The aggregate quantity in utilization and storage shall not exceed the quantity listed for storage.
Note d. Maximum quantities shall be increased 100% in buildings equipped throughout with an automatic sprinkler
system in accordance with 780 CMR 906.2. 1. Where note e. also applies, the increase for both notes shall be applied
accumulatively.
Note e. Maximum quantities shall be increased 100% when stored in approved storage cabinets, gas cabinets, fume
hoods, exhausted enclosures, or safety cans as specified in the fire prevention code listed in Appendix A Where note
d. also applies, the increase for both notes shall be applies accumulatively
Note f. Permitted only when stored in approved exhausted gas cabinets, exhausted enclosures or fume hoods
Note g. Maximum dosage permitted in any single exposure.
Note h. Quantities in parenthesis indicate quantity units in parenthesis at the head of each column 1 cubic foot =
0.028 m3; 1 pound = 0.454 kg; 1 gallon = 0.00379 m3
308.4.4 Occupancy Condition IV: This
occupancy condition shall include all buildings in
which free movement is restricted from an
occupied space. Remote-controlled release is
provided to permit movement from all sleeping
rooms, activity spaces and other occupied areas
within the smoke compartment to other smoke
compartments.
308.4.5 Occupancy Condition V: This
occupancy condition shall include all buildings in
which free movement is restricted from an
occupied space. Staff-controlled release is
provided to permit movement from all sleeping
rooms, activity spaces and other occupied areas
within the smoke compartment to other smoke
compartments.
780 CMR 309.0 MERCANTILE USE
GROUP
309.1 General: All buildings and structures which
are occupied for display and sales purposes
involving stocks of goods, wares or merchandise
incidental to such purposes and open to the public,
shall be classified as Use Group M. This includes,
among others, retail stores, automotive service
stations, shops, salesrooms and markets An
automotive service station is that portion of a
property where motor fuels are stored and dispensed
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
57
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
from fixed equipment into the fuel tanks of motor
vehicles or approved containers, including any
building used for the sale of automotive accessories,
or for minor automotive repair work. Minor repairs
include the exchange of parts, oil changes, engine
tune-ups and similar routine maintenance work.
Retail sales of hazardous materials shall comply
with 780 CMR 307.8 or 780 CMR 426, as
applicable.
780 CMR 310.0 RESIDENTIAL USE
GROUPS
310.1 General: All structures in which individuals
live, or in which sleeping accommodations are
provided (with or without dining facilities),
excluding those that are classified as institutional
occupancies, shall be classified as Use Group R-l,
R-2, R-3, R-4 or R-5 The term "Use Group R" shall
include Use Groups R-l, R-2 and R-3. R-4 and R-5.
Note: Assisted Living Residences which are
certified as such by the Executive Office of Elder
Affairs pursuant to M.G.L. c. 19D shall be
classified in the residential use group R-l, R-2,
R-3 or R-4 as applicable. Portions of an assisted
Living Residence which are used for any use
other than residential shall be classified in
accordance with the intended use
310.2 Definitions: The following words and terms
shall, for the purposes of 780 CMR 3 and as used
elsewhere in 780 CMR, have the meanings shown
herein.
Dwellings:
Assisted Living Residence: A residence licensed
by the Executive Office of Elder Affairs pursuant
toMG.L. c 19D.
Boarding house: A building arranged or used for
lodging for compensation, with or without meals,
and not occupied as a single unit.
Dormitory: A space in a building where group
sleeping accommodations are provided in one
room, or in a series of closely associated rooms.
Dwelling unit: A single unit providing complete,
independent living facilities for one or more
persons, including permanent provisions for
living, sleeping, eating, cooking and sanitation.
Hotel: Any building containing six or more guest
rooms, intended or designed to be used, or which
are used, rented or hired out to be occupied or
which are occupied for sleeping purposes by
guests.
Motel: A hotel as defined in 780 CMR.
Multiple dwelling: A building or portion thereof
containing more than two dwelling units and not
meeting the requirements for a multiple single
dwelling.
Multiple single dwelling: A building or portion
thereof containing more than two dwelling units
(see 780 CMR 310.5)
One-family dwelling: A building containing one
dwelling unit with not more than five lodgers or
boarders.
Two-family dwelling: A building containing two
dwelling units with not more than five lodgers or
boarders per family.
310.3 Use Group R-l structures: This use group
shall include all hotels, motels, boarding houses and
similar buildings arranged for shelter and sleeping
accommodations and in which the occupants are
primarily transient in nature, occupying the facilities
for a period of less than 30 days.
310.4 Use Group R-2 structures: This use group
shall include all multiple dwellings having more than
two dwelling units, except as provided for in
780 CMR 310.5 for multiple single dwelling units,
and shall also include all boarding houses and
similar buildings arranged for shelter and sleeping
accommodations in which the occupants are
primarily not transient in nature.
310.4.1 Dormitories: A dormitory facility which
accommodates more than five persons more than
2'/2 years of age shall be classified as Use Group
R-2
310.5 Use Group R-3 structures: This use group
shall include all buildings arranged for occupancy as
one- or two-family dwelling units, including not
more than five lodgers or boarders per family and
multiple single-family dwellings where each unit has
an independent means of egress and is separated by
a two-hour fire separation assembly (see 780 CMR
709.0).
Exceptions
1. In multiple single-family dwellings that are
equipped throughout with an approved
automatic sprinkler system installed in
accordance with 780 CMR 906.2.1 or
906.2.2, the fireresistance rating of the
dwelling unit separation shall not be less than
one hour. Dwelling unit separation walls
shall be constructed as fire partitions (see
780 CMR 71 1.0).
2 In multiple single-family dwellings that are
equipped throughout with an approved
automatic sprinkler system installed in
accordance with 780 CMR 906.2.3, a two-
hour fire separation assembly shall be
provided between each pair of dwelling units.
The fireresistance rating between each
dwelling unit shall not be less than one hour
and shall be constructed as afire partition.
310.5.1Famify day-care home: A family day-
care home as defined by M.G.L. C.28A, §. 9, shall
be classified as use group R-3 or R-4. Such
facility shall not accommodate more than six
children.
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780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
USE OR OCCUPANCY
310.6 Use Group R-4 structures This use group
shall include all detached one- or two-family
dwellings not more than three stories in height, and
the accessory structures.. All such structures shall
be designed in accordance with 780 CMR 36 or in
accordance with the requirements of 780 CMR
applicable to Use Group R-3.
310. 7 Use Group R-5 structures: This use group
shall include all buildings arranged for use as
limited group residences in accordance with the
requirements of 780 CMR (see 780 CMR 4).
780 CMR 311.0 STORAGE USE GROUPS
311.1 General: All structures which are primarily
used for the storage of goods, wares or merchandise
shall be classified as Use Group S-l or S-2. This
includes, among others, warehouses, storehouses and
freight depots The quantity of hazardous materials
in storage shall comply with 780 CMR 307.8. The
term "Use Group S" shall include Use Groups S-l
and S-2.
311.2 Moderate-hazard storage, Use Group S-l:
Buildings occupied for the storage of moderate-
hazard contents which are likely to burn with
moderate rapidity, but which do not produce either
poisonous gases, fumes or explosives including,
among others, the materials listed in Table 311.2,
shall be classified as Use Group S-l. A motor
vehicle repair garage is that portion of a property
wherein major repairs, such as engine overhauls,
painting or body work, are performed on motorized
vehicles.
Table 311.2
MODERATE-HAZARD STORAGE
OCCUPANCIES
Bags, cloth, burlap and paper
Bamboo and rattan
Baskets
Belting, canvas and leather
Books and papers in rolls and
packs
Boots and shoes
Buttons, including cloth
covered, pearl or bone
Cardboard and cardboard
boxes
Clothing, woolen wearing
Linoleum
Livestock shelters
Lumber yards
Motor vehicle repair garages
Petroleum warehouses for
storage of lubricating oils
with a flash point of 200° F
or higher
Photo engraving
Public garages (Group 1 ) and
stables
Silk
Cordage Sugar
Furniture Tobacco, cigars, cigarettes
Furs and snuff
Glue, mucilage, paste and size Upholstering and mattress
Hom and combs, other than manufacturing
celluloid Wax candles
Leather, enameling or
japanning
311.3 Low-hazard storage, Use Group S-2: Low-
hazard storage occupancies shall include buildings
occupied for the storage of noncombustible
materials, and of low-hazard wares that do not
ordinarily burn rapidly such as products on wood
pallets or in paper cartons without significant
amounts of combustible wrappings, but with a
negligible amount of plastic trim such as knobs,
handles or film wrapping. Such occupancies shall be
classified as Use Group S-2 including, among
others, the materials listed in Table 31 1.3.
Table 311.3
LOW-HAZARD STORAGE OCCUPANCIES
Asbestos
Beer or wine up to 1 2%
alcohol m metal, glass or
ceramic containers
Cement in bags
Chalk and crayons
Dairy products in nonwaxed
coated paper containers
Dry cell batteries
Electrical coils
Electrical motors
Food products
Foods in noncombustible
containers
Fresh fruits and vegetables in
nonplasnc trays or
containers
Frozen foods
Glass
Glass bottles, empty or filled
with noncombustible
liquids
Gypsum board
Inert pigments
Ivory
Meats
Metal cabinets
Metal desks with plastic tops
and trim
Metal parts
Metals
Mirrors
New empty cans
Oil filled and other types of
distribution transformers
Open parking structures
Porcelain and pottery
Public garages (Group 2)
Stoves
Talc and soapstone
Washers and drvers
780 CMR 312.0 UnLITY AND
MISCELLANEOUS USE GROUP
312.1 General: Buildings and structures of an
accessory character and miscellaneous structures not
classified in any specific use group shall be
constructed, equipped and maintained to conform to
the requirements of 780 CMR commensurate with
the fire and life hazard incidental to their occupancy
Use Group U shall include fences over six feet (1 829
mm) high, tanks, cooling towers, retaining walls and
buildings such as private garages, carports, sheds
and agricultural buildings.
780 CMR 313.0 MIXED USE GROUPS
313.1 Two or more use groups: Where a building
is occupied by two or more occupancies not included
in the same use group, the building or portion
thereof shall comply with 780 CMR 3 13. 1.1, 313.1.2
or 313.1.3 or with combinations of 780 CMR
313.1.1, 313.1.2 and 313.1.3, except that
occupancies in Use Group H shall be separated from
all other use groups in accordance with 780 CMR
313.1.2 or 313.1.3. Buildings that include an open
parking structure located beneath an A I, B, M or R
Use Group shall comply with 780 CMR 313.1 1,
313.1.2,313.1.3 or313.2.
Exception :fire areas of Use Group H-l shall be
in separate and detached buildings and structures
in accordance with 780 CMR 707. 1.1.
313.1.1 Nonseparated use groups: Each portion
of the building shall be individually classified as
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
59
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
to use. The required type of construction for the
building shall be determined by applying the
height and area limitations for each of the
applicable use groups to the entire building. The
most restrictive type of construction, so
determined, shall apply. The other requirements
of 780 CMR shall apply to each portion of the
building based on the use group of that occupancy
except that the most restrictive applicable
provisions of 780 CMR 403.0 and 780 CMR 9
shall apply to these nonseparated use groups. A
fire separation assembly is not required between
use groups, except as required by other sections of
780 CMR.
313.1.2 Separated use groups: Each portion of
the building shall be individually classified in a
use group and shall be completely separated from
adjacent fire areas by fire separation assemblies
(see 780 CMR 709.0) and floor/ceiling assemblies
(see 780 CMR 713.0) having a fireresistance
rating determined in accordance with Table
313.1.2, for the use groups being separated. Each
fire area shall comply with the code based on the
use group of that space. Each fire area shall
comply with the height limitations of 780 CMR
503.0 based on the use of that space and the type
of construction classification. In each story, the
building area shall be such that the sum of the
ratios of the floor area of each use group divided
by the allowable area from 780 CMR 503.0 for
each use group shall not exceed one.
Exception: Where the building is equipped
throughout with an automatic sprinkler system
in accordance with 780 CMR 906.2.1, the
required fireresistance rating of fire separation
assemblies separating areas of other than Use
Group H shall be reduced from those indicated
in Table 313.1.2 by one hour but to not less than
one hour and to not less than that required by
Table 602 for floor construction.
313.1.3 Separate buildings: Each use group shall
be considered a separate building where each such
use group is completely separated from adjacent
use groups by fire walls having a fireresistance
rating corresponding to that required by Table
602. Each building shall then comply with the
provisions of 780 CMR applicable to the use
group of that building.
313.2 Open parking structures beneath other use
groups: Open parking structures constructed under
Use Groups A, I, B, M and R shall not exceed the
height and area limitations permitted under
780 CMR 406.0. The height and area of the portion
of the building above the open parking structure
shall not exceed the limitations in 780 CMR 503.0
for the upper use group The height, in both feet and
stories, of the portion of the building above the open
parking structure shall be measured from grade
plane and shall include both the open parking
structure and the portion of the building above the
parking structure.
Fire separation assemblies between the parking
occupancy and the upper occupancy shall
correspond to the required fireresistance rating
prescribed in Table 313.1.2 for the uses involved.
The type of construction shall apply to each
occupancy individually, except that all structural
members-including main bracing within the open
parking structure which is necessary to support the
upper occupancy-shall be protected with the more
restrictive fire resistive assemblies of the
occupancies involved as shown in Table 602. Exit
facilities for the upper occupancy shall conform to
780 CMR 10 and shall be separated from the parking
area by fire separation walls having at least a two-
hour fireresistance rating as required by Table 602
and self-closing doors complying with 780 CMR
716.0. means of egress from the open parking
facility shall comply with 780 CMR 1010.5.
313.3 Use Group R: In buildings of Type 2C, 3B or
5B construction with an occupancy in Use Group R
the first floor shall not be occupied for Use Groups
B and M, unless the floor/ceiling assembly and the
enclosure walls are protected to afford a one-hour
fireresistance rating and the exits from the residential
floors are separately enclosed in accordance with the
requirements of 780 CMR 10.
60
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
USE OR OCCUPANCY
Table 313.1.2
FIRERESISTANCE RATING REQUIREMENTS FOR FIRE SEPARATION
ASSEMBLIES BETWEEN FIRE AREAS3
Use Group NP- Not Permitted
NA - Not Applicable
A-l
A-2
A-3
A-4
A-S
B
E
F-l
F-2
H-l
H-2
H-3
H-4
1-1
1-2
1-3
M
R-l
R-2
R-3
S-l
S-2
U
A-l 2
3
2
2
2
:
2
2
2
NP
4
3
2
2
3
3
2
2
2
2
2
2
NA
A-2
3
3
3
3
3
3
3
3
NP
4
3
3
3
3
3
3
3
3
3
3
3
NA
A-3
2
2
2
:
2
2
2
NP
4
3
2
2
3
3
2
2
2
2
2
2
NA
A-4
2
2
2
2
2
2
NP
4
3
2
2
3
3
2
2
2
2
2
2
NA
A-5
NA
2
2
2
2
NP
4
3
2
2
3
3
2
2
2
2
2
2
NA
B
2
2
2
2
NP
4
3
2
2
3
3
2
2
2
2
2
2
NA
E
2
2
2
NP
4
3
2
2
3
3
2
2
2
2
2
2
NA
F-l
2
2
NT
4
3
2
2
3
3
2
2
2
2
2
2
NA
F-2
2
NP
4
3
2
2
3
3
2
2
2
2
2
2
NA
u
H-l
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NA
s
H-2
4
4
4
4
J
4
4
A
4
4
4
4
NA
E
H-3
3
3
3
3
3
3
3
3
3
3
3
NA
H-4
2
2
2
2
2
2
2
2
1
2
NA
G
1-1
2
3
3
2
2
2
2
2
2
NA
R
1-2
3
3
3
3
3
3
3
3
NA
0
1-3
3
3
3
3
3
3
3
NA
U
M
2
2
2
:
2
2
NA
P
R-l
2
2
2
2
2
NA
R-2
2
2
2
2
NA
R-3
2
2
2
NA
S-l
2
2
NA
S-2
2
NA
U
NA
Note a. Fire resistance ratings are expressed in hours.
2/7/97 (Effective 2/28/97) 780 CMR - Sixth Edition 61
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
62 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
CHAPTER 4
SPECIAL USE AND OCCUPANCY
780 CMR 401.0 GENERAL
401.1 Scope: In addition to the general requirements
of 780 CMR governing the location, construction
and equipment of all buildings and structures, and
the fireresistance ratings, height and area limitations
of Tables 503 and 602, the provisions of 780 CMR
4 shall control all buildings and structures designed
for special occupancies as herein provided.
401.2 Applicable Massachusetts General Law:
Applicable Massachusetts General Laws, and
applicable rules and regulations, specifically (but
not limited to) the referenced portions 310 CMR,
521 CMR, 522 CMR and 527 CMR series as listed
in Appendix A shall be adhered to in the design
and construction of buildings and and structures
subject to the provisions of 780 CMR 4.
780 CMR 402.0 COVERED MALL BUILDINGS
402.1 Scope: The provisions of 780 CMR 402.0
shall apply to buildings or structures defined herein
as covered mall buildings not exceeding three floor
levels in height at any one point. Except as
specifically required by 780 CMR 402.0, covered
mall buildings shall meet all applicable provisions of
780 CMR.
Exceptions: Where approved by the code official,
the following occupancies are not required to
comply with the provisions of 780 CMR 402.0.
1. Foyers and lobbies in occupancies in Use
Group B, R-l orR-2. •
2. Buildings which comply totally with all other
applicable provisions of 780 CMR.
402.2 Definitions The following words and terms
shall, for the purposes of 780 CMR 402.0 and as
used elsewhere in 780 CMR, have the meanings
shown herein.
Anchor store: An exterior perimeter department
store or major merchandising or magnet center
having direct access to a mall and having its
required exits independent of the mall.
Gross leasable area: The gross leasable area is the
total floor area designed exclusively for tenant
occupancy. The area of tenant occupancy is
measured from the center lines of joint partitions
to the outside of the tenant walls.
Mall: A mall is a roofed-over common pedestrian
area serving more than one tenant located within
a covered mall building.
Mall building, covered: A building enclosing a
number of tenants and occupancies such as retail
stores, drinking and dining establishments,
entertainment and amusement facilities, passenger
transportation terminals, offices and other similar
occupancies wherein two or more tenants have a
main entrance into one or more malls. Anchor
stores shall not be considered as part of the
covered mall building.
4023 Lease plan: The owner or permit holder shall
provide both the building and fire departments with
a lease plan showing the locations of each
occupancy and its means of egress after the
certificate of occupancy has been issued. Such plans
shall be kept current. Modifications or changes in
occupancy shall not be made from that shown on the
lease plan without prior approval
402.4 Tenant separations: Each tenant space shall
be separated from other tenant spaces by a fire
partition having a fireresistance rating of not less
than one hour. The fire partition shall comply with
780 CMR 711.0 except that the fire partition is not
required to extend beyond the underside of a ceiling
that is not part of a fireresistance rated assembly. A
wall is not required in attic or ceiling spaces above
tenant separation walls nor is a tenant separation
wall required between any tenant space and a mall,
except for occupancy separations required elsewhere
in 780 CMR.
402.4.1 Anchor store openings: Openings
between an anchor store and the pedestrian area of
a mall are not required to be protected.
402.4.2 Party wall exemption: Anchor stores
located on separate lots shall not be required to
provide party walls between the anchor store and
the covered mall building.
402.5 Egress: Each individual occupancy within the
covered mall building shall be provided with a
means of egress in accordance with other provisions
of 780 CMR. Measurements shall be made to the
entrance to the mall.
402.5.1 Travel distance: The maximum length of
exit access travel from any point within the mall
to an approved exit along the natural and
unobstructed path of travel shall not exceed 200
feet (60960 mm).
402.5.2 Anchor store exits: Anchor stores shall
provide the required number of exits and the
minimum width for the required exit capacity
directly to the exterior. The occupant load of
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anchor stores opening into the mall shall not be
included in determining exit requirements for the
mall.
402.5.3 Dead ends: The dead end of a mall shall
not exceed twice the width of the mall.
402.5.4 Design occupant load: In determining
required exit facilities of the mall, the number of
occupants for whom exit facilities are to be
provided shall be based on gross leasable area of
the covered mall building (excluding anchor
stores) and the occupant load factor as determined
by the following formula:
OLF = (0.00007) (GLA) + 25
where:
OLF = The occupant load factor (square feet per
person).
GLA = The gross leasable area (square feet).
The occupant load factor (OLF) is not required
to be less than 30 and shall not exceed 50.
402.5.5 Exit access width: The minimum width
of exit access passageways and corridors from a
mall shall be 66 inches (1676 mm).
402.5.6 Exit distribution: The required exits and
exit widths shall be distributed equally throughout
the mall.
402.5.7 Storage prohibited: Storage is prohibited
in exit corridors that are used for service to
tenants. Such corridors shall be posted with
conspicuous signs so stating.
402.5.8 Passenger transportation terminals: A
covered mall building whose primary purpose is
a passenger transportation terminal shall comply
with the means of egress requirements for Use
Group A-3.
402.5.9 Service areas fronting on exit
passageways and corridors: Mechanical rooms,
electrical rooms, building service areas and
service elevators are permitted to open directly
into exit passageways and exit corridors provided
that the required fireresi stance rating of the exit
enclosure is maintained.
402.6 Mall width: The minimum width of the mall
shall be 20 feet (6096 mm) There shall be a
minimum often feet (3048 mm) clear exit width to
a height of eight feet (2438 mm) between any
projection of a tenant space bordering the mall and
the nearest kiosk, vending machine, bench, display
opening or other obstruction to means of egress
travel. The mall width shall be sufficient to
accommodate the occupant load emptying into the
immediately adjacent mall as determined by
780 CMR 402.5.4 for all occupancies except Use
Groups A and E which shall be determined by
780 CMR 1008.0.
402.7 Structural elements: Covered mall buildings
shall be of Type 1,2 or 4 construction. Covered mall
buildings three stories or less in height are exempt
from the area limitations of Table 503.
402.7.1 Structural elements, anchor stores: An
anchor store three stories or less in height shall be
of Type 1, 2 or 4 construction and is exempt from
the area limitations of Table 503, provided that a
smoke control system conforming to 780 CMR
921.0 is installed in the anchor store. For the
purposes of the design and operation of the fire
emergency ventilation system, the anchor store
shall be considered a tenant space zone.
402.8 Roof coverings: Roof coverings for covered
mall buildings shall be of Class A, B or C as
required by 780 CMR 1506.0.
402.9 Use Groups A-l and A-2: Use Group A-l
and A-2 occupancies shall not have more than one-
half of their required means of egress opening
directly to the mall (see 780 CMR 1006.2.2).
402.10 Sprinkler system: The mall and all
buildings connected thereto shall be equipped
throughout with an automatic sprinkler system in
accordance with 780 CMR 906.2.1. The system
shall be installed in such a manner that when any
portion of the system serving tenant spaces is shut
down, the portion of the system serving the mall will
remain operational.
402.11 Standpipes: There shall be a standpipe hose
connection located within the mall at each entrance
to an exit passageway, exit corridor or enclosed
stairway and at all exterior entrances to the mall.
The hose connection shall be supplied from the
automatic sprinkler system of the mall or from a
separate standpipe system The water supply shall
be capable of delivering 250 gallons per minute
(gpm) (0.016 m3/s).
402.12 Smoke control: The mall and adjacent tenant
spaces shall be equipped with a smoke control
system conforming to 780 CMR 92 1 .0.
402.13 Fire department access to equipment
controls: Fire protection system and HVAC system
controls shall be identified, and the fire department
shall have access thereto.
402.14 Plastic panels and plastic signs: Within
every story or level and from side wall to side wall
of each tenant space, approved plastic panels and
signs shall be limited as specified in 780 CMR
402.14.1 through 402. 14.4.
402.14.1 Area: The panels and signs shall not
exceed 20% of the wall area facing the mall
402.14.2 Height and width: The panels and signs
shall not exceed a height of 36 inches (914 mm).
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except if the panel or sign is vertical, the height
shall not exceed 96 inches (2438 mm) and the
width shall not exceed 36 inches (914 mm).
402.14.3 Location: The panels and signs shall be
located a minimum distance of 18 inches (457
mm) from adjacent tenants.
402.14.4 Encasement: All edges and the backs
shall be fully encased in metal.
402.15 Kiosks: Kiosks and similar structures
(temporary or permanent) shall meet the
requirements of 780 CMR 402.15.1 through
402.15.4.
402.15.1 Construction: Combustible kiosks or
other structures shall not be located within the
mall unless constructed of fireretardant-treated
wood throughout conforming to 780 CMR
2310.0.
402.15.2 Fire suppression: Kiosks and similar
structures that are covered and are located within
the mall shall be protected by an automatic
sprinkler system installed in accordance with
780 CMR 9.
402.15.3 Horizontal separation: The minimum
horizontal separation between kiosks and other
structures within the mall shall be 20 feet (6096
mm).
402.15.4 Maximum area: Kiosks or similar
structures shall have a maximum area of 300
square feet (27.90 m2).
402.16 Parking structures: An attached garage for
the storage of passenger vehicles that have a
capacity of not more than nine persons, or an open
parking structure, shall be considered as a separate
building where it is separated from the covered mall
building by a fire separation assembly having a
fireresistance rating of not less than two hours or
shall be considered as part of the covered mall
building.
780 CMR 403.0 HIGH-RISE BUILDINGS
403.1 Applicability: The provisions of 780 CMR
403.0 shall apply to all buildings having occupied
floors located more than 70 feet above mean grade.
SeeM.G.L. c. 148, § 26A.
Exception: The provisions of 780 CMR 403.0
shall not apply to the following buildings and
structures:
1. Airport traffic control towers conforming to
the requirements of 780 CMR 414.0.
2. Open parking structures (see 780 CMR
406.0).
3. Buildings with an occupancy in Use Group A-
5 (see 780 CMR 303.6).
4. Low-hazard special occupancies where
approved by the code official (see 780 CMR
503.1.1).
5. Buildings with an occupancy in Use Group H-
l,H-2orH-3.
403.2 Sprinkler system: All buildings and
structures shall be equipped throughout with an
automatic sprinkler system in accordance with
780 CMR 906.2.1 and M.G.L. c. 148, § 26A
Exception: An automatic sprinkler system shall
not be required in spaces or areas of:
1. Open parking structures complying with
780 CMR 406.0.
2. Telecommunications equipment buildings
used exclusively for telecommunications
equipment, associated electrical power
distribution equipment, batteries and standby
engines, provided that those spaces or areas are
equipped throughout with an automatic fire
detection system in accordance with 780 CMR
918.0 and are separated from the remainder of the
building with fire separation assemblies
consisting of one-hour fireresistance rated walls
and two-hour fireresistance rated floor/ceiling
assemblies.
403.3 Alternative sprinkler system: Alternatively,
to qualify for the fireresistance rating reduction for
certain building elements listed in 780 CMR 403.3.3,
the automatic sprinkler system shall comply with
780 CMR 906.2.1 and the optional fire protection
features listed in 780 CMR 403.3.1 and 403.3.2.
403.3.1 Control valves and water-flow devices:
Sprinkler control valves equipped with
supervisory initiating devices and water-flow
initiating devices shall be provided for each floor.
403.3.2 Automatic sprinkler system alternative:
Where a complete automatic sprinkler system
with the additional system features listed in
780 CMR 403.3.1 and 403.3.2 is installed
throughout, modifications to 780 CMR are
permitted as described in 780 CMR 403.3.3.1 and
403.3.3.2.
403.3.3 Automatic sprinkler system alternative:
Where a complete automatic sprinkler system
with additional system features listed in 780 CMR
403.3.3.1 and 403.3.3.2.
403.3.3.1 Type of construction: Other than in
buildings with an occupancy in Use Groups F-
I, H-3, M and S-l, the minimum type of
construction required by 780 CMR shall be
modified as indicated in Table 403.3.3.1.
Exception: The Type 1A to IB
modification shall be permitted for
buildings with an occupancy in Use Groups
F-l, MandS-1.
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Table 403.3.3.1
TYPE OF CONSTRUCTION
MODIFICATIONS PERMITTED FOR
HIGH-RISE BUILDINGS
Type of Construction set
' forth in Table 602
Modified type of construction
permitted hereunder
1A
IB
2A
IB
2Aa
2B
Note a. The minimum fireresistance rating floor
construction shall be two hours.
403.3.3.2 Shaft enclosures: The required
fireresistance rating of the fire separation
assemblies enclosing vertical shafts, other
than stairway enclosures and elevator
hoistway enclosures, shall be reduced to one
hour where automatic sprinklers are
installed within the shafts at the top and at
alternate floor levels.
403.4 Automatic fire detection: A smoke detector
suitable for the intended application shall be
installed in each of the following rooms: mechanical
equipment, electrical; transformer; telephone
equipment; elevator machine; or similar room. The
actuation of any detector shall sound an alarm at a
constantly attended location.
403.5 Voice/alarm signaling systems: A
voice/alarm signaling system shall be provided in
accordance with 780 CMR 917.9 and activated in
accordance with 780 CMR 917.7.1.
403.6 Fire department communication system: A
two-way fire department communication system
shall be provided for fire department use. The
communication system shall operate between the fire
command station and every elevator, elevator lobby
and enclosed exit stairway. Acceptable types of fire
department communications shall include:
1 Telephone or fire department radio in lieu of
a dedicated system, where approved by the fire
department; and
2. Intercom or two-way public address system
complying with NFiPA 72 listed in Appendix A.
403.7 Fire command station: A fire command
station for fire department operations shall be
provided in a location approved by the fire
department. The fire command station shall contain:
the voice/alarm signaling system controls; the fire
department communication system controls; the
automatic fire detection and protective signaling
system annunciator panels; an annunciator that
visually indicates the floor location of elevators and
whether they are operational; status indicators and
controls for air-handling systems; controls for
unlocking all stairway doors simultaneously;
sprinkler valve and water-flow detector display
panels; emergency and standby power; status
indicators; and a telephone for fire department use
with controlled access to the public telephone
system.
403.8 Elevators: Elevator operation and installation
shall be in accordance with 524 CMR. Elevator
service shall be provided for fire department
emergency access to all floors. Elevator cab
dimensions shall conform to the applicable
requirements of 524 CMR.
Except for the main entrance level, all elevators
shall open into a lobby separated from the remainder
of the building by one hour fireresistance rated
construction.
Exit stairways, chutes, janitor closets, tenant
spaces in Use Group R and service rooms shall not
open into the elevator lobby. In Use Groups other
than R tenant spaces opening into the elevator lobby
shall be provided with other means of exit access
that do not require passage through the elevator
lobby.
Exception: elevator lobbies are not required
when a smoke control system is installed in
accordance with 780 CMR 921.7.
403.9 Standby power, light and emergency
systems: Standby power, light and emergency
systems shall comply with the requirements of
780 CMR 403.9. 1 through 403.9.3.
403.9.1 Standby power: A standby power system
conforming to the requirements of 527 CMR as
listed in Appendix A. If the standby system is a
generator set inside a building, the system shall be
located in a separate room enclosed with two-hour
fireresistance rated fire separation assemblies.
System supervision with manual start and transfer
features shall be provided at the fire command
station.
403.9.1.1 Fuel supply: An on-premises fuel
supply, sufficient for not less than two-hour
full-demand operation of the system, shall be
provided.
Exception: Where the system is supplied
with pipeline natural gas and is approved.
403.9.1.2 Capacity: The standby system shall
have a capacity and rating that supplies all
equipment required to be operational at the
same time. The generating capacity is not
required to be sized to operate all of the
connected electrical equipment simultaneously.
403.9.1.3 Connected facilities: All power and
lighting facilities for the fire command station
and elevators specified in 780 CMR 403.7 and
403.8, as applicable, and electrically powered
fire pumps required to maintain pressure, shall
be transferable to the standby source. Standby
power shall be provided for at least one
elevator to serve all floors and be transferable
to any elevator.
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403.9.2 Separate circuits and fixtures: Separate
lighting circuits and fixtures shall be required to
provide sufficient light with an intensity of not
less than one footcandle (10.76 lux) measured at
floor level in all means of egress corridors,
stairways, smokeproof enclosures, elevator cars
and lobbies, and other areas which are clearly a
part of the escape route.
403.9.2.1 Other circuits: All circuits
supplying lighting for the fire command station
and mechanical equipment rooms shall be
transferable to the standby source.
403.9.3 Emergency systems: Exit signs, exit
illumination as required by 780 CMR 1024.0, and
elevator car lighting are classified as emergency
systems and shall operate within ten seconds of
failure of the normal power supply and shall be
capable of being transferred to the standby source.
Exception: Exit sign, exit and means of egress
illumination are permitted to be powered by a
standby source in buildings of Use Groups F
and S.
403.10 Stairway door operation: All stairway
doors which are to be locked from the stairway side
shall be capable of being unlocked simultaneously
without unlatching upon a signal from the fire
command station.
403.10.1 Stairway communication system: A
telephone or other two-way communication
system connected to an approved constantly
attended station shall be provided at not less than
every fifth floor in each required stairway where
the doors to the stairway are locked.
403.11 Smokeproof enclosures: A smokeproof
enclosure, as set forth in 780 CMR 1015.0 is
required for at least one exit. Other required
stairways greater than 70 feet in height shall be
pressurized to a minimum of 0.15 inches of water
column, but not exceeding 0.35 inches of water
column. Such required stairway pressurization
being relative to building pressure and with all
stairway doors closed. Pressurization design shall
take into consideration maximum anticipated stack
pressure effects in the stairway.
The stairway pressurization system shall be
activated by any deuces which are required to
activate the voice alarm system described in
780 CMR 403.5.
780 CMR 404.0 ATRIUMS
404.1 General: The term "atrium" shall mean an
occupied space that includes a floor opening or
series of floor openings, which connects two or more
stories. An atrium shall comply with 780 CMR
404.0 where a shaft enclosure is required by
780 CMR 713.3. Atriums shall be permitted in all
occupancies, other than Use Group H, where
provided with the protection herein required.
404.2 Automatic sprinkler system: The atrium and
all stories and floor areas connected to the atrium
shall be equipped throughout with an automatic
sprinkler system in accordance with 780 CMR
906.2.1. The automatic sprinkler system shall be
supervised in accordance with 780 CMR 923.1,
method 1, 2 or 3.
Exception: An automatic sprinkler system shall
not be required in areas separated from the atrium
by fire separation assemblies in accordance with
780 CMR 709.0.
404.3 Atrium occupancy: The floor of the atrium
shall not be occupied for other than low fire-hazard
occupancies and only approved materials and
decorations shall be located in the atrium space.
Exception: The occupancy of the atrium floor
area for any approved purpose shall not be
restricted where the hazard is protected with an
automatic sprinkler system installed in accordance
with 780 CMR 906.2.1.
404.3.1 Exit discharge: Exit discharge in
accordance with 780 CMR 1020.0 is permitted
within the atrium.
404.4 Smoke control: A smoke control system
complying with 780 CMR 921.0 shall be installed in
all atriums that connect more than two stories.
404.5 Enclosure of atriums: Atrium spaces shall be
separated from adjacent spaces by a one-hour fire
partition as required for corridors.
Exceptions
1. In residential occupancies, protected openings
are not required where the floor area of each guest
room or dwelling unit does not exceed 1,000
square feet (93 m2) and each room or unit has an
approved means of egress not entering the atrium.
2. Adjacent spaces shall be separated from the
atrium by fire windows or by a tempered, wired,
laminated glass or glass-block wall subject to the
following criteria:
2.1. The glass shall be protected by a
specially designed automatic sprinkler system.
The sprinkler system shall completely wet the
entire surface of the glass wall when actuated.
Where there are walking surfaces on both sides
of the glass, both sides of the glass shall be so
protected;
2.2. The tempered, wired or laminated glass
shall be in a gasketed frame and installed in
such a manner that the framing system will
deflect without breaking (loading) the glass
before the sprinkler system operates;
2.3. The glass-block wall assembly shall be
installed in accordance with the listing for a Vt-
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hour fireresistance rating and the requirements
of780CMR2115.0;and
2.4. Obstructions, such as curtain rods,
drapery traverse rods, curtains, drapes or
similar materials shall not be installed between
the automatic sprinklers and the glass.
3. The adjacent spaces of any three floors of the
atrium shall not be required to be separated from
the atrium; however, these spaces shall be
included in the atrium volume for the design of
the smoke control system (see 780 CMR 921.0).
404.6 Signaling system: A fire protective signaling
system shall be installed in all occupancies with an
atrium that connects more than two stories. The
system shall be activated in accordance with
780 CMR 917.7.1. Such occupancies in Use Group
A, E or M shall be provided with a voice/alarm
signaling system complying with the requirements of
780 CMR 917.9.
404.7 Travel distance: In other than the lowest level
of the atrium, where the required means of egress is
through the atrium space, the portion of exit access
travel distance within the atrium space shall not
exceed 150 feet (45720 mm).
780 CMR 405.0 UNDERGROUND
STRUCTURES
405.1 Applicability: The provisions of 780 CMR
405.0 apply to all structures having a floor level
used for human occupancy more than 30 feet (9144
mm) below, or more than one story below, the
lowest level of exit discharge serving that floor level.
Exception: The provisions of 780 CMR 405.0
shall not apply to the following structures:
1. Occupancies in Use Group R-3 equipped
throughout with an automatic sprinkler system in
accordance with 780 CMR 906.0.
2. Public garages equipped throughout with an
automatic sprinkler system in accordance with
780 CMR 906.0.
3 . Fixed guideway transit systems.
4. Occupancies in Use Group A-5.
5. Structures wherein the lowest story is the only
story that qualifies the structure as an
underground structure and which have an area not
exceeding 1,500 square feet (140 m2) and an
occupant load less than ten.
405.2 Construction: The underground portion of the
structure shall be of Type 1 construction.
405.3 Automatic sprinkler system: The highest
level of exit discharge serving the underground
portions of the structure and all levels below shall be
equipped throughout with an automatic sprinkler
system in accordance with 780 CMR 906.0.
405.4 Compartmentation: In structures that have a
floor level more than 60 feet (18288 mm) below the
lowest level of exit discharge, the highest level of
exit discharge serving the underground portions of
the structure and all levels below shall each be
divided into a minimum of two compartments of
approximately equal size by a smoke barrier in
accordance with 780 CMR 712.0.
Exception: Two compartments are not required in
the lowest story where such story has an area of
less than 1,500 square feet (140 m2) and an
occupant load of less than ten.
405.4.1 Smoke barrier penetrations:
Penetrations of the smoke barrier shall be limited
to plumbing and automatic sprinkler system
piping and electrical raceways. The air supply,
return and exhaust system provided in one
compartment shall be independent of such
systems provided in other compartments.
405.4.2 Elevators: Where elevators are provided,
each compartment shall have direct access to an
elevator. Where an elevator serves more than one
compartment, an elevator lobby shall be provided
and shall be separated from both compartments by
a fire separation assembly having not less than a
one-hour fireresistance rating.
405.4.3 Egress: Each compartment shall contain
not less than one exit and shall also have an exit
access doorway into the adjoining compartment.
405.5 Smoke exhaust system: Where
compartmentation is required by 780 CMR 405.4,
each compartment shall have an independent
automatically activated smoke exhaust system
capable of manual operation. The system shall have
an air supply and smoke exhaust capability which
will provide a minimum of six air changes per hour.
405.5.1 Automatic fire detection: A smoke
detector complying with 780 CMR 918.8 and
suitable for the intended use shall be installed in
each of the following rooms: mechanical
equipment; electrical; transformer; telephone
equipment; elevator machine; or similar room.
The actuation of any detector shall sound an alarm
at a constantly attended location.
405.5.2 Activation: The smoke exhaust system
shall be activated in the compartment of origin by
actuation of the following, independently of each
other:
1 . Automatic sprinkler system;
2. Smoke detectors required by 780 CMR
405.5.1; and
3. Manual controls provided for fire
department use.
405.6 Fire protective signaling system: Where the
lowest level of a structure is more than 60 feet
(18288 mm) below the lowest level of exit
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discharge, the structure shall be equipped
throughout with a fire protective signaling system in
accordance with 780 CMR 917.0, including a
voice/alarm signaling system installed in accordance
with 780 CMR 917.9 and activated in accordance
with 780 CMR 917.7.1.
405.7 Public address: Where a fire protective
signaling system is not required by 780 CMR 405.6
or 917.4, a public address system shall be provided
which shall be capable of transmitting voice
communications to the highest level of exit
discharge serving the underground portions of the
structure and all levels below.
405.8 Standby power: A standby power system of
sufficient capacity and rating and conforming to the
requirements of 527 CMR 12.00 as listed in
Appendix A shall be provided.
405.8.1 Fuel supply: If the standby system is a
generator set inside a structure, the system shall
be located in a separate room enclosed with two-
hour fireresistance fire rated fire separation
assemblies. System supervision with manual start
and transfer features shall be provided at the
central station.
405.8.2 Capacity: The standby system shall
supply the following required systems:
1. Smoke exhaust system.
2. Smokeproof enclosure.
3. Fire pumps.
4. One elevator to serve all floors with the
capability of transferring power to any
elevator.
5. Emergency electrical system.
405.9 Emergency power: An emergency electrical
system of sufficient capacity and rating and
conforming to the requirements of 527 CMR 12.00
as listed in Appendix A shall be provided. The
emergency system shall supply the following
required systems:
1 . Voice communication system.
2. Fire protective signaling system.
3. Fire detection systems.
4. Elevator car lighting.
5. Means of egress lighting and exit sign
illumination.
780 CMR 406.0 OPEN PARKING
STRUCTURES
406.1 General: Open parking structures are those
structures used for the parking or storage of
passenger motor vehicles designed to carry not more
than nine persons, wherein provision for the repair
of such vehicles is not made and where the exterior
walls of the structure have openings on not less than
two sides. Open parking structures are not required
to conform to 780 CMR 408.0 for public garages.
406.1.1 Openings: The exterior walls of the open
parking structure shall have uniformly distributed
openings on not less than two sides totaling not
less than 40% of the building perimeter. The
aggregate area of such openings in exterior walls
in each level shall not be less than 20% of the
total perimeter wall area of each level. Interior
wall lines and column lines shall be at least 20%
open with openings distributed to provide
ventilation.
Exception: Openings are not required to be
distributed over 40% of the building perimeter
where the required openings are uniformly
distributed over two opposing sides of the
building.
406.1.2 Separation: Exterior walls containing
openings shall have afire separation distance of
greater than ten feet (3048 mm).
406.2 Construction requirements: Passenger
vehicle structures shall be constructed of approved
non combustible materials throughout, including
structural framing, floors, roofs and walls. Any
enclosed room or space on the premises shall
comply with the applicable requirements of
780 CMR.
406.3 Fuel dispensing: Areas where fuel is
dispensed shall conform to the requirements of
780 CMR 408.4.
406.4 Heights and areas: Heights and areas of open
parking structures shall not exceed the limitations
specified in Table 406.4, except as provided for in
780 CMR 406.4.1. The heights and areas are
subject to the increases indicated in 780 CMR 504.0
and 506.0. The above height limitations permit
parking on the roof.
Table 406.4
HEIGHT AND AREA LIMITATIONS FOR
OPEN PARKING STRUCTURES
Type of
construction
Height
Area (square feet)
lAandlB Unlimited Unlimited
2 A 12 Stories -120 feet Unlimited
2B 10 Stories- 100 feet : 50,000
2C 8 Stories - 85 feet 50.000
Note a. 1 foot = 304.8 mm; 1 square foot = 0.093 m
406.4.1 Unlimited area: Structures with all sides
open shall be unlimited in area provided that the
height does not exceed 75 feet (22860 mm). For
a side to be considered open, the total area of
openings along the side shall not be less than 50%
of the exterior area of the side at each parking
level and such openings shall be equally
distributed along the length of each level. All
portions of each parking level shall be within 200
feet (60960 mm) horizontally from an exterior
wall opening on any permanent open space.
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THE MASSACHUSETTS STATE BUILDING CODE
406.5 Guards: All open-sided floor areas shall be
provided with a guard in accordance with 780 CMR
1021.0, except that in those structures wherein
vehicles are hoisted to the desired level and placed
in the parking space entirely by approved
mechanical means, the guard is not required on the
side of the parking levels adjacent to the space
occupied by the hoisting and placing equipment.
406.6 Wheel guards: Wheel guards made of
approved noncombustible material shall be placed
wherever required.
780 CMR 407.0 PRIVATE GARAGES
407.1 General: Private garages shall comply with
the requirements of 780 CMR 407.0. All private
garages not falling within the purview of 780 CMR
407.3 through 407.7 and which are attached to or
located beneath a building shall comply with the
requirements of 780 CMR 3 13.0 for public garages.
407.2 Definitions: The following words and terms
shall, for the purposes of 780 CMR 407.0 and as
used elsewhere in 780 CMR, have the meanings
shown herein.
Garage, private: A garage for four or less passenger
motor vehicles, four or less single motor
airplanes, or one commercial motor vehicle,
without provision for repairing or servicing such
vehicles for profit.
407.3 Beneath rooms: Private garages located
beneath habitable rooms in occupancies in Use
Group R- 1 . R-2, R-3 or I- 1 shall be separated from
adjacent interior spaces by fire partitions and
floor/ceiling assemblies which are constructed with
not less than a one-hour fireresistance rating. Wood
structural members of the minimum dimensions
specified in 780 CMR 2304.0 for Type 4
construction shall be acceptable without any further
protection where a one-hour fireresistance rating is
required.
407.4 Attached to rooms: Private garages attached
side-by-side to rooms in occupancies in Use Group
R-l, R-2, R-3 or 1-1 shall be completely separated
from the interior spaces and the attic area by means
of %-inch Type-X gypsum board or the equivalent
applied to the garage side.
407.5 Door sills: The sills of all door openings
between private garages and adjacent interior spaces
shall be raised not less than four inches (102 mm)
above the garage floor.
407.6 Opening protectives: The door opening
protectives shall comply with one of the following.
1. l3/4-inch solid core wood door.
2. l3/<i-inch solid or honeycomb core steel door
407.7 Firestopping of concealed spaces: Where a
garage is connected to an occupancy in Use Group
R-3 by a concealed space, such as a breezeway, that
is of Type 5B construction and ten feet (3048 mm)
or greater in length, the junction of the garage and
the concealed space shall be firestopped to comply
with 780 CMR 720.0.
407.8 Means of egress: Where living quarters are
located above a private garage, the required means
of egress facilities shall be separated from the garage
area with one-hour fireresistance rated construction.
780 CMR 408.0 PUBLIC GARAGES
408.1 General: Public garages shall comply with
the applicable requirements of 780 CMR 408.0.
Those portions of public garages where paint
spraying is done shall comply with the requirements
of 780 CMR 419.0.
408.2 Definitions: The following words and terms
shall, for the purposes of 780 CMR 408.0 and as
used elsewhere in 780 CMR have the meanings
shown herein.
Garage, public A building or structure for the
storage or parking of more than four passenger
motor vehicles, motor-powered boats or private or
commercial airplanes, or more than one
commercial motor vehicle. Public garages shall
be classified in one of the following groups
according to their specific occupancies:
Group 1: A public garage occupied for the
storage, parking, repairing or the painting of, or
the dispensing of fuel to. motor vehicles.
Group 2. A public garage occupied exclusively
for passenger vehicles that will accommodate not
more than nine passengers.
408.3 Construction: All Group I public garages
hereafter erected shall be classified as Use Group S-
1 and all Group 2 public garages shall be classified
as UseGroup S-2; both shall conform to the height
and area limitations of Table 503 except as
specifically provided for herein.
408.3.1 Sprinkler system: All public garages
shall be equipped throughout with an automatic
sprinkler system in accordance with 780 CMR
906.2.1:
1. Where any fire area exceeds 12,000 square
feet (11 16 nr);
2. Where the total area of a\\fire areas on all
floors exceeds 24.000 square feet (2232 nr);
3 . Where any fire area is more than three
stories above grade, or
4. Where located beneath other use groups.
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For the purposes of 780 CMR 408.0, a roof
occupied for the parking or storage of motor
vehicles shall not constitute a story.
408.3.2 Roof storage of motor vehicles: Where
the roof of a building is occupied for the parking
or storage of motor vehicles, such roof shall be
provided with a parapet wall or a guard
constructed in accordance with 780 CMR 1021.0,
and with a wheel guard not less than six inches
(152 mm) in height that is located so as to prevent
any vehicle from striking the parapet wall or
guard.
408.3.3 Floor construction: The floor finish of
public garages, including airplane hangers, shall
be of concrete or other approved nonabsorbent,
noncombustible material.
408.4 Fuel-dispensing areas: Fuel-dispensing areas
shall be located on the level nearest grade. Public
garages with fuel-dispensing areas shall be
completely separated from any other use group by
fire separation assemblies having a minimum
fireresistance rating of two hours. The floors of the
fuel-dispensing areas shall be graded to a floor
drainage system such that any fuel spill or leak is
contained within the area. The drainage system shall
conform to the requirements of the plumbing code
listed in Appendix A. The fuel-dispensing area shall
be equipped with an automatic sprinkler system in
accordance with 780 CMR 9.
408.4.1 Fuel-dispensing systems: All fuel-
dispensing and fuel storage systems shall conform
to the requirements of the mechanical code listed
in Appendix A.
408.5 Ventilation: All public garages shall be
ventilated in accordance with the mechanical code
listed in Appendix A. Fuel-dispensing areas shall be
mechanically ventilated.
408.6 Special hazards: Any process conducted in
conjunction with public garages which involves
volatile flammable solvents shall be segregated or
located in a detached building or structure, except as
provided for in 780 CMR 418.0 for the storage and
handling of gasoline and other volatile flammables.
The quantity of flammable liquids stored or handled
in public garages except in underground storage
tanks, in special enclosures where permitted in
accordance with NFiPA 30A and the fire prevention
code listed in Appendix A, and in the tanks of motor
vehicles — shall not be more than five gallons (0.019
m2) in approved safety cans.
780 CMR 409.0 USE GROUP 1-2
409.1 General: All occupancies in Use Group 1-2
shall comply with the provisions of 780 CMR 409.0
and all other applicable provisions of 780 CMR,
except that 780 CMR 409 0 shall not apply to
occupancies in Use Group 1-2 that are not equipped
throughout with an automatic sprinkler system in
accordance with 780 CMR 906.0.
Note: Hospitals, nursing homes and
convalescent homes shall be constructed of Type
1 construction, in accordance with M.G.L.
c. Ill, §§51 and 71.
409.2 Corridors: All corridors in occupancies in
Use Group 1-2 shall be continuous to the exits and
separated from all other areas except waiting areas,
nurses' stations and mental health treatment areas
conforming to 780 CMR 409.2.1 through 409.2.4.
409.2.1 Waiting areas: Waiting areas shall not be
open to the corridor, except where all of-the
following criteria are met:
1. The aggregate area of waiting areas in each
smoke compartment does not exceed 600
square feet (56m2);
2. Each area is located to permit direct visual
supervision by facility staff;
3. Each area is equipped with an automatic
fire detection system installed in accordance
with 780 CMR 918.0; and
4. Each area is arranged so as not to obstruct
access to the required exits.
409.2.2 Waiting areas of unlimited area: Spaces
constructed as required for corridors shall not be
open to a corridor, except where all of the
following criteria are met:
1. The spaces are not occupied for patient
sleeping rooms, treatment rooms or specific
occupancy areas as defined in 780 CMR
302.1.1;
2. Each space is located to permit direct
visual supervision by the facility staff;
3. Both the space and corridors that the space
opens into in the same smoke compartment are
protected by an automatic fire detection system
installed in accordance with 780 CMR 918.0;
and
4. The space is arranged so as not to obstruct
access to the required exits.
409.2.3 Nurses' stations: Spaces for doctors' and
nurses' charting, communications and related
clerical areas shall not be open to the corridor,
except where such spaces are constructed as
required for corridors.
409.2.4 Mental health treatment areas: Areas
wherein only mental health patients who are
capable of self-preservation are housed, or group
meeting or multipurpose therapeutic spaces other
than specific occupancy areas as defined in
780 CMR 302.1.1, under continuous supervision
by facility staff, shall not be open to the corridor,
except where all of the following criteria are met:
1. Each area does not exceed 1,500 square
feet (140 m2);
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2. The area is located to permit supervision by
the facility staff;
3. The area is arranged so as not to obstruct
any access to the required exits;
4. The area is equipped with an automatic fire
detection system installed in accordance with
7S0CMR918.0;
5. Not more than one such space is permitted
in any one smoke compartment; and
6. The walls and ceilings of the space are
constructed as required for corridors.
409.3 Corridor walls: Corridor walls shall form a
barrier to limit the transfer of smoke. The walls
shall extend from the floor to the underside of the
floor or roof deck above or to the underside of the
ceiling above where the ceiling membrane is
constructed to limit the transfer of smoke.
409.3.1 Corridor doors: Corridor doors, other
than those in a wall required to be rated by
7S0 CMR 302.1.1 or for the enclosure of a
vertical opening or an exit, shall not have a
required fireresistance rating and shall not be
required to be equipped with self-closing or
automatic-closing devices, but shall provide an
effective barrier to limit the transfer of smoke and
shall be equipped with positive latching. Roller
latches are not permitted. All other doors shall
conform to 780 CMR 716.0.
409.3.2 Locking devices: Locking devices which
restrict access to the patient room from the
corridor, and which are operable only by staff
from the corridor side, shall not restrict the means
of egress from the patient room except for patient
rooms in mental health facilities. Also see
780 CMR 1017.4.1.8(2).
409.4 Smoke barriers: Smoke barriers shall be
provided to subdivide every story used by patients
for sleeping or treatment into at least two smoke
compartments. Such stories shall be divided into
smoke compartments with an area of not more than
22,500 square feet (2092 nr) and the travel distance
from any point in a smoke compartment to a smoke
barrier door shall not exceed 150 feet (45720 mm).
The smoke barrier shall be in accordance with
780 CMR 712.0.
409.4.1 Refuge area: At least 30 net square feet
(2.8 nr) per patient shall be provided within the
aggregate area of corridors, patient rooms,
treatment rooms, lounge or dining areas and other
low-hazard areas on each side of each smoke
barrier. On floors not housing patients confined
to a bed or litter, at least six net square feet (0.56
nr) per occupant shall be provided on each side of
each smoke barrier for the total number of
occupants in adjoining smoke compartments.
409.4.2 Independent egress: A means of egress
shall be provided from each smoke compartment
created by smoke barriers without having to
return through the smoke compartment from
which means of egress originated.
409.5 Automatic sprinkler system: Smoke
compartments containing patient sleeping rooms
shall be equipped throughout with an automatic
sprinkler system in accordance with 780 CMR
906.2.1. Patient sleeping rooms shall be equipped
with quick-response sprinklers.
409.5.1 Automatic fire detection: Patient
sleeping rooms in nursing homes (both
intermediate care and skilled nursing facilities)
and detoxification facilities shall be provided with
a smoke detector that is permanently connected to
the normal power supply and that complies with
the requirements of UL 217 or UL 268 listed in
Appendix A. Such detectors shall provide a
visual display on the corridor side of each patient
room and shall provide an audible and visual
alarm at the nursing station attending that room.
Where such detectors and related devices are not
combined with the nursing call system, the
detectors shall be installed in accordance with
780 CMR 918.0.
Exceptions:
1 . Smoke detectors are not required in patient
rooms equipped with automatic door-closing
devices with integral smoke detectors on the
room sides installed in accordance with their
listing, provided that the integral detectors
perform the required alerting function.
2. Patient-room smoke detectors installed in
accordance with 780 CMR 918.0 are not
required to activate the fire protective signaling
system where the visual and audible alarms
required in 780 CMR 409.5. 1 are provided.
3. Sleeping rooms of a child care facility as
specified in 780 CMR 308.3. 1 .
780 CMR 410.0 USE GROUP 1-3
410.1 General: All occupancies in Use Group 1-3
shall comply with the provisions of 780 CMR 410.0
and all other applicable provisions of 780 CMR (see
780 CMR 308.4).
410.2 Mixed use groups: Portions of buildings with
an occupancy in Use Group 1-3 which are classified
as a different use group shall meet the applicable
requirements of 780 CMR for such use groups.
Where security operations necessitate the locking of
required means of egress, provisions shall be made
for the release of occupants at all times.
410.3 Means of egress: Except as modified or as
provided for in 7S0 CMR 410.0, the provisions of
780 CMR 10 shall apply.
410.3.1 Door width: Doors to resident sleeping
rooms shall have a clear width of not less than 28
inches (71 1 mm).
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410.3.2 Sliding doors: Where doors in a means of
egress are of the horizontal-sliding type, the force
to slide the door to its fully open position shall not
exceed 50 pounds (222 N) with a perpendicular
force against the door of 50 pounds (222 N).
410.3.3 Horizontal exits: Horizontal exits shall
be permitted to comprise 100% of the exits
required provided that access to an exit, other than
a horizontal exit, is available in another fire
compartment without requiring return through the
compartment of origin. At least six square feet
(0.56 m2) of available space per occupant shall be
provided on each side of the horizontal exit for
the total number of occupants in the compartment
served by that exit.
410.3.4 Spiral stairs and alternating tread
stairways: Spiral stairs that conform to the
requirements of 780 CMR 1014.6.4 and
alternating tread stairways that conform to the
requirements of 780 CMR 1014.6.6 are permitted
for access to and in between staff locations.
410.3.5 Exit discharge: Exits are permitted to
discharge into a fenced or walled courtyard.
Enclosed yards or courts shall be of a size to
accommodate all occupants, a minimum of 50 feet
(15240 mm) from the building with a net area of
15 square feet (1.4 m2) per person.
410.3.6 Sallyports: A sallyport shall be permitted
in a means of egress where there are provisions
for continuous and unobstructed passage through
the sallyport during an emergency exiting
condition. A sallyport is a security vestibule with
two or more doors where the intended purpose is
to prevent continuous and unobstructed passage
by allowing the release of only one door at a time.
410.3.7 Exit stairways: One of the required exit
stairways in each building shall be permitted to
have glazing installed in doors and interior walls
at each landing level providing access to the
stairway, provided that all of the following
conditions are met:
1 . The stairway shall not serve more than four
floor levels.
2. Stair doors shall not be less than 3/i-hour
fire doors complying with 780 CMR 716.0.
3. The total area of glazing at each floor level
shall not exceed 5,000 square inches (3.23 m2)
and individual panels of glazing shall not
exceed 1,296 square inches (0.84 m2).
4. The glazing shall be protected on both
sides by an automatic sprinkler system. The
sprinkler system shall be designed to wet
completely the entire surface of any glazing
affected by fire when actuated.
5. The glazing shall be in a gasketed frame
and installed in such a manner that the framing
system will detlect without breaking (loading)
the glass before the sprinkler system operates
6. Obstructions, such as curtain rods, drapery
traverse rods, curtains, drapes or similar
materials shall not be installed between the
automatic sprinklers and the glazing.
410.4 Locks: Egress doors are permitted to be
locked in accordance with the applicable use
condition. Doors from an area of refuge to exterior
are permitted to be locked with a key lock the in lieu
of locking methods described in 780 CMR 410.4.1.
The keys to unlock the exterior doors shall be
available at all times and the locks shall be operable
from both sides of the door.
410.4.1 Remote release: All remote release of
locks on doors in a means of egress shall be
provided with reliable means of operation, remote
from the resident living areas, to release locks on
all required doors. In Occupancy Conditions III
or IV, the arrangement, accessibility and security
of the release mechanism(s) required for egress
shall be such that with the minimum available
staff at any time, the lock mechanisms are capable
of being released within two minutes.
Exception: Provisions for remote locking and
unlocking of occupied rooms in Occupancy
Condition IV are not required provided that not
more than ten locks are necessary to be
unlocked in order to move all occupants from
one smoke compartment to an area of refuge
within three minutes. The opening of all
necessary locks shall be accomplished with not
more than two separate keys.
410.4.2 Power-operated doors and locks: All
power-operated sliding doors or power-operated
locks for swinging doors shall be operable by a
manual release mechanism at the door, and either
emergency power or a remote mechanical
operating release shall be provided.
410.4.3 Redundant operation: Remote release,
mechanically operated sliding doors or remote
release, mechanically operated locks shall be
provided with a mechanically operated release
mechanism at each door, or shall be provided with
a redundant remote release control.
410.4.4 Relock capability: Doors remotely
unlocked under emergency conditions shall not
automatically relock when closed unless specific
action is taken at the remote location to enable
doors to relock.
410.4.5 Emergency power: Emergency power in
accordance with 527 CMR 12.00 as listed in
Appendix A shall be provided for all electrically
power-operated sliding doors and power-operated
locks.
Exception: Facilities with ten locks or less
complying with the exception to 780 CMR
410.4.1.
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THE MASSACHUSETTS STATE BUILDING CODE
410.5 Vertical openings: Vertical openings shall be
enclosed in accordance with 780 CMR 713.3.
Exception: A floor opening between floor levels
of residential housing areas is permitted without
enclosure protection between the levels, provided
that all of the following conditions are met:
1. The entire normally occupied areas so
interconnected are open and unobstructed so as
to enable observation of the areas by
supervisory personnel.
2. Means of egress capacity is sufficient to
provide simultaneous egress for all occupants
from all interconnected levels and areas.
3 . The height difference between the highest
and lowest finished floor levels shall not
exceed 23 feet (7010 mm). Each story,
considered separately, has at least one-half of
its individual required means of egress capacity
provided by exits leading directly out of that
story without traversing another story within
the inter-connected area.
410.6 Smoke barrier: All occupancies in Use
Group 1-3 shall have smoke barriers complying with
780 CMR 712.0 to divide every story occupied by
residents for sleeping, or any other story having an
occupant load of 50 or more persons, into at least
two smoke compartments.
Exception: Spaces having direct exit to one of the
following, provided that the locking arrangement
of the doors involved complies with the
requirements for doors at the compartment barrier
for the use condition involved:
1. A public way,
2. A building separated from the resident
housing area by a two-hour fireresistance rated
assembly or 50 feet (15240 mm) of open space; or
3. A secured yard or court having a holding
space 50 feet (15240 mm) from the housing area
that provides six square feet (0.56 nr) or more of
refuge area per occupant including residents, staff
and visitors.
410.6.1 Smoke compartments: The maximum
number of residents in any smoke compartment
shall be 200. The travel distance to a door in a
smoke barrier from any room door required as exit
access shall not exceed 150 feet (45720 mm).
The travel distance to a door in a smoke barrier
from any point in a room shall not exceed 200 feet
(60960 mm).
410.6.2 Refuge area: At least six net square feet
per occupant shall be provided on each side of
each smoke barrier for the total number of
occupants in adjoining smoke compartments.
This space shall be readily available whenever the
occupants are moved across the smoke barrier in
a fire emergency.
410.6.3 Independent egress: A means of egress
shall be provided from each smoke compartment
created by smoke barriers without having to
return through the smoke compartment from
which means of egress originates.
410.7 Subdivision of resident housing areas:
Sleeping areas including an individual cell or
dormitory and any contiguous day room, group
activity space or other common spaces where
residents are housed shall be separated from all other
spaces in accordance with 780 CMR 410.7.1 through
410.7.4.
410.7.1 Occupancy Conditions IH and IV: Each
sleeping area in Occupancy Conditions HI and IV
shall be separated from the adjacent common
spaces by a smoke-tight partition where the travel
distance from the dormitory room or cell through
the common space to the exit access corridor
exceeds 50 feet (15240 mm).
410.7.2 Occupancy Condition V: Each sleeping
area in Occupancy Condition V shall be separated
from adjacent sleeping areas, corridors and
common spaces by a smoke-tight partition.
Additionally, common spaces shall be separated
from the exit access corridor by a smoke-tight
partition.
410.7.3 Openings in room face: The aggregate
area of all openings in a solid sleeping room face
in Occupancy Conditions n, III, IV and V shall
not exceed 120 square inches (77419 mm2). The
aggregate area shall include all openings
including door undercuts, food passes and grilles.
All openings shall be not more than 36 inches
(914 mm) above the floor. In Occupancy
Condition V, the openings shall be closable from
the room side.
410.7.4 Smoke-tight doors: Doors in openings in
partitions required to be smoke tight by 780 CMR
410.7 shall be substantial doors, of construction
that will resist the passage of smoke. Latches and
door closers are not required on cell doors.
410.8 Windowless buildings: For the purposes of
780 CMR 410.8, a windowless building or portion of
a building is one with nonopenable windows,
windows not readily breakable or without windows.
Windowless buildings shall be provided with vent
openings, smoke shafts or an engineered smoke
control system to provide ventilation (mechanical or
natural) for each windowless smoke compartment.
780 CMR 41 1.0 MOTION PICTURE
PROJECTION ROOMS, SCREENING
ROOMS AND SOUND STAGES
(Refer to M.G.L. c. 143, § 89 for additional
information regarding cellulose nitrate film and
Appendix A for related Code of Massachusetts
Regulations fCMR'sJ).
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SPECIAL USE AND OCCUPANCY
411.1 General: The provisions of 780 CMR 411.0
shall apply to rooms in which ribbon-type cellulose
acetate or other safety film is utilized in conjunction
with electric arc, xenon or other light-source
projection equipment which develops hazardous
gases, dust or radiation. Where cellulose nitrate film
is utilized or stored, such rooms shall comply with
NFiPA 40 listed in Appendix A.
Every motion picture machine projecting film as
mentioned within the scope of 780 CMR 41 1.0 shall
be enclosed in a projection room. Appurtenant
electrical equipment, such as rheostats, transformers
and generators, shall be within the projection room
or in an adjacent room of equivalent construction.
There shall be posted on the outside of each
projection room door and within the projection room
itself, a conspicuous sign with one-inch (25 mm)
block letters stating "Safety Film Only Permitted in
this Room".
411.2 Construction of projection rooms: Every
projection room shall be of permanent construction
consistent with the construction requirements for the
type of building in which the projection room is
located. Openings are not required to be protected.
The room shall have a floor area of not less than
80 square feet (7.44 m2) for a single machine. Each
motion picture projector, floodlight, spotlight or
similar piece of equipment shall have a clear
working space of not less than 30 inches by 30
inches (762 mm by 762 mm) on each side and at the
rear thereof, but only one such space shall be
required between two adjacent projectors. The
projection room and the rooms appurtenant thereto
shall have a ceiling height of not less than seven feet
six inches (2286 mm). The aggregate of openings
for projection equipment shall not exceed 25% of the
area of the wall between the projection room and the
auditorium. All openings shall be provided with
glass or other approved material, so as to close
completely the opening.
\
411.3 Projection booth and equipment
ventilation: Projection booths and equipment shall
be ventilated in accordance with the mechanical
code listed in Appendix A.
411.4 Lighting control: Provision shall be made for
control of the auditorium lighting and the means of
egress lighting systems of theaters from inside of the
room and from at least one other convenient point in
the building as required in 780 CMR 1024.3.1.
411.5 Miscellaneous equipment: Each projection
room shall be provided with rewind and film storage
facilities.
411.6 Screening rooms: Screening rooms shall
provide a seating capacity of not more than 30
persons, with not less than two approved means of
egress complying with 780 CMR 10. Such rooms
shall be enclosed in one-hour fire separation
assemblies. All seats shall be permanently fixed in
position and the arrangement shall comply with the
requirements of 780 CMR 1012.0.
411.7 Sound stage construction: All sound stages
for motion picture or television productions shall be
equipped throughout with an automatic sprinkler
system installed in accordance with 780 CMR 9.
780 CMR 412.0 STAGES AND PLATFORMS
412.1 Applicability: The provisions of 780 CMR
412.0 shall apply to all parts of buildings and
structures which contain stages or platforms and
similar appurtenances as herein defined.
412.2 Definitions: The following words and terms
shall, for the purposes of 780 CMR 412.0 and as
used elsewhere in 780 CMR, have the meanings
shown herein.
Platform: A platform is a raised area within a
building for: the presentation of music, plays or
other entertainment; the head table for special
guests; the raised area for lectures and speakers;
boxing and wrestling rings; theater-in-the-round;
and similar purposes wherein there are no
overhead hanging curtains, drops, scenery or
stage effects other than lighting. A temporary
platform is one installed for not more than 30
days.
Stage: A stage is a partially enclosed portion of a
building which is designed or used for the
presentation of plays, demonstrations or other
entertainment. A stage shall be further classified
as either a legitimate stage, regular stage or thrust
stage.
Stage, legitimate: A stage wherein curtains,
drops, leg drops, scenery, lighting devices or other
stage effects are retractable horizontally or
suspended overhead.
Stage, regular: A stage wherein curtains, fixed
leg drops, valances, scenery and other stage
effects are hung and are not retractable.
Stage, thrust: A platform extending beyond the
proscenium arch and into the audience.
412.3 Stages: Stage construction shall comply with
780CMR412.3.1 through 412.3.9.
412.3.1 Stage floor construction: Openings
through all stage floors shall be equipped with
tight-fitting, solid wood trap doors not less than
two inches in nominal thickness with approved
safety locks or other materials of equal physical
and fire endurance properties.
412.3.1.1 Legitimate stages: Legitimate stages
shall be constructed of materials as required for
floors for the type of construction, but not less
than Type IB construction except that the
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portion of the legitimate stage extending back
from and six feet (1829 mm) beyond the full
width of the proscenium opening on each side
shall be permitted to be constructed of
noncombustible or heavy timber construction
covered with a wood floor of not less than two
inches nominal in thickness. Except for the
finished floor, combustible construction shall
not extend beyond the plane of the proscenium
opening.
412.3.1.2 Regular and thrust stages: Regular
stages and thrust stages shall be constructed of
materials as required for floors for the type of
construction of the building in which such
stages are located.
412.3.2 Stage rigging loft: The rigging loft, also
referred to as the loft or fly, is the space over the
stage where scenery and equipment is out of view.
The fly gallery is the narrow raised platform at the
side of the legitimate stage from which the lines
for flying scenery are manipulated. The gridiron
is the arrangement of beams over a legitimate
stage supporting the machinery for flying scenery
and hanging battens from which lighting is hung.
The pin rail is the beam at one side of a legitimate
stage through which wooden or metal pins are
driven and to which lines from the flies are
fastened. The rigging loft, fly galleries, gridiron
and pin rails shall be constructed of approved
noncombustible materials.
412.3.3 Footlights and stage electrical
equipment: Footlights and border lights shall be
installed in troughs constructed of approved
noncombustible materials. Ready access shall be
provided at all times to the switchboard. The
storage or placing of stage equipment against the
switchboard shall be prohibited.
412.3.4 Exterior stage doors: Where protection
of openings is required, exit discharge door
openings to the outer air shall be protected with
fire doors that comply with 780 CMR 716.0. All
exterior openings which are located on the stage
for means of egress or loading and unloading
purposes, and which are likely to be open during
occupancy of the theater, shall be constructed
with vestibules to prevent air drafts into the
auditorium.
412.3.5 Proscenium wall: Legitimate stages shall
be completely separated from the seating area by
a proscenium wall with not less than a two-hour
fireresistance rating extending continuously from
the foundation to the roof. There shall not be
other openings in the wall separating a legitimate
stage from the auditorium except: the main
proscenium opening; two doorways at the stage
level, one on each side thereof; and one doorway
to the musician's pit from the space below the
stage floor. Each such doorway shall not exceed
45 square feet (4.19 m2) in area and shall be
protected with fire doors that comply with
780 CMR 716.0.
412.3.5.1 Trim, finish and decorative
hangings: All moldings and decorations
around the proscenium opening shall be
constructed entirely of approved
noncombustible material.
412.3.6 Proscenium curtain: The proscenium
opening of every legitimate stage shall be provided
with a curtain of approved material designed and
installed to intercept hot gases, flames and smoke,
and to prevent a glow from a severe fire on the stage
from showing on the auditorium side for a period of
30 minutes. The closing of the curtain from the full
open position shall be effected in less than 30
seconds, but the last eight feet of travel shall require
not less than five seconds.
412.3.6.1 Activation: The curtain shall be
activated by rate-of-rise heat detection
operating at a rate of temperature rise of 15 to
20°F per minute (8° to 1 1 °C per minute); and
by an auxiliary manual control.
412.3.6.2 Fire test: A sample curtain with a
minimum of two vertical seams shall be
subjected to the standard fire test specified in
ASTM El 19 listed in Appendix A for a period
of 30 minutes. The curtain shall overlap the
furnace edges by an amount that is appropriate
to seal the top and sides. The curtain shall
have a bottom pocket containing a minimum of
four lbs. per linear foot (6 kg/m) of batten. The
exposed surface of the curtain shall not glow,
and flame or smoke shall not penetrate the
curtain during the test period. Unexposed
surface temperature and hose stream test
requirements are not applicable to the
proscenium fire safety curtain test.
412.3.6.3 Smoke test: Curtain fabrics shall
have a smoke-developed rating of 25 or less
when tested in accordance with ASTM E84
listed in Appendix A.
412.3.6.4 Tests: The completed proscenium
curtain shall be subjected to operating tests
prior to the issuance of a certificate of
occupancy.
412.3.7 Scenery: All combustible materials used
in sets and scenery shall be rendered flame-
resistant to comply with 780 CMR 8.
412.3.8 Stage ventilation: Emergency ventilation
shall be provided for stages larger than 1,000
square feet (93 m ) in floor area, or with a stage
height greater than 50 feet (15240 mm). Such
ventilation shall comply with 780 CMR412.3.8.1
or 412.3.8.2
412.3.8.1 Roof vents: Two or more vents
constructed to open automatically by approved
heat-activated devices and with and aggregate
clear opening area of not less than 5% of the
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area of the stage shall be located near the
center and above the highest part of the stage
area, except as otherwise provided for in
780 CMR 412.3.9. Supplemental means shall
be provided for manual operation of the
ventilator. Curbs shall be provided as required
for skylights in 780 CMR 2608.2.
412.3.8.2 Smoke control: Smoke control in
accordance with 780 CMR 921.0 shall be
provided to maintain the smoke layer interface
not less than six feet (1829 mm) above the
highest level of the assembly seating or above
the top of the proscenium opening where a
proscenium wall is required by 780 CMR
412.3.5.
412.3.9 Superimposed theaters: Additions or
extensions shall not be erected over the stage
section of a theater, nor shall a second theater be
erected above another. Where approved, the
prohibition against superimposed theaters and
construction above the stage shall not apply
where approved access is provided for fire
fighting with direct means of ventilation to the
outer air from the stage portion.
412.4 Platforms: Platform construction shall
comply with 780 CMR 412.4.1 and 412.4.2.
412.4.1 Materials: In buildings required to be of
Type 1 or Type 2 construction where the
platforms are not more than 30 inches (762 mm)
above the main floor level, the minimum type of
construction for a permanent platform shall be
Type 2C. For all types of construction where the
platforms are not more than 30 inches (762 mm)
above the main floor level, not larger in area than
10% of the room floor area and not more than 200
square feet (19 m2) in area; the minimum type of
construction for a permanent platform shall be
Type 5B For all types of construction where the
platforms are not more than 30 inches (762 mm)
above the main floor level, not larger than Va of
the room floor area and not more than 3,000
square feet (279 m2) in area, the minimum type of
construction for a permanent platform shall be
Type 4 or the platform shall be constructed of
fireretardant-treated wood. All other permanent
platforms shall be constructed of approved
materials as required for floors for the required
type of construction of the building in which it is
located. Temporary platforms shall be
constructed of any approved material.
412.4.2 Space beneath: The space between the
floor and a temporary platform above shall not be
utilized for any purpose other than electrical
wiring to platform equipment. Where the space
between the floor and a permanent platform above
is utilized for any purpose other than electrical
wiring or plumbing, the platform shall provide a
one-hour fireresistance rating.
412.5 Dressing and appurtenant rooms: Dressing
and appurtenant rooms shall comply with 780 CMR
412.5.1 through 412.5.3.
412.5.1 Construction: Dressing rooms, scene
docks, property rooms, workshops, storerooms
and all compartments appurtenant to the stage
shall be separated from each other and from the
stage and all other parts of the building by fire
separation assemblies with not less than a one-
hour fireresistance rating with approved opening
protectives. Such rooms shall not be placed
immediately over or under the operating stage
area
Exception: Separation from the stage is not
required for stages having a floor area of 500
square feet (46.5 m2) or less.
412.5.2 Opening protectives: Openings other
than to trunk rooms and the necessary doorways
at stage level shall not connect such rooms with
the stage, and such openings shall be protected
with^re doors that comply with 780 CMR 716 0
412.53 Dressing room and stage exits: Each tier
of dressing rooms shall be provided with at least
two means of egress. Means of egress stairways
from dressing and storage rooms are not required
to be enclosed where located in the stage area
behind the proscenium wall. At least one
approved means of egress shall be provided from
each side of the stage: from each side of the space
under the stage; from each fly gallery; and from
the gridiron. A steel ladder shall be provided
from the gridiron to a scuttle in the stage roof.
412.6 Automatic sprinkler system: Stages and
enclosed platforms shall be equipped with an
automatic sprinkler system in accordance with
780 CMR 412.0 and 780 CMR 906.0 or 780 CMR
907.0. The system shall be installed: under the roof
and gridiron, in the tie and fly galleries and in all
places behind the proscenium wall of the stage; over
and within enclosed platforms in excess of 500
square feet (46.5 m2) in area; and in dressing rooms,
lounges, workshops and storerooms accessory to
such stages or enclosed platforms.
Exceptions:
1. Stages or enclosed platforms open to the
auditorium room on three or more sides.
2. Altars, pulpits or similar platforms and
accessory rooms
3 . Stage gridirons where sidewall sprinklers with
135°F (57°C) rated heads with heat-baffle plates
are installed around the perimeter of the stage
except for the proscenium opening at points not
more than 30 inches (762 mm) below the gridiron
nor more than six inches (152 mm) below the
baffle plate.
4. Under stage or enclosed platform areas less
than four feet (1219 mm) in clear height utilized
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
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for storage, the stage and supporting structures
shall be of one-hour fireresistance rated
construction.
412.7 Standpipes: A wet standpipe system in
accordance with 780 CMR 914.0 shall be provided
and equipped with 1 '/2-inch hose connections on
each side of the stage.
Exception: Where the building or area is
equipped throughout with an automatic sprinkler
system, the hose connections that are supplied
from the automatic sprinkler system shall have a
water supply of not less than that required by
NFiPA 13 listed in Appendix A.
412.7.1 Hose and cabinet: The hose connections
shall be equipped with sufficient lengths of 1 Vi -
inch hose to provide fire protection for the stage
area; such connections shall be equipped with an
approved adjustable fog nozzle and be mounted in
a cabinet or a rack.
780 CMR 413.0 SPECIAL AMUSEMENT
BUILDINGS
413.1 General: Special amusement buildings shall
comply with the requirements for buildings of the
appropriate assembly use group in addition to the
requirements of 780 CMR 413.0.
Exception: Buildings or portions thereof that are
essentially open to the outside air, such as
buildings without walls or without a roof and
arranged to prevent the accumulation of smoke in
the building or structure are not required to
comply with 780 CMR 413.0.
413.2 Special amusement building: A special
amusement building is any temporary, permanent or
mobile building or portion thereof which is occupied
for amusement, entertainment or educational
purposes and which contains a device or system
which conveys passengers or provides a walkway
along, around or over a course in any direction so
arranged that the means of egress path is not readily
apparent due to visual or audio distractions or is
intentionally confounded or is not readily available
due to the nature of the attraction or mode of
conveyance through the building or structure.
413.3 Fire detection: All special amusement
buildings shall be equipped with an automatic fire
detection system in accordance with 780 CMR
918.0.
Exception: In areas where the ambient conditions
will cause a smoke detector to activate, an
approved alternative type of automatic detector
shall be installed.
413.4 Automatic sprinklers: All special amusement
buildings shall be equipped throughout with an
automatic sprinkler system in accordance with
780 CMR 906.0. Where the special amusement
building is temporary or mobile, the sprinkler water
supply shall be of an approved temporary means.
Exception: An automatic sprinkler system is not
required where the total floor area of a temporary
special amusement building is less than 1,000
square feet (93 m ) and the travel distance from
any point to an exit is less than 50 feet (15240
mm).
413.5 System response: The activation of the
automatic fire detection system within a single
protected area or the automatic sprinkler system
shall automatically:
1 . Cause illumination of the means of egress
with light of not less than one footcandle (10.76
lux) at the walking surface level;
2. Stop any conflicting or confusing sounds and
visual distractions; and
3 . Activate an approved directional exit marking
that will become apparent in an emergency.
413.5.1 Alarm: Activation of any single smoke
detector, the automatic sprinkler system or any
other automatic fire detection device shall
immediately sound an alarm at the building at a
constantly attended location from which
emergency action can be initiated including the
capability of manual initiation of requirements in
780 CMR 413.5.
413.5.2 Public address system: A public address
system, which is also permitted to serve as an
alarm system, shall be provided and shall be
audible throughout the entire special amusement
building.
413.5.3 Exit marking: "Exit" signs shall be
installed at required exit doorways. Approved
directional exit markings shall also be provided
and shall include signs as required by 780 CMR
1023 0. Where mirrors, mazes or other designs
are used that confound the means of egress paths,
approved low-level "exit" signs and directional
path markings shall be provided and located not
more than eight inches (203 mm) above the
walking surface and on or near the means of
egress path. Such markings shall become visible
when activated in accordance with 780 CMR
413.5, item 3.
413.6 Interior finish: The interior finish shall be
Class I in accordance with 780 CMR 803.2.
780 CMR 414.0 AIRPORT TRAFFIC
CONTROL TOWERS
414.1 General: The provisions of 780 CMR 414.0
shall apply to airport traffic control towers not
exceeding 1,500 square feet per floor occupied only
for air traffic control, electrical and mechanical
equipment rooms, radar and electronics rooms,
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SPECIAL USE AND OCCUPANCY
office spaces incidental to tower operation and
lounges for employees, including restrooms.
414.2 Type of construction: Air traffic control
towers shall be constructed to conform to the height
and area limitations of Table 414.2.
Table 414.2
HEIGHT AND AREA LIMITATIONS FOR
AIRPORT TRAFFIC CONTROL TOWERS
Type of
construction
Height
Maximum area
(square feet)
1A, IB
2A
■ . 2B
2C
Unlimited
240 feet
100 feet
85 feet
1,500
1,500
1,500
1.500
Note a. Height to be measured from grade to cab
floor. .
Note b. 1 foot - 304.8 mm; 1 square food = 0.093m .
414.3 Egress: A minimum of one exit stairway shall
be permitted for airport traffic control towers of any
height provided that the occupant load per floor does
not exceed 15. The stairway shall conform to the
requirements of 780 CMR 1014.0 and 1015.0. The
stairway shall be separated from elevators by a
minimum distance of Vi of the diagonal of the area
served.
Exception: Smokeproof enclosures as set forth in
780 CMR 1015.0 are not required where required
stairways are pressurized to a minimum of 0.15
inch of water column (37.33 P) and a maximum of
0.35 inch of water column (87. 10 P) in the shaft
relative to the building with all stairway doors
closed.
414.4 Automatic fire detection systems: Airport
traffic control towers shall be provided with an
automatic fire detection system installed in
accordance with 780 CMR 918.0.
414.5 Standby power: A standby power system that
conforms to 780 CMR 403.9 and 527 CMR 12.00 as
listed in Appendix A shall be provided in airport
traffic control towers more than 65 feet (19812 mm)
in height. Power shall be provided to mechanical
equipment servicing smokeproof enclosures and
stairway pressurization systems, means of egress
lighting, elevator operational equipment and the
automatic fire detection system.
780 CMR 415.0 OUTDOOR PROCESSING
FACnJTIES
415.1 Industry standards: Outdoor processing
facilities such as chemical plants, refineries and
grain elevators shall be constructed in accordance
with the accepted engineering practice of the
specific industry and the fire prevention code listed
in Appendix A, subject to the approval of the the
building code enforcement official and the fire
prevention officer.
780 CMR 416.0 HPM FACILITIES
416.1 Scope: The provisions of 780 CMR 416.0
shall apply to buildings and structures using
hazardous production materials {HPM), such as in
semiconductor fabrication facilities and areas of
comparable research and development. Except as
specifically required by 780 CMR 416.0, such
buildings shall comply with the applicable
requirements of 780 CMR. The specific code
provisions of 780 CMR 307.0, 506.3 and Table
1009.2 applicable to high-hazard use groups shall
not apply unless stated herein.
416.2 Definitions: The following words and terms
shall, for the purposes of 780 CMR 416.0 and as
used elsewhere in 780 CMR, have the meanings
shown herein.
Emergency control station: An approved location on
the premises where signals from emergency
equipment are received and which is staffed by
trained personnel.
Fabrication area: A fabrication area is one in which
there are processes involving hazardous
production materials {HPM), and includes
ancillary rooms or areas, such as dressing rooms
and offices, which are supplemental to the area
processes.
Hazardous production material (HPM): A solid,
liquid or gas that has a degree of hazard rating in
health, flammability or reactivity of Class 3 or 4
as ranked by NFiPA 704 listed in Appendix A and
which is used directly in research, laboratory or
production processes which have as their end
product, materials which are not hazardous.
Service passage, HPM: A passage in which
hazardous production materials {HPM) are
transported from a separate inside HPM storage
room or the exterior of the building to the
perimeter wall of the fabrication area, for
purposes other than required means of egress.
Storage room, HPM, separate inside: A room in
which hazardous production materials {HPM) are
stored in containers, tanks, drums or other means,
and which is separated from other occupancies.
Such rooms include:
HPM cutoff room: An HPM storage room within
a building and having at least one exterior wall.
HPM inside room: An HPM storage room totally
enclosed within a building and not having exterior
walls.
416.3 Allowable heights, stories and area: The
allowable height, number of stories and basic areas
permitted for HPM buildings and structures shall not
exceed the limitations specified in Table 416.3. The
provisions of 780 CMR 507 0 shall not apply. The
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THE MASSACHUSETTS STATE BUILDING CODE
area limitations are for one- or two-story buildings
facing on a street or public space not less than 30
feet (9144 mm) wide. The increases permitted in
780 CMR 506.2 and 506.3 shall apply.
Table 416.3
HEIGHT, NUMBER OF STORIES AND
AREA LIMITATIONS FOR HPM USE
FACILITIES
Type of
construction
Number of
stories
Height (feet)3
Area (square
feet/floor)
lAand IB
3
55
Unlimited
2A
3
55
34,200
2B
3
55
22,500
2C
3
40
14,400
3A
3
50
19,800
3B
3
40
14,400
4
3
55
21,600
5A
3
40
15,300
5B
2
30
7.200
Note a. 1 foot = 304.8 mm; 1 square foot = 0.093 nr
416.4 Fire suppression: HPM facilities shall be
equipped throughout with an automatic sprinkler
system in accordance with 780 CMR 9. The design
for the fabrication areas, service passages, separate
inside HPM storage rooms without dispensing, and
means of egress corridors shall meet the
requirements for Ordinary Hazard Group 2 in
NFiPA 13 listed in Appendix A. The design for
separate inside HPM storage rooms with dispensing
shall meet the requirements for Extra Hazard Group
2 in NFiPA 13 listed in Appendix A.
416.5 Amount of HPM in a fabrication area: The
total amount of HPM permitted in a single
fabrication area shall be based on the densities in
Table 416.5(2), or the quantities in Table 416.5(1),
whichever is the larger amount.
Table 416.5(1)
PERMITTED AMOUNTS OF HPM IN A
SINGLE FABRICATION AREA-
QUANTITY BASIS
Material Maximum quantity
Flammable liquids
Class I-A
Class I-B
Class I-C
Combination flammable liquids
containing not more than the exempt
amounts of Class I-A, I-B or I-C
flammable liquids
Combustible liquids
Class n
Class III-A
Flammable gases
Liquefied flammable gases
Flammable solids
Corrosive liquids
Oxidizing material - gases
Oxidizing material - liquids
Oxidizing material - solids
Organic peroxides
Highly toxic material and poisonous j
90 gallons
160 gallons
270 gallons
360 gallons
360 gallons
750 gallons
9,000 cubic feet at
one atmosphere of
pressure at 70°F
180 gallons
1 ,500 pounds
165 gallons
18,000 cubic feet
150 gallons
1 ,500 pounds
30 pounds
Included in the
aggregate for
flammables as noted
above
Note a. 1 gallon - 0.00379 m ; 1 cubic foot = 0.028 m3;
1 pound = 0.454 kg; degrees C = {(degrees F)-32}/1.8.
Table 416.5(2)
PERMITTED AMOUNTS OF HPM IN A
SINGLE FABRICATION AREA— DENSITY
BASIS a' C
State
Units
Flam-
mable
Oxi-
dizer
Cor-
rosive
Solid
Liquid
Gas
Pounds per aquare foot
Gallons per square foot
Cubic feet per square foot
0.001
0.04b
1 250
0.003
0.03
1250
0.003
0.08
3.000
Note a. HPM within piping shall not be included in the
calculated quantities.
Note b. The maximum permitted quantities of flammable
and combustible liquids shall not exceed the following
quantities:
Class (I-A) + (I-B) + (I - C) (combination
flammable liquids = .025
However Class I-A shall not exceed = .0025
Class II = 01
Class III-A = .02
Note c. Highly toxic materials and poisonous gases
shall be limited by the maximum quantities specified in
Table 416.5(1).
Note d. Ten pound per square foot = 4.882 kg/m2; 1
gallon per square foot = 0.0407 m7m2; 1 cubic foot per
square foot = 0.301 m3/m2.
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SPECIAL USE AND OCCUPANCY
416.6 Egress: There shall not be less than two
means of egress provided for any fabrication area or
any HPM facility subdivision thereof larger than 200
square feet (18.62 m2). The maximum length of exit
access travel in HPM facilities shall be 100 feet
(30480 mm).
416.7 Separation: Fabrication areas shall be
separated from each other, from means of egress
corridors, and from other parts of the building by
not less than one-hour fire separation assemblies in
compliance with 780 CMR 709.0, with fire doors
complying with 780 CMR 716.0. Floors forming
part of the required separation shall be liquid tight.
416.8 Floors: Floors within fabrication areas shall
be of approved noncombustible construction.
Unprotected openings through floors of fabrication
areas are permitted where the interconnected levels
are used solely for mechanical equipment directly
related to such fabrication areas.
Mechanical, duct and piping penetrations within
a. fabrication area shall not extend through more
than two floors. Penetrations shall be effectively
frestopped in accordance with 780 CMR 720.6.4 at
the floor level. The fabrication area, including the
areas through which ductwork and piping extend,
shall be considered a single conditioned space or fire
area.
416.9 Ventilation, general: Ventilation systems
shall comply with the mechanical code listed in
Appendix A except as otherwise provided herein.
Ventilation, including recalculated air, shall be
provided throughout the fabrication area at the rate
of not less than lcfrn per square foot (5074
cm3/s/m2) of floor area.
416.9.1 Interconnection: The exhaust system of
one fabrication area shall not connect to another
exhaust system outside that fabrication area
within the building. The return air system from
one fabrication area shall not connect to any
other system.
416.9.2 Smoke detectors: Smoke detectors shall
be installed in the recirculating air stream and
shall initiate a signal at the emergency control
station.
416.9.3 ShutofT switches: Automatic shutoffs are
not required to be installed on air-moving
equipment. A manually operated remote switch
to shut off the fabrication area supply or the
recirculation air system, or both, shall be provided
at an approved location outside the fabrication
area.
416.9.4 Gas detection: Where HPM gas is used
or dispensed and the physiological warning
properties for the gas are at a higher level than the
accepted permissible exposure limitation for the
gas, a continuous gas-monitoring system shall be
provided to detect the presence of a short-term
hazard condition. Where dispensing occurs and
flammable gases or vapors are liberated in
quantities exceeding 20% of the lower explosive
limitation, a continuous gas-monitoring system
shall be provided. The monitoring system shall
be connected to the emergency control station.
416.10 Transporting HPM: HPM shall be
transported to fabrication areas through enclosed
piping or tubing systems which comply with
780 CMR 416.15, through service passages, or in
means of egress corridors as permitted in the
exception to 780 CMR 416. 12.
416.11 Electrical: Electrical equipment and devices
within the fabrication area shall comply with
NFiPA 70 listed in Appendix A. The requirements
for hazardous locations are not required to be
applied where the average rate of air change is at
least four cfm per square foot (20300 cm3/s/m2) of
floor area and where the rate of air change at any
location is not less than three cfm per square foot
(15200 cmVs/m2).
416.12 Means of egress corridors: Means of egress
corridors shall comply with 780 CMR 1011.4 and
shall be separated from fabrication areas as
specified in 780 CMR 416.7. Means of egress
corridors shall not be used for transporting HPM
except as provided for in 780 CMR 416.12.1 and
416.15.2.
416.12.1 Existing facilities: In existing HPM
facilities, when there are alterations or
modifications to existing fabrication areas, the
transportation of HPM in means of egress
corridors shall be permitted provided that all of
the requirements of 780 CMR 416.12.1.1 and
416.12.1.2 are met.
416.12.1.1 Corridors: Corridors adjacent to
the fabrication area under alteration shall
comply with Table 602, item 4, for a length
determined as follows:
1. The length of the common wall of the
corridor and that fabrication area, and
2. For the distance along the corridor to
the point of entry of HPM mto the corridor
serving that fabrication area.
416.12.1.2 Openings: There shall not be
openings between the corridor and an HPM
storage cabinet in a fabrication area other than
those in compliance with all of the following.
1. one-hour fire doors are installed
between the corridor and the cabinet;
2. The cabinet is separated from the
corridor with a one-hour fireresistance rated
fire partition, and
3. Automatic sprinklers shall be provided
inside the cabinets
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THE MASSACHUSETTS STATE BUILDING CODE
416.13 Service passages: Service passages shall be
considered as HPM facilities. Service passages shall
be separated from means of egress corridors as
required by 780 CMR 416.7.
416.13.1 Ventilation: Service passages shall be
ventilated as required by 780 CMR 416.9.
416.13.2 Egress: There shall not be less than two
means of egress from a service passage. Not
more than one-half of the required means of
egress shall be into the fabrication area. Doors
from service passages shall be self-closing and
swing in the direction of means of egress travel.
416.13.3 Travel distance: The maximum distance
of travel from any point in a service passage to an
exit or door into a fabrication area shall not
exceed 75 feet (22860 mm). Dead ends shall not
exceed four feet (1219 mm) in length.
416.13.4 Alarms: Alarms shall be provided for in
accordance with 780 CMR 416. 14.5.
416.14 Storage of HPM, general: Rooms used for
the storage of HPM in quantities greater than those
set forth in Tables 307.8(1) and 307.8(2), except for
those quantities permitted within a fabrication area,
shall comply with the provisions of NFiPA 30 listed
in Appendix A, provided that the area of an HPM
cutoff room shall not exceed 6,000 square feet (558
m2). The storage area for any liquid HPM shall be
provided with drains.
416.14.1 Location within building: Where HPM
cutoff rooms are provided, such rooms shall not
be less than 30 feet (9144 mm) from lot lines.
416.14.2 HPM drainage systems: Drainage
systems shall be provided to direct liquid leakage
and fire protection water to a safe location away
from the building, important valves or adjoining
property. HPM flammable liquid drains shall be
separated from other HPM liquid drains Other
HPM liquids in drains that are not compatible
shall be separated from each other, provided that
the liquids are permitted to be combined when
such liquids have been rendered acceptable for
discharge by an approved means into the public
sewers.
416.14.3 Egress: There shall be two means of
egress from a separate inside HPM storage room
where the room exceeds 200 square feet (186 m2)
in area. Where two means of egress are required
from HPM cutoff rooms, one shall be directly to
the outside of the building. All storage room
means of egress doors shall be self-closing and
swing in the direction of means of egress travel
416.14.4 Ventilation: Exhaust ventilation shall be
provided for in accordance with 780 CMR 416.9
for all categories of HPM.
416.14.5 Emergency alarm: An emergency
telephone system or local fire protective signaling
system station shall be installed outside of each
interior egress door from HPM cutoff rooms. The
signal shall be relayed to the emergency control
station and a local signaling device provided.
416.14.6 Electrical: HPM cutoff rooms
containing flammable liquids or gases shall be
classified as Class I, Division 1, hazardous
locations in accordance with NFiPA 70 listed in
Appendix A.
416.14.7 Gas detection: Gas detection shall be
provided for in accordance with 780 CMR
416.9.4.
416.15 Piping and tubing: HPM piping and tubing
shall comply with 780 CMR 416.15 and shall be
installed in accordance with ASME B31.3 listed in
Appendix A.
416.15.1 General; Piping and tubing systems
shall be metallic unless the material being
transported is incompatible with such system.
Systems supplying gaseous HPM, having a health
hazard of '3 or 4 as ranked by NFiPA 704 listed in
Appendix A, shall be welded throughout, except
for connections, valves and fittings which are
within an exhausted enclosure. HPM supply
piping or tubing in service passages shall be
exposed to view.
416.15.2 Installation in egress corridors or
above other use groups: HPM shall not be
located within means of egress corridors or above
areas not containing HPM facilities except as
permitted by 780 CMR 416.15. HPM piping and
tubing shall be permitted within the space defined
by the walls of means of egress corridors and the
floor or roof above, or in concealed spaces above
other use groups under the following conditions:
1. Automatic sprinklers shall be installed
within the space unless the space is less than 6
inches (152 mm) in least dimension.
2. Ventilation at not less than six air changes
per hour shall be provided. The space shall not
be used to convey air from any other area.
3. All HPM supply piping and tubing and
HPM non-metallic waste lines shall be
separated from the means of egress corridor
and from any use group other than an HPM use
facility by afire separation assembly having a
fireresi stance rating of not less than one hour.
Where gypsum wallboard is used, joints on the
piping side of the enclosure are not required to
be taped, provided that the joints occur over
framing members.
4. Where piping or tubing is used to transport
HPM liquids, a receptor shall be installed
below such piping or tubing. The receptor
shall be designed to collect and drain any
discharge or leakage to an approved location.
The one-hour enclosure required by 780 CMR
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416.15.2, item 3 shall not be used as part of the
receptor.
5. Manual or automatic remotely activated
fail-safe emergency shutoff valves, with ready
access thereto, shall be installed on piping and
tubing, other than waste lines, at branch
connections into the fabrication area, and at
entries into means of egress corridors.
6. Where HPM supply gas is carried in
pressurized piping, a fail-safe system for
excess flow control shall shut off flow due to a
rupture in the piping.
7 Electrical wiring and equipment located in
the piping space shall be approved for Class I,
Division 2, hazardous locations in accordance
with NFiPA 70 listed in Appendix A
8. Gas detection shall be as provided for in
780 CMR 416.9.4
Exception: Conditions 1 through 8 shall not
apply to transverse crossings of the
corridors by supply piping that is coaxially
enclosed within a ferrous pipe or tube for
the width of the corridor. An enclosing
pipe or tube open to an HPM use facility is
permitted.
416.15.3 Identification: Piping, tubing and HPM
waste lines shall be identified in accordance with
ASME A13. 1 listed in Appendix A.
780 CMR 417.0 HAZARDOUS MATERIALS
(See also 780 CMR 426.0 for the design and
constriction of Bulk Merchandising Retail
Buildings.)
417.1 General: The provisions of 780 CMR 417.0
shall apply to all buildings and structures occupied
for the manufacturing, processing, dispensing, use or
storage of hazardous materials All buildings and
structures with an occupancy in Use Group H shall
also comply with the applicable provisions of
780 CMR 418.0 and the fire prevention code listed
in Appendix A.
Note: The safe design of hazardous material
occupancies is material dependent. Individual
material requirements are also found in 780 CMR
307.0 and 418.0, and in the mechanical and fire
prevention codes listed in Appendix A. Since the
fire department is responsible for inspection of
these occupancies for proper utilization and
handling of hazardous materials, the
administrative authority shall cooperate with the
fire department in the discharge of the
responsibility to enforce 780 CMR 417.0
417.2 Control areas/exempt amounts: Control
areas shall be those spaces within a building where
quantities of hazardous materials not exceeding the
allowable exempt amounts are stored, dispensed,
utilized or handled. Control areas shall be separated
from all adjacent interior spaces by fire separation
assemblies in accordance with 780 CMR 709.0. The
number of permitted control areas and degree of fire
separation shall be in accordance with Table 417.2.
The floor construction and supporting structure for
all floors within the control area shall require a
minimum two-hour fireresistance rating.
Table 417.2
PERMITTED CONTROL AREAS
a, b
Floor level
Percent of
allowable
exempt
quantities per
control area
Control areas
per floor
Vertical fire
separation
walls (hours)
1
2
4
5
6
7-9
Higher than 9
100
75
50
12.5
12.5
12.5
5
5
4
3
2
2
2
2
2
1
1
1
1
■■ 2
2
2
2
Note a. The number of floor levels below grade shall
not exceed two. The first floor level before grade shall be
limited to 75% of the maximum allowable exempt
quantity per control area with a maximum of three
control areas. The second floor level below grade shall
be limited to 50% of the maximum allowable exempt
quantity per control area with a maximum of two control
areas.
Note b. In mercantile occupancies, a maximum of two
control areas per floor shall be permitted m retail sales
rooms.
417.2.1 Hazardous material in mercantile
display areas: Except as modified by 780 CMR
426, the aggregate quantity of nonflammable solid
and nonflammable or noncombustible liquid
hazardous materials permitted within a single
control area of a retail sales occupancy is
permitted to exceed the exempt amounts specified
in Tables 307.8(1) and 307.8(2) without
classifying the building as a high-hazard use
group, provided that the materials are stored in
accordance with the fire prevention code listed in
Appendix A.
417.3 Equipment rooms: Heating and ventilating
equipment in occupancies involving fire hazards
from flammable vapors, dusts, combustible fibers or
other highly combustible substances shall be
installed and protected against fire and explosion
hazards in accordance with the mechanical code and
the fire prevention code listed in Appendix A.
417.4 Hazardous material systems: Systems
involving hazardous materials shall be suitable for
the intended application and shall be designed by
persons competent in such design. Controls shall be
designed to prevent materials from entering or
leaving process or reaction systems at other than the
intended time, rate or path. Automatic controls,
where provided, shall be designed to be fail safe.
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THE MASSACHUSETTS STATE BUILDING CODE
417.5 Inside storage, dispensing and utilization:
The inside storage, dispensing and utilization of
hazardous materials in excess of the allowable
exempt amounts of Tables 307.8(1) and 307.8(2)
shall be in accordance with 780 CMR 417.5.1
through 417.5.5 and the fire prevention code listed
in Appendix A.
417.5.1 Explosion control: Every structure, room
or space occupied for purposes involving
explosion hazards shall be provided with
explosion venting, explosion suppression systems,
barricades or equivalent explosion protective
devices in accordance with 780 CMR 417.0 and
NFiPA 495 listed in Appendix A where required
by 780 CMR 418.0 and the fire prevention code
listed in Appendix A.
Exception: Explosion venting shall not be
utilized as a means to protect buildings from
detonation hazards.
417.5.1.1 Explosion venting: Areas which are
provided with explosion venting to relieve
deflagration shall comply with the following:
1. Walls, ceilings and roofs exposing
surrounding areas shall be designed to resist
a minimum internal pressure of 100 pounds
per square foot (psf).
2. Explosion venting shall be permitted
only in exterior walls or roofs or through
specially designed shafts to the exterior of
the building.
3. Venting shall be designed to prevent
serious structural damage and the
production of lethal projectiles.
4. The aggregate clear vent relief area shall
be governed by the pressure resistance of
the nonrelieving portions of the building.
5. Vents shall be designed to relieve at a
maximum internal pressure of 20 pounds
per square foot (psf) and shall consist of any
one or any combination of the following:
5.1. Walls of lightweight material.
5.2. Lightly fastened hatch covers.
5.3. Lightly fastened, outward-opening
swinging doors in exterior walls.
5.4. Lightly fastened walls or roofs.
6. Venting devices shall discharge directly
to the open air or to an unoccupied space
not less than 50 feet in width on the same
lot.
7. Relieving devices shall be so located
that the discharge shall not be less than ten
feet vertically and 20 feet horizontally from
window openings or exits in the same or
adjoining buildings or structures.
8. Discharge shall be in the direction of
least exposure and not into the interior of
the building.
417.5.1.2 Explosion suppression systems:
Explosion suppression systems shall be of an
approved type and installed in accordance with
the provisions of 780 CMR and NFiPA 69
listed in Appendix A
417.5.2 Monitor control equipment: Monitor
control equipment shall be provided where
required by the fire prevention code listed in
Appendix A.
417.5.3 Detection systems: All occupancies in
Use Group H shall be provided with an automatic
fire detection system in accordance with NFiPA
72 listed in Appendix A where required by the fire
prevention code listed in Appendix A. The
detection system shall be provided in the areas
where the high-hazard materials are utilized and
stored
417.5.4 Standby power: Where mechanical
ventilation, treatment systems, temperature
control, alarm, detection or other electrically
operated systems are required, such systems shall
be connected to an emergency electrical system in
accordance with 527 CMR 12.00 as listed in
Appendix A or a standby power system in
accordance with 527 CMR 12.00 as listed in
Appendix A. Such systems shall be independent
of the public supply
417.5.5 Spill control, drainage and
containment: Rooms, buildings or areas occupied
for the storage of solid and liquid hazardous
materials shall be provided with a means to
control spillage and to contain or drain off
spillage and fire protection water discharged in
the storage area where required in 780 CMR
418.0 and the fire prevention code listed in
Appendix A .
417.6 Outside storage, dispensing and utilization:
The outside storage, dispensing and utilization of
hazardous materials in excess of the exempt
amounts shall be in accordance with 780 CMR
417.6.1 through 417.6.6 and the fire prevention code
listed in Appendix A
417.6.1 Location: In addition to the general
requirements of 780 CMR 417.6.2 through
417.6.5. the outside storage of hazardous
materials as listed in 780 CMR 307.0 shall be
separated from buildings and lot lines and into
individual areas as specified in the fire prevention
code listed in Appendix A.
417.6.2 Protection from vehicles: Guard posts or
other means shall be provided to protect outside
storage tanks from vehicular damage.
417.6.3 Fire lanes and water supply: Fire lanes
and approved water supplies shall be provided for
outside storage areas as required by the code
official.
'! . Fire lanes. Fire lanes shall be provided to
within 150 feet (45720 mm) of all portions of
an outside storage area. Such fire lanes shall
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SPECIAL USE AND OCCUPANCY
comply with the provisions of the fire
prevention code listed in Appendix A
2. Water supply. An approved water supply
shall be provided. Fire hydrants capable of
supplying the required fire flow shall be
provided to within 150 feet (45720 mm) of an
outside storage area. The Mater supply and fire
hydrants shall comply with the provisions of
NFiPA 24 and the fire prevention code listed in
Appendix A
417.6.4 Weather protection: Where weather
protection is provided for sheltering outside
hazardous material storage areas, such storage
shall not be considered inside storage provided
that all of the following conditions are met:
1. Structure supports and walls shall not
obstruct more than one side of the perimeter of
the storage area.
2. The distance from the structure and the
structure supports to buildings, lot lines, public
ways or means of egress to a public way shall
not be less than the distance required for an
outside hazardous material storage area
without weather protection.
3. The overhead structure shall be of
approved noncombustible construction with a
maximum area of 1,500 square feet (140 nr).
417.6.5 Security: Any site occupied for the
storage, utilization or handling of hazardous
materials shall be provided with a fence not less
than six feet (1829 mm) in height or otherwise
secured from public access.
417.6.6 Fire suppression system Areas occupied
for the dispensing or utilization of flammable
hazardous materials which are located within 50
feet of either a storage area or building, and
vehicle-loading racks where flammable hazardous
materials are dispensed, shall be equipped with an
approved automatic fire suppression system.
Exception: Motor vehicle service stations as
defined in NFiPA 30A listed in Appendix A
780 CMR 418.0 USE GROUPS HI, H-2, H-3
ANDH-4
418.1 Scope: The provisions of 780 CMR 418.0
shall apply to the storage and utilization of
hazardous materials in excess of the exempt
amounts listed in 780 CMR 307.8 All buildings and
structures with an occupancy in Use Group H shall
also comply with the applicable provisions of
780 CMR 417.0 and the fire prevention code listed
in Appendix A.
418.2 Use Group H-l: All occupancies in Use
Group H-l shall be constructed in accordance with
the provisions of 780 CMR 418.2.1 and 41 8.2.2 and
the fire prevention code listed in Appendix A
418.2.1 Construction Occupancies in Use Group
H-l shall not be located in buildings that are more
than one story in height, have basements or other
spaces below grade, or which are attached to other
buildings. The minimum fire separation distance
for all exterior walls of occupancies in Use Group
H-l shall be in accordance with the fire
prevention code listed in Appendix A All floor
surfaces shall be spark resistant.
418.2.2 Number of exits There shall not be less
than two exits from any area or space wherein Use
Group H-l materials are utilized or stored .All
required exits shall discharge directly to the
exterior of the building or structure
418.3 Use Group H-2: Occupancies in Use Group
H-2 shall be constructed in accordance with
780 CMR 418.3.1 through 418.3.4 and the fire
prevention code listed in Appendix A
418.3.1 Combustible dusts, grain processing
and storage The provisions of 780 CMR
418.3.1.1 through 418,3.1 6 shall apply to all
buildings in which materials that produce
combustible dusts are stored or handled
Buildings which store or handle combustible dusts
shall comply with the applicable provisions of
NFiPA 61A 61B. 61C. 61D. 65. 120. 651. 654.
655. 664 and 8503 and the fire prevention code
listed in Appendix A
418.3.1.1 Type of construction and height
exceptions .All buildings shall be of Type :.
Type 2 or Type 4 construction, within the
height and area limitations of Tabie 503 for
Use Group H-2; except that where erected of
Type 1 or Type 2 construction, the heights and
areas of grain elevators and similar structures
shall be unlimited, and where of Type 4
construction, the maximum height shall be 65
feet (19812 mm) and except further that, in
isolated areas, the maximum height of Type 4
structures shall be increased to 85 feet (25908
mm).
418.3.1.2 Grinding rooms Every room or
space occupied for grinding or other operations
that produce combustible dusts shall be
enclosed with floors and walls that have not
less than a two-hour fireresistance rating where
the area is not more than 3,000 square feet (279
m2), and not less than a four hour fireresistance
rating where the area is greater than 3.000
square feet (279 nr).
418.3.1.3 Conveyors: All conveyors, chutes,
piping and similar equipment passing through
the enclosures of rooms or spaces shall be
constructed dirt tight and vapor tight, and be of
approved noncombustible materials complying
with 780 CMR 3010.0.
418.3.1.4 Explosion relief: Means for
explosion relief shall be provided as specified
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THE MASSACHUSETTS STATE BUILDING CODE
in 780 CMR 417.5.1, or spaces shall be
equipped with the equivalent mechanical
ventilation complying with the mechanical
code listed in Appendix A
418.3.1.5 Grain elevators: Grain elevators,
malt houses and buildings for similar
occupancies shall not be located within 30 feet
(9144 mm) of interior lot lines or structures on
the same lot, except where erected along a
railroad right-of-way.
418.3.1.6 Coal pockets: Coal pockets located
less than 30 feet (9144 mm) from interior lot
lines or from structures on the same lot shall be
constructed of not less than Type 2A
construction. Where more than 30 feet (9144
mm) from interior lot lines, or where erected
along a railroad right-of-way, the minimum
type of construction of such structures not
more than 65 feet (19812 mm) in height shall
be Type 4.
418.3.2 Flammable and combustible liquids
The storage, handling processing and transporting
of flammable and combustible liquids shall be in
accordance with the mechanical code and the fire
prevention code listed in Appendix A. Where a
Class L II or UlAflammable or combustible liquid
is stored in tanks inside the building, the
installation shall conform to 780 CMR 418.3.2.1
through 418.3.2.10 and NFiPA 30 listed in
Appendix A The requirements shall only apply
where tanks have an individual storage capacity
that exceeds the exempt amounts specified in
Tables 307.8(1) and 307.8(2) The fire area
containing the tank(s) shall be classified as Use
Group H-2.
418.3.2.1 Mixed use groups: Where the
storage tank area is located in a building of two
or more use groups, the Use Group H-2 fire
area shall be completely separated from
adjacent fire areas in accordance with the
requirements of 780 CMR 3 13. 1.2.
418.3.2.1.1 Height exception: Where
storage tanks are located within only a
single story, the height limitation of
780 CMR 503.3 shall not apply for the Use
Group H-2 fire area.
418.3.2.2 Tank protection: All storage tanks
shall be noncombustible and protected from
physical damage. Pi. fire separation assembly
around the storage tank(s) shall be permitted to
be classified as the method of protection from
physical damage.
418.3.2.3 Tanks for Class I flammable
liquid: All storage tanks for Class I flammable
liquids shall be double-wall tanks. A double-
wall tank shall consist of an approved tank
conforming to the requirements of the
mechanical code listed in Appendix A,
installed within a completely enclosed
noncombustible containment structure The
containment structure shall prevent the stored
liquid from escaping into the room or area in
which the tank is located. A leak detection
alarm shall be provided to identify a leak of the
primary wall of the tank. The alarm shall
conform to 780 CMR 418.3.2.6.
418.3.2.4 Suppression: The Use Group H-2
fire area shall be equipped throughout with an
approved automatic fire sprinkler system,
installed in accordance with 780 CMR 906.2.1,
or with a foam-extinguishing system. The
automatic fire suppression system shall be
supervised by method 1, 2 or 3 of 780 CMR
923.1.
418.3.2.5 Leakage containment A liquid-
tight containment area compatible with the
stored liquid shall be provided to retain 1 10%
of the entire capacity of all the storage liquid in
the event of a leak in a tank plus the capacity
of the automatic fire suppression system
activated for a period of 30 minutes. The
storage tanks and the leakage containment area
shall be provided with an approved method to
drain manually the flammable or combustible
liquid.
Exception: Rooms where only double-wall
storage tanks conforming to 780 CMR
418.3.2.3 are used to store Class I. II and
1TTA Aflammable and combustible liquids
shall not be required to have a leakage
containment area.
418.3.2.6 Leakage alarm: An approved
automatic alarm shall be provided to indicate a
leak in a storage tank and room. The alarm
shall sound an audible signal. 1 5 dBa above the
ambient sound level, at every point of entry
into the room in which the leaking storage tank
is located. An approved sign shall be posted
on every entry door to the tank storage room
indicating the potential hazard of the interior
room environment, or the sign shall state,
"Warning, when alarm sounds. the
environment within the room may be
hazardous." The leakage alarm shall also be
supervised in accordance with 780 CMR 923.2
to transmit a trouble signal
418.3.2.7 Tank vent: Storage tank vents shall
terminate to the outdoor air The vent
termination shall be in an approved location a
minimum of 12 feet (3658 mm) above adjacent
ground level and ten feet (3048 mm) from a lot
line, ventilation intake opening, openable
window or door.
418.3.2.8 Room ventilation: Storage tank
areas storing Class I liquids, or Class II or IIIA
liquids at temperatures above flash point, shall
be ventilated at a rate sufficient to maintain the
concentration of vapors within the area at or
below 25% of the lower explosive limit.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
SPECIAL USE AND OCCUPANCY
Ventilation requirements shall be determined
by either calculations based on anticipated
fugitive emissions or by sampling of the actual
vapor concentration levels under normal
operating conditions. The sampling shall be
conducted at a five-foot radius from each
potential vapor source in the storage area.
Provision shall be made for make-up air to
avoid short-circuiting the ventilation.
418.3.2.9 Explosion venting: Where Class I
liquids are being stored, explosion venting
shall be provided in accordance with 780 CMR
417.5
418.3.2.10 Tank openings other than vents:
Tank openings other than vents from tanks
inside buildings shall bedesigned to ensure that
liquids or vapor concentrations are not released
inside the building and shall conform to
780 CMR 418.3.2. 10.1 through 418.3.2.10.5.
418.3.2.10.1 Liquid tight: All tank
openings at the maximum liquid level or
below shall be liquid tight.
418.3.2.10.2 Closed: All tank openings
above the maximum liquid level shall be
normally closed.
418.3.2.10.3 External valve: Each
connection through which liquid is capable
of gravity flow from a tank inside a building
shall be provided with an external valve
located as close as practical to, but not more
than two feet from, the shell of the tank.
418.3.2.10.4 Valves on transfer
connections: Tanks storing Class I or Class
II liquids shall be provided with either a
normally closed, remotely activated valve or
an automatic-closing, heat-activated valve
or other approved device on each liquid
transfer connection below the liquid level,
except for connections utilized for
emergency disposal.
418.3.2.10.5 Overflow protection: Tanks
shall be equipped with a device, or other
means provided, to prevent overflow into
the building.
418.3.3 Liquefied petroleum gas distribution
facilities: The design and construction of propane,
butane, propylene, butylene and other liquefied
petroleum gas distribution facilities shall conform
to the applicable provisions of 780 CMR
418.3.3.1 through 418.3.3.5.2. The storage and
handling of liquefied petroleum gas systems shall
conform to the fire prevention code listed in
Appendix A. The design and installation of
piping, equipment and systems which utilize
liquefied petroleum gas shall be in accordance
with the mechanical code listed in Appendix A
Liquefied petroleum gas distribution facilities
shall be ventilated in accordance with the
mechanical code listed in Appendix A and
780 CMR 418.3.3.1.
418.3.3.1 Air movement: Liquefied petroleum
gas distribution facilities shall be provided
with air inlets and outlets arranged so that air
movement across the floor of the facility will
be uniform. The total area of both inlet and
outlet openings shall be at least one square inch
(0.00065 m2) for each one square foot (0.093
m2) of floor area. The bottom of such openings
shall not be more than six inches (152 mm)
above the floor.
418.3.3.2 Construction: Liquefied petroleum
gas distribution facilities shall be constructed
in accordance with 780 CMR 418.3.3.3 for
separate buildings, 780 CMR 418.3.3.4 for
attached buildings or 780 CMR 418.3.3.5 for
rooms within buildings.
418.3.3.3 Separate buildings: Where located
in separate buildings, liquefied petroleum gas
distribution facilities shall be occupied
exclusively for that purpose or for other
purposes having similar hazards. Such
buildings shall be limited to one story in height
and shall conform to 780 CMR 418.3.3.3.1 and
418.3.3.3.2.
418.3.3.3.1 Floors: The floor shall not be
located below ground level and any spaces
beneath the floor shall be solidly filled or
shall be left unenclosed.
418.3.3.3.2 Materials: Walls, floors,
ceilings, columns and roofs shall be
constructed of noncombustible materials.
Exterior walls, ceilings and roofs shall be
constructed of material designed for
explosion venting or, if of heavy
construction such as solid brick masonry,
concrete block or reinforced concrete,
explosion-venting windows or panels in
walls or roofs shall be provided having an
explosion-venting area of at least one square
foot (0.093 m) for each 50 cubic feet
(1.40 m) of enclosed volume.
418.3.3.4 Attached buildings: Where liquefied
petroleum gas distribution facilities are located
in an attached structure, the attached perimeter
shall not exceed 50% of the perimeter of the
space enclosed and the facility shall comply
with 780 CMR 418.3.3.3 and 418.3.3.4.1.
Where the attached perimeter exceeds 50%,
such facilities shall comply with 780 CMR
418.3.3.5.
418.3.3.4.1 Fire separation assemblies:
Separation of the attached structures shall be
provided by fire separation assemblies
having a fireresistance rating of not less
than one hour and shall not have openings
Fire separation assemblies between
attached structures occupied only for the
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780 CMR STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
storage of LP-gas are permitted to have fire
doors that comply with 780 CMR 716.0.
Such fire separation assemblies shall be
designed to withstand a static pressure of at
least 100 pounds per square foot (psf) (488.2
kg/nr), except where the building to which
the structure is attached is occupied by
operations or processes having a similar
hazard.
418.3.3.5 Rooms within buildings: Where
liquefied petroleum gas distribution facilities
are located in rooms within buildings, such
rooms shall be located in the first story and
shall have at least one exterior wall with
sufficient exposed area to permit explosion
venting as provided for in 780 CMR
418.3.3.5. 1. The building in which the room is
located shall not have a basement or
unventilated crawl space and the room shall
comply with 780 CMR 418.3.3 5.1 and
418.3.3.5.2.
418.3.3.5.1 Materials: Walls, floors,
ceilings and roofs of such rooms shall be
constructed of approved noncombustible
materials. Exterior walls and ceilings shall
be either of lightweight materials designed
for explosion venting or, if of heavy
construction such as solid brick masonry,
concrete block or reinforced concrete,
explosion-venting windows or panels in
walls or roofs shall be provided having an
explosion-venting area of at least one square
foot (0.093 m2) for each 50 cubic feet (1.40
m3) of enclosed volume.
418.3.3.5.2 Common construction: Walls
and floor/ceiling assemblies common to the
room and to the building within which the
room is located shall have a fireresistance
rating of not less than one hour and without
openings. Common walls for rooms
occupied only for storage of LP-gas are
permitted to have openings which shall be
equipped with 3/4-hour approved opening
protectives complying with 780 CMR 716.0
or 718.0. Such walls and ceiling shall be
designed to withstand a static pressure of at
least 100 psf (488.2 kg/m). Where
approved. 780 CMR 418.3.3.5.2 shall not
apply where the building, within which the
room is located, is occupied by operations
or processes having a similar hazard.
418.3.4 Dry cleaning plants: The construction
and installation of dry cleaning plants shall be in
accordance with the requirements of 780 CMR,
the mechanical code, the plumbing code and
NFiPA 32 listed in Appendix A
418.4 Use Group H-3: Occupancies in Use Group
H-3 shall be constructed in accordance with the
applicable provisions of 780 CMR and the fire
prevention code listed in Appendix A
418.5 Use Group H-4: Occupancies in Use Group
H-4 shall be constructed in accordance with the
applicable provisions of 780 CMR and the fire
prevention code listed in Appendix A.
780 CMR 419.0 APPLICATION OF
FLAMMABLE FINISHES
419.1 General: The provisions of 780 CMR 419 0
shall apply to the construction, installation and use
of buildings and structures, or parts thereof, for the
spraying of flammable paints, varnishes and lacquers
or other flammable materials or mixtures or
compounds used for painting, varnishing, staining or
similar purposes. All such construction and
equipment shall comply with NFiPA 33 and 34
listed in Appendix A.
419.2 Spray spaces: Ail spray spaces shall be
ventilated with an exhaust system to prevent the
accumulation of flammable mist or vapors in
accordance with the mechanical code listed in
Appendix A. Where such spaces are not separately
enclosed, noncombustible spray curtains shall be
provided to restrict the spread of flammable vapors.
419.2.1 Spray booths: All spray booths shall be
constructed of approved noncombustible materials
and equipped with mechanical ventilating systems
in accordance with the mechanical code listed in
Appendix A
419.2.2 Spray rooms: All spray rooms shall be
enclosed in fire separation assemblies with not
less than a one-hour fireresistance rating Floors
shall be waterproofed and drained in an approved
manner
419.2.3 Spray storage rooms Rooms used for
the storage of spraying materials essential to the
flammable finish operation shall comply with
NFiPA 30 and the fire prevention code listed in
Appendix A
419.3 Fire protection: An automatic fire
suppression system shall be provided in all spray,
dip and immersing spaces and storage rooms, and
shall be installed in accordance with 780 CMR 9
780 CMR 420.0 MOBILE UNITS
420.1 For regulations pertaining to Mobile Units, see
780 CMR 35, and 780 CMR R3
780 CMR 421.0 SWIMMING POOLS
(Refer to M.G.L. c 140, § 206 for further
requirements pertaining to public or semi-public,
outdoor, inground swimming pool enclosures,
safety equipment, inspection, and penalties for
violations.)
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
7S0 C.MR STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
SPECIAL USE AND OCCUPANCY
421.1 General: Swimming and bathing pools shall
conform to the requirements of 7S0 CMR 421.0
provided that 780 CMR421.0 shall not be applicable
to any such pool less than 24 inches (610 mm) deep
or having a surface area less than 250 square feet
(23.25 rrr), except where such pools are permanently
equipped with a water-recirculating system or
involve structural materials. For the purposes of
7S0 CMR, pools are classified as private swimming
pools, public swimming pools or semi-public
swimming pooh, as defined in 7S0 CMR 421.2.
Materials and constructions used in swimming pools
shall comply with the applicable requirements of
7S0CMR.
421.2 Definitions: The following words and terms
shall, for the purposes of 7S0 CM.R 421.0 and as
used elsewhere in 780 CMR, have the meanings
shown herein.
Pools, swimming, hot tubs and spas
Above-ground/on-ground pool: See definition of
private swimming pool
Barrier: A fence, a wall, a building wall or a
combination thereof which completely surrounds
the swimming pool and obstructs access to the
swimming pool. (Refer to M.G.L c. 140, §206
for required enclosure of public or semi-public,
outdoor, inground swimming pools.)
Hot tub: See definition of private swimming
pool.
In-ground pool See definition of private
swimming pool.
Private swimming pool: Any structure that
contains water over 24 inches (610 mm) in depth
and which is used, or intended to be used, for
swimming or recreational bathing in connection
with an occupancy in Use Group R-3 or R-4 and
which is available only to the family and guests of
the householder This includes in-ground, above-
ground and on-ground Lwimming pools, hot tubs
and spas
Private swimming pool, indoor: Any private
swimming pool that is totally contained within a
private structure and surrounded on all four sides
by walls of said structure.
Private swimming pool, outdoor: Any private
swimming pool that is not an indoor pool.
Public outdoor, inground swimming pool Any
swimming pool which is used, or intended to be
used, for swimming or recreational bathing by
the general public Refer to M.G.L c 140, § 206
for requirements pertaining to public or semi-
public, outdoor, inground swimming pool
enclosures, safety equipment, inspection, and
penalties for violations.
Public swimming pool, outdoor: Any public
swimming pool that is not defined as an outdoor,
inground swimming pool.
Semi-public outdoor, inground swimming pool:
(as defined by M.G.L c. 140, § 206) any
swimming or wading pool on the premises of, or
used in connection with, a hotel, motel, trailer
court, apartment house, country club, youth
club, school, camp, or similar establishment
where the primary purpose of the establishment
is not the operation of the swimming facilities.
Semi-public outdoor, inground swimming pool
shall also mean a pool constructed and
maintained by groups for the purposes of
providing bathing facilities for members and
quests only. Refer to M.G.L c. 140, § 206 for
requirements pertaining to public or semi-public,
outdoor, inground swimming pool enclosures,
safety equipment, inspection, and penalties for
violations.
Semi-public swimming pool, outdoor: Any semi-
public swimming pool that is not defined as a
semi-public outdoor, inground swimming pool.
Spa: See definition of private swimming pool.
421.3 Permits and construction documents A
swimming pool or appurtenances thereto shall not be
constructed, installed, enlarged or altered until
construction documents have been submitted and a
permit has been obtained from the code official. The
approval of all city, county and state authorities
having jurisdiction over swimming pools shall be
obtained before applying to the code official for a
permit. Certified copies of these approvals shall be
filed as part of the supporting data for the permit
application.
421.3.1 Construction documents Construction
documents shall accurately show dimensions and
construction of the pool and appurtenances and
properly established distances to lot lines.
buildings, walks and fences, as well as details of
the water supply system, drainage and water
disposal svstems, and all appurtenances pertaining
to the swimming pool. Detailed construction
documents of structures, vertical elevations and
sections through the pool showing depth shall be
included
421.4 Locations: Private swimming pools shall not
encroach on any fror.t or side yard required by
780 CMR or by the governing zoning law, unless in
accordance with specific rules of the jurisdiction in
which the pool is located. A wall of a swimming
pool shall not be located less than six feet (1S29
mm) from any rear or side property line or ten feet
(3048 mm) from any street property line, unless in
accordance with specific rules of the jurisdiction in
which the poo! is located.
421.5 Structural design: The pool structure shall be
engineered and designed to withstand the expected
forces to which the pool will be subjected.
421.5.1 Wall slopes: To a depth up to two feet
nine inches (83 S mm) from the top, the wall slope
2/7/97 (Effective 2/28/97)
7S0 CMR - Sixth Edition
89
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
shall not be more than one unit horizontal in five
units vertical (1:5).
421.5.2 Floor slopes: The slope of the floor on
the shallow side of the transition point shall not
exceed one unit vertical to seven units horizontal
(1:7). For public pools greater than 1,200 square
feet (111.6 nr), the slope of the floor on the
shallow side of the transition point shall not
exceed one unit vertical to ten units horizontal
(1:10). The transition point between shallow and
deep water shall not be more than five feet (1524
mm) deep.
421.5.3 Surface cleaning: All swimming pools
shall be provided with a recirculating skimming
device or overflow gutters to remove scum and
foreign matter from the surface of the water.
Where skimmers are used for private pools, there
shall be at least one skimming device for each
1,000 square feet (93 m2) of surface area or
fraction thereof. For public pools where water
skimmers are used, there shall be at least one
skimming device for each 600 square feet (55.8
nr) of surface area or fraction thereof Overflow
gutters shall not be less than three inches (76 mm)
deep and shall be pitched to a slope of one unit
vertical to 48 units horizontal (1:48) toward
drains, and constructed so that such gutters are
safe, cleanable and that matter entering the gutters
will not be washed out by a sudden surge of
entering water.
421.5.4 Walkways: All public and semi-public
swimming pools shall have walkways not less than
four feet (1219 mm) in width extending entirely
around the pool. Curbs or sidewalks around any
swimming pool shall have a slip-resistant surface for
a width of not less than one foot (305 mm) at the
edge of the pool, and shall be so arranged as to
prevent return of surface water to the pool.
421.5.5 Steps and ladders: At least one means of
egress shall be provided from private pools. All
public and semi-public pools shall provide
ladders to other means of egress at both sides of
the diving section and at least one means of egress
at the shallow section; or at least one means of
egress in the deep section and the shallow section
if diving boards are not provided. Treads of steps
and ladders shall have slip-resistant surfaces and
handrails on both sides, except that handrails are
not required where there are not more than four
steps or where the steps extend the full width of
the side or end of the pool. (Refer to 521 CMR
19.00, the Architectural Access Board's rules
and regulations, for requirements pertaining to
the accessibility of all public and semi-public
swimming pools.)
421.6 Watersupply: All swimming pools shall be
provided with a potable water supply, free of cross
connections with the pool or its equipment.
421.6.1 Water treatment: All public and semi-
public swimming pools shall be designed and
installed so that there is a pool water turnover at
least once every eight hours. Filters shall not
filter water at a rate in excess of three gallons per
minute per square foot (0.0020 nrVs nr) of surface
area. The treatment system shall be designed and
installed so that at all times when the pool is
occupied, the water is provided with excess
chlorine of not less than 0.4 parts per million
(ppm) or more than 0.6 ppm, or excess
chloramine between 0.7 and 1.0 ppm, or
disinfection shall be provided by other approved
means. Acidity/alkalinity of the pool water shall
not be below 7.0 or more than 7.5. All
recirculating systems shall be provided with an
approved hair and lint strainer installed in the
system ahead of the pump.
Private swimming pools shall be designed and
installed so that there is a pool water turnover at
least once every 18 hours. Filters shall not filter
water at a rate in excess of five gallons per minute
per square foot (0.0034 mVs nr) of surface area.
The pool owner shall be instructed in the care and
maintenance of the pool by the supplier or
builder, including treatment with high-test
calcium hypochlorite (dry chlorine), sodium
hypochlorite (liquid chlorine) or equally effective
germicide and algicide, and the importance of
proper pH (alkalinity and acidity) control.
421.6.2 Drainage systems: The swimming pool
and equipment shall be equipped to be emptied
completely of water and the discharged water
shall be disposed of in an approved manner that
will not create a nuisance to adjoining property.
421.7 Appurtenant structures: All appurtenant
structures, installations and equipment, such as
showers, dressing rooms, equipment houses or other
buildings and structures, including plumbing,
heating and air conditioning systems, shall comply
with all applicable requirements of 780 CMR
applicable zoning Imvs and requirements, 105 CMR
435.000: Minimum Standards for Swimming
Pools (State Sanitary Code: Chapter V), 248 CMR
2.00 : the State Plumbing Code, and 527 CMR
12. 00: the State Electrical Code
421.7.1 Accessories: All swimming pool
accessories shall be designed, constructed and
installed so as not to be a safety hazard.
Installations or structures for diving purposes
shall be properly anchored to insure stability.
421.8 Equipment installations: Pumps, filters and
other mechanical and electrical equipment for public
swimming pools shall be enclosed in such a manner
as to provide access only to authorized persons and
not to bathers. Construction and drainage shall be
arranged to avoid the entrance and accumulation of
water in the vicinity of electrical equipment.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND S I" ANDARDS
SPECIAL USE AND OCCUPANCY
421.9 Enclosures for outdoor, inground public and
semi-public swimming pools Outdoor, inground
public semi-public swimming poois shall be
provided with an enclosure in accordance with
M.G.L c. 140, §206.
421.9.1 Enclosure for public and semi- public
outdoor, inground swimming pools . Every public
and semi-public outdoor, inground shimming
pool shall be enclosed by a fence six feet in
height and firmly secured at ground level
provided that any board or stockade fence or
structure shall be at least five feet in height, but
if over five feet in height, the fence shall be
chain link. Such enclosure, including gates
therein, shall not be less than six feet above the
ground, and any gate shall be self-latching with
latches placed four feet above the ground or
otherwise made inaccessible from the outside to
children up to eight years of age. Such
enclosure shall be constructed of such material
and maintained so as not to permit any opening
in said enclosure, other than a gate, wider than
three inches at any point along the enclosure
Any such pool shall be equipped with at least
one life ring and rescue hook,
421.9.1.1 Enclosure for all other public and
semi-public swimming pools: The enclosure
shall extend not less than four feet (1219 mm)
above the ground All gates shall be self-
closing and self-latching with latches placed
at least four feet (1219 mm) above the
ground.
421.9.2 Construction of enclosure for all other
public and semi-public shimming pools
Enclosure fences shall be constructed so as to
prohibit the passage of a sphere larger than four
inches (102 mm) in diameter through any opening
or under the fence. Fences shall be designed to
withstand a horizontal concentrated load of 200
pounds (91 kg) applied on a one-square-foot
(0.093 m2) area at any point of the fence.
421.9.3 Alternative devices A natural barrier,
pool cover or other protective device approved by
the governing body shall be an acceptable
enclosure as long as the degree of protection
afforded by the substituted device or structure is
not less than the protection afforded by the
enclosure, gate and latch described herein.
421.10 Enclosures for private swimming pools,
spas and hot tubs In lieu of any zoning laws or
ordinances to the contrary, private swimming pools,
spas and hot tubs shall be enclosed in accordance
with 780 CMR 421.1 0.1 through 421.10.4 or by
other approved barriers.
421.10.1 Outdoor private swimming pool An
outdoor private swimming pool, including an in-
ground, aboveground or on-ground pool, hot tub
or spa shah be provided with a barrier which shall
comply with the following.
1. The top of the barrier shall be at least 48
inches (1219 mm) above finished ground level
measured on the side of the barrier which faces
away from the swimming pool. The maximum
vertical clearance between finished ground
level and the barrier shall be two inches (51
mm) measured on the side of the barrier which
faces away from the swimming pool. Where
the top of the pool structure is above finished
ground level, such as an above-ground pool,
the barrier shall be at finished ground level,
such as the pool structure, or shall be mounted
on top of the pool structure. Where the barrier
is mounted on top of the pool structure, the
maximum vertical clearance between the top of
the pool structure and the bottom of the barrier
shall be four inches (102 mm).
2. Openings in the barrier shall not allow
passage of a four-inch (102 mm) diameter
sphere.
3. Solid barriers shall not contain indentations
or protrusions except for normal construction
tolerances and tooled masonry joints.
4. Where the barrier is composed of
horizontal and vertical members and the
distance between the tops of the horizontal
members is less than 45 inches (1 143 mm), the
horizontal members shall be located on the
swimming pool side of the fence. Spacing
between vertical members shall not exceed PA
inches (44 mm) in width. Decorative cutouts
shall not exceed PA inches (44 mm) in width.
5. Where the barrier is composed of
horizontal and vertical members and the
distance between the tops of the horizontal
members is 45 inches (1143 mm) or more,
spacing between vertical members shall not
exceed four inches (102 mm). Decorative
cutouts shall ;:ot exceed PA inches (44 mm) in
width.
6. Maximum mesh size for chain link fences
shall be a l'/i-inch (32 mm) square unless the
fence is provided with slats fastened at the top
or the bottom which reduce the openings to not
more than BVinches (44 mm).
7 Where the barrier is composed of diagonal
members, such as a lattice fence, the maximum
opening formed by the diagonal members shall
be not more than PA inches (44 mm).
8. Access gates shall comply with the
requirements of 780 CMR 421 10.1 items 1
through 7, and shall be equipped to
accommodate a locking device. Pedestrian
access gates shall open outwards away from
the pool and shall be self-closing and have a
self-latching device. Gates other than
pedestrian access gates shall have a self-
latching device Where the release mechanism
of the self-latchinn device is iocated less than
Z7/97 (Effective 2/28/97)
7S0 CMR - Sixth Edition
7S0 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
54 inches (1372 mm) from the bottom of the
gate: (a) the release mechanism shall be
located on the pool side of the gate at least
three inches (76 mm) below the top of the gate;
and (b) the gate and barrier shall not have an
opening greater than Vz inch (13 mm) within 1 S
inches (457 mm) of the release mechanism.
9. Where a wall of a dwelling serves as part of
the barrier, one of the following shall apply:
9.1. All doors with direct access to the pool
through that wall shall be equipped with an
alarm which produces an audible warning
when the door and its screen, if present, are
opened. The alarm shall sound
continuously for a minimum of 30 seconds
immediately after the door is opened. The
alarm shall have a minimum sound pressure
rating of S5 dBA at ten feet (304S mm) and
the sound of the alarm shall be distinctive
from other household sounds such as smoke
alarms, telephones and door bells. The
alarm shall automatically reset under all
conditions. The alarm shall be equipped
with manual means, such as touchpads or
switches, to deactivate temporarily the
alarm for a single opening from either
direction. Such deactivation shall last for
not more than 15 seconds. The deactivation
touchpads or switches shall be located at
least 54 inches (1372 mm) above the
threshold of the door.
9.2. The pool shall be equipped with an
approved power safety cover.
10. Where an above-ground pool structure is
used as a barrier or where the barrier is
mounted on top of the pool structure, and the
means of access is a fixed or removable ladder
or steps, the ladder or steps shall be surrounded
by a barrier which meets the requirements of
780 CMR 421.10.1 items 1 through 9. A
removable ladder shall not constitute an
acceptable alternative to enclosure
requirements.
421.10.2 Indoor private swimming pool: All
walls surrounding an indoor private swimming
pool shall comply with 780 CMR 421.10.1, item
9.
421.10.3 Prohibited locations: Barriers shall be
located so as to prohibit permanent structures,
equipment or similar objects from being used to
climb the barriers.
421.10.4 Exemptions: The following shall be
exempt from the provisions of 780 CMR 421 .0.
1. A spa or hot tub with an approved safety
cover.
2. Fixtures which are drained after each use.
421.1 1 Diving boards: Minimum water depths and
distances for diving hoppers for pools, based on
board height above water, shall comply with Table
42 1 . 1 1(1) for public pools and Table 42 1 . 1 1 (2) for
private pools.
The maximum slope permitted between point D;
and the transition point shall not exceed one unit
vertical to three units horizontal (1:3) in private and
public pools. D, is the point directly under the end
of the diving boards. D2 is the point at which the
floor begins to slope upwards to the transition point.
See Figure 421 . 1 1.
Figure 421.11
MINIMUM WATER DEPTHS AND
DISTANCES BASED ON BOARD HEIGHT
FOR ALL PUBLIC, SEMI PUBLIC AND
PRIVATE POOLS
-TYPICAL POSITION OF TIP
OF BOARD RELATIVE TO PT.
WATER LINE
PT. C PT. D
Table 421.1 1(1)
MINIMUM WATER DEPTHS AND
DISTANCES BASED ON BOARD
HEIGHT FOR ALL PUBLIC POOLS
Board height
Minimum depth at
D j directly under
end of board
Distance
between
D, andD2
Minimum
depth at
D^
2'2" (% meter)
2'6" CA meter)
1 meter
3 meter
7'0"
7"6"
S'6"
1 1 1>"
S'0"
9'0"
10'0"
I0'0"
8'6"
9'0"
I0'0"
irrr
Note a. 1 foot = 3Q4:i mm.
Table 421.11(2)
MINIMUM WATER DEPTHS AND
DISTANCES BASED ON BOARD HEIGHT
FOR PRIVATE POOLS
Board height
Minimum
depth atD|
dircctlv under
end of board
Distance
between D [
andD2
Minimum
deptha at D-,
l'8" ('/= meter)
6'0"
7'0"
7'6"
2'2" (% meter)
2'6" (Va meter)
6' 10"
7'5"
7'6"
S'0"
S'0"
8'0"
3'4" fl meter!
8'6"
0'0"
9'0"
Note a. 1 foot = 304.8 mm.
780 CMR 4210 EXISTING BUILDINGS
422.1 Existing Buildings: See 780 CMR 34.
422.2 Places of assembly
422.2.1 Change of use: An existing building or
structure or part thereof shall not be altered or
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
SPECIAL USE AND OCCUPANCY
converted into a place of assembly unless it
complies with the provisions of 780 CMR 34
applicable to places of assembly.
780 CMR 423.0 GROUP RESIDENCE
423.1 Scope: Except as may otherwise be
specifically provided for in 780 CMR 423.0 , the
requirements of 780 CMR, in its entirety, and as
applicable, shall apply.
423. 1. 1 Department of Mental Retardation (DMR)
Group Homes: 780 CMR 423. 0 shall not apply to
premises operated or licensed by the Department
of Mental Retardation (DMR) pursuant to
115 CMR 7.00 and 8.00, upon the completion of
a DMR safety assessment for each individual and
an approved safety plan for each location where
services and supports are provided Such
premises shall be treated as conventional R-4, R-
3, R-2 and R-l use as applicable.
423.2 Definition: A group residence is a premise
licensed by or operated by an agency of the
Commonwealth of Massachusetts or subdivision
thereof as a special residence for those who are
capable of self-preservation in the following
categories:
1. not more than 12 unrelated persons between
the ages of seven and 15 years of age inclusive; or
2. not more than 25 unrelated persons, 16 years
of age or over; or
3. a combination of 780 CMR 423. 2 category 1
and 2 above consisting of not more than 18
unrelated persons over seven years of age
calculated at the rate of two such persons, or
portion thereof from Category 2 being equal to
one such person in Category 1 all in accordance
with Table 423.2.
Note: In determining the classification for
proposed use, group residence shall not be
construed as being similar in any way to a multi-
family dwelling, two-family dwelling, boarding
house, lodging house, dormitory, hotel, school or
institution of any kind. For building code
purposes, it shall be treated as a single-family
residential building.
Table 423.2
Group Residence - Maximum Capacity,
Combination of Categories
Category
Number
Number of Residents per Category
Category 1
12
11
10
9
8
-
6
5
4
3
2
1
0
Category 2
0
:
4
6
5
in
12
13
14
15
16
17
25
Maximum total
residents
12
IS
14
1?
16
17
18
IS
18
18
18
18
25
423.2.1 Special definitions: For the purpose of
780 CMR 423. 0, the following terms shall be defined
exclusively for use with group residences:
Self preservation: Having the capability, both
mentally and physically, to take action to preserve
one's own life. Specifically, to egress the building
within 2': minutes. (Reference inspection
procedures in 780 CMR 423.8 and 423.9.)
Egress: A continuous unobstructed path of travel
from any space in a building to the open air
outside at grade.
Principal means of egress: The primary choice of
two routes normally used by occupants to enter or
leave a building.
Escape route: To reduce the possibility of
entrapment in the event that the principal means
of egress is blocked by fire or smoke, an escape
route shall be available which performs in
accordance with 780 CMR 423.6 and 423.9. In
an existing building where a second means of
egress is physically impractical from above grade
floors, any proven, usable path to the open air
outside at grade shall be deemed acceptable,
including but not limited to connecting doors,
porches, windows within six feet of grade, ramps,
fire escapes, balcony evacuation systems, etc.
Authorized inspectors: The state or local building
official having jurisdiction and a representative of
the licensing or operating agency having
jurisdiction.
Room: See definition of "Habitable space" and
"Occupiable room" in 780 CMR 201.0.
423.3 Existing buildings: The requirements of
780 CMR 423.0, sltall also apply to existing
aw'elling units which are to be converted to a
group residence and alternative requirements set
forth m 780 CMR 34 that conflict with the
requirements of 780 CMR 423. 0 shall not apply.
423.3.1 Height limitations: Existing buildings,
of Type 5B construction, greater than 2' '_-
stories, or 35 feet in height may be allowed to
be used (as an exception to Table 503) as a
group residence.
423.4 Plans and specifications: Plans shall be filed
with the building official having jurisdiction in
accordance with 780 CMR 110. 0 for any building to
be constructed as, or altered for use as, a group
residence under 780 CMR 423. 0. The floor plans
shall show all rooms, spaces, closets, doors,
corridors, windows, stairs and stairways, hazardous
vertical openings and the location of all required
fire warning equipment and proposed fire
suppression equipment.
423.5 Hazardous contents: Any contents which
represent a fire hazard greater than that which
could be expected of ordinary household
fitmishings, shall not be allowed. Storage shall not
be allowed above the second floor.
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423. 5. 1 Interior finish: Only Class I and Class II
interior finish materials shall be allowed in the
principal means of egress. In refinishing any
other area, material having a Class III flame
spread rating shall be allowed provided it does
not decrease the existing rating. The smoke
contribution rating of any material shall not
exceed 450 (see 780 CMR 704.0).
423.5.2 Exception: In existing buildings, the
required flame spread or smoke development
classification of interior surfaces may be obtained
by applying approved fire retardant paints or
solutions to existing interior surfaces having a
higher flame spread rating than permitted
423.6 Egress: In existing buildings there shall be
one means of egress and one escape route serving
each floor, remote as possible from each other and
leading to grade. The stairway between the first and
second floors, if unenclosed may remain unenclosed
to preserve functional and aesthetic requirements.
In new construction, two means of egress are
required in accordance with the One- and
Two-Family Dwelling Code, and stairways above
the grade floor shall be enclosed with one hour
fireresistive construction.
Exception:
1. Where the Group Residence is protected with
a fire suppression system according to NFiPA
1 3D or better as listed in Appendix A only one
means of egress shall be required from floors
above the grade floor in existing buildings and
new construction.
2. Where the Group Residence is protected with
a fire suppression system according to NFiPA
J3D or better as listed in Appendix A the
enclosure of stairways is not required
423. 7 Fire protection systems
423. 7.1 Hazardous vertical openings: Openings
to such spaces as laundry chutes, dumbwaiters,
heating plenums or combustible concealed spaces
shall be permanently blocked with one hour
construction, as regulated by the provisions of
780 CMR 7.
423.7.2 Automatic fire warning systems: An
approved automatic fire warning system shall be
provided in accordance with 780 CMR 9.
423. 8 Inspections: There shall be three mandatory
types of inspections as described below. The results
of such inspections shall be on file in the office of the
building official with copies sent to the licensing or
operating agency on a prepared checklist and signed
by the authorized inspectors.
423.8.1 Temporary certificate: The building
official shall perform plan review and
post-construction inspection to ensure that the
building conforms to 780 CMR He shall issue a
temporary certificate of occupancy effective for
90 days only.
423.8.2 Final certificate: Before issuance of the
final certificate of occupancy, the authorized
inspectors shall mutually conduct a test (see
780 CMR 423.9.1) to ensure that the occupants
are capable of self-preservation. Upon complete
satisfaction of all requirements, the building
official shall then issue a permanent certificate of
occupancy. This test shall be conducted once a
year in accordance with 780 CMR 106.5 for
purposes of recertifying both the building and the
occupants.
423. 9 Inspection procedure: The building and the
occupants' capability of self-preservation constitute
a system of life safety which are unique for each
building and for each occupant in a group
residence. Therefore, a simple direct test is
specified herein to determine the capability of the
occupant and/or the suitability of the building as a
life safety system.
423.9.1 Direct test/fire drill: Afire drill shall be
conducted as the direct test required by 780 CMR
423.9. The building official may require that he
be present for the fire drill, or may accept an
affidavit signed by the residence manager citing
the names of the authorized inspectors present,
the names of the occupants who participated, the
name(s) of any occupants who failed to egress the
building within 2V2 minutes, the date, time and
place where said fire drill was held During the
conduct of the drill, all staff personnel of the
group residence shall isolate themselves from the
occupants. The authorized inspector(s), when
present, shall then cause to be blocked any one
point in an egress route where the choice of an
alternate route is possible, to simulate a
hazardous condition, and the internal alarm
system shall be activated for 2V2 minutes.
423.9.2 Evaluation: Any occupant who fails to
escape from the building and achieve egress
outside the building at ground level within the 2'h
minute period shall not be permitted to remain
living in the residence.
Note: The occupant or the building may be at
fault: therefore, the system has failed to
perform adequately to provide life safety and
is, consequently, unacceptable for that
occupant.
423.9.3 Other tests: Other tests are not necessary
and shall not be required by the building official.
It shall be the responsibility of the residence
manager of the group residence to provide
immediate suitable accommodations elsewhere
for any occupant deemed unacceptable by the
building official. Each occupant must be certified
at regular intervals but not less than every
quarter at the group residence by the licensing or
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
SPECIAL USE AND OCCUPANCY
operating agency. The building official may
require an inspection at his discretion when he
feels that either the building or the occupant may
not conform.
423.10 Certificate of occupancy: Any certificate of
occupancy issued for a building intended to be used
as a group residence, as defined in 780 CMR 423.2,
shall become invalid if the premises have not been
licensed or authorized by an agency of the
Commonwealth of Massachusetts within 90 days of
the date of issuance of the certificate of occupancy.
780 CMR 424. ODAY CARE CENTERS
424.1 General: Day care centers in new or existing
buildings shall be subject to the applicable
provisions of 780 CMR and the special requirements
of 780 CMR 424.0.
424.2 Definitions:
Day Care Center: Special occupancies in which
clients receive care, maintenance, and
supervision by other than relatives or legal
guardians for less than 24 hours per day. Such
day care centers include both child day care
centers and adult day care centers licensed by the
office for children or other state agencies or
otherwise functioning as a day care center.
Child Day Care Centers: Falling under the
requirements of 780 CMR 424 and being a
sub-set of day care centers, shall be those child
day care centers so defined in 780 CMR 202.
Smoke Stop Portion: For purposes of 780 CMR
424.0, a smoke stop portion shall satisfy the
requirements of 780 CMR 711. Ofor afire portion.
424.3 Use Group Classifications:
424.3.1 Less than two years and nine months in
age: Buildings and portions thereof licensed by
the Office for Children as child day care centers
for children two years and nine months in age or
younger shall be classified as 1-2 use group.
424.3.2 More than two years and nine months in
age: Buildings or portions thereof licensed by the
Office for Children as child day care centers for
children more than two years and nine months in
age shall be classified as E-use group.
424.3.3 Adult Day Care Centers: Buildings or
portions thereof licensed by agencies of the state
or otherwise operating as day care centers and
otherwise not classified 1-2 use or E-use shall be
classified as B-use.
Exception: In adult day care centers in which
clients and staff cannot evacuate the building
with or without assistance in three minutes,
such adult day care centers shall be classified
in the 1-2 category and subject to 1-2 use
provisions of 780 CMR 424.0.
424.4 General Provisions:
424.4.1 Means of Egress: Day Care Centers in
new and existing buildings or portions thereof
shall conform to the means of egress requirements
as set forth in 780 CMR 10 and 780 CMR 34 as
applicable and otherwise noted below in
780 CMR 424.0.
424.4.1.1 Exit Signs and Means of Egress
Lighting: Exit signs and means of egress
lighting shall conform to the requirements of
780 CMR 1023. 0 and 1024. 0 as applicable.
424.4.1.2 Roof Egress: Where the roof of-a
building is used as part of the day care center,
required means of egress from the roof shall
consist of two enclosed stairways: complying
as exits and providing two separate protected
ways of travel to exit discharges: or the
required means of egress from the roof shall
consist of one enclosed stairway complying as
an exit providing a protected way of travel to
an exit discharge and a protected stairway
from the roof leading to a corridor on the
floor directly below the roof and such corridor
shall lead to two remote and independent exits.
Stairways shall comply with the requirements
of 780 CMR 10 except as noted on 780 CMR
424.4.2.
424.4.1.2.1 Additional Roof Space
Requirements: Where a roof is used by a
day care center, there shall be a solid
smooth non-climbable fence or barrier a
minimum of seven feet high on all sides and
separating the day care center area from
any other uses. Fences shall be set back at
least three feet from the outside edge of the
exterior wall below. A waterproof telephone
or equivalent means of communication shall
be located on the roof for use in
emergencies and shall be openable without
keys, coins, or special knowledge.
424.4.1.3 Doors: All required means of egress
doors shall be at least 36 inches in width. All
other doors shall be at least 32 inches in width.
Exception: Where the occupant load as
calculated in accordance with 780 CMR
1008, requires door widths in excess of 36
inches; door widths shall conform to the
requirements of 780 CMR 1017.3.
424.4.1.4 Handrails: Handrails shall conform
to the requirements of 780 CMR 1022.0 and
when the day care center clients include
children, in addition to an upper handrail, a
lower handrail shall be installed between 20 "
and 24" above the nosing of the stair tread.
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424.4.1.5 Guards: Guards shall conform to
the requirements of 780 CMR 1021. 0.
424.4.1.6 Stairways: Stairways, whether
required means of egress interior or
exterior stairways or supplemental
stairways, shall comply with the
requirements of 780 CMR 1014.0 and
780 CMR 34. 0 as applicable.
Exception: Existing stairways shall not
be required to satisfy the requirements of
780 CMR 1014.6 unless so required by
the Building Official in accordance with
780 CMR 3400.4 or 3400.5.
424.4.2 Mixed Use- New and Existing Buildings:
424.4.2.1 Mixed Use- New Construction: In
new construction mixed use buildings, day care
centers shall conform to the separation
requirements of 780 CMR 313. 0.
424.4.2.2 Mixed Use- Existing Buildings: In
mixed use existing buildings the day care
center walls shall conform to the separation
requirements of 780 CMR 313.0 except that the
floor - ceiling assemblies of the day care center
for the 780 CMR 313.1.2 separation option
shall, as a minimum, conform as follows:
(a) For day care centers located above any
usable space - the floor of the day care
center shall have a minimum of a one hour
fireresistance rating in buildings of Type
2C, 3B and 5 construction: and a minimum
of a two hour fireresistance rating in
buildings of type 1, 2A, 2B, 3A and 4
construction.
(b) For day care centers located below
usable space, the ceiling of the day care
center shall have at least a one hour
fireresistance rating or the floor above shall
be equipped with smoke detectors
interconnected to the day care center fire
warning system such that smoke detector
activation on the floor above will initiate
alarm in the day care center.
424.4.2.3 Mixed Day Care Use: When a day
care center contains children or adults of
mixed ages such that it would be classified in
both 1-2 and B or E and B use groups, the
provisions for the most restrictive use shall
apply unless the building or portion thereof
satisfies the requirements set forth in 780 CMR
313.0.
424.4.3 Elevator Doors: In buildings with
elevators, the day care center:
(1) shall not be exposed directly to the
elevator doors opening from the elevator shaft,
(2) at least one of the required means of
egress shall not be exposed to the elevator
openings.
Elevator door openings may be separated by two
hour fireresistance rated construction creating
elevator lobbies and where such lobbies exist, of
780 CMR 424.4.3(1) and (2) are deemed satisfied.
424. 4. 4 Fire Protective Signaling Systems: Fire
protective signaling systems shall be installed m
all day care centers and shall conform to the
requirements of 780 CMR 91 7. 0.
Exception: Residential occupancies identified
in 780 CMR 424.4.5. Exception 1.
424.4.5 Automatic Fire Detection Systems: An
automatic fire detection system shall be designed
and installed in accordance with the requirements
of 780 CMR 918.0; 780 CMR 424.4.2.2(b);
780 CMR 424.4.5 and 780 CMR 424.5 as
applicable.
Exception 1: Residential occupancies that
incorporate day care center 1-2 or E- or B-Use
and otherwise comply with all applicable
requirements of 780 CMR 424. have a day care
occupancy not exceeding 24 clients and
otherwise do not have, nor are required to
have, fire protection systems complying with
780 CMR 917 and 780 CMR 918 shall be
permitted to utilize single and multiple station
smoke detectors in accordance with 780 CMR
919. In such instances the requirements of
780 CMR 923.2 shall not apply.
Exception 2: Single story buildings or portions
thereof with day care occupancies not
exceeding 24 clients and which otherwise
comply with all applicable requirements of
780 CMR 424, specifically and 780 C.MR
generally, shall be required to utilize fire
protection systems complying with 780 CMR
917 and 780 CMR 918, but the requirements of
780 CMR 923.2 shall not apply unless the
building fire protection systems are otherwise
required to conform to the requirements of
780 CMR 923.
(Note that if the basement or cellar of such
a building is used as a portion of the day
care center, this exception to 780 CMR
424.4.4 shall not apply).
424.4.5.1 Location of Detectors: Smoke
detectors shall be installed to ensure total
coverage of the day care center and also
located in front of the doors to the stairways
and in the corridor providing required means
of egress on all floors of the day care center,
and comply with the smoke detector
manufacturers listed requirements.
424.4.5.1.1 Zoning: Specific smoke
detector zoning shall be in accordance with
780 CMR 917.7.3 with smoke detectors
spacing no greater than 30 ' unless
otherwise allowed via manufacturer's
listing requirements.
424.4.5.2 Compatibility: Fire protection
signaling systems and/or automatic fire
detection systems that are interfaced shall
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
SPECIAL USE AND OCCUPANCY
be listed for such mechanical and electrical
interfacing.
424.4. 6 Story Height Limitations: The allowed
basement and story locations of day care centers
in new and existing buildings shall be limited by
the provisions of 780 CMR 424.5, as applicable to
the use group classification of the day care
center, and Table 780 CMR 424.4.6.
Table 424.4.6
PERMITTED LOCATIONS AND REQUIRED
SPRINKLER PROTECTION FOR
DA Y CARE CENTERS
1-2 Child Care Occupancy Children Under Two Years Nine
Months of Age
Floor Level of
Child Day Care
Center
Building Construction Type
1A
IB
2A
2B
2C
3A
3B
4
5A
5B
Basement Cellar
F
P
P
P
P
P
P
P
1
P
1st Story
P
p
P
P
P
P
P
P
P
P
2nd Slon
PS
PS
ps-
S
NP
S
NP
S
SP
NP
3rd Slorv
PS
PS
ps
S
\P
S
NP
S
NP
NP
4th Story and
Higher
NT
NP
NP
NP
NP
NP
NP
XP
NP
NP
E Child Care Occupan
Months of Age
cy
Children
OverTM
o Years
Nine
Floor Level of
Child Day Care
Center
Building Construction Type
1A
IB
2A
2B
2C
3A
SB
4
5A
5B
Basement Cellar
P
P
F
P
P
F
P
F
F
P
1st Story
P
P
F
F
P
F
P
P
F
P
2nd Story
P
P
F
P
P
F
P
F
P
P
3rd Story
PS
PS
PS
S
NP
S
XP
s
XP
XP
4th Slon
PS
PS
PS
S
NP
S
XP
S
x:
XP
5th to 7th Story
PS
PS
IS
\P
NP
NP
NP
XP
NP
XP
8th Story and
Higher
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
B - Day Care Occupancy Adult (Elder) Day Care
B-Use day care
Facilities are not
limited in where
they may be
located in a
building
Exception (1):
Adullt day care centers falling under
the ■Exception " to 780 CMR 424.3.3
Exception (2):
Adult day care centers of mixed-care
use as described in 780 CMP. 424.4.2.3
Key to Table
P = Permitted
NP = Not Permitted
S = Sprinklers Required / See 780 CMR 424.5 for
Special Provisions
PS = Partial Sprinklers Required / See 780 CMR
424.5 for Special Provisions
424.4.7 Heating System: Any portable or
permanent heater in spaces occupied by clients
shall be separated from the occupied space by
partitions, guards, screens, or other means.
Space and unit heaters using combustible fuels
shall be prohibited (Also see 424.4.8)
424. 4. 8 Boiler Rooms: Boilers, furnaces or other
fire units shall be enclosed as required in the
BOCA National Mechanical Code listed in
Appendix A. Boiler room doors shall not open
into occupied areas.
424.4.9 High Hazard Restrictions: A day care
center shall not occupy the same building with, or
be located within 200 feet of a high hazard
occupancy.
424.4.10 Accessibility for Persons with
Disabilities: Accessibility requirements shall be
in accordance with 521 CMR as listed in
Appendix A.
424.5 Special Provisions:
424.4.5.1 Application: Special provisions for 1-2,
E and B use day care centers and relating to
allowed location, special egress and special
alarm requirements are found in 780 CMR 424.5
424.5.21-2 Use Allowed Basement/Cellar/Story
Locations: In new and existing buildings, day
care centers which are classified in the 1-2 use
group shall comply with one of the following
compliance options listed below. All required
means of egress for day care centers classified in
use group 1-2 shall lead directly to grade.
1. The location of the day care center shall
be limited to the first floor, cellar and/or
basement; or
2. In buildings of Type 2B, 3 A or 4
construction which are fully sprinklered and
comply with the special provisions of
780 CMR 424.5.4.4, the day care center shall
be located no higher than the third floor: or
3. In buildings of Types 1A, IB or 2A
construction and are either fully sprinklered,
or in which the day care center and all floors
below are sprinklered. the day care center
shall be located no higher than the third
floor.
Notes:
(1) Also see 780 CMR Table 424.4.6.
(2) See special egress requirements of
780 CMR 424.5.4.
424.5.3 E-Use Allowed Basement/Cellar/Story
Locations: In new and existing buildings, day
care centers which are classified in the E use
group shall comply with one of the following
compliance options listed below. All required
means of egress for day care centers classified in
use group E shall lead directly to grade
1. The location of the day care center shall
be limited to the second floor; first floor or
cellar and/or basement, or;
2. In buildings of Type 2B, 3A or 4
construction which are fully sprinklered and
comply with the special provisions of Section
780 CMR 424.5.4.4, the day care center shall
be located no higher than the fourth floor;
or;
3. In buildings of Types 1A, IB or 2A
construction which comply with the special
provisions of 780 CMR 424.5.4.4 and are
either fully sprinklered, or in which the day
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THE MASSACHUSETTS STATE BUILDING CODE
care center and all floors below are
sprinklered, the day care center shall be
located no higher than the seventh floor.
Notes:
(1) Also see 780 CMR Table 424. 4. 6.
(2) See special egress requirements of
780 CMR 424.5.4.
424.5.4 B-Use Allowed Basement/Cellar/Story
Locations: In day care centers classified in the
B-Use category and where staff and clients in an
emergency can exit the building in no more than
three minutes, with or without assistance, there
is no restriction on locating of the day care
center within any basement/cellar or story.
Exception: In adult day care centers
classified as day care 1-2 use see 780 CMR
424.3.3.
424. 5.41-2 and E Use Egress Requirements For
Basement and Cellar Use:
424.5.4.1 Basement or Cellar Use: A
basement or cellar, as defined in 780 CMR 2,
of a building of Type 3B or SB construction
may be used for a day care center in
accordance with the following requirements:
1. There shall be two separate and
independent means of egress, remote from
each other and leading directly to grade,
or;
2. there shall be two separate and
independent means of egress, remote from
each other and leading to two one hour
fire-rated enclosed stairways not more than
four feet in height vertically which lead
directly to grade and are separated from
any other use as an egress by one hour
fire-rated partitions and self-closing doors,
or;
3. A combination ofl and 2.
424.5.4.2 Fire Protective Systems: Fire
protection systems shall comply with the
requirements of 780 CMR 424.4.4 and
424.4.5; additionally in basement or cellar
use, regardless of building construction type,
smoke detectors shall be located in the first
story above the basement or cellar location
and in any story below grade that may exist
below the basement or cellar day care
location. Such smoke detectors shall be
connected to the day care automatic fire
detection system.
424.5.4.3 Common Corridor Exit Access in
Buildings of Types 1, 2A and 2B
Construction: In buildings equipped with a
fire suppression system in conformance with
780 CMR 9, a common exit access corridor
shall be acceptable for providing access to two
means of egress required in 780 CMR
424.4.1, such common corridors used for
exitway access may be subdivided, to provide
separate and independent exitway access by
using smoke stop portions complying, as
applicable, with the provisions of 780 CMR
711. 0 for fire partitions. Access through
interconnected rooms to either side of the
smoke stop partition, as provided in 780 CMR
424.4, shall be allowed as a method of
complying with 780 CMR 424.5.4.3. If the
doors in the smoke stop partitions are
normally open, such doors shall be equipped
with an automatic hold open device, actuated
by either the building fire protective signaling
system and/or the building automatic fire
detection system to close automatically.
424.5.4.4 1-2 and E use Day Care Centers
Located in Upper Stories of a Building: In
new and existing buildings containing 1-2 day
care occupancies where the day care center is
located above the first floor, and in new and
existing buildings containing E use day care
occupancies and where the day care center is
located above the third floor, the day care
center shall meet also the requirements of
780 CMR 424. 5. 4. 5 thru 780 CMR 424. 5. 4. 7.
424.5.4.5 Telephone communication: The
day care center shall have telephones located
in every occupied room of the day care center
and directly connected to the building fire
command center or to a constantly attended
station within the building, if such exists, or
otherwise such telephones shall utilize
standard phone service with such phones
having the capability of retaining, and upon
manual selection, automatically dialing the
emergency number of the fire department
having jurisdiction.
424.5.4.6 Alarm requirements: In addition to
the requirements of 780 CMR 424.4.4 and
424.4.5, on the floor of the day care center
and/or the floor below, the operation of any
water flow device, manual pull station, smoke
or heat detector will initiate a special
announcement for the day care center to
evacuate or proceed to a specific area. The
language of the announcement shall be
acceptable to the building official and head of
the fire department Smoke detectors shall be
installed on the ceiling of the floor below the
day care center. Manual pull stations shall be
required on the floor located below the care
center.
424.5.4.7 Areas of refuge: In new and
existing buildings containing E use care oc-
cupancies where the day care center is located
on the fourth through seventh floors, the day
care center shall have direct access to a sepa-
rate area which shall have a minimum of two
hour fireresistance rated construction separa-
ting it from the rest of the building. The area
shall adjoin an enclosed stairway with afire
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
SPECIAL USE AND OCCUPANCY
resistance rating of at least two hours. The
area shall be sized at nine square feet per
person to accommodate the licensed client
capacity and staff of the day care center. This
provision shall apply to all centers located on
the sixth or seventh floors of a building and to
those centers on the fourth or fifth floors
whose licensed capacity exceeds 50 clients.
(Also see Table 424.4.6.)
780 CMR 425.0 SUMMER CAMPS FOR
CHILDREN
425.1 Definition: Summer camps for children
include premises, operated solely between April
and October of each year for recreational or other
purposes, and having residential facilities. The use
of such accommodations for purposes of
inspection, certification and inspection fees shall
be considered as being similar to a dormitory in
Use Group R-2 and subject to the following
provisions of 780 CMR 425.0
425.2 New and existing occupancies: 780 CMR
425.0 shall apply to existing and new summer
camps for children as defined in 780 CMR 425.1.
425.3 Means of egress: All one-story, one-room
buildings having 1,000 square feet or less and
having 25 occupants or less shall require only one
means of egress provided that:
1. the length of travel does not exceed 50 feet
from any point in the building to the outside at
grade; and,
2. the minimum width for aisles and corridors
shall be three feet
425.3.1 Emergency escape: Every sleeping room
shall have at least one exterior door or openable
window to permit emergency exit or rescue; the
windows shall conform to the following
restrictions:
1. must be openable from the inside without
the use of separate tools;
2. the sill height shall not be more than 36
inches above the finish floor and with a
maximum six foot drop from the window sill
to grade below the window; and
3. provide a minimum net clear opening area
5. 7 square feet The minimum net clear
opening height dimension shall be 24 inches,
The minimum net clear opening width
dimension shall be 20 inches.
425.4 Fire protection: Smoke detectors shall be
required for existing and new residential units in
accordance with 780 CMR 918.0 (919.0) of
780 CMR .
Exception: Tents and other temporary shelters
which are designed to sleep less than eight
persons and which have an open side consisting
of greater than 1/6 of the perimeter of the shelter
or which have built-in provisions for emergency
escape.
425.5 Mechanical: If camps are heated, then the
building must conform to all applicable code
sections and specialized codes, notwithstanding any
of the provisions in 780 CMR 425.0.
425. 6 Enforcement and inspections: Enforcement
shall be by the local building official who shall
inspect and certify the summer camps yearly, prior
to season opening. Fees charged shall be in
accordance with 780 CMR
780 CMR 426. 0 BULK MERCHANDISING
RETAIL BUILDINGS
426.1 General: Bulk Merchandising Retail
Buildings have different fire and life safety risks
than traditional retail buildings. This difference
requires special attention to fire protection and life
safety. The purpose of 780 CMR 426.0 is to
provide standards to adequately deal with these
differences, and to reduce the risk of life loss,
injury, and excessive property damage from fire.
426.2 Scope: The provisions of 780 CMR 426.0
shall apply to buildings or structures defined
herein as Bulk Merchandising Retail Buildings or
portions thereof containing high piled combustible
storage as defined in 780 CMR 426.2.1. Unless
otherwise noted in 780 CMR 426.0, the
requirements for Bulk Merchandising Retail
Buildings shall be in accordance with the
requirements set forth for Use Group M,
Mercantile as defined in 780 CMR 309.0 or
780 CMR 41 7. 0 (if applicable).
426.2.1 Definitions: Terms used in 780 CMR
426. 0 shall have the following meanings:
Aerosol: A product that is dispensed from a metal
can, up to a maximum size of 33.8 fl oz (1000
ml) or a glass or plastic bottle, up to a maximum
size of four fl oz (118 ml) that is designed and
intended to dispense an aerosol by a propellant
Aerosols shall be classified by means of the
calculation of their chemical heats of
combustion and shall be designated Level 1,
Level 2, or Level 3 in accordance with Table
426.2.
Table 426.2
AEROSOL CLASSIFICATION
Chemical Heat of Combustion
0-8,600 BTU/lb (0-20 kJ/g)
8,600-13,000 BTU/lb (20-30 kJ/g)
13.000 or preater BTU/lb (30 or greater fcftfr)
Aerosol
Level
Group A Plastics: Products that utilize plastic, or
non plastic products that utilize significant
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plastic packaging materials, that have a high
BTU content; ABS (acrylonitrile-butadiene-
styrene copolymer), Acetal (poly formaldehyde),
Acrylic (polymethyl methacrylate), Butyl rubber,
EPDM (ethylene-propylene rubber), FRP
(fiberglass reinforced polyester), Natural rubber
(expanded), Nitrile rubber (acrylonitrile-
butadiene rubber), PET or PETE (polyethylene
terephthalate), Polybutadiene, Polycarbonate,
Polyester elastomer, Polyethylene,
Polypropylene, Polystyrene (expanded and
unexpanded), Polyurethane (expanded and
unexpanded), PVC (polyvinyl chloride greater
than 15% plasticized, e.g., coated fabric
unsupported film), SAN (styrene acrylonitrile),
SBR (styrene-butadiene rubber).
Bulk Merchandising Retail Buildings: A building
where sales areas contain high piled combustible
commodities, or high piled, high hazard
commodities as defined by 780 CMR 4 and
780 CMR 3.
Combustible Liquids: Any liquids having a
flashpoint at or above 100 °F (38 °C) shall be
known as Class II or III liquids. Combustible
liquids shall be divided into the following
classification:
Class II - Liquids with a flash point at or above
100 °F (37.8 "Q and below 140 °F (60 °C).
Class III-A - Liquids with a flash point at or
above 140 "F (60 °Q and below 200 °F (93.3 °C).
Class II1-B - Liquids with a flash point at or
above 200 "F (93.3 "Q.
Control Area: Is a building or portion of a building
within which the exempted amounts of
hazardous materials are allowed to be stored,
dispensed, used, or handled
Corrosive: A chemical that causes visible
destruction of, or irreversible alterations in
tissue by chemical action at the site of contact
A chemical is considered to be a corrosive if,
when tested on the intact skin of albino rabbits
by the method described in Appendix A ofCFR
49, Part 1 73, it destroys or changes irreversibly
the structure of the tissue at the site of contact
following an exposure period of four hours.
This term does not refer to action on inanimate
surfaces. [Source: Uniform Fire Code]
Flammable Liquids: Any liquids having a flash
point below 100 °F (38 °C), and having a vapor
pressure not exceeding 40 psia (276 kPa) at
100 "F (38 °C). Flammable liquids shall be
known as Class I liquids and shall be divided
into the following classification:
I-A Liquid - A liquid with a flash point below
73 °F (22.8 °Q and a boiling point below 100 °F
(37.8 °C).
I-B Liquid - A liquid with a flash point below
73 °F (22. 8 °C) and a boiling point at or above
100 "F (37.8 "Q.
I-C Liquid - A liquid with a flash point at or
above 73 °F (22. 8"Qand below 1 00 "F (3 7. 8 °C).
High Piled Combustible Commodity: Storage of
combustible materials in piles greater than 12
feet (3.658 m) in height or combustible materials
on pallets, in racks or on shelves where the top
of storage is greater than 12 feet (3.658 m) in
height
High Piled, High Hazard Commodity: Storage of
combustible materials such as rubber tires,
Group A plastics, flammable liquids, idle pallets
and commodities with similar heat release
characteristics where the top of storage is
greater than six feet (1.829 m) in height
Highly Toxic: Material which produces a lethal
dose or lethal concentration which falls within
any of the following categories.
1. A chemical or substance that has a median
lethal dose (LD50) of 50 milligrams or less per
kilograms of body weight when administered
orally to albino rats weighing between 200 and
300 grams each.
2. A chemical or substance that has a median
lethal dosage of more than 200 milligrams or
less per kilogram of body weight when
administered by continuous contact for 24
hours, or less if death occurs within 24 hours,
with bare skin of albino rabbits weighing
between two and three kilograms each.
3. A chemical or substance that has a median
lethal concentration (LC50) in air of 200 parts
per million by volume of gas or vapor, or two
milligrams per liter or less of mist, fume or dust,
when administered by continuous inhalation for
one hour, or less if death occurs within one
hour, to albino rats weighing between 200 and
300 grams each.
Mixtures of these materials with ordinary
materials, such as water, might not warrant
classification as highly toxic. While this system
is basically simple in application, any hazard
evaluation which is required for the precise
categorization of this type of material shall be
performed by experienced, technically competent
persons.
Oxidizer: A chemical other than a blasting agent
or explosive that initiates or promotes
combustion in other materials, thereby causing
fire either of itself or through the release of
oxygen or other gases.
Class 1: An oxidizer whose primary hazard is a
slight increase in the burning rate but which
does not cause spontaneous ignition when the
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oxidizer comes in contact -with combustible
materials.
Class 2: An oxidizer that will cause a moderate
increase in the burning rate or that is capable of
causing spontaneous ignition of combustible
materials with which the oxidizer comes in
contact
Class 3: An oxidizer that will cause a severe
increase in the burning rate of combustible
materials with which the oxidizer comes in
contact or that will undergo vigorous self-
sustained decomposition due to contamination
or exposure to heat
Class 4: An oxidizer that is capable of an
explosive reaction due to contamination or
exposure to thermal or physical shock.
Additionally, the oxidizer will enhance the
burning rate and is capable of causing
spontaneous ignition of combustibles. [Source:
BOCA]
Rack Storage: Combination of vertical, horizontal
and diagonal members that support stored
materials infixed or portable racks.
Shelf Storage: Storage on structures less than 30
in. (76.2 cm) deep with shelves usually two ft
(0.6 m) apart vertically and separated by
approximately 30 in. (76.2 cm) aisles.
Toxics: A material which produces a lethal dose or
lethal concentration within any of the following
categories:
1. A chemical or substance that has a median
lethal dose (LB 50) of more than 50 milligrams
per kilograms but not more than 500 milligrams
per kilograms of body weight when administered
orally to albino rats weighing between 200 and
300 grams each.
2. A chemical or substance that has a median
lethal dosage of more than 200 milligrams per
kilogram but not more than 1, 000 milligrams per
kilogram of body weight when administered by
continuous contact for 24 hours , or less if death
occurs within 24 hours, with bare skin of albino
rabbits weighing between 2 and 3 kilograms
each.
3. A chemical or substance that has a median
lethal concentration (LC50) in air more than
200 parts per million but not more than 2,000
parts per million by volume of gas or vapor, or
more than two milligrams per liter but not more
than 20 milligrams per liter of mist, fume or
dust, when administered by continuous
inhalation for one hour, or less if death occurs
within one hour, to albino rats weighing between
200 and 300 grams each.
Unstable (Reactive): A chemical which in the pure
state, or as produced or transported, will
vigorously polymerize, decompose, condense or
become self-reactive under conditions of shock,
pressure or temperature
Water Reactive Material: Material which explodes;
violently reacts; produces flammable, toxic or
other hazardous gases; or evolves enough heat
to cause self-ignition or ignition of nearby
combustibles upon exposure to water or
moisture.
4263 Commodity Classification: Commodities in
storage and display shall be classified in
accordance with the following NFPA Standards as
listed in Appendix A.
13: Installation of Sprinkler Systems
30: Flammable and Combustible Liquids Code
30B: Aerosol Products, Manufacture and
Storage
231: General Storage
23 1C: Rack Storage of Materials
231D: Storage of Rubber Tire
430: Storage of Liquid and Solid Oxidizers
426.4 Fire Protection Requirements: Fire
protection requirements shall be in accordance
with Table 426.4.
Table 426.4.
FIRE PROTECTION REQUIREMENTS
Commodity
Class
Size of High-
Piled Display
Area (sqft)
x 0.0929 form
Fire Protection Requirements
Fire Suppression
System
(780 CMR 426.5)
Fire
Alarm/Notification
(780 CMR 426.14)
Fire Department
Access Doors
(780 CMR 426.8)
Hose Connections
(780 CMR 426.7)
Manual Smoke
and Heat Vents
(780 CMR 426.16
0-2,500
NR
NR
NR
NR
NR
I-IV
2,501 - 12,000
Yes
NR
NR
NR
NR
over 12,000
Yes
Yes
Yes
Yes
Yes
0-500
NR
NR
NR
NR
NR
High
501 - 2.500
Yes
NR
NR
NR
NR
Hazard
2,501 - 12,000
Yes
NR
Yes
Yes
NR
over 12.000
Yes
Yes
Yes
Yes
Yes
NR = Not required.
1. For commodity classifications definitions, see 426.3.
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2. Areas that are separated by 60 ft of display area with such areas not used for high piled storage, or that are
separated with a one-hour ftreresistance-rated separation barrier, can be considered as separated high piled areas.
3. If the building is required to be sprinklered under 780 CMR, then the sprinkler system protecting the high piled
storage area and IS ft beyond shall be designed in accordance with the appropriate NFPA Standardly
426.5 Fire Suppression Systems: Fire sprinkler
design and installation shall be provided in
accordance with the applicable requirements set
forth by NFPA 13, 30, 30B, 231, 231C, 231D, 430,
as listed in Appendix A, or other nationally
recognized codes and standards, or tests conducted
in test laboratories as defined in 527 CMR 49.03,
Appendix C as listed in Appendix A
426. 6 Storage Arrangement: Storage arrangements
for fire protection purposes shall comply with
requirements set forth by NFPA 13, 30, 30B, 231,
231C, 231D, 430, as listed in Appendix A, or other
nationally recognized codes and standards, or tests
conducted in test laboratories as defined in 527
CMR 49. 03, Appendix C, as listed in Appendix A.
426. 7 Hose Connections: A Class I automatic,
wet-standpipe system shall be provided in
accordance with NFPA 14. Hose connections shall
be located around the interior perimeter of the
building within five ft of all required fire
department access doors, adjacent to the latch side
of the door. Hose connections shall be installed to
accommodate 200 ft of travel distance to any point
in the building. Where the most remote portion of
the building exceeds 200 ft of travel distance from
the required access doors, additional hose
connections shall be provided in locations
approved by the head of the fire department Hose
connections shall be readily accessible and marked
for fire department use only. When approved by
the head of the fire department, the following
exceptions shall be permitted.
Exception 1: Hose connections may be omitted
when the following fire department building
access and fire hydrant coverage is provided:
minimum 18 ft wide, unobstructed access
roadways located within 20 ft of the building on
at least three sides; minimum ten ft wide,
unobstructed access route between the access
roadway and the fire department access doors;
and, fire hydrants in locations approved by the
head of the fire department
Exception 2: In lieu of a Class I standpipe
system, a Class II automatic, wet-standpipe
system in accordance with NFPA 14 shall be
permitted when the following fire department
building access and fire hydrant coverage is
provided: minimum 18 ft wide, unobstructed
access roadways located within 50 ft of the
building on at least three sides; minimum ten ft
wide, unobstructed access route between the
access roadway and the fire department access
doors; and, fire hydrants in locations approved
by the head of the fire department The hose
connections shall be located as described above
for the Class I standpipe system. Occupant hose
shall not be required, and the hose connections
shall be marked for fire department use only.
426.8 Fire Department Access Door: Fire
department access doors shall be provided for fire
department emergency access. Access doors shall
be:
1. located adjacent to fire department access
roadways,
2. provided with an approved exterior fire
department accessible key cylinder operable lock
device,
3. provided with approved fire department
identification signs, and
4. provided such that all points of the floor
area are accessible within 200 feet of travel
distance
Fire department access doors may be used as
occupant egress doors.
426.9 Fire Department Access Roadways: Fire
department access roadways shall be provided on at
least two sides of the building with such access to
be approved by the head of the fire department
prior to any construction. Fire hydrants shall be
provided in locations approved by the head of the
fire department
426.10 Means of Egress: Means of egress shall be
in accordance with the requirements set forth in
780 CMR 10 for Use Group M, Mercantile unless
otherwise modified herein:
Exception: Exit access travel distance shall be
limited to 200 feet
If the only means of customer entrance is through
one exterior wall of the building, two thirds of the
required egress width shall be located in this wall
At least one half of the required exits shall be
located so as to be reached without passing through
checkout stands. In no case shall checkout stands
or associated railings or barriers obstruct exits,
required aisles, or approaches thereto.
426.11 Flammable/Combustible Liquids: The
display, storage, protection, and maximum
allowable quantities of flammable and combustible
liquids permitted in mercantile display areas shall
be in accordance with NFPA 30, as listed in
Appendix A.
426.12 Aerosols: The display, storage, protection,
and maximum allowable quantities of aerosols
permitted in mercantile occupancies shall be in
accordance with of NFPA 30B.
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Table 426.13.
DENSITY FACTOR FOR HAZARDOUS MATERIALS EXEMPTION CALCULATIONS.
Material
Class
Solids pounds
(cubic feet)
Liquid gallons
(pounds)
Gas cubic feet
x 0.4536 for kg
(x 28.32 for liters)
x 3.78 for liters
(x 0.4536 for kg)
x 28.32 for liters
Oxidizers
4
3
2
1
Not permitted
0.75
1.5
12
Not Permitted
(0.75)
(1.5)
(12)
Not Permitted
112.5
9
4.5
Unstable (reactive)
4
3
2
1
Not Permitted
0.375
0.3
Unlimited
Not Permitted
(0.375)
(0.3)
Unlimited
Not Permitted
3.75
1.5
2.25
Toxics
All
0.65
(0.65)
1.053
Corrosives
All
6.5
0.65
1.053
Highlv Toxic
All
0.0013
(0.0013)
0.026
Water Reactive
3
2
I
0.375
0.3
0.375
(0.0375)
(0.3)
(0.375)
Not Applicable
1. Quantities may be increased by 100% in sprinkler ed buildings
426.13 Non-flammable and non-combustible
hazardous materials: Non-flammable and non-
combustible hazardous materials such as:
Oxidizers, Unstable Materials, Toxics, Highly
Toxics, Corrosives, and Water Reactives shall meet
the following requirements:
Q = FxA
where:
Q — the maximum quantity in a single control
area for mercantile display.
F = the density factor as indicated in Table
426.13.
A = the area occupied for mercantile display.
For computation purposes, the area shall not
exceed 1,500 square feet (139.39 m ) per control
426. 14 Fire Alarm or Notification Systems: Either
a fire alarm system or emergency notification
system, as described below and approved by the
head of the fire department, shall be provided:
1. Fire Alarm System: The fire alarm system
shall include the following:
a. Afire alarm system required for life safety
shall be installed, tested, and maintained in
accordance with applicable requirements of
NFPA 70 and 72, as listed in Appendix A.
b. All systems and components shall be
approved for the purpose for which installed,
and all installation wiring or other
transmission paths shall be monitored for
integrity in accordance with NFPA 72, as
listed in Appendix A.
c. Manual fire alarm stations shall be
provided in the natural path of escape near
each required exit from an area. Each
manual fire alarm station shall be accessible,
unobstructed, visible, and of the same general
type.
d Notification signals for occupants to
evacuate shall be by audible and visible
signals in accordance with NFPA 72 and
CABO/ANSI All 7.1, as listed in Appendix A.
The general evacuation alarm signal shall
operate throughout the entire building,
e. The fire alarm system shall be arranged to
transmit the alarm automatically via any of
the following means acceptable to head of the
fire department and in accordance with
NFPA 72:
L Auxiliary Alarm System
il Central Station Connection
Hi. Proprietary System, or
iv. Remote Station Connection,
f The fire alarm control panel location shall
be located in an area acceptable to the head
of the fire department Where required, a
remote annunciator shall be located in an
area acceptable to the head of the fire
department
g. Other control systems intended to make
the protected premises safer for building
occupants including, but not limited to, duct
smoke detectors, fire/smoke dampers, smoke
management systems, fire door controls, shall
be installed and monitored for integrity in
accordance with NFPA 72, as listed in
Appendix A, and a distinctive supervisory
signal shall be provided to indicate a
condition that would impair the satisfactory
operation of the equipment
h. Supervisory attachments including, but
not limited to, control valves, fire pump
running conditions, float valves, shall be
installed and monitored for integrity in
accordance with NFPA 72 as lisctd in
Appendix A, and a distinctive supervisory
signal shall be provided to indicate a
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condition that would impair the satisfactory
operation of the equipment
L All building HVA Cfans shall be arranged
to automatically shut down on any general
alarm condition. Duct smoke detectors shall
not be required
j. Water/low initiating devices shall be
arranged to initiate an alarm condition within
one minute of being activated In addition,
provisions shall be made to control and
prevent false alarms due to water surges.
2. Emergency Notification System: During a
fire emergency, the emergency notification
system shall sound an audible alarm in a
continuously attended location for the purpose
of initiating the evacuation plan required under
780 CMR 426.15.
426.15 Evacuation Planning and Training: An
evacuation plan shall be submitted at the time of
application for a building permit as part of the
required documentation pursuant to 780 CMR 1.
The Certificate of Use and Occupancy shall not be
issued until the evacuation plan has been revietved
and approved by the head of the fire department
Any changes to the evacuation plan shall not be
effected until a revised plan has been submitted to
and approved by the head of the fire department
The evacuation plan shall detail procedures, define
roles and responsibilities of employees, and shall
include an egress plan indicating routes of travel to
all exits. The evacuation plan shall be used to
ensure the safe evacuation of all customers and
employees. All employees shall be instructed and
periodically trained with respect to their duties, as
required by 527 CMR 10.25, as listed in
Appendix A.
426.16 Smoke and Heat Venting: Adequate
methods of manual heat and smoke venting shall
be provided The method of operation, vent area,
spacing layout, construction of vents and curtain
boards or other acceptable means of addressing
methods of heat and smoke venting shall be
determined by an engineering evaluation and
analysis. The analysis shall be reviewed and
approved by the head of the fire department and
shall contain sufficient detail to evaluate the
hazard and effectiveness of the venting system.
780 CMR 427.0 LIMITED GROUP
RESIDENCE
427.1 General: A building licensed by or operated
by the Department of Mental Health or the Office
for Children, Commonwealth of Massachusetts as
a limited group residence: this is a special
residence to include residents not capable
self-preservation.
427.1.1 Scope: A limited group residence shall
have a maximum of 12 residents who are at least
four years of age. Not more than four of the
residents shall be impaired; provided, however,
that more than four such residents may be
impaired if the structure complies with 780 CMR
427.2. A limited group residence shall be
classified in the R-5 use category for code
purposes.
427.1.1.1 Department of Mental Retardation
(DMR) Group Homes: 780 CMR 427.0 shall
not apply to premises operated or licensed by
the Department of Mental Retardation (DMR)
pursuant to 115 CMR 7. 00 and 8. 00, upon the
completion of a DMR safety assessment for
each individual and an approved safety plan
for each location where services and supports
are provided Such premises shall be treated
as conventional R-4, R-3, R-2 and R-l use as
applicable.
427.1.2 Definitions: The following terms shall
have the meaning indicated for the purpose of
780 CMR 427.0:
Existing building or structure: Any completed
building or structure which has been legally
occupied and/or legally used for a period of at
least five years. Structures which fail to
qualify with this definition shall comply with
780 CMR 427.2.
Resident: A client in need of care who resides in
the limited group residence of the licensing or
operation agency. Staff are not considered as
residents under the provisions of 780 CMR
42 7. 0. The licensing agency shall classify all
residents in one of the following three
categories:
Impaired: All residents not capable of
self-preservation through physical, mental
and/or developmental disability and requiring
physical assistance to exit the building. All
residents under seven years of age shall be
classified as impaired
Partially impaired: All residents physically,
mentally and/or developmentally disabled but
capable of exiting the limited group residence
with either supervision and/or instruction
without any physical assistance.
Unimpaired: All residents capable of exiting
the building without physical assistance
and/or supervision or instruction by staff
personnel and capable of negotiating any
exitway of the limited group residence
427.1.3 Application of building code and
reference: Except as may otherwise be
specifically provided for in 780 CMR 427.0, the
Massachusetts State Building Code shall apply
in its entirety.
Exception: Chapter 34 shall not apply.
427.1.4 Mixed use occupancy: A limited group
residence shall not be housed in a building used
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for any occupancy other than a limited group
residence.
Exception: Dwelling unit(s) meeting the
requirements of 780 CMR 427.0 may be
incorporated within a building in residential
use provided unit separation walls and
floor-ceiling assemblies shall serve to
completely separate the limited group
residence and provided that one of the limited
group residence exitways is separate from the
other uses.
427.1.5 Plans and specifications: Plans shall be
filed with the building official having
jurisdiction in accordance with 780 CMR 110.0
for any building to be constructed as, or altered
for use as, a limited group residence under
780 CMR 427.0.
427.1.6 Temporary certificate of occupancy:
Upon satisfactory compliance with the code
sections pertaining to building requirements, the
building official shall issue a temporary
certificate of occupancy in accordance with
780 CMR 120.3 for a period not to exceed 90
days. This temporary certificate of occupancy
specifically prohibits residents as defined in
780 CMR 427.1.2 from inhabiting the building
overnight until the building official issues the
certificate of occupancy under 780 CMR
427.1.8.
427.1. 7 Rules and regulations of the licensing or
operating agency pertaining to and including,
but not limited to, smoking regulations, staffing
ratios, and resident classifications shall be
provided to the building official by the licensing
or operating agency prior to the issuance of a
certificate of occupancy.
427.1.8 Certificate of occupancy: Certificates of
occupancy shall only be issued when a license, if
appropriate, and an affidavit from the
Department of Mental Health or the Office for
Children, Commonwealth of Massachusetts,
have been accepted by the building official
attesting to the satisfactory compliance with the
applicable rules and regulations referenced in
780 CMR 427.1.7.
427.1.9 Certificate of inspection: Certificates of
inspection shall be issued by the building official
in accordance with 780 CMR 106.0 and Table
106.
427.1.10 Failure to comply: The building official
immediately upon being informed by written
report or otherwise that a building or structure
or anything attached thereto or connected
therewith is being occupied in violation of
780 CMR may revoke or suspend any permit,
license, certificate or other permission regulated
by 780 CMR and granted by him, and no such
building or structure shall be continued to be
operated after such revocation or suspension.
Such revocation or suspension shall not
preclude the building official from instituting
appropriate action in accordance with 780 CMR
118.0.
427.2 New structures: All new structures shall be
constructed, equipped, and maintained to the
requirements of the One- and Two-Family
Dwelling Code and 780 CMR 427.0, shall be
limited to two stories in height, and shall have
dwelling unitfs) limited to one story in height with
direct access to grade without steps or changes in
elevation other than ramps in accordance with
780 CMR 11. Corridors shall be of one hour fire
resistive construction.
427.2.1 Other requirements: New structures
shall also satisfy the general requirements
contained in 780 CMR 427.1 and 427.3.
427.3 Existing structures: Existing structures of
any construction up to three stories or 40 feet in
height may be converted and used for limited group
residence occupancies. All residents classified as
impaired as defined in 780 CMR 427.1.2 are
restricted to those stories having direct access to
grade without steps or changes in elevation other
than ramps in accordance with 780 CMR 11.
427.3.1 Third-story utilization: The third story of
buildings permitted by 780 CMR 427.3 may be
only occupied by staff. Other use of the third
story is restricted to heating, ventilation units
and ordinary storage. All doors leading to non-
resident areas shall be maintained locked
427.3.2 Vertical openings: Openings to such
spaces as laundry chutes, dumb-waiters, heating
plenums or combustible concealed spaces shall
be permanently blocked with one hour
fireresistance-rated construction, in accordance
with the provisions of 780 CMR 7, unless such
installation is in compliance with the pertinent
provisions of other sections of 780 CMR.
427.3.2.1 Firestopping and draftstopping:
Firestopping and draftstopping shall be
provided in accordance with 780 CMR 720. 0
and the One- and Two-Family Dwelling Code
or as approved by the building official
427.3.3 Exitway Details:
427.3.3.1 Corridor width: The minimum clear
width of an exitway access corridor shall be
three feet
Exception: In new structures the minimum
clear width shall be four feet
427.3.3.2 Dead ends: In no case shall dead
end corridors exceed 30 feet Existing dead
end corridors, wherever possible, shall be
altered so that exitways shall be accessible in
at least two different directions from all points
in corridors.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
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427.3.3.3 Corridor walls: Corridor walls that
separate use areas from exitway access
corridors shall be of construction that will
resist the passage of smoke.
Exception: Existing openings to
congregate living areas, other than
kitchens, shall be allowed to remain open.
427.3.3.4 Sleeping room doors: All sleeping
room doors shall be of construction that will
resist the passage of smoke. All doors shall be
equipped with approved positive latching
hardware and approved self-closing devices.
Exceptions:
1. Sleeping room doors may be equipped
with approved hold-open smoke activated
devices in accordance with 780 CMR
1017.0.
2. Hollow core doors shall not be
permitted
427.3.3.5 Means of Egress: All habitable
floors shall be provided with at least two
means of egress, located as remote as
practicable from one another. Exitways shall
be located to provide a safe path of travel to a
public way without traversing any corridor or
space exposed to an unprotected open
stairway.
Exceptions:
L Open stairs may be used as one of the
required means of egress when permitted
by 780 CMR 427.3.3.6, Exception 3.
However, in no case may both required
means of egress traverse the unprotected
open space.
2. Access to one of the required exitways
on sleeping room floors may be through
adjoining rooms.
427.3.3.6 Interior exitway stairs: Every story
shall be provide with at least one enclosed
interior stairway which discharge directly to
grade or through a grade passageway to a
public way. The enclosed interior stairway(s)
shall be of construction having a minimum
fireresistance rating of one hour, properly
firestopped Spaces below the stairway(s)
shall be enclosed to maintain the integrity of
the one hour fireresistive construction of the
stairway enclosure. Stairway(s) openings
shall be protected by at least Class "B" label
one hour fire door assemblies.
New stair construction shall comply with
780 CMR 1014.0. Existing stairs shall
comply with the One- and Two-Family
Dwelling Code or as approved by the building
official
Exceptions:
1. Secondary stairs not considered an
exitway component may have door
openings protected by a minimum 1 % inch
solid bonded wood core doors or
equivalent; however, such doors shall be
equipped with approved automatic positive
latching hardware and approved
self-closing devices.
2. Basement/cellar: Stairway(s) shall be
separated from the first floor by a 20
minute fire rated, self-closing door or
equivalent
3. One stairway may be allowed to remain
unenclosed to preserve functional and
aesthetic requirements.
427.3.3. 7 Door widths: No single egress door
in a doorway shall be less than 28 inches
wide.
Exceptions:
1. Exitway door leaves shall not be less
than 34 inches wide.
2. Door leaves to resident bedrooms
occupied by residents who are classified as
"Impaired" shall not be less than 34
inches wide.
427.3.3.8 Basement/ceUar: Basements/cellars
shall be provided with at least two acceptable
exitways, one of which shall discharge
directly to the outside of the building.
Exception: Basement/Cellar areas with
only one existing entrance from the outside
only, and used solely as a mechanical
space shall be permitted to maintain only
one doorway which shall be maintained
locked as an entrance/exitway.
427.3.3.9 Emergency escape: All sleeping
rooms shall have at least one openable
window or exterior door to permit smoke
control, emergency escape, or rescue A
required door or window must be openable
from the inside without the use of separate
took, and shall comply with 780 CMR 1010.4.
427.3.3.10 Means of egress lighting: Means
of egress lighting systems shall be provided in
accordance with 780 CMR 1024.0.
427.3.3.11 Locks: Locks installed in resident
sleeping room doors shall be so arranged that
they can be locked from the corridor side. All
such locks shall be arranged to permit exit
from the room by a simple operation without
the use of a key. Double cylinder dead bolts
requiring key operation on both sides are
prohibited throughout this occupancy.
427.3.4 Interior finish: The flame spread of
interior finish shall be limited to Class 11 in
exitways or exit access corridors. Rooms shall
be permitted to have interior finish of a Class III
flame spread Floor coverings shall conform to
the requirements of 780 CMR 805.0 except that
carpet type floor coverings shall possess a
critical radiant flux of 0.22 w/cm2 or greater.
427.3.5 Fire suppression systems: Automatic fire
suppression systems shall be provided and
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780 CMR: STATE BOARD OF BUTLDING REGULATIONS AND STANDARDS
SPECIAL USE AND OCCUPANCY
installed in accordance with NFiPA Standard
No. 13D.
Additions:
1. Exceptions listed in NFiPA Standard No.
13D applicable to dwellings shall not apply.
2. A water flow detector, connected to the
fire alarm system, shall be provided
3. NFiPA Standard No. 13D, Sections 4
through 6; Exception 1 shall not apply.
4. The control valve(s) shall be secured in
the open position.
427.3.6 Fire alarm system: A manual fire alarm
system shall be provided and installed in
accordance with 780 CMR 917.0 or 918.0 and
specifically NFiPA Standard No. 72 A as listed in
Appendix A.
427.3.7 Automatic protection alarm system:
Approved smoke detectors shall be installed in
accordance with 780 CMR 918. 0 and specifically
NFiPA Standard No. 72 as listed in Appendix A
in the following locations:
1. exitway access corridors not more than 30
feet on center;
2. congregate living areas other than
kitchens;
3. at least one detector in all basement/cellar
areas; and
4. all sleeping rooms.
Exception: Smoke detectors used in
combination with automatic closing
devices may be substituted in each area
aforementioned for the protection herein
required
427.3.8 Fire department connection: All
automatic and manual fire alarm systems shall
be electrically interconnected; this combined
system shall automatically transmit an alarm to
the municipal fire department or to such other
outside assistance as may be available. Such
connection shall be made in accordance with
NFiPA Standard No. 72 as listed in Appendix A.
427.3.9 Heating devices: Portable comfort
heating devices and solid fuel burning
appliances are prohibited Any heating device,
other than a central heating plant, shall be so
designed and installed that combustible material
will not be ignited by it or its appurtenances. If
fuel-fired, such heating devices shall be chimney
or vent connected, shall take air for combustion
directly from the outside, and shall be so
designed and installed to provide for complete
separation at the combustion system from the
atmosphere of the occupied area. The heating
system shall have safety devices to immediately
stop the flow of fuel and shut down the
equipment in case of either excessive
temperature or ignition failure
Exceptions:
1. Approved suspended unit heaters may be
used in locations other than means of egress
and sleeping areas, provided such heaters are
located high enough to be out of the reach of
persons using the area and provided they are
equipped with the safety devices specified in
780 CMR 427.3.9.
2. Fireplaces which comply with 780 CMR
2114. 0 may be used only in areas other than
resident sleeping rooms. The fireplaces shall
be equipped with a heat tempered glass
fireplace enclosure guaranteed against
breakage up to a temperature of 650 "F. A
lock on the enclosure shall be required
427.3.10 Fire drills: The licensing or operating
agency shall require that fire drills be held with
sufficient frequency so as to familiarize all
residents and staff personnel with emergency
procedures. Drills shall be held at unexpected
times under varying conditions to simulate the
unpredictable conditions which may occur in
case of fire, including blocking of any point of
any means or egress.
427.3.10.1 Log: A log shall be kept of all fire
drills and shall be available for inspection
and duplication by the building official, fire
official, and other parties having jurisdiction.
427.3.10.2 The resident manager shall record
in said log the names of any authorized
inspectors who may have been present and
the names or identifying numbers of the
residents who participated
780 cmr 428.0 detoxification
facilities
428.1 General: A detoxification facility is a facility
licensed or operated by the Department of Public
Health, Division of Alcoholism in accordance with
the Rules and Regulations for Detoxification
Facilities issued by the Department of Public
Health, Division of Alcoholism, Commonwealth of
Massachusetts, and shall be used to treat
individuals acceptable to the program in
accordance with those Rules and Regulations.
428.2 Scope: Detoxification facilities shall be
subject to the requirements of 780 CMR 428. 0 for
new and existing buildings which are to be used or
operated as licensed facilities. 780 CMR 428.0
shall establish the requirements applicable to such
facilities. Where specific reference is made to
other sections of 780 CMR, to reference standards
or other regulations, those requirements cited shall
apply. Where no reference is specifically made,
780 CMR, including 780 CMR 34, shall apply.
428.3 Classification of Residents: All residents
enrolled in the detoxification program shall be
identified according to one of the following
2/7/97 .(Effective 2/28/97)
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classifications when evaluated by the facility
personnel in accordance with the Rules and
Regulations for Detoxification Facilities of the
Division of Alcoholism of the Department of Public
Health:
1. Impaired
2. Partially Impaired
3. Unimpaired
428.4 Definitions: The following terms shall have
the meaning indicated for the purpose of 780 CMR
428.0 only:
Impaired: Anyone who will require assistance to
egress the building
Partially Impaired: Anyone who may require
assistance to egress the building.
Unimpaired: Anyone who appears able to egress
the building without assistance.
4285 Use group classification: Detoxification
facilities licensed and approved in accordance with
these provisions shall be classified in the R-l use
group.
4286 Mixed use occupancy: A portion of a
building may be used for a detoxification facility
provided that it is completely separated from the
rest of the building by both horizontal and vertical
fire separation assemblies of at least one hour
fireresistance rating.
Exception: Detoxification facilities shall not be
located in buildings in which any of the
following use groups are located: A-2, F, H, or
S-l.
4287 Submission of plans: Plans shall be filed
with the building official in accordance with
780 CMR 110.0 for any building to be constructed
as, or altered for use as, a detoxification facility
under 780 CMR 428.0. The plans shall also
identify those rooms which comply with 780 CMR
428.0 for use by the impaired
428.8 Inspection and certification: The building
official shall inspect and certify detoxification
facilities once every two years. Fees shall be
applied in accordance with Table 106 for the R-l
Use Group.
4289 Resident location limitations: In buildings
used as detoxification facilities in accordance with
780 CMR 428.0, resident locations shall be limited
according to the use and type of construction as
provided in Table 428. 9. All heights are in stories
above grade. All buildings used as detoxification
facilities in accordance with 780 CMR 428. 0 shall
be accessible to the Fire Department wherever
escape windows are required
Table 428 9
RESIDENT SLEEPING ROOM LOCA TION
LIMITATION FOR DIFFERENT TYPES OF
CONSTRUCTION
Classification
of Resident
Type of Building Construction
IA
IB
2A
28
2C
3A
SB
J
SA
SB
Impaired
No
limit
Ssl
4
St
2
St.
1
St.
2
St
1
St.
2
sL
1
St
1
SL
Partially
impaired
No
limit
No
limit
8
SL
3
St.
1
St
3
SI.
2
St
3
a.
2
SL
1
SL
Unimpaired
No
limit
No
limit
St
4
St.
3
St
4
St.
3
St.
-i
St.
3
St.
2
SL
Note: * Impaired sleeping rooms in 5B construction
require either full building sprinklering or one hour fire
rated separation for floor and ceiling of sleeping room
walls.
428.9.1 Sprinklered buildings: Buildings which
are completely sprinklered may have resident
locations one story higher than allowed in Table
428.9.
4289.2 Sleeping room limitations: Sleeping
facilities in building licensed for use as
detoxification facilities shall not be located
below thefirsi story.
42810 Egress: At least two exitways located as
remote as practicable from each other shall be
provided from each floor of the building.
42810.1 Every room used for sleeping for the
impaired and partially impaired shall have an
exitway access door leading directly to an
exitway access corridor:
Exceptions:
1. Rooms having a means of egress doorway
leading directly to the exterior of the building
at grade
2. Rooms having a means of egress doorway
leading directly to the exterior of the building
above grade and connected directly to grade
by means of an exterior stairway in
accordance with 780 CMR 1014.0.
428.10.2 All other sleeping rooms: All other
sleeping rooms shall comply with the
requirements of 780 CMR 10 in accordance with
the provisions for the R-l use group.
42810.3 Corridors shall provide at least 36
inches minimum nominal width.
42810.4 All means of egress doorways shall be
32 inches minimum nominal width.
Exception: Egress doorways from impaired
sleeping rooms shall 36 inches minimum
nominal width.
428.10.5 Every required exitway access corridor
shall have a one hour fire-resistance rating and
shall provide access to at least two approve
exitways without passing through any
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SPECIAL USE AND OCCUPANCY
intervening rooms or spaces other than corridors
and lobbies.
Exception: In buildings with a complete
sprinkler system, exitway access corridors not
required for the impaired or partially
impaired may be separated from other use
areas by non-fire rated partitions
428.10.6 Stairways: Where not otherwise
specified in 780 CMR 428.2, a stairway required
as a means of egress shall be subject to these
requirements:
428.10.6.1 Stairways required to provide
egress for the impaired shall be at least 36
inches minimum nominal width. The total
capacity of the stairways shall be adequate for
the occupancy load served
428.10.6.2 Stairway enclosures shall have a
fireresistance rating of one hour for buildings
not exceeding three stories in height, and two
hours for buildings exceeding three stories in
height
428.10.6.3 Doors to the required exitway
stairways shall be fire doors complying with
780 CMR 716.0 . Labeled fire doors shall
have a maximum transmitted temperature end
point of not more than 450 °F (232 °C) above
ambient at the end of 30 minutes of standard
fire test exposure.
42811 Interior finish: Interior finish requirements
shall comply with Table 428.11.
Exceptions:
1. In buildings which are completely
sprinklered, the interior finish requirements may
be reduced one level except in sleeping rooms for
the impaired
2. The interior finish classifications in existing
buildings may be improved one level by the use
of fire retardant coatings which have been
approved when tested in accordance with ASTM
E-84.
TABLE 428.11
INTERIOR FINISH REQUIREMENTS
Location
Walls
Floor
Ceiling
Sleeping rooms, Impaired
II
II2
II
Corridors, Impaired
I
I1
I
Sleeping rooms, Partially impaired
I
i
I
Corridors, Partially impaired
I
/
I
All other exitway access corridors
II
II2
II
Stairwavs
I
t
1
Note 1: Carpet type floor coverings shall withstand a
test exposure of 0.45 watts per square centimeter when
tested in accordance with 780 CMR 805.0.
Note 2: Carpet type floor coverings shall withstand a
test exposure of 0.22 watts per square centimeter when
tested in accordance with 780 CMR 805. ft
428.12 Fire alarm systems: Manual and automatic
fire alarm systems shall be provided in accordance
with 780 CMR 917.0 as they apply to Use Group
R-l.
Exceptions:
1. In rooms for the impaired and partially
impaired the heat detectors required by
780 CMR 918. 0 shall be replaced with approved
smoke detectors.
2. Buildings or portions thereof with 25 beds or
less shall have as a minimum a Type 11 system as
described in 780 CMR 918.0: buildings with 26
beds or more shall have as a minimum a Type I
system as described in 780 CMR 918. ft
3. All buildings or portions thereof regardless
of the number of beds shall incorporate manual
pull stations in conformance with 780 CMR
917.0.
42812.1 All automatic and manual fire alarm
systems shall be electrically interconnected; this
combined system shall automatically transmit an
alarm to the municipal fire department or to
another approved source of assistance Such
communication shall be made in accordance
with NFiPA Standards No. 72 as listed in
Appendix A.
42813 Means of egress lighting: Means of egress
lighting including an emergency lighting system
shall be provided throughout the facility in
accordance with 780 CMR 91 7. ft
42814 Smoke enclosure doors: Smoke enclosure
doors shall be tight-fitting with approved hardware.
42815 Heating apparatus: The use of portable
heaters, solid fuel burning room heaters and
fireplaces shall be prohibited
428.16 Sprinkler systems: Where a complete
building sprinkler system is installed it shall
comply with the provisions of NFiPA Standard
No. 13, as listed in Appendix A.
42816.1 All rooms used for sleeping for the
impaired shall be sprinklered
Exception: A partial system required for
sleeping rooms housing impaired individuals
may be provided with a sprinkler system
serving no more than six sprinklers, which
may be connected directly to a domestic water
supply system having capacity sufficient to
provide 0.15 gallons per minute per square
foot of floor area throughout the entire area.
An indicating shut-off valve shall be installed
in an accessible location between the
sprinklers and the connection the domestic
water supply.
780 CMR429.0 GROUP DWELLING UNITS
429.1 General: A Group Dwelling Unit is a
dwelling unit licensed by or operated by the
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Department of Mental Retardation or the
Department of Mental Health as special residence
for up to four persons who may or may not be
capable of self preservation from fire or other
related hazards. Note, however, 780 CMR 429.1,
Exceptions 1 and 2. The provisions of 780 CMR
429. 0 shall apply to both new and existing Group
Dwelling Units.
Exception 1: 780 CMR 429. 0 shall not apply to a
group dwelling unit operated or licensed by the
Department of Mental Retardation (DMR)
pursuant to J 15 CMR 7.00 and 8.00, upon the
completion of a DMR safety assessment for each
individual and an approved safety plan for each
location where services and supports are
provided Such premise shall be treated as
conventional R-4, R-3. R-2 and R-l use as
applicable.
Exception 2: Apartment programs as defined in
104 CMR 17.13(2)(c) in which residents therein
are also capable of self preservation (unimpaired)
shall be exempt from all requirements of
780 CMR 429.0. Such apartment programs shall
be classified as R-l. R-2. R-3, or R-4, as
applicable.
429.1.1 Classification of Use: Group Dwelling
Units shall be classified as follows:
Use Group R-2 - The Group Dwelling Unit(s)
is (are) one or more of three or more dwelling
units contained in the building.
Use Group R-3 or R-4 - The Group Dwelling
Unit(s) is (are) contained in a one or two
family dwelling.
429.1.2 Classification of Residents: Persons
other than staff of the facility who occupy or
intend to occupy Group Dwelling Units shall be
classified by the Licensing or Operating Agency
in one of the following three categories
according to their capabilities for self
preservation:
Impaired: Any resident who is incapable of
self preservation through physical, mental or
developmental disability, so as to require
physical assistance from the staff of the
Group Dwelling Unit to exit the building or to
reach an area of refuge within 2'A minutes.
Partially Impaired: Any resident who is
capable with either supervision or instruction
from the staff of the Group Dwelling Unit but
without physical assistance, of exiting the
building or reaching an area of refuge within
2'A minutes.
Unimpaired: Any resident who is capable of
exiting the building or reaching an area of
refuge within 2'A minutes without physical
assistance, supervision or instruction.
429.1.3 Application of building code and
reference: Except as may otherwise be
specifically provided in 780 CMR 429.0,
780 CMR shall apply in its entirety.
Exception: 780 CMR 34 shall not apply.
However, existing buildings may be used to
house group dwelling units, provided that
they comply with the applicable portions of
780 CMR 429.0, and have no outstanding
violations of 780 CMR or the specialized
codes.
429.1.4 Plans and specifications: Plans shall be
filed with the building official having
jurisdiction in accordance with 780 CMR 110.0
for any building to be constructed as, or altered
for use as a Group Dwelling Unit under
780 CMR 429.0.
429.1.5 Temporary Certificate of Occupancy:
Upon satisfactory compliance with the code
sections pertaining to building requirements, the
building official shall issue a temporary
certificate of occupancy in accordance with
780 CMR 120.3 for a period not to exceed 90
days. This temporary certificate of occupancy
specifically prohibits residents as defined in
780 CMR 429.1.2 from inhabiting the building
overnight until the building official issues the
certificate of occupancy under 780 CMR
429.1.8.
429.1.6 Corresponding Rules and Regulations:
115 CMR (the Department of Mental
Retardation) or 104 CMR 17.13 (the Department
of Mental Health) as listed in Appendix A,
pertaining to and including, but not limited to,
smoking regulations, staffing ratios, and
resident classifications shall be provided upon
request to the building official by the Licensing
or Operating Agency prior to the issuance of a
certificate of occupancy. Note, however,
780 CMR 429.1, Exceptions 1 and 2.
429.1.7 Certification of Residents: The
Licensing Agency shall certify the classification
of each resident prior to application for a
Certificate of Occupancy and shall regularly
re-examine and, where necessary, reclassify
residents in accordance with Department of
Mental Retardation or Department of Mental
Health regulations as listed in Appendix A.
Copies of the current certification of each
resident shall be kept on file at the Group
Dwelling Unit, and shall be made available to
the building official upon request Note,
however, 780 CMR 429.1, Exceptions 1 and 2.
429.1.8 Certificate of Occupancy: Certificates of
occupancy shall be issued only when a license
and/or affidavit from the Department of Mental
Retardation or the Department of Mental Health
have been provided to the building official
attesting to the satisfactory compliance with the
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SPECIAL USE AND OCCUPANCY
applicable rules and regulations referenced in
780 CMR 429.1.6, the capabilities for self
preservation of all residents, and, if appropriate,
the intent to license the facility. Upon
compliance with all building requirements of
780 CMR 429. 0 and receipt of the Licensing
Agency's affidavit, the building official shall
issue a certificate of occupancy within 72 hours.
In addition to the contents specified in 780 CMR
120.4, the certificate shall indicate the category
of Group Dwelling Unit for which the building
has been constructed or altered, as defined in
780 CMR 429.2. Note, however, 780 CMR
429.1, Exceptions 1 and 2.
429.2 Category of Unit/Compliance Options: Nov
and existing building containing Group Dwelling
Units shall be required to satisfy at least one
compliance option presented for the appropriate
category of residency as defined in 780 CMR
429.2:
Category A Group Dwelling Unit - May contain
any or all of the resident classifications.
Category B Group Dwelling Unit - May contain
only partially impaired or unimpaired residents.
Category C Group Divelling Unit - Shall contain
only unimpaired residents.
429.2.1 Category A Unit Compliance Options:
Buildings housing Group Dwelling Units classed
as "Category A " shall comply with any one of
the following compliance options:
1. The entire building shall be equipped with
afire suppression system; or
2. The building shall be of a protected
construction type (Type 1, 2A, 2B, 3A, 4 or
5 A). All interior staipvays shall be enclosed
to comply with the requirements of 780 CMR
for interior exitway stainvays and shall
discharge directly to the exterior of the
building or into a code complying grade
passageway or lobby. The building shall also
be equipped with fire alarms complying with
780 CMR 9 for the appropriate use group
classification; or
3. The Building shall comply with the
provisions of 780 CMR 427.0; or
4. If of unprotected construction (Types 2C,
3B or SB), the building shall be equipped with
fire alarms complying with 780 CMR 9 for the
appropriate use group classification. No
Group Dwelling Unit(s) shall utilize portions
of the building above the second story. All
stories in the building shall be equipped with
two approved, independent exitways (even if
the building is classified in Use Group R-3).
Interior exibvay stairways shall be enclosed to
comply with the requirements of 780 CMR for
interior exitway stainvays and shall discharge
directly to the exterior of the building or into
a code complying grade passageway or lobby;
or
5. In those buildings of unprotected
constructed (Types 2C, 3B or SB) where
enclosure of interior exitway stairways is
impractical due to physical limitations of
configuration of the building (e.g. split entry
type stainvays), the stainvay(s) may be
permitted to remain unenclosed, provided that
all sleeping rooms are segregated from the
open stainvay by a minimum of one hour fire
resistive construction and the exitways are
arranged so that a second means of egress is
available from each sleeping area which does
not pass through the open stainvay area. The
building shall also be equipped with fire
alarms complying with 780 CMR 9 for the
appropriate use group classification. No
Group Dwelling Unit shall utilize portions of
the building above the second story. All
stories in the building shall be equipped with
two approved, independent exitivays (even if
the building is classified in Use Group R-3).
429.2.1.1 Limitation on location of
impaired residents: All sleeping rooms of
impaired residents shall either be located
on the first story or on a story containing a
horizontal exit complying with 780 CMR
1019.0.
429.2.2 Category B Unit Compliance Options:
Buildings housing Group Dwelling Units
classified as "Category B" shall comply with any
one of the following compliance options:
1. Any Category A compliance option; or
2. All stories in the building shall be
provided with two approved, independent
exitways (even if the building is classified in
Use Group R-3). All interior stairways shall
be enclosed to comply with the requirements
of 780 CMR for interior exitway stainvays
and shall discharge directly to the exterior of
the building or into a code complying grade
passageway or lobby. The building also shall
be equipped with fire alarms complying with
780 CMR 9 for the appropriate use group
classification.
429.2.3 Category C Unit Compliance Options:
Buildings housing Group Dwelling Units
classified as "Category C" shall comply with any
one of the following compliance options:
1. Any Category A compliance option; or
2. Any Category B compliance option; or
3. The building shall comply with the
provisions of 780 CMR 423. 0.
429.3 Special Fire Safety Items:
429.3.1 Hazardous Contents: No contents which
represent afire hazard greater than that which
could be expected of ordinary household
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7S0 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
furnishings shall be permitted within a Group
Lhvelling Unit
429.3.2 Interior Finish: Interior finish in
exitways and exitway access corridors shall be a
minimum of Class II, unless the building is
equipped with a fire suppression system.
Approved fire retardant paints may be used to
improve the interior finish classification of
existing construction to satisfy this requirement
429.3.3 Locks: Double cylinder deadbolt locks
which require a key operation on the side from
which egress is to be made are not permitted in
Group Lhvelling Units. Locks of any type are
prohibited on sleeping room doors of impaired or
partially impaired residents or on any door which
provides access to an exitway.
429.4 Special inspection/fire drill: Prior to
occupancy of the group dwelling unit the Licensing
Agency shall conduct a fire drill to test the
capability of residents to exit according to their
residency classification. At least once every 90
days, the Operating Agency shall also conduct a
fire drill to test the capability of residents to exit
according to their residency classification. Drills
shall be held at unexpected times under varying
conditions to simulate the unpredictable nature of
fire emergencies. The building official may, at his
option, participate in or witness the fire drill, or
may accept an affidavit from the Operating Agency
attesting to the performance of each resident or
prospective resident The affidavit shall also
specify the date, time and conditions of the drill,
and shall list all participants and witnesses.
429.4.1 Conduct of the Fire Drill: During the
conduct of the drill, one exit shall be blocked to
simulate a hazardous condition and the alarm
system shall be activated Successful
performance for each resident shall be defined
as his/her ability to exit the building, or where
horizontal exits are provided to reach an area of
refuge within 2V2 minutes of the activation of the
fire alarm system. Only those staff members
who are normally on duty shall be allowed to
assist residents, and the only assistance
permitted shall be that which is provided by the
staff of the Group Dwelling Unit consistent with
the classification of each individual resident
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CHAPTER 5
GENERAL BUILDING LIMITATIONS
780 CMR 501.0 GENERAL
501.1 Scope: The provisions of 780 CMR 5 control
the height and area of all structures hereafter
erected, and additions to existing structures based on
the type of construction, use group, frontage on open
space providing exposure protection and access to
structures for fire-fighting purposes, and the
presence of an automatic sprinkler system.
780 CMR 502.0 DEFINITIONS
502.1 General: The following words and terms
shall, for the purposes of 780 CMR 5 and as used
elsewhere in 780 CMR have the meanings shown
herein.
Area, building The area included within
surrounding exterior walls (or exterior walls and
fire walls) exclusive of vent shafts and courts.
Areas of the building not provided with
surrounding walls shall be included in the
building area if such areas are included within the
horizontal projection of the roof or floor above
Basement: That portion of a building which is partlv
or completely below grade (see "Story above
grade").
Grade plane A reference plane representing the
average of finished ground level adjoining the
building at all exterior walls. Where the finished
ground level slopes away from the exterior walls,
the reference plane shall be established by the
lowest points within the area between the building
and the lot line or, where the lot line is more than
six feet (1829 mm) from the building, between the
building and a point six feet (1829 mm) from the
building.
Height
Building The vertical distance from grade plane
to the average height of the highest roof surface.
Story: The vertical distance from top to top of
two successive tiers of beams or finished floor
surfaces; and, for the topmost story, from the top
of the floor finish to the top of the ceiling joists or.
where there is not a ceiling, to the top of the roof
rafters.
Mezzanine An intermediate level or levels between
the floor and ceiling of any story with an
aggregate floor area of not more than Vb of the
area of the room in which the level or levels are
located (see 780 CMR 505.0).
Story: That portion of a building included between
the upper surface of a floor and the upper surface
of the floor or roof next above (also see
"Mezzanine").
Story above grade .Any stop,' having its finished
floor surface entirelv above grade except that a
basement shall be considered as a story above
grade where the finished surface of the floor
above the basement is
1 . More than six feet ( 1 829 mm) above grade
plane,
2. More than six feet (1829 mm) above the
finished ground level for more than 50% of the
total building perimeter; or
3. More than 12 feet (3658 mm) above the
finished ground level at any point.
780 CMR 503.0 GENERAL HEIGHT
AND ARE\ LEVflTATIONS
503.1 General: The heights and areas of all
buildings and structures between exterior walls or
between exterior walls and fire walls, shall be
governed by the type of construction and the use
group classification as defined in 780 CMR 3 and 6
and shall not exceed the limitations fixed in Table
503, except as specifically modified by 780 CMR 5
and the following sections:
Section Subject
402.7 Covered mall buildings
403.3.3.1 High-rise buildings
414.2 Airport traffic control towers
416.3 HPM facilities
418.3.1.1 Grain elevators
426. 0 Bulk Merchandizing
Retail Buildings
3 1 03 .3 . 5 Membrane structures
503.1.1 Special industrial occupancies All
buildings and structures designed to house low-
hazard industrial processes that require large
areas and unusual heights to accommodate
craneways or special machinery and equipment,
including, among others, rolling mills, structural
metal fabrication shops and foundries, or the
production and distribution of electric, gas or
steam power, shall be exempt from the height and
area limitations of Table 503.
503.1.2 Open parking structures Open parking
structures shall conform to the height and area
limitations specified in 780 CMR 406.4.
503.1.3 Buildings on same lot: Two or more
buildings on the same lot shall be regulated as
separate buildings or shall be considered as
portions of one building if the height of each
building and the aggregate area of all buildings
are within the limitations of Table 503 as
modified by 780 CMR 504.0 and 506.0. The
provisions of 780 CMR applicable to the aggre-
gate building shall be applicable to each building.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Table 503
HEIGHT AND AREA LIMITATIONS OF BUILDINGS
Height limitations of buildings (shown in upper figure as stories and feet above grade plane) , and area limitations of
one- or two-story buildings facing on one street or public space not less than 30 feet wide (shown in lower figure as
area in square feet per floor ). See Note a.
Table notes appear immediately following table.
N.P. = Not Permitted; N.L. = Not Limited
USE GROUPS
Note a
Tvpe of Construction
Noncombustible
Noncombusuble/
Combustible
Combustible
Tvpe 1
Type 2
Tvpe 3
Type 4
Tv
pe 5
Protected
Noteb
Protected
Unpro-
tected
Pro-
tected
Unpro-
tected
Heavy
timber
Pro-
tected
Unpro-
tected
1A
IB
2A
2B
2C
3A
3B
4
5A
5B
A-l Assembly; theaters
N.L.
N.L.
5 St. 65'
19,950
3 St 40'
13,125
2 St 30'
8,400
3 St. 40'
11,550
2 St. 30'
8,400
3 St: 40'
12,600
1 St. 20'
8,925
1 St. 20'
4,200
A-2 Assembly; night clubs and
similar uses
N.L.
N.L.
7,200
3 St. 40'
5,700
2 St. 30'
3,750
1 St. 20'
2,400
2 St. 30'
3,300
1 St. 20'
2,400
2 St. 30'
3,600
1 St. 20'
2,550
1 St. 20'
1,200
A-3 Assembly; lecture halls, recre-
ation centers, terminals, restaurants
other than night clubs
N.L.
N.L.
5 St. 65'
19,950
3 St. 40'
13,125
2 St. 30'
8.400
3 St. 40'
11.550
2 St. 30'
8,400
3 St. 40'
12,600
1 St. 20'
8,925
1 St. 20'
4,200
A-4 Assembly; churches
Notec
N.L.
N.L.
5 St. 65'
34,200
3 St. 40'
22,500
2 St. 30'
14,400
3 St. 40'
19,800
2 St. 30'
14,400
3 St. 40'
21,600
1 St. 20'
15,300
1 St. 20'
7,200
B Business
N.L.
N.L.
7 St. 85'
34,200
5 St 65'
22,500
3 St. 40'
14,400
4 St. 50'
19,800
3 St. 40'
14,400
5 St. 65'
21,600
3 St. 40'
15,300
2 St. 30'
7,200
E Educational Note c
N.L.
N.L.
5 St. 65'
34,200
3 St. 40'
22,500
2 St. 30'
14,400
3 St. 40'
19.800
2 St. 30'
14,400
3 St. 40'
21,600
1 St. 20'
15,300
Noted
1 St. 20'
7,200
Noted
F-l Factory and industrial
Moderate
N.L.
N.L.
6 St. 75'
22,800
4 St. 50'
15,000
2 St. 30'
9,600
3 St. 40'
13,200
2 St. 30'
9,600
4 St. 50'
14,400
2 St. 30'
10,200
1 St. 20'
4,800
F-2 Factory and Industrial
low Note h
N.L.
N.L.
7 St. 85'
34,200
5 St. 65'
22,500
3 St. 40'
14,400
4 St. 50'
19,800
3 St. 40'
14,400
5 St 65'
21,600
3 St. 40'
15,300
2 St. 30'
7.200
H-l High hazard,
delonaton hazards Notes e, i, k, 1
1 St,20'
16.800
1 St. 20'
14,400
1 St. 20'
11,400
1 St. 20'
7,500
1 St. 20'
4,800
1 St 20'
6,600
1 St 20'
4,800
! St 20'
7,200
1 St. 20'
5,100
N.P
H-2 High Hazard
deflagration hazards Note e,i,j,l
5 St. 65'
16,800
3 St. 40'
14,400
3 St. 40'
11,400
2 St. 30'
7,500
1 St. 20'
4,800
2 St. 30'
6,600
1 St. 20'
4,800
2 St. 30'
7,200
1 St. 20'
5,100
N.P.
H-3 High Hazard
physical hazards Note e,l
7 St. 85'
33,600
7 St. 85'
28,800
6 St. 75'
22,800
4 St. 50'
15,000
2 St. 30'
9,600
3 St. 40'
13,200
2 St, 30'
9,600
4 St. 50'
14,400
2 St. 30'
10,200
1 St. 20'
4,800
H-4 High Hazard
health hazards Note e,l
7 St. 85'
N.L.
7 St. 85'
N.L.
7 St. 85'
34,200
5 St. 65'
22,500
3 St. 40'
14,400
4 St. 50'
19,800
3 St. 40'
14,400
5 St. 65'
21,600
3 St. 40'
15,300
2 St. 30'
7,200
1-1 Institutional, residential care
N.L.
N.L.
9 St. 100'
19,950
4 St. 50'
13,125
3 St. 40'
8,200
4 St. 50'
11.550
3 St. 40'
8,400
4 St.50'
12,600
3 St. 40'
8,925
2 St. 35'
4,200
1-2 Institutional, incapacitated
Notem
N.L.
NX.
4 St. 50'
17,100
2 St. 30'
11,250
1 St. 20'
7,200
1 St. 20'
9,900
N.P.
1 St. 20'
10,800
1 St. 20'
7,650
N.P
1-3 Institutional, restrained
N.L.
N.L.
4 St. 50'
14,250
2 St. 30'
9,375
1 St. 20'
6,000
2 St. 30'
8,250
i Si 20'
6,000
2 St. 30'
9,000
1 St. 20'
6.375
N.P.
M Mercantile
N.L.
N.L.
6 St. 75'
22,800
4 St. 50'
15,000
2 St. 30'
9,600
3 St. 40'
13,200
2 St. 30'
9,600
4 St. 50'
14,400
2 St. 30'
10,200
1 St. 20'
4,800
R-l Residential, hotels
N.L.
N.L.
9 St. 100'
22,800
4 St. 50'
15,000
3 St. 40'
9,600
4 St. 50'
13,200
3 St. 40'
9,600
4 St. 50'
14,400
3 St. 40'
10,200
2 St. 35'
4,800
R-2 Residential, multi-family
NX.
N.L.
9 St. 100'
22,800
4 St. 50'
15,000
Notef
3 St. 40"
9,600
4 St. 50'
13,200
Notef
3 St. 40'
9,600
4 St. 50'
14,400
3 St. 40'
10,200
2 St. 35'
4,800
R-3 Residential,
multiple single family
N.L.
N.L.
4 St. 50'
22,800
4 St. 50'
15,000
3 St. 40'
9,600
4 St. 50'
13,200
3 St. 40'
9,600
4 St. 50'
14,400
3 St 40'
10.200
2 St. 35'
4,800
S-l Storage, moderate
N.L.
N.L.
5 St. 65'
19,950
4 St. 50'
13,125
2 St. 30'
8,400
3 St. 40'
11,550
2 St. 30'
8.400
4 St. 50'
12,600
2 St. 30'
8,925
1 St. 20'
4,200
S-2 Storage, low Note g
N.L.
N.L.
7 St. 85'
34,200
5 St. 65'
22,500
3 St. 40'
14,400
4 St. 50'
19,800
3 St. 40'
14,400
5 St. 65'
21,600
3 St. 40'
15,300
2 St. 30'
7,200
TJ Utility, miscellaneous
N.L.
NX.
Notes applicable to Table 503:
Note a. See the following sections for general exceptions to Table 503:
780 CMR 504.2 Allowable height increase due to automatic sprinkler system installation.
114
780 CMR - Sixth Edition corrected - 9/1 9/97 (Effective 2/28/97)
780 CMR STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
GENERAL BUILDING LIMITATIONS
780 CMR 506.2 Allowable area increase due to street frontage.
780 CMR 506.3 Allowable area increase due to automatic fire suppression system installation.
780 CMR 506.4 Allowable area reduction for multi-story buildings.
780 CMR 507.0 Unlimited area one-story buildings.
Note b. Buildings of Type 1 construction permitted to be of unlimited tabular heights and areas are not subject to
special requirements that allow increased heights and areas for other types of construction (see 780 CMR 503.1 4)
Note c. For height exceptions for auditoriums in occupancies in Use Groups A-4 and E, see 780 CMR 504 3
Note d. For height exceptions for day care centers in buildings of Type 5 construction, see 780 CMR 504.4
Note e. For exceptions to height and area limitations of buildings for Use Group H. see 780 CMR 4 governing the
specific use groups.
Note f. For exceptions to height of buildings for Use Group R-2 of Tvpes 2B and 3 A construction, see 780 CMR
504.6 and 504.7.
Note g. For height and area exceptions for open parking structures, see 780 CMR 406.0
Note h. For exceptions to height and area limitations for special industrial occupancies, see 780 CMR 503.1.1.
Note i. Occupancies in Use Groups H-l and H-2 shall not be permitted below grade
Note j. Rooms and areas of Use group H-2 containing pyrophonc materials shall not be permitted in buildings of
Type 3. 4, or 5 construction.
Note k. Occupancies in Use Group H- 1 are required to be detached one-story buildings (see 780 CMR 707 1.1).
Note I. For exceptions to height for buildings with occupancies in Use Group H. see 780 CMR 504.5
Note m. Hospitals, other than college or school infirmaries, shall be constructed of Type 1-B or higher
construction.
Note n. 1 foot = 304.8 mm; 1 square fool = 0.093 m*
503.1.4 Type 1 construction: Buildings of
Type 1 construction which are permitted to be of
unlimited tabular heights and areas by Table 503,
are not subject to the special requirements that
allow increased heights and areas for other types
of construction.
503.2 Area limitations: The area limitations
specified in Table 503 shall apply to the maximum
horizontally projected area of all buildings fronting
on a street or a public space not less than 30 feet
(9144 mm) in width with access from a public street
503.3 Height limitations: The height in feet and the
number of stories above grade specified in Table
503 shall apply to all buildings and to all separate
pans of a building that are enclosed within_/?re walls
complying with the provisions of 780 CMR 7. A
basement shall be considered as a story above grade
where the finished surface of the floor above the
basement is more than six feet (1829 mm) above
grade plane ; or more than six feet (1829 mm) above
the finished ground level for more than 50% of the
total building perimeter; or more than 12 feet (3658
mm) above the finished ground level at any point
780 CMR 504.0 HEIGHT
MODIFICATIONS
504.1 General: The provisions of 780 CMR 504.0
shall modify the height limitations of Table 503 as
herein specified.
504.2 Automatic sprinkler systems: Where a
building is equipped throughout with an automatic
sprinkler system in accordance with 780 CMR
906.2.1, the building height limitation specified in
Table 503 shall be increased one story and 20 feet
(6096 mm). This increase shall not apply to
buildings of Types 2C, 3A. 4 and 5 A construction
with an occupancy in Use Group 1-2, or to buildings
with an occupancy in Use Group H-l, H-2 or H-3
The building height limitations for buildings with an
occupancy in Use Group R specified in Table 503
shall be increased one story and 20 feet (6096 mm)
but not to exceed a height of four stones and 60 feet
(18288 mm) where the building is equipped
throughout with an automatic sprinkler system
installed in accordance with 780 CMR 906.2.2 and
the system is supervised in accordance with
780 CMR 923.1, method 1, 2 or 3.
504.3 Auditoriums: The maximum height of
auditoriums in Use Groups A-4 and E shall be 65
feet (19812 mm) in buildings of Type 2B, 3A.4 or
5A construction and 45 feet (13716 mm) in
buildings of Type 2C, 3B or 5B construction.
504.4 Day care centers: The height limitations of
Table 503 for day care centers classified as Use
Group E. in buildings of Type 5 construction, shall
be increased one story and 20 feet (6096 mm)
provided that the total occupant load is less than 50
persons.
504.5 High-hazard use groups: Buildings and
structures with an occupancy in Use Group H that
requires unusual heights necessary to accommodate
special manufacturing processes and equipment shall
be exempt from the tabular height limitations, in
feet, of Table 503.
504.6 Type 3A construction: The height limitation
for buildings of Type 3 A construction with
occupancies in Use Group R-2 shall be increased to
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
1 1 5
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
six stories and 75 feet (22860 mm) where the first
floor construction above the basement has a
fireresistance rating of not less than three hours and
the floor area is subdivided by two-hour
fireresistance rated fire walls into fire areas of not
more than 3,000 square feet (279 m2).
504.7 Type 2B construction: The height limitation
for buildings of Type 2B construction with
occupancies in Use Group R-2 shall be increased to
nine stories and 100 feet (30480 mrn) where the
building is separated by not less than 50 feet (15240
mm) from any other building on the lot and from
interior lot lines, the exits are segregated in afire
area enclosed by a 2-hour fire resistance rated fire
wall and the first floor construction has a fire-
resistance rating of not less than 1 Vi hours
780 CMR 505.0 MEZZANINES
505.1 General: A mezzanine or mezzanines in
compliance with 780 CMR 505.0 shall be considered
a portion of the floor below. Such mezzanines shall
not contribute to the building area as regulated by
780 CMR 503.2. Such mezzanines shall not
contribute to the number of stories as regulated by
780 CMR 503.3. The area of the mezzanine shall be
included in determining the^re area.
505.2 Area limitation: The aggregate area of a
mezzanine or mezzanines within a room shall not
exceed Vz of the area of that room. The enclosed
portions of rooms shall not be included in a
determination of the size of the room in which the
mezzanine is located In determining the allowable
mezzanine area, the area of the mezzanine shall not
be included in the area of the room.
Exception: The aggregate area of mezzanines in
buildings and structures of Type 1 or 2
construction for special industrial occupancies in
accordance with 780 CMR 503.1.1 shall not
exceed % of the area of that room.
505.3 Egress: Each occupant of a mezzanine shall
have access to at least two independent means of
egress where such spaces require two means of
egress in accordance with 780 CMR 1017.2. Where
a stairway provides a means of exit access from a
mezzanine, the maximum travel distance required by
780 CMR 1017.2 shall be measured to the bottom of
the stairway.
505.4 Openness: A mezzanine shall be open and
unobstructed to the room in which such mezzanine
is located except for walls not more than 42 inches
(1067 mm) high, columns and posts
Exceptions
1 . Mezzanines or portions thereof are not required
to be open to the room in which the mezzanines
are located, provided that the occupant load of the
aggregate area of the enclosed space does not
exceed ten.
2 A mezzanine having two or more means of
egress is not required to be open to the room in
which the mezzanine is located, if at least one of
the means of egress provides direct access to an
exit from the mezzanine level.
780 CMR 506.0 AREA MODIFICATIONS
506.1 General: The provisions of 780 CMR 506.0
shall modify the area limitations of Table 503 as
herein specified
506.2 Street frontage increase: Where a building or
structure has more than 25% of the building
perimeter fronting on a street or other unoccupied
space, the area limitations specified in Table 503
shall be increased 2% for each 1 % of such excess
frontage The unoccupied space shall be on the same
lot or dedicated for public use, shall not be less than
30 feet (9144 mm) in width and shall have access
from a street by a posted fire lane not less than 1 8
feet (5486 mm) in width.
506.3 Automatic sprinkler system: Where a
building, other than those with an occupancy in Use
Group H-l. H-2 or H-3, is equipped throughout with
an automatic sprinkler system installed in
accordance with 780 CMR 906.2.1. the area
limitation specified in Table 503 shall be increased
200% for one-and two-story buildings and 100%
for buildings more than two stories in height.
506.4 Multistory buildings: The area limitations
for buildings two stories in height shall be the same
as the area limitations provided in Table 503 for
one-story buildings. In buildings over two stories in
height, the area limitations of Table 503 for one-
story buildings shall be reduced as specified in Table
506.4.
116
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
GENERAL BUILDING LIMITATIONS
Table 506.4
REDUCTION OF AREA LIMITATIONS
Number of
Type of Construction
stories
1A&1B
2A
2B, 2C, 3A, 3B, 4, 5A.
5B
1
None
None
None
2
None
None
None
3
None
5%
20%
4
None
10%
20%
5
None
15%
30%
6
None
20%
40%
7
None
25%
50%
8
None
30%
60%
9
None
35%
70%
10
None
40%
80%
780 CMR 507.0 UNLIMITED AREAS
507.1 One-story buildings: For all occupancies
other than Use Groups A-l. A-2, A-4, A-5, E, H, I-i,
1-3 and R the area of buildings that do not exceed
one story and 85 feet (25908 mm) in height, other
than buildings of Type 5 construction, shall not be
limited, provided that the building is equipped
throughout with an automatic sprinkler system in
accordance with 780 CMR 906.2. 1 : and the building
is isolated as specified in 780 CMR 507.2. Buildings
with an occupancy in Use Group 1-2 shall not be
constructed of Type 3B construction. Except as
modified by 780 CMR 9, fire areas of Use Group E
are permitted in unlimited area buildings in
accordance with 780 CMR 507.1.1. Except as
modified by 780 CMR 9, fire areas of Use Groups
H-2, H-3 and H-4 are permitted in unlimited area
buildings in accordance with 780 CMR 507.1.2.
Exceptions:
1. Buildings and structures of special industrial
occupancies in accordance with 780 CMR 503. 1 . 1
shall be exempt from the above height limitations
and fire separation distance requirements, and the
automatic fire suppression system shall not be
provided where such installations will be
detrimental or dangerous to the specific
occupancy as approved by the code official
Where located with afire separation distance of
less than 30 feet (9144 mm), the exterior walls of
such buildings shall be protected or constructed to
provide a fireresistance rating of not less than two
hours.
2. An automatic fire suppression system shall not
. be required for buildings of Type 2 or Type 4
construction which are occupied exclusively for
the storage of noncombustible materials that are
not packed or crated in combustible materials
3. Buildings and structures of Types 1 and 2
construction for rack storage facilities which do
not have access by the public shall not be limited
in height provided that such buildings conform to
the requirements of 780 CMR 507.1 and NFiPA
23 1 C listed in Appendix A.
4. The automatic sprinkler system shall not be
required in areas occupied for indoor participant
sports, such as tennis, skating, swimming and
equestrian activities, in occupancies in Use Group
A-3 provided that:
4.1. Exit doors directly to the outside are
provided for all occupants of the participant
sport areas; and
4.2. The building is equipped with a fire
protective signaling system with manual fire
alarm boxes installed in accordance with
780 CMR 917.0.
5. Bulk Merchandi&ng Retail Buildings are
permitted to be constructed and operated as
unlimited area buildings in accordance with
780 CMR 426.0
507.1.1 School buildings: For occupancies in Use
Group E. one-story buildings of Type 2, 3 A or 4
construction shall not be limited in area where a
direct exit to the outside of the building is
provided from each classroom and the building is
equipped throughout with an automatic sprinkler
system in accordance with 780 CMR 906.2.1
Exterior walls on all sides of such buildings shall
comply with 780 CMR 507.2.
507.1.2 High-hazard use groups Use Group H-
2. H-3 and H-4 fire areas shall be permitted in
occupancies in Use Groups F and S except as
modified by 780 CMR 9, and in lecture halls and
laboratories in Use Groups A-3. B, E and 1-2 in
accordance with the limitations of 780 CMR
507.1. Fire areas located at the perimeter of the
building shall not exceed the area limitations
specified in Table 503 as modified by 780 CMR
506.2, based upon the percentage of the perimeter
of the fire area that fronts on a street or other
unoccupied space. Interior fire areas shall not
exceed 25% of the area limitations specified in
Table 503. Fireresistance rating requirements of
fire separation assemblies shall be in accordance
with Table 313.1.2.
507.2 Exterior walls: The minimum fireresistance
rating of exterior walls of one-story buildings of
unlimited area shall be determined by the use group
and the fire separation distance as specified in Table
507.2, but shall not be less than the fireresistance
rating required by Table 602 for the type of
construction. The entire perimeter of one-story
unlimited area buildings shall have a minimum fire
separation distance of 30 feet (9144 mm)
Exception: The minimum fire separation
distance of 30 feet (9144 mm) shall not apply to
a wall facing another building on the same lot,
provided that:
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
117
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
1 . Such wall is constructed as a fire wall in
accordance with 780 CMR 707.0;
2. The length of the fire wall does not exceed
25% of the total perimeter of the unlimited area
building;
3. The adjacent building has a minimum fire
separation distance of 30 feet (9144 mm) on
all sides, except for the side that faces the
unlimited area building, and
4. The adjacent building is equipped
throughout with an automatic sprinkler system
in accordance with 780 CMR 906.2.1.
507.2.1 Opening protective: Openings in
exterior walls required by Table 507.2 to have a
fire resistance rating of three hours or more shall
be protected with fire assemblies having a fire
resistance rating of not less than three hours.
Openings in exterior walls required by Table
507.2 to have a fire resistance rating of two hours
shall be protected with fire assemblies having a
fire protection rating of not less than 1 'A hours.
Table 507.2
MINIMUM FIRE RESISTANCE RATING
OF EXTERIOR WALLS
Use Group
Fireresistance rating (hours) based on
fire separation distance
30 Feet or greater but
less than 50 feet
50 feet or
greater
E
VA
0
A-3, B, F-2, 1-2, S-2
F-l.M. S-l
2
3
0
0
Note a 1 foot = 304.8 mm.
118
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
CHAPTER 6
TYPES OF CONSTRUCTION
780 CMR 601.0 GENERAL
601.1 Scope: The provisions 780 CMR 6 shall
control the classification of all buildings as to type
of construction
601.2 Application of other laws: The provisions of
780 CMR 6 shall not be deemed to nullify any
provisions of the zoning law or any other statute of
the jurisdiction pertaining to the location or type of
construction of buildings, except as is specifically
required by the provisions of 780 CMR.
601.3 Hospitals: Pursuant to M. G.L. c. Ill, § 51,
hospitals other than college and school infirmaries
shall be constructed of at least Type 1-B
construction.
780 CMR 602.0 CONSTRUCTION
CLASSIFICATION
602.1 General: All buildings and structures erected
or to be erected, altered or extended in height or
area shall be classified in one of the five
construction types defined in Table 602 and
780 CMR 603.0 through 606.0
602.2 False designation: A building shall not be
designated as a given type of construction unless it
conforms to the minimum requirements for that type.
602.3 Minimum requirements: Where a type of
construction is used that is superior to the minimum
herein required for any specified use, height and area
of the building, nothing in 780 CMR shall be
construed to require full compliance with the
specifications for the higher type; but the designated
construction classification of the building shall be
that of the lesser type, unless all of the requirements
for the higher type are fulfilled.
602.4 Noncombustibility requirements: Where a
structure or a part of a structure is required to be
constructed of noncombustible construction, the use
of combustible elements shall be permitted subject
to the limitations of 780 CMR 602.0 without altering
the construction classification.
602.4.1 Roofs, floors and wails: Combustible
elements in roofs, floors and walls are permitted
to be used for the following components:
1. Interior finish and trim materials as
regulated by 780 CMR 803.0, 804.0 and 806.0.
2. Light-transmitting plastics as permitted by
780 CMR 26.
3 . Fireretardant-treated wood complying with
780 CMR 2310.0 as permitted by Table 602.
4. Mastics and caulking materials applied to
provide flexible seals between components of
exterior wall construction.
5. Roof covering materials as regulated by
780 CMR 15.
6 Thermal and sound insulation as permitted
by 780 CMR 707.4.722.0. 1509.0. 2309.4 and
2603.0.
7. Exterior veneer and trim as permitted by
780 CMR 1406.0.
8. Nailing or furring strips as permitted by
780 CMR 804.0.
9. Windows and doors as permitted bv
780 CMR 706.4.
10. Heavy timber as permitted by 780 CMR
1006.3.1, 714.2 and 714.4
11. Partitions as permitted by 780 CMR 603.2.
12. Roof structures as permitted by 780 CMR
1510.0.
13. Platforms as permitted by 780 CMR
412.4.1.
602.4.2 Ducts: The use of nonmetallic ducts is
permitted in accordance with the mechanical code
listed in Appendix A.
602.4.3 Piping: The use of combustible piping
materials is permitted in accordance with the
mechanical and plumbing codes listed in
Appendix A.
602.4.4 Electrical: The use of insulated electrical
wiring and related components is permitted in
accordance with NFiPA 70 listed in Appendix A
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Table 602
FIRE RESISTANCE RATINGS OF STRUCTURE ELEMENTS
Tvpe ot construction 780 CMR 602.0
Noncombustible
Noncombustible/Combustible
Combustible
Type!
780 CMR
603.0
Type 2
780 CMR 603.0
Type 3
780 CMR 604.0
Type 4
780 CMR
605.0
Type 5
780 CMR 606.0
Structure element
Protected
Protected
Unprotected
Protected
Unprotected
Heavy timber
Notec
Protected
Unprotected
Note a
1A 1 IB
2A | 2B
2C
3A
3B
4
5A
5B
1 Exterior walls
Loadbearing
4 | 3
2 1 1 0 2 2 2 1 0
Mot less than the ratmg based on fire separation distance (see 780 CMR 705.2) -
Nonloadbearing
- Not less than the ratmg based on fire separation distance (see 780 CMR 705.2) -
2 Fire walls and party walls
(780 CMR 707.0)
4 | 3 | 2 | 2 | 2 | 2 | 2 | 2 | 2 | 2
-Not less than the fireresistance rating required bv Table 707. 1 -
Fire enclosure of
exits (780 CMR
1014.11,709.0
and Note b)
2
2
2
2
2
2
2
2
2
3 Fire separation
assemblies (780
CMR 709.0)
Shafts (other than
exits) & elevator
hoistway (780
CMR 709, 710.0
& Note b)
2
2
2
2
1
2
2
1
1
Mixed use & fire
area separations
(780 CMR 31 3. 01
- Not less than the fireresistance ratmg required by Table 3 1 3. 1 .2 -
Other Separation
assemblies
(Note i)
-Noted -
1
1
1
1
1
4 Fire partitions
Exit access
corridors
(Note g)
- Not less then the fu
-Note d -
eresistanc
: ratmg requir
ed by 780 CM}
I 1011.4-
711.0)
Tenant spaces
separations (Note
0
1 ,1 |, |, | 0
-Note d -
1
0
1
i
0
5 Dwelling unit separations
(780 CMR 71 1.0, 713.0 & Notes f
-Noted -
I
1
1
i
1
6 Smoke barriers (780CMR 7 12.0&
Note g)
1
1
1
1
1
1
i
1
1
1
7 Other nonloadbearing partitions
0
0 | 0
-N
0
3ted-
0
0
0
0
0
0
8 Interior load-
bearing walls,
loadbearing par-
titions, col-
umns, girders,
Supporting more
than one floor
4
3
2
1 1 0
»
0
See
780 CMR
605.0
1
0
trusses (other
than roof truss-
es) & framing
(780 CMR
715.0)
Supporting one
floor only or a
roof only
3
2
VA
1
0
1
0
See
780 CMR
605.0
1
0
9 Structural members supporting wall
(780 CMR 71 5.0 & Note g)
3
2
1J4
1
0 j 1
-Not less than fireresi.
0
tance rating o
1
"wail supporte
1
d-
0
10 Floor construction including beams
(780 CMR 71 3.0 & Note h)
3
2
V/z
I
0 ' i
1
0
See 780
CMR
605.0, Note c
0
1 1 Roof construc-
tion, including
beams, trusses
1 5' or less in
height to lowest
member
2
114
1
1
-N
otea -
0
See 780
CMR
605.0. Note c
1
0
and framing,
arches & roof
deck (780 CMR
714.0 & Notes
More than 1 5' but
less than 20' in
height to lowest
member
1
1
1 ! 0 | 0
1 o:o
-Note d -
1 I
See
780 CMR
605.0
1
0
e.i)
20' or more in
height to lowest
member
0 | 0 1 0 | o i o i
-Note d - i !
J i i
See
780 CMR
1 605 0
! »
l
i o
1
120
780 CMR - Sixth Edition corrected - 9/1 9 '97 (Effective 2/28/9"
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
TYPES OF CONSTRUCTION
Note a. For fireresistance rating requirements for structural membranes and assemblies which support other
fireresistance rated members or assemblies, see 780 CMR 715.1.
Note b. For reductions in the required fireresistance rating of exit and shaft enclosures, see 780 CMR 1014.11 and
710.3
Note c. For substitution of other structural materials for timber in T>pe 4 construction, see 780 CMR 2304.2.
Note d. For fire retardant-treated wood permitted in roof construction and nonloadbearing walls where the required
fireresistance rating is one hour or less, see 780 CMR 603.2 and 23 10.0.
Note e. For permitted uses of heavy timber in roof construction in buildings of Tvpes 1 and 2 construction, see
780 CMR 714.4.
Note f. For reductions in required fireresistance ratings of tenant separations and dwelling unit separations, see
780CMR 101 1.4 and 1011.4.1.
Note g. For exceptions to the required fireresistance rating of construction supporting exit access corridor walls, tencnt
separation walls in covered mall buildings, and smoke barriers, see 780 CMR 71 1.4 and 712.2.
Note h. For buildings having habitable or occupiable stories or basements below grade, see 780 CMR 1006.3.1.
Note i. Not less than the rating required by 780 CMR.
Note j. For Use Group R-3, see 780 CMR 3 10.5.
Note k. Fireresistance ratings are expressed in hours.
Note I. 1 foot = 304.8 mm.
780 CMR 603.0 TYPES 1 AND 2
CONSTRUCTION
603.1 General: Buildings and structures of Types 1
and 2 construction are those in which the walls,
partitions, structure elements, floors, ceilings, roofs
and exits are constructed of approved
noncombustible materials. Each structure element
shall not be less than the required fireresistance
rating specified in Table 602, except as otherwise
specifically provided for in 780 CMR. Buildings of
Types 1 and 2 construction shall be further classified
as Type 1A, IB, 2A, 2B or 2C. Fireretardant-
treatedwood shall only be used as specified in Table
602 and 780 CMR 23 10.0.
603.2 Interior partitions: In buildings or structures
of Types 1, 2 A and 2B construction, partitions of a
single thickness of wood or approved composite
panels, and glass or other approved materials of
similar combustible characteristics, are permitted to
subdivide rooms or spaces into offices, entries or
other similar compartments in all occupancies other
than Use Groups I and R, provided that such
partitions neither establish a corridor serving an
occupant load of more than 30 in areas occupied by
a single tenant nor exceed 5,000 square feet (465 m2)
between_/?re separation assemblies ox fire walls. The
maximum allowable compartment size shall be
increased to 7,500 square feet (700 m2) where
subdivided with fireretardant-treated wood that
complies with 780 CMR 23 10.0.
780 CMR 6O4.0 TYPE 3 CONSTRUCTION
604.1 General: Buildings and structures of Type 3
construction are those in which: the exterior walls
are constructed of masonry or other approved
noncombustible materials; the interior structure
elements, loadbearing walls, partitions, floors and
roofs are constructed of any approved materials.
Each structure element shall have not less than the
required fireresistance rating specified in Table 602,
except as otherwise specifically provided for in
780 CMR. Buildings of Type 3 construction shall be
further classified as Type 3A or 3B.
780 CMR 605.0 TYPE 4 CONSTRUCTION
605.1 General: Buildings and structures of Type 4
construction are those in which the exterior walls are
constructed of approved noncombustible materials
and the interior structural members are of solid or
laminated wood without concealed spaces or the
loadbearing walls, partitions, floors and roofs are
constructed of any noncombustible materials
permitted by 780 CMR. Each structure element
shall have not less than the required fireresistance
rating specified in Table 602. The elements of
Type 4 construction shall comply with the
provisions of 780 CMR 2304.0.
780 CMR 606.0 TYPE 5 CONSTRUCTION
606.1 General: Buildings and structures of Type 5
construction are those in which the exterior walls,
loadbearing walls, partitions floors and roofs are
constructed of any approved materials. Each
structure element shall have not less than the
required fireresistance rating specified in Table 602.
Buildings of Type 5 construction shall be further
classified as Type 5A or 5B.
2/7/97 (Effective 2/28/97)
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
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122 780 CMR - Sixth Edition
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CHAPTER 7
FIRERESISTANT MATERIALS AND CONSTRUCTION
780 CMR 701.0 GENERAL
701.1 Scope: The provisions of 780 CMR 7 shall
govern the design and installation of all materials
and methods of construction in respect to required
fireresistance rating and flameresistance, as
determined by the potential fire hazard of the use
and occupancy of the building or structure and the
location and function of all integral structural and
other fireresistive elements of the building; and the
installation of safeguards against the spread of fire to
and from adjoining structures.
701.2 Performance standards: The requirements of
780 CMR 7 shall constitute the minimum functional
performance standards for fire protection purposes;
and shall not be deemed to decrease or waive any
strength provisions or in any other manner decrease
the requirements of 780 CMR in respect to structural
safety.
701.3 Combustible materials: All materials and
forms of construction which develop the
fireresistance ratings required by 780 CMR shall be
acceptable for fireproofing and structural purposes,
except that combustible component materials in
structural units or structural assemblies shall be
limited in the types of construction specified in
780 CMR 603.0,604.0 and 605.0, and in 780 CMR
701.3.1.
701.3.1 Combustible components: Combustible
aggregates are permitted in gypsum concrete
mixtures approved for fireresistance rated
construction. Any approved component material
or admixture is permitted in assemblies that meet
the fireresistive test requirements of 780 CMR.
780 CMR 702.0 DEFINITIONS
702.1 General: The following words and terms
shall, for the purposes of 780 CMR 7 and as used
elsewhere in 780 CMR have the meanings shown
herein.
Damper, fire. A damper arranged to seal off air flow
automatically through part of an air duct system,
so as to restrict the passage of heat. The fire
damper shall not be used as a smoke damper
unless the location lends itself to the dual purpose
(see 780 CMR 717.0).
Door assembly, fire. A combination of the fire door,
frame, hardware and other accessories which
together provide a specific degree of fire
protection to the opening (see 780 CMR 716.0).
Door, fire: A door and its assembly, so constructed
and assembled in place as to give protection
against the passage of fire (see 780 CMR 716.0).
Drafistopping: Building materials installed to
prevent the movement of air, smoke, gases and
flame to other areas of the building through large
concealed passages such as attic spaces and floor
assemblies with suspended ceilings or openweb
trusses (see 780 CMR 720,-0). —
Fire area: The aggregate floor area enclosed and
bounded by fire walls, exterior walls or fire
separation assemblies of a building (see
780 CMR 709.2).
Fire partition: A vertical assembly of materials
having protected openings and designed to restrict
the spread of fire (see 780 CMR 71 1 .0).
Fire protection rating: The time in hours, or
fractions thereof, that an opening protective
assembly will resist fire exposure as determined
by the test standard specified in 780 CMR (see
780 CMR 706.0,716.0 and 718.0).
Fire separation assembly: A horizontal or vertical
fireresistance rated assembly of materials having
protected openings, and designed to restrict the
spread of fire (see 780 CMR 709.0).
Fire separation distance: The distance in feet
measured from the building face to the closest
interior lot line, to the center-line of a street or
public way or to an imaginary line between two
buildings on the same property.
Fire window: A window constructed and glazed to
give protection against the passage of fire (see
780 CMR 718.0).
Fireresistance: That property of materials or their
assemblies which prevents or retards the passage
of excessive heat, hot gases or flames under
conditions of use.
Fireresistance rating The time in hours or fractions
thereof that materials or their assemblies will
resist fire exposure as determined by the fire test
specified in 780 CMR (see 780 CMR 704. 1.1).
Firestopping: Building materials installed to prevent
the movement of flame and gases to other areas
of a building through small concealed passages in
2/7/97 (Effective 2/28/97)
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123
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
building components such as floors walls and
stairs (see 780 CMR 720.0).
Protected construction: That in which all structural
members are constructed, chemically treated,
covered or protected so that the individual unit or
the combined assemblage of all such units has the
required fireresi stance rating specified for its
particular application in Table 602; and includes
protected combustible and protected
noncombustible construction.
Self-closing: As applied to a fire door or other
opening protective, means normally closed and
equipped with an approved device which will
insure closing after having been opened for use
(see 780 CMR 716.5).
Shaft. An enclosed space extending through one or
more stories of a building, connecting vertical
openings in successive floors, or floors and the
roof (see 780 CMR 710.0).
Single membrane penetration. An opening through
a single membrane (one side) of a fireresistance
rated wall, roof/ceiling or floor/ceiling assembly
made to accommodate pipes, tubes, conduits,
vents, wires, cables, electrical outlet boxes and
similar items (see 780 CMR 709.6.5).
Smoke barrier. A continuous membrane that will
resist the movement of smoke (see 780 CMR
712.0).
Smoke compartment: A space within a building
enclosed by smoke barriers or fire separation
assemblies on all sides, including top and bottom
(see 780 CMR 712.0).
Through-penetration protection system: Specific
building materials or assemblies of materials that
are designed and installed to prevent the spread of
fire through openings that are made in
fireresistance rated floors and walls to
accommodate through-penetrating items such as
pipes, tubes, conduits, vents, wires, cables and
similar items. The F rating indicates the period of
time that the through-penetration protection
system is capable of preventing the passage of
flame to the unexposed (nonfire) side of the
assembly in conjunction with an acceptable hose
stream test performance. The T rating indicates
the period of time that the through-penetration
protection system is capable of preventing the
passage of flame and a maximum individual
temperature rise of 325°F (163°C) above ambient
temperature on the unexposed (nonfire) side of
the assembly in conjunction with acceptable hose
stream test performance (see 780 CMR 707.7.2,
709.6.1 and 713.4.1).
Vertical opening: An opening through a floor or
roof.
Wall
Fire separation wall: A fireresistance rated
assembly of materials having protected
openings which is designed to restrict the
spread of fire (see 780 CMR 709.0).
Fire wall: A fireresistance rated wall having
protected openings, which restricts the
spread of fire and extends continuously from
the foundation to or through the roof (see
7S0 CMR 707.0).
Party wall: Kfire wall on an interior lot line
used or adapted for joint service between
two buildings (see 780 CMR 707.0).
780 CMR 703.0 CONSTRUCTION
DOCUMENTS
703.1 General: Construction documents for all
buildings shall designate the type of construction
and the fireresistance rating of all structure elements
as required by 780 CMR. The construction
documents shall include documentation or
supporting data substantiating all required
fireresistance ratings.
703.2 Penetrations: Construction documents for
buildings more than two stories in height shall
indicate where penetrations will be made for
electrical, mechanical, plumbing and communication
conduits, pipes and systems, and shall also indicate
the materials and methods for maintaining the
required structural integrity, fireresistance rating and
firestopping
780 CMR 704.0 FIRE TESTS
704.1 General: Building elements and assemblies
including loadbearing and nonloadbearing walls and
partitions, columns, girders, beams, slabs and floors
and roof assemblies, shall provide the minimum
fireresistance ratings specified in Table 602 for the
type of construction unless otherwise required by the
provisions of 780 CMR.
704.1.1 Fireresistance ratings: The
fireresistance ratings of building assemblies and
structural elements shall be determined in
accordance with the test procedures set forth in
ASTM El 19 listed in Appendix A, specific
methods as provided for herein, or shall be
determined in accordance with an approved
analytical method. Where an approved
analytical method is utilized to establish the
fireresistance rating of a structural element or
building assembly, the calculations shall be
based upon the fire exposure and acceptance
criteria specified in ASTM E 119 listed in
Appendix A.
Exception: In determining the fireresistance
rating of exterior loadbearing walls.
124
780 CMR - Sixth Edition
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
FIRERESISTANT MATERIALS AND CONSTRUCTION
compliance with the ASTM El 19 criteria for
unexposed surface temperature rise and
ignition of cotton waste due to passage of
flame or hot gases, is required only for a
period of time corresponding to the required
fireresistance rating of an exterior
nonloadbearing wall with the same fire
separation distance, and in a building of the
same use group. Where the fireresistance
rating determined in accordance with this
exception exceeds the fireresistance rating
determined in accordance with ASTM El 19
listed in Appendix A, the fire exposure time
period, water pressure and application
duration criteria for the hose stream test of
ASTM El 19 listed in Appendix A, shall be
based upon the fireresistance rating
determined in accordance with this
exception.
704.2 Alternative protection Where
documentation is submitted to the code official and
approved, fireresistive coverings or insulating
enclosing materials are not required for structural
framing elements. Such documentation shall show
that the structural integrity of structural framing
elements will not be reduced below a safe level by a
fire within the building or in an adjacent building
having a severity corresponding to the fireresistance
rating required for the elements through the
installation of heat shields, separations or other
approved means of protection.
704.3 Opening protectives: Opening protectives
shall include the fire door, fire shutter, fire M'indow
or fire damper and all required hardware, anchorage,
frames and sills necessary for the assembly
704.4 Combustibility tests: Where the behavior of
materials under exposure to fire is specified in
780 CMR the characteristics of materials shall be
determined by the tests and criteria set forth in
780 CMR 704.4.1. 704.4.1.1 and 704.4.1.2.
704.4.1 Tests: The tests indicated in 780 CMR
704.4.1.1 and 704.4.1.2 shall serve as criteria for
acceptance of building materials as set forth in
780 CMR 603.0, 604.0 and 605 governing the
combustibility of building materials in Types 1 .
2, 3 and 4 construction. The term
"noncombustible" does not apply to the flame
spread characteristics of interior finish or trim
materials. A material shall not be classified as a
noncombustible building construction material
which is subject to an increase in the
combustible or flame spread rating beyond the
limitations herein established through the effects
of age, moisture or other atmospheric conditions.
704.4.1.1 Elementary materials Materials
which are intended to be classified as
noncombustible shall be tested in accordance
with ASTM E136 listed in Appendix A.
Such materials shall be acceptable as
noncombustible materials when at least three
of four specimens tested conform to all of
the following criteria:
1 . The recorded temperature of the
surface and interior thermocouples shall
not at any time during the test rise more
than 54°F (30°C) above the furnace
temperature at the beginning of the test.
2. There shall not be flaming from the
specimen after the first 30 seconds.
3 If the weight loss of the specimen
during testing exceeds 50%, the recorded
temperature of the surface and interior
thermocouples shall not at any time
during the test rise above the furnace air
temperature at the beginning of the test.
and there shall not be flaming of the
specimen.
"704.4.1.2 Composite materials Materials
having a structural base of noncombustible
material as defined in 780 CMR 704.4.1.1.
with a surfacing not more than Vs inch thick
which has a flame spread rating not greater
than 50 when tested in accordance with
ASTM E84 listed in. Appendix A shall be
acceptable as noncombustible materials
780 CMR 705.0 EXTERIOR WALLS
705.1 General: All exterior walls shall comply with
the applicable provisions of 780 CMR and with the
fireresistance rating requirements of 780 CMR 705.0
and 780 CMR 602.0.
Exception: The provisions of 780 CMR 705.2
and 705.3 shall not apply to exterior walls which
face buildings on the same lot where the
buildings are such that, if combined into one
structure, the resulting building will otherwise
comply with the height and area limitations of
780 CMR 503.0 (see 780 CMR 503.1.3)
705.1.1 Omission of exterior walls: The
provisions of 780 CMR shall not be deemed to
prohibit the omission of exterior walls for all or
part of a story where the provisions of 780 CMR
705.2 do not require a nonloadbearing exterior
wall to provide a fireresistance rating, and where
the provisions of 780 CMR 705.3 and 705.4 do
not limit the maximum percentage of
unprotected openings. Except as otherwise
specifically permitted in 780 CMR 715.5. the
piers, columns and other structural elements
within the open portion shall be constructed with
the fireresistance rating required for exterior
loadbearing walls in Table 602.
705.1.2 Combustible exterior wall finish and
trim In addition to the requirements of
780 CMR 705.0, combustible materials installed
as exterior wall finish, half-timbering, balconies
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125
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
and similar appendages, bay and oriel windows
and light-transmitting plastic panels, shall meet
the applicable requirements of 780 CMR 1406.0,
2604.0, 2605.0 and 2606.0.
705.2 Fireresistance ratings: The fireresistance
rating of exterior walls shall comply with Table
705.2. Loadbearing exterior walls shall also comply
with the fireresistance rating requirements of
780 CMR 602.0. The fireresistance rating of
exterior walls with a fire separation distance of
greater than five feet (1524 mm) shall be rated for
exposure to fire from the inside. The fireresistance
rating of exterior walls with a fire separation
distance of five feet (1524 mm) or less shall be rated
for exposure to fire from both sides.
Table 705.2
EXTERIOR WALL FIRERESISTANCE
RATINGS
a
Use Group
Fire Separation
distance (feet)
H-2
F-l.H-3.
M, S-l
R-2
R-3
A, B. E, F-2,
H-4.I.R-1.
S-2
0to5
Greater than 5 to 10
Greater than 10 to 15
Greater Shan 15to 30
Greater than 30
4
3
2
1
0
2
1
0
0
1
1
0
' 0
0
1
0
0
0
0
1
0
0
0
Note a. For requirements for Use Group H-l, see
780 CMR 705.2.1.
Note b. Fireresistance ratings are expressed in hours
Notec. 1 foot -304.8 mm.
705.2.1 Use Group H-l: Buildings and
structures with an occupancy in Use Group H- 1
shall be located in accordance with the
requirements for the storage of explosives in the
fire prevention code listed in Appendix A. The
allowable quantities of Use Group H-l materials
shall be based on the TNT equivalency of the
materials The exterior finish surface of all
exterior walls in an occupancy in Use Group H- 1
shall be of approved noncombustible materials
or fireretardant-treated wood complying with
780 CMR 23 10.0 for exterior installation
705.2.2 Wall support: The wall shall extend to
the height required by 780 CMR 705.6, and shall
be supported such that the wall will remain in
place for the duration of time indicated by the
required fireresistance rating.
705.2.3 Automatic fire suppression: In
buildings equipped throughout with an
automatic sprinkler system in accordance with
780 CMR 906.2.1. the required fireresistance
rating of nonloadbearing exterior walls shall be
reduced by one hour, except that where they?™?
separation distance is five feet (1524 mm) or
less, the fireresistance rating shall not be reduced
to less than one hour This reduction shall not
apply to occupancies in Use Group H.
705.2.4 Unexposed surface temperature
Where protected openings are not limited by
Table 705.3, the limitation on the rise of
temperature on the unexposed surface of exterior
walls as required by ASTM El 19 listed in
Appendix A shall not apply. Where protected
openings are limited by Table 705.3, the
limitation on the rise of temperature on the
unexposed surface of exterior walls as required
by ASTM El 19 listed in Appendix A shall not
apply provided that a correction is made for
radiation from the unexposed exterior wall
surface in accordance with the following
formula:
A, -A +(AfxFJ where
Ae = Equivalent area of protected openings
A = Actual area of protected openings
A f = Area of exterior wall surface in the story
under consideration exclusive of openings, on
which the temperature limitations of ASTM
El 19 listed in Appendix A for walls is exceeded
¥eo = An "equivalent opening factor"
derived from Figure 705.2.4 based on the
average temperature of the unexposed wall
surface and the fireresistance rating of the wall
required by 780 CMR 705.2.
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FIRERESISTANT MATERIALS AND CONSTRUCTION
Figure 705.2.4
EQUIVALENT OPENING FACTOR
*00 600 800 t.KSO IWO 1.-S0O t.SOO
Average temperature of unexposed surface (degrees F)
705.3 Openings: The maximum area of unprotected
or protected openings permitted in an exterior wall
in any story shall not exceed the values set forth in
Table 705.3. Where both unprotected and protected
openings are located in the exterior wall in any
story, the total area of the openings shall comply
with the following formula:
<: 1.0
a
where:
A = Actual area of protected openings, or the
equivalent area of protected openings Ae (see
780 CMR 705.2.4).
a = Allowable area of protected openings.
A„ = Actual area of unprotected openings.
<2tf = Allowable area of unprotected openings.
Table 705.3
MAXIMUM AREA OF EXTERIOR WALL
OPENINGS3
Classifi-
Fire separation distance (feet)
cation of
opening
Oto
3
>3
to 5
>5 to
iod
> 10 to
15C'd
> 15
to20C
>20
to25C
>25
to 30°
>30
Un-
protected
NP
NPb
10%
15%
25%
45%
70%
No
limit
Protected
NP
15%
25%
45%
75%
No
' imit
No
Limit
No
Limit
Note a. Values given are percentages of the area of the
exterior wall. This table assumes that the openings are
reasonably uniformly distributed. Where openings are
not reasonably uniformly distributed, the portion of the
wall utilized to calculate compliance with table 705.3
shall be approved.
Note b. For occupancies in Use Group R-3, the
maximum percentage of unprotected exterior wall
openings shall be 5%.
Note c. The area of openings in an open parking
structure with a fire separation distance of greater than
ten feet shall not be limited.
Note d. For occupancies in Use Group H-2 or H-3,
unprotected openings shall not be permitted for openings
with a fire separation distance of 15 feet or less.
Note e. One foot = 304.8 mm.
705.3.1 Automatic fire suppression: In
buildings equipped throughout with an
automatic sprinkler system in accordance with
780 CMR 906.2. 1, the maximum allowable area
of unprotected openings in all occupancies other
than Use Groups H-l, H-2 and H-3 shall be the
same as the tabulated limitations for protected
openings.
705.3.2 First story: In all occupancies other
than Use Group H, unlimited unprotected
openings are permitted in the first story of
exterior walls facing a street which have a fire
separation distance of greater than 15 feet (4572
mm).
NP (Not permitted)
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705.4 Vertical separation of openings: Openings in
exterior walls in adjacent stories shall be separated
vertically to protect against fire spread on the
exterior of the buildings where the openings are
within five feet (1524 mm) of each other
horizontally and the opening in the lower story is not
a protected opening in accordance with 780 CMR
706.0. Such openings shall be separated vertically
at least three feet (914 mm) by spandrel girders,
exterior walls or other similar assemblies which
have a fireresistance rating of at least one hour or by
flame barriers which extend horizontally at least 30
inches (762 mm) beyond the exterior wall. Flame
barriers shall also have a fireresistance rating of at
least one hour. The unexposed surface temperature
limitations specified in ASTM El 19 listed in
Appendix A shall not apply to the flame barriers or
vertical separation unless otherwise required by the
provisions of 7S0 CMR.
Exceptions:
1 . 780 CMR 705.4 shall not apply to buildings
that are three stories or less in height.
2. 780 CMR 705.4 shall not apply to buildings
equipped throughout with an automatic sprinkler
system in accordance with 780 CMR 906.2.1.
705.5 Vertical exposure: Approved protectives
shall be provided in every opening that is less than
15 feet (4572 mm) vertically above the roof of an
adjoining building or adjacent structure which is
within a horizontal fire separation distance of 1 5
feet (4572 mm) of the wall in which the opening is
located, unless such roof construction affords a
fireresistance rating of not less than one hour.
705.6 Continuity of exterior walls: Exterior walls
required to be fireresistance rated by 780 CMR
705.2 because of fire separation distance, shall be
continuous from the foundation to not less than 30
inches (762 mm) above the roof surface.
Exceptions:
1. Where the roof deck or sheathing is
constructed of approved noncombustible
materials cr of fireretardant-treated wood or of
Va-inch Type X gypsum board supported directly
beneath the underside of the roof sheathing or
deck, using minimum two-inch ledgers attached
to the sides of the roof framing members for a
minimum distance of four feet (1219 mm) from
the exterior wall, and where the roof covering
has a minimum of a Class C rating, the exterior
wall shall be permitted to stop at the underside
of the roof deck or sheathing.
2. Exterior walls in buildings not exceeding
1,000 square feet (93 m3) in area.
3. Exterior walls of occupancies in Use Group
R-3.
4. Exterior walls of a building where the roof
has an angle of more than 20 degrees (0.35 rad)
with the horizontal.
780 CMR 706.0 EXTERIOR OPENING
PROTECTIVES
706.1 Where required: Exterior opening
protectives shall be provided in all exterior wall
openings that are required to be protected by
780 CMR 705.0.
706.2 Automatic protection: Approved fire
protective assemblies shall be fixed, self-closing or
equipped with approved automatic-closing devices
and shall conform to the requirements of 780 CMR
706.0 and 780 CMR 702.0, 716.0,717.0, 718.0 and
719.0.
Exception: Fire protective assemblies are not
required where outside automatic sprinklers are
installed for the protection of the exterior
openings. The sprinklers shall be installed in
accordance with NFiPA 13 listed in Appendix A,
and shall have an automatic water supply and be
provided with a fire department connection.
706.3 Fireresistance rating: Exterior openings
required to be protected by 780 CMR 705.3, when
located in a wall required by 780 CMR 705.2 to
have a fireresistance rating of greater than one hour,
shall be protected with an assembly having afire
protection rating of not less than V/z hours. Exterior
openings required to be protected by 780 CMR
705.3, when located in a wall required by 780 CMR
705.2 to have a fireresistance rating of one hour,
shall be protected with an assembly having afire
protection rating of not less than 2A hour. Exterior
openings required to be protected by 780 CMR
705.4 or 705.5 shall be protected with an assembly
having a fire protection rating of not less than 3A
hour.
706.4 Unprotected openings: Where protected
openings are not required by 780 CMR 705.0,
windows and doors shall be constructed of any
approved materials. Glazing shall conform to the
requirements of 780 CMR 14, 24 and 26.
780 CMR 707.0 FIRE WALLS
AND PARTY WALLS
707.1 General: Walls shall have sufficient rtructural
stability under fire conditions to allow collapse of
construction on either side without collapse of the
wall, and shall be constructed of any approved
noncombustible materials that provide the required
strength and fireresistance rating specified in Table
602 for the type of construction, but not less than the
fireresistance rating of the use group specified in
Table 707.1. Strength and stability shall comply
with the provisions of 780 CMR 14 and 16.
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FIRERESISTANT MATERIALS AND CONSTRUCTION
Table 707.1
FIRE AND PARTY WALL
FIRERESISTANCE RATINGS
Use Group
Minimum Fireresistance
rating (hours)
A-3, A-4, A-5, B, E, F-2,
H-4, 1-1,1-2, R.S-2
2
A-1,A-2,F-1,H-3,I-3,M, 3
S-l
H-2
4
Note a. For requirements for Use Group H-l, see 780
CMR 707. 1.1.
707.1.1 Use Group H-l: Occupancies in Use
Group H-l shall not be located in a building that:
is more than one story in height, has a basement,
or is attached to another building. An occupancy
in any use group other than H-l shall not be
located in a building with an occupancy in Use
Group H-l.
Exception: The story above grade, where
provided with barricaded construction in
accordance with the fire prevention code
listed in Appendix A, shall not be considered
a basement.
707.2 Cutting wails: A wall that is eight inches or
less in thickness shall not be cut for chases or
socketed for insertion of structural members
subsequent to erection (see 780 CMR 2109.1.1).
707.3 Hollow walls: The wall shall not be less than
the minimum thickness specified in ACI 530/ASCE
5/TMS 402 listed in Appendix A.
707.4 Combustible insulation: The code official
shall permit the application of cork, fiberboard or
other combustible insulation where laid up without
intervening air spaces and attached directly to the
face of the wall, and where protected on the exposed
surface as provided for in 780 CMR 722.0 and
2309.1.
707.5 Continuity of walls: In all buildings or
structures, walls shall be continuous from foundation
to two feet eight inches (813 mm) above the roof
surface, except as provided for in 780 CMR 707.5. 1
through 707.5.3. Fire walls shall be made smoke
tight at their junction with exterior walls. In exterior
wall construction employing studs, the wall shall
extend through the stud space to the exterior
sheathing.
707.5.1 Noncombustible roofs: The wall is
permitted to terminate at the underside of the
roof deck where the roof is of approved
noncombustible construction and is properly
firestopped at the wall.
707.5.2 Combustible roofs: The wall is
permitted to terminate at the underside of the
roof deck in Types 3, 4 and 5 construction where
all of the following conditions are met:
1. The wall is properly firestopped at the
deck.
2. The roof sheathing or deck is constructed
of approved noncombustible materials or of
fireretardant-treated wood, for a distance of
four feet (1219 mm) on both sides of the
wall, or such roof sheathing or deck is
constructed with 5/s-inch Type X gypsum
board supported directly beneath the
underside of the roof sheathing or deck,
using minimum two-inch ledgers attached to
the sides of the roof framing members, for a
minimum distance of four feet (1219 mm) on
both sides of ihe fire wall.
3. Combustible material does not extend
through the wall.
4. The roof covering has a minimum of a
Class C rating.
707.5.3 Noncombustible frame: The wall shall
not be supported on the structural frame in
buildings of noncombustible construction unless
such supporting frame has a fireresistance rating
at least equal to that required for the wall.
707.6 Offset fire walls: Where fire walls are offset
at intermediate floor levels in protected skeleton-
frame construction, the offset floor construction and
the intermediate wall supports shall be constructed
of approved noncombustible materials with a
fireresistance rating not less than that required for
the fire wall.
707.7 Penetrations: Penetrations through fire walls
shall meet the limitations specified in 7S0 CMR
707.7.1 through 707.7.4.
707.7.1 Combustible framing: In addition to
the provisions of 780 CMR 2305.6, adjacent
combustible members entering into a masonry
fire wall from opposite sides shall not have less
than a four-inch (102 mm) distance between
embedded ends. Where combustible members
frame into hollow walls or walls of hollow units,
all hollow spaces shall be solidly filled for the
full thickness of the wall and for a distance not
less than four inches (102 mm) above, below and
between the structural members, with
noncombustible materials approved for
firestopping in accordance with 780 CMR 720.0.
707.7.2 Noncombustible penetrations: Cables
and wires without combustible jackets or
insulation, and noncombustible pipes, tubes,
conduits and vents which penetrate afire wall
shall be tested in accordance with ASTM El 19
listed in Appendix A as part of a rated assembly,
or shall be protected by an approved through-
penetration protection system that has been
tested in accordance with ASTM E814 listed in
Appendix A, or the annular space around the
penetrating item shall be protected in accordance
with 780 CMR 707.8.
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THE MASSACHUSETTS STATE BUILDING CODE
The through-penetration protection system
shall be tested in accordance with ASTM E814
listed in Appendix A, with a minimum positive
pressure differential of 0.01 inch of water
column (2.5 P) and shall have an "F" rating of
not less than the required rating of the wall
penetrated.
707.7.3 Combustible penetrations: Cables and
wires with combustible jackets or insulation, and
combustible pipes, tubes and conduits which
penetrate afire wall shall be tested in accordance
with ASTM El 19 listed in Appendix A as part of
a fireresistance rated assembly or shall be
protected by an, approved through-penetration
protection system that has been tested in
accordance with ASTM E814 listed in
Appendix A.
The through-penetration protection system
shall be tested in accordance with ASTM E814
listed in Appendix A, with a minimum positive
pressure differential of 0.01 inch of water
column (2.5 P) and shall have an "F" rating of
not less than the required rating of the assembly
penetrated.
707.7.4 Electrical outlet boxes: Openings for
steel electrical outlet boxes that do not exceed 1 6
square inches (10323 mm2) in area are permitted
provided that the area of such openings does not
exceed 100 square inches (64516 mm2) for any
100 square feet (9.3 m2) of wall area. Outlet
boxes on opposite sides of the wall shall be
separated by a horizontal distance of not less
than 24 inches (610 mm).
Exception: Openings for electrical outlet
boxes of any material are permitted provided
that such boxes are tested for use in
fireresistance rated assemblies and installed
in accordance with the tested assembly.
707.8 Annular space protection: Where permitted
by 780 CMR 707.7.2 for noncombustible penetrating
items, the annular space between the penetrating
item and the fireresistance rated assembly being
penetrated shall be protected as specified in
780 CMR 707.8. 1 and 707.8.2.
707.8.1 Material: The material used to fill the
annular space shall comply with 780 CMR
707.8.1.1 or 707.8. 1.2.
707.8.1.1 Concrete or masonry assemblies:
Penetrations of concrete or masonry
assemblies by a maximum six-inch nominal
diameter copper, iron or steel pipe, tube,
conduit or wires and cables with steel jackets
shall be permitted provided that the
maximum opening size is 144 square inches
(0.09 m2) and the penetration is protected
with concrete, grout or mortar for the full
thickness of the assembly or the thickness
required to provide a fireresistance rating
equivalent to the required fireresistance
rating of the assembly penetrated.
707.8.1.2 All assemblies: In all assemblies
the material shall prevent the passage of
flame and hot gases sufficient to ignite
cotton waste when subjected to the time-
temperature fire conditions of ASTM El 19
listed in Appendix A, under a minimum
positive pressure differential of 0.01 inch of
water column (2.5 P) at the location of the
penetration for the time period equivalent to
the required fireresistance rating of the
assembly penetrated.
707.8.2 Sleeves: Where sleeves are installed, the
sleeves shall be noncombustible and shall be
securely fastened to the assembly penetrated.
All space between the item contained in the
sleeve and the sleeve itself, and any space
between the sleeve and the assembly penetrated,
shall be filled with a material that complies with
780 CMR 707.8.1.
780 CMR 708.0 FERE WALL OPENINGS
708.1 General: Openings in fire walls shall not
exceed the limitations in size and area herein
prescribed.
708.2 Size of opening: Each opening through afire
wall shall not exceed 120 square feet (11.16 m2).
The aggregate width of all openings at any floor
level shall not exceed 25% of the length of the wall.
Exception: Openings shall not be limited to 120
square feet (11.16 m2) where both buildings are
equipped throughout with an automatic sprinkler
system installed in accordance with780 CMR 9.
708.2.1 First story: Where the entire first-story
floor areas on both sides of a fire wall are
equipped throughout with an approved
automatic sprinkler system installed in
accordance with 780 CMR 906.2.1, the
maximum allowable size of openings on the first
story of the building shall not exceed 240 square
feet (22.32 m2) with a minimum distance of three
feet (914 mm) between adjacent openings.
708.3 Opening protectives: All opening protectives
in fire walls shall comply with the provisions of
780 CMR 704.0 and shall have the minimum fire
protection rating as set forth in 780 CMR 716.0.
780 CMR 709.0 FERE SEPARATION
ASSEMBLIES
709.1 General: Fire separation assemblies installed
for purposes of the enclosure of exits, floor
openings, shafts, areas of refuge and for subdividing
purposes shall be constructed of approved materials
consistent with the limitations for the building type
of construction and shall have not less than the
fireresistance rating prescribed by Table 602.
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FIRERESISTANT MATERIALS AND CONSTRUCTION
709.2 Fire area: Afire separation assembly which
separates adjacent fire areas shall have a
fireresistance rating of not less than the
fireresistance rating required by Table 3 13. 1.2 based
on the use group of the fire areas which are
separated.
709.3 Openings: Openings located in a fire
separation assembly shall be limited to a maximum
aggregate width of 25% of the length of the wall,
and the maximum area of any single opening shall
not exceed 120 square feet (1 1 m2). Openings in exit
enclosures, other than unexposed exterior openings,
shall be limited to those necessary for exit access to
the enclosure from normally occupied spaces and for
egress from the enclosure.
Exception: Openings shall not be limited to 120
square feet (11 m:) where adjoining fire areas
are equipped throughout with an automatic
sprinkler system installed in accordance with
780 CMR 9.
709.3.1 Protectives: .All opening protectives in
fire separation assemblies shall comply with the
provisions of 780 CMR 704.0 and shall have the
minimum fire protection rating as set forth in
780 CMR 716.0.
709.4 Continuity: All vertical fire separation
assemblies shall extend from the top of the
fireresistance rated floor/ceiling assembly below to
the underside of the floor or roof slab or deck above
and shall be securely attached thereto. These walls
shall be continuous through all concealed spaces
such as the space above a suspended ceiling. The
supporting construction shall be protected to afford
the required fireresistance rating of the fire
separation assembly supported. All hollow vertical
spaces shall be firestopped at every floor level as
required in 780 CMR 720.0.
709.5 Exterior walls: Except as provided for in
780 CMR 1014.11.1 and 1014.12.2, where exterior
walls serve as a part of a required fireresistance rated
enclosure, such walls shall comply with the
requirements of 780 CMR 705.0 for exterior walls
and the fireresistance rated enclosure requirements
shall not apply.
709.6 Penetrations: Penetrations through
fireresistance rated wall assemblies shall meet the
limitations specified in 780 CMR 709.6.1 through
709.6.5. Penetrations through floor/ceiling and
roof/ceiling assemblies shall comply with 780 CMR
713 0. Penetrations of an exit enclosure shall also
comply with 780 CMR 1014.11.2.
709.6.1 Noncombustible penetrations: Cables
and wires without combustible jackets or
insulation, and noncombustible pipes, tubes,
conduits and vents which penetrate an assembly
shall be tested in accordance with ASTM El 19
listed in Appendix A as part of a rated assembly,
or shall be protected by an approved through-
penetration protection system that has been
tested in accordance with ASST. E814 listed in
Appendix A, or the annular space around the
penetrating item shall be protected in accordance
with 780 CMR 709.7.
The through-penetration protection system
shall be tested in accordance with ASTM E814,
with a minimum positive pressure differential of
0.01 inch of water column (2.5 P) and shall have
an "F" rating of not less than the required rating
of the assembly penetrated.
709.6.2 Combustible penetrations: Cables and
wires with combustible jackets or insulation, and
combustible pipes, tubes, conduits and vents
which penetrate an assembly shall be tested in
accordance with ASTM El 19 listed in Appendix
A as part of a fireresistance rated assembly or
shall be protected by an approved through-
penetration protection system that has been
tested in accordance with ASTM E814 listed in
Appendix A.
The through-penetration protection system
shall be tested in accordance with ASTM E814
with a minimum positive pressure differential of
0.01 inch of water column (2.5 P) and shall have
an "F" rating of not less than the required rating
of the assembly penetrated.
709.6.3 Electrical outlet boxes: Openings for
steel electrical outlet boxes that do not exceed 16
square inches (10323 mm2) in area are permitted
provided that the area of such openings does not
exceed 100 square inches (64516 mm2) for any
100 square feet (9.3 rrr) of enclosure wall area.
Outlet boxes on opposite sides of the assembly
shall be separated by a horizontal distance of not
less than 24 inches (610 mm).
Exception: Openings for electrical outlet
boxes of any material are permitted provided
that such boxes are tested for installation in
fireresistance rated assemblies and installed
in accordance with the tested assembly.
709.6.4 Ducts: Ducts that penetrate an assembly
shall be provided with approved fire dampers
that comply with 780 CMR 717.0.
Exception: Fire dampers are not required:
1 . In steel exhaust air subducts extending at
least 22 inches (559 mm) vertically in an
exhaust shaft and where there is a continuous
airflow upward to the outside.
2. In penetrations tested in accordance with
ASTM El 19 listed in Appendix A as a part
of the fireresistance rated assembly.
3 In penetrations of walls with a required
one-hour fireresistance rating or less by a
ducted HVAC system in areas of other than
Use Group H where the building is equipped
throughout with an automatic sprinkler
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780 CMR - Sixth Edition
131
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
system in accordance with 780 CMR
906.2.1.
4. In garage exhaust or supply shafts which
are separated from all other building shafts
by not less than a two-hour fireresistance
rated fire separation assembly.
709.6.5 Single membrane penetrations:
Openings to accommodate noncombustible
conduits, pipes and tubes through a single
membrane that is an integral component of a
fireresistance rated wall assembly shall be
permitted provided that the aggregate area of all
such openings does not exceed 100 square
inches (64516 mm2) in any 100 square feet (9.3
m2) of wall area and the openings zrtfirestopped
with approved noncombustible materials.
709.7 Annular space protection: Where permitted
by 780 CMR 709.6.1 for noncombustible penetrating
items, the annular space between the penetrating
item and the fireresistance rated assembly being
penetrated shall be protected as specified in
780 CMR 709.7. 1 through 709.7.3.
709.7.1 Materials: The material used to fill the
annular space shall comply with 780 CMR
709.7.1.1 or 709.7.1.2.
709.7.1.1 Concrete or masonry assemblies:
Penetrations of concrete or masonry
assemblies by a maximum six-inch nominal
diameter copper, iron or steel pipe, tube,
conduit or wires and cables with steel jackets
shall be permitted provided that the
maximum opening size is 144 square inches
(0.09 m2) and the penetration is protected
with concrete, grout or mortar for the full
thickness of the assembly or the thickness
required to provide a fireresistance rating
equivalent to the required fireresistance
rating of the assembly penetrated.
709.7.1.2 All assemblies: In all assemblies,
the material shall prevent the passage of
flame and hot gases sufficient to ignite
cotton waste when subjected to the time-
temperature fire conditions of ASTM El 19
listed in Appendix A under a minimum
positive pressure differential of 0.01 inch of
water column (2.5 P) at the location of the
penetration for the time period equivalent to
the required fireresistance rating of the
assembly penetrated.
709.7.2 Sleeves: Where sleeves are installed, the
sleeves shall be noncombustible and shall be
securely fastened to the assembly penetrated.
All space between the item contained in the
sleeve and the sleeve itself and any space
between the sleeve and the assembly penetrated
shall be filled with a material that complies with
780 CMR 709.7.1.
709.7.3 Insulation: Insulation and coverings on
the penetrating item shall not pass through the
assembly unless these materials maintain the
required fireresistance rating of the assembly in
accordance with 780 CMR 709.6.2.
780 CIMR 710.0 VERTICAL SHAFTS
710.1 General: The provisions of 780 CMR 710.0
shall apply to all vertical shafts where such shafts
are required to protect openings and penetrations
through floor/ceiling and roof/ceiling assemblies as
required by 780 CMR 713.3 and 713.4.
710.2 Construction: The shaft and the shaft
enclosure shall be constructed of materials permitted
by 780 CMR 602.0 for the type of construction of
the building. Shaft walls which are exterior walls
shall be constructed of materials approved for
exterior walls in accordance with 780 CMR 14.
710.3 Fireresistance rating: A shaft shall be
enclosed W\i\\fire separation assemblies complying
with 780 CMR 709.0 having a fireresistance rating
of not less than two hours where a shaft connects
four stories or more and one hour where connecting
less than four stories. A shaft enclosure shall have
a fireresistance rating of not less than the required
rating of the floor assembly penetrated but shall not
be required to exceed two hours.
Exception: The fireresistance rating of interior
stairway enclosures shall comply with 780 CMR
1014.11.
710.3.1 Openings in shaft enclosures:
Openings other than those necessary for the
purpose of the shaft shall not be permitted in
shaft enclosures. Openings in shaft enclosures
shall be protected with approved opening
protectives in accordance with 780 CMR 706.0,
716.0, 717.0 and 718.0.
710.4 Top enclosure: A shaft that does not extend
to the underside of the roof deck of the building shall
be enclosed at the top with a fire separation
assembly having a fireresistance rating of not less
than that required for the shaft enclosure walls.
710.5 Bottom enclosure: Shafts which do not
extend to the bottom of the building shall be
enclosed at the lowest level with afire separation
assembly having a fireresistance rating of not less
than that required for the shaft enclosure walls, or
shall terminate in a room having an occupancy
related to the purpose of the shaft. The room shall
be separated from the remainder of the building by
fire separation assemblies having a fireresistance
rating with opening protectives of not less than that
required for the shaft enclosure.
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FIRERESISTANT MATERIALS AND CONSTRUCTION
Exceptions:
1 . The fireresistance rated room separation is
not required provided that there are not any
openings in or penetrations through the shaft
enclosure to the remainder of the building except
at the bottom. The bottom of the shaft shall be
closed off around the penetrating items with
materials permitted by 780 CMR 720.3 for
draftstoppmg, or the room shall be equipped
throughout with an automatic sprinkler system
installed in accordance with 780 CMR 9.
2. The fireresistance rated room separation and
protection at the bottom of the shaft are not
required where there are not any combustible
materials in the shaft and where there are not any
openings in or other penetrations through the
shaft enclosure to the remainder of the building.
780 CMR 711.0 FIRE PARTITIONS
711.1 General: Fire partitions shall be constructed
of the types of materials and have the minimum
fireresistance rating as prescribed by Table 602 for
the type of construction.
Exception: Dwelling unit separations in
buildings of Types 2C, 3B and 5B construction
shall have fireresistance ratings of not less than
Vi hour in buildings equipped throughout with an
automatic sprinkler system in accordance with
780 CMR 906.2.1 or 780 CMR 906.2.2,
provided that sprinklers are installed in all
closets located against tenant separation walls
and in all bathrooms.
711.2 Corridor walls and tenant and dwelling
unit separations: Wall assemblies that are installed
as required by Table 602 for corridor walls, to
separate tenant spaces and to separate dwelling units,
shall be fire partitions.
711.3 Protectives: All opening protectives in fire
partitions shall comply with the provisions of
780 CMR 704.0 and shall have the minimum
fireresistance rating as set forth in 780 CMR 716.0
711.4 Continuity: All fire partitions shall extend
from the top of the floor assembly below to the
underside of the floor/roof slab or deck above or to
the fireresistance rated floor/ceiling or roof/ceiling
assembly above, and shall be securely attached
thereto The supporting construction shall be
protected to afford the required fireresistance rating
of the wall supported, except for exit access corridor
walls in buildings of Types 2C, 3B and 5B
construction and tenant separation walls in covered
mall buildings of Type 2C construction All hollow
vertical spaces shall be firestopped at every floor
level as required in 780 CMR 720.0.
711.5 Exterior walls: Where exterior walls serve as
a part of a required fireresistance rated enclosure.
such walls shall comply with the requirements of
780 CMR 705.0 for exterior walls and the
fireresistance rated enclosure requirements shall not
apply.
711.6 Penetrations: Penetrations through
assemblies shall comply with 780 CMR 709.6
through 780 CMR 709.7.3.
Exception: In occupancies in other than Use
Group H, fire dampers are not required:
1 . At penetrations of tenant separation and
corridor walls in buildings equipped throughout
with an automatic sprinkler system in
accordance with 780 CMR 906.2.1.
2. At penetrations of corridor walls where the
ducts are constructed of steel and do not have
openings which communicate the corridor with
adjacent spaces or rooms
780 CMR 712.0 SMOKE BARRIERS
712.1 Where required: Smoke barriers shall be
provided as required in 780 CMR 409 4 for
occupancies in Use Group 1-2 and 780 CMR 410.6
for occupancies in Use Group 1-3.
712.2 Construction: Smoke barriers shall have a
fireresistance rating of not less than one hour. Such
barriers shall form an effective membrane
continuous from outside wall to outside wall and
from floor slab to floor or roof deck above, including
continuity through all concealed spaces, such as the
space above suspended ceilings, and including
interstitial structural and mechanical spaces.
Transfer grilles, whether equipped with fusible link-
operated dampers or not, shall not be installed in
these partitions The supporting construction shall
be protected to afford the required fireresistance
rating of the wall supported in buildings of other
than Types 2C, 3B and 5B construction.
Exceptions:
1 . Smoke barriers are not required in interstitial
spaces where such spaces are designed and
constructed with ceilings that provide resistance
to the passage of fire and smoke equivalent to
that provided by the smoke barriers.
2. Smoke barriers in occupancies in Use Group
1-3 are permitted to be constructed of nominal
0. 10-inch-thick steel plate
712.3 Doors: Doorways separating corridors in
adjoining smoke compartments shall be equipped
with a pair of swinging-type doors, each swinging in
a direction opposite from the other, and the
minimum width of each door leaf shall be 44 inches
(1118 mm) for corridors utilized for the movement
of beds and 34 inches (864 mm) for other corridors.
Other doors in smoke barriers shall be of the
swinging type of required width.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Exceptions:
1. Horizontal sliding doors that comply with
780 CMR 410.0 are permitted in smoke barriers
in occupancies in Use Group 1-3
2. Horizontal sliding doors that comply with
780 CMR 1017.4.4.
712.4 Opening protectives: Doors in smoke barriers
shall have a fire protection rating of not less than 20
minutes in accordance with 780 CMR 716.0
Double means of egress corridor doors shall have
vision panels of '/i-inch-tnick labeled wired glass
mounted in approved steel frames in accordance
with 780 CMR 716.0. The doors shall close the
openings with only the clearance necessary for
proper operation under self-closing or automatic-
closing operations and shall be without undercuts,
louvers or grilles Rabbets or astragals are required
at the meeting edges of double means of egress
doors, and stops are required on the head and jambs
of all doors in smoke barriers. Positive latching
devices are required on double means of egress
corridor doors.
Exceptions:
1. In occupancies in Use Group 1-2. double
means of egress cross-corridor doors shall be
1%-inch solid core wood or steel doors Positive
latching devices are not required on double
means of egress cross-corridor doors, and center
mullions are prohibited.
2. Security glazing protected on both sides by
an automatic sprinkler system shall be permitted
in doors and windows in smoke barriers in
occupancies in Use Group 1-3 . Individual panels
of glazing shall not exceed 1,296 square inches
(0.84 m2), shall be in a gasketed frame and
installed in such a manner that the framing
system will deflect without breaking (loading)
glazing before the sprinkler system operates
The sprinkler system shall be designed to wet
completely the entire surface of the affected
glazing when actuated.
712.4.1 Door closers: Doors in smoke barriers
shall be provided with approved door hold-open
devices of the failsafe type which shall release
the doors, causing them to close upon the
actuation of smoke detectors as well as upon the
application of a maximum manual pull of 50
pounds (244 N) against the hold-open device.
Exception: Doors in smoke barriers in
occupancies in Use Group 1-3 shall be self-
closing or automatic-closing by smoke
detection.
712.5 Smoke damper: An approved damper
designed to resist the passage of smoke shall be
provided at each point a duct penetrates a smoke
barrier The damper shall close upon detection of
smoke by an approved smoke detector located
within the duct.
Exceptions:
1. In lieu of an approved smoke detector
located within the duct, ducts that penetrate
smoke barriers above smoke barrier doors that
are required by 780 CMR 712 4 shall have the
approved damper arranged to close upon
detection of smoke by the local device designed
to detect smoke on either side of the smoke
barrier door opening
2 Dampers at the smoke barrier in a fully
ducted system are not required
780 CMR 713.0 FLOOR/CEILING AND
ROOF/CEDLJNG ASSEMBLIES
"?13.1 General: All floor and roof assemblies shall
comply with the applicable provisions of 780 CMR
and shall have a fireresistance rating of not less than
the fireresistance rating required in 780 CMR 602.0.
Exception: Dwelling unit separations in
buildings of Types 2C, 3B and 5B construction
shall have fireresistance ratings of not less than
Vi hour in buildings equipped throughout with an
automatic sprinkler system in accordance with
780 CMR 906.2.1 or 780 CMR 906.2.2,
provided that sprinklers are installed in all
closets located against tenant separation walls
and in all bathrooms
713.1.1 Ceiling panels: Where the weight of
lay-in ceiling panels, used as part of
fireresistance rated floor/ceiling or roof/ceiling
assemblies, is not adequate to resist an upward
force of 1 psf (5 kg/nr), wire or other approved
devices shall be installed above the panels to
prevent vertical displacement under such upward
force.
713.1.2 Unusable space: In an assembly
required to have a one-hour fireresistance rating,
the ceiling membrane of a fireresistance rated
assembly is not required to be installed where
unusable space occurs below the assembly, or
the flooring is not required to be installed where
unusable space occurs above the assembly.
713.2 Continuity: All floor/ceiling and roof/ceiling
assemblies shall be continuous without openings or
penetrations except as permitted by 780 CMR 713 0
Floor assemblies which are required to be
fireresistance rated shall extend to and be tight
against exterior walls, or other provisions shall be
made for maintaining the fireresistance rating of the
assembly at such locations. Penetrations through a
roof deck to the outside are permitted provided that
the required fireresistance rating of the roof
construction is maintained. All concealed spaces
and openings shall be firestopped and draftstopped
in accordance with 780 CMR 720.0
713.3 Floor opening enclosure: All floor openings
connecting two or more stories shall be protected by
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
FIRERESISTANT MATERIALS AND CONSTRUCTION
a shaft enclosure that complies with 780 CMR
710.0.
Exceptions: A shaft enclosure is not required for
any of the following floor openings:
1 . A floor opening serving and contained within
a single dwelling unit and connecting four stories
or less.
2. A floor opening which:
2.1. Is not part of the required means of
egress;
2.2. Is not concealed within the building
construction;
2.3. Does not connect more than two stories;
2.4. Is separated from other floor openings
serving other floors by construction
conforming to 780 CMR 710.3; and
2.5. Is not open to a corridor in occupancies
in Use Groups I and R, or is not open to a
corridor on a floor not equipped throughout
with an approved automatic fire suppression
system in other use groups.
3. A floor opening in a mall that complies with
780 CMR 402.0.
4. A floor opening between a mezzanine that
complies with 780 CMR 505.0, and the floor
below.
5. An atrium that complies with 780 CMR
404.0.
6. A floor opening in an open parking structure
that complies with 780 CMR 406.0.
7. An approved masonry chimney where
annular space protection is provided for in
accordance with 780 CMR 720.6.4.
8. A floor opening containing an escalator and
complying with 780 CMR 301 1.2.
9. A floor opening that complies with
780 CMR 410.5 in an occupancy in Use Group
1-3.
10. Noncombustible shafts connecting
communicating floor levels in an occupancy in
Use Group 1-3 where the area complies with
780 CMR 410 5. Where additional stories are
located above or below, the shaft shall be
permitted to continue with fire and smoke
damper protection provided at the fireresistance
rated floor/ceiling assembly between the
noncommunicating stories.
11. A single floor opening containing a
stairway which is not a required means of egress
in an occupancy in Use Group B and complying
with the following parameters:
11.1. The stairway does not connect more
than six floor levels.
1 1.2. The stairway does not connect with
an exit access corridor.
1 1.3. The stairway floor opening shall not
exceed 160 square feet (15 m:).
1 1 .4. The stairway floor opening shall be
protected in the same manner as an escalator
floor opening complying with 780 CMR
3011.2.
11.5. The building is equipped throughout
with an approved automatic sprinkler system
in accordance with 780 CMR 906.2. 1
713.4 Penetration protection: All penetrations of a
floor/ceiling assembly or the ceiling membrane of a
roof/ceiling assembly shall be protected by a shaft
enclosure that complies with 780 CMR 710:0.
Exceptions:
1. Penetrations within and through a floor
opening permitted to be unenclosed by
780 CMR 713.3.
2. Penetrations through assemblies required to
be fireresistance rated and complying with
780 CMR 713.4.1 or 780 CMR 713.4.2.
3. Penetrations through assemblies without a
required fireresistance rating and complying
with 780 CMR 713.4.1 or 780 CMR 713.4.3.
713.4.1 Through-penetration system: A shaft
enclosure shall not be required where cables,
cable trays, conduits, tubes or pipes penetrate a
floor assembly and are protected with an
approved through-penetration protection system
tested in accordance with ASTM E814 listed in
Appendix A. The positive pressure differential
between the exposed and unexposed surfaces of
the test assembly shall not be less than 0.01 -inch
water gage (2.5 P). The system shall have an
"F" rating and a "T" rating of not less than 1
hour but not less than the required fireresistance
rating of the assembly being penetrated. All
penetrations through a ceiling that is an integral
component of a fireresistance rated floor/ceiling
or roof/ceiling assembly, shall comply with
780 CMR 713.4.2.
Exceptions:
1. A "T" rating shall not be required for
floor penetrations that are contained and
located within the cavity of a wall.
2. A "T" rating shall not be required for
floor penetrations by pipe, tube and conduit
that are not in direct contact with
combustible material.
713.4.2 Fireresistance rated assemblies: The
required fireresistance rating of floor/ceiling and
roof/ceiling assemblies shall be determined in
accordance with ASTM El 19 listed in
Appendix A. Except where permitted by
780 CMR 713.4.2.1 through 713.4.2.3,
penetrations for electrical, mechanical, plumbing
and communication conduits, pipes and systems
shall be installed in accordance with the
approved ASTM El 19 rated assembly. In the
case of ceilings that are an integral component of
a fireresistance rated floor/ceiling or roof/ceiling
assembly, all penetrations shall be installed in
accordance with the approved ASTM E 1 1 9 rated
assembly or 780 CMR 713.4.2.3.
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780 CMR: STATE BOARD OF BUILDrNG REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Exceptions:
1 . Outlet boxes and fittings are permitted,
provided that such devices are listed for
installation in fireresistance rated assemblies
and are installed in accordance with the
listing.
2. Ceiling dampers shall not be required
where fire tests have shown that such
dampers are not necessary in order to
maintain the fireresistance rating of the
assembly.
713.4.2.1 Noncombustible penetrations:
Penetrations by noncombustible vents,
chimneys, conduits, pipes and tubes through
a fireresistance rated floor assembly which
connect not more than two stories are
permitted. Penetrations by noncombustible
conduit, pipe and tubes through a fireresis-
tance rated floor assembly which connect
more than two stories are permitted provided
that the aggregate area of the penetrating
items shall not exceed one square foot (0.09
m:) in any 100 square feet (9.3 rri ) of floor
area. In all cases, the annular space between
the penetrating item and the assembly shall
be protected in accordance with 780 CMR
707.8.
713.4.2.2 Air ducts: Penetrations by an air
duct or plenum through a fireresistance rated
floor assembly, which connect not more than
two stories, are permitted where a fire
damper that complies with 780 CMR 717.0
is installed at the floor line. Afire damper is
not required at penetrations of a roof/ceiling
assembly where ducts are open to the
atmosphere.
713.4.2.3 Ceiling penetrations: In the case
of ceilings that are an integral component of
a fireresistance rated floor/ceiling or
roof7ceiling assembly, openings to accom-
modate noncombustible conduits, pipes,
tubes, electrical outlets or air ducts shall be
permitted provided that the aggregate area of
such openings does not exceed 100 square
inches (0.065 nr) in any 100 square feet (9.3
nr) of ceiling area. The space around
noncombustible conduits, pipes, tubes and
electrical outlet boxes at the ceiling
penetration shall be firestopped in
accordance with 780 CMR 720.6.4 or shall
be protected in accordance with 780 CMR
709.7 or 780 CMR 713.4.1. For
noncombustible air duct penetrations, an
approved ceiling damper shall be installed at
the ceiling line. Ceiling dampers shall be
constructed in accordance with the details
listed in a fireresistance rated design or shall
be labeled to function as a heat barrier for
air-handling outlet/inlet penetrations in the
ceiling of a fireresistance rated assembly.
713.4.3 Nonfireresistance rated assemblies:
Penetrations of floor assemblies without a
required fireresistance rating shall conform to
780 CMR 713.4.3.1 through 713.4.3.3. All
penetrations through the ceiling membrane of a
roof assembly without a required fireresistance
rating shall be protected in accordance with
780 CMR 720.6.4.
713.4.3.1 Noncombustible penetrations:
Penetrations by noncombustible vents,
chimneys, conduits, pipes and tubes through
unprotected floor assemblies which connect
not more than three stories are permitted
provided that the annular space between the
penetrating item and the floor is protected in
accordance with 780 CMR 720.6.4.
713.4.3.2 Air ducts: Penetrations by
noncombustible air ducts through unprotect-
ed floor assemblies which connect not more
than three stories are permitted provided that
a fire damper complying with 780 CMR
717.0 is installed at each floor line.
713.4.3.3 Noncombustible or combustible
penetrations: Penetrations by vents,
chimneys, cables, wires, air ducts, conduits,
pipes and tubes through an unprotected floor
assembly which connect not more than two
stories are permitted provided that the
annular space is protected in accordance
with 780 CMR 720.6.4.
780 CMR 714.0 ROOF CONSTRUCTION
714.1 General: Roofs shall be constructed of
materials or assemblies of materials designed to
afford the fireresistance rating required by Table 602
as herein modified.
714.2 Stadiums: The roof construction, including
beams, trusses, framing, arches and roof decks,
enclosing stadiums of Type 1 or Type 2
construction, shall be of approved noncombustible
materials without a specified fireresistance rating or
of Type 4 construction.
714.3 Roofs 20 feet or higher: Where every part of
the structural framework of roofs in buildings of
Type 1 or Type 2 construction is 20 feet (6096 mm)
or more above the floor immediately below,
omission of all fire protection of the structural
members is permitted, including the protection of
trusses, roof framing and decking.
714.4 Roof slabs, arches and decking: Where the
omission of fire protection from roof trusses, roof
framing and decking is permitted, roofs in buildings
of Types I and 2 construction shall be constructed of
noncombustible materials, or of fireretardant- treated
wood as permitted in Table 602, without a specified
fireresistance rating, or of Type 4 construction in
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
FIRERESISTANT MATERIALS .AND CONSTRUCTION
buildings not over five stones or 65 feet (19812 mm)
in height
714.5 Firestopping: Firestopping of ceiling and
attic spaces shall be provided as required by
780 CMR 720.0.
780 CMR 715.0 F1RERESISTANCE
RATING OF STRUCTURAL MEMBERS
715.1 Requirements: The fireresistance rating of
structural members and assemblies shall comply
with the requirements for the type of construction
and shall not be less than the rating required for the
fireresistance rated assemblies supported, except as
provided for in 780 CMR 71 1.4 for support of exit
access corridor walls and tenant separation walls in
covered mall buildings, and in 780 CMR 712.2 for
support of smoke barriers The maximum required
fireresistance rating of structural members
supporting fire separation assemblies of tank storage
areas as provided for in 780 CMR 418.3.2.1 shall be
two hours, but not less than required bv Table 602
for the building construction type.
715.2 Protection of structural members Columns,
girders, trusses, beams, lintels or other structural
members which are required to have a fireresistance
rating and which support more than two floors or
one floor and roof, or support a loadbearing wall or
a nonloadbearing wall more than two stories high,
shall be individually protected on all sides for the
full length or height with materials having the
required fireresistance rating. All other structural
members required to have a fireresistance rating
shall be protected by individual encasement, by a
membrane or ceiling protection as specified in
780 CMR 713.0, or by a combination of both.
715.3 Embedments and enclosures: Pipes, wires,
conduits, ducts or other service facilities shall not be
embedded in the required fire protective covering of
a structural member that is required to be
individually encased.
715.4 Impact protection: Where the fire protective
covering of a structural member is subject to impact
damage from moving vehicles, the handling of
merchandise or other activity, the fire protective
covering shall be protected by comer guards or by a
substantial jacket of metal or other noncombustible
material to a height adequate to provide full
protection, but not less than five feet (1524 mm)
from the finished floor.
715.5 Exterior structural members: Structural
members located in exterior walls or along the outer
lines of a building or structure shall be protected as
required by Table 602 for exterior loadbearing walls
for the type of construction involved and shall be
protected against corrosion in accordance with
780 CMR 2210.1. The interior faces of exterior
structural members shall be protected with coverings
of not less than the required fireresistance rating
specified for interior structural members in Table
602 Where a fireresistance rating is required in
Table 602 for exterior loadbearing walls in buildings
of Types 2C. 3B and 5B construction, the interior
faces of any exterior structural member of such
buildings shall be protected to provide a
fireresistance rating not less than that required for
exterior load- bearing walls.
715.6 Bottom flange protection Fire protection is
not required for the bottom flange of lintels, shelf
angles and plates which are not a pan of the
structural frame or which have a span of six feet
(1829 mm) or less
715.7 Stone lintels Stone lintels on spans exceeding
four feet (1219 mm) shall not be permitted, unless
supplemented by fireresistance rated structural
members or masonry arches of the required strength
to support the superimposed Ioads-
780 CMR 716.0 FTRE DOOR ASSEMBLIES
716.) Fire door assemblies Approved fire door
assemblies as defined in 780 CMR shall be
constructed of any material or assembly of
component materials which conforms to the test
requirements of ASTM El 52 listed in Appendix. A
and the fire protection rating herein required in
Table 716.":. unless otherwise specifically provided
for in 780 CMR.
716.1.1 Twenty-minute doors Fire doors
having a fire protection rating of 20 minutes
shall be tested in accordance with ASTM El 52
listed in Appendix A without the hose stream
test.
716.1.2 Doors in exit enclosures: All doorway
opening protectives for exit enclosures shall be
labeled means of egress fire doors and shall
have a maximum transmitted temperature end
point of not more than 450°F (232°C) above
ambient at the end of 30 minutes of standard fire
test exposure
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THE MASSACHUSETTS STATE BUILDING CODE
Table 716.1
OPENING PROTECTIVE FIRE
PROTECTION RATING
Type of assembly
Required
assembly
rating (hour)
Minimum
opening
protection
assembly
(hour)
Fire walls and fire separation 4 3
assemblies havmg a required 3 3
fireresistance rating greater than 2 1 'A
one hour \ y2 1 14
Fire separation assemblies:
Shaft and exit enclosure walls 1 1
Other fire aeparation assemblies 1 %
Fire partitions:
Exit access corridor enclosure
wall
1
Va'
Vi
V3
Other fire partitions
1
Vi
Note a. For testing requirements, see 780 CMR 716. 1. 1.
716.2 Labeled protective assemblies: Ml fire door
assemblies shall be labeled by an approved agency
Labeled protective assemblies that conform to the
requirements of 780 CMR 716.0 or UL 10A, 14B
and 14C for tin-clad fire door assemblies, and
NFiPA 80 listed in Appendix A, shall be approved
for use as provided for in 780 CMR.
716.2.1 Labeling requirements: Fire doors
shall have a label or other identification showing
the name of the manufacturer, the fire protection
rating and, where required for fire doors in exit
enclosures by 780 CMRs 716.1.2 or 1014.8.3,
the maximum transmitted temperature end point.
Such label shall be approved and shall be
permanently affixed. The label shall be applied
at the factory where fabrication and assembly are
done. Inspection shall be made by an approved
agency
716.2.2 Oversized doors: Approval of doors
which cannot be labeled because of size shall be
based on a certificate of inspection furnished by
an approved testing agency for such oversized
doors. The certificate shall state that the door
conforms to the requirements of design,
materials and construction, but has not been
subjected to the fire test.
716.3 Multiple doors in fire walls: Two doors, each
with afire protection rating of VA hours, installed
on opposite sides of the same opening in a fire -wall,
shall be deemed equivalent in fire protection rating
to one three-hour^re door.
716.4 Glass panels: Wired glass panels shall be
permitted in fire doors within the limitations of
780 CMR 719.0 and as herein specifically
prescribed.
716.5 Door closing: Fire doors shall be self-closing
or automatic-closing in accordance with the
requirements of NFiPA 80 listed in Appendix A and
the requirements of 780 CMR 716.5.1 through
716.5.4.
716.5.1 Smoke-activated doors: Fire doors
which are not self-closing and which protect
openings in horizontal exits, exits or exit access
corridors required to be of fireresistance rated
construction shall be automatic-closing by the
actuation of smoke detectors or by loss of power
to the smoke detector or the hold-open device.
716.5.2 Doors in pedestrian ways: Vertical
sliding or vertical rolling steel fire doors in
openings through which pedestrians travel shall
not be automatic-closing by actuation of smoke
detectors.
Exception: Doors that are activated by
smoke detectors arranged on an alarm
verification circuit in accordance with
780 CMR 918.7.
716.5.3 Swinging fire doors The door closers
for swinging fire doors that are not required to
be automatic-closing by smoke detector
activation in accordance with 780 CMR 716.5.1,
shall be permitted to be activated by a single
fusible link incorporated in the hold-open arm of
an approved door closer where the ceiling is less
than three feet (914 mm) above each side of the
door opening.
716.5.4 Closing time: Doors that are automatic-
closing by automatic fire detectors or are self-
closing shall not have a delay in the initiation of
closing or reclosing of more than ten seconds.
780 CMR 717.0 FIRE DAMPERS
717.1 Approval: Fire dampers shall comply with
the requirements of UL 555 listed in Appendix A
and shall bear the label of an approved testing
agency. Fire dampers shall be classified and
identified in accordance with UL 555. Fire dampers
installed in systems that continue to operate when
smoke or heat from a fire is detected shall be labeled
for installation in dynamic systems as required by
UL 555. Fire dampers shall be installed in
accordance with manufacturer's installation
instructions. Fire dampers shall have the minimum
fire protection rating specified in Table 717. 1 for the
type of penetration.
138
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
FIRERESISTANT MATERIALS AND CONSTRUCTION
Table 717.1
FIRE DAMPER RATING
Type of Penetration
Minimum
damper rating
(hour)
Fire partitions less than 1 hour
Unprotected floor assemblies (see
780 CMR 713.4.3.2)
V2
Single membrane of a 1 -hour
fireresistance rated assembly
1 -hour fireresistance rated assemblies
1
2-hour fireresistance rated assemblies
\Vi
3 -hour or greater fireresistance rated
assemblies
3
717.2 Where required: Fire dampers shall be
provided at locations required by 780 CMR where
atr distribution system penetrate assemblies required
to have a fireresistance rating. Where the
installation of a fire damper will interfere with the
operation of a required smoke control system in
accordance with 780 CMR 921 .0 or the operation of
an exhaust svstem conveying hazardous materials as
defined in the mechanical code listed in Appendix A.
approved alternative protection shall be utilized.
717.3 Access. Access shall be provided to fire
dampers for inspection and servicing.
780 CMR 718.0 FIRE WINDOWS
AND SHUTTERS
718.1 Fireresistance rating: Approved assemblies
of fire windows and fire shutters shall meet the test
requirements of ASTM E163 listed in Appendix A
Fire windows shall be in the fixed closed position or
be automatic-closing.
718.1.1 Exception: Steel window frame
assemblies of Vs-inch (3 mm) minimum solid
section or of not less than nominal 0.048-inch-
thick formed sheet steel members fabricated by
pressing, mitering, riveting, interlocking or
welding and having provision for glazing with
%-inch wired glass as required in 780 CMR
719.0 where securely installed in the building
construction and glazed with Vi-inch labeled
wired glass, shall be deemed to meet the
requirements for a Va-\\ouz fire window assembly.
718.2 Window mullions All metal mullions which
exceed a nominal height of 1 2 feet shall be protected
with materials to afford the same fireresistance
rating as required for the wall construction in which
the protective is located.
718.3 Swinging fire shutters: Where fire shutters of
the swinging type are installed in exterior openings,
not less than one row in every three vertical rows
shall be arranged to be readily opened from the
outside, and shall be identified by distinguishing
marks or letters not less than six inches (152 mm)
high.
718.4 Rolling fire shutters: Where fire shutters of
the rolling type are installed, such shutters shall be
of approved counter-balanced construction and
capable of being readily opened from the outside.
780 CMR 719.0 WIRED GLASS
719.1 General: Wired glass installed as an opening
protective shall be tested in accordance with ASTM
E163 listed in Appendix A. shall bear the label of an
approved agency and shall be installed in approved
frames. Wired glass panels shall conform to the size
limitations set forth in Table 719.1.
Table 719.1
LIMITING SIZE3 OF WIRED GLASS
PANELS
Opening fire
Maximum area
Maximum
Maximum
protection ratmg
(square inches)
height
width
(inches)
(inches)
3 hour
0
0
0
1 Vi-hour doors in
exterior walls
0
0
0
1 and 1 Vi hours
100
33
10
3/4hour
5,236
54
54
Vb hour
not limited
not limited
not limited
Fire windows
1,296
54
54
Note a. 1 Inch = 25.4 mm: 1 square inch = 0.0006452
nr.
719.1.1 Fire walls: Wired glass in fire doors
located in fire walls shall be prohibited except
that where serving as a horizontal exit, a self-
closing swinging door shall be permitted to have
a vision panel of not more than 100 square
inches (0.065 m2) without a dimension
exceeding ten inches (254 mm).
719.1.2 Fire separation assemblies: Wired
glass vision panels shall not be installed in fire
doors having a 1 '/2-hour fire protection ratmg
intended for installation in fire separation
assemblies, unless the glass panels are not more
than 100 square inches (0.065 nr) in area.
719.2 Exit and elevator protectives Except where
fire doors are specifically required by 780 CMR 4 to
be solid in such locations where unusually hazardous
conditions prevail, approved wired glass vision
panels used in fire doors in elevator and stairway
shaft enclosures shall be so located as to furnish
clear vision of the passageway or approach to the
elevator or stairway and shall not exceed the size
limitations specified in Table 719.1.
719.3 Fire separation assemblies: Panels of %-inch
wired glass shall not be installed in fire separation
assemblies intended for subdividing purposes as set
forth in 780 CMR 709.1 where the required
fireresistance rating of the wall exceeds one hour.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
The maximum size of such panels shall not exceed
the limitations for a %-hour door.
780 CMR 720.0 FIRESTOPPING
AND DRAFTSTOPPESG
720.1 General: To prevent the free passage of flame
and products of combustion through concealed
spaces or openings in the event of fire, provisions
shall be made to provide effective firestops or
draftsiops as herein specified.
720.2 Firestopping materials: Ail firestopping
shall consist of approved noncombustible materials
securely fastened in place. Firestops of approved
noncombustible materials or of materials of two
thicknesses of one-inch lumber with broken lap-
joint, or one thickness of 23/32-inch wood structural
panel with joints backed by 23/32-inch wood
structural panel, or of two-inch lumber installed with
tight joints, shall be installed in open spaces of wood
framing.
720.3 Draftstopping materials: Draftstopping
materials shall not be less than Vi -inch gypsum
board, 3/s-inch plywood or other approved materials
adequately supported.
720.4 Integrity The integrity of all firestopping and
draftstopping shall be continuously maintained.
720.5 Required inspection: Firestopping and
draftstopping shall not be concealed from view until
inspected and approved.
720.6 Firestopping required: Firestopping shall be
installed in the locations specified in 780 CMR
720.6.1 through 720.6.7.
720.6.1 Concealed wall spaces: Firestopping
shall be installed in concealed spaces of stud
walls and partitions, including furred or studded-
off spaces of masonry or concrete walls, and at
the ceiling and floor or roof levels. Firestopping
is not required at the ceiling level of walls,
partitions and furred spaces constructed of
noncombustible materials as defined by
780 CMR 704.4.
720.6.2 Connections between horizontal and
vertical spaces: Firestopping shall be installed
at all interconnections between vertical and
horizontal spaces such as occur at soffits over
cabinets, drop ceilings, cove ceilings and similar
locations.
720.6.3 Stairways: Firestopping shall be
installed in concealed spaces between stairway
stringers at the top and bottom of the run
720.6.4 Ceiling and floor openings Where
permitted by Exception 7 of 780 CMR 713.3, or
by 780 CMR 713.4.2.3 or 7 13. 4. 3, firestopping
shall be installed at openings around vents,
pipes, ducts, chimneys and fireplaces at ceiling
and floor levels, with approved noncombustible
materials. Factory built chimneys and fireplaces
shall be fire stopped in accordance with UL 103
and UL 127 listed in Appendix A. Where
ceilings or floors are required to be fireresistance
rated, the openings around vents, pipes, ducts,
chimneys and fireplaces shall be protected in
accordance with the requirements of 780 CMR
713.4 through 713.4.2.3.
720.6.5 Architectural trim: Firestopping shall
be installed in exterior cornices and other
exterior architectural elements where permitted
of combustible construction in 780 CMR 1406.0,
or where erected with combustible frames, at
maximum intervals of 20 feet (6096 mm) If
noncontinuous, such elements shall have closed
ends, with at least four inches (102 mm) of
separation between sections.
720.6.6 Combustible finish and trim
Firestopping shall be installed in the space
behind combustible trim and finish where
permitted under 780 CMR and all other hollow
spaces where permitted in fireresistance rated
construction at ten-foot (3048 mm) intervals; or
the space shall be solidly filled with approved
noncombustible materials.
720.6.7 Concealed sleeper spaces: Firestopping
shall be installed in concealed spaces formed by
floor sleepers in areas of not more than 100
square feet (9.30 m:); or the space shall be
solidify' filled with approved noncombustible
materials.
720.7 Draftstopping required Draftstopping shall
be installed in buildings of Types 3, 4 and 5
construction in the locations specified by 780 CMR
720.7.1 and 720.7.2.
720.7.1 Floors: Where ceilings are suspended
below solid wood joists or suspended or attached
directly to the bottom of open-web wood floor
trusses, the space between the ceiling and the
floor above shall be divided by draftstopping as
specified in 780 CMR 720.7.1.1 through
720.7.1.3.
720.7.1.1 Use Groups R-l and R-2: In
occupancies in Use Groups R-l and R-2,
draftstopping shall be installed in line with
tenant and dwelling unit separation walls
where the walls do not extend to the
underside of the floor sheathing above.
Exception: Drafistopping is not required
in buildings equipped throughout with an
automatic sprinkler system installed in
accordance with 780 CMR 906.2.1 or
906.2.2, provided that automatic
sprinklers are also installed in the
combustible concealed space.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
FIRERESISTANT MATERIALS AND CONSTRUCTION
720.7.1.2 Use Group R-3: In occupancies in
Use Group R-3, the space shall be divided
into approximately equal areas not greater
than 500 square feet (46.5 nr). The
drqftslopping shall be installed parallel to the
main framing members.
Exception: Drqftslopping is not required
in buildings equipped throughout with an
automatic sprinkler system installed in
accordance with 780 CMR 906.2. 1 or
906.2.2, provided that automatic
sprinklers are also installed in the
combustible concealed space.
720.7.1.3 Other use groups: In all other use
groups, draftstopping shall be installed so
that horizontal areas do not exceed 1,000
square feet (93 nr).
Exception: Draftstopping is not required
in buildings equipped throughout with an
automatic sprinkler system installed in
accordance with 780 CMR 906.2.1 or
906.2.2, provided that automatic
sprinklers are also installed in the
combustible concealed space above the
ceiling.
720.7.2 Attics and concealed spaces: Attics and
concealed roof spaces shall be provided with
draftstopping as specified in 780 CMR 720 7.2.1
and 720.7.2.2.
720.7.2.1 Use Group R: In occupancies in
Use Group R in attics, mansards, overhangs
or other concealed roof spaces, draftstopping
shall be installed above, and in line with,
tenant and dwelling unit separation walls that
do not extend to the underside of the roof
sheathing above.
Exceptions:
1 . Where corridor walls provide a tenant
or dwelling unit separation, draftstopping
shall only be required above one of the
corridor walls.
2. Flat roofs with solid joist construction
are not required to be provided with
draftstopping over tenant and dwelling
unit separation walls if the joists form a
draftstop.
3. Draftstopping is not required in
buildings equipped throughout with an
automatic sprinkler system installed in
accordance with 780 CMR 906.2.1 or
906.2.2, provided that automatic
sprinklers are also installed in attics,
mansards, overhangs and other
concealed roof spaces of combustible
concealed space.
4. Draftstopping is not required in
detached one- and two-family dwellings.
5. In occupancies in Use Group R-2
which do not exceed four stories in
height, the attic space shall be
subdivided by draftstops into areas not
exceeding 3,000 square feet (279 nr) or
above every two dwelling units,
whichever is smaller.
720.7.2.2 Other use groups: Draftstopping
shall be installed in attics and concealed roof
spaces, such that any horizontal area does
not exceed 3,000 square feet (279 m ).
Exceptions:
1 . Flat roofs with solid joist construction
are not required to be provided with
draftstopping over tenant separation
walls if the joists form a draftstop.
2. Draftstopping is not required in
buildings equipped throughout with an
automatic sprinkler system installed in
accordance with 780 CMR 906.2.1 or
906.2.2, provided that automatic
sprinklers are also installed in attics and
other concealed roof spaces of
combustion construction.
720.8 Ventilation: Ventilation of concealed roof
spaces shall be maintained in accordance with
780 CMR 1210.0.
780 CMR 721.0 FERERESISTTVE
REQUIREMENTS FOR PLASTER
721.1 Thickness of plaster: The required thickness
of fireresistance rated plaster protection shall be
determined by the prescribed fire tests for the
specified use group and type of construction and in
accordance with the provisions of 7S0 CMR 2505.0
for interior plastering and 780 CMR 2506.0 for
exterior plastering. The thickness in all cases shall
be measured from the face of the lath where applied
to gypsum lath or metal lath.
721.2 Plaster equivalents: For fireresistive
purposes, Vi inch (13 mm) of unsanded gypsum
plaster shall be deemed equivalent to 3A inch (19
mm) of one-to-three sanded gypsum or one inch (25
mm) of Portland cement sand plaster.
721.3 Noncombustible furring: In buildings of
Types 1 and 2 construction, plaster shall be applied
directly on masonry or on approved noncombustible
plastering base and furring.
721.4 Double reinforcement: Except in solid
plaster partitions, or where otherwise determined by
the prescribed fire tests, plaster protection more than
one inch (25 mm) in thickness shall be reinforced
with an additional layer of approved lath embedded
at least 3A inch (19 mm) from the outer surface and
fixed securely in place.
721.5 Plaster alternatives for concrete: In
reinforced concrete construction, gypsum or portland
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
141
780 CMR: STATE BOARD OF BUILDrNG REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
cement plaster is permitted to be substituted for Vi
inch (13 mm) of the required poured concrete
protection, except that a minimum thickness of 3/s
inch (ten mm) of poured concrete shall be provided
in all reinforced concrete floors and one inch (25
mm) in reinforced concrete columns in addition to
the plaster finish. The concrete base shall be
prepared in accordance with 780 CMR 2506.0.
780 CMR 722.0 THERMAL- AND
SOUND-INSULATING MATERIALS
722.1 General: Insulating batts, blankets, fills or
similar types of materials — other than fiberboard and
foam plastic insulation — including vapor retarders
and breather papers or other coverings which are
incorporated in construction elements, shall be
installed as required by 780 CMR 722.0. Fiberboard
insulation shall be installed as required by 780 CMR
2309.0, and foam plastic insulation shall be installed
as required by 780 CMR 2603.0.
722.2 Exposed installations: Such materials, where
exposed as installed in rooms or spaces, including
attics and crawl spaces of buildings of any type
construction, shall have a flame spread rating of 25
or less and a smoke-developed rating of 450 or less
when tested in accordance with ASTM E84 listed in
Appendix A. Plenum installations shall comply with
the requirements of 780 CMR 2805.0 and the
mechanical code listed in Appendix A.
722.3 Concealed installations: Insulating materials,
where concealed as installed in buildings of any type
of construction, shall have a flame spread rating of
75 or less and a smoke-developed rating of 450 or
less when tested in accordance with ASTM E84
listed in Appendix A.
722.3.1 Facings: All vapor retarders, whether
integral or applied separately, shall be installed
on the warm side of the building element, and
shall have a permeance not exceeding one perm.
Where insulation materials are installed in
concealed spaces (such as wall, floor or ceiling
cavities), attics or crawl spaces in buildings of
Types 3, 4 and 5 construction, the flame spread
and smoke-developed rating limitations do not
apply to facings, provided that the facing is
installed behind and in substantial contact with
the unexposed surface of the ceiling, floor or
wall finish.
722.4 Cellulosic insulation: Cellulosic insulation
shall meet the requirements of CPSC 16 CFR Parts
1209 and 1404, listed in Appendix A.
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CHAPTER 8
INTERIOR FINISHES
780 CMR 801.0 GENERAL
801.1 Scope: Interior finish and trim of buildings
shall conform to the requirements of 780 CMR 8.
Interior finish shall include all wall, ceiling and floor
finishes and wainscoting and paneling or other finish
applied structurally or for acoustical treatment,
insulation, decoration or similar purposes.
801.2 Installation and classification All materials
which are required to restrict the spread of flame or
to be flameresistant under the provisions of
780 CMR - including, but not limited to, interior
finish materials, fireretardant-treated wood, tents and
tarpaulins, and interior hangings and decorations
shall meet the requirements for installation and
classification as determined by the applicable test
procedures listed in 780 CMR 8.
780 CMR 802.0 DEFINITIONS
802.1 General: The following words and terms
shall, for the purposes of 780 CMR 8 and as used
elsewhere in 780 CMR have the meanings shown
herein.
Flame spread: The propagation of flame over a
surface.
Flame spread rating: The measurement of flame
spread on the surface of materials or their
assemblies as determined by the tests specified in
780 CMR (see 780 CMR 803.0).
Flameresistance: That property of materials or
combinations of component materials which
restricts the spread of flame as determined by the
flameresistance tests specified in 780 CMR (also
see 780 CMR 807.2).
Floor finish The finish placed on top of the floor,
slab or other structural floor element.
780 CMR 803.0 INTERIOR FINISH
AND TRIM
803.1 Exposed construction: These requirements
shall not be considered as requiring the installation
of interior finish, but where construction or fire
protection materials are exposed in the use groups
specified in 780 CMR 803.4, the hazard from rate of
flame spread of such exposed materials shall not be
greater than that of the interior finish permitted for
such occupancy.
803.1.1 Paper finish: The use of a surface finish
of paper or of material that does not have a greater
fire hazard than paper shall not be prohibited,
provided that such finish does not exceed 1/28
inch (I mm) in thickness and is applied directly to
a noncombustible base or substrate that conforms
to the requirements of 780 CMR 2310.0.
803.1.2 Type 4 construction Exposed portions
of structural members complying with the
requirements for buildings of Type 4 construction
in 780 CMR 605.0 and 2304.0, shall not be
subject to interior finish regulations.
803.1.3 Window exception: Show windows in
the first story of buildings are permitted to be
constructed of any approved materials
803.2 Classification All materials used for interior
finish and trim shall be classified in accordance with
ASTM E84 listed in Appendix A The
classifications of interior finishes referred to herein
correspond to flame spread ratings determined by
ASTM E84 listed in Appendix A as follows: Class I
flame spread, 0 - 25; Class II flame spread, 26 - 75;
Class IE flame spread, 76 - 200.
803.3 Materials: Materials shall only be installed as
interior finish and trim as specifically provided for
in 780 CMR for the occupancy of the space in which
the material is installed. Installation of any materia!
for floor finish, interior finish and trim in a building
of Type 1 or 2 construction within the scope
permitted in 780 CMR 803.0 or in 780 CMR 806.0
shall not declassify the building with respect to the
type of construction classification.
803.3.1 Foam plastics: Foam plastics shall not be
installed as interior trim or finish except in
compliance with 780 CMR 803.0 and 780 CMR
2603". 0.
803.3.2 Smoke development: Interior wall and
ceiling finish materials that have a smoke-
developed rating greater than 450 when tested in
accordance with ASTM E84 listed in Appendix A
shall not be permitted.
803.4 Required flame spread rating: Interior finish
of walls and ceilings shall have a flame spread rating
not greater than that designated by the class
prescribed for the various use groups listed in Table
803.4, when tested in accordance with 780 CMR
803.2.
803.4.1 Basements: In occupancies other than
Use Group R-3, Class I or II interior finish shall
be required in all basements or other underground
spaces from which there is not direct exit to the
outside of the building, if subject to occupancy for
any purpose other than storage or service
facilities.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
143
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
803.4.2 Maximum flame spread: Interior finish
materials with flame spread classifications greater
than 200 shall not be installed in any room or
space subject to human occupancy, except to such
extent as specifically approved on the basis of a
finding that such installation does not
significantly increase the life hazard.
803.4.3 Rooms and enclosed spaces
Requirements for rooms or enclosed spaces are
based upon spaces enclosed in partitions of the
building or structure, and where a fireresistanceis
required for the structural elements, the enclosing
partitions shall extend from the floor to the
ceiling. Partitions that do not comply with this
shall be considered as enclosing spaces and rooms
or spaces on both sides thereof shall be counted as
one. In determining the applicable requirements
for rooms or enclosed spaces, the specific
occupancy thereof shall be the governing factor,
regardless of the use group classification of the
building or structure Where an automatic
sprinkler system installed in accordance with
780 CMR 906.2.1 or 906.2.2 is installed
throughout a building, Class II or III interior
finish shall be permitted where Class I or II
materials, respectively, are required in Tabie
803.4.
Table 803.4
INTERIOR FINISH REQUIREMENTS8
Required
vertical Corridors Rooms or
Use Group exits and providing enclosed
passage- exjt access spaces
wavs
A-I. A-2.A-3
I
ie
nb
A-4,B,E,E,1-],
E
in
R-LR-2
1
in
H
II
1-2
h
ih
!h
1-3
i
III
M: walls
, ii
m„"
ceilings
n
R-3
m
m
in
S
n
n
m
Note a. For requirements applicable to rooms and
enclosed spaces, see 780 CMR 803.4.3.
Note b. Class III interior finish materials are permitted
in places of assembly with a capacity of 300 persons or
less.
Note c. Class III interior finish materials are permitted
for wainscoting or paneling for not more than 1,000
square feet (93m2) of applied surface area in the grade
lobby where applied directly to a noncombustible base or
over furring strips applied to a noncombustible base and
firestopped as required by 780 CMR 804.0.
Note d. Class EH interior finish materials are permitted
in mercantile occupancies of 3,000 square feet (279m )
or less gross area occupied for sales purposes on the
street floor only (balcony permitted).
Note e. Lobby areas shall not be less than Class II
Note f. Where building height is over two stones.
Class II shall be required.
Note g. For the classifications of interior finishes
referred to herein, see 780 CMR 803.2. For interior
finish requirements for exposed insulation, see 780 CMR
722.2.
Note h Walls and ceilings shall be a minimum of
Class 11 materials in individual rooms of not more than
four persons in capacity Where a building is equipped
throughout with an automatic sprinkler system installed
in accordance with 780 CMR 906.2.1 the minimum
requirement for interior finish shall be Class II.
Note i. In Use Groups A. 1-2 and 1-3. Class II ulterior
wall finish material shall be permitted as wainscoting
extending not more than 48 inches (1219 mm) above the
floor in corridors providing exit access.
803.5 Interior trim Baseboards, chair rails,
moldings, trim around openings and other interior
trim, not in excess of 10% of the aggregate wall and
ceiling areas of any room or space, shall be of Class
I, II or III materials
803.6 Carpet and carpet-like wall coverings
Textile wall coverings having a napped, tufted.
looped, woven, nonwoven or similar surface, shall
comply with the following:
\ Such materials shall have a Class I flame
spread classification and be installed only in
rooms or areas protected by an automatic
sprinkler system installed in accordance with
780 CMR 9; or
2 Such materials shall be tested in accordance
with an eight-foot by 12-foot by eight-foot high
(2438 mm by 3658 mm by 2438 mm) room/comer
fire test procedure utilizing a product-mounting
system, including adhesive, representative of
actual installation Prior to testing, the sample
shall be conditioned at 70°F (21 °C) ± 5% and at
a relative humidity of 50% ± 5% until the sample
reaches a rate of weight change of less than 0. 1%
per day. The product shall be exposed to a flame
from a gas diffusion burner for 1 5 minutes. The
fire exposure shall be 40 kW for the first five
minutes, followed by an exposure of 1 50 kW for
an additional ten minutes. Such tests shall
demonstrate that a product will not spread fire to
the edge of the specimen or cause flashover in the
test room
803.7 Design load: Interior wall finish materials
shall be capable of resisting the horizontal load
specified in 780 CMR 1615 4
780 CMR 804.0 APPLICATION OF
INTERIOR FINISH
804.1 Attachment: Where interior finish is
regulated by the requirements of 780 CMR 8,
interior finish materials shall be applied or otherwise
fastened in such a manner that such materials will
not readily become detached when subjected to
144
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780 CMR: STATE BOARD OF BUILDrNG REGULATIONS AND STANDARDS
INTERIOR FINISHES
room temperatures of 200°F (93 °C) for not less than
30 minutes.
804.2 Fireresistive and noncombustible
construction: Interior finish materials installed on
walls, ceilings or structural elements which are
required to provide a fireresistance rating or to be of
noncombustible construction, shall comply with the
provisions of 780 CMR 804.2.1 or 804.2.2.
804.2.1 Application to structural elements:
Interior finish materials applied to walls, ceilings
or structural elements shall be applied directly
against the exposed surface of such structural
elements or to furring attached to such surfaces.
In concrete or masonry construction, furring of
wood or any other material of similar combustible
characteristics is permitted. All concealed spaces
created by furring shall bsfirestopped at not more
than ten-foot (3048 mm) intervals in any direction
(see 780 CMR 720.6.6).
804.2.2 Set-out construction: Where the interior
finish is set out or dropped distances greater than
V/t inches (44 mm) from the surface of such
elements, only material of which both faces
qualify as Class I shall be installed.
Exceptions:
1. In buildings equipped throughout with an
automatic sprinkler system installed in
accordance with 780 CMR 906.2. 1 or 906.2.2,
Class II finish materials shall be permitted
provided that automatic sprinklers are also
installed in combustible concealed spaces
behind the interior finish.
2. Class II or III materials shall be permitted
where attached to a backing that complies with
780 CMR 804.3 or to furring applied directly
to such backing as provided for in 780 CMR
804.2.1.
804.3 Class II and III materials: Class II and III
interior finish materials which are less than Vt inch
in thickness shall be applied directly against a
noncombustible backing or a backing that complies
with the requirements of 780 CMR 2310.0, unless
the tests under which such material has been
classified were made with the materials suspended
from the noncombustible backing. The backing
material shall provide a continuous surface
completely behind the finish. Where the backing
does not constitute an integral part of the structural
elements or system, the backing shall be attached
directly to the structural elements or to the furring as
required for the application of finish in 780 CMR
804 2, or shall be suspended from the structural
members at any distance and all concealed spaces
created thereby shall be firestopped in accordance
with 780 CMR 720.0.
804.4 Type 4 construction: Interior finish materials
shall be applied directly to the wood members and
decking of buildings of Type 4 construction, or to
furring strips applied to such members or wood
decking as provided for in 780 CMR 804.2.1.
780 CMR 805.0 FLOOR FINISH
805.1 General: Finished floors or floor covering
materials of a traditional type, such as wood, vinyl,
linoleum, terrazzo and other resilient floor covering
materials, are exempt from the requirements of
780 CMR 805.0. Floor coverings judged by the
code official to represent an unusual hazard shall
meet the requirements of 780 CMR 805.0.
805.2 Classification: Interior floor finish required
by 780 CMR 805.3 to be of Class I or Class II
materials shall be classified in accordance with
ASTM E648 listed in Appendix A. The
classifications referred to herein correspond to the
classifications determined by ASTM E648 listed in
Appendix A as follows: Class I, 0.45 watts/cm2,
Class II, 0.22 watts/cm2.
805.2.1 Test report: All carpet required by
780 CMR 805.0 to meet critical radiant flux
limitations in accordance with 780 CMR 805.2
shall be tested by an approved agency. A copy of
the test report identifying and representing the
style to be installed shall be provided to the code
official upon request. The test report shall
identify the carpet by manufacturer (or supplier)
and style name, and shall be representative of the
current construction of the carpet.
The carpet shall be identified as to
manufacturer (or supplier) and style by a hang tag
or other suitable method, which shall indicate the
classification of the material based upon the
limitations specified in 780 CMR 805.2.
805.3 Required classification: Interior floor finish
in vertical exits, exit passageways and exit access
corridors shall not be less than Class I in Use Group
1-2 and not less than Class II in Use Groups A, B, E,
1-1, 1-3, M, R-l and R-2. In all other areas, the
interior floor finish shall comply with the DOC FF-1
"pill test" (CPSC 16 CFR, Part 1630) listed in
Appendix A.
Exception: Where a building is equipped
throughout with an automatic sprinkler system in
accordance with 780 CMR 906.2.1 or 906.2.2,
Class II materials are permitted in any area where
Class I materials are required and materials
complying with the DOC FF-1 "pill test" (CPSC
16 CFR, Part 1630) listed in Appendix A are
permitted in any area where Class II materials are
required.
805.4 Rooms and enclosed spaces: Requirements
for rooms or enclosed spaces are based upon the
spaces being enclosed with partitions extending from
the floor to the ceiling Where partitions do not
satisfy this criterion, the room or space is considered
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part of the corridor.
805.5 Other materials: All carpet manufactured for
sale in the United States is required by federal
regulations to pass the DOC FF-1 "pill test" (CPSC
16 CFR Part 1630) listed in Appendix A. If a
material other than carpet is installed, the material
shall be shown to be at least as resistant to flame
propagation as a material which passes DOC FF-1
(minimum critical radiant flux of 0.04 watts/cm2).
780 CMR 806.0 COMBUSTIBLE MATERIALS
PERMITTED IN FLOORS OF TYPES 1 AND 2
CONSTRUCTION
806.1 General: Except as provided for in 780 CMR
1014.0 for stairways and in 780 CMR 412.0 for
stages and platforms, combustible materials installed
in or on floors of buildings of Types 1 and 2
construction shall be as herein specified.
806.2 Sleepers, bucks and grounds: Floor sleepers,
bucks, nailing blocks and grounds shall not be
constructed of combustible materials, unless the
space between the fireresistance rated floor
construction and the flooring is either solidly filled
with approved noncombustible materials or
firestopped in accordance with 780 CMR 720.6.7,
and provided that such open spaces shall not extend
under or through permanent partitions or walls.
806.3 Flooring: Wood finish flooring is permitted to
be attached directly to the embedded ox firestopped
wood sleepers, and shall be permitted where
cemented directly to the top surface of approved
fireresistance rated construction or directly to a
wood subfloor attached to sleepers as provided for in
780 CMR 806.2. Combustible insulating boards not
more than V2 inch thick and covered with approved
finished flooring are permitted for sound deadening
or heat insulating where attached directly to a non-
combustible floor assembly or to wood subflooring
attached to sleepers as provided for in 780 CMR
806.2.
780 CMR 807.0 INTERIOR HANGEVGS
AND DECORATIONS
807.1 Decorative material restrictions: In
occupancies in Use Groups A, E, 1-2, 1-3 and R-l, all
curtains, draperies, hangings and other decorative
materials suspended from walls or ceilings shall be
noncombustible or be maintained flameresistant in
accordance with 780 CMR 807.2 as herein specified
and 527 CMR 21. 00 as listed in Appendix A.
807.1.1 Noncombustible: The permissible
amount of non-combustible decorative hangings
shall not be limited.
807.1.2 Flameresistant: The permissible amount
of flameresistant decorative hangings shall not
exceed 10% of the total wall and ceiling area.
807.2 Acceptance criteria: Where required to be
flameresistant under the provisions of 780 CMR all
materials used for artistic enhancement, decorations,
draperies, curtains, scenery and hangings shall
comply with 780 CMR 807.0. If treated to be
flameresistant, these materials shall not generate
smoke more dense than that given off by untreated
wood or paper burning under comparable conditions
when tested in accordance with both the small-scale
and large-scale tests in NFLPA 701 listed in
Appendix A.
807.2.1 Limitation of approval: All approvals of
organic decorative material shall be limited to one
year. The owner or the owner's authorized agent
shall file an affidavit with the code official which
certifies that the process and materials utilized
comply with 780 CMR and which states the date
of treatment and the warranted period of
effectiveness of the process.
807.2.2 Field test for decorative materials:
Where documented certification of
flameresistance is not provided, the code official
shall subject decorative materials that are required
to be flameresistant to a field test in accordance
with Chapter 10 of NFiPA 701 listed in
Appendix A.
807.2.3 Replacement of defective materials: All
treated hangings, draperies, canvas and other
decorative and tent materials which fail to
conform to the field test requirements shall be
retreated or replaced by an approved installation.
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CHAPTER 9
FIRE PROTECTION SYSTEMS
(This Chapter is Entirely Unique to Massachusetts)
780 CMR 901.0 GENERAL
901.1 Scope: The provisions of 780 CMR 9 shall
specify where fire protection systems are required
and shall apply to the design, installation,
maintenance and operation of all fire protection
systems in all buildings and structures.
901.1.1 Seismic Requirements: All "required"
and "non-required" fire protection systems shall
be installed in accordance with the Seismic
Criteria requirements of 780 CMR 1612.7,
Architectural, Mechanical and Electrical
Components and Systems.
901.2 Required systems: All fire protection systems
required by 780 CMR shall be installed, repaired,
operated and maintained in accordance with this
code and the applicable reference standards listed in
Appendix A. All required fire suppression and
standpipe systems shall be provided with at least one
automatic supply of fire-extinguishing agent of
adequate pressure, capacity and reliability to
perform the function intended.
901.3 Nonrequired systems: Any fire protection
system or portion thereof not required by 780 CMR
shall be permitted to be finished for partial or
complete protection provided that such installed
system meets applicable requirements of 780 CMR.
A building permit shall be required for systems
installed pursuant to 780 CMR 901.3
901.4 Maintenance: All water based fire protection
systems shall be maintained in accordance with
NFPA 25 as listed in Appendix A. All other fire
protection systems shall be maintained in accordance
with the requirements of the applicable reference
standards and standards listed in Appendix A. The
owner, tenant or lessee of every building or structure
shall be responsible for the care and maintenance of
all fire protection systems, including equipment and
devices, to ensure the safety and welfare of the
occupants. Fire protection systems shall not be
disconnected or otherwise rendered unserviceable
without first notifying the local fire department in
accordance with M.G.L. c. 148 § 27A.
When installations of fire protection systems are
interrupted for repairs or other necessary reasons,
the owner, tenant or lessee shall immediately advise
the local fire department and shall diligently
prosecute the restoration of the protection.
901.5 Threads: All threads provided for fire
department connections to sprinkler systems.
standpipes, yard hydrants or any other fire hose
connection shall be compatible with the connections
used by the local fire department.
901.6 Signs: All signs required to identify fire
protection equipment, equipment rooms and
equipment locations shall be constructed of durable
materials, be permanently installed and be readily
visible. Letters and numbers shall contrast with the
sign background, shall be at least two inches in
height and shall have an appropriate width-t'o-height
ratio to permit the sign to be read easily from a
distance of ten feet. The sign and location shall be
approved by the local fire department.
Exception: See also 780 CMR 906.8 for entrance
doors to sprinkler control valve rooms.
780 CMR 902.0 DEFINITIONS
902.1 General: The following words and terms
shall, for the purposes of 780 CMR 9 and as used
elsewhere in 780 CMR, have the meanings shown
herein.
Alarm verification: A feature of automatic fire
detection systems to reduce unwanted alarms
wherein automatic fire detectors report alarm
conditions for a minimum period of time, or
confirm alarm conditions within a given period,
after being automatically reset to be accepted as a
valid alarm initiation signal (see 780 CMR 918.0).
Approval/Permit To Install: The term refers to
permits outside the jurisdiction of the building
official, issued under authority of M.G.L. c. 148,
§ 10Aor527CMR.
Authority Having Jurisdiction: The term
"Authority Having Jurisdiction" as used in the
NFPA Standards as referenced in 780 CMR 9,
shall mean the building official for enforcement of
780 CMR and the BBRS for interpretation, waiver
or variences (see 780 CMR 122.0, see official
interpretation number 35-94 listed in Appendix B)
Automatic: As applied to fire protection devices,
automatic refers to a device or system that
provides an emergency function without the
necessity of human intervention and activated as
a result of a predetermined temperature rise, rate
of temperature rise or increase in the level of
combustion products - such as incorporated in an
automatic sprinkler system, automatic fire door,
etc.
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Automatic fire suppression system: An engineered
system using carbon dioxide (CO,), foam, wet or
dry chemical, a halogenated extinguishing agent,
or an automatic sprinkler system to detect
automatically and suppress a fire through fixed
piping and nozzles (see 780 CMR 904.0).
Construction Documents: As defined in 780 CMR 2.
Deluge system: An automatic sprinkler system
consisting of open sprinklers with water supply
valves activated by a separate automatic detection
system (see 780 CMR 908.0).
Detector, heat: An alarm-initiating device that
detects abnormally high temperature or rate of
temperature rise (see 780 CMR 918.0).
Detector, smoke: An alarm-initiating device that
detects the visible or invisible particles of
combustion (see 780 CMR 918.0).
Emergency Voice/alarm signaling system: A
system that provides, to the occupants of a
building, dedicated manual or automatic facilities,
or both, for originating and distributing voice
instructions, as well as alert and evacuation
signals that pertain to a fire emergency (see
780 CMR 917.0).
Fire alarm box, manual: A manually operated
alarm-initiating device that activates a fire
protective signaling system (see 780 CMR 917.0).
Fire command station: (Fire command center) The
principal location where the status of the
detection, alarm, communications and control
systems is displayed, and from which the
system(s) has the capability for manual control
(see 780 CMR 403.7 and 917.9).
Fire Department Designee: An individual
authorized by the chief of the fire department to
review and approve fire protection system plans
and installation.
Fire detector, automatic: An alarm-initiating device
that automatically detects heat, smoke or other
products of combustion (see 780 CMR 918.0).
Fire Protection Construction Documents:
Documents containing the requirements of
780 CMR 903.1.1, 903.1.2, 903.1 .3.
Fire protection system: Devices, equipment and
systems used to detect a fire, activate an alarm,
suppress or control a fire, or any combination
thereof.
Fire Protective Signaling System (Fire Alarm
System): A system or portion of a combination
system consisting of components and circuits
arranged to monitor and annunciate the status of
fire alarm or supervisory signal initiating devices
and to initiate appropriate response to those
signals.
Household Fire Warning System: A household
fire warning system consists of single or multiple
station detectors or a listed control unit with
automatic fire detectors and occupant notification
appliances. The household fire warning system
serves only one dwelling unit, patient room, hotel
room or other single area depending on use group
requirements in 780 CMR 9 19.1 through 919.3
Installing Contractor: An individual or firm duly
licensed to install fire protection systems. (See
780 CMR 903.3)
• Automatic Sprinklers Systems - M.G.L.
c. 146, §§ 81 through 85 A, 528 CMR 12.00
• Fire Extinguishing systems - M.G.L. c. 148,
§§58, 527 CMR 23.00
• Fire Alarm Systems - M.G.L. c. 141, §§ I
through 10, M.G.L c. 143, § 3L to 3P
237 CMR 1. 00 through 6. 00
Maintenance of Fire Protections Systems:
Replacement or repair of any component or
components of a fire protection system, where
such does not effect system performance and
compatibility. (Also see Modifications,
Alterations, Additions or Deletions to Fire
Protection Systems). No building permit is
required for maintenance. Other permits,
however, may be required pursuant to M.G.L.
c.148, § 27A and 527 CMR.
Modifications, Alterations, Additions or Deletions
to Fire Protection Systems: Any changes which
effect the performance of the fire protection
system. (Also see maintenance). Such changes
require a building permit and are subject to other
permitting requirements pursuant to M.G.L.
c. 148, § 27A.
Master Box: A municipal fire alarm box that may
also be operated by remote means.
Municipal Fire Alarm System: A system of alarm
initiating devices, receiving equipment, and
connecting circuits (other than a public telephone
network) used to transmit alarms from street
locations to the public fire service
communications center.
Preaclion system: A fire sprinkler system employing
automatic sprinklers attached to a piping system
containing air with a supplemental fire detection
system installed in the same areas as the
sprinklers. Actuation of the fire detection system
automatically opens a valve that permits water to
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FIRE PROTECTION SYSTEMS
flow into the sprinkler piping system and to be
discharged from any open sprinklers (see
780 CMR 906.9.6).
Registered Professional Engineer: A Registered
Professional Engineer registered by the Board of
Registration of Professional Engineers and of
Land Surveyors in accordance with M.G.L.
c. 112, §§ 8 ID through 8 IT and 250 CMR (see
7S0 CMR 903.1.3 and 903.5).
Shop Drawings: Scaled detailed working drawings
(system layout) and equipment specifications (cut
sheets) indicating all information in accordance
with requirements of the applicable NFPA
Standards for the specific fire protection systems
to be installed in accordance with the Registered
Professional Engineer's plans and specifications.
Smoke detector, multiple station: Single-station
smoke detectors that are capable of being
interconnected such that actuation of one causes
all integral or separate audible alarms to operate
(see 780 CMR 919.0).
Smoke detector, single station: An assembly
incorporating the detector, the control equipment
and the alarm-sounding device in one unit, which
is operated from a power supply either in the unit
or obtained at the point of installation (see
780 CMR 919.0).
Sprinkler: A device, connected to a water supply
system, that discharges water in a specific pattern
for extinguishment or control of fire (see
780 CMR 906.0).
Sprinkler system, automatic: A sprinkler system, for
fire protection purposes, is an integrated system of
underground or overhead piping designed in
accordance with fire protection engineering
standards. The system includes a suitable water
supply. The portion of the system above the
ground is a network of specially or hydraulically
designed piping installed in a building, structure
or area, generally overhead, and to which
automatic sprinklers are connected in a systematic
pattern. The system is usually activated by heat
from a fire and discharges water over the fire area
(see 780 CMR 906.0).
Sprinkler system, limited area: An automatic
sprinkler system consisting of not more than 20
sprinklers within a fire area (see 780 CMR
907.0).
Standpipe system: A standpipe system is a fire
protection system consisting of an arrangement of
piping, valves, hose outlets and allied equipment
installed in a building or structure (see 780 CMR
914.0)
Supervisory device: An initiating device used to
monitor the conditions that are essential for the
proper operation of automatic fire-protection
systems (i.e., switches used to monitor the
position of gate valves, a low air-pressure switch
on a dry-pipe sprinkler system, etc.) (see
780 CMR 923.0).
Water supply, automatic: A water supply that is not
dependent on any manual operation, such as
making connections, operating valves or starting
pumps (see 780 CMR 914.5).
780 CMR 903.0 FIRE PROTECTION
SYSTEMS APPROVAL/ACCEPTANCE
903.1 Required: Complete fire protection
construction documents shall be submitted in
accordance with 780 CMR 110 and a building
permit obtained prior to the installation of all
"required" or "non required" fire protection systems,
including modifications, alterations, additions or
deletions to an existing fire protection system. The
fire protection construction documents shall contain
sufficient information to completely describe the fire
protection systems, including operational features.
The information required pursuant to 780 CMR
903.0 shall include, where required, the items listed
in 780 CMR 903.1.1:
Exception: Maintenance; no building permit
required.
903.1.1 Fire Protection Construction
Documents:
1. Basis (methodology) of design for the
protection of the occupancy and hazards for
compliance with 780 CMR and applicable
NFPA Standards, in the form of a narrative
report.
2. Building and site access for fire fighting
and/or rescue vehicle(s) and personnel.
3. Fire hydrant(s) location and water supply
information.
4. Type/description and design layout of the
automatic sprinkler system(s).
5. Automatic sprinkler system(s) control
equipment location.
6. Type/description and design layout of the
automatic standpipe system(s).
7. Standpipe system hose valve(s) type and
location.
8. Fire department Siamese connection type(s)
and location.
9. Type/description and design layout of the
fire protective signaling system(s).
10. Fire protective signaling system(s) control
equipment and remote annunciator location.
1 1. Type/description and design layout of the
smoke control or exhaust system(s).
12. Smoke control or exhaust system(s)
control equipment location.
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13. Building life safety system features
(auxiliary functions) required to be integrated
as part of the fire protective signaling
system(s).
14. Type/description and design layout of the
fire extinguishing system(s).
15. Fire extinguishing system(s) control
equipment location.
16. Fire protection system(s) equipment room
location.
17. Fire protection system(s) equipment
identification and operation signs.
18. Fire protection system(s) alarm/
supervisory signal transmission method and
location.
19. Sequence of operation of all fire protection
systems and operation in the form of a
narrative report.
20. Testing criteria to be used for final system
acceptance in the form of a narrative report.
903.1.2 Plans: All fire protection system plans
shall contain sufficient information to identify the
occupancy, hazards, system and equipment
arrangements, system and equipment sizing,
systems specifications, systems sequence(s) of
operation and design/engineering calculations.
903.1.3 Design: All fire protection systems and
fire protection system operation including
building and site features as identified in
780 CMR 903.1 1 shall be designed and specified
by a qualified Registered Professional Engin-
eers). All plans shall bear the original seal and
signature of the Registered Professional
Engineer(s), except as provided in M.G.L. c. 143,
§ 54A and any profession or trade as provided in
M.G.L. c. 112, § 60L and M.G.L. c. 112, §8 1R
Specifications shall include requirements for the
preparation of shop drawings when required by
780 CMR or applicable NFPA Standards. The
Registered Professional Engineer(s) shall be
responsible for the review and certify that all shop
drawings conform to the approved fire protection
construction documents as submitted for the
building permit and approved by the building
official.
903.1.4 As-built plans: In accordance with the
applicable referenced standards, as-built plans
shall be prepared by the contractor responsible for
the installation of the fire protection system for
those occupancies listed in 780 CMR 923.2.1(a)
through (e). As-built plans shall be provided to
the owner upon completion.
903.1.5 Safeguarding Construction: The fire
protection construction documents shall provide
specifications for conformance to 780 CMR 33
and NFPA-241 listed in Appendix A in order to
safeguard against fires during construction,
alterations and demolition of all buildings and
structures regulated by 780 CMR.
903.2 Authority: In accordance with the
requirements of 780 CMR 1 10 and 780 CMR 903.1
the building of official shall transmit one set of the
fire protection construction documents (780 CMR
903 .1.1) and building construction documents to the
head of the fire department or his designee for
review and approval of the items specified in
780 CMR 903.1.1.
Note:
1. M.G.L. c. 148 §§ 26H, 26G and 261, when
adopted by a city or town, will impact the fire
protection requirements of 780 CMR 9. A
building official should consult Official
Interpretation Number 45-96, listed in
Appendix B, for guidance.
2. In addition to the building permit requirements
for fire protection systems in 780 CMR, M.G.L.
c. 148 § 10A and 527 CMR may impose
additional installation permitting requirements.
903.2.1 Alternative Fire Protection Design
Methodologies - Independent Engineering
Review: Where alternative design methodologies
are utilized and where such methodologies result
in designs which vary from any prescriptive
requirement of 780 CMR, the owner shall engage
an independent registered professional engineer to
review said alternative design methodologies.
The scope of the independent registered
professional engineer review shall include, but not
be limited to the following;
(a) Review of the design assumptions,
methodologies and resulting proposed system
designs, to determine whether the proposed fire
protection system designs and any other
systems which are affected by the design
assumptions, are consistent with the general
objectives and prescriptive provisions of this
code and to determine whether or not the
methodologies and assumptions conform to
accepted engineering practice;
(b) Preparation of a written report to the
building official as to the appropriateness of
the proposed design, specifically listing any
variances from the prescriptive provisions of
780 CMR and describing, in detail, the design
provisions used to achieve compliance.
If the reviewing engineer concurs with the
proposed design, the owner shall make
application for a variance, to the State Building
Code Appeals Board as provided in 780 CMR
122. In addition to all supporting information and
materials, the reviewing engineer's report
required in 780 CMR 903.2. 1(b) shall be included
in the application for variance.
A building permit shall not be issued until the
variance, if required, has been granted, or unless
the building permit is issued in part, as provided
for in 780 CMR 111.13.
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903.3 Fire Protection Systems Installation: Fire
protection systems shall be installed by contractors
and personnel appropriately licensed in the
Commonwealth of Massachusetts (licensed
installing contractor). Shop drawings required for
submittals and reviews by the Registered
Professional Engineer, by 780 CMR 903.1.3 or by
applicable NFPA Standards shall note the name(s),
license number(s) and license expiration date(s) of
the contractor(s) installing the fire protection
systems.
903.4 Acceptance: In accordance with the
provisions of 780 CMR 120, a Certificate of
Occupancy shall not issue until the building official
and the head of the fire department or their
designees have witnessed a satisfactory functional
test of all fire protection systems, installed in
accordance with the approved fire protection
construction documents. All fire protection systems
shall be tested in accordance with the applicable
provisions of 780 CMR and NFPA Standards and
approved testing criteria and operational sequence as
submitted in 780 CMR 903 . 1 . 1 , items 1 9 and 20. In
addition, the following documents and/or
information shall be simultaneously submitted to the
building official and head of the fire department or
their designees prior to the witnessing of the
operational fire protection system(s) testing:
1. Certification, (PE Seal and signature) from the
Registered Professional Engineer responsible for the
design in accordance with 780 CMR 903. 1.3 stating
that the fire protection systems have been installed
in accordance with the approved fire protection
construction documents and that he has reviewed the
shop drawings for conformance to 780 CMR903.3
and has identified deviations if any, from the
approved fire protection construction documents.
2. Confirmation by the building owner/developer or
authorized representative that they have received the
as-built fire protection system shop drawings from
the installing contractor and that the Registered
Professional Engineer has certified their reasonable
accuracy.
3. Material, Test, Performance and Completion
Certificates, properly executed by the installing
contractor in accordance with the applicable NFPA
Standards.
Exception: In lieu of witnessing a satisfactory
functional test, the building official and head of
the fire department or their designees may accept
a final performance acceptance test report from a
Registered Professional Engineer. Said report
shall certify that a complete satisfactory
functional test of all fire protection systems in
accordance with the approved testing criteria and
operational sequence have been witnessed.
903.4.1 Conditional Acceptance: The
requirements of 780 CMR 903.4 shall not
preclude the issuance of a temporary Certificate
of occupancy by the Building Official in
accordance with 780 CMR 120.3.
780 CMR 904.0 FIRE SUPPRESSION
SYSTEMS
904.1 Where required: Automatic fire suppression
systems shall be installed where required by
780 CMR, and in the locations indicated in
780 CMR 904.2 through 904.9.
Exceptions:
1 . An automatic fire suppression system shall not
be required in portions of buildings that comply
with 780 CMR 406.0 for open parking structures
less than 70 feet in height above mean grade.
— 2.- -fa telecommunications equipment buildings,
an automatic fire suppression system shall not be
required in those spaces or areas occupied
exclusively for telecommunications equipment,
associated electrical power distribution
equipment, batteries and standby engines,
provided that those spaces or areas are equipped
throughout with an automatic fire detection
system in accordance with 780 CMR 918.0 and
are separated from the remainder of the building
with fire separation assemblies consisting of one-
hour fireresistance rated walls and two-hour
fireresistance rated floor/ceiling assemblies.
904.1.1 Additional requirements: When a
building or structure is provided with a fire alarm
system, all extinguishing systems installed in
accordance with the provisions of 780 CMR 904
through 914, shall be connected to the fire alarm
system in accordance with the requirements of
NFPA 72 as listed in Appendix A.
904.1.1.1 Fire pump requirements: Refer to
780 CMR 924.
904.2 Use Groups A-l, A-3, A-4, B, E, M, S-l,
F-l in buildings of 12,000 sf or greater in
aggregate floor area: An automatic fire suppression
system shall be provided throughout all portions or
uses of all buildings of 12,000 sf or greater in
aggregate area when any of the following uses are
located within the building;
A-l, A-3, A-4, B, E, M, S-l, F-l
780 CMR 904.2 shall apply whether or not the use is
separated from any other use within the building by
fire separation assemblies.
Exceptions:
1. Existing buildings: Existing buildings which
qualify as such in accordance with 780 CMR
3400.3.1 and which undergo a partial change in
use to a use or uses specified in 780 CMR 904.2
or are mixed use buildings which undergo
renovation of a use or uses specified in 780 CMR
904.2, shall be provided with automatic fire
suppression systems in accordance with the
following:
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(a) only in those portions of the building
which have been changed in use and only when
such space or spaces exceed 12,000 sf in
aggregate floor area.
(b) only in those portions of the building
which have been altered or renovated provided
that such renovation constitutes substantial
alterations or substantial renovations, in
accordance with 780 CMR 3401 and only
when such space or spaces exceed 12,000 sf in
aggregate floor area.
2. Public Garages: Public Garages shall conform
to 780 CMR 408.0.
Note: See also M.G.L. c. 148, § 26G.
904.3 Use Group A-2 in buildings of 5,000 sf or
greater in aggregate floor area: An automatic fire
suppression system shall be provided throughout all
portions or uses of all buildings of 5,000 sf or
greater in aggregate area when any A-2 use is
located within the building;
780 CMR 904.3 shall apply whether or not the
A-2 use is separated from any other use within the
building by fire separation assemblies.
Exception:
I. Existing buildings: Existing buildings which
qualify as such in accordance with 780 CMR
3400.3.1 which undergo a partial change in use to
an A-2 use or partial renovation of an existing A-
2 use shall be provided with an automatic fire
suppression system only in those portions of the
building which have been changed to an A-2 use
or those existing A-2 uses which have been
renovated when such renovation constitutes
substantial alterations or substantial renovations,
in accordance with 780 CMR 3401 and only when
the proposed or existing A-2 use exceeds 5,000 sf
in aggregate floor area.
904.4 Use Group H: An automatic fire suppression
system shall be provided throughout all buildings of
Use Group H.
Exception: Magazines used for the storage of Use
Group H-l materials which are constructed and
located in accordance with NFPA 495 and
527 CMR listed in Appendix A.
Note: See also M.G.L. c. 148, § 26G.
904.5 Use Group I: An automatic fire suppression
system shall be provided throughout all buildings of
Use Group I.
Note: See also M.G.L. c. 148, § 26G.
904.6 Use Group R-l: An automatic fire
suppression system shall be provided throughout all
buildings or spaces of Use Group R-l in accordance
with 780 CMR 906.2. 1 or 906.2.2.
904.7 Use Group R-2: An automatic fire
suppression system shall be provided throughout all
buildings with an occupancy in Use Group R-2 in
accordance with 780 CMR 906.2.1 or 906.2.2.
Note: See also M.G.L. c. 148, § 26G.
904.8 Windowless story: An automatic fire
suppression system shall be provided throughout
every story or basement of all buildings where there
is not provided at least one of the following types of
openings:
1. An exterior stairway that conforms to the
requirements of 780 CMR 1014.0, or an outside
ramp that conforms to the requirements of
780 CMR 1016.0, leading directly to grade in
each 50 linear feet (15240 mm) or fraction thereof
of exterior wall in the story or basement, on at
least one side of the building.
2. Openings entirely above the adjoining ground
level totaling 20 square feet (1.9 m ) in each 50
linear feet (15240 mm) or fraction thereof of
exterior wall in the story or basement, on at least
one side of the building. Openings shall have a
least dimension of not less than 22 inches (559
mm), and shall have a minimum net clear opening
of five square feet (0.5m ). Access to such
openings from the exterior shall be provided to
the fire department and such openings shall be
unobstructed to allow fire-fighting and rescue
operations from the exterior.
When openings in a story are provided on only
one side and the opposite wall of such story is more
than 75 feet (22860 mm) from such openings, the
story shall be equipped throughout with an
automatic sprinkler system, or openings as specified
herein shall be provided on at least two sides of the
exterior walls of the story. If any portion of a
basement is located more than 75 feet (22860 mm)
from the openings required in 780 CMR 904.0, the
basement shall be provided with an automatic
sprinkler system.
Exception: Occupancies in Use Group R-3.
904.9 Other required suppression systems: In
addition to the requirements of 780 CMR 904.2
through 904.8, automatic fire suppression systems
for certain buildings and areas shall be provided in
accordance with Table 904.9.
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Table 904.9
ADDITIONAL REQUIRED SUPPRESSION
SYSTEMS(1)
780 CMR Section
Subject
302.1.1
Specific occupancy areas
402.10; 402.15.2
Covered mall buildings
403.2
High-rise buildings
404.2
Atriums
408.3.1
Public garages
408.4
Fuel-dispensing areas
4
Bulk Merchandizing/Warehouse
Occupancies
780 CMR Section
Subject
411.7
Sound stages
412.6
Stages and enclosed platforms
413.4
Special amusement buildings
416.4
HPM facilities
419.3
Paint spray booths and storage
rooms
Open parking structures more than
70 feet in height above the mean
grade (M.G.L. c. 148, § 26A)
507.1
Unlimited area buildings
1020.3
Exit lobbies
2806.4
Drying rooms
2807.6
Waste and linen chutes and
termination and incinerator
rooms
2808.4
Refuse vaults
Note (1) See also M.G.L. c. 148, §§ 26A. 26G, 26H, and
261.
780 CMR 905.0 SUPPRESSION SYSTEM
AGENT COMPATIBDLjTTY
905.1 Agent compatibility: The extinguishing agent
for each suppression system shall be compatible with
the type of hazard and fire. Each fixed fire
suppression system shall be of an approved type and
shall be designed and installed in accordance with
the requirements of 780 CMR.
905.1.1 Special hazards: In rooms or buildings
containing combustibles (such as aluminum
powder, calcium carbide, calcium phosphide,
metallic sodium and potassium, quick-lime,
magnesium powder or sodium peroxide) that are
incompatible with water as an extinguishing
agent, other extinguishing agents shall be utilized.
780 CMR 906.0 FIRE SPRINKLER SYSTEM
906.1 General: Automatic sprinkler systems shall be
approved and shall be designed and installed in
accordance with the provisions of 780 CMR.
906.2 Equipped throughout: Where the provisions
of 780 CMR require that a building or portion
thereof be equipped throughout with an automatic
sprinkler system, the system shall be designed and
installed in accordance with 780 CMR 906.2.1,
906.2.2 or 906.2.3.
Exception: Where water as an extinguishing
agent is not compatible with the fire hazard (see
780 CMR 905. 1) or is prohibited by a law, statute
or ordinance, the affected area shall be equipped
with an approved automatic fire suppression
system utilizing a suppression agent that is
compatible with the fire hazard.
906.2.1 NFiPA 13 systems: The system shall be
designed and installed in accordance with NFiPA
13 listed in Appendix A.
906.2.2 NFiPA 13R systems: In buildings four
stories or less in height, systems designed and
installed in accordance with NFiPA 13R listed in
Appendix A shall be permitted in Use Group 1-1
buildings with not more than 16 occupants and in
Use Group R buildings.
906.2.3 NFiPA 13D systems: In Use Group R-3
buildings with at least two-hour fireresistance
rated fire separation assemblies between dwelling
units, or in Use Group 1-1 buildings with not more
than eight occupants, systems designed and
installed in accordance with NfiPA 13D listed in
Appendix A shall be permitted.
906.3 Design: Design documentation shall be in
accordance with 780 CMR 903.
906.4 Actuation: Water sprinkler systems shall be
automatically actuated unless otherwise specifically
provided for in 780 CMR.
906.5 Sprinkler alarms: Approved audible or visual
alarm devices shall be connected to every water
sprinkler system. Such alarm devices shall be
activated by water flow and shall be located in an
approved location on the exterior of the building and
throughout the building in accordance with the
requirements ofNFPA-72 listed in Appendix A.
906.6 Water-control valve identification: All
valves controlling water to fire protection systems
shall be provided with permanently attached
identification tags indicating the valves' function and
what is controlled.
906.7 Sprinkler riser: A sprinkler system riser
which also serves as the wet standpipe riser in
buildings required to have or having both systems,
shall conform to 780 CMR 914.6.
906.8 Signs: Where sprinkler control valves are
located in a separate room or building, a sign shall
be provided on the entrance door. The lettering shall
be at least four inches (102 mm) in height and shall
otherwise conform to 780 CMR 901.6 and shall read
"Sprinkler Control Valves."
906.9 Acceptance tests: All sprinkler systems shall
be tested in accordance with the applicable NFPA
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Standards used for sprinkler system design and
Installation and listed in Appendix A.
906.9.1 Underground connections: Underground
mains and lead-in connections shall be flushed
and tested in accordance with NFiPA 13 and 24
list'-d in Appendix A.
906.9.2 Hydrostatic test: All sprinkler systems shall
be tested hydrostatically in accordance with the
applicable NFP A Standards listed in Appendix A.
780 CMR 907.0 LIMITED AREA SPRINKLER
SYSTEMS
907.1 General: A limited area sprinkler system shall
be of an approved type and shall be installed in
accordance with the provisions of 780 CMR 907.0.
Complete fire protection construction documents
shall be provided. (See 780 CMR 903.0.)
907.2 Where permitted: Where the provisions of
780 CMR require the installation of a fire
suppression system, and a water sprinkler
extinguishing system is used with a limited number
of sprinklers, a limited area sprinkler system that
complies with the requirements of 780 CMR 907.0
is permitted to be installed.
907.2.1 Special occupancy areas: A limited area
sprinkler system shall be permitted within special
occupancy areas as designated in 780 CMR 4 or
within specific occupancy areas as designated in
780 CMR 302.1.1, provided that the area is
enclosed within fire separation assemblies as
required by 780 CMR, and 20 sprinklers or less
are required to protect each separately enclosed
area. Where nonfireresistance rated separation
walls are permitted by Table 302.1.1 to enclose
contiguous specific occupancy areas on one floor,
the areas shall be considered to be one separately
enclosed area for the purposes of determining the
number of sprinklers based on the spacing
limitations ofNFPA 13 listed in Appendix A.
907.2.2 Unenclosed floor openings, waste and
linen chutes, and kitchen and hazardous
exhaust systems: A limited area sprinkler system
shall be permitted to protect unenclosed escalator
floor openings that comply with 780 CMR
907.2.2.1, chutes used for waste or linen
collection, commercial kitchen exhaust systems
and duct systems that exhaust hazardous
materials.
907.2.2.1 Water curtain: The area of the floor
opening shall not exceed twice the horizontal
projected area of the escalator and the opening
shall not connect more than four stories in
occupancies in other than Use Groups B and M
and the opening shall be protected by a draft
curtain and a closed sprinkler water system
conforming to NfiPA 13 listed in Appendix A
907.3 Design: Except as otherwise provided for in
780 CMR 907.0, a limited area sprinkler system
shall be designed and installed in accordance with
780 CMR 906.0.
907.4 Actuation: A limited area sprinkler system
shall be automatically actuated.
907.5 Sprinkler alarms: Alarms and alarm
attachments shall be required and shall be located
and installed in accordance with the requirements of
780 CMR 906.5.
907.6 Standpipe connection: The water supply for
the limited area sprinkler system shall be from the
building standpipe system where the building is
equipped with a standpipe system that is sized for a
500-gallon-per-minute (0.032 m Is) minimum flow
and has an automatic water supply (see 780 CMR
914.5).
907.6.1 Domestic supply: Where limited area
sprinkler systems are supplied from the domestic
water system, the domestic water system shall be
designed to support adequately the design flow of
the largest number of sprinklers required to be
hydraulically calculated by NFiPA 13 listed in
Appendix A in any one of the enclosed areas plus
the domestic demand.
907.6.2 Cross connection: The potable water
supply shall be protected against backflow in
accordance with the requirements of the Plumbing
and Gas Code (248 CMR), the Department of
Environmental Protection Regulations, 3 1 0 CMR
as listed in Appendix A as well as any cross-
connection protection criteria legally set forth by
the water supplier/purveyor having local
jurisdiction.
907.6.3 Domestic connection: Shutoff valves
shall not be permitted in the suppression system
piping. Water supply shall be controlled by the
riser control valve to the domestic water piping.
Exception: Shutoff valves in the sprinkler
system piping are permitted provided that such
valves are supervised in accordance with
780 CMR 923.0.
907.7 Acceptance tests: All limited area sprinkler
systems shall be tested as stipulated in 780 CMR
906.9.
780 CMR 908.0 WATER-SPRAY FIXED
SYSTEMS
908.1 General: Water-spray fixed systems for fire
suppression shall be of an approved type and shall
be installed in accordance with the provisions of
780 CMR and NFiPA 15 listed in Appendix A. A
water-spray fixed system is a system connected to a
reliable source of water supply and equipped with
normally open water-spray nozzles for specific
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discharge and distribution over the surface or area to
be protected.
908.2 Design: Completefire protection construction
documents and hydraulic calculations shall be
submitted for review prior to installation. The
submittal shall include nozzle layouts, friction loss,
calculations, water supply data and a detailed layout
of the entire area to be protected. (See 780 CMR
903.0.)
908.3 Actuation: Water-spray systems shall be
automatically actuated and shall be provided with a
manual means of actuation.
908.4 Acceptance tests: All new system piping shall
be flushed and tested in accordance with the
provisions of NFiPA 15 listed in Appendix A.
780 CMR 909.0 CARBON DIOXIDE
EXTINGUISHING SYSTEMS
909.1 General: Carbon dioxide extinguishing
systems shall be of an approved type and shall be
installed in accordance with the provisions of
780 CMR and NFiPA 12 listed in Appendix A. A
carbon dioxide extinguishing system is a system
which supplies CO, from a pressurized vessel
through fixed pipes and nozzles.
909.2 Design: The details of the system indicated on
the fire protection construction documents shall
include information and calculations of the amount
of carbon dioxide; the location and flow rate of each
nozzle including equivalent orifice area; and the
location and size of the carbon dioxide storage
facility. Information shall be submitted pertaining to
the location and function of detecting devices,
operating devices, auxiliary equipment and electrical
circuitry, if used. Sufficient information shall be
indicated to identify properly the apparatus and
devices used. Any special features shall be
adequately explained. (See 780 CMR 903.0.)
909.3 Actuation: Carbon dioxide extinguishing
systems shall be automatically actuated and shall be
provided with a manual means of actuation.
909.4 Safety requirements: Where persons will
enter or be trapped in atmospheres made hazardous
by carbon dioxide discharge, warning signs and
discharge alarms shall be provided.
909.5 Acceptance tests: All carbon dioxide
extinguishing systems shall be tested in accordance
with NFiPA 12 listed in Appendix A. A completed
system shall be tested for tightness up to the selector
valve, and for continuity of piping with free
unobstructed flow beyond the selector valve. The
labeling of devices with proper designations and
instructions shall be checked. Operational tests shall
be conducted on all devices except cylinder valves
in multicylinder high-pressure systems. Where
conditions prevail that make it difficult to determine
adequately the system requirements or design, a
suitable discharge test and concentration analysis
shall be made.
780 CMR 910.0 DRY-CHEMICAL
EXTINGUISHING SYSTEMS
910.1 General: Dry-chemical extinguishing systems
shall be of an approved type and shall be installed in
accordance with the provisions of 780 CMR and
NFiPA 17 listed in Appendix A. A dry-chemical
extinguishing system is a system consisting of dry
chemical and expellant gas storage tanks, fixed
piping and nozzles used to assure proper distribution
of an approved extinguishing agent to a specific fire
hazard or into an area of potential fire.
910.2 Design: The details of the system indicated on
the fire protection construction documents shall
include sufficient information and calculations of the
amount of dry chemical; the size, length and
arrangement of connected piping, or piping and
hose; and a description and location of nozzles so
that the adequacy of the system can be determined.
Information shall be submitted pertaining to the
location and function of detecting devices, operating
devices, auxiliary equipment and electrical circuitry,
if used. Sufficient information shall be indicated to
identify properly the apparatus and devices used.
Any special features shall be adequately explained.
(See 780 CMR 903.0.)
910.3 Actuation: Dry-chemical extinguishing
systems shall be automatically actuated and shall be
provided with a manual means of actuation.
910.4 Safety requirements: Where persons will be
exposed to a dry-chemical discharge, warning signs
and discharge alarms shall be provided.
910.5 Acceptance tests: All dry-chemical
extinguishing systems shall be tested in accordance
with NFiPA 17 listed in Appendix A. A completed
system shall be tested by a discharge of expellant
gas through the piping and nozzles. Observations for
gas leakage and for continuity of piping with free
unobstructed flow shall be made. Observations shall
be made of the flow of expellant gas through all
nozzles. The labeling of devices with proper
designations and instructions shall be checked. After
testing, all piping and nozzles shall be blown clean
using compressed air or nitrogen, and the system
shall be properly charged and placed in the normal
"set" condition.
910.5.1 Discharge test: All systems shall be
tested by a discharge of expellant gas through the
piping and nozzles with observations being made
of the flow of expellant gas through all nozzles as
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well as observing for leakage and continuity of
piping with free unobstructed flow.
910.6 Range hoods: In addition to the requirements
of 780 CMR 910.0 and the applicable NFPA
standards listed in Appendix A, range hood dry-
chemical systems shall bear the label of an approved
agency.
The system shall be installed in accordance with
the manufacturer's installation instructions. The dry-
chemical agent of the system shall be nontoxic.
780 CMR 911.0 FOAM-EXTINGUISHING
SYSTEMS
911.1 General: Foam-extinguishing systems shall be
of an approved type and shall be installed in
accordance with the provisions of 780 CMR and
NFiPA 11, 11A and 16 listed in Appendix A. A
foam-extinguishing system is a special system
designed to discharge, either mechanically or
chemically, a foam made from concentrates, over the
area to be protected.
911.2 Design: The details of the system indicated on
the fire protection construction documents shall
include complete computations show-testing
pressure drop in all system piping, friction loss
calculations of liquid lines and a detailed layout of
the entire hazard area to be protected. Hydraulic
characteristics of foam proportioners and foam
makers as determined by tests shall be supplied by
the manufacturer to the department (including the
range of operating conditions required for the
proposed installation) to permit determination of the
adequacy of the hydraulics of the proposed
protection. (See 780 CMR 903.0.)
911.3 Actuation: A foam-extinguishing system shall
be automatically actuated and shall be provided with
a manual means of actuation.
911.4 Safety requirements: In any proposed use of
a medium- or high-expansion foam where persons
will be exposed to the foam discharge, warning signs
and discharge alarms shall be provided.
911.5 Acceptance tests: All foam-extinguishing
systems shall be tested in accordance with NFiPA
11, 1 1 1 A and 16 listed in Appendix A. The system
shall be subjected to a flow test to insure that the
hazard area is fully protected in compliance with the
design specifications, and to determine flow
pressures, actual discharge capacity, foam quality,
consumption rate of foam-producing materials,
manpower requirements and other operating
characteristics.
780 CMR 912.0 HALOGENATED
EXTINGUISHING SYSTEMS
912.1 General: Halogenated extinguishing systems
shall be of an approved type and shall be installed in
accordance with the provisions of 780 CMR and
NFiPA 12 A and 12B listed in Appendix A. A
halogenated extinguishing system is a system
consisting of pipes, open nozzles and a container of
halogenated agent under pressure.
912.2 Design: The details of the system indicated on
the fire protection construction documents shall
include information and calculations of the amount
of extinguishing agent; the container storage
pressure; the location and flow rate of each nozzle
including equivalent orifice area; the location, size
and equivalent lengths of pipe, fittings and hose; and
the location and size of the storage facility.
Information shall be submitted pertaining to the
location and function of detecting devices, operating
devices, auxiliary equipment and electrical circuitry,
if used. Sufficient information shall be indicated to
identify properly the apparatus and devices used.
Any special features shall be adequately explained.
(See 780 CMR 903.0.)
912.3 Actuation: Halogenated extinguishing
systems shall be automatically actuated and shall
also be provided with a manual means of actuation.
912.4 Safety requirements: Where persons will
enter or be trapped in atmospheres made hazardous
by a halogenated system discharge, warning signs
and discharge alarms shall be provided.
912.5 Acceptance tests: All halogenated
extinguishing systems shall be tested in accordance
with NFiPA 12A and 12B listed in Appendix A.
completed system shall be tested for tightness up to
the selector valve, and for continuity of piping with
free unobstructed flow beyond the selector valve.
The labeling of devices with proper designations and
instructions shall be checked. Operational tests shall
be conducted on all devices except cylinder valves
in multicylinder systems. Where conditions prevail
that make it difficult to determine adequately the
system requirements or design, a suitable discharge
test and concentration analysis shall be made.
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780 CMR 913.0 WET-CHEMICAL RANGE
HOOD EXTINGUISHING SYSTEMS
913.1 General: Wet-chemical extinguishing systems
shall be installed in accordance with the provisions
of 780 CMR 913.0, and the BOCA Mechanical Code
and NFiPA 17A listed in Appendix A The system
shall bear the label of an approved agency and shall
be installed in accordance with the manufacturer's
installation instructions. A wet-chemical system is a
solution of water and potassium-car-bonate-based
chemical, potassium-acetate-based chemical or a
combination thereof which forms the extinguishing
agent.
913.2 Design: The details of the system indicated on
the fire protection construction documents shall
include sufficient information and calculations on
the amount of wet chemical; the size, length and
arrangement of connected piping; and a description
and location of nozzles so that the adequacy of the
system can be determined. Information shall be
submitted pertaining to the location and function of
detecting devices, operating devices, auxiliary7
equipment and electrical circuitry, if used Sufficient
information shall be indicated to identify properly
the apparatus and devices used. Any special features
shall be adequately explained. (See 780 CMR
903.0.)
913.3 Actuation: Wet-chemical extinguishing
systems shall be automatically actuated and shall be
provided with a manual means of actuation.
913.4 Safety requirements Where persons will be
exposed to a wet-chemical discharge, warning signs
and discharge alarms shall be provided
913.5 Acceptance tests: All wet-chemical
extinguishing systems shall be tested in accordance
with NFiPA 1 7 A listed in Appendix A . A completed
system shall be tested by discharge of wet chemical
in sufficient amounts to verify that the system is
properly installed and functional. Tests shall include
a check of the detection systems, the alarms and the
releasing devices, including manual stations, fuel
and power shutoff devices and other associated
equipment.
913.5.1 Discharge test: All systems shall be
tested by a discharge of expellant gas through the
piping and nozzles with observations being made
of the flow of expellant gas through all nozzles as
well as observing for leakage and continuity of
piping with free unobstructed flow.
780 CMR 914.0 STANDPIPE SYSTEMS
914.1 General: Standpipe systems shall be designed,
installed and maintained in accordance with the
provisions of 780 CMR and NFPA-14 listed in
Appendix A. Where standpipe systems are required
by 780 CMR, such systems shall be automatic wet
systems. Automatic dry and semi-automatic dry
standpipe systems shall be permitted only in areas
subject to freezing. Complete fire protection
construction documents shall be provided. (See
780 CMR 903.0.)
914.2 Where required: Class III standpipe systems
shall be installed where required by 780 CMR
914.2.1 through 906.2.11 and shall be located in
accordance with the provisions of NFPA 14, listed in
Appendix A.
914.2.1 Use Group A: In all buildings or
structures or portions thereof of Use Group A
when:
1 . Two or more stories in height of Use Group
A-l. A-2, or A-3, and having an occupant load
or more than 300, or;
2. Three or more stories in height regardless
of the area per floor; or;
3 Having an auditorium seating over 500.
Standpipes shall be located one on each side of
the auditorium in each tier, one in each
mezzanine, one in each tier of dressing rooms,
and protecting each property, store and work
room; or:
4 Having a stage. Standpipes shall be located
on each side of the stage.
Such standpipes shall be not less that 2'/2-inch
diameter, equipped with approved 1 14 inch hose
station.
914.2.2 Use Group B: In all buildings or
structures or portions thereof of Use Group B
when:
1 . Three or more stories in height, and more
than 3,000 square feet in area per floor; or;
2 Four or more stories in height regardless of
the area per floor.
914.2.3 Use Group E: In buildings or structures
or portions thereof of Use Group E when three or
more stories in height regardless of the area per
floor or when having a stage or auditorium in
accordance with 780 CMR 914.2.1(3) and
914.2.1(4).
914.2.4 Use Group F: In all buildings or
structures or portions thereof of Use Group F
when:
i Three or more stories in height, and more
than 3,000 square feet in area per floor, or;
2. Four or more stories in height regardless of
the area per floor.
914.2.5 Use Group H: In all buildings or
structures or portions thereof of Use Group H
when:
1 . Three or more stories in height, and more
than 10,000 square feet in area per floor; or;
2. Four or more stories in height, regardless of
the area per floor.
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914.2.6 Use Group I: In all buildings or
structures or portions thereof of Use Group I,
three or more stories in height, regardless of the
area per floor.
914.2.7 Use group M: In all buildings or
structures or portions thereof of Use Group M
when:
1 . Three stories or more in height, and more
than 3,000 square feet in area per floor, or;
2. Four or more stories in height regardless of
the area per floor, or,
3 Classified as a covered mall building
within the mall portions (see 780 CMR 4).
4. Classified as a bulk/merchandising
warehouse. (See 780 CMR 4.)
914.2.8 Use Group R-l and R-2: In all buildings
or structures or portions thereof of Use Group R-l
and R-2 when:
1 Three or more stories in height and of Use
Group R-l regardless of the area per floor; or;
2. Three or more stories in height and more
than 10.000 square feet in area per floor, or;
3. Four or more stories in height regardless of
the area per floor
914.2.9 Use Group S: In all buildings or
structures or portions thereof of Use Group S,
other than public garages which shall conform to
780 CMR 914.2. 10 when:
1 . Three or more stories in height, or Use
Group S-l, and more than 3,000 square feet in
area per floor; or;
2. Three or more stories in height. Use Group
S-2, and more than 10,000 square feet in area
per floor; or;
3. Four or more stories in height of Use
Groups S-l or S-2 regardless of the area per
floor.
914.2.10 Use Group U: In all buildings or
structures or portions thereof of Use Group U
when:
1 . Three or more stories in height and more
than 10,000 square feet in area per floor; or;
2. Four or more stories in height regardless of
the area per floor.
914.2.11 Public Garages: In all Group I and 1 1
public garages and open parking structures when:
1. More than 10,000 square feet in area per
floor; or;
2. More than 7,500 square feet in area per
floor and more than one story in height; or;
3. More than 5,000 square feet in area per
floor, and more than two stories in height; or;
4. More than three stories in height; or;
5. Located in buildings where the upper
stories are designed for other uses: or;
6 When located in any story that is more than
50% below grade.
Exception: Standpipe systems can be
"Class I Manual Dry Type" as defined by
NFPA-14 for open parking structures less
than 70' in height
914.3 Standpipe system piping sizes: The riser
piping, supply piping, and the water service piping
shall be hydraulically sized in accordance with the
provisions of NFPA-14 listed in Appendix A.
Exception: The residual pressure(s) as noted in
NFPA-14 are not required to be maintained in
buildings less than 70 feet in height which are
equipped throughout with an approved automatic
fire suppression system. The system shall be sized
based on a 150 psi minimum inlet pressure at the
Siamese connection
914.4 High-rise buildings All buildings more than
70 feet in height above the mean grade shall have
each floor supplied by a minimum of two
combination standpipe/sprinkler risers installed in
accordance with the requirements of NFPA-14,
listed in Appendix A
914.5 Outlets: Standpipe system outlets shall
comply with the provisions for, Class III Systems of
NFPA-14 as listed in Appendix A
914.6 Acceptance Tests: All Standpipe systems
shall be tested in accordance with NFPA listed in
Appendix A
914.6.1 Underground Connections:
Underground mains and lead-in connections shall
be flushed and tested in accordance with NFPA
14 and NFPA 24 listed in Appendix A
914.7 Standpipe system requirements for
buildings under construction or demolition:
914.7.1 General: Standpipes required by
780 CMR 914.7 are to be either temporary or
permanent in nature, with or without a water
supply, provided, however, that such standpipes
conform to the requirements of 780 CMR 914.0 as
to number of risers, capacity, outlets and
materials.
914.7.2 Buildings under construction or
demolition: Standpipe requirements for buildings
under construction or demolition shall be in
accordance with the provisions of 780 CMR
3305.3 and NFPA 241 as listed in Appendix A
780 CMR 915.0 FIRE DEPARTMENT
CONNECTIONS
915.1 Required: All required water fire-
extinguishing and standpipe systems shall be
provided with a fire department connection in
accordance with the applicable NFPA standards
Standpipes in buildings under construction or
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demolition shall conform to 780 CMR 3305.3 and
NFPA 24 1 listed in Appendix A.
Exceptions:
1 . Limited area sprinkler systems supplied from
the domestic water system.
2. Where the local fire department approves a
single connection for large diameter hose of at
least four inches.
3 . An automatic sprinkler system with less than
20 sprinklers.
915.2 Connections: Fire department connections
shall be arranged in such a manner that the
attachment to any one water sprinkler connection
will serve all sprinklers, and the attachment to any
one standpipe connection will serve all standpipes
within the building.
915.3 Location: Fire department connections shall
be located and shall be visible on a street front or in
a location approved by the fire department. Such
connections shall be located so that immediate
access is provided to the fire department. Fire
department connections shall not be obstructed by
fences, brushes, trees, walls or any other similar
object.
915.4 Height: Fire department connections shall not
be less than 18 inches (457 mm) and not more than
42 inches (1067 mm) in elevation, measured from
the ground level to the centerline of the inlets.
915.5 Projection: Where the fire department
connection will otherwise project beyond the
property line or into the public way, a flush-type fire
department connection shall be provided.
915.6 Hose thread: Hose thread in the fire
department connection shall be uniform with that
used by the local fire department.
915.7 Fittings: Fire department inlet connections
shall be fitted with check valves, ball drip valves and
plugs with chains or frangible caps.
915.8 Signs: A metal sign with raised letters at least
one inch (25 mm) in height shall be mounted on all
fire department connections serving sprinklers or
standpipes. Such signs shall read "Automatic
Sprinklers" or "Standpipe," or both, as applicable.
780 CMR 916.0 YARD HYDRANTS/
UNDERGROUND FIRE MAINS
916.1 Fire hydrants: Fire hydrants and underground
fire mains installed on private property shall be
located and installed as directed by the fire
department. Hydrants shall conform to the standards
of the administrative authority of the jurisdiction and
the fire department. Hydrants shall not be installed
on a water main less than six inches in diameter
Standards of construction shall be in accordance
with NFPA 24 as listed in Appendix A.
780 CMR 917.0 FTRE PROTECTIVE
SIGNALING SYSTEMS
( Fire Alarm System )
917.1 General: Fire protective signaling systems
shall be of an approved type and shall be installed in
accordance with the provisions of 7S0 CMR and
NFPA 72 listed in Appendix A.
917.2 Fire Protection Construction documents:
Where a fire protective signaling system is required
by 780 CMR, the fire protection construction
documents shall show the location and number of all
alarm-initiating devices and alarm notification
appliances, and shall provide a description of all
equipment to be used, proposed zoning, a list of
auxiliary control functions (i.e., elevator capture),
location of the control panel(s) and annunciator(s),
and a complete sequence of operation for the system.
(Also see 780 CMR 903.0)
917.3 Approval: All devices, combinations of
devices, appliances and equipment shall be approved
for the fire protective signaling purpose for which
such equipment is used.
917.4 Where required: A fire protective signaling
system shall be installed and maintained in full
operating condition in the locations described in
780 CMR 917.4.1 through 917.4.6.
917.4.1 Use Group A or E: A fire protective
signaling system shall be installed and maintained
in all occupancies in Use Group A or E.
917.4.2 Use Group B: A fire protective signaling
system shall be installed and maintained in all
occupancies in Use Group B where such buildings
have occupied floors which are two or more
stories above the lowest level of exit discharge or
which have floors two or more stories below the
highest level of exit discharge.
917.4.3 Use Group H: A fire protective signaling
system shall be installed and maintained in all
occupancies in Use Groups H.
917.4.4 Use Group I: A fire protective signaling
system shall be installed and maintained in all
occupancies in Use Group I.
917.4.5 Use Group R-l: A fire protective
signaling system shall be installed and maintained
in all occupancies in Use Group R-l.
917.4.6 Use Group R-2: A fire protective
signaling system shall be installed and maintained
in all occupancies in Use Group R-2 containing
1 3 or more dwelling units or where any dwelling
unit is located more than three stories above the
lowest level of exit discharge or more than one
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story below the highest level of exit discharge of
exits serving the dwelling unit.
917.5 Location: Manual fire alarm boxes shall be
located not more than five feet (1524 mm) from the
entrance to each exit. Manual fire alarm boxes shall
be located in each story including basements. In
buildings of use group A where a stage is provided,
a manual fire alarm box shall be located next to the
lighting control panel.
Exception:
1. In buildings of use group A, assembly
occupancy, and where approved by the local fire
department, manual fire alarm boxes may be
omitted at exits and any other required locations,
but shall be provided at constantly attended
locations such as ticket booths, refreshment
facilities, bars, etc. Where the building official
determines that it is impractical to have a
constantly attended location in an assembly
occupancy other than a theater, manual fire alarm
boxes shall be provided at each required building
exit.
2. Manual fire alarm boxes are not required in an
occupancy in Use Group B where the height of
the building is 70 feet or less above the lowest
level of fire department vehicle access and the
building is equipped throughout with an
automatic sprinkler system, and/or an automatic
fire detection system or combination thereof, in
accordance with 780 CMR 906.0
917.5.1 Manual fire alarm boxes: The height of
the manual fire alarm boxes shall be a minimum
of 42 inches (1067 mm) and a maximum of 54
inches (1372 mm) measured vertically, from the
floor level to the activating handle or lever of the
box. Manual fire alarm boxes shall be red in
color. In all occupancies in Use Group 1-3, the
manual fire alarm boxes shall be permitted to be
locked in areas where staff is present whenever
such areas are occupied and keys are readily
available to unlock the boxes, or the boxes shall
be located in a manned staff location which has
direct supervision of the sleeping area.
Exception: Where 521 CMR, Architectural
Access Board regulations apply, manual fire
alarm box height shall be as prescribed in
521 CMR.
917.6 Power supply: The primary and secondary
power supply for the fire protective signaling system
shall be provided in accordance with NFPA 72 listed
in Appendix A.
917.7 Wiring: All wiring shall conform to the
requirements of NFPA 72 and 527 CMR 12.00:
Massachusetts Electrical Code listed in Appendix A
Wireless systems utilizing radio frequency
transmitting devices shall comply with the special
requirements for supervision of low-power wireless
systems in NFPA 72 listed in Appendix A.
917.7.1 Activation: The alarm notification
appliances shall be automatically activated by all
of the following where provided:
1. Smoke detectors, other than single- and
multiple-station smoke detectors, as required
by 780 CMR 919.0;
2. Sprinkler water-flow devices;
3. Manual fire alarm boxes; and
4 Other approved types of automatic fire
detection devices, extinguishing, or
suppression systems.
Exceptions:
1. Smoke detectors in an occupancy in Use
Group 1-3 are permitted to actuate an audible
alarm-indicating appliance at a constantly
attended location and are not required to
activate a general alarm.
2. Audible alarms in buildings of Use
Group A with an occupant load greater than
300 persons shall sound only in a constantly
attended receiving station within the
building for purposes of initiating emergen-
cy action. Occupant notification shall be by
means of either voice or prerecorded
message announcement initiated by the
person in the constantly attended receiving
station and in accordance with 780 CMR
917.9. In buildings of Use Group A utilizing
reduced lighting levels on a regular basis,
lights providing normal lighting levels shall
be activated simultaneously with the
beginning of the voice or prerecorded
message announcement. Where the building
official determines that it is impractical to
have a constantly attended location in an
assembly occupancy the fire alarm system
shall be arranged to automatically provide
prerecorded evacuation instructions.
3. For mixed use group occupancies that
contain an A use group the use group A area
shall be in accordance with 780 CMR
917.7.1 exception 2.
917.7.1.1 Length of evacuation signal:
Automatic deactivation of audible and visible
alarms shall not be allowed.
Exception: Automatic deactivation of
audible alarms after a period of operation of
15 minutes shall be permitted when
approved by the local fire department.
Automatic deactivation of audible alarms
shall only be permitted when the fire alarm
system is supervised in accordance with
780 CMR 923.2 or by an approved auxiliary
fire alarm system in accordance with NFPA
72.
917.7.2 Presignal or positive alarm sequence
system: Presignal or positive alarm sequence
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FIRE PROTECTION SYSTEMS
systems shall not be installed unless approved by
the code official and by the local fire department.
Where a presignal or positive alarm sequence
system is installed, 24-hour supervision by
trained personnel shall be provided at a location
approved by the local fire department, in order
that the alarm signal can be actuated in the event
of fire or other emergency.
917.7.3 Zones: Each floor shall be zoned
separately and a zone shall not exceed 20,000
square feet (1860 m2). The length of any zone
shall not exceed 300 feet (91440 mm) in any
direction. A zoning indicator panel and the
associated controls shall be provided in a location
approved by the local fire department. Where
individually addressable alarm initiating devices
are used, a single circuit ( or pathway ) shall not
exceed the above size limitations unless the
circuit is a Class A circuit, and the style and
device loading meets the requirements for
proprietary systems as listed in NFPA 72. Where
individually addressable alarm initiating devices
are logically combined into groups for
annunciation purposes, the above zone size
limitations shall apply to the group. The local fire
department shall approve all zone and point
descriptions. The visual zone indication shall lock
in until the system is reset and shall not be
canceled by the operation of an audible alarm -
silencing switch. In buildings that have floors
located more than 70 feet above the lowest level
of fire department vehicle access which are
occupied for human occupancy, a separate zone
by floor shall be provided for the following types
of alarm-initiating devices where provided:
1. Smoke detectors;
2. Sprinkler water-flow devices;
3. Manual fire alarm boxes; and
4. Other approved types of automatic fire
detection devices, extinguishing, or
suppression systems.
Exceptions:
1 . Automatic sprinkler system zones shall not
exceed the area permitted by NFPA 1 3 listed in
Appendix A.
2. Duct type smoke detectors shall be
separately identified with a remote test/
indicator station. The location of the remote
test/indicator shall be approved by the local
fire department.
917.8 Alarm notification appliances: Alarm
notification appliances of the approved type shall be
provided.
917.8.1 Visible alarms: Visible alarm notification
appliances shall be provided in accordance with
NFPA 72 and 521 CMR in public and common
areas of all buildings and areas of buildings
housing the hearing impaired and where required
by 521 CMR. In occupancies in Use Groups I- 1
and R- 1, all required accessible sleeping rooms
and suites plus an additional number of sleeping
rooms or suites in accordance with Table 917.8.1
shall be provided with a visible alarm notification
appliance, activated by both the in-room smoke
detector and the building fire protective signaling
system. -In hospital intensive care units, special
care units and operating rooms, the audible signal
need not be sounded; however a visual alarm shall
be displayed with an approved device.
Table 917.8.1
VISIBLE AND AUDIBLE ALARMS
Number of sleeping
rooms or suites
Sleeping
visible
rooms or suites with
and audible alarms
6 to 25
26 to 50
1
51 to 75
76 to 100
3
4
101 to 150
151 to 200
201 to 300
5
6
7
301 to 400
40 1 to 500
8
9
501 to 1,000
1 ,00 1 and over
20 plus
2% of total
1 for each 1 00 over
1,000
917.8.2 Audible alarms: Audible alarm
notification appliances shall be provided and shall
sound a distinctive sound which shall not be used
for any purpose other than that of a fire alarm.
The audible alarm notification appliances shall
provide a sound pressure level of 15 dBA above
the average ambient or 5 dBA above the maxi-
mum sound level having a duration of at least 60
seconds ( whichever is greater ) sound level in
every occupied space within the building. The
minimum sound pressure levels shall be: 70 dBA
in occupancies in Use Groups R and 1-1; 90 dBA
in mechanical equipment rooms; and 60 dBA in
all other use groups. The maximum sound
pressure level for audible alarm notification
appliances shall be 120 dBA at the minimum
hearing distance from the audible appliance.
917.8.2.1 All audible evacuation signals shall
have a synchronized three - pulse temporal
pattern in accordance with NFPA 72.
917.9 Voice/alarm signaling system: A voice/alarm
signaling system shall be provided where required
by other sections of 780 CMR. When activated in
accordance with 780 CMR 917.7.1, the voice/alarm
signaling system shall automatically sound an alert
signal to all occupants within the building on a
general or selective basis to the following terminal
areas: elevators, elevator lobbies, corridors, exit
stairways, rooms and tenant spaces exceeding 1,000
square feet (93 m2) in area; dwelling units in
occupancies in Use Group R-2; and guestrooms or
suites in occupancies in Use Group R- 1 The fire
command station shall contain controls to transmit
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THE MASSACHUSETTS STATE BUILDING CODE
manually an evacuation signal and voice instructions
on a selective and all-call basis to the terminal areas
indicated herein. The voice/alarm system shall be
designed and installed in accordance with the
provisions of 780 CMR, 527 CMR and NFPA 72
listed in Appendix A.
Exception: A distinctive signal in lieu of a voice
alarm is permitted in an occupancy in Use Group
ForS.
917.9.1 The sequence of operation of the voice
alarm signaling system shall be as follows:
1. Sound an alert (pre-signal) tone (the alert
tone shall be a 900 hertz tone pulsed to
produce one round of code 4 at approximately
one second intervals.
2. Activate the recorded message regarding
the evacuation procedure. The alarm and com-
munications system shall provide a pre-record-
ed message to all required areas. The message
shall contain the following information. "
attention please. The signal tone you have just
head indicated a report of an emergency in this
building. If your floor evacuation signal sounds
after this message, walk to the nearest stairway
and leave the floor. While the report is being
verified, occupants on other floors should
await further instructions."
This message shall be transmitted three
times.
A female voice shall be used for this
message.
3 . Activate the evacuation signal on the floor
of incident and the next floor above and below
(the evacuation signal shall be in accordance
with 780 CMR 917.8.2.1
917.10 Acceptance tests: Upon completion of the
fire protective signaling system, all alarm
notification devices and circuits, alarm indicating
appliances and circuits, supervisory-signal initiating
devices and circuits, signaling line circuits, and
primary and secondary power supplies shall be
subjected to a 100% acceptance test in accordance
with NFPA 72 listed in Appendix A and 780 CMR
903.0.
780 CMR 918.0 AUTOMATIC FIRE
DETECTION SYSTEMS
918.1 General: Automatic fire detection systems
shall be of an approved type and shall be installed in
accordance with the provisions of 780 CMR and
NFPA 72 listed in Appendix A.
918.2 Fire Protection Construction documents:
Where an automatic fire detection system is required
by 780 CMR, the fire protection construction
doaimentsshail show the location and number of all
automatic fire detectors with specifications of the
type of fire detector, proposed zoning and a
complete sequence of operation for the system. The
system shall be installed in accordance with
780 CMR 918.0 and shall be part of and be subject
to the requirements of a fire protective signaling
system specified in 780 CMR 917.0. (Also see
780 CMR 903.0)
918.3 Approval: All devices, combinations of
devices, appliances and equipment shall be approved
for the fire signaling purpose for which such
equipment is used. The automatic fire detectors
shall be smoke detectors, except an approved
alternative type of detector shall be installed in
spaces such as boiler rooms where, during normal
operation, products of combustion are present in
sufficient quantity to actuate a smoke detector.
918.4 Where required: An automatic fire detection
system shall be installed and maintained in full
operating condition in the locations described in
780 CMR 918.4.1 through 918.4.7.
918.4.1 Use Group A-4: An automatic fire
detection system shall be installed in all
occupancies of use group A-4.
918.4.2 Use Group E: An automatic fire
detection system shall be installed in all
occupancies of use group E.
918.4.3 Use Group 1-1: An automatic fire
detection system shall be installed and maintained
in all occupancies in Use Group 1-1 .
918.4.4 Use Group 1-2: An automatic fire
detection system shall be installed and maintained
in all occupancies in Use Group 1-2.
Exception: Occupancies that are equipped
throughout with an automatic sprinkler system
in accordance with 780 CMR 906.0 and that
comply with 780 CMR 409.0.
918.4.5 Use Group 1-3: An automatic fire
detection system shall be installed and maintained
in all resident housing areas of Use Group 1-3.
Smoke detectors shall be arranged and positioned
to prevent damage or tampering provided that the
function and speed of detecting a fire is equivalent
to that provided by the spacing and arrangement
requirements of NFPA 72 listed in Appendix A.
918.4.6 Use Group R-l: An automatic fire
detection system shall be installed and maintained
throughout all occupancies in Use Group R-l and
in accordance with table 918.
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FIRE PROTECTION SYSTEMS
TABLE 918
RESIDENTIAL FIRE PROTECTION REQUIREMENTS
Use
Group
Number
of Units
Umt Occupant
Protection
Other Occupant
Protection
Standby
Power
Manual
Stations
Zoned
Provision for Fire
Department Notification
R-3
1 or 2
Yes
919.3.2
Note a
Yes
919.5
N.A.
N.A.
N.A.
R-i
3 to 12
Yes
919.3.1
Yes
918.4.6
Yes
917.6
Yes
917.4 5
N.A.
N.A.
R-2
3 to 12
Yes
919.3.2
Yes
918.4.7
Yes
919.5
Yes
917.4.6
N.A.
N.A.
R-l
1 3 or more
Yes
919.3.1
Yes
918.4.6
Yes
917.6
Yes
917.4.5
Yes
917.7.3
Yes
923.2
R-2
1 3 or more
Yes
919.3.2
Yes
918.4.7
Yes
9195
Yes
917.4.6
Yes
917.7.3
Yes
923.2
Note a: Where common areas exist.
Exceptions:
1. An automatic fire detection system is not
required in buildings that do not have interior
corridors serving guestrooms or dwelling units
and where all guestrooms or dwelling units
have a means of egress door opening directly
to an exterior exit access which leads directly
to the exits.
2. System smoke detectors are not required in
guestrooms or dwelling units provided that the
single-station detectors required by 780 CMR
919.3.1 are connected to the emergency
electrical system and are annunciated by
guestroom or dwelling unit at a constantly
attended location from which the fire
protective signaling system is capable of being
manually activated.
3. A system heat detector shall be required
within each guest room or dwelling unit
located not more than six feet from each door
way that leads to an interior corridor or exit
System heat detectors shall not be required
where the guestroom, or dwelling unit is
equipped with residential sprinklers that when
activated will activate the fire protective
signaling system.
918.4.7 Use Group R-2: An automatic fire
detection system shall be installed and maintained
throughout all occupancies in use group R-2 and
in accordance with table 918.
Exceptions:
1. An automatic fire detection system is not
required in buildings that do not have interior
corridors serving guestrooms or dwelling units
and where all guestrooms or dwelling units
have a means of egress door opening directly
to an exterior exit access which leads directly
to the exits.
2. System smoke detectors are not required in
guestrooms or dwelling units.
3. A system heat detector shall be required
within each guest room or dwelling unit
located not more than six feet from each door
way that leads to an interior corridor or exit.
System heat detectors shall not be required
where the guestroom or dwelling unit is
equipped with residential sprinklers that, when
activated, will activate the fire protective
signaling system.
918.5 Sprinklered buildings exception: Buildings
equipped throughout with an automatic sprinkler
system in accordance with 780 CMR 906.2.1 or
780 CMR 906.2.2 are not required to be equipped
with an automatic fire detection system, but are
required to be equipped with a fire protective
signaling system that conforms to 780 CMR 917.0.
This exception does not apply to Use Groups I, R-l,
R-2 , to high-hazard use groups in accordance with
780 CMR 417.5.3, to special amusement buildings
in accordance with 780 CMR 413.0, or to single-
station smoke detectors as required in 780 CMR
919.3
918.6 Zones: Zoning shall be provided in
accordance with 780 CMR 917.7.3.
918.7 Alarm verification: Alarms activated by
smoke detectors required by 780 CMR 918.0 shall
be activated by a single smoke detector monitored
by an alarm verification zone or an approved
equivalent method.
918.8 Local control functions: Automatic fire
detectors utilized for the purpose of performing local
control functions shall be a part of a fire protective
signaling system. The detector shall, upon
actuation, perform the intended function and activate
the alarm notification devices or activate a visible
and audible supervisory signal at a constantly
attended location.
Exception: In buildings not required to be
equipped with a fire protective signaling system,
the automatic fire detector shall be powered by
normal electrical service and, upon actuation,
perform the intended function. The detectors
shall be located in accordance with NFPA 72
listed in Appendix A. This exception does not
apply to smoke detectors required for elevator
recall.
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918.9 Access: Access shall be provided to each
detector for periodic inspection, maintenance and
testing.
780 CMR 919.0 SINGLE- AND MULTIPLE-
STATION SMOKE DETECTORS
919.1 General: Single- and multiple-station smoke
detectors shall be of an approved type and shall be
installed in accordance with the provisions of
780 CMR and NFPA 72 listed in Appendix A.
919.1.1 A control and associated equipment,
single or multiple station alarm devices or any
combination thereof shall be permitted to be used
as a household fire warning system provided that
the requirements of NFPA 72 Chapter 2 are met.
919.2 Fire Protection Construction documents:
Where single- and multiple station smoke detectors
are required by 780 CMR, the fire protection
construction documents shall show the location and
number with specifications of the type of detector.
(Also see 780 CMR 903.0.)
919.3 Where required: Single and multiple station
smoke detectors or household fire warning systems
shall be installed and maintained in full operating
condition in the locations described in 780 CMR
919.3.1 through 919.3 3. Any smoke detector
located within 20 feet of a kitchen or within 20 feet
of a bathroom containing a tub or shower shall be a
photo electric type smoke detector.
919.3.1 Use Group R-l: Single and multiple
station smoke detectors or household fire warning
systems shall be installed and maintained in the
following locations in Use Group R- 1 :
1 . In all sleeping areas;
2. In every room or hallway in the path of the
means of egress from the sleeping area to the
door leading from the guestroom or suite, and
3. In each story within the guestroom or suite,
including basements.
Exception: For suites or guestrooms or
dwelling unit with split levels and without
an intervening door between the adjacent
levels, a smoke detector installed on the
upper level shall suffice for the adjacent
lower level provided that the lower level is
less than one full story below the upper
level.
919.3.2 Use Groups R-2, R-3, R-4 and R-5
Single and multiple station smoke detectors or
household fire warning systems shall be installed
and maintained in all occupancies in Use Groups
R-2, R-3, R-4 and R-5 at the following locations:
1. In the immediate vicinity of bedrooms;
2. In all bedrooms; and
3. In each story within a dwelling unit,
including basements
4. In residential units 1200 square feet or more
in area an additional automatic fire detector
shall be provided for each 1200 square feet of
area or part thereof
Exceptions:
1 In dwelling units with split levels and
without an intervening door between the
adjacent levels, a smoke detector installed
on the upper level shall suffice for the
adjacent lower level provided that the lower
level is less than one full story below the
upper level.
2. In buildings equipped throughout with
an automatic sprinkler system installed in
accordance with 780 CMR 906.2 1, 906.2.2
or 906.2.3, smoke detectors are not required
in bedrooms where the bedrooms are
equipped with residential sprinklers.
919.3.3 Use Group 1-1: Single and multiple
station smoke detectors or household fire warning
systems shall be installed and maintained in all
sleeping areas in occupancies in Use Group I- 1
Exception: Where the building is equipped
throughout with an automatic detection system
in accordance with 780 CMR 918 4.
919.4 Interconnection: Where more than one
detector is required to be installed within an
individual dwelling unit in an occupancy in Use
Group R-2 or R-3, or within an individual guestroom
or suite in an occupancy in Use Group R-l, the
detectors shall be wired in such a manner that the
actuation of one alarm will actuate all of the alarms
in the individual unit.
919.5 Battery backup: In addition to the required
AC primary power source, required smoke detectors
in occupancies in Use Groups R-2, R-3, R-4, R-5
and I- 1 shall receive power from a battery when the
AC primary power source is interrupted.
Exception: In buildings equipped throughout with
an automatic sprinkler system installed in
accordance with 780 CMR 906.2.1, 906.2.2 or
906.2.3.
919.6 Acceptance testing. When the installation of
the detectors is complete, each detector - and all
interconnecting wiring for multiple-station detectors
shall be subject to a 100% acceptance test in
accordance with NFPA 72 listed in Appendix A
780 CMR 920.0 FTRE EXTINGUISHERS
920.1 Approval: Portable fire extinguishers shall
bear the label of an approved agency, be of an
approved type and be installed in a location visible
and available to the occupants.
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FIRE PROTECTION SYSTEMS
920.2 Where required: A portable fire extinguisher
shall be installed in the following locations in
accordance with NFiPA 10 listed in Appendix A:
1. In all occupancies in Use Group A- 1, A-2, A-
3, B, E, 1-2, M, R- 1 or H;
2. In all areas containing commercial kitchen
exhaust hood systems;
3. In all areas where fuel is dispensed;
4. In all areas where a flammable or combustible
liquid is used in the operation of spraying, coating
or dipping;
5. In all occupancies in Use Group 1-3 at staff
locations. Access to portable extinguishers shall
be permitted to be locked;
6. On each completed floor of buildings under
construction, other than occupancies in Use
Group R-3 .
7. In any laboratory, shop or other room
occupied for similar purposes; and
8. Where required by the fire prevention code
listed in Appendix A.
780 CMR 921.0 SMOKE CONTROL
SYSTEMS
921.1 General: Smoke control systems required by
780 CMR shall conform to the provisions of
780 CMR 921.0
921.2 Design criteria: The smoke control system
shall be designed to keep the smoke layer interface
above the highest of either the highest unprotected
opening to adjoining spaces, or six feet (1829 mm)
above the highest floor level of exit access open to
the atrium for a period of 20 minutes. The limiting
height for the smoke layer interface for stages shall
be in accordance with 780 CMR 412.3.8.2. The
limiting height of the smoke interface above the
floor of the space required to be provided with
smoke control is Zcr . Provisions shall also be made
to provide for smoke removal from the space at a
rate of not less than two air changes per hour by
means of natural or mechanical ventilation.
921.2.1 Passive system: Active smoke control is
not required where it is shown that the smoke
interface level requirement will be met without
operating smoke exhaust.
921.2.1.1 Regular spaces: For spaces with flat
ceilings, a constant horizontal cross-sectional
area above the smoke layer interface, and an
A/H ratio between 0.9 and 14, the following
equation shall be used to estimate the height of
the interface at 20 minutes
Z=Q.67H-0.2m In
where:
t QV'H"
Z = Height from floor to the smoke interface
(feet).
/ = Time for interface to descent to Z; Use
1,200 seconds.
H= Height of the space required to be
provided with smoke control; floor to flat
ceiling (feet).
O = Steady state heat release rate; Use 4,400
Btu/sec. where the primary use group is
M, S-l or F-l. Otherwise use 2,000
Btu/sec.
A = Horizontal cross-sectional area of the
above ceiling-testing space being filled
(square feet). Maximum A to be used
shall be: A= \4H2.
921.2.1.2 Irregular spaces: For spaces with
sloped or irregular ceilings, A/H2 ratios outside
the specified range, or varying cross sections,
the filling time shall be determined using
numerical integration from the ceiling to the
critical smoke interface. The following
equations shall be used to determine the rate of
smoke production:
Where the interface level is above the
limiting elevation (Z[) use:
V = 17.6QC'/3Z5/3 + 3.36Q
Where the interface level is below the
limiting elevation (z, ) use:
V
16.64QC3/5Z
where:
V = The volumetric rate of smoke production
(cubic feet per minute).
z, = Limiting elevation (ft) = 0.533QC~5
Qc = The convective portion of the heat
release rate shall be estimated as 70
percent of the total heat release rate, Q.
921.2.2 Mechanical systems: Where the smoke
filling predicted in 780 CMR 921.2.1 does not
meet the design criteria of 780 CMR 921.2,
mechanical exhaust shall be provided to maintain
these conditions.
921.2.2.1 Exhaust quantities: Sufficient
mechanical exhaust shall be provided to
maintain the smoke layer interface at or above
the critical elevation for the 20-minute period.
The volumetric rate of smoke production (V)
shall be determined by the equations in
780 CMR 921.2.1.2. If the rate of smoke
exhaust is less than the rate of smoke
production, the minimum exhaust rate to be
supplied for smoke control shall be determined
in accordance with Table 921.2.2. 1.
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Table 921.2.2.1
MINIMUM EXHAUST RATE ADJUSTMENT
FACTOR3
t/t0
Z/H
Ve/V
0.25
0.35
0.50
0.70
0.85
0.95
0.2
1.12
0.19
1.30
1.55
1.89
2.49
0.3
1.14
1.21
1.35
1.63
2.05
2.78
0.4
1,16
1.24
1.40
1.72
2.24
3.15
0.5
1.17
1.28
1.45
1.84
2.48
3.57
0.6
1.20
1.32
1.52
2.00
2.78
4.11
0.7
0.23
1.36
1.61
2.20
3.17
4.98
08
1 26
1.41
171
:4n
371
6.25
Note a. Notation:
Z= Design height of smoke layer interface above
fire source.
H= Ceiling height above fire source.
/ = Time for smoke layer interface to descend to
Z(vvith exhaust) (seconds).
t0 = Value of t in absence of smoke exhaust (see
780 CMR 921.2.1.1 or 921 2.1.2) (seconds).
V = Smoke control exhaust rate (minus any airflow
into the smoke layer other than that from the
plume).
V= Volumetric smoke production rate (from the
equations in 780 CMR 921.2.1.2).
921.2.3 Operation: The smoke control system
shall be a dedicated system or shall be integrated
with the mechanical ventilation system of the
building. Operation of the smoke control system
shall automatically shut down all systems and
devices which interfere with the effective
operation of the smoke control system. Where the
mechanical ventilation jry5tem is designed for
smoke control, the return air shall be moved
directly to the outside without recirculation to
other areas of the building.
921.2.4 Alternative systems: An engineered
design which will achieve the same level of
smoke control as described in 780 CMR 921 is
permitted in lieu of these requirements.
921.3 Smoke removal: Provisions shall be made to
provide ventilation at a rate of at least two air
changes per hour from the space required to be
provided with smoke control. This ventilation shall
be through openable vents, separate mechanical
exhaust, or through the building mechanical
ventilation system. The exhaust inlets shall be
located a minimum of six feet (1829 mm) above any
exit access walkway and above any openings into
adjoining spaces. The smoke removal system shall
be activated by manual controls provided for fire
department use unless it is part of the smoke control
system.
921.4 Activation: The smoke control system shall
be activated by actuation of the following:
J . A utomatic sprinkler system ;
2. Smoke detectors required by 780 CMR 921
that comply with NFPA 72 listed in Appendix A;
and
3. Manual controls provided for fire department
use.
Note: The smoke control system shall not be
activated by a manual fire alarm system.
921.4.1 Manual control: Manual controls shall
be provided at a location approved by the fire
department.
921.4.2 Smoke detector activation: Where the
height of the ceiling of the space required to be
provided with smoke control exceeds 30 feet
(9144 mm) above the floor of the space, approved
smoke detectors shall be provided to detect smoke
above the highest floor open to an atrium or at the
highest point of another space required to be
provided with smoke control. The installation of
smoke detectors shall comply with 780 CMR
918.0.
921.5 Standby power: All equipment required to
provide smoke control in floor openings connecting
three or more stories and stage areas in accordance
with 780 CMR 412.3.8.2 shall be equipped with a
standby source of power that complies with
527 CMR 12.00 as listed in Appendix A.
921.6 Acceptance: Any required smoke control
design that requires operation of mechanical
equipment shall be functionally tested in accordance
with 780 CMR 921.6.2 until proper operation of all
required mechanical equipment and controls is
demonstrated.
921.6.1 System operation report: Prior to
acceptance testing, a report of the required system
operations shall be provided to the code official.
The following items shall be included in the
report if part of the required system:
1. Identify type(s) of smoke control activation
signal(s), such as sprinkler waterflow, smoke
detection, manual, etc., and associated smoke
control system operation(s) that are activated
by the signals.
2. Identify building area(s) where maximum
mechanical exhaust to the outside is
implemented and supply air is not provided.
3 . Identify building area(s) where maximum
air supply is implemented and exhaust to the
outside is not provided.
4. Identify fan(s) which shall be "On" as
required to implement the smoke control
system. If multiple speed fans are used, the
capacity at which the fans shall operate in the
smoke control mode shall be identified.
5. Identify fan(s) which shall be "Off' as
required to implement the smoke control
system.
6. Identify damper(s) which shall be "Open"
to implement the smoke control system.
7. Identify damper(s) which shall be "Closed"
to implement the smoke control system.
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8. Identify other functions required to
implement the smoke control system.
9. Identify building areas with smoke and
heat vents and method of operation of vents.
10. If required, identify the type(s) of standby
power and the equipment that is served.
921.6.2 Testing procedures: The acceptance test
procedure shall be approved. Acceptance testing
shall be conducted in the presence of the code
official or shall include documentation indicating
that all mechanical equipment, control sequences,
devices and components have been operationally
tested and are functioning properly in accordance
with the system operation report. All documentation
from operational testing shall be available for
inspection. Acceptance testing shall include the
following:
1. Prior to beginning acceptance testing, all
building smoke control equipment shall be
placed in the normal operating mode.
2. Acceptance testing shall demonstrate that
each initiating device, fan, damper and other
required equipment is operational and performs
to the limits and capacity required.
3. Acceptance testing shall demonstrate that
correct control outputs are produced for a
given control input for each control sequence
specified by the system operation report.
4. If standby power is required for the
operation of the smoke control system,
acceptance tests shall be conducted while on
both normal building power and standby
power.
5. Opening of smoke/heat vents shall be
demonstrated if the vent is capable of being
opened in a manner that does not require
destructive testing.
921.7 Elevators: Except when otherwise required
by 524 CMR, where buildings are equipped with a
mechanical smoke control system that will restrict
smoke and hot gases from entering the elevator shaft
in the fire floor, hoistway venting is not required. In
high-rise buildings equipped with this system and
equipped throughout with an automatic fire
suppression system, the one-hour fireresistance rated
elevator lobby as specified in 7S0 CMR 403.8 is not
required.
780 CMR 922.0 SMOKE AND HEAT VENTS
922.1 General: Where exit access travel distance is
increased in accordance with 780 CMR 1006.5.1,
smoke and heat vents shall be constructed and
installed in accordance with 780 CMR 922.0.
922.2 Vent size and spacing: The vent area and the
spacing of the vents shall comply with Table 922.2.
922.2.1 Releasing devices: Smoke and heat vents
shall open automatically by activation of a heat-
responsive device rated at 100°F (38°C) to 220°F
(104°C) above ambient. The releasing mechanism
shall be capable of operation such that the vent
shall fully open when the vent is exposed to a
time-temperature gradient that reaches an air
temperature of 500°F (260°C) within five
minutes. Vents shall be capable of being opened
by an approved manual operation.
922.3 Curtain board construction: Curtain boards
shall be provided to subdivide a vented building.
Curtain boards shall be constructed of material that
will resist the passage of smoke and is consistent
with the building type of construction. Curtain board
location and depth shall comply with Table 922.2.
The bottom of the curtain board shall be level.
Table 922.2
SMOKE AND HEAT VENT SIZE AND
SPACINGb
Use
Group
Hazard
classsiftcation of
contents
Vent height
above the
floor, H
(feet)
Minimum
curtain board
depth from
vent bottom
(feet)
Maximum
area formed
by curtain
boards
(square feet)
Vent area to
floor area
ratio
Maximum
spacing of
vent centers
(feet)
Maximum
distance
from wall of
curtain
boards (feet)
Maximum
distance
between
curtain
boards
F-l
-
-
0.2XH
but 24
50,000
1:100
120
60
8XH
but s 250 feet
S-l
I through IV
20 or less
6
10.000
1:100
100
60
8XH
S-l
I through IV
Over 20 to
40
6
8,000
1:75
100
55
8XH
but < 250 feet
S-l
I through IV
20 or less
4
3,000
1:75
100
55
8XH
S-l
I through IV
Over 20 to
40
4
3,000
1:50
100
50
8XH
but s 250 feet
S-l
V
20 or less
6
6,000
1:50
100
50
8XH
S-l
V
Over 20 to
30
6
6,000
1:40
90
45
8XH
S-l
V
30 or more
4
2,000
1:30
75
40
8XH
but -_ 100 feel
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THE MASSACHUSETTS STATE BUILDING CODE
Note a. See NFiPA 23 1 C listed in Appendix A for classification of Contents Class 1 through IV Class V commodities
are products that present special fire hazards beyond those of Class I, II. Ill or IV, such as aerosols, foam plastic, PVC,
PU, PS and asphalt paper.
Note b. 1 foot = 304.8 mm; 1 square foot = 0.093 m .
780 CMR 923.0 SUPERVISION
923.1 Fire suppression systems: All automatic
fire suppression systems required by 780 CMR shall
be supervised by one of the following methods
below.
1. A UL listed or FM approved Central-Station
Service in accordance with NFPA 72 listed in
Appendix A only for those occupancies listed in
780 CMR 903.2.2.
2. Approved proprietary supervising station
system, in accordance with NFPA 72 or an
approved remote supervising station system in
accordance with NFPA 72 .
3. Alarm signals to an approved Auxiliary Fire
Alarm System in accordance with NFPA 72, with
supervisory signals supervised by one or two
above or at a constantly attended location
approved by the local fire department, having
personnel on duty trained to recognize the type of
signal received and to take prescribed action. This
shall be permitted to be a location different from
that at which alarm signals are received.
Exceptions:
1. Underground gate valves with roadway
boxes.
2. Halogenated extinguishing systems that are
not an integral part of a required automatic fire
suppression system.
3. Carbon dioxide extinguishing systems that
are not an integral part of a required automatic
fire suppression system.
4. Dry- and wet-chemical extinguishing
systems.
5. Limited area sprinkler systems (see
780 CMR 907.6.3).
6. Occupancies in Use Group R complying
with 780 CMR 906.2.2 and supervised in
accordance with NFPA 13R listed in
Appendix A.
923.1.1 Re-transmission of alarm signals
received by central stations: In all cases, central
stations shall re-transmit alarm signals within 90
seconds of receipt, to the fire department having
jurisdiction.
923.2 Fire protective signaling systems: All fire
protective signaling systems required by 780 CMR
shall be supervised by one of the following methods
below:
1. A UL listed or FM approved Central-Station
Service in accordance with NFPA 72 listed in
Appendix A only for the following occupancies:
Building types subject to the provisions of
923.2.1:
(a) High-rise buildings.
(b) Buildings and structures of Use Group A
with a total occupant load exceeding 1000.
(c) Buildings and structures of Use Group H.
(d) Use Group 1-2 and 1-3 except 1-2 Uses
provided for in 780 CMR 424.
(e) Bulk Merchandising/Retail occupancies
(see 780 CMR 426.0).
2. Approved proprietary supervising station
system, in accordance with NFPA 72 or an
approved remote supervising station system in
accordance with NFPA 72 .
3. Alarm signals to an approved Auxiliary Fire
Alarm System in accordance with NFPA 72, with
supervisory signals supervised by one or two
above or at a constantly attended location
approved by the local fire department, having
personnel on duty trained to recognize the type of
signal received and to take prescribed action. This
shall be permitted to be a location different from
that at which alarm signals are received.
Exceptions:
1 . For use group R see table 918
2. Single- and multiple-station detectors as
required by 780 CMR 919.0.
3. Smoke detectors in occupancies in Use
Group 1-3 (see 780 CMR 917.7.1).
4. Smoke detectors in patient sleeping rooms
in occupancies in Use Group 1-2 (see
780 CMR 409.5.1).
5. Fire protective signaling systems in
occupancies in Use Groups H.
923.2.1 Re-transmission of alarm signals
received by central stations: In all cases, central
stations shall re-transmit alarm signals within 90
seconds of receipt, to the fire department having
jurisdiction.
780 CMR 924.0 FIRE PUMPS
924.1 General Where fire pumps are required to be
installed as part of a required or non-required
system(s), the fire pump(s) shall be designed and
installed in accordance with 527 CMR 12.00 and
NFPA 20 as listed in Appendix A.
924.2 Rooms: Fire pumps and all related equipment
shall be located in a dedicated room meeting the
physical and environmental features of NFPA 20
listed in Appendix A, and enclosed with not less
than two hours fire resistive construction. Fire
pumps rooms shall have either direct access to the
room from grade or access by a two hour rated
passageway and shall be properly secured from
unauthorized entry.
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FIRE PROTECTION SYSTEMS
924.3 Emergency power: All fire pumps shall be 2. Buildings and structures of Use Group A, with
provided with emergency power when installed in a total occupant load of more than 300 occupants,
the following types of buildings or use groups. 3. Buildings and structures of Use Group E, with
Emergency power equipment installation shall a total occupant load of more than 300 occupants,
conform to 527 CMR 12.00 and NFPA 20 as listed 4. Buildings and structures of Use Group H.
in Appendix A 5. Buildings and structures of Use Group I,
1. High-rise buildings as defined by M.G.L. having surgery or treatment areas.
c. 148 § 26A and 780 CMR.
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NON-TEXT PAGE
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{
170 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
CHAPTER 10
MEANS OF EGRESS
780 CMR 1001.0 GENERAL
1001.1 Scope: The provisions of 780 CMR 10 shall
control the design, construction and arrangement of
building elements required to provide a reasonably
safe means of egress from all structures.
1001.2 Modification of egress requirements
Where strict compliance with the provisions of
780 CMR is not practical, the code official shall
approve alternative means of egress which will
accomplish the same purpose, by the procedure
established in 780 CMR 1 for modification of
780 CMR or by adoption of approved rules
1001.3 Minimum requirements: It shall be
unlawful to alter any building or structure in any
manner that will reduce the number of exits or the
capacity of exits below the requirements of
780 CMR for new buildings of the proposed
occupancy
780 CMR 1002.0 DEFINITIONS
1002.1 General The following words and terms
shall, for the purposes of 780 CMR 10 and as used
elsewhere in 780 CMR have the meanings shown
herein.
Aisle accessway That portion of an exit access
which provides a path of travel to an aisle (see
780 CMR 1012 0).
Alternating tread stairway A stair that has a series
of steps between 50° and 7'0° (0.87 and 1.22 rad)
from honzontal. usually attached to a center
support rail in an alternating manner so that the
user of the stairs never has both feet on the same
level at the same time (see 780 CMR 1014.6.6).
Bleachers A grandstand where the seats are not
provided with backrests (see 780 CMR 1013.0.)
Common path of travel That portion of exit access
which the occupants are required to traverse
before two separate and distinct paths of travel to
two exits are available. Paths that merge are
common paths of travel. A common path of travel
is measured the same as travel distance but
terminates at that point where two separate and
distinct routes become available (see 780 CMR
1011.2.1).
Corridor .An enclosed passageway which limits the
means of egress to a single path of travel (see
780 CMR 1011.0).
Exit That portion of a means of egress which is
separated from all other spaces of a building or
structure by construction and opening protectives
as required for exits to provide a protected way of
travel to the exit discharge (see 780 CMR
1006.0). Exits include exterior exit doors, exit
stairways (see 780 CMR 1014.0 and 1015.0). exit
passageways (see 780 CMR 1020.0) and
horizontal exits (see 780 CMR 1019.0).
Exit access. Exit access is that portion of a means of
egress which leads to an entrance to an exit (see
780 CMR 1011.0)
Exit discharge. That portion of a means of egress
between the termination of an exit and a public
way (see 780 CMR 1006.3).
Exit discharge, level of The horizontal plane
located by the point at which an exit terminates
and an exit discharge begins (see 780 CMR
1006.3.1).
Exit, horizontal A way of passage from one
building to an area of refuge in another building
on approximately the same level, or a way of
passage through or around a wall or partition to an
area of refuge on approximately the same level in
the same building, which affords safety from fire
or smoke from the area of incidence and areas
communicating therewith (see 780 CMR 1019.0).
Floor area, gross Gross floor area shall be the floor
area within the perimeter of the outside walls of
the building under consideration, without
deduction for hallways, stairs, closets, thickness
of walls, columns or other features (see 780 CMR
1008.0).
Floor area, net: To determine the number of
persons for whom exits are to be provided, the net
floor area shall be the actual occupied area and
shall not include unoccupied accessory areas or
thickness of walls (see 780 CMR 1008.0)
Grade halhvay, grade lobby, grade passageway: An
enclosed hallway or corridor that is an element of
an exit: and terminates at a street or an open space
or court communicating with a street (see
780 CMR 1020.0).
Grandstand A structure providing tiered or stepped
seating (see 780 CMR 1013.0).
Means of egress: A continuous and unobstructed
path of travel from any point in a building or
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171
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
structure to a public way. A means of egress
consists of three separate and distinct parts: the
exit access, the exit, and the exit discharge A
means of egress comprises the vertical and
horizontal means of travel and shall include
intervening room spaces, doors, hallways,
corridors, passageways, balconies, ramps, stairs,
enclosures, lobbies, horizontal exits, courts and
yards (see 780 CMR 1006.0).
Occupant load: The total number of persons that
are permitted to occupy a building or portion
thereof at any one time (see 780 CMR 1008.0)
Public way: Any street, alley or other parcel of land
open to the outside air leading to a public street,
which has been deeded, dedicated or otherwise
permanently appropriated to the public for public
use and which has a clear width and height of not
less than ten feet (3048 mm).
Slidescape: A straight or spiral chute, erected on the
interior or exterior of a building, which is
designed as a means of egress direct to a street or
other public way (see 780 CMR 1026.0).
Smokeproof enclosure An enclosed stairway, with
access from the floor area of the building either
through outside balconies or ventilated vestibules,
opening on a street, yard or open court, and with
a separately enclosed direct exit to the street at the
grade floor (see 780 CMR 1015.0).
Stairway. One or more flights of stairs, and the
necessary landings and platforms connecting
them, to form a continuous and uninterrupted
passage from one floor to another (see 780 CMR
1014.0).
Winder: A step in a winding stairway (see
780 CMR 1014.6.3).
780 CMR 1003.0 CONSTRUCTION
DOCUMENTS
1003.1 Arrangement of egress: The construction
documents shall show in sufficient detail the
location, construction, size and character of all exits,
together with the arrangement of aisles, corridors,
passageways and hallways leading thereto in
compliance with the provisions of 780 CMR.
1003.2 Number of occupants: fn other than
occupancies in Use Groups R-2, R-3 and 1-1, the
construction documents and the application for a
permit shall designate the number of occupants to be
accommodated on every floor, and in all rooms and
spaces as required by the code official Unless
otherwise specified, the minimum number of
occupants to be accommodated by the exits shall be
determined by the occupant load prescribed in
780 CMR 1008.0. The posted occupant load of the
building shall be limited to that number The fire
prevention code official shall be informed in writing
of the calculated occupant load.
1003.3 Posted occupant load: Every assembly
room or space in an assembly occupancy shall have
the approved occupant load of the room or space
posted in a conspicuous place, near the main
entrance to the room or space Rooms or spaces
which have multiple-use capabilities shall be posted
for all such occupancies All posted signs shall be of
an approved legible permanent design.
780 CMR 1004.0 USE GROUP AND
OCCUPANCY REQUIREMENTS
1004.1 New buildings: Every building and
structure, and part thereof, hereafter erected shall
have the prescribed number of exits of one or more
of the approved types defined in 780 CMR 10.
Exits, in combination with the exit access and exit
discharge, shall provide safe and continuous means
of egress to a street or to an open space with direct
access to a street
1004.2 Hazardous Means of Egress:
1004.2.1 Exit Order/Hazardous Means of
Egress: In any existing building or structure not
provided with exit facilities as herein prescribed
for new buildings and in which the exits are
deemed hazardous or dangerous to life and limb,
the building official shall declare such building
dangerous and unsafe in accordance with the
provisions of 780 CMR 121.0.
1004.2.2 Appeal from exit order Any person
served with any order pursuant to 780 CMR
3400.5 shall have the remedy prescribed in
780 CMR 121.
1004.3 Multiple occupancies Where a building is
occupied by two or more occupancies, the means of
egress requirements shall apply to each portion of
the building based on the occupancy of space
1004.4 Multiple tenants: Where more than one
tenant occupies any one floor of a building or
structure, each tenant shall be provided with direct
access to approved exits.
780 CMR 1005.0 GENERAL LIMITATIONS
1005.1 Exits: An exit shall not be utilized for any
purpose that interferes with its function as a means
of egress.
1005.2 Floor openings: Manholes or floor access
panels which reduce the clearance to less than 32
inches (813 mm) shall not be located in the line of
means of egress.
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1005.3 Protruding objects: A minimum headroom
of 80 inches (2032 mm) shall be provided for any
walking surface, including walks, halls, corridors,
aisles and passageways. Structural elements,
fixtures or furnishings shall not project from either
side more than four inches (102 mm) over any
walking surface between the heights of 27 (686 mm)
and 80 inches (2032 mm) above the walking surface.
A free-standing object mounted on a post(s) or
pylon(s) shall not overhang that post(s) or pylon(s)
more than 12 inches (305 mm) where the lowest
point of the leading edge is more than 27 inches (686
mm) and less than 80 inches (2032 mm) above the
walking surface. Door closers and stops shall not
reduce headroom to less than 78 inches (1981 mm).
1005.4 Floor surface: All floors of corridors and
lines of means of egress shall have a slip-resistant
surface.
1005.5 Open-sided floor areas: Guards shall be
located along open-sided walking surfaces,
mezzanines and landings which are located more
than 30 inches (762 mm) above the floor or grade
below. The guards shall be constructed in
accordance with 780 CMR 1021.0.
Exception: Guards are not required on the
loading side of loading docks and the auditorium
side of stages and raised platforms.
1005.6 Elevation change: Where changes in
elevation exist in exit access corridors, exits or exit
discharge, ramps shall be used where the difference
in elevation is less than 12 inches (305 mm).
Exception: A maximum step height of eight
inches (203 mm) shall be permitted for buildings
with occupancies in Use Groups F, H, R and S at
exterior doors not required to be accessible by
521 CMR, the Rules and Regulations of the
Architectural Access Board, referenced in
780 CMR 11, and listed in Appendix A.
1005.7 Egress elements for air movement: Exits
and exit access corridors shall not be used as supply
or return air ducts or plenums.
Exceptions:
1 . The restriction on the use of the space
between the corridor ceiling and the floor or
roof structure above as a return air plenum
shall not apply where the corridor is not
required to be of fireresistance rated
construction or is separated from the plenum
by fireresistance rated construction or is
located within a dwelling unit.
2. This restriction shall not apply to exit
access corridors located within tenant spaces
that are 1,000 square feet (92 nr ) or less in
area.
780 CMR 1006.0 TYPES AND LOCATION
OF MEANS OF EGRESS
1006.1 General: All approved means of egress,
including doorways, passageways, corridors.
interior stairways, exterior stairways, smokeproof
enclosures, ramps, horizontal exits, bridges,
balconies, fire escapes and combinations thereof,
shall be arranged and constructed as provided for in
780 CMR.
1006.2 Arrangement: All required exits shall be so
located as to be discernable with unobstructed access
thereto.
1006.2.1 Egress through adjoining spaces:
Egress from a room or space shall not open into
an adjoining or intervening room or area, except
where such adjoining room or area is accessory to
the area served, is not a high-hazard occupancy
and provides a direct means of egress to an exit.
A maximum of one exit access shall be permitted
to pass through a kitchen, storeroom, restroom,
closet or similar space provided that passage
through such space is not the only means of
access to an exit. An exit access shall not pass
through a room subject to locking. Means of
egress from dwelling units, rooming units,
guestrooms and dormitory units shall not lead
through other such units, or through toilet rooms
or bathrooms
1006.2.2 Assembly buildings: All buildings
occupied for assembly purposes shall front on at
least one street on which the main entrance and
exit discharge shall be located. Where there is a
single main entrance, the entrance shall be
capable of serving as the main exit and shall
provide an egress capacity for at least one-half of
the total occupant load. In addition to having
access to a main exit, each level of an occupancy
in Use Group A shall be provided with additional
exits which shall provide a means of egress
capacity for at least one-half of the total occupant
load served by that level.
1006.2.3 Skating rinks: Places of assembly used
for skating rinks shall not be located below the
floor nearest grade.
1006.2.4 Foyers and waiting spaces: The term
"foyer" shall mean an enclosed space surrounding,
or in the rear of, the auditorium of a theater or
other place of assembly which is completely
separated from the auditorium and is used as an
assembly or waiting space for the occupants. In
Use Group A-l, a foyer, waiting space or lobby
shall be provided with a net floor area, exclusive
of stairs or landings, of not less than 1 Vi square
feet (0.14 nr) for each occupant having access
thereto. The use of foyers and lobbies and other
available spaces for harboring occupants until
seats become available shall not encroach upon
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the clear floor area herein prescribed or upon the
required clear width of front exits.
1006.2.4.1 Egress: Where the foyer is not
directly connected to the public street through
the main lobby, an unobstructed corridor or
passage shall be provided which leads to, and
equals the required minimum width of, main
entrances and exits A mirror shall not be
placed so as to give the appearance of a
doorway, exit or passageway.
1006.2.4.2 Gradient: The rear foyer shall be
at the same level as the back of the auditorium
and the means of egress leading therefrom
shall not have a steeper gradient than one unit
vertical in eight units horizontal (1 :8).
1006.2.4.3 Construction: In occupancies in
Use Group A-l, other than motion picture
theaters, the fire separation assemblies
separating the foyer from the auditorium and
other adjoining rooms and spaces shall be
constructed with not less than a two-hour
fireresistance rating. Where opening
protectives are constructed of noncombustible
materials, a fireresistance rating of the opening
protectives is not required.
1006.3 Exit Discharge: All exits shall discharge
directly at a public way or at a yard, court or open
space of the required width and size to provide all
occupants with a safe access to a public way.
1006.3.1 Level of exit discharge protection: In
all buildings having habitable or occupiable
stories or basements below grade, the floor/ceiling
assemblies and supports which are constructed
below the level of exit discharge shall provide a
fireresistance rating of not less than one hour
Exceptions:
1 . Occupancies in Use Group R-3.
2. Buildings of Type 1 construction.
3. Where floor/ceiling assemblies and supports
are constructed of Type 4 construction.
4 Where the floor areas below the level of
exit discharge are equipped throughout with an
automatic sprinkler system in accordance with
780 CMR 906.2.1 or 906.2.2.
5. Occupiable stories or basements below
grade which have exits that discharge directly
to grade.
1006.4 Remote location: Wherever more than one
exit is required from any room, space or floor of a
building, such exits shall be placed as remote from
each other as practicable, and shall be arranged and
constructed to provide direct access in separate
directions from any point in the area served so as to
minimize the possibility that both exits will be
blocked by any one fire or other emergency
condition.
1006.4.1 Remoteness: Where two exits or two
exit access doors are required, each shall be
placed a distance apart equal to not less than one-
half of the length of the maximum overall
diagonal dimension of the building or area to be
served Where exit enclosures are provided as a
portion of the required means of egress and are
interconnected by a corridor conforming to the
requirements for corridor construction, the exit
separation distance shall be measured along the
line of travel within the corridor. In all other
cases, the separation distance shall be measured in
a straight line between exits or exit access doors.
Exception: In buildings equipped throughout
with an automatic sprinkler system in
accordance with 780 CMR 906.2. 1 or 906.2.2,
the minimum separation distance shall be Vi of
the length of the maximum overall diagonal
dimension
1006.4.1.1 Three or more: Where three or
more exits or exit access doors are required, at
least two exits or exit access doors shall be
separated as provided for in 780 CMR
1006.4.1.
1006.5 Length of travel: All exits shall be so
located that the maximum length of exit access
travel, measured from the most remote point to an
approved exit along the natural and unobstructed line
of travel, shall not exceed the distances given in
Table 1006.5
Table 1006.5
LENGTH OF EXIT ACCESS TRAVEL3
Without
With
Use Group
sprinkler sysiem
sprinkler system
(feet)°
(feet)c
A,B,E,F-'.,I-1.M,R,
200
250
S-!
F-2, S-2
300
400
H-l
25
75
H-2
50
100
H-3
100
150
H-4
125
175
1-2. 1-3
150
200
Note a. See the following sections for modification to
travel distance requirements.
780 CMR 402.5.1: For the exit access travel distance
in malls.
780 CMR 404.7: For the exit access travel distance
limitation through an atrium space.
780 CMR 416.6: For the exit access travel distance
limitation in HPM use facilities.
780 CMR 1006.5 .1: For increased limitation in Use
Groups F-l and S-l.
780 CMR 1006.5.2: For increased limitation in Use
Group A-5.
780 CMR 1010.3: For buildings with one exit.
780 CMR 3104.9: For the exit access travel distance
limitation in temporary structures
Note b. Buildings equipped throughout with an
automatic sprinkler system in accordance with 780 CMR
906.2.1 or 906.2.2.
Note c 1 foot = 304.8 mm
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MEANS OF EGRESS
1006.5.1 Roof vent increase: In buildings which
are one story in height, equipped with automatic
heat and smoke roof vents complying with
780 CMR 922.0 and equipped throughout with an
automatic sprinkler system in accordance with
780 CMR 906.2. 1, the exit access travel distance
limitation in Table 1006.5 for occupancies in Use
Group F-l or S-l shall be increased to 400 feet
(122 m).
1006.5.2 Use Group A-5: Occupancies in Use
Group A-5, where all portions of the means of
egress are essentially open to the outside, shall
have an exit access travel distance of not more
than 400 feet (122 m), except that such
occupancies in buildings and structures of Type 1
or 2 construction shall not have an exit access
travel distance limitation.
1006.6 Elevators, escalators and moving walks:
Elevators, escalators and moving walks shall not be
accepted as a required element of the means of
egress.
Exception: An elevator conforming to 780 CMR
1007.3 shall be permitted for an accessible means
of egress.
1006.7 Common path of travel: The common path
of exit access travel distance for occupants to reach
a point where two separate and distinct paths of
travel are available to two exits shall not exceed 100
feet (30480 mm) in occupancies in Use Group 1-3.
780 CMR 1007.0 ACCESSIBLE MEANS
OF EGRESS
1007.1 General: All spaces required to be
accessible by 521 CMR, the Rules and Regulations
of the Architectural Access Board, referenced in
780 CMR 11, and listed in Appendix A shall be
provided with not less than one accessible means of
egress that complies with 780 CMR 1007.0. Where
more than one means of egress is required from any
required accessible space, each accessible portion of
the space shall be served by not less than two
accessible means of egress. Each accessible means
of egress shall provide a continuous path of travel
from a required accessible space to a public way
which is usable by a mobility impaired person and
shall include accessible routes, ramps, exit
stairways, elevators, horizontal exits or smoke
barriers.
1007.2 Exit stairways: An exit stairway to be
considered part of an accessible means of egress
shall have a clear width of at least 48 inches (1219
mm) between handrails and shall either incorporate
an area of refuge within an enlarged story-level
landing or shall be accessed from an area of refuge
complying with 780 CMR 1007.5 or a horizontal
exit.
Exceptions:
1. Stairs serving a single dwelling unit or
guestroom.
2. • Occupancies equipped throughout with an
automatic sprinkler system in accordance with
780 CMR 906.2.1.
3. The clear width of 48 inches (1219 mm)
between handrails is not required for exit
stairways accessed from a horizontal exit.
1007.3 Elevators: An elevator, to be considered
part of an accessible means of egress, shall comply
with 780 CMR 3006.0 and standby power shall be
provided in accordance with 780 CMR 2707.0. The
elevator shall be accessed from an area of refuge
complying with 780 CMR 1007.5 or a horizohfaT
exit. In buildings where a required accessible floor
is four or more stories above or below a level of exit
discharge serving that floor, at least one elevator
shall be provided and shall serve as one required
accessible means of egress.
Exceptions:
1. In buildings equipped throughout with an
automatic sprinkler system in accordance with
780 CMR 906.2.1, the elevator shall not be
required to serve floors which are located at or
above the level of exit discharge and provided
with a horizontal exit complying with 780 CMR
1019.0.
2. Elevators are not required to be accessed from
an area of refuge or a horizontal exit in
occupancies equipped throughout with an
automatic sprinkler system in accordance with
780 CMR 906.2.1.
1007.4 Platform lifts: Platform (wheelchair) lifts
shall not serve as part of an accessible means of
egress except within a dwelling unit.
1007.5 Areas of refuge: Every required area of
refuge shall be accessible from the space it serves by
an accessible means of egress. The maximum travel
distance from any accessible space to an area of
refuge shall not exceed the travel distance permitted
for the occupancy in accordance with 780 CMR
1006.5. Every required area of refuge shall have
direct access to an exit stairway complying with
780 CMR 1007.2 or an elevator complying with
780 CMR 1007.3. Where an elevator lobby is used
as an area of refuge, the shaft and lobby shall
comply with 780 CMR 1015.0 for smokeproof
enclosures except where the elevators are in an area
of refuge formed by a horizontal exit or smoke
barrier.
Exception: Areas of refuge are not required in
open parking structures
1007.5.1 Size: Each area of refuge shall be sized
to accommodate one wheelchair space of 30
inches (762 mm) by 48 inches (1219 mm) for
each 200 occupants or portion thereof, based on
the occupant load of the area of refuge and all
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areas served by the area of refuge. Such
wheelchair spaces shall not reduce the required
means of egress width. Access to any of the
required wheelchair spaces in an area of refuge
shall not be obstructed by more than one
adjoining wheelchair space.
1007.5.2 Separation: Each area of refuge shall
be separated from the remainder of the story by a
smoke barrier complying with 780 CMR 712.0.
Each area of refuge shall be designed to prevent
the intrusion of smoke, except those areas of
refuge located within a stainvay enclosure or
those areas of refuge where the area of refuge and
all areas served by the area of refuge are equipped
throughout with an automatic sprinkler system in
accordance with 780 CMR 906.2. 1 .
1007.5.3 Communication system: Every area of
refuge in buildings more than four stories in
height shall be provided with a two-way
emergency communication system between the
area of refuge and a central control point.
In each area of refuge provided with a two-
way emergency communication system,
instructions on the use of the area under
emergency conditions shall be posted adjoining
the communication system. The instructions shall
include:
1 . Directions to other means of egress;
2. Advice that persons able to use the exit
stairs do so as soon as possible unless they are
assisting others;
3. Information on how to summon planned
availability of assistance in the use of stairs or
supervised operation of elevators; and
4. Directions for use of the two-way
emergency communication system.
1007.5.4 Identification: Each door providing
access to an area of refuge from an adjacent floor
area shall be identified by a sign complying with
CABO Al 1 7. 1 listed in Appendix A stating "Area
of Refuge" and the International Symbol of
Accessibility. The sign shall be illuminated as
required for "Exit" signs where "Exit" sign
illumination is required. Additionally, tactile
signage complying with CABO All 7.1 listed in
Appendix A shall be located at each door to an
area of refuge.
1007.6 Signage: Signage indicating the location of
accessible means of egress shall be installed at all
exits and elevators that serve a required accessible
space, but which are not an approved accessible
means of egress.
780 CMR 1008.0 OCCUPANT LOAD
1008.1 Design occupant load: In determining
required facilities, the number of occupants for
whom exit facilities shall be provided shall be
established by the largest number computed in
accordance with 780 CMR 1008 1.1 through
1008.1.3.
1008.1.1 Actual number: The actual number of
occupants for whom each occupied space, floor or
building is designed.
1008.1.2 Number by Table 1008.1.2: The
number of occupants computed at the rate of one
occupant per unit of area as prescribed in Table
1008.1.2.
1008.1.3 Number by combination: The number
of occupants of any space as computed in
780 CMR 1008.1.1 or 1008.1.2 plus the number
of occupants similarly computed for all spaces
that discharge through the space in order to gain
access to an exit.
1008.1.4 Increased occupant load: The
occupant load permitted in any building or portion
thereof is permitted to be increased from that
number established for the occupancies in Table
1008.1.2 provided that all other requirements of
780 CMR are also met based on such modified
number. Where required by the code official, an
approved aisle, seating or fixed equipment
diagram to substantiate any increase in occupant
load shall be submitted. Where required by the
code official, such diagram shall be posted.
Table 1008.1.2
MAXIMUM FLOOR AREA ALLOWANCES
PER OCCUPANT
Occupancy
Floor area in
square feet per
occupant
Assembly with fixed seats
Assembly without fixed seats
Concentrated (chairs only - not fixed)
Standing space
Unconcentrated (tables and chairs)
Bowling centers, allow 5 persons for
each lane including 1 5 feet of
runway, and for additional areas
See780CMR 1008.1.6
7 net
3 net
15 net
Business areas
1 00 gross
Courtrooms - other than fixed seating
40 net
areas
Educational
Classroom area
20 net
Shops and other vocational room
50 net
areas
Industrial areas
1 00 gross
Institutional areas
Inpatient treatment areas
240 gross
Outpatient areas
1 00 gross
Sleeping areas
1 20 gross
Library
Reading rooms
50 net
Stack area
100 gross
Mercantile, basement and grade floor
30 gross
areas
Areas on other floors
60 gross
Storage stock, shipping areas
300 gross
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Occupancy
Floor area in
square feet per
occupant
Parking garages 200 gross
Residential 200 gross
Storage areas, mechanical equipment 300 gross
room
Note a. 1 foot = 304.8 mm; 1 square foot = 0.093 rrr
1008.1.5 Maximum occupant load: The
occupant load of any space or portion thereof
shall not exceed one occupant per three square
feet (0.28 m2) of occupiable floor space.
1008.1.6 Fixed seats: The occupant load for an
assembly or educational area having fixed seats
shall be determined by the number of fixed seats
installed. The capacity of fixed seats without
dividing arms shall equal one person per 18
inches (457 mm). For booths, the capacity shall
be one person per 24 inches (610 mm).
1008.2 Mezzanine levels: The occupant load of a
mezzanine level discharging through a floor below
shall be added to that floor's occupant load, and the
capacity of the exits shall be designed for the total
occupant load thus established.
1008.3 Roofs: Roof areas occupied as roof gardens
or for assembly, educational, storage or other
purposes, shall be provided with exit facilities to
accommodate the required occupant load, but there
shall not be less than two approved means of egress
from roof areas of Use Groups A and E.
780 CMR 1009.0 CAPACITY OF EGRESS
COMPONENTS
1009.1 General: The capacity of means of egress
for a floor, balcony, tier ot other occupied space
shall be sufficient for the occupant load thereof
1009.2 Minimum width: The width of each means
of egress component shall not be less than the width
computed in accordance with Table 1009.2 for the
required capacity of the component, but not less than
the minimum width as prescribed by 780 CMR for
each such component.
Table 1009.2
EGRESS WIDTH PER OCCUPANT
Without sprinkler
system (inches per
person)
With sprinkler
system
(inches per person)
Use group
Stairways
Doors
ramps and
corridors
Stairways
Doors
ramps and
corridors
A, B, E, F, M,
R,S
H
1-1
1-2
1-3
0.3
0.7
0.4
1.0
0,3
0.2
0.4
0.2
0.7
0.2
0.2
0.3
0.2
0.3
0 •
0.15
0.2
0.2
0.2
0.2
Note a. Buildings equipped throughout with an
automatic sprinkler system in accordance with 780 CMR
906.2.1 or 906.2.2.
Note b. 1 inch = 25.4 mm.
1009.3 Exit design per floor: Where exits serve
more than one floor, only the occupant load of each
floor considered individually shall be used in
computing the required capacity of the exits at that
floor, provided that the exit capacity shall not
decrease in the direction of means of egress travel.
1009.4 Egress convergence: Where means of
egress from floors above and below converge at an
intermediate floor, the capacity of the means of
egress from the point of convergence shall not be
less than the sum of the two.
780 CMR 1010.0 NUMBER OF EXITS
1010.1 General: The general requirements of
780 CMR 1010.0 apply to buildings of all use
groups. Where more restrictive requirements are
provided in 780 CMR such requirements shall take
precedence over the general provisions of 780 CMR
1010.0.
1010.2 Minimum number: Every floor area shall
be provided with the minimum number of approved
independent exits as required by Table 1010.2 based
on the occupant load, except as modified in
780 CMR 1010.3.
Exception: In buildings with occupancies in Use
Group R having multistory dwelling units, the
means of egress from a dwelling unit to the
required exits is permitted to be provided from
one level only. Within the dwelling unit access to
the means of egress from the unit shall conform to
the applicable provisions of 780 CMR 10.
Table 1010.2
MINIMUM NUMBER OF EXITS FOR
OCCUPANT LOAD
Occupant load
Minimum number of exits
500 or less
501 - 1,000
over 1 ,000
3
4
1010.3 Buildings with one exit: Only one exit shall
be required in:
1. Occupancies in the use groups shown in Table
1010.3, provided that the building has not more
than one level below the level of exit discharge.
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Table 1010.3
Use Group
Maximum
height
above
grade
Max.
Size
Max.
Exit
travel
distance
Minimum fire-
resistance
rating of exit
enclosure
Mm. Fire-
resistance
rating of
opening
protection
Bb
S-2a
2 stories
3,500
sq.ft.
per
floor
75 ft.
1 hour
1 hour
Note a. For the required number of exits for open
parking structures, see 780 CMR 1010.5.
Note b. For the required number of exits for air traffic
control towers, see 780 CMR 414.0.
Note c. 1 foot = 304.8 mm.
1010.4 Emergency escape: Every sleeping room
below the fourth story in occupancies in Use Groups
R and 1-1 shall have at least one operable window or
exterior door approved for emergency egress or
rescue. The units shall be operable from the inside
without the use of special knowledge, separate tools
or force greater than that which is required for
normal operation of the window. Where windows
are provided as a means of egress or rescue, the
windows shall have the bottom of the clear opening
not more than 44 inches (1118 mm) above the floor.
All egress or rescue windows from sleeping rooms
shall have a minimum net clear opening of 5.7
square feet (0.53 m2). The minimum net clear
opening height dimension shall be 24 inches (610
mm). The minimum net clear opening width
dimension shall be 20 inches (508 mm).
Bars, grilles or screens placed over emergency
escape windows shall be releasable or removable
from the inside without the use of a key, tool or
force greater than that which is required for normal
operation of the window.
Exceptions
1. The minimum net clear opening for grade floor
windows shall be five square feet (0.47 m 2).
2. An outside window or an exterior door for
emergency escape is not required in buildings
where the sleeping room is provided with a door
to a corridor having access to two remote exits in
opposite directions.
3. An outside window or an exterior door for
emergency escape is not required in buildings
equipped throughout with an automatic sprinkler
system in accordance with 780 CMR 906.2. 1 or
906 2.2
1010.5 Open parking structures: Parking
structures shall not have less than two exits from
each parking tier, except that only one exit is
required where vehicles are mechanically parked.
Unenclosed vehicle ramps shall not be considered as
required exits unless pedestrian facilities are
provided. Interior exit stairways are not required to
be enclosed.
780 CMR 1011.0 EXIT ACCESS
PASSAGEWAYS AND CORRIDORS
1011.1 Access passageway: Direct exit access shall
be provided to required exits through continuous
passageways, aisle accessways, aisles or corridors
which are conveniently available to all occupants
and maintained free of obstruction. In every area
containing seating, displays, exhibits, counters,
shelving and other furnishings or fixtures, a path of
travel that connects with each of the means of egress
doorways serving the area and which complies with
the minimum width requirements of aisles, shall be
provided.
101 1. 1. 1 Use Groups 1-2 and 1-3: Every
sleeping room in occupancies in Use Group 1-2 or
1-3 shall have an exit access door leading directly
to an exit access corridor.
Exception: Direct corridor access is not
required:
1. Where there is an exit door opening directly
to the outside from the room at ground level.
2. In occupancies in Use Group 1-2, where one
adjacent room, such as a sitting room or
anteroom, intervenes and all doors along the
means of egress are equipped with nonlockable
hardware in accordance with 780 CMR
409.3.2, and the intervening room is not used
as an exit access for more than eight patients.
3. In occupancies in Use Group 1-2, where a
patient sleeping room is subdivided with
nonfireresistance rated, noncombustible
partitions, provided that the arrangement
allows for direct and constant visual
supervision by nursing personnel and the suite
complies with 780 CMR 101 1.1 and 780 CMR
1017.0. Such rooms which are so subdivided
shall not exceed 5,000 square feet (465 mr).
4 In occupancies in Use Group 1-3, where a
dayroom or group activity space intervenes
between an in dividual occupant sleeping room
and the access to an exit, provided that the
sleeping room opens directly to the day space
and is not separated in elevation by more than
one story.
1011.1.2 Turnstiles and gates: Access through
turnstiles, gates, rails or similar devices shall not
be permitted unless such a device is equipped to
swing readily in the direction of exit travel under
a total force of not more than 15 pounds (73.23
N).
1011.1.3 Restrictions: The required width of
passageways, aisle accessways, aisles and
corridors shall be maintained free of projections
and restrictions; except that the minimum clear
width resulting from doors opening into such
spaces shall be one-half of the required width.
When fully open, the door shall not project more
than seven inches (178 mm) into the required
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width. Handrail projections are permitted in
accordance with 780 CMR 1022.2.1.
1011.2 Dead ends: exit access passageways and
corridors in all stories which serve more than one
exit shall provide direct connection to such exits in
opposite directions from any point in the
passageway or corridor insofar as practicable. The
length of a dead-end passageway or corridor shall
not be more than 20 feet (6096 mm).
Exceptions:
1 . In occupancies in Use Group 1-3 of Occupancy
Conditions H, HI or IV (see 780 CMR 308.4), the
dead end in a corridor, hallway or aisle shall not
exceed 50 feet (15240 mm).
2. In occupancies in Use Group B where
passageways are bounded by furniture, counters,
partitions or similar dividers not more than six
feet (1829 mm) in height, the length of a dead-end
passageway shall not be more than 50 feet (15240
mm).
3 . Passageways or corridors within spaces with
one means of egress.
4. A dead-end passageway or corridor shall not
be limited in length where the length of the dead-
end passageway or corridor is less than 2.5 times
the least width of the dead-end passageway or
corridor.
1011.2.1 Common path of travel: In
occupancies in Use Group B, the length of a
common path of travel shall not exceed 75 feet
(22860 mm).
Exceptions
1 . The length of a common path of travel in an
occupancy in Use Group B shall not be more
than 100 feet (30480 mm), provided that the
building is equipped throughout with an
automatic sprinkler ' system installed in
accordance with 780 CMR 906.2.1.
2. Where a tenant space in an occupancy in
Use Group B has an occupant load of not more
than 30, the length of a common path of travel
shall not be more than 100 feet (30480 mm).
1011.3 Width: The minimum required width of
passageways, aisle accessways, aisles and corridors
shall be determined by the most restrictive of the
following criteria:
1 44 inches (1118 mm) where serving an
occupant load of greater than 50.
2. 36 inches (914 mm) where serving an occupant
load of 50 or less.
3. 96 inches (2438 mm) in an occupancy in Use
Group 1-2 used for the movement of beds.
4. 72 inches (1829 mm) in an occupancy in Use
Group E with more than 1 00 occupants.
5. The width required for capacity as determined
by 780 CMR 1009.0.
Aisles and aisle accessways shall conform to the
requirements of 780 CMR 1011.0 or 780 CMR
1012.0.
1011.3.1 Capacity: The required capacity of a
corridor shall be determined by dividing the
occupant load that utilizes the corridor for exit
access by the number of exits to which the
corridor connects, but not less than the capacity
of the exit element to which the corridor leads
1011.4 Enclosure: All corridors shall be
fireresistance rated in accordance with Table 10114
based on the use group of the space and the total
required capacity of all of the exits from the
corridor The corridor walls shall comply with
780 CMR 71 1.0.
Exceptions:
1 A fireresistance rating is not required for
corridors in an occupancy in Use Group E where
each room that is occupied for instruction or
assembly purposes has at least one-half of the
required means of egress doors opening directly
to the exterior of the building at ground level.
2. A fireresistance rating is not required for
corridors contained within a dwelling unit or a
guestroom in an occupancy in Use Group R.
Table 1011.4
CORRIDOR FIRERESISTANCE RATING
Total required
capacity of all
exits from
corridor
Required fireresistance rating
(flours)
Use Group
Without
sprinkler
system
With sprinkler
system
H-i.H-2.H-3
H-4
A.B,E,F,M,
S
I-l,Ra
1-2
1-3
All
>30
>30
> 1:0
All
All
1
1
1
1
1
Not permitted
1
1
0
/=
ob
oc
Note a For a reduction in the fireresistance rating for
occupancies in Use Group R_ see 780 CMR 1011.4,
Exception 2.
Note b. For requirements for occupancies in Use
Group 1-2, see 780 CMR 409.3.
Note c. For a reduction in the fireresistance rating for
occupancies in Use Group 1-3, see 780 CMR410.7.
Note d. buildings equipped throughout with an
automatic sprinkler system in accordance with 780 CMR
906.2.1 or 906.2.2.
1011.4.1 Corridor walls as separation walls:
Tenant and dwelling unit separation walls which
are also corridor walls shall comply with
780 CMR 1011.0 and the requirements of Table
602.
Exception: Tenant separation and dwelling
unit separation walls which are also corridor
walls shall not be required to have a
fireresistance rating greater than that required
by Table 1011.4 where the building is
equipped throughout with an automatic
sprinkler system in accordance with 780 CMR
906.2.1 or 906.2.2.
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THE MASSACHUSETTS STATE BUTLDrNG CODE
1011.4.2 Opening protectives: All door
assemblies from rooms opening onto a corridor
that is required to be of fireresistance rated
construction shall be fire doors complying with
780 CMR 716.0.
1011.5 Exterior balconies: Exterior exit access
balconies shall conform to the requirements of
780 CMR 1011.0 for corridors and shall be
protected to prevent the accumulation of snow and
ice in climates subject to those elements
1011.5.1 Wall separation: Exterior exit access
balconies shall be separated from the interior of
the building by walls and opening protectives as
required by 780 CMR 1011.4. A fireresistance
rating for the wall is not required where the
balcony is provided with not less than two
approved stairways or other approved means of
egress elements and a dead end does not require
travel past an unprotected opening for access to
the stairway or means of egress element
780 CMR 1012.0 ASSEMBLY AISLES
AND AISLE ACCESSWAYS
1012.1 Where required: In occupancies in Use
Group A which contain seats, tables, displays,
equipment or other material shall be provided with
aisle accessways and aisles in accordance with
780 CMR1012.0. These provisions shall also apply
to tiered or stepped seating facilities except as
modified by 780 CMR 1013.0.
1012.2 Aisle and aisle accessway width: The width
of aisle accessways and aisles shall provide
sufficient means of egress capacity for the number of
persons accommodated by the catchment area served
by the aisle accessway or aisle (see 780 CMR
1012.2.5). The catchment area served by an aisle
accessway or aisle is the portion of the total space
which is naturally served by that section of the aisle
accessway or aisle. In establishing catchment areas
the assumption shall be made that there is a balanced
use of all means of egress, with the number of
persons in proportion to means of egress capacity.
1012.2.1 Measurement of required minimum
width of aisles and aisle accessways: Where
seating is located at a table or counter and is
adjacent to an aisle or aisle accessway, the
measurement of required clear width of the aisle
or aisle accessway shall be made to a line 19
inches (483 mm) away from the edge of the table
or counter. The 19-inch (483 mm) distance shall
be measured perpendicular to the side of the table
or counter. In the case of other side boundaries
for aisles or aisle accessways the clear width shall
be measured to walls, edges of seating and tread
edges, except that handrail projections are
permitted.
1012.2.2 Converging aisles and aisle
accessways: Where aisle accessways or aisles
converge to form a single path of means of egress
travel, the required means of egress capacity of
such path shall not be less than the combined
required capacity of the converging aisle
accessways or aisles
1012.2.3 Uniform width of aisles: Those
portions of aisles where means of egress is
possible in either of two directions shall be
uniform in required width
1012.2.4 Uniform width of aisle accessways:
Those portions of aisle accessways having a
required width exceeding 12 inches (305 mm),
where means of egress is possible in more than
one direction, shall be uniform in required width.
1012.2.5 Capacity of aisles and aisle
accessways: The width of aisles and aisle
accessways shall provide sufficient capacity in
accordance with the following criteria where clear
width is measured in accordance with 780 CMR
1012.2.1.
1 At least 0.3 inch (7.5 mm) of width for each
person served shall be provided on stairs
having riser heights of seven inches (178 mm)
or less and tread depths of 1 1 inches (279 mm)
or greater, measured horizontally between
tread nosings.
2. At least 0.005 inch (0.1 mm) of additional
stair width for each person shall be provided
for each 0.10 inch (2.5 mm) of riser height
above seven inches (178 mm).
3 Where a means of egress requires stair
descent, at least 0.075 inch (2 mm) of
additional width for each person shall be
provided on those portions of stair width not
having handrails within a horizontal distance of
30 inches (762 mm).
4 Level or ramped means of egress with
slopes less than one unit vertical in eight units
horizontal (1:8), shall have at least 0.2 inch (5
mm) of clear width for each person served.
1012.2.6 Minimum width of aisles: The
minimum clear width of aisles shall be: 48 inches
(1219 mm) for stairs having seating on each side;
36 inches (914 mm) for stairs having seating on
only one side; 23 inches (584 mm) between a stair
handrail or guardrail and seating where the aisle
is subdivided by a handrail (see 780 CMR
1012.5); 42 inches (1067 mm) for level or ramped
aisles having theater-style seating on both sides;
36 inches (914 mm) for all other level or ramped
aisles; and 23 inches (584 mm) between a stair
handrail and seating where an aisle does not serve
more than five rows on one side.
1012.2.7 Minimum width of aisle accessways:
Aisle accessways shall conform to the
requirements of 780 CMR 1012.6 in the case of
theater-type seating and to the requirements of
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MEANS OF EGRESS
780 CMR 1012.7 in the case of all seating at
tables or counters.
1012.3 Termination: Each end of a cross aisle shall
terminate at an aisle, foyer, doorway or vomitory
giving access to an exit Dead-end aisles which
terminate only at one end with a cross aisle, foyer,
doorway or vomitory giving access to an exit shall
not be greater than 20 feet (6096 mm) in length.
Exception: A longer dead-end aisle is permitted
where seats served by the dead-end aisle are not
more than 24 seats from another aisle, measured
along a row of seats having a minimum clear
width of 12 inches (305 mm) plus 0.6 inch (15
mm) for each additional seat above seven in the
row.
1012.4 Walking surfaces: Aisles with a gradient of
one unit vertical in eight units horizontal (1:8) or
less shall consist of a ramp having a slip-resistant
walking surface. Aisles with a gradient exceeding
one unit vertical in eight units horizontal (1:8) shall
consist of a series of risers and treads which extend
across the full width of aisles and comply with
780CMRs 1012.4.1 and 1012.4.2.
1012.4.1 Treads: Tread depths shall be a
minimum of 1 1 inches (279 mm) and be uniform
within each aisle.
Exception: Nonuniformities shall not exceed
3/16 inch (5 mm) between adjacent treads.
1012.4.2 Risers: Where the gradient of aisle
stairs is to be the same as the gradient of adjoining
seating areas, the riser height shall not be less
than 4 inches (102 mm) nor more than eight
inches (203 mm) and shall be uniform within each
flight.
Exception: Riser height nonuniformity shall
be limited to the extent necessitated by changes
in the gradient of the adjoining seating area to
maintain adequate sightlines Where
nonuniformities exceed 3/16 inch (5 mm)
between adjacent risers, the exact location of
such nonuniformities shall be indicated with a
distinctive marking stripe on each tread at the
nosing or leading edge adjacent to the non-
uniform risers. Such stripe shall be a minimum
of one inch (25 mm) wide and a maximum of
two inches (5 1 mm) wide.
1012.5 Handrails: Ramped aisles having a gradient
exceeding one unit vertical in 15 units horizontal
(1:15) and aisle stairs shall be provided with
handrails located either at the side or within the aisle
width.
Exceptions:
1. Handrails are not required if, at the side of the
aisle, there is a guardrail that complies with the
requirements for handrails.
2. Handrails are not required for aisles with
seating on both sides unless there is more than
one riser per row of seating. The single riser shall
be indicated by a distinctive marking stripe on the
leading edge of the tread.
1012.5.1 Discontinuous rails: Where there is
seating on both sides of the aisle, the handrails
shall be discontinuous with gaps or breaks at
intervals not exceeding five rows to facilitate
access to seating and to permit crossing from one
side of the aisle to the other. These gaps or breaks
shall have a clear width of at least 22 inches (559
mm) and not greater than 36 inches (914 mm),
measured horizontally, and the handrail shall have
rounded terminations or bends.
1012.5.2 Intermediate rails: Where handrails
are provided in the middle of aisle stairs, there
shall be an additional intermediate handrail
located approximately 12 inches (305 mm) below
the main handrail.
1012.6 Row width: The minimum clear row width
shall not be less than 12 inches (305 mm) measured
as the clear horizontal distance from the back of the
row ahead and the nearest projection of the row
behind. Where chairs have automatic or self-rising
seats, the measurement shall be made with the seats
in the raised position. Where any chair in the row
does not have an automatic or self-rising seat, the
measurement shall be made with the seat in the
down position. Where tablet-arm chair seating is
used, the measurement shall be made with the tablet-
arm in the usable position.
1012.6.1 Dual access: For rows of seating served
by aisles or doorways at both ends, there shall not
be more than 100 seats per row. The minimum
clear width of 12 inches (305 mm) between rows
shall be increased by 0.3 inch (7.5 mm) for every
additional seat beyond 14 seats, but the minimum
clear width is not required to exceed 22 inches
(559 mm).
1012.6.2 Single access: For rows of seating
served by an aisle or doorway at only one end of
the row, the minimum clear width of 12 inches
(305 mm) between rows shall be increased by 0.6
inch (15 mm) for every additional seat beyond
seven seats, but the minimum clear width is not
required to exceed 22 inches (559 mm).
However, the path of travel shall not exceed 30
feet (9144 mm) from any seat to a point where a
person has a choice of two paths of travel to two
exits.
1012.7 Aisle accessways for tables and seating:
Aisle accessways serving arrangements of seating at
tables or counters, shall have sufficient clear width
to conform to the capacity requirements of 780 CMR
1012.2.5, but shall not have less than the appropriate
minimum clear width specified in 780 CMR
1012.7.1.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
1012.7.1 Width: In addition to the width required
by 780 CMR 1012.2, aisle accessways shall
provide a minimum of 12 inches (305 mm) plus
0.5 inch (13 mm) of width for each additional 1
foot (305 mm), or fraction thereof, beyond 12 feet
(3660 mm) of aisle accessway length measured
from the center of the seat farthest from an aisle.
Exception: Portions of an aisle accessway
having a length not exceeding six feet (1830
mm) and used by a total of not more than four
persons.
1012.7.2 Length: The length of travel along the
aisle accessway shall not exceed 36 feet (10973
mm) from any seat to the closest aisle. The path
of travel shall not exceed 30 feet (9144 mm) from
any seat to the point where a person has a choice
of two or more paths of travel to separate exits.
1012.8 Railings: Railings shall be provided on
balconies and galleries in accordance with 780 CMR
1021.4.
780 CMR 1013.0 GRANDSTANDS
1013.1 Scope: 780 CMR 1013.0 shall apply to all
structures with an occupancy in Use Group A which
provide permanent, temporary or portable tiered or
stepped seating facilities, such as grandstands,
bleachers, folding and telescopic seating. Except as
modified by 780 CMR 1013.0, 780 CMR 1012.0
shall apply to all such structures.
1013.2 Smoke-protected assembly seating:
Assembly seating which is served by a means of
egress that is not subject to blocking by smoke
accumulation within or under a structure shall be
considered smoke protected and shall comply with
the requirements of 780 CMR 1013.2.1 through
1013.2.3.
1013.2.1 Roof height: A smoke-protected
assembly seating area with a roof shall have the
lowest portion of the roof not less than 1 5 feet
(4572 mm) above the highest aisle or aisle
accessway.
1013.2.2 Automatic sprinklers: All areas
enclosed with walls and ceilings in structures
containing smoke-protected assembly seating
shall be equipped throughout with an automatic
sprinkler system in accordance with 780 CMR
906.0.
Exception: An automatic sprinkler system is
not required for either of the following:
1. The floor area used for a contest,
performance or entertainment provided that the
roof construction is more than 50 feet (15240
mm) above the floor level and the use of the
floor is restricted to low fire-hazard
occupancies.
2. Press boxes and storage facilities less than
1,000 square feet (9.3 m2) in area in
conjunction with outdoor seating facilities
where all means of egress in the seating area
are essentially open to the outside.
1013.2.3 Smoke control: All means of egress
serving a smoke-protected assembly seating area
shall be provided with a smoke control system
complying with 780 CMR 921.0 or natural
ventilation designed to maintain the smoke level
at least six feet (1829 mm) above the floor of the
means of egress.
1013.3 Travel distance: The exit access travel
distance shall comply with 780 CMR 1006.5 except
that in a smoke-protected assembly seating area, the
travel distance from each seat to the nearest entrance
to an egress vomitory portal or egress concourse
shall not exceed 200 feet (60960 mm). The travel
distance from the entrance to a vomitory portal or
egress concourse to an approved egress stair, ramp
or walk at the building exterior shall not exceed 200
feet (60960 mm). Where aisles are required, the
distance shall be measured along the aisles and aisle
accessways without travel over or on the seats.
1013.4 Minimum egress widths: The minimum
clear width of stairways, passageways, doorways,
ramps and other means of egress shall provide
sufficient capacity in accordance with the provisions
of 780 CMR 10, except as modified by Table
1013.4.
Table 1013.4
MINIMUM EGRESS WIDTHS
SMOKE-PROTECTED ASSEMBLY
SEATING
Inches
of clear w
dth per seat served
Aisles,
Number of
seats in the
Stairs
with
Stairs
without
accessways,
doorways
Ramps
space
handrails
handrails
and ramps
steeper
within 30
within 30
not steeper
1 0 slope
inches
inches
than 1 in 10
slope
2,000 or less
0.300
0.375
0.200
0.220
5,000
0.200
0.250
0.150
0.165
10,000
0.130
0.163
0.100
0.110
15,000
0.096
0.120
0.070
0.077
20,000
0.076
0.095
0.056
0.066
25J300 or more
0.060
0.075
0.044
0.048
Note a. If risers exceed 7 inches in height, the
minimum clear width of stairs determined from the table
shall be multiplied by factor A where A = 1 + [(Riser
Height -7.0) -5].
Note b. 1 inch = 25.4 mm.
1013.5 Aisles: Aisles shall be provided in all
seating facilities except that an aisle is not required
where all of the following conditions exist.
1 . Seats are without backrests.
2. The rise from row to row does not exceed six
inches (152 mm) per row.
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MEANS OF EGRESS
3 The row spacing does not exceed 28 inches
(711 mm) unless the seatboards and footboards
are at the same elevation.
4 The number of rows does not exceed 16 in
height.
5. The first seatboard is not more than 12 inches
(305 mm) above the ground, floor surface or cross
aisle below.
6. Seatboards have a continuous flat surface.
7. Seatboards provide a walking surface with a
minimum width of 1 1 inches (279 mm).
8 Egress from seating is not restricted by rails,
guards or other obstructions.
1013.5.1 Termination: Where seats are without
backrests, dead ends in vertical aisles shall not
exceed a distance of 16 rows. For smoke-
protected assembly seating, the dead ends in
vertical aisles shall not exceed a distance of 21
rows. For smoke-protected assembly seating, a
longer dead-end aisle is permitted where seats
served by the dead-end aisle are not more than 40
seats from another aisle, measured along a row of
seats having an aisle accessway with a minimum
clear width of 12 inches (305 mm) plus 0.3 inch
(8 mm) for each additional seat above seven in the
row.
1013.5.2 Row width: For smoke protected
assembly seating, the maximum number of seats
in a row that has a minimum clear aisle accessway
width of 12 inches (305 mm) shall be as specified
in Table 1013.5.2.
Where the number of seats per row exceeds
that specified in Table 1013.5.2, the minimum
clear aisle accessway width for rows served by
aisles or doorways at both ends shall be 12 inches
(305 mm) plus 0.3 inch (7.5 mm) for every
additional seat beyond that specified in Table
1013.5.2 and there shall be not more than 100
seats per row; and for rows served by an aisle or
doorway at only one end of the row, the minimum
clear aisle accessway width shall be 12 inches
(305 mm) plus 0.6 inch (15 mm) for every
additional seat beyond that specified in Table
1013.5.2.
Table 1013.5.2
ROW LENGTH WITH 12-INCH AISLE
ACCESSWAY SMOKE-PROTECTED
ASSEMBLY SEATING
Total number of
seats in the
No. Of seats per row permitted to have a
minimum 1 2-inch clear width aisle
accesswav
space
Ajsle or doorway at
both ends of row
Aisle or doorway at
one end of row
Less than 4,000
4,000
7,000
10,000
13.000
16.000
19,000
::.000ormore
14
15
16
17
18
19
20
21
7
7
8
8
9
9
10
11
Note a. 1 inch = 25.4 mm.
1013.5.3 Single access row For rows of seating
served by an aisle or doorway at only one end of
the row in smoke-protected assembly seating, the
common path of [ravel from any seat to a point
where a person has a choice of two directions of
egress travel shall not exceed 50 feet ( 1 5240 mm).
1013.6 Bleacher footboards: Bleacher footboards
shall be provided for all rows of seats above the
third row or beginning at such a point where the
seatboard is more than two feet (610 mm) above the
ground, floor surface or cross aisle below. A
separate footboard is not required where the same
platform is used for both seating and the footboard,
provided that each level or platform is not less than
24 inches (610 mm) wide. On a horizontally
projected plane, horizontal gaps between footboards
and seatboards shall not exceed '/« inch (6 mm).
Openings between footboards and seatboards which
are located more than 30 inches (762 mm) above the
floor or grade below shall be provided with
intermediate construction such that a sphere with a
diameter of four inches (102 mm) cannot pass
through the opening.
1013.7 Spaces underneath seats: Spaces
underneath grandstand seats shall be kept free of all
combustible and flammable materials and shall not
be occupied or used for other than exits; except that
where enclosed in not less than one-hour
fireresistance rated construction, the code official
shall approve the use of such spaces for other
purposes, provided that the safety of the public is not
endangered.
780 CMR 1014.0 STAIRWAYS
1014.1 General: All stairways shall comply with
the provisions of 780 CMR 1014.0. 780 CMR
1014.11 shall be applicable only to interior
stairways. 780 CMR 1014.12 shall be applicable
only to exterior stairways.
1014.1.1 Walking surface: The maximum slope
of the walking surface of treads and landings shall
be one unit vertical in 48 units horizontal (1:48).
1014.2 Egress capacity: The egress capacity of
stairways and doors shall be computed in
accordance with 780 CMR 1009.0.
1014.3 Width: All means of egress stairways shall
not be less than 44 inches (1118 mm) in width.
Exceptions:
1. Stairways serving buildings of single-exit
construction where permitted by 780 CMR 1010.3
shall not be less than 36 inches (914 mm) in
width.
2 Spiral stairways as provided for in 780 CMR
1014.6.4.
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3. Stairways serving an occupancy in Use Group
R-3 shall not be less than 36 inches (914 mm) in
width.
4. Stairways serving and contained within a
single residential dwelling unit shall not be less
than 36 inches (914 mm) in width.
5. Stairways serving buildings having a total
occupant load of 50 or less shall not be less than
36 inches (914 mm) in width.
6. Where a stairway lift is installed on stairways
serving occupancies in Use Group R-3 or within
dwelling units in occupancies in Use Group R-2,
a clear passage width not less than 20 inches (508
mm) shall be provided.
1014.3.1 Restrictions: Means of egress stairways
shall not reduce in width in the direction of egress
travel. Projections into a required stairway width
are prohibited, except at and below handrail
height where, at each handrail, the projections
shall not exceed 3 Vi inches (89 mm) into the
required width.
1014.3.2 Landing width: The least dimension of
landings and platforms in means of egress
stairways shall not be less than the required width
of the stairway, except that the landing dimension
in the direction of egress travel is not required to
exceed four feet (1219 mm) where the travel from
one stair flight to the next stair flight is a straight
run.
1014.4 Headroom: The minimum headroom in all
parts of a stairway shall not be less than 80 inches
(2032 mm) measured vertically from the tread
nosing or from the floor surface of the landing or
platform.
1014.5 Vertical rise: A means of egress stairway
shall not have a height of vertical rise of more than
12 feet (3658 mm) between landings and
intermediate platforms.
1014.6 Treads and risers: Maximum riser height
shall be seven inches (178 mm) and minimum riser
height shall be four inches (102 mm). Minimum
tread depth shall be 1 1 inches (279 mm), measured
horizontally between the vertical planes of the
foremost projection of adjacent treads and at a right
angle to the tread's leading edge.
Exceptions:
1. Winders in accordance with 780 CMR
1014.6.3.
2. Spiral stairways in accordance with 780 CMR
1014.6.4.
3. Circular stairways in accordance with
780 CMR 1014.6.5.
4. Alternating tread stairways in accordance with
780 CMR 1014.6.6.
5. Stairways serving as aisles in assembly seating
areas where the stairway pitch or slope is set, for
sightline reasons, by the slope of the adjacent
seating area.
6. Any stairway replacing an existing stairway
within a space where, because of existing
construction, the pitch or slope cannot be reduced.
7. Existing stairways.
8. In occupancies in Use Group R-3 and within
dwelling units in occupancies in Use Group R-2,
the maximum riser height shall be S'A inches (210
mm) and the minimum tread depth shall be nine
inches (229 mm). A one-inch (25 mm) nosing
shall be provided on stairways with solid risers.
9. Stairways in penal facilities serving guard
towers, observation stations and control rooms not
more than 250 square feet (23 m2 ) in area shall be
permitted to have risers not exceeding eight
inches (203 mm) in height and treads not less than
nine inches (229 mm) in depth.
1014.6.1 Profile: The radius of curvature at the
leading edge of the tread shall not be greater than
Vi inch (13 mm). Bevelling of nosings shall not
exceed 'A inch (13 mm). Risers shall be solid and
vertical or sloped from the underside of the
leading edge of the tread above at an angle not
more than 30° (0.52 rad) from the vertical. The
leading edge of tread shall not project more than
V/i inches (38 mm) beyond the tread below.
Exception: Solid risers are not required for
stairways serving dwelling units which are not
required to be accessible or adaptable in
accordance with 521 CMR, the Rules and
Regulations of the Architectural Access
Board, referenced in 780 CMR 11, and listed
in Appendix A, provided that the opening
between treads does not permit the passage of
a sphere with a diameter of four inches (102
mm).
1014.6.2 Dimensional uniformity: There shall
not be variation exceeding 3/16 inch (5 mm) in the
depth of adjacent treads or in the height of
adjacent risers. The tolerance between the largest
and smallest riser or between the largest and
smallest tread shall not exceed % inch (10 mm) in
any flight of stairs.
Exceptions:
1. Where the bottom riser adjoins a sloping
public way, walk or driveway which has an
established grade and serves as a landing, a
variation in the height of the bottom riser shall
not exceed three inches (76 mm) in every three
feet (914 mm) of stairway width.
2. On stairways serving as aisles in assembly
seating, where necessitated by changes in the
gradient of adjoining seating areas to maintain
adequate sightlines, the maximum
nonuniformity of riser heights within a flight
and the nonuniformity between adjacent risers
shall not apply. Where a nonuniformity
exceeds 3/16 inch (5 mm) between adjacent
risers, the exact location of the nonuniformity
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shall be indicated with a distinctive marking
stripe on each tread at the nosing or leading
edge adjacent to the nonuniform risers.
1014.6.3 Winders: Winders shall not be
permitted in required means of egress stairways
except in occupancies in Use Group R-3 and
stairways serving a single dwelling unit Such
winders shall have a tread depth of not less than
nine inches (229 mm) at a point not more than 12
inches (305 mm) from the side where the tread is
narrower and the minimum tread depth shall not
be less than six inches (152 mm).
1014.6.4 Spiral stairways Spiral stairways shall
not be used as an element of a means of egress
except: in occupancies in Use Group R-3; within
a single dwelling unit; from a mezzanine area not
more than 250 square feet (23.25 m2) in area
which serves not more than five occupants; and in
penal facilities from a guard tower, observation
station or control room not more than 250 square
feet (23 m2) in area. The minimum width of all
spiral stairways shall be 26 inches (660 mm) with
each tread having a 7y2-inch (191 mm) minimum
tread depth at 12 inches (305 mm) from the
narrow edge. All treads shall be identical and the
rise shall not be more than 9'/2-inches (241 mm)
A minimum headroom of six feet six inches (198;
mm) shall be provided.
1014.6.5 Circular stairways. Circular stairways
shall have a minimum tread depth and a maximum
riser height in accordance with 780 CMR 1014.6
and the smaller radius shall not be less than twice
the width of the stairway. The minimum tread
depth measured 12 inches (305 mm) from the
narrower end of the tread shall not be less than 1 1
inches (279 mm).
1014.6.6 Alternating tread stairways:
Alternating tread stairways are permitted as an
element of a means of egress in buildings from a
mezzanine area not more than 250 square feet (23
nr) in area and which serves not more than five
occupants; and in penal facilities, from a guard
tower, observation station or control room not
more than 250 square feet (23 m2) in area.
Alternating tread stairways are also permitted for
access to roofs as provided for in 780 CMR
1027.0.
1014.6.6.1 Handrails of alternating tread
stairways: Handrails shall be provided on
both sides of alternating tread stairways and
shall conform to 780 CMR 1022.0.
1014.6.6.2 Treads of alternating tread
stairways: Alternating tread stairways shall
have a minimum projected tread of five inches
(127 mm), a minimum tread depth of 8V2
inches (216 mm), a minimum tread width of
seven inches (178 mm) and a maximum riser
to the next surface of the alternating tread of
9Vi inches (241 mm). The initial tread of the
stairway shall begin at the same elevation as
the platform, landing or floor surface.
Exception: Alternating tread stairways used
as an element of a means of egress in
buildings from a mezzanine area not more
than 250 square feet (23 m2) in area which
serves not more than five occupants shall
have a minimum projected tread of 8'/2
inches (216 mm) with a minimum tread
depth of 10V2 inches (267 mm). The rise to
the next alternating tread surface shall not be
more than eight inches (203 mm)
1014.7 Stairway guards and handrails: Stairways
shall have continuous guards and handrails on both
sides. Intermediate handrails are required so that all
portions of the required width of stairs are within 30
inches (762 mm) of a handrail On monumental
stairs, handrails shall be located along the most
direct path of egress travel Handrails shall be
provided for alternating tread stairways in
accordance with 780 CMR 1014.6.6.1. Guards shall
be constructed in accordance with 780 CMR. 1021.0.
Handrails shall be constructed in accordance with
780 CMR 1022.0.
Exceptions:
1 . Stairways with fewer than three risers are not
required to have handrails where serving a single
dwelling unit or where such stairways are not in
an exit access corridor or aisle, exit or exit
discharge.
2. Aisle stairs provided with a center handrail or
serving seating on one side shail be equipped with
a minimum of one handrail.
3. Stairways within a dwelling unit shall be
equipped with a minimum of one handrail.
4. Spiral stairways shall be equipped with a
minimum of one handrail
1014.8 Egress doors: Means of egress stairway
doors shall provide an egress capacity of not less
than the required capacity of the stairway which
serves the floor or area from which the egress door
leads.
1014.8.1 Width: The minimum required width of
every door to or from a means of egress stairway
shall be determined by the most restrictive of the
following criteria:
1 293/4-inch (756 mm) clear width within a
dwelling unit that is not required to be
accessible or adaptable.
2. 36-inch (914 mm) minimum width of door
ieaf in an occupancy in Use Group 1-2.
3 32-inch (813 mm) clear width in all other
cases.
1014.8.2 Direction of swing: All means of egress
doors shall swing on a landing in the direction of
egress travel. When opening, egress doors shall
not reduce the width of landings to less than one-
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half of the required width. When fully open,
means of egress doors shall not project more than
seven inches (178 mm) into the required width.
Exception: Doors leading from a room or
tenant space to a stairway in buildings in which
only one exit is required are not required to
swing in the direction of egress travel.
1014.8.3 Door construction: All doorway
opening protectties shall be fire doors complying
with 780 CMR 716.0. Labeled means of egress
fire doors shall have a maximum transmitted
temperature end point of not more than 450°F
(232°C) above ambient at the end of 30 minutes
of standard fire test exposure.
1014.9 Stairway construction: All stairways shall
be built of materials consistent with the types of
materials permitted for the type of construction of
the building; except that wood handrails shall be
permitted for all types of construction. Such
stairways shall have solid treads and landing
platforms, and all finish floor surfaces shall be of
slip-resistant materials
1014.9.1 Strength: All stairways, platforms and
landings in other than occupancies in Use Group
R-3 shall be adequate to support a live load of 1 00
pounds per square foot (488.20 kg/m2) and a
concentrated load of 300 pounds (136.20 kg).
1014.10 Discharge identification Exit stairways
which continue beyond the level of exit discharge
shall be interrupted at the level of exit discharge by
partitions, doors or other effective means of
preventing persons from continuing past the floor of
discharge while egressing.
1014.11 Interior stairway enclosures: Interior exit
stairways shall be enclosed with fire separation
assemblies having a fireresistance rating of not less
than two hours except that such stairways in
occupancies in Use Group A, B, E, F, H-4, I, M, R
or S which connect less than four stories shall be
enclosed with fire separation assemblies having a
fireresistance rating of not less than one hour. An
exit stairway enclosure shall not be used for any
purpose other than means of egress. Openings in
exit enclosures, other than unexposed exterior
openings, shall be limited to those necessary for exit
access to the enclosure from normally occupied
spaces and for egress from the enclosure.
Exceptions:
1. Stairways are not required to be enclosed in
occupancies in Use Group A-5 in which all
portions of the means of egress are essentially
open to the outside.
2. Stairways serving and contained within a
single residential dwelling unit in occupancies in
Use Group R-2 or R-3 are not required to be
enclosed
3. Stairways that are not a required means of
egress element are not required to be enclosed
where such stairways comply with 780 CMR
713.3.
4. Stairways in open parking structures which
serve only the parking structure are not required
to be encloed.
5. Stairways in occupancies in Use Group 1-3 as
provided for in 780 CMR 410.3.7.
1014.11.1 Exterior walls: Exterior walls of an
enclosed exit stairway shall comply with the
requirements of 780 CMR 705.0 for exterior
walls. Where nonrated walls or unprotected
openings enclose the exterior of the stairway, the
building exterior walls within ten feet (3048 mm)
horizontally of the nonrated wall or unprotected
opening shall be constructed as required for
stairway enclosures, including opening
protectives, but are not required to exceed a one-
hour fireresistance rating with 3/4-hour opening
protectives This construction shall extend
vertically from a point ten feet (3048 mm) above
the topmost landing of the stairway or to the roof
line, whichever is lower, and down to the ground
1014.11.2 Penetrations: Penetrations into and
openings through an exit enclosure assembly are
prohibited except for required exit doors,
ductwork and equipment necessary for
independent stair pressurization, required
ventilation sprinkler piping, standpipes and
electrical conduit serving the stairway and
terminating at a steel box that does not exceed 1 6
square inches (10323 mm2) in area. There shall
not be any penetrations or communicating
openings, whether protected or not between
adjacent stairway enclosures.
1014.11.3 Door locks: All interior stairway
means of egress doors shall be openable from
both sides without the use of a key or special
knowledge or effort.
Exceptions:
1 . Stairway discharge doors shall be operable
from the egress side and shall only be locked
from the opposit side.
2. 780 CMR 1014.0 shall not apply to doors
arranged in accordance with 780 CMR 403. 10
and 10174
1014.11.4 Exit signs: Each door to an enclosed
exit stairway shall be equipped with tactile
signage reading "Exit" complying with CABO
Al 17.1 listed in Appendix A and installed on the
side of the door from which egress is to be made.
1014.11.5 Stairway floor number signs: A sign
shall be provided at each floor landing in all
interior exit stairways connecting more than three
stones designating the floor level above and
below the level of exit discharge the identification
of the stairway and the availability of roof access
from that stairway. The sign shall be located
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approximately five feet (1524 mm) above the
floor landing in a position which is readily visible
when the doors are in the open and closed
positions.
1014.12 Exterior stairways: Exterior stairways
shall have openings on at least one side facing an
outer court, yard or public way. The openings shall
have an aggregate width of not less than 20% of the
stairway perimeter and an aggregate area on each
level of not less than 12% of the total perimeter wall
area of each level. In other than occupancies in Use
Group R-3, treads, platforms and landings which are
part of exterior stairways in climates subject to snow
or ice shall be protected to prevent accumulation of
same. Exterior stairways shall not be accepted as an
exit in the following cases:
1. Occupancies in Use Groups 1-2 and 1-3 in
buildings that exceed four stories or 50 feet
(15240 mm) in height.
2. Floors that exceed five stories or 65 feet
(19812 mm) in height above the level of exit
discharge.
1014.12.1 Location: Exterior exit stairways shall
not project beyond the street lot line. Exterior
exit stairways shall be located at least ten feet
(3048 mm) from adjacent lot lines and from other
buildings on the same lot unless openings in such
buildings are protected by %-hour opening
protectives.
Exception: Noncombustible exterior
stairways constituting not more than 50% of
the required means of egress shall be exempt
from the ten-foot (3048 mm) fire separation
distance requirement.
1014.12.2 Protection: Exterior exit stairs shall be
separated from the interior of the building by
walls with a fireresistance rating of not less than
one hour, with fixed or self-closing opening
protectives as required in 780 CMR 1014.11.
This protection shall extend vertically from a
point ten feet (3048 mm) above the topmost
landing or the roof line, whichever is lower, down
to the ground, and shall extend horizontally ten
feet (3048 mm) from each side of the stairway.
Openings within the horizontal ten-foot (3048
mm) extension of the protected walls beyond the
stairway shall be equipped with fixed 3/4-hour
opening protective assemblies.
Exceptions:
1 . Occupancies, other than those in Use Group
R-l or R-2, in buildings that are two stories or
less above grade where the level of exit
discharge is the first story above grade.
2. Separation from the interior of the building
is not required where the exterior stairway is
served by an exterior exit access balcony that
connects tworemote exterior stairways or other
approved exits, with a perimeter which is not
less than 50% open. To be considered open.
the opening shall be a minimum of 50% of the
height of the enclosing wall, with the top of the
openings not less than seven feet (2134 mm)
above the top of the balcony.
3. Separation from the interior of the building
is not required for an exterior stairway located
in a building or structure that is permitted to
have unenclosed interior exit stairways in
accordance with 780 CMR 1014.11.
780 CMR 1015.0 SMOKEPROOF
ENCLOSURES
1015.1 General: A smokeproof enclosure shall
consist of an enclosed interior exit stairway that
conforms to 7S0 CMR 1014.0 and an outside
balcony or a ventilated vestibule meeting the
requirements of 780 CMR 1015.0. Where access to
the roof is required by 780 CMR 1027.0, such access
shall be from the smokeproof enclosure where a
smokeproof enclosure is required.
1015.2 Where required: In buildings having a
height of 70 feet above the grade plane, at least one
exit stairwell shall be protected by a smokeproof
enclosure serving all floor levels. In buildings
having exit stairwells more than 30 feet below the
level of exit discharge, at least one exit stairwell
shall be protected by a smokeproof enclosure
serving all floor levels located below the level of exit
discharge.
Exception: Occupancies in Use Group 1-2.
1015.3 Access: Access to the stair shall be from
every story and shall be by way of a vestibule or by
way of an open exterior balcony, except that a
vestibule or balcony is not required for a smokeproof
enclosure that consists of a pressurized stairway
complying with 780 CMR 1015.7. The minimum
dimension of the vestibule shall not be less than the
required width of the corridor leading to the
vestibule but shall not have a width of less than 44
inches (1118 mm) and shall not have a length of less
than 72 inches (1829 mm) in the direction of egress
travel.
1015.4 Construction: The smokeproof enclosure
shall be separated from the remainder of the building
by not less than a two-hour fireresistance rated fire
separation assembly without openings other than the
required means of egress doors. The vestibule shall
be separated from the stairway by not less than a
two-hour fireresistance rated fire separation
assembly. The open exterior balcony shall be
constructed in accordance with the fireresistance
rating requirements for floor construction.
1015.4.1 Door closers: All doors in a smokeproof
enclosure shall be self-closing or shall be
automatic-closing by actuation of a smoke
detector installed at the floor side entrance to the
smokeproof enclosure in accordance with
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780 CMR 716.5. The actuation of the smoke
detector on any door shall activate the closing
devices on all doors in the smoke proof enclosure
at all levels. Smoke detectors shall be installed in
accordance with 780 CMR 918.8.
1015.5 Natural ventilation alternative: The
provisions of 780 CMR 1015.5.1 through 1015.5.3
shall apply to ventilation of smokeproof enclosures
by natural means.
1015.5.1 Balcony doors: Where access to the
stairway is by way of an open exterior balcony,
the door assembly into the enclosure shall be a
fire door in accordance with 780 CMR 716.0.
1015.5.2 Vestibule doors: Where access to the
stairway is by way of a vestibule, the door
assembly into the vestibule shall be a. fire door
complying with 780 CMR 716.0. The door
assembly from the vestibule to the stairway shall
have not less than a 20-minute fire protection
rating complying with 780 CMR 716.0.
1015.5.3 Vestibule ventilation: Each vestibule
shall have a minimum net area of 16 square feet
(1.49 m2) of opening in a wall facing an outer
court, yard or public way which is at least 20 feet
(6096 mm) in width.
1015.6 Mechanical ventilation alternative: The
provisions of 780 CMR 1015.6.1 through 1015.6.4
shall apply to ventilation of smokeproof enclosures
by mechanical means.
1015.6.1 Vestibule doors: The door assembly
from the building into the vestibule shall be afire
door complying with 780 CMR 716.0. The door
assembly from the vestibule to the stairway shall
have not less than a 20-minute fire protection
rating in accordance with 780 CMR 716.0. The
door from the building into the vestibule shall be
provided with gaskets or other provisions to
minimize air leakage.
1015.6.2 Vestibule ventilation: The vestibule
shall be supplied with not less than one air change
per minute, and the exhaust shall not be less than
150% of supply. Supply air shall enter and
exhaust air shall discharge from the vestibule
through separate, tightly constructed ducts used
only for that purpose. Supply air shall enter the
vestibule within six inches (152 mm) of the floor
level. The top of the exhaust register shall be
located at the top of the smoke trap but not more
than six inches (152 mm) down from the top of
the trap, and shall be entirely within the smoke
trap area. Doors in the open position shall not
obstruct duct openings. Duct openings with
conti oiling dampers are permitted where
necessary to meet the design requirements, but
dampers are not otherwise required.
1015.6.2.1 Engineered ventilation system:
Where a specially engineered system is used,
the systems shall exhaust a quantity of air
equal to not less than 90 air changes per hour
from any vestibule in the emergency operation
mode and shall be sized to handle three
vestibules simultaneously. Smoke detectors
shall be located at the floor side entrance to
each vestibule and shall activate the system for
the affected vestibule. Smoke detectors shall
be installed in accordance with 780 CMR
918.8.
1015.6.3 Smoke trap: The vestibule ceiling shall
be at least 20 inches (50S mm) higher than the
door opening into the vestibule to serve as a
smoke and heat trap and to provide an upward
moving air column. The height shall not be
decreased unless approved and justified by design
and test.
1015.6.4 Stair shaft air movement system: The
stair shaft shall be provided with a dampered
relief opening and supplied with sufficient air to
maintain a minimum positive pressure of 0.10
inch of water column (24.88 P) in the shaft
relative to the vestibule with all doors closed.
1015.7 Ventilating equipment: The activation of
ventilating equipment required by the alternatives in
780 CMR 1015.6 and 1015.7 shall be by smoke
detectors installed at each floor level at an approved
location at the entrance to the smokeproof enclosure .
When the closing device for the stair shaft and
vestibule doors is activated by smoke detection or
power failure, the mechanical equipment shall
activate and operate at the required performance
levels. Smoke detectors shall be installed in
accordance with 780 CMR 918 8.
1015.7.1 Ventilation systems: Smokeproof
enclosure ventilation systems shall be
independent of other building ventilation systems.
The equipment and ductwork shall comply with
one of the following:
1. Equipment and ductwork shall be located
exterior to the building and shall be directly
connected to the smokeproof enclosure or
connected to the smokeproof enclosure by
ductwork enclosed by two-hour fireresistance
rated fire separation assemblies.
2. Equipment and ductwork shall be located
within the smokeproof enclosure with intake or
exhaust directly from and to the outside or
through ductwork enclosed by two-hour
fireresistance raxed fire separation as semblies.
3. Equipment and ductwork shall be located
within the building if separated from the
remainder of the building, including other
mechanical equipment, by two-hour
fireresistance rated fire separation assemblies.
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1015.7.2 Standby power: Mechanical vestibule
and stair shaft ventilation systems and automatic
fire detection systems shall be powered by an
approved standby power system conforming to
7S0 CMR 403.9.1 and 527 CMR 12.00, the
Massachusetts Electrical Code, referenced in
780 CMR 27, and listed in Appendix A.
1015.7.3 Acceptance and testing: Before the
mechanical equipment is approved, the system
shall be tested in the code official's presence to
confirm that the system is operating in compliance
with these requirements.
780 CMR 1016.0 RAMPS
1016.1 Capacity: The capacity of a ramp used as a
means of egress component shall be computed in
accordance with 780 CMR 1009.0.
1016.2 Minimum dimensions: The minimum
dimensions of means of egress ramps shall comply
with 780 CMR 1016.2.1 through 1016.2.3.
1016.2.1 Width: The minimum width of a means
of egress ramp shall not be less than that required
for corridors by 780 CMR 101 1.3.
1016.2.2 Headroom: The minimum headroom in
all parts of the means of egress ramp shall not be
less than SO inches (2032 mm).
1016.2.3 Restrictions: Means of egress ramps
shall not reduce in width in the direction of egress
travel. Projections into the required ramp and
landing width are prohibited except at and below
handrail height where, at each handrail, the
projections shall not exceed VA inches (89 mm)
into the required width. Doors opening onto a
landing shall not reduce the clear width to less
than 42 inches (1067 mm).
1016.3 Maximum slope: The maximum slope of
means of egress ramps in the direction of travel shall
be one unit vertical in 12 units horizontal (1:12);
except the maximum slope shall be: one unit
vertical in eight units horizontal (1:8) if the rise is
limited to three inches (76 mm); one unit vertical in
ten units horizontal ( 1 : 1 0) if the rise is limited to six
inches (152 mm). The maximum slope across the
direction of travel shall be one unit vertical in 48
units horizontal (1:48).
Exception: Aisles in areas of Use Group A shall
comply with 780 CMR 1012.0.
1016.4 Landings: Ramp slopes of one unit vertical
in 12 units horizontal (1:12) or steeper shall have
landings at the top, bottom, all points of turning,
entrance, exit and at doors. Ramps shall not have a
vertical rise greater than 30 inches (762 mm)
between landings. The maximum slope of landings
shall be one unit vertical in 48 units horizontal
(1:48) The least dimension of a landing shall not be
less than the required width of the ramp except that
the landing dimension in the direction of travel is not
required to exceed four feet (1219 mm) where the
travel from one ramp to the next ramp is a straight
run.
Exception: Aisles in areas of Use Group A shall
comply with 780 CMR 1012.0.
1016.5 Guards and handrails: Guards shall be
provided on both sides of the ramp and shall be
constructed in accordance with 780 CMR 1021.0.
Handrails conforming to 780 CMR 1022.0 shall be
provided on both sides of every ramp having a slope
greater than one unit vertical in 20 units horizontal
(1:20). Handrails are not required on ramps where
the vertical rise between landings is six inches (152
mm) or less.
Exception: Handrails in aisles in occupancies in
Use Group A shall comply with 780 CMR 1012.0.
1016.5.1 Drop-offs: The sides of ramps and
landings with a drop-off shall have a curb with a
minimum four-inch (102 mm) height above the
walking surface or shall be provided with a
guardrail.
1016.6 Ramp construction: Ramps used as an exit
shall conform to the applicable requirements of
780 CMR 1014.9 as to materials of construction and
enclosure.
1016.6.1 Surface: For all slopes exceeding one
unit vertical in 20 units horizontal (1:20) and
where the use is such as to involve danger of
slipping, the ramp shall be surfaced with approved
slip-resistant materials.
1016.6.2 Exterior ramps: Exterior ramps and
landings shall be designed and constructed to
prevent water from accumulating on the walking
surface.
780 CMR 1017.0 MEANS OF EGRESS
DOORWAYS
1017.1 General: The requirements of 7S0 CMR
1017.0 shall apply to all doorways serving as a
component or element of a. means of egress, except
as provided for in 780 CMR 1014.8, 1014.12.2,
1015.5.1.1015.5.2 and 1015.6.1.
1017.1.1 Floor surface. The floor surface on
both sides of a door shall be at the same elevation.
The floor surface over which the door swings
shall be at the same elevation as the floor level at
the threshold and shall extend from the door in the
closed position a distance equal to the door width.
Exception: This requirement shall not apply
to:
1. Exterior doors, as provided for in 780 CMR
1005.6, which are not on an accessible route.
2. Variations in elevation due to differences in
finish materials, but not more than Vi inch (13
mm).
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Thresholds at doorways shall not exceed V*
inch (19 mm) in height above the finished floor
surface for exterior residential sliding doors or Vz
inch (13 mm) for all other doors. Raised
thresholds and floor level changes greater than V*
inch (6 mm) at doorways shall be beveled with a
slope not greater than one unit vertical in two
units horizontal (1 :2).
1017.2 Number of doorways: Each occupant of a
room or space shall have access to at least two exits
or exit access doors from the room or space where
the occupant load of the space exceeds that listed in
Table 1017.2, or where the travel distance from any
point within the space to an exit or exit access door
exceeds that listed in Table 1017.2. Where the
occupant load of a room or space is between 501 and
1,000, a minimum of three exits or exit access doors
shall be provided. Where the occupant load of a
room or space exceeds 1,000, a minimum of four
exits or exit access doors shall be provided.
Exceptions:
1. Boiler, incinerator and furnace rooms shall be
provided with two egress doorways where the
area exceeds 500 square feet (47 m2) and
individual fuel-fired equipment exceeds 400,000
Btuh (117 kW) input capacity. Door ways shall
be separated by a horizontal distance equal to not
less than one-half of the diagonal dimension of
the room. Where two doorways are required by
this exception, a fixed ladder access out of the
room shall be permitted in lieu of one doorway.
2. In an occupancy in Use Group 1-2, any room
and any suite of rooms as permitted in 780 CMR
1011.1.1, Exception No. 3, of more than 1,000
square feet (93 m2), shall have at least two exit
access doors remote from each other.
Table 1017.2
SPACES WITH ONE MEANS OF EGRESS
Use Group
Maximum
Maximum travel
distance (feet)
occupant load
A.B.E.F.M
50
75
H-la,H-2,H-3
3
25
H-4
10
75
LR
10
75
s
30
100
Note a. For requirements for areas and spaces in Use
Group H-l, see 780 CMR 418.2.2.
Noteb. 1 foot = 304.8 mm.
1017.2.1 Entrance and egress doorways: Where
separate doors are provided for entrance and
means of egress, the entrance door shall be clearly
marked "Entrance Only" in letters not less than
six inches (152 mm) in height and legible from
both inside and outside.
1017.2.2 Location of doors: The required
doorways opening from a room or space within a
building and leading to an exit access shall be
located as remote as practicable from each other
and shall conform to 780 CMR 1006.4.1. The
distance of exit access travel from any point in a
room or space to a required exit door shall not
exceed the limitations of 780 CMR 1006.5.
1017.2.3 Door arrangement: The space between
doors in series shall not be less than seven feet
(2134 mm) as measured when the doors are in the
closed position.
Exception: Power-operated doors and
occupancies in Use Groups 1-1 and R-3.
1017.3 Size of doors: The minimum width of each
door opening shall be sufficient for the occupant
load thereof and shall provide a clear width of not
less than 32 inches (813 mm). Where 780 CMR
1017.0 requires a minimum clear width of 32 inches
(813 mm) and a door opening includes two door
leaves without a mullion, one leaf shall provide a
clear opening width of 32 inches (813 mm). The
maximum width of a swinging door leaf shall be 48
inches nominal. Means of egress doors in an
occupancy in Use Group 1-2 used for the movement
of beds shall be at least 44 inches (1118 mm) wide.
The height of doors shall not be less than 80 inches
(2032 mm).
Exceptions:
1 . A means of egress door serving a storage area
of not more than 800 square feet (74 m2) and
which is normally unoccupied shall have a
maximum width often feet (3048 mm).
2. The minimum and maximum width shall not
apply to doors that are not required for means of
egress in occupancies in Use Groups R-2 and R-3 .
3. Door openings to resident sleeping rooms in
occupancies in Use Group 1-3 shall have a clear
width of not less than 28 inches (71 1 mm).
4. Door openings to storage closets less than ten
square feet (0.93 m2) in area shall not be limited
by the minimum width.
5. Width of door leafs in revolving doors that
comply with 780 CMR 1018.0 shall not be
limited.
6. Door openings within a dwelling unit shall not
be less than 78 inches (1981 mm) in height.
7. Exterior door openings in dwelling units, other
than the required exit door, shall not be less than
76 inches (1930 mm) in height.
8. Interior egress doorways within a dwelling unit
not required to be adaptable or accessible shall
have a minimum clear width of 29%-inches (755
mm).
1017.4 Door hardware: Door handles, pulls,
latches, locks and other operating devices shall be at
a maximum height of 48 inches (1219 mm) above
the finished floor The operating devices shall be
capable of operation with one hand and shall not
require tight grasping, tight pinching or twisting of
the wrist to operate. All means of egress doors shall
be of a side-swinging type. All doors shall swing in
the direction of egress where serving an occupant
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load of 50 or more persons or where serving a high-
hazard occupancy. The opening force for interior
sideswinging doors without closers shall not exceed
a five-pound (24 N) force. For all other side-
swinging, sliding and folding doors, the door latch
shall release when subjected to a 15-pound (73 N)
force. The door shall be set in motion when
subjected to a 30-pound (146 N) force The door
shall swing to a full-open position when subjected to
a 1 5-pound (73 N) force. Forces shall be applied to
the latch side
Exceptions:
1 . Doors to private garages, factory and storage
areas with an occupant load often or less.
2. Horizontal sliding-type doors complying with
780 CMR 410.4.2 shall be permitted in a means of
egress in occupancies in Use Group 1-3 .
3 . Doors within or serving a single dwelling unit
which is not required to be accessible or adaptable
by 780 CMR 1 1, are not required to be provided
with lever handled operating devices.
4. Revolving doors conforming to 780 CMR
1018.0
5. Horizontal sliding doors complying with
780 CMR 1017.4.4 shall be permitted in a means
of egress in areas of refuge as described in
780 CMR 1007.5 and areas, other than high-
hazard occupancies, that serve an occupant load
of less than 50.
1017.4.1 Locks and latches: All means of egress
doors shall be readily openable from the side from
which egress is to be made without the use of a
key or special knowledge or effort Refer to
M.G.L. c 143 § 3R for locking devices on the
exterior doors of apartment houses.
Exceptions
1 Key operation shall be permitted from a
dwelling unit provided that the key cannot be
removed from the lock when the door is locked
from the side from which egress is to be made
2 Locking devices conforming to 780 CMR
409.3.2 shall be permitted in occupancies in
Use Group 1-2.
3 . Locks conforming to 780 CMR 410.4 shall
be permitted in occupancies in Use Group 1-3 .
4 Means of egress doors from individual
dwelling units and guestrooms of occupancies
in Use Group R having an occupant load often
or less shall be permitted to be equipped with
a night latch, dead bolt or security chain,
provided that such devices are openable from
the inside without the use of a key or tool and
are mounted at a height not to exceed 48 inches
(1219 mm) above the finished floor.
5. Special locking arrangements conforming
to 780 CMR 1017.4.1.2 or 780 CMR
1017.4.1.3.
6 In occupancies in Use Groups B, F, M and
S, the main exterior means of egress door is
permitted to be equipped with a key-operated
locking device from the egress side where in
compliance with the following three
conditions:
6. 1 . The locking device is of a type that is
readily distinguishable as locked
6.2. A readily visible, durable sign is posted
on the egress side on or adjacent to the door
stating "This Door To Remain Unlocked
When This Building Is Occupied " The sign
shall be in letters not less than one inch (25
mm) high on a contrasting background.
6.3 The main exterior door is a single door
or a pair of doors which, when unlocked, the
door or both leafs of a pair of doors swing
free.
7 Locking arrangements conforming to
780 CMR 1017.4.5.
S. In occupancies in Use Group l-l and 1-2
locks shall be permitted under the following
conditions:
a. Patient sleeping room doors may be
provided with key locking devices that
restrict access to the room from the
corridor and that are openable only by
staff from the corridor side, provided such
device shall not restrict egress from the
sleeping room.
b. All other means of egress doors may be
provided with key locking devices where
the clinical needs of the patients require
specialized security measures for their
safety, or for the protection of the public,
provided keys are carried 24 hours per day
by staffing at all times, who have been
trained in emergency evacuation
procedures.
1017.4.1.1 Flush and surface bolts: Manually
operated edge or surface-mounted flush bolts
and surface bolts are prohibited. Where means
of egress doors are used in pairs and approved
automatic flush bolts are used, the door leafs
having the automatic flush bolts shall not have
a door knob or surface-mounted hardware
The unlatching of any leaf shall not require
more than one operation.
1017.4.1.2 Special locking arrangements: In
buildings that are equipped throughout with an
automatic sprinkler system installed in
accordance with 780 CMR 906.2. 1 or with an
automatic fire detection system, doors in a
means of egress serving occupancies in Use
Group B, E, F, I, M S or R, shall be unlocked
or shall be equipped with approved egress
control devices which shall unlock in
accordance with items 780 CMR 1017.4. 1 .2. 1
through 7. A building occupant shall not be
required to pass through more than one door
equipped with a special locking device before
entering an exit.
1 . Actuation of the automatic sprinkler
system or automatic fire detection system.
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2. Loss of power to the egress control
device.
3. Loss of power to the building.
4. Capability of being unlocked manually
by a signal from an emergency control
station.
5. The initiation of an irreversible and
automatic process that will release the latch
within 15 seconds when a force of not more
than 15 pounds (73 N) is applied for one
second to the release device and not relock
until the door has been opened and returned
to the closed position for not less than 30
seconds. Any reopening of the door shall
restart the 30-second relocking cycle. Any
attempt to exit which exceeds one second
shall render the door openable. The time
delay and the minimum relocking cycle time
shall not be field adjustable.
Exceptions:
1 . An increase in the time delay to 30
seconds shall not be permitted except as
approved by the code official..
2. An increase in the relocking cycle
time to 45 seconds shall not be permitted
except as approved by the code official.
3. In Use Group B buildings where one
tenant occupies the entire floor and the
building has a security station staffed 24
hours each day, the installation of a
door release device described in
780 CMR 1017.4.1.2, item 5, may be
omitted on egress doors in elevator
lobbies provided that all other items in
780 CMR 1017.4.1.2 are met, and in
addition, the following items are met:
a. The building is equipped
throughout with both a supervised
automatic fire sprinkler system and a
supervised automatic fire alarm
system.
b. The supervised automatic fire
sprinkler system and the supervised
fire alarm system shall interface with
the access control system to unlock the
doors automatically upon activation of
either system.
c The elevator lobby shall be
equipped with a telephone connected
directly to the staffed security station
and a sign having block letters one
inch in height shall be provided
directly above the telephone and shall
state: "In case of emergency, pick up
telephone You will be connected
directly to security personnel".
6. Initiation of the irreversible process shall
activate an audible alarm in the vicinity of
the door.
7. A sign having block letters of one inch
(25 mm) in height shall be provided on the
door above and within 12 inches (305 mm)
of the release device stating "Push until
alarm sounds. Door can be opened in 15
seconds."
1017.4.1.3 Security locking arrangements in
penal facilities: In occupancies in Use Groups
A-3, A-4, B, E, F, 1, M and S within penal
facilities, doors in means of egress serving
rooms or spaces occupied by persons whose
movements must be controlled for security
reasons shall be permitted to be locked if
equipped with egress control devices which
shall unlock manually and by at least one of
the following means.
1. Actuation of an automatic fire
suppression system required by 780 CMR
904.1.
2. Actuation of a key-operated manual
alarm station required by 780 CMR 917.4.
3 A signal from a central control station.
1017.4.2 Panic hardware: All doors equipped
with latching devices in occupancies in Use
Groups A and E or portions of buildings occupied
for assembly or educational purposes and serving
rooms or spaces with an occupant load greater
than 100, shall be equipped with approved panic
hardware. Acceptable panic hardware shall be a
door latching assembly incorporating a device
which causes the door latch to release and the leaf
to open when a force of 15 pounds (73 N) is
applied in the direction of egress to a bar or panel,
the activating portion of which extends not less
than one-half of the width of the door leaf, and is
applied at a height greater than 30 inches (762
mm) but less than 44 inches (1118 mm) above the
floor. The force shall be applied at the lock side
of the door or 30 inches (762 mm) from the
hinged side, whichever is farther from the hinge.
Where fire door assemblies are required to have
panic hardware, approved fire exit hardware shall
be used
1017.4.3 Power-operated doors: Where means
of egress doors are operated by power, such as
doors with a photoelectric-actuated mechanism to
open the door upon the approach of a person, or
doors with power-assisted manual operation, the
design shall be such that in the event of power
failure, the door is capable of being opened
manually to permit means of egress travel or
closed where necessary to safeguard means of
egress. The forces required to open these doors
manually shall not exceed those specified in
780 CMR 1017.4 except that the force to set the
door in motion shall not exceed 50 pounds (244
N). The door shall be capable of swinging from
any position to the full width of the opening in
which such door is installed when a force is
applied to the door on the side from which egress
is made.
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Exceptions:
1. Occupancies in Use Group 1-3.
2. Horizontal sliding doors complying with
780 CMR 1017.4.4.
1017.4.4 Horizontal sliding doors: In other than
occupancies in Use Group FL horizontal sliding
doors that are considered a component of a means
of egress shall comply with all of the following
criteria:
1 . The door serves an occupant load of less
than 50;
2. The door shall be power operated and be
capable of being operated manually in the
event of power failure;
3 The door shall be openable from both sides
without special knowledge or effort.
4 The force required to operate the door shall
not exceed 30 pounds (146 N) to set the door in
motion and 15 pounds (73 N) to close the door
or to open such door to the minimum required
width;
5. The door shall be openable with a force not
to exceed one ounds (73 N) when a force of
250 pounds (12220 N) is applied perpendicular
to the door adjacent to the operating device;
6. The door assembly shall comply with the
applicable fire protection rating and, where
rated, shall be self-closing or automatic-closing
by smoke detection, shall be installed in
accordance with NFiPA 80 listed in Appendix
A. and shall comply with 780 CMR 716.0;
7. The door assembly shall have a standby
power supply;
8 The door shall open to the minimum
required width within ten seconds after
activation of the operating device; and
9. The door assembly power supply shall be
electrically supervised at a constantly attended
location.
1017.4.5 Access-controlled egress doors: The
entrance doors in a means of egress in buildings
ith an occupancy in Use Group A B, E, M, R-l or
R-2 and entrance doors to tenant spaces in
occupancies in Use Groups A, B, E, M, R-l and
R-2 are permitted to be equipped with an
approved entrance and egress access control
system which shall be installed in accordance
with items 780 CMR 1017.4.5. 1. through 6.
1 A sensor shall be provided on the egress
side arranged to detect an occupant
approaching the doors. The doors shall be
arranged to unlock by a signal from or loss of
power to the sensor.
2. Loss of power to that part of the access
control system which locks the doors shall
automatically unlock the doors
3 The doors shall be arranged to unlock from
a manual unlocking device located 40 inches
(1016 mm) to 48 inches (1219 mm) vertically
above the floor and within five feet (1524 mm)
of the secured doors Ready access shall be
provided to the manual unlocking device and
the device shall be clearly identified by a sign.
When operated, the manual unlocking device
shall result in direct interruption of power to
the lock - independent of the access control
system electronics - and the doors shall remain
unlocked for a minimum of 30 seconds
4. Activation of the building fire protective
signaling system. if provided. shall
automatically unlock the doors, and the doors
shall remain unlocked until the fire protective
signaling system has been reset.
5 Activation of the building automatic
sprinkler or fire detection system, if provided,
shall automatically unlock the doors The
doors shall remain unlocked until the fire
protective signaling system has been reset.
6 Entrance doors in buildings with an
occupancy in Use Group A B, E or M shall not
be secured from the egress side during periods
that the building is open to the general public
1017.5 Security grilles: Horizontal sliding or
vertical security grilles which are part of a required
means of egress shall be openable from the inside
without the use of a key or special knowledge or
effort during periods that the space is occupied. The
grilles shall remain secured in the full-open position
during the period of occupancy by the general
public Grilles shall not be brought to the closed
position when there are more than ten persons
occupying spaces served by a single exit or 50
persons occupying spaces served by more than one
exit. Where two or more exits are required, not more
than one-half of the exits shall be equipped with
horizontal sliding or vertical security grilles
1017.6 Level of exit discharge doors: Where
glazed, doors at the level of exit discharge shall be
glazed with approved safety glazing. Approved
doors having one or more unframed edges shall be
constructed of safety glazing not less than Vi inch
thick. (Also see 780 CMR 2405)
780 CMR 1018.0 REVOLVING DOORS
1018.1 General: All revolving doors shall comply
with 780 CMR 1018.2 through 1018.5. In other than
occupancies in Use Group H, revolving doors that
are considered a component of the means of egress
shall comply with 780 CMR 1018.2 through 1018.6.
1018.2 Collapse: Each revolving door shall be
capable of collapsing into a book-fold position with
parallel egress paths having an aggregate width of
not less than 36 inches (914 mm). The revolving
door shall collapse when a force of not more than
180 pounds (880 N) is applied within 3 inches (76
mm) of the outer edge of a wing.
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is reduced to not more than 130 pounds (635 N)
when:
1. There is a power failure or power is
removed to the device holding the wings in
position.
2. There is an actuation of the automatic
sprinkler system where such system is
provided.
3. There is an actuation of an automatic fire
detection system installed in accordance with
780 CMR 918.0 for all areas within the
building which are within 75 feet (22860 mm)
of the revolving doors. The collapse of the
door(s) shall not be delayed by the alarm
verification required by 780 CMR 918.7.
4. There is an actuation of a manual control
switch which reduces the holding force to not
more than the 130-pound (635 N) force level.
Such switch shall be in an approved location
and shall be clearly identified.
1018.3 Dispersal area: A revolving door shall not
be located within ten feet (3048 mm) of the foot or
top of stairways or escalators A dispersal area shall
be provided between the stairways or escalators and
the revolving doors.
1018.4 Speed control: The revolutions per minute
for a revolving door shall not exceed the speeds
indicated in Table 1018 4
Table 1018.4
REVOLVING DOOR SPEED
Inside diameter
Power-dnven type
speed control
(rpm)
Manual-type speed
control (rpm)
6'6"
7'0"
7'6"
8'0"
8'6"
9'0"
9'6"
lO'O"
11
10
9
9
8
8
7
12
11
11
10
9
9
8
8
Note a. 1 foot = 304.8 mm. 1 inch = 25 4 mm.
1018.5 Adjacent area: Each revolving door shall
have a conforming side-hinged swinging door in the
same wall as, and within ten feet (3048 mm) of, the
revolving door.
Exception: The adjacent swinging door is not
required for street floor elevator lobbies if a
stairway, escalator or door from other parts of the
building does not discharge through the lobby and
the lobby does not have any occupancy other than
as a means of travel between the elevators and
street
1018.6 Means of egress: A revolving door to be
considered as a component of a means of egress
shall comply with 780 CMR 1018.2 through 1018.5
and the following conditions:
1 Revolving doors shall not be given credit for
more than 50% of the required exit capacity of the
building.
2. Each revolving door shall not be credited with
more than a 50-person capacity.
3. Each revolving door shall be capable of being
collapsed when a force of not more than 130
pounds (635 N) is applied within three inches (76
mm) of the outer edge of a wing.
780 CMR 1019.0 HORIZONTAL EXITS
1019.1 General: Horizontal exits shall be accepted
as an approved exit element of a required means of
egress. The connection between an area of a
building which the horizontal exit serves and the
area of refuge as herein required shall be
accomplished by protected openings in a
fireresistance rated wall, or by an open-air balcony
or bridge.
1019.2 Separation: The separation between
buildings or areas of refuge connected by a
horizontal exit shall be provided by at least a two-
hour fireresistance rated fire wall or fire separation
assembly with approved opening protectives
complying with 780 CMR 7 and Table 602.
1019.2.1 Doors: All doors shall swing in the
direction of egress travel Where the horizontal
exit serves as an exit from both sides of the wall,
there shall be adjacent openings with swinging
fire doors opening in opposite directions.
Exception: Horizontal sliding doors
complying with 780 CMR 1017.4.4 where
serving an occupant load of less than 50
1019.3 Area of refuge: The discharge area of a
horizontal exit shall be either public areas or spaces
occupied by the same tenant, and each such area of
refuge shall be adequate to hold the total occupant
load of both connected areas The capacity of areas
of refuge shall be computed on a minimum net floor
area allowance for each occupant to be
accommodated therein, not including areas of
stairways, elevators and other shafts or courts, as
follows:
1 . 30 square feet (2.8 m2) per patient for hospitals
and nursing homes
2. Six square feet (0 56 nr) per occupant on
stories not housing patients confined to a bed or
litter in an occupancy in Use Group 1-2.
3. Six square feet (0.56 nr) per occupant in an
occupancy in Use Group 1-3.
4. Three square feet (0.28 nr1) in all other cases.
1019.4 Egress from area of refuge The path of
egress travel from the horizontal exit through the
area of refuge to another exit shall be continuously
available. In other than occupancies in Use Group
1-3, there shall be at least one exit on each side of the
horizontal exit which is not a horizontal exit. Any
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area of refuge not having access to an exit, other
than a horizontal exit, shall be considered as part of
an adjoining area of refuge with such exit. In the
area(s) served by the horizontal exit, the length of
exit access travel distance to the horizontal exit or
another exit shall not exceed the requirements of
780 CMR 1006.5. Occupancies in Use Group 1-3
shall conform to 780 CMR 410.3.3.
780 CMR 1020.0 LEVEL OF EXIT
DISCHARGE PASSAGEWAYS USED
AS AN EXTT ELEMENT
1020.1 Passageways: Every required interior and
exterior exit element which does not adjoin a. public
way shall be directly connected to the public way or
to an open court leading to the public way by an
enclosed passageway at the level of exit discharge,
constructed in accordance with the requirements for
the enclosure of the exit it serves, or through lobbies
or vestibules as provided for in 780 CMR 1020.0.
Building areas below the level of exit discharge
shall be separated from the passageway in
accordance with the requirements for the enclosure
of exits.
1020.2 Vestibule: Where an exit discharges into an
interior vestibule, the vestibule shall be used for
ingress and means of egress only, and the vestibule
shall comply with 780 CMR 1020.2. 1 and 1020.2.2.
1020.2.1 Depth and width: The vestibule depth
from the exterior of the building shall not be
greater than ten feet (3048 mm) and the width
shall not be greater than 20 feet (6096 mm).
1020.2.2 Separation: The vestibule shall be
separated from the remainder of the level of exit
discharge by self-closing doors and the equivalent
of ' . 4-inch-thick wired glass in steel frames.
1020.3 Lobby: Where an exit discharges into an
interior lobby located at the level of exit discharge,
the story containing the lobby shall be equipped
throughout with an automatic sprinkler system
installed in accordance with 780 CMR 906.2. 1 or
906.2.2. Opening protectives shall be required in
accordance with Table 716. 1 at the point in which an
enclosed exit stairway discharges into a lobby.
Exception: An automatic sprinkler system is not
required in areas that are separated from the lobby
by fire separation assemblies (see 780 CMR
709.0) having a fireresistance rating of not less
than that required for exit enclosures.
1020.4 Width and height: The clear width of the
passageway shall not be less than the width required
for the capacity of the exit stairways leading thereto
and all required exit doorways opening into the
passageway Such passageway shall have a
minimum width of 44 inches (1118 mm) and a
minimum clear ceiling height of eight feet (23438
mm).
1020.5 Maximum stairway limitations: Not more
than 50% of the required stamvays shall discharge
through the same passageway. Multiple lobbies
constructed in accordance with 780 CMR 1020.3
located adjacent to one another shall be separated
from each other in accordance with the requirements
for enclosure of exits.
780 CMR 1021.0 GUARDS
1021.1 General: Where required by the provisions
of 780 CMR 406.5, 408.3.2, 1005.5, 1014.7, 1016.5
and 1825.5, guards shall be designed and
constructed in accordance with the requirements of
780 CMR 1021.0 and 780 CMR 1615.5 A guardrail
system is a system of building components located
near the open sides of elevated walking surfaces for
the purpose of minimizing the possibility of an
accidental fall from the walking surface to the lower
level.
1021.2 Height: The guards shall be at least 42
inches (1067 mm) in height measured vertically
above the leading edge of the tread or adjacent
walking surface.
Exceptions:
1. In other than occupancies in Use Group E,
guards shall not be less than 34 inches (864 mm)
in height above the leading edge of the tread
along stairs which are not more than 20 feet (6096
mm) in height or which reverse direction at an
intermediate landing with 12 inches (305 mm) or
less measured horizontally between successive
flights.
2. Guards along open-sided floor areas,
mezzanines and landings in occupancies in Use
Group R-3 shall not be less than 36 inches (914
mm) in height.
1021.3 Opening limitations: In occupancies in Use
Groups A, B, E, H-4, 1-1, 1-2, M and R, and in
public garages and open parking structures, open
guards shall have balusters or be of solid material
such that a sphere with a diameter of four inches
(102 mm) cannot pass through any opening. Guards
shall not have an ornamental pattern that would
provide a ladder effect.
Exception: The triangular openings formed by
the riser, tread and bottom rail at the open side of
a. stairway shall be of a maximum size such that a
sphere six inches (152 mm) in diameter cannot
pass through the opening.
In occupancies in Use Groups 1-3, F, H-l, H-2, H-
3 and S, other than public garages and open parking
structures, balusters, horizontal intermediate rails or
other construction shall not permit a sphere with a
diameter of 21 inches (533 mm) to pass through any
opening.
Him (Effective 2/28/97)
780 CMR - Sixth Edition
195
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
1021.4 Railings: Metal or other approved
noncombustible railings shall be provided on
balconies and galleries as prescribed in 780 CMR
1021.4.1 through 1021.4.3.
1021.4.1 At fascia: Railings shall be provided:
at the fascia of boxes, balconies and galleries and
shall not be less than 26 inches (660 mm) in
height; at the end of aisles extending to the fascia
for the full width of the aisle and shall not be less
than 36 inches (914 mm) in height; and at the foot
of steps for the full width of the steps and shall
not be less than 42 inches (1067 mm) in height.
1021.4.2 At cross aisles: Railings shall be
provided along cross aisles, and shall not be less
than 26 inches (660 mm) in height except that
railings are not required where the backs of the
seats along the front of the aisles project 24 inches
(610 mm) or more above the floor of the aisle.
1021.4.3 Successive tiers: Where searings are
arranged in successive tiers, and where the height
of rise between platforms exceeds 18 inches (457
mm), railings not less than 26 inches (660 mm) in
height shall be provided along the entire row of
seats at the edge of the platform.
780 CMR 1022.0 HANDRAILS
1022.1 General: Where required by the provisions
of 780 CMR 1012.5. 1013.0, 1014.6.6.1, 1014.7 and
1016.5, handrails shall be designed and constructed
in accordance with 780 CMR 1022.0 and 780 CMR
1615.5 A handrail is a horizontal or sloping rail
grasped by hand for guidance or support, and for
arresting falls on the adjacent walking surface.
1022.2 Handrail details: Handrail-gripping
surfaces shall be continuous, without interruption by
newel posts, other structure elements or
obstructions A handrail and any wall or other
surface adjacent to the handrail shall be free of any
sharp or abrasive elements. The clear space between
the handrail and the adjacent wall or surface shall
not be less than VA inches (38 mm). Edges shall
have a minimum radius of 1/a inch (3 mm).
1022.2.1 Projection: Handrails shall not project
more than VA inches (89 mm) into the required
passageway, aisle, corridor, stair or ramp width.
1022.2.2 Height: Handrails shall not be less than
34 inches (864 mm) nor more than 38 inches
(965 mm), measured vertically, above the leading
edge of the treads or above the finished floor of
the landing or walking surfaces.
Exceptions:
1 Handrails that form part of a guard shall
have a height not less than 34 inches (864 mm)
and not more than 42 inches (1067 mm).
2. Handrails within individual dwelling units
shall not be less than 30 inches (762 mm) nor
more than 38 inches (965 mm), measured
vertically, above the leading edge of the treads
or above the finished floor.
1022.2.3 Handrails in guards Handrails that
form part of a guard shall comply with 780 CMR
1021.3.
1022.2.4 Handrail ends: At locations where
handrails are not continuous between stairway
flights, including the top and bottom of a
stairway, the handrails shall extend horizontally
at least 12 inches (305 mm) beyond the top riser
and continue to slope for the depth of one tread
beyond the bottom riser. The handrail ends shall
be returned to a wall or post
Where handrails are not continuous between
ramp segments, including the top and bottom of a
ramp, the handrails shall extend at least 12 inches
(305 mm) beyond the top and bottom of the ramp
segment and shall be parallel with the floor or
ground surface. The handrail ends shall be
returned to a wall or post
Exception: Within a dwelling unit, the
horizontal extension beyond the top riser of the
stairway flight or top of the ramp segment, and
the extension beyond the bottom riser of the
stairway flight or bottom of the ramp segment,
is not required.
1022.2.5 Handrail grip size: All stairway
handrails shall have a circular cross section with
an outside diameter of at least 1 Vi-inches (32 mm)
and not greater than two inches (51 mm)
Exceptions
1 . Any other shape with a perimeter dimension
of at least four inches (100 mm), but not
greater than 6% inches (158 mm) with the
largest cross-sectional dimension not
exceeding 2V* inches (57 mm).
2. Approved rails of equivalent graspability.
1022.2.6 Handrails of alternating tread
stairways: Stair handrails of alternating tread
stairways shall be of such a configuration as to
provide an adequate hand-hold for a person
grasping the handrail to avoid falling. A
minimum distance of six inches (152 mm) shall
be provided between the stair handrail and any
other object. A minimum distance of 12 inches
(305 mm) shall be provided between the stair
handrails of adjacent alternating tread stairways.
Handrails on alternating tread stairways shall be
spaced a minimum width of 17 inches (432 mm),
not to exceed 24 inches (610 mm), between the
handrails.
780 CMR 1023.0 EXIT SIGNS AND LIGHTS
1023.1 Location: In all buildings, rooms or spaces
required to have more than one exit or exit access,
all required means of egress shall be indicated with
approved signs reading "Exit," visible from the exit
access and, where necessary, supplemented by
directional signs in the exit access corridors
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
MEANS OF EGRESS
indicating the direction and way of egress All
"Exit" signs shall be located at exit doors or exit
access areas, so as to be readily visible. Sign
placement shall be such that any point in the exit
access shall not be more than 100 feet (30480 mm)
from the nearest visible sign-
Exceptions:
1 . "Exit" signs are not required in sleeping room
areas in occupancies in Use Group 1-3.
2. Main exterior exit doors which are obviously
and clearly identifiable as exits are not required to
have "Exit" signs where approved.
1023.2 Size and color: "Exit" signs shall have red
letters at least six inches (152 mm) high and the
minimum width of each stroke shall be Vt inch (19
mm) on a white background or in other approved
distinguishable colors. The word "Exit," except the
letter I, shall have letters having a width of not less
than two inches (51 mm) and the minimum spacing
between letters shall not be less than % inch (10
mm). Signs larger than the minimum size herein
required shall have letter widths and spacing in the
same proportions to the height as indicated in
780 CMR 1023.0. If an arrow is provided as part of
an "Exit" sign, the construction shall be such that the
arrow direction cannot be readily changed. The
word "Exit" shall be clearly discernible when the
sign illumination means is not energized
1023.3 Illumination Each sign shall be illuminated
by a source providing not less than five footcandles
(54 lux) at the illuminated surface and shall have a
contrast ratio of not less than 0.5.
Exception: Approved self-luminous signs which
provide evenly illuminated letters shall have a
minimum luminance of 0.06 foot lamberts (0.21
cd/nr).
1023.4 Power source: All "Exit" signs shall be
illuminated at all times that the building is occupied
To assure continued illumination for a duration of
not less than 1 hour in case of primary power loss,
the "Exit" signs shall be connected to an emergency
electrical system that complies with 527 CMR
12.00, the Massachusetts Electrical Code,
referenced in 780 CMR 27, and listed in
Appendix A.
Exceptions:
1. Approved self-luminous signs which provide
continuous illumination independent of external
power sources are not required to comply with
780 CMR 2706.0
2. All exit signs tested and listed to UL-924 as
listed in Appendix A and satisfying the power
source requirements of 780 CMR 1023. 4 shall be
permitted.
780 CMR 1024.0 MEANS OF EGRESS
LIGHTING
1024.1 Artificial lighting: All means of egress in
other than occupancies in Use Group R-3 shall be
equipped with artificial lighting facilities to provide
the intensity of illumination herein prescribed
continuously during the time that conditions of
occupancy of the building require that the exits be
available. Lighting shall also be provided to
illuminate the exit discharge Means of egress
lighting in occupancies in Use Group R-2, other than
lighting within a dwelling unit, shall be wired on a
circuit independent of circuits within any dwelling
unit. The disconnecting means and overcurrent
protection device shall not be located within a
dM'elling unit or such that access to such devices
must be obtained by going through a dwelling unit.
1024.2 Intensity of illumination The intensity of
floor lighting shall not be less than one footcandle
(1 1 lux) except as provided for in 780 CMR 1024 3
1024.3 Use Groups A and E In occupancies in
Use Groups A and E for the exhibition of motion
pictures or other projections by means of directed
light, the minimum required illumination of aisles
during such period of projection shall be 0.2
footcandle (2 lux).
1024.3.1 Control: The lighting of exits, aisles
and auditoriums shall be controlled from a
location that does not provide access to
unauthorized persons. Supplementary control
shall be provided as specified in 780 CMR 411 .4
in the motion picture projection room.
1024.4 Power source: Means of egress lighting in
all buildings, rooms or spaces required to have more
than one exit or exit access shall be connected to an
emergency electrical system that complies with
527 CMR 12.00, the Massachusetts Electrical
Code, referenced in 780 CMR 27, and listed in
Appendix A to assure continued illumination for a
duration of not less than one hour in case of
emergency or primary power loss.
780 CMR 1025.0 FIRE ESCAPES
1025.1 Where permitted: Fire escapes shall be
permitted only as provided for in 780 CMR 1025. 1 . 1
through 1025.1.4.
1025.1.1 New buildings: Fire escapes shall not
constitute any part of the required means of egress
in new buildings.
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780 CMR - Sixth Edition
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
1025.1.2 Existing fire escapes: Existing fire
escapes shall be continued to be accepted as a
component in the means of egress in existing
buildings only.
1025.1.3 New fire escapes: New fire escapes for
existing buildings shall be permitted only where
exterior stairs cannot be utilized due to lot lines
limiting stair size or due to the sidewalks, alleys
or roads at grade level. New fire escapes shall not
incorporate ladders or access by windows.
1025.1.4 Limitations: Fire escapes shall comply
with 780 CMR 1025.0 and shall not constitute
more than 50% of the required number of exits
nor more than 50% of the required exit capacity.
1025.2 Location: Where located on the front of the
building and where projecting beyond the building
line, the lowest landing shall not be less than seven
feet (2134 mm) or more than 12 feet (3658 mm)
above grade, and shall be equipped with a
counterbalanced stairway to the street In alleyways
and thoroughfares less than 30 feet (9144 mm) wide,
the clearance under the lowest landing shall not be
less than 12 feet (3658 mm).
1025.3 Construction: The fire escape shall be
designed to support a live load of 1 00 pounds per
square foot (488.20 kg/m2) and shall be constructed
of steel or other approved noncombustible materials.
Fire escapes constructed of wood not less than
nominal two inches thick are permitted on buildings
of Type 5 construction. Walkways and railings
located over or supported by combustible roofs in
buildings of Types 3 and 4 construction are
permitted to be of wood not less than nominal two
inches thick.
1025.3.1 Dimensions: Stairs shall be at least 22
inches (559 mm) wide with risers not more than,
and treads not less than, eight inches (203 mm)
and landings at the foot of stairs not less than 40
inches (1016 mm) wide by 36 inches (914 mm)
long, located not more than eight inches (203 mm)
below the door
1025.3.2 Opening protectives: Doors and
windows along the fire escape shall be protected
with 3/4-hour opening protectives.
780 CMR 1026.0 SLIDESCAPES
1026.1 Where permitted: Existing slidescapes and
safety chutes shall be permitted in existing
occupancies in Use Groups E, H and I where
approved. Slidescapes and safety chutes shall be
permitted in occupancies in Use Groups H-l and H-
2 where constructed in an approved manner.
1026.2 Location: The arrangement and location of
slidescapes shall conform to 780 CMR 10 for means
of egress and shall be designated by "Exit" signs and
lights as provided for in 780 CMR 1023.0.
1026.3 Construction All chutes shall be
constructed of approved noncombustible materials
with a pitch in the line of travel of not less than 24
nor more than 42° (0.42 rad to 0.73 rad), measured
on the developed circumference of spiral chutes.
Straight chutes shall not be less than 24 inches (610
mm) and spiral chutes shall not be less than 28
inches (71 1 mm) in clear width, nor more than 44
inches (1118 mm) wide in any case. Where erected
on the interior of a building, the chutes shall be
enclosed as required in 780 CMR 1014.11 for
interior stairways with direct means of egress to a
street or other public way.
1026.4 Capacity Slidescapes shall have a rated
egress capacity of 60 occupants per slide.
Slidescapes, except as permitted for occupancies in
Use Groups H-l and H-2, shall not constitute more
than 25% of the required means of egress capacity
from any building or structure or any individual
story.
780 CMR 1027.0 ACCESS TO ROOF
1027.1 By stairway or ladder In buildings more
than three stories in height except those with a roof
slope greater than four units vertical in 12 units
horizontal (4:12). access to the roof shall be
provided by means of a stairway, an alternating
tread stair in accordance with 780 CMR 1014.6.6 or
a ladder and trap door The ladder shall not be on
the exterior of the building. Where the roof is used
as a roof garden or for other habitable purposes,
sufficient stairways shall extend to the roof to
provide the necessity exit facilities from the roof as
required for such occupancy Roof trap doors shall
be constructed to comply with 780 CMR 1510.2.
1027.1.1 Optional stairway or ladder: In
buildings not required to have a stairway,
alternating tread stair or ladder to the roof, such
devices, if provided, shall conform to the
provisions of 780 CMR 1027.0. Ladders placed
on the exterior of the building shall be of metal
and, if exceeding 20 feet (6096 mm) in height,
shall have a protective cage or other safety device.
The siderails of exterior ladders shall be carried
over the coping or parapet to serve as handrails
Other design details of such exterior ladders are
subject to approval.
1027.2 Roof enclosures: stairways extending
through roofs shall be enclosed in roof structures of
fireresistance rated construction which conform to
the requirements of 780 CMR 1510.0.
198
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
CHAPTER 11
ACCESSIBILITY
(780 CMR 11 is Entirely Unique to Massachusetts)
780 CMR 1101.0 M.G.L. c 22, § 13 A provides that Architectural Access Board, Executive Office of
all public buildings shall be designed to be Public Safety.
accessible to, functional for and safe for the use by In accordance with M.G.L. c. 143, §3 and
physically handicapped persons, in conformance 780 CMR 106.1, said regulations shall be enforced
with the Massachusetts Architectural Access by the municipal building code enforcement
Board's Rules and Regulations (521 CMR 1.00) official or state inspector, as applicable
listed in Appendix A and promulgated by the
2/7/97 (Effective 2/28/97) 780 CMR - Sixth Edition 201
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
1025.1.2 Existing fire escapes: Existing fire
escapes shall be continued to be accepted as a
component in the means of egress in existing
buildings only
1025.1.3 New fire escapes: New fire escapes for
existing buildings shall be permitted only where
exterior stairs cannot be utilized due to lot lines
limiting stair size or due to the sidewalks, alleys
or roads at grade level. New fire escapes shall not
incorporate ladders or access by windows.
1025.1.4 Limitations: Fire escapes shall comply
with 780 CMR 1025.0 and shall not constitute
more than 50% of the required number of exits
nor more than 50% of the required exit capacity.
1025.2 Location: Where located on the front of the
building and where projecting beyond the building
line, the lowest landing shall not be less than seven
feet (2134 mm) or more than 12 feet (3658 mm)
above grade, and shall be equipped with a
counterbalanced stairway to the street In alleyways
and thoroughfares less than 30 feet (9144 mm) wide,
the clearance under the lowest landing shall not be
less than 12 feet (3658 mm).
1025.3 Construction: The fire escape shall be
designed to support a live load of 100 pounds per
square foot (488.20 kg/m2) and shall be constructed
of steel or other approved noncombustible materials.
Fire escapes constructed of wood not less than
nominal two inches thick are permitted on buildings
of Type 5 construction. Walkways and railings
located over or supported by combustible roofs in
buildings of Types 3 and 4 construction are
permitted to be of wood not less than nominal two
inches thick.
1025.3.1 Dimensions: Stairs shall be at least 22
inches (559 mm) wide with risers not more than,
and treads not less than, eight inches (203 mm)
and landings at the foot of stairs not less than 40
inches (1016 mm) wide by 36 inches (914 mm)
long, located not more than eight inches (203 mm)
below the door.
1025.3.2 Opening protectives: Doors and
windows along the fire escape shall be protected
with 3/4-hour opening protectives.
780 CMR 1026.0 SLEDESCAPES
1026.1 Where permitted: Existing slidescapes and
safety chutes shall be permitted in existing
occupancies in Use Groups E, H and I where
approved. Slidescapes and safety chutes shall be
permitted in occupancies in Use Groups H-l and H-
2 where constructed in an approved manner.
1026.2 Location: The arrangement and location of
slidescapes shall conform to 780 CMR 10 for means
of egress and shall be designated by "Exit" signs and
lights as provided for in 780 CMR 1023.0.
1026.3 Construction: All chutes shall be
constructed of approved noncombustible materials
with a pitch in the line of travel of not less than 24
nor more than 42° (0 42 rad to 0.73 rad), measured
on the developed circumference of spiral chutes.
Straight chutes shall not be less than 24 inches (6 1 0
mm) and spiral chutes shall not be less than 28
inches (71 1 mm) in clear width, nor more than 44
inches (1118 mm) wide in any case. Where erected
on the interior of a building, the chutes shall be
enclosed as required in 780 CMR 1014.11 for
interior stairways with direct means of egress to a
street or other public way.
1026.4 Capacity Slidescapes shall have a rated
egress capacity of 60 occupants per slide.
Slidescapes, except as permitted for occupancies in
Use Groups H-l and H-2. shall not constitute more
than 25% of the required means of egress capacity
from any building or structure or any individual
story.
780 CMR 1027.0 ACCESS TO ROOF
1027.1 By stairway or ladder: In buildings more
than three stories in height except those with a roof
slope greater than four units vertical in 12 units
horizontal (4:12). access to the roof shall be
provided by means of a stairway, an alternating
tread stair in accordance with 780 CMR 1014.6.6 or
a ladder and trap door The ladder shall not be on
the exterior of the building. Where the roof is used
as a roof garden or for other habitable purposes,
sufficient stairways shall extend to the roof to
provide the necessity exit facilities from the roof as
required for such occupancy . Roof trap doors shall
be constructed to comply with 780 CMR 1510.2.
1027.1.1 Optional stairway or ladder: In
buildings not required to have a stairway,
alternating tread stair or ladder to the roof, such
devices, if provided, shall conform to the
provisions of 780 CMR 1027.0. Ladders placed
on the exterior of the building shall be of metal
and, if exceeding 20 feet (6096 mm) in height,
shall have a protective cage or other safety device.
The siderails of exterior ladders shall be carried
over the coping or parapet to serve as handrails
Other design details of such exterior ladders are
subject to approval.
1027.2 Roof enclosures: stairways extending
through roofs shall be enclosed in roof structures of
fireresistance rated construction which conform to
the requirements of 780 CMR 1510.0.
198
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CHAPTER 11
ACCESSIBILITY
(780 CMR 11 is Entirely Unique to Massachusetts)
780 CMR 1101.0 M.G.L. c. 22, § 13A provides that Architectural Access Board, Executive Office of
all public buildings shall be designed to be Public Safety.
accessible to, functional for and safe for the use by In accordance with M.G.L c. 143, §3 and
physically handicapped persons, in conformance 780 CMR 106.1, said regulations shall be enforced
with the Massachusetts Architectural Access by the municipal building code enforcement
Board's Rules and Regulations (521 CMR 1. 00) official or state inspector, as applicable
listed in Appendix A and promulgated by the
2/7/97 (Effective 2/28/97) 780 CMR - Sixth Edition 201
7S0 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
202 780 CMR - Sixth Edition 2/27/97 (Effective 2/28/97)
CHAPTER 12
INTERIOR ENVIRONMENT
780 CMR 1201,0 GENERAL
1201.1 Scope: The provisions of 780 CMR 12 shall
govern the means of light, ventilation, sound
transmission control and rat-proofing required in all
buildings.
1201.2 Buildings on same lot: Where more than one
building is hereafter placed on a lot, or where a
building is placed on the same lot with existing
buildings and the several buildings are treated as a
single structure for the purposes of 780 CMR 12,
equivalent uncovered lot area or other adequate
sources of light and ventilation shall be provided for
all occupied buildings.
780 CMR 1202.0 DEFINITIONS
1202.1 General: The following words and terms
shall, for the purposes of 780 CMR 12 and as used
elsewhere in 780 CMR, have the meanings shown
herein.
Attic: The space between the ceiling beams of the
top story and the roof rafters.
Court: An open, uncovered and unoccupied space
on the same lot as a building where such space is
enclosed wholly or partly by buildings, walls or
other enclosing devices (see 780 CMR 1212.0).
Inner: Any court enclosed wholly by buildings,
M'alls or other enclosing devices.
Outer: A court extending to and opening upon a
street, public alley or other approved open
space that is not less than 15 feet (4572 mm)
wide, or upon a required yard.
Court height: The vertical distance from the lowest
level of the court to the mean height of the top of
the enclosing walls.
Court width: As applied to an inner court, means
the least horizontal dimension. As applied to an
outer court, means the shortest horizontal
dimension measured in a direction substantially
parallel with the principal open end of such court.
Habitable space: Space in a structure for living,
sleeping, eating or cooking. Bathrooms, toilet
compartments, closets, halls, storage or utility
spaces and similar areas are not considered
habitable spaces.
Occupiable space: A room or enclosed space
designed for human occupancy in which
individuals congregate for amusement.
educational or similar purposes, or in which
occupants are engaged at labor; and which is
equipped with means of egress and light and
ventilation facilities meeting the requirements of
780 CMR.
Vapor retarder: A material having a perm rating of
1 .0 or less, such as foil, plastic sheeting, or
insulation facing, installed to retard the passage of
water vapor or moisture through the exterior
envelope.
Ventilation: The natural or mechanical process of
supplying conditioned or unconditioned air to, or
removing such air from, any space.
Yard: An unoccupied open space other than a court
(see 780 CMR 1212.0 and 1213.0).
780 CMR 1203.0 CONSTRUCTION
DOCUMENTS
1203.1 General: Construction documents for all
buildings and structures that are designed for human
occupancy, other than buildings with occupancies in
Use Groups 1-1, R-2 and R-3, shall designate the
number of occupants to be accommodated in the
various rooms and spaces; where means of artificial
lighting and ventilation are required, the application
shall include sufficient details and description of the
mechanical system to be installed as herein required
or as specified in the mechanical code listed in
Appendix A.
780 CMR 1204.0 ROOM DIMENSIONS
1204.1 Ceiling heights: Habitable (spaces) rooms
other than kitchens shall have a ceiling height of not
less than seven feet six inches (2286 mm).
Hallways, corridors, bathrooms, toilet rooms,
kitchens, laundry rooms and habitable basements
that are only used as recreation rooms shall have a
ceiling height of not less than seven feet (2134 mm)
measured to the lowest projection from the ceiling.
Exception. In occupancies in Use Group R-3, the
maximum projection below the required ceiling
height of beams and girders spaced not less than
four feet (1219 mm) on center shall be six inches
(152 mm).
1204.1.1 Use Groups A, B, E and M: A clear
height from the finished floor to the finished
ceiling or lowest projection of not less than seven
feet six inches (2286 mm) shall be provided in all
exit access and occupiable rooms of structures of
Use Groups A, B, E and M.
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1204.1.2 Sloping ceilings: If any room in a
building has a sloping ceiling, the prescribed
ceiling height for the room is required in one-half
the area thereof. Any portion of the room
measuring less than five feet (1524 mm) from the
finished floor to the finished ceiling shall not be
included in any computation of the minimum area
thereof.
1204.1.3 Furred ceilings: If any room has a
furred ceiling, the prescribed ceiling height is
required in two-thirds of the area thereof, but the
height of the furred ceiling shall not be less than
seven feet (2134 mm).
1204.2 Floor area: Habitable rooms, except
kitchens, shall have an area of not less than 70
square feet (6.51 m2).
1204.3 Width: A habitable room other than a
kitchen shall not be less than seven feet (2134 mm)
in any dimension.
780 CMR 1205.0 LIGHT AND VENTILATION
REQUIRED
1205.1 Light required: Every room or space
intended for human occupancy shall be provided
with natural or artificial light.
1205.1.1 Bathroom and toilet room lighting:
Every bathroom and toilet room shall be provided
with artificial light. The illumination shall have
an average intensity of three footcandles (32.29
lux) measured at a level of 30 inches (762 mm)
above the floor.
1205.2 Ventilation required: Every room or space
intended for human occupancy shall be provided
with natural or mechanical ventilation.
1205.2. 1: Every bathroom and toilet room shall
be equipped with a mechanical exhaust fan and
associated ductwork with the fan exhausting, as
a minimum, at SO cfm if operated intermittently
or 20 cfm if continuously operated Such
bathroom exhaust shall vent directly to the
outside and no exhaust vent shall terminate in
attics or other interior portions of the building.
780 CMR 1206.0 NATURAL LIGHT
1206.1 General: Should natural lighting be chosen
as a lighting option, in the application of the
provisions of 780 CMR 12, the standard of natural
light for all habitable and ocatpiable rooms, unless
otherwise specifically required by the provisions of
780 CMR 4 for special occupancies, shall be based
on 250 footcandles (2691 lux) of illumination on the
vertical plane adjacent to the exterior of the light-
transmitting device in the enclosure wall and shall
be adequate to provide an average illumination of six
footcandles (64 58 lux) over the area of the room at
a height of 30 inches (762 mm) above the floor
level.
1206.2 Minimum glazing area: Every room or
space intended for human occupancy shall have an
exterior glazing area of not less than 8% of the floor
area. Natural light shall be provided by glazing
areas that open onto courts or yards which comply
with the requirements of 780 CMR 1212.0, or by
other approved means.
1206.2.1 Adjoining spaces: Where natural light
for rooms or spaces without exterior glazing areas
is provided through an adjoining room, the
unobstructed opening to the adjoining room shall
be at least 8% of the floor area of the interior
room or space, but not less than 25 square feet
(2.33 m2). The exterior glazing area shall be
based on the total floor area being served.
1206.3 Stairways: Interior stairways shall be
provided with an exterior glazing area of not less
than ten square feet (0.93 m2) on every floor through
which the stairway passes.
1206.4 Hallways: Natural light shall be capable of
penetrating the full length of the hallway.
780 CMR 1207.0 ARTDFICIAL LIGHT
1207.1 General. Should artificial lighting be
chosen as a lighting option, artificial light shall be
capable of providing the minimum illumination
specified for natural light.
780 CMR 1208.0 NATURAL
VENTILATION
1208.1 General: Should natural ventilation be
chosen as a ventilation option, natural ventilation of
an occupied space shall be through windows, doors,
louvers or other natural openings to the outdoor air.
Exception: All occupancies shall have
mechanical ventilation in bathrooms and toilet
rooms as specified in 780 CMR 1205.2.1 or
otherwise in accordance with the mechanical
ventilation requirements of the BOCA National
Mechanical Code listed in Appendix A.
1208.2 Ventilation area required: The minimum
openable area to the outdoors shall be 4% of the
floor area being ventilated.
1208.2.1 Adjoining spaces: Where rooms and
spaces without openings to the outdoors are
ventilated through an adjoining room, the
unobstructed opening to the adjoining room shall
be at least 8% of the floor area of the interior
room or space, but not less than 25 square feet
(2.33 m2). The ventilation openings to the
outdoors shall be based on the total floor area
being ventilated.
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INTERIOR ENVIRONMENT
1208.2.2 Openings below grade: Openings
below grade shall be acceptable for natural
ventilation provided that the outside horizontal
clear space measured perpendicular to the opening
is 1 'A times the depth below the average adjoining
grade.
1208.3 Contaminants exhausted: Contaminants in
the breathing atmosphere shall be exhausted to the
outdoor air in accordance with the mechanical code
listed in Appendix A.
1208.4 Openings onto yards or courts: Natural
ventilation shall be provided by openings onto yards
or courts which comply with the requirements of
780 CMR 1212.0, or by other approved means.
780 CMR 1209.0 MECHANICAL
VENTILATION
1209.1 General: Should mechanical ventialtion be
chosen as the ventialtion option, mechanical
ventilation shall conform to the requirements of the
mechanical code listed in Appendix A.
780 CMR 1210.0 VENTILATION OF
SPECIAL SPACES
1210.1 Roof spaces: Enclosed attics and enclosed
rafter spaces formed where ceilings are applied
directly to the underside of roof rafters, shall have
cross ventilation for each separate space by
ventilation openings that are protected against the
entrance of rain and snow. The openings shall be
covered with corrosion-resistant mesh not less than
'A inch (6 mm) nor more than '/: inch (13 mm) in any
direction.
1210.1.1 Ventilating area: The minimum
required net free ventilating area shall be 1/150 of
the area of the space ventilated, except that the
minimum required area shall be reduced to 1/300,
provided that: a vapor retarder having a
permeance not exceeding one perm is installed on
the warm side of the ceiling; or at least 50%, and
not more than 80%, of the required ventilating
area is provided by ventilators located in the
upper portion of the space to be ventilated at least
three feet (914 mm) above eave or cornice vents,
with the balance of the required ventilation
provided by eave or cornice vents.
1210.2 Crawl spaces: Crawl space areas, other than
those used as an underfloor plenum, shall be
ventilated by an approved mechanical means or by
openings in exterior foundation walls. Openings
shall be located as close to corners as practicable and
shall provide cross ventilation on at least two
approximately opposite sides. The openings shall be
covered with corrosion-resistant mesh not less than
Vt inch (6 mm) nor more than lA inch (13 mm) in any
direction.
1210.2.1 Opening size: Openings shall have a net
area of not less than one square foot (0.093 m2)
for each 150 square feet (13.95 nr) of foundation
space. Where an approved vapor retarder is
installed over the ground surface, the required net
area of openings shall be reduced to 0. 1 square
foot (0.093 nr) for each 150 square feet (13.95
nr) and vents shall have manually operable
louvers.
1210.3 Alternative mechanical ventilation:
Enclosed attic, rafter and crawl spaces which are not
ventilated as herein required shall be equipped with
a mechanical ventilation system conforming to the
requirements of the mechanical code listed in
Appendix A.
780 CMR 1211.0 ACCESS TO CRAWL
SPACES AND ATTICS
1211.1 Access to crawl spaces: Access shall be
provided to crawl spaces by an opening not less than
18 inches (457 mm) by 24 inches (610 mm). Such
access, if common to conditioned space, shall be
weatherstripped and shall close tightly.
1211.2 Access to attics: An opening not less than 22
inches by 30 inches (559 mm by 762 mm) with
ready access thereto shall be provided to any attic
area having a clear height of over 30 inches (762
mm). Such access, if adjoining conditioned space,
shall be weatherstripped, and close tightly. All
such access opening framing joints shall be
caulked, gasketed, weatherstripped, foamed or
othenvise sealed to limit infiltration/exfdtration
Where doors or other openings are installed in attic
draftstopping, such doors shall be self-closing and
be of approved materials as specified in 780 CMR
1211.0, and the construction shall be tightly fitted
around all pipes, ducts or other assemblies piercing
the draftstopping.
780 CMR 1212.0 COURTS AND YARDS
1212.1 General: All courts and yards required to
serve rooms for natural light or ventilation purposes
shall comply with the requirements of 780 CMR
1212.0.
1212.2 Minimum width: Every such court or yard
shall have a minimum width of three inches (76 mm)
for each one foot (305 mm) of height or fraction
thereof, but not less than five feet (1524 mm) for
outer courts and twice these values for inner courts.
1212.2.1 Irregular court or yard width: In the
case of irregular or gore-shaped courts or yards,
the average width shall not be less than the
required width of a court in accordance with
780 CMR 1212.2, but shall not be less than five
feet (1524 mm) at any point.
2/7/97 (Effective 2/27/97)
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
1212.3 Area of court: The cross-sectional area of a
required court shall not be less than 114 times the
square of its width; nor shall the length of any court
be more than twice its width.
1212.4 Access to court: A door or other means of
access shall be provided at the bottom of every court
that is not otherwise provided with convenient
access for purposes of cleaning.
1212.5 Air intakes: Every court which serves one or
more habitable rooms and which does not open for
its full height on one or more sides to a street or
legal yard, shall be connected at or near the bottom
with a street or yard by a horizontal intake or
passage of fireresistance rated construction. Such
intake or passage shall have a cross-sectional area of
not less than 21 square feet (1.95 nr) and shall
remain fully open at both ends and unobstructed for
its full size and length, except that grilles of
noncombustible construction are permitted at the
ends of the intake.
1212.5.1 Fireresistance rating: The walls, floors
and ceilings of such intakes or passages shall have
a fireresistance rating of not less than two hours in
buildings of Type 1, 2, 3 or 4 construction and not
less than a one-hour fireresistance rating in
buildings of Type 5 construction.
1212.6 Court walls: Where, in the opinion of the
code official, windows facing on courts do not
receive adequate direct light by reason of peculiar
arrangement or orientation, the code official shall
require the walls to be constructed of light-colored
masonry, or to be painted and maintained a light
color to furnish additional reflected light, or shall
require other approved means of providing
additional light.
1212.7 Court drainage: The bottom of every court
shall be properly graded and drained to a public
sewer or other approved disposal system complying
with the plumbing code listed in Appendix A; and
shall be paved with concrete or other non-absorbent
material where required by the code official.
780 CMR 1213.0 OBSTRUCTION OF
COURTS AND YARDS
1213.1 Permissible projections: Every required
court and yard shall remain unobstructed for its
required area and full height, except for the
projections permitted in 780 CMR 1213.2 through
1213.7.
1213.2 Maximum encroachment: A part of any
building or structure shall not extend into side
courts, inner courts or yards required for light and
ventilation of habitable and occupiable rooms by the
zoning law or other statutes controlling building
construction. The encroachment shall not exceed
20% of the legal area of the yard or court which is
required for light and ventilation purposes.
1213.3 Accessories: In Use Groups R and I, clothes
poles, arbors, garden trellises and other such
accessories shall not be prohibited in the open
spaces at ground level.
1213.4 Roof eaves: Roof eaves shall not project
more than three feet (914 mm) beyond the face of
the wall.
1213.5 Steps and architectural features: Steps,
window sills, belt courses and similar architectural
features, as well as rain leaders and chimneys, shall
not project more than two feet (610 mm) beyond the
face of the wall.
1213.6 Exterior stairways and fire escapes:
Outside stairways, smokeproof tower balconies, fire
escapes or other required elements of a means of
egress shall not project more than four feet (1219
mm) beyond the face of the wall.
1213.7 Motor vehicle parking: Where approved,
required court and yard areas for automobile parking
spaces or private garages not exceeding one story in
height where accessory to and only for the occupants
of a Use Group R occupancy are permitted, provided
that required windows for light and ventilation are
not obstructed thereby.
780 CMR 1214.0 SOUND TRANSMISSION
CONTROL IN RESIDENTIAL BUILDINGS
1214.1 Scope: 780 CMR 1214.0 shall apply to all
common interior walls, partitions and floor/ceiling
assemblies between adjacent dwelling units or
between dwelling units and adjacent public areas
such as halls, corridors, stairs or service areas in all
occupancies in Use Group R.
1214.2 Air-borne noise: Walls, partitions and
floor/ceiling assemblies separating dwelling units
from each other or from public or service areas shall
have a sound transmission class (STC) of not less
than 45 for air-bome noise when tested in
accordance with ASTM E90 listed in Appendix A.
This requirement shall not apply to dwelling unit
entrance doors; however, such doors shall be tight
fitting to the frame and sill.
1214.3 Structure-borne sound: Floor/ceiling
assemblies between dwelling units or between a
dwelling unit and a public or service area within the
structure shall have an impact insulation class (IIC)
rating of not less than 45 when tested in accordance
with ASTM E492 listed in Appendix A.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
INTERIOR ENVIRONMENT
780 CMR 1215.0 RATPROOFING
1215.1 Ratproofing: All buildings or structures and
the walls enclosing habitable or occripiable rooms
and spaces in which persons live, sleep or work, or
in which feed, food or foodstuffs are stored,
prepared, processed, served or sold, shall be
constructed in accordance with the provisions of
780 CMR 1215.0.
1215.2 Grade protection: Buildings not provided
with a continuous foundation shall be provided with
protection against rodents at grade in accordance
with either 780 CMR 1215.2.1 or 1215.2.2.
1215.2.1 Apron: Where an apron is provided, the
apron shall not be less than eight inches (203 mm)
above, nor less than 24 inches (610 mm) below
grade. In all cases the apron shall not terminate
below the lower edge of the siding material. The
apron shall be constructed of an approved
nondecayable, water-resistant and ratproofing
material of required strength and shall be installed
around the entire perimeter of the building.
Where constructed of masonry or concrete
materials, the apron shall not be less than four
inches (102 mm) in thickness.
1215.2.2 Grade floors: Where continuous
concrete grade floor slabs are provided, open
spaces shall not be left between the slab and
walls, and all openings in the slab shall be
protected.
1215.3 Opening protection. Openings shall be
protected in accordance with 780 CMR 1215.3.1
through 1215.3.3.
1215.3.1 Wall openings: Openings in the wall or
apron required for ventilation or other purposes
shall be guarded with corrosion-resistant ratproof
shields of not less than nominal 0.034-inch
perforated steel sheets, or No. 20 B&S Gage
aluminum (0.032 inch) or nominal 0.064-inch
expanded steel or wire mesh screens, with not
more than 14-inch (13 mm) mesh openings.
1215.3.2 Slab openings: Access openings in
grade floor slabs shall be protected with concrete,
masonry, metal or other corrosion-resistant
noncombustible cover of adequate strength to
support the floor loads.
1215.3.3 Pipe and conduit openings: All openings
for pipe, conduit, cable and similar purposes at or
near grade shall have snugly fitted collars to
eliminate all open spaces.
2/7/97 (Effective 2/27/97)
780 CMR - Sixth Edition
207
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THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
208 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
CHAPTER 13
ENERGY CONSERVATION
(This Chapter is entirely unique to Massachusetts)
USER NOTES:
Note 1 : The Energy Conservation Requirements for New Construction, Low Rise Residential Buildings
(all residential uses up to three stories in height) have been voted "changed" largely to reflect the
requirements of the CABO Model Energy Code, 1995 Edition (MEC95) Such changes will become
effective on March 1, 1998. and until such date, the applicable Energy Conservation Requirements of the
Fifth Edition of the Massachusetts State Building Code are brought forward into the Sixth Edition- The
reader should review the Massachusetts Register during the time frame of August. 1997 through March.
1 998 for further information.
The requirements driving NFRC listing/labeling are ties to the BBRS adoption of the Council of American
Building Officials 1995 Model Energy Code (CABO MEC 95) and the NFRC listing/labeling requirements
set forth in CABO 95 as found in MEC 95, Chapter 1, Section 102.3 and within Tables 102.3a and 103.3b -
such explicit requirements will apply in Massachusetts as of January 1. 1999.
Note 2: Certain Energy Conservation requirements affecting existing building "Replacement Window"
requirements for existing low-rise residential buildings have been voted "changed" Such changes include:
1 . Such "replacement windows" to be NFRC Certified (becomes effective on January 1 , 1 999).
2. Such NFRC Certified "Replacement Windows" have a maximum allowed
U-value of 0.44 (Becomes effective January 1. 1999)
h - ftz-°F
Also refer to "Notices of Public Interest" that may be published from time to time in the Massachusetts
Register during the months of August, 1997 through January 1999.
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
780 CMR - Sixth Edition
CHAPTER 13
ENERGY CONSERVATION
(This Chapter is entirely unique to Massachusetts)
780 CMR 1300.0 GENERAL
1300.1 Scope: 780 CMR 13 sets forth requirements
for the effective use of energy in structures.
780 OVER 1301.0 ADMINISTRATIVE
1301.1 Compliance: Buildings shall be deemed to
be in compliance with 780 CMR 13 when built to
the provisions of the following:
1 component design (780 CMR 1308.0 through
1314.0); or
2. building design by systems analysis (780 CMR
1315.0); or
3. buildings utilizing nondepletable energy
sources (780 CMR 1316.0).
1301.1.1 Heating, Pumping, Process Piping
and Refrigeration Systems: Heating, pumping,
process piping and refrigeration systems shall be
installed by contractors and personnel
appropriately licensed in the Commonwealth of
Massachusetts (Installing Contractor) Engineered
designs and specifications prepared by Registered
Professional Engineers shall identify systems
requiring compliance with appropriate sections of
M.G.L. c. 146 and 528 CMR. Shop drawings and
design layout prepared by licensed installing
contractors shall note the name(s), license
number(s) and license expiration date(s) of the
contractor(s) installing the heating, pumping,
process piping and refrigeration systems. (See
Installing Contractor Definition 780 CMR 202.0).
1301.2 Other regulations: 780 CMR 13 is not
intended to abridge any safety or health provisions
required under any other applicable codes or or-
dinances.
1301.3 Existing buildings: Nothing in 780 CMR 13
shall require the removal, alteration, or
abandonment, or prevent the continuance of the use
and occupancy of, a lawfully existing building,
unless provided otherwise specifically by 780 CMR
13.
1301.4 Exempt buildings: The following buildings
are exempt from the provisions of 780 CMR 13,
with the exception of 780 CMR 1313.0 dealing with
lighting requirements:
' 1. Buildings and structures or portions thereof
whose peak design rate of energy usage is less
than one watt per square foot or three and four
tenths (3.4) Btu/h per square foot of floor area for
all purposes;
2. Buildings which are neither heated nor cooled;
3. Greenhouses that are free-standing, or attached
to a building and separated by a wall having the
same thermal value as an exterior wall, and
provided with a separate temperature control
system;
4. Buildings with less than 100 square feet of
gross floor area.
780 CMR 1302.0 EXISTING BUILDINGS
1302.1 Additions to existing buildings: Additions
to existing buildings or structures shall be made
without making the entire building or structure
comply. The new construction shall conform to the
provisions of 780 CMR 13 as they relate to the
addition only.
1302.2 Alterations to existing buildings: See
780 CMR 34.
780 CMR 1303.0 PLANS AND
SPECIFICATIONS
1303.1 Scope: 780 CMR 1303.0 applies to all
buildings
1303.2 General: Plans, specifications and necessary
computations shall be submitted to indicate
conformance with 780 CMR 1303.0 and other
applicable sections of 780 CMR.
1303.3 Details: The data submitted shall show all
pertinent information and features to be incorporated
into the building, including but not limited to: the
exterior envelope component materials; the R values
of the respective elements; the U values of the
overall assembly; calculations of overall Uo of the
walls, roof/ceiling, and floors; the size and type of
apparatus and equipment: controls: lighting
requirements; and other pertinent data to indicate
conformance to 780 CMR 13 Where required by the
Board of Building Regulations and Standards or the
local enforcement official, such data shall be
submitted on forms specified.
1303.4 Calculation procedures. Calculation
procedures shall be in accordance with data in the
ASHRAE Handbook, 1993 Fundamentals Volume
or as otherwise specified in 780 CMR 13.
780 CMR 1304.0 MATERIALS AND
EQUIPMENT
1304.1 Identification: Where practicable, all
materials and equipment referenced in 780 CMR
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209
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THE MASSACHUSETTS STATE BUILDING CODE
1303.0 shall be marked in order to show compliance
with 780 CMR 13
1304.2 Maintenance information: Service systems
which require preventive maintenance to maintain
efficient operation shall be furnished with complete
necessary maintenance information. Required
routine maintenance actions, as specified by the
manufacturer, shall be stated clearly and
incorporated on a readily accessible label on the
equipment. Such label may be limited to identifying,
by title or publication number, the operation and
maintenance manual for that particular model and
type of product.
780 CMR 1305.0 DESIGN CONDITIONS
1305.1 Scope: 780 CMR 1305.0 applies to all
buildings
1305.2 General: The criteria of 780 CMR 1305.0
establishes the minimum requirements for the
thermal design of the exterior envelope of buildings
and for HVAC systems and equipment.
1305.3 Thermal performance A building that is
designed to be both heated and cooled shall meet the
more stringent of the heating or cooling
requirements as provided in 780 CMR 13 when
requirements differ
1305.4 Design parameters: The design parameters
listed in Tables 1305. 1 and 1305.2 shall be used for
calculations required under 780 CMR 13
1305.4.1 Indoor design temperature Indoor
design temperature shall be 72°F for heating and
78 °F for cooling.
1305.4.2 Design humidity: Indoor design relative
humidity for heating shall not exceed 30% For
cooling, the actual design relative humidity within
the comfort envelope as defined in ASHRAE
Standard 55-92 listed in Appendix A shall be
selected for minimum total HVAC system energy
use in accordance with accepted practice.
1305.5 Ventilation: Ventilation air shall conform to
the requirements specified in the mechanical code
listed in Appendix A.
Table 1305.1
DESIGN TEMPERATURES
HEATING DEGREE DAYS BASE 65
HDD65
Outside Ambient
Heating
Cooling
Cooling
Heating
Degrees
Degrees
Degrees
Deeree
Location
(°F)
Drv Bulb
Wet Bulb
Days
Winter
Summer
Summer
Base 65
Boston
9
88
74
5634
Clinton
2
87
73
6517
Fall River
9
84
73
5774
Fraimngham
6
86
73
6144
Gloucester
5
86
74
Greenfield
-2
85
73
Lawrence
0
87
74
6195
Lowell
1
88
74
6056
New Bedford
9
82
73
5395
Pittsfield
-3
84
72
7578
Springfield
0
87
73
5844
Taunton
9
86
74
6184
Worcester
4
84
72
6989
Table 1305.21
HEATING DEGREE DAYS BASE 50
HDD™
Location
Heating Degree Days
Base 50
Amherst
3171
Birch Hill Dam
3733
Blue Hill
2926
Boston
2383
Chatham
2377
Chestnut Hill
2658
Clinton
3107
East Wareham
2780
Edgartown
2499
Fitchburg
3156
Fraimngham
2855
Haverhill
2734
Hyannis
2478
Knightville Dam
3693
Lawrence
2867
Middleton
2676
Nantucket
2347
New Bedford
2107
Plymouth
2619
Rochester
2807
Rockport
2726
Springfield
2706
Stockbndge
3551
Taunton
2800
Tulley Lake
3786
Worcester
3364
I . This Table is only utilized to support the ACP Tables.
Tables 1314.4.1, 1314.4.2 and 1314.4.3
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ENERGY CONSERVATION
780 CMR 1306.0 BUILDING INSULATION
SPECIFICATIONS
1306.1 Scope: 780 CMR 1306.0 applies to all
buildings.
1306.2 General: Insulating materials must conform
to the Federal Specifications (F.S.), the American
Society for Testing Materials (ASTM) Test
Standards, or the Code of Federal Regulations (CFR)
as listed in Table 1306.
Table 1306
INSULA TTON MATERIALS STANDARDS
Material
Standard
Mineral Fiber
blanket/batt
ASTMC665-91
loose-fill
ASTM C-764-94
Mineral Cellular
perlite
ASTM C549-81/R 1986
vermiculite
ASTM C516-8G7R 1990
perlite board
ASTMC728-91
cellular glass block
ASTMC552-91
Organic Fiber
cellulose fiber board
ASTM C208-94
cellulose loose fill
16 CFR Pan 1209
Organic Cellular
polvstyrene board
ASTM C578-92
urethane board
ASTMC591-85
flexible unicellular
ASTM C534-94
polvurethane or polyiso-
cvanurate with foil face
F.S.HH-1-1972-1
polvurethane or polyiso-
cvanurate with felt face
FS.HH-1-1 972-2
1306.3 Moisture control: The design of buildings
for energy conservation shall not create conditions
of accelerated deterioration from moisture
condensation (additionally, see 780 CMR 12 for
attic and under-floor space ventilation).
1306.4 Installation:
1306.4.1 Recessed light fixtures: Only IC labeled
recessed lights allowing direct contact with
insulating materials shall be used in areas
separating conditioned and unconditioned spaces.
1306.4.2 High heat sources: A clearance of three
inches from any high heat source, including but
not limited to chimneys, flues and vents, shall be
maintained for combustible insulating materials.
1306.4.3 Urea formaldehyde foams: Urea
formaldehyde foams shall not be used in any
building.
1306.4.4 Walls: Batt/blanket insulation with a
vapor barrier attached shall be stapled to the
winter warm sides or faces of wall studs at
intervals of eight inches on center vertically.
Where batt/blanket insulation is of a "friction fit"
design and a poly vapor barrier is employed, the
vapor barrier shall be affixed to the interior face
of the wall studs in accordance with the insulation
manufacturer's recommendations.
1306.4.5 Cavities: All cavities between rough
framing and door and window heads, jambs, and
sills shall be filled with insulation and covered
with a vapor barrier meeting the criteria of
780 CMR 1307.
1306.4.6:
1306.4.6.1 Low rise residential buildings/
perimeter insulation: Perimeter insulation for
slab on grade construction in buildings of Use
Group R of three stories or less shall be in-
stalled so that the concrete to concrete contact
between the foundation wall and the floor slab
is broken and the insulation extends downward
the thickness of the slab and then extends four
feet vertically down from, or four feet
horizontally beneath, the floor slab. Perimeter
insulation may be installed in alternative
locations if installed in a manner to thermally
isolate the floor from the exterior.
1306.4.6.2 Commercial and high rise
residential buildings/perimeter insulation:
Perimeter Insulation for slab on grade con-
struction in buildings of Use Group R of more
than three stories or in buildings of other Use
Groups shall be installed in a manner
consistent with that specified in 780 CMR
1306.4.6.1, except that alternate locations and
dimensions may be permitted by the provisions
of 780 CMR 1314.
1306.4.7 Foundation wall insulation:
1 . For interior foundation wall insulation, the
entire gross wall area extending from the top of
the band joist to the floor shall be insulated in
accordance with Table 1309.1.
2. For exterior foundation wall insulation, the
insulation shall extend from the top of the
foundation to a minimum of eight feet below
grade or to foundation footing, whichever is
less. All exterior basement and foundation wall
insulation shall be suitably protected so as to
prevent deterioration caused by ultra-violet
light or insect damage in accordance with
manufacturer's instructions.
1306.5 Fire safety relating to insulation: See
780 CMR 722 and 2603.
1306.6: Labeling
1306.6.1 Batt and blanket and rigid board:
Insulation of this type shall be labeled according
to type, manufacturer or distributor, R value of the
insulation at the labeled thickness, and material
specification as listed in Table 1306.
1306.6.2 Blown, poured, or sprayed on types
Insulation of these types shall be labeled
according to type, manufacturer, recommended
insulation density, thickness and R value, fire
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
safety requirements and material specifications as
listed in Table 1306.
780 CMR 1307.0 AIR INFILTRATION
AND MOISTURE CONTROL
1307.1: 780 CMR 1307.0 applies to all buildings.
1307.2 Vapor barriers: A vapor barrier of one point
zero (1.0) perm or less shall be installed on the
winter warm side of walls, ceilings and floors
enclosing a conditioned space.
Exception: Vapor barriers may be eliminated
with adequate ventilation as defined in 780 CMR
12 (See 780 CMR 1210).
1307.3 Taping: All tears in the vapor barrier shall
be taped or sealed.
3107.4 Air leakage for all buildings:
1. The requirements of this section shall apply
to those locations separating outdoor ambient
conditions from interior spaces that are heated or
mechanically cooled and are not applicable to the
separation of interior conditioned spaces from
each other.
2. The following openings in the exterior
building envelope shall be caulked, gasketed,
weatherstripped, foamed or otherwise sealed to
limit infiltration:
a. Around window and door frames, between
the unit and the rough framing;
b. Between all exterior wall soleplates and the
structural floor, using two rows of caulking or
alternate approved procedure;
c. Over all framing joints where floors over
conditioned spaces intersect exterior walls,
using a water vapor permeable infiltration
barrier or alternate approved technique;
d. Around openings for plumbing, electricity,
telephone and gas lines in walls, ceilings and
floors;
e. At openings in the ceiling, such as where
the ceiling panels meet interior and exterior
walls, at exposed beam and masonry fireplaces;
f. At the mudsill, in addition to normal sill
sealer in conditioned basements and
conditioned crawlspaces; and,
g. At all other openings in the exterior
building envelope.
h. See additional requirements for attic and
crawl space access, 780 CMR 1211.
3. Electrical outlet plate gaskets shall be
installed on all receptacle, switch, or other
electrical boxes in walls separating conditioned
from unconditioned space.
4. Heating ducts shall be sealed at all joints and
corners as specified in 1310.9.
5. Interior openings between conditioned and
non-conditioned space shall be sealed using
sealant, closed-cell gasket material, permanent
tape, or another method that limits infiltration.
1307.5 Air leakage requirements for fenestration
and doors:
1307.5.1 Windows shall have an air leakage rate
of 0.34 cfm per foot of operable sash crack in
accordance with the following standards as
applicable:
ANSI/AANA 101-88, Aluminum Prime
Windows,
ASTM D 4099-89, Specifications for
Polyvinylchloride (PCV) Prime Windows,
ANSI/NWWDA I.S. 2-87, Wood Window
Units (Improved PerformanceRating Only).
AAMA 101V-1986, Polyvinyl Chloride (PVC)
Prime Windows and Sliding Glass Doors,
AAMA 1701.2-1985 Prime Windows and
Sliding Glass Doors/Manufactured Housing
1307.5.2 Sliding Doors shall meet one of the
following standards for air leakage:
ANSI/AANA 101-88, Aluminum Sliding Glass
Doors, or
ANSI/NWWDA I.S. 3-88, Wood Sliding
Patio Doors.
AAMA 101V-1986, Polyvinyl Chloride (PVC)
Prime Windows and Sliding Glass Doors,
AAMA 1701.2-1985, Prime Windows and
Sliding Glass Doors/Manufactured Housing
1307.5.3 Commercial entrance swinging or
revolving doors shall limit air leakage to a rate not
to exceed 1.2 cfm per square foot of door area, at
standard test conditions.
1307.5.4 Residential swinging doors shall limit
air leakage to a rate not to exceed 0.5 cfm per
square foot of door area, at standard test
conditions.
1307.5.5 Spaces that have regular high volume
traffic through the building envelopes such as
retail store entrances and loading bays, shall be
designed accounting for the steady state air
transfer between conditioned and unconditioned
or exterior space.
780 CMR 1308.0 COMPONENT DESIGN
1308.1 Scope: All low rise residential buildings that
are heated or mechanically cooled shall be
constructed so as to provide the required thermal
performance of the various components listed in
780 CMR 1308.0 through 13 12.0, and to provide the
lighting switching requirements of 780 CMR
1313.2.2.1.
All commercial and high rise residential buildings
that are mechanically heated and cooled shall be
constructed so as to provide the required thermal and
lighting system performance of the various
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ENERGY CONSERVATION
components listed in 780 CMR 1308.0, and 1310.0
through 1314.0.
1308.2 Thermal Performance: Information on
thermal properties, performance of building
envelope sections and components, and heat transfer
shall be obtained from laboratory or field test
measurements, or when information is not available
from these sources, then such information may be
obtained from the ASHRAE Handbook, 1993
Fundamentals.
When laboratory or field test measurements are
used, they shall be conducted in accordance with
ASTM standards:
1. C-177-85/R1993, Standard Test Method for
Steady-State Thermal Transmission Properties by
Means of the Guarded Hot Plate,
2. C-5 1 8-9 1 , Steady-State Thermal Transmission
Properties by Means of the Heat Flow Meter,
3. C-236-89/R1993, Standard Test Method for
Steady-State Thermal Performance of Building
Assemblies by Means of a Guarded Hot Box, or
4. C-976-90, Thermal Performance of Building
Assemblies by Means of a Calibrated Hot Box.
To determine thermal conductance through window
assemblies the following ASTM or American
Architectural Manufacturers Association (AAMA)
standards shall be used.
1 . AAMA 1503.1-1988, Test Method of Thermal
Transmittance of Windows, Doors and Glazed
Wall Sections,
2. ASTM C-236-89/R1993, Standard Test
Method for Steady-State Thermal Performance of
Building Assemblies by Means of Guarded Hot
Box, or
3. ASTM C-976-90, Thermal Performance of
Building Assemblies by .Means of a Calibrated
Hot Box.
When using any of the three test procedures above,
a 15 mile per hour wind shall be applied
perpendicular to the glazing.
1308.3 Gross wall area: For the purposes of
780 CMR 13, the gross area of exterior walls
consists of all opaque wall areas, including
foundation walls, areas between floor spandrels,
peripheral edges of floors, window areas including
sash, and door areas, where such surfaces enclose a
heated or mechanically cooled space including
interstitial areas between two such spaces, but
excluding vents, grills and pipes
1308.4 Roof assembly: For the purpose of
780 CMR 13, a roof assembly shall be considered as
all components of the roof/ceiling envelope through
which heat flows, thereby creating a building
transmission heat loss or gain, where such assembly
encloses a heated or mechanically cooled space.
1308.4.1 Gross roof area: The gross area of a
roof assembly consists of the total interior surface
of such assembly, including skylights, exposed to
the heated or mechanically cooled space.
1308.4.2 Ceiling plenums: Where air ceiling
plenums are employed, the roof/ceiling assembly
shall:
1. for thermal transmittance purposes not
include the ceiling proper nor the plenum space
as part of the assembly; and
2. for gross area purposes be based upon the
interior face of the upper plenum surface.
1308.5 Swimming pools All pool enclosures shall
be designed in accordance with the 1993 edition of
the ASHRAE Applications Handbook.
Such pool enclosures shall have a maximum
overall (roof/gables/sidewalls) U value of 0.25.
780 CMR 1309.0 EXTERIOR ENVELOPE
REQUIREMENTS FOR LOW RISE
RESDDENTIAL BUILDINGS
1309.1 Criteria for low rise residential buildings:
The following requirements shall apply to all
buildings and structures or portions thereof in use
groups R-l, R-2, R-3, and R-4 (hotels, multi-family,
and one- and two-family) that are heated or
mechanically cooled and not more than three stories
high.
1. All buildings in these use groups shall
conform to the thermal transmittance values in
Table 1309.1 or shall be designed to satisfy the
requirements of 780 CMR 1309.3 or shall be
designed to satisfy the requirements of 780 CMR
1315.
2. An overall Uo value of 0.167 for structures
heated by oil, gas or heat pumps, or an overall Uo
of 0.105 for structures heated by electric
resistance may be used for the combination of
walls, doors and windows containing heated space
in lieu of the separate U values listed for walls,
doors and windows. The overall Uo of 0.167 or
0.105 shall be used when the windows exceed
15% of the gross exterior wall area.
3. For purposes of 780 CMR 1309.0 only,
framing members shall not be included in the
calculations of R and U values.
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Table 1309.1
MAXIMUM U VALUES AND MINIMUM
R VALUES OF WALLS, ROOF/CEDLING,
AND FLOORS FOR RES'DENTIAL
BUILDINGS OF 780 CMR 1309.1
Element
Description
U
Value
Total
R Value
Notes
Walls
All wall construction
containing heated or
mechanically cooled
space
0.08
12.5
1
Electric resistance
heatine
0.05
20.0
1
Foundation
Walls
Including
Band Joist
Containing heated or
mechanically cooled
space
0.08
12.5
Containing unhealed
space
0.08
12.5
4
Roof/Ceiling
Assembly
All roof construction
containing heated or
mechanically cooled
space
0.033
30.0
Windows
All construction
enclosing heated or
mechanically cooled
space
0.65
1.54
2
Electric resistance
heating
0.40
2.50
6,7
Doors
All construction
enclosing heated or
mechanically cooled
space
0.40
2.50
Floors
Floor sections over
areas exposed to
outside air or
unheated space
0.05
20.0
3
Slab on grade
beneath conditioned
space
10.0
5
Note 1 : These values may be used when the doors and
windows do not exceed 15% of the gross exterior wall
area. When doors and windows exceed 15% of the gross
wall area, see 780 CMR 1309.1, item 2.
Note 2: Double glazed primary windows or single
glaze primary windows with storm windows will satisfy
the required U value of 0.65.
Note 3: Insulation may be omitted from floors over
unheated areas when foundation walls are provided with
a U value of 0.08.
Note 4: The U value requirement of 0.08 for
foundation walls may be omitted when floors over
unheated spaces are provided with a U value of 0.05.
Note 5: R value for perimeter insulation (see
780 CMR 1306.4.6).
Note 6: When doors and windows do not exceed 15%
of the gross exterior wall area, this value may be used.
When doors and windows do not exceed 10% of the gross
exterior wall area, windows having a U value of 0.65 (R
value of 1.54) may be used. When windows and doors
exceed 15% of the gross exterior wall area, see 780 CMR
1309.1, item 2.
Note 7: Double glazed primary windows with storm
windows or most triple glazed primary windows or
double glazed low emissivity primary windows will
satisfy the required U value of 0.40.
1309.2 Calculation of Uo: Separate overall thermal
transmittance values shall be calculated for wall
assemblies, roof/ceiling assemblies, and floors.
Equation 1 is provided as an example of the Uo
calculation for walls.
Equation 1:
Overall wall Uo
Uw Aw + UgAg = Ud Ad
Where:
Uo = average or combined transmittance of the
gross exterior wall; (Btu/hr-ft"-°F).
Aw = gross exterior wall area, (ft ).
Uw = thermal transmittance of the components of
the opaque wall; (Btu/hr-ft"-°F).
Aw = opaque wall area; (ft ).
Ug = thermal transmittance of the windows;
(Btu/hr-ft2-°F).
Ag = window area; (ft ).
Ud = thermal transmittance of the door or similar
opening; (Btu/hr-ft2-°F).
Ad = door area; (ft2).
NOTE: Where Ug is determined by test, it shall be
calculated using the procedure contained in
780 CMR 1314.3.2.2 including calculation for
framing, sash, edge effects, and all other factors
pertinent to the complete window assembly.
1309.3 Alternates: The stated Uo (or U) value of
any one assembly, such as roof/ceiling, wall, or
floor, may be increased and the Uo (or U) value for
other components decreased provided that the
overall heat gain or loss for the entire building
envelope does not exceed the total resulting from
conformance to the stated Uo (or U) values.
780 CMR 1310.0 HEATING, VENTILATING
AND AIR CONDITIONING
(HVAQ SYSTEMS
1310.1 Scope: 780 CMR 1310.0 covers the
determination of heating and cooling loads, systems
performance, and control requirements for all build-
ings. Criteria are established for insulating HVAC
systems and for duct construction.
Exception: Special applications, including but not
limited to hospitals, museums, laboratories, rooms
containing thermally sensitive equipment such as
computers, open refrigerated display cases, may
be exempted from the requirements of 780 CMR
1310.0, when calculations and requirements are
submitted establishing the unique environmental
criteria that exist.
1310.2 Calculation of heating and cooling loads:
1310.2.1 Calculation procedures: For the
purpose of sizing HVAC systems, heating and
cooling design loads shall be determined in
accordance with techniques recommended in the
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ENERGY CONSERVATION
1993 ASHRAE Handbook of Fundamentals or the
Air Conditioning Contractors Association's
Manual "J" The design parameters specified in
780 CMR 1305.0 shall apply for all computations
1310.3:
1310.3.1 System heating/cooling capacity: The
rated output capacity of the heating/cooling
system at design conditions shall not be greater
than 125% of the design load calculated in
accordance with 780 CMR 13. Equipment
designed for standby purposes is not included in
the capacity limitation requirement. For a single
piece of equipment which has both heating and
cooling capability, only one function, either the
heating or the cooling, need meet the
requirements of 780 CMR 1310.0. Capacity for
the other function shall be. within available
equipment options, the smallest size necessary to
meet the load.
Exception: Where the HVAC system for the
building uses interconnected equipment
designed to sequence with the load and it can
be shown that such design will use less energy
on an annual basis than one large unit.
1310.3.2 Heat pump supplementary heating
capacity: The rated output capacity of a heat
pump supplementary heating source shall not be
greater than 125% of the design load as calculated
in accordance with 780 CMR 13.
1310.4 Simultaneous heating and cooling:
Simultaneous heating and cooling by reheating or
recooling supply air or by concurrent operation of
independent heating and cooling systems serving a
common zone shall be restricted as delineated in
780 CMR 1310.4.1 through 3 10.4.3:
1310.4.1 Recovered energy: Recovered energy,
provided the new energy expended in the
recovery process is less than the amount
recovered, may be used for control of temperature
and humidity. (New energy is defined as energy,
other than recovered, utilized for the purpose of
heating or cooling).
1310.4.2 New energy for humidity control. New
energy may be used, when necessary, to prevent
relative humidity from rising above 53% for
comfort control or to prevent condensation on
terminal units or outlets.
1310.4.3 New energy for temperature control:
New energy may be used for control of
temperature if minimized as delineated in
780 CMR 1310.4.3 items 1 through 5:
1. Reheat systems: Systems employing
reheat and serving more than one zone, other
than those employing variable air volume for
temperature control, shall be provided with
controls that will automatically reset the cold
air supply. The temperature shall be controlled
to sequence reheat and cooling.
2. Dual duct and multi zone systems: These
systems shall be provided with controls that
will automatically reset the cold deck air
supply to the highest temperature that will
satisfy the zone requiring the coolest air, and
the hot deck air supply to the lowest
temperature that will satisfy the zone requiring
the warmest air.
3. Recooling systems: Systems in which
heated air is recooled, directly or indirectly, to
maintain space temperature shall be provided
with controls that will automatically reset the
temperature to which the supply air is heated.
The temperature shall be the lowest level that
will satisfy the zone requiring the warmest air.
4. Multiple zones: For systems with multiple
zones, one or more zones may be chosen to
represent a number of zones with similar
heating/cooling characteristics. A multiple
zone HVAC system that employs reheating or
recooling for control of not more than 5,000
cubic feet per minute (cfin) or 20% of the total
supply air of the system, whichever is less,
shall be exempt from the supply air
temperature reset requirement of 780 CMR
1310.4.3 I through 3.
5. Concurrent operation: Concurrent
operation of independent heating and cooling
systems serving common spaces and requiring
the use of new energy for heating or cooling
shall be minimized by one or both of the
following:
a. by providing sequential temperature
control of both heating and cooling
capacity in each zone; and/or
b. by limiting the heating energy input
through automatic reset control of the
temperature of the heating medium to only
that necessary to offset heat loss due to
transmission and infiltration and, where
applicable, to heat the ventilation air
supply to the space.
1310.5 Mechanical ventilation: Each mechanical
ventilation system (supply and/or exhaust) shall be
equipped with motorized or other means of
automatic volume shutoff or reduction during
periods of non-use or alternate use of the spaces
served by the system.
Exceptions:
1. For one- and two-family structures gravity
dampers shall be allowed for bath and kitchen
exhaust systems.
2. Systems serving areas expected to operate
continuously
3 For Systems which have a design air flow of
300 cfrn or less, gravity dampers shall be allowed.
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THE MASSACHUSETTS STATE BUILDING CODE
4. Gravity and other non-electrical ventilation
systems may be controlled by readily accessible
manual damper controls.
5. Where restricted by code, such as combustion
air intakes.
1310.6 Fan system design criteria:
1310.6.1 General: The following design criteria
apply to all HVAC fan systems used for comfort
heating, ventilating, and/or air conditioning. For
the purposes of 780 CMR 1310.0, the energy
demand of a fan system is the sum of the demand
of all fans which are required to operate at design
conditions to supply air from the heating and/or
cooling source to the conditioned space(s) and
return it back to the source or exhaust it to the
outdoors while bringing in outside air for
ventilation.
Exceptions:
1. Systems with total fan system motor
horsepower of 10 HP or less.
2. Unitary equipment for which fan energy is
included in 780 CMR 1311 efficiency ratings.
1310.6.2 Constant volume fan systems: For fan
systems which provide a constant air volume
whenever the fans are operating, the power required
by the motors for the combined fan system at design
conditions shall not exceed 0.8 W/cfrn.
1310.6.3 Variable air volume (VAV) fan systems:
1310.6.3.1For fan systems which are able to vary
system air volume automatically as a function of
load, the power required by the motors for the
combined fan system at design conditions shall
not exceed 1.25 W/cfm.
1310.6.3.2 Individual VAV fans with motors 75
HP and larger shall include controls and devices
necessary for the fan motor to demand no more
than 50% of design wattage at 50% of design air
volume, based on manufacturer's test data.
1310.7 Controls:
1310.7.1 Temperature control: Each HVAC
system shall be provided with at least one
thermostat for the regulation of temperature.
Each thermostat shall be capable of being set as
follows:
1. when used to control heating only, 55 -
75°F;
2. when used to control cooling only, 70 -
85°F;and
3. when used to control both heating and
cooling it shall be capable of being set from
55 - 85 °F, and shall be capable of operating the
system heating and cooling in sequence. It
shall be adjustable to provide a temperature
range of up to 10°F between full heating and
full cooling, except as allowed in 780 CMR
1310.4.3, item 5.
1310.7.2 Humidity control: If an HVAC system
is equipped with a means for adding moisture to
maintain specific selected relative humidities in
spaces or zones, a humidistat shall be provided.
This device shall be capable of being set to
prevent new energy from being used to produce
space relative humidity above 30% relative
humidity. When a humidistat is used in an HVAC
system for controlling moisture removal to
maintain specific selected relative humidities in
spaces or zones, it shall be capable of being set to
prevent new energy from being used to produce a
space relative humidity less than 53%.
1310.7.3 Zoning for temperature control:
1. One- and two-family dwellings: At least
one thermostat for regulation of space
temperature shall be provided for each separate
HVAC system. As a minimum, each floor
containing conditioned space in a one- and two
family home, shall be considered as a separate
zone and a thermostat shall shall be provided
for each zone.
2. Multi-family dwellings: For multi-family
dwellings, each individual dwelling unit shall
be considered separately and shall meet the
above requirements. Spaces other than living
units shall meet the requirements of 780 CMR
1310.7.3 item 3.
3. In all other types of buildings or
occupancies, at least one thermostat for
regulation of space temperature shall be
provided for:
a. each separate HVAC system; and
b. as a minimum, each floor containing
conditioned space in a building shall be
considered as a separate zone. In a multi-
story building in which the perimeter
system offsets only the transmission losses
of the exterior wall, an entire side of
uniform exposure may be zoned separately.
A readily accessible manual or automatic
means shall be provided to partially restrict
or shut off the heating and/or cooling input
(for the exposure) to each floor.
1310.7.4 Control setback and shut-off: Lowering
thermostat set points to reduce energy consumption
of heating systems shall not cause energy to be ex-
pended to reach the reduced setting.
1310.7.4.1 Residential occupancy (use groups
R-2, R-3, and R-4): The thermostat required in
780 CMR 13 10.7.3 items 1 and 2, or an alternate
means such as a switch or a clock, shall provide a
readily accessible, manual or automatic means for
reducing the energy required for heating and
cooling during periods of nonuse or reduced need,
such as, but not limited to, unoccupied periods
and sleeping hours.
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ENERGY CONSERVATION
1310.7.4.2 Other buildings and occupancies:
Each HVAC system shall be equipped with a
readily accessible means of shutting off or
reducing the energy used for HVAC during
periods of nonuse or alternate uses of the building
spaces or zones served by the system.
1310.7.4.3 Swimming pools:
1. Heated swimming pools shall be equipped
with controls to limit heating water
temperatures to not more than 80CF.
Exceptions:
1. Pools used for therapeutic purposes are
exempt from 780 CMR 1310.7.4.3 when
approved by the building official.
2. Uncovered (unenclosed) heated pools
shall be controlled so that the electric or
fossil fuel pool water heating systems are
inoperative whenever the outdoor air
temperature is below 60°F.
1310.8 Duct construction: All air handling
ductwork and plenums shall be constructed and
erected in accordance with the applicable Sheet
Metal and Air Conditioning Contractors National
Association (SMACNA) Standards.
1310.8.1 Ductwork which is intended to operate
at static pressures in excess of three inches W.C.
shall be leak tested and be in conformance with
the following sections of the SMACNA Duct
Leakage Test Manual, 1985: Test procedures shall
be in accordance with those outlined in Section 5,
or equivalent; test reports shall be provided in
accordance with Section 6, or equivalent; the
tested duct leakage class at a test pressure equal to
the design duct pressure class rating shall be equal
to or less than leakage class 6 as defined in
Section 4.1. Leakage testing may be limited to
representative sections of the duct system but in
no case shall such tested sections include less than
25% of the total installed duct area for the
designated pressure class.
1310.8.2 Where supply ductwork and plenums
which are intended to operate at static pressures
from V* inch to three inches W.C. inclusive, are
located outside of the conditioned space or in
return plenums, joints shall be sealed in
accordance with Seal Class C, as defined in the
SMACNA manual referenced above. Pressure
sensitive tape shall not be used as the primary
sealant for such ducts which are intended to
operate at static pressures of one inch W.C. or
greater.
1310.8.3 Dampers: Automatic or manual
dampers installed for the purpose of shutting off
outside air intakes for ventilation air shall be
designed with light tight shut-off characteristics to
minimize air leakage.
1310.9 Air handling duct system insulation: All
ducts, plenums and enclosures installed in or on
buildings shall be thermally insulated as follows:
1. Air Handling System Insulation: All air
handling ducts and plenums installed as part of an
HVAC air distribution system shall be thermally
insulated in accordance with Table 13 10.9.
Exception: Duct insulation is not required in
any of the following cases:
a. Ducts located within the conditioned
space they serve.
b. Supply or return air ducts installed in
unventilated crawl spaces with insulated
walls, and basements or cellars with
insulated walls in one- and two-family-
dwellings;
c. When the heat gain or loss of the ducts,
without insulation, will not increase the
energy requirements of the building;
d. Within HVAC equipment;
e. Exhaust air ducts.
Table 1310.91
MINIMUM DUCT INSULATION
Duct Location
2
Cooling "
Insulation
R-Value
•>
Heating "
Insulation
R-Value
Outside of building envelope or
in spaces vented to the outside
5.0
6.5
Inside of building envelope:
TD~<=15
None
Required
None
Required
Inside of building envelope:
15<TD3<=30
3.3
3.3
Inside of building envelope:
TD >30
5.0
5.0
Notes to Table 1310.9:
1. Insulation R- values shown are for the insulation only
and do not include film resistance. The required
minimum thicknesses do not consider condensation. For
ducts which are designed to convey both heated and
cooled air, duct insulation shall be as required by the
most restrictive condition. Where exterior walls are used
as plenum walls, wall insulation shall be as required by
the most restrictive condition of 780 CMR 1310 or
780 CMR 1309 (low rise residential) or 780 CMR 1314
(high rise residential and commercial).
2. Includes system return ducts.
3. TD is defined as the temperature difference at design
conditions (see 780 CMR 1305) between the space within
which the duct is located and the design air temperature
in the duct.
2. Vapor barriers shall be provided, where
required, to prevent condensation.
1310.10 Cooling with outdoor air (economizer
cycle): Each fan system shall be designed to use up
to and including 100% of the fan system capacity for
cooling with outdoor air automatically whenever its
use will result in lower usage of new energy.
Activation of economizer cycle shall be controlled
by sensing outdoor air enthalpy and dry bulb
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
temperature jointly or outdoor air dry bulb
temperature alone to accomplish the above.
Exceptions: Cooling with outdoor air is not
required under any one or more of the following
conditions:
1 . Fan system capacity less than 5,000 cubic
feet per minute (cfm) or 134,000 Btu/h of total
cooling capacity;
2. The quality of the outdoor air is so poor as
to require extensive treatment of the air;
3. The need for humidification or
dehumidification requires the use of more
energy than is conserved by the outdoor air
cooling;
4. The use of outdoor air cooling may affect
the operation of other systems so as to increase
the overall energy consumption of the building;
5. Internal/external zone heat recovery or
other energy recovery is used;
6. When all space cooling is accomplished by
a circulating liquid which transfers space heat
directly or indirectly to a heat rejection device
such as a cooling tower without the use of a
refrigeration system.
1310.11 Balancing: The HVAC system design shall
provide means for balancing the air and water
systems such as but not limited to dampers,
temperature and pressure test connections, flow
measuring stations or meters, and balancing valves.
The HVAC systems shall be field balanced to
achieve conditions stated in the plans and
specifications and in accordance with the applicable
reference standards.
1310.12 Piping insulation: All piping installed to
serve buildings and within buildings shall be
thermally insulated in accordance with Table
1310.12.
Exceptions: Piping insulation is not required in
any of the following cases:
1 . Piping installed within HVAC equipment;
2. Piping for fluids at temperatures between
55°Fand 105°F;
3. When the heat loss and/or heat gain of the
piping, without insulation, does not increase
the heating and/or cooling energy requirements
of the building;
4. Piping, installed in unventilated crawl
spaces with insulated walls,and basements or
cellars with insulated walls in one- and two-
family dwellings.
1310.12.1 Other insulation thickness: Insulation
thicknesses in Table 13 10. 12 are based on insulation
with thermal conductivities listed in Table 1310.12
for each fluid operating temperature range, rated in
accordance with ASTM C 335-95, Test Method for
Steady-State Heat Transfer Properties of Horizontal
Pipe Insulations, at the average temperature listed in
the Table. For insulation which has a conductivity
more than 10% in excess of that shown in Table
1310.12 for the applicable fluid operation
temperature range and at the average rating
temperature shown, minimum thicknesses shall be
determined in accordance with equation 1310.12.1:
Equation 1310.12.1
T = PR X [(1 + t/PR)™-1]
Where:
T = new minimum insulation thickness for
material with conductivity K, inches.
PR = pipe actual outside radius, inches
t = insulation thickness from Table 1310.12,
inches.
K = conductivity of alternate material at the
average rating temperature indicated in
Table 1310.12 for the applicable fluid
temperature range, (Btu-inch/h-°F-ft ).
k = conductivity listed in Table 13 10. 12 for the
applicable fluid temperature range, (Btu-
inch/h-°F-ft2).
1310.12.2 Vapor barriers: Vapor barriers shall
be provided to prevent condensation where
required.
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ENERGY CONSERVATION
Table 1310.12
MINIMUM PIPE INSULATION1
INSULATION THICKNESS IN INCHES FOR PIPE SIZES (Note 2)
Piping
System
Types
Fluid
Temperature
Range
(°F)
Runouts ~
Up to 2"
1"
&less
1 '/«"
to 2"
2/,"
to 4"
5"
to 6"
8"
and larger
Insulation
Conductivity
Heating Systems
Steam & Hot
Water
(B-in/F-hr-sf)
at temp °F
High
Press./TVmp.
351-450
1.5
2.5
2.5
3.0
3.5
3.5
0.32 @ 250°
Med.
Press./Temp.
251-350
1.5
2.0
2.5
2.5
3.5
3.5
0.29 @ 200°
Low
Press/Temp.
201-250
1.0
1.5
1.5
2.0
2.0
3.5
0.27 @ 150°
Low Temp.
141-200
0.5
1.5
1.5
1.5
1.5
1.5
0.25 @ 125 =
Low Temp.
105-140
0.5
1.0
1.0
1.0
1.5
1.5
0.24 © 100c
Steam
Condensate
(for feedwater)
Any
1.0
1.5
1.5
2.0
2.0
2.0
0.27 @ 150"
COOLrNG,
SYSTEMS^
Chilled Water
40-55
0.5
0.5
0.75
1.0
1.0
1 0
0.23 @75°
Refrigerant or
Brine
Below 55
1.0
1.0
1.5
1.5
1.5
1.5
0.23®. 75°
Notes:
1. For minimum thicknesses of alternative insulation types, see 780 CMR 1310.12.1.
2. Runouts to individual terminal units not exceeding 12 ft. in length.
3. The required minimum thicknesses do not consider condensation. Additional insulation and/or vapor barriers may
be required to prevent condensation.
780 CMR 1311.0 HEATING, VENTILATING
AND AJDR CONDITIONING EQUTPMENT
1311.1 Scope: 780 CMR 1311.0 applies to all
buildings.
1311.2 HVAC equipment performance
requirements: The requirements of 780 CMR
1311.0 apply to equipment and component
performance for heating, ventilating, and air
conditioning systems. Where equipment efficiency
levels are specified, data furnished by the equipment
supplier, or certified under a nationally recognized
certification program or rating procedure, shall be
used to satisfy these requirements.
1311.3 HVAC system combustion heating
equipment: All gas and oil fired comfort heating
equipment shall have an Annual Fuel Utilization
Efficiency (AFUE) not less than the values shown in
Tables 1311.3 through 1311.5. Equipment types not
covered in these tables shall show a minimum
combustion efficiency of 75% at maximum rated
output. Combustion efficiency is defined as 100%
minus stack losses in percent of heat input. Stack
losses are:
1 . loss due to sensible heat in dry flue gas;
2. loss due to incomplete combustion; and
3. loss due to sensible and latent heat in moisture
formed by combustion of hydrogen in the flue.
Table 1311.3(a)
STANDARD RATING CONDITIONS AND
MINIMUM PERFORMANCE WARM AIR
FURNACES AND COMBINATION WARM
AIR FURNACES/AIR-CONDITIONING UNITS
Reference
Standards
Category
Rating Condition
Minimum
Performance
10CFR
Gas-Fired
<225,000
Btu/h
Seasonal Rating
AFUE 78%4
£,3 80%
430(B)
Oil-Fired
<225,000
Bto/h
Seasonal Rating
AFUE 78%"
E? 30%
ANSI
Gas-Fired
2225,000
Btu/h
1 . Maximum Rating
Capacity"
Steadv-State
E,5 80%
Z2 1.47-90
2. Minimum Rating
Capacity"
Steadv-State
E? 78%
UL 727-86
Oil-Fired
2225,000
Btu/h
1 . Maximum Rating
Capacity"
Steady-State
E,5 81%
2. Minimum Rating
Capacity"
Steadv-State
E,5 81%
For SI: °F= 1.8°C = 32. 1 Btu/h = 0.2931 W
1 . Listed in Appendix A
2. Minimum and maximum ratings as provided for and
allowed by the unifs controls
3. These requirements apply to combination units not
covered by NAECA (three phase power or cooling
capacity > 65,000 Btu/h).
4. This is used to be consistent wth National Appliance
Energy Conservation Act (NAECA) of 1987 (Public Law
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780 CMR - Sixth Edition
219
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
100-2). These values apply to furnace and combination
units covered by NAECA.
5. See references standard for detailed definition of
themal efficiency (E,) = (100% minus flue losses).
Table 1311.3(b)
STANDARD RATING CONDITIONS AND
MINIMUM PERFORMANCE WARM AIR
DUCT FURNACES AND UNIT HEATERS
Reference
Standards
Category
Rating Condition
Minimum
Performance
ANSI
Duct
Furnaces
Gas-Fired
I . Maximum Rating
Capacity"
Steady-State
3 4
E, 78%
Z83.9-86
2. Minimum Rating
Capacity"
Steady-State
i 4
£■/ 75%
ANSI
Unit Heaters
Gas-Fired
1 . Maximum Rating
Capacity
Steady-State
E? 78%
Z83.8-95
2. Minimum Rating
Capacity"
Steady-State
£•/ 74%
UL 73 1-88
Unit Heaters
Oil-Fired
1 . Maximum Rating
Capacity"
Steadv-State
£,3 81%
2. Minimum Rating
Capacity"
Steadv-State
£,3 81%
1. Listed in Appendix A
2. Provided and allowed by the controls.
3. E, = themal efficiency, 100% minus flue losses. See
reference standard for detailed definition.
Table 1311.3(b)
STANDARD RATING CONDITIONS AND
MINIMUM PERFORMANCE GAS AND OEL-
FIRED STEAM AND HOT WATER BOILERS
Reference
Standards
Category
Rating Condition
Minimum
Performance
10CFR
Gas-Fired
<3000,000
Btu/h
Seasonal Rating
AFUE 80%4,5
430(B)
Oil-Fired
<3000,000
Btu/h
Seasonal Rating
AFUE 80%"
HI6
Gas-Fired
2 3000,000
Btu/h
1 . Maximum Rating
Capacity"
Steady-State
Ec3 80%
2. Minimum Rating
Capacity"
Steady-State
m7
Oil-Fired
2 3000,000
Btu/h
1 . Maximum Rating
Capacity"
Steadv-State
£,3 83%
2. Minimum Rating
Capacity"
Steadv-State
HI8
Oil-Fired
(Residual)
2 3000,000
Btu/h
1 . Maximum Rating
Capacity"
Steady-State
£,3 83%
2. Minimum Rating
Capacity
Steadv-State
2. Provided and allowed by the controls.
3. Et = themal efficiency, 100% minus flue losses. See
reference standard for detailed definition.
4. To be consistent with National Appliance Energy
Conservation Act of 1987 (Public Law 100-12).
5. Except for fas-fired steam boilers for which minimum
AFUE is 75%
6. HI = Hydronics Institute, Test & Rating Standard/
Heating Boilers - 1982; ANSI Z2 1.13-87; ANSI/ASME
Ptc 4.1-64; UL 795-73.
7. Hydronics Institute, Test & Rating Standard/ Heating
Boiler's - 1982; ANSI/ASME Ptc 4. 1 - 64; UL 726-90
8. Hydronics Institute, Test & Rating Standard/ Heating
Boilers - 1982; ANSI/ASME Ptc 4. 1 - 64.
1311.4 HVAC system heating equipment, heat
pumps heating mode: Heat pumps whose energy
input is entirely electric shall show a coefficient of
performance (COP heating, as defined herein) not
less than the values shown in Table 13 1 1.4.
1. These requirements apply to, but are not
limited to, unitary heat pumps (air source) in the
heating mode, and to packaged terminal heat
pumps in the heating mode. Field assembled
unitary heat pumps, consisting of one or more
components, shall show compliance with
780 CMR 1311.4
2. Coefficient of performance heating: the
ratio of the rate of net heat output to the rate of
total on-site energy input, expressed in consistent
units and under designated rating conditions. The
rate of net heat output shall be defined as the
change in the total heat content of the air between
entering and leaving the equipment (not including
supplementary heat).
3. Supplementary heater: The heat pump shall
be installed with a control to prevent
supplementary heater operation when the heating
load can be met by the heat pump alone.
Supplementary heater operation is permitted
during transient periods, such as start-ups,
following room thermostat set-point advance and
during defrost. A two stage thermostat, which
controls the supplementary heat on its second
stage, shall be accepted as meeting this
requirement. The cut-on temperature for the
compression heating shall be higher than the cut-
on temperature for the supplementary heat, and
the cut-off temperature for the compression
heating shall be higher than the cut-off
temperature for the supplementary heat.
Supplementary heat may be derived from any
source of electric resistance heating or
combustion heating.
1 . Listed in Appendix A
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ENERGY CONSERVATION
Table 1311.4
MINIMUM COP FOR HEAT PUMPS,
HEATING MODE
CATEGORY
PERFORMANCE
REFERENCE
STAND ARD(S)
Air Source, single phase:
(Cooling capacity less
than 65,000 Btu/hr)
Hi-temp
(47db/43\vb);
(Mm. COP = 2.7)
Low-temp
(17db/15wb);
(Min. COP =1.8)
ARJ210/24/-89
Air Source, three phase:
(Cooling capacity less
than 35,000 Btu/hr)
Hi-temp
(47db/43wb);
(Min. COP = 2.7)
Low-temp
(17db/15wb);
(Mm. COP = 1.8)
Packaged Terminal Heat
Pumps
Min. COP = 2.5
1311.5 HVAC system equipment, electrically
operated cooling mode: HVAC system equipment
as listed below whose energy input in the cooling
mode is entirely electric shall show a Seasonal
Energy Efficiency Ratio (SEER) or Energy
Efficiency Ratio (EER) not less than the values
shown in Table 1311.5.
1311.5.1: These requirements apply to, but are
not limited to, unitary cooling equipment (air-
cooled, water-cooled, and evaporatively cooled);
the cooling mode of unitary heat pumps; and
packaged terminal air conditioners.
TABLE 1311.5
MINIMUM SEER AND EER FOR
ELECTRICALLY DRIVEN AIR
CONDITIONING EQUIPMENT
TYPE
Air, single phase:
(Cooling capacity
less than 65,000
Btu/hr)
Mm. SEER = 7.8
Air, three phase:
(Cooling capa-city
less than 65,000
Btu/hr)
Air:
(Cooling capacity
greater than
65,000 Btu/hr
but less than
135,000 Btu/hr)
Packaged Terminal
Heat Pumo
Packaged Terminal
Air Conditioner
PERFORMANCE
Min. EER (Hi-temp) =
2
Min. EER (Hi-temp) =
8.2
Mm. EER = 7.8
Min. EER = 7.8
REFERENCE
STAND ARD(S)
ARI 210/240-89
1311.6 Applied HVAC system components,
electrically operated cooling mode: HVAC system
components, as listed in Table 1311 .6, whose energy
input is entirely electric shall show a coefficient of
performance (COP) cooling, as defined herein, not
less than the values shown in Table 1311.6.
1311.6.1 Coefficient of performance:
Coefficient of Performance (COP) cooling is the
ratio of the rate of net heat removal to the rate of
total energy input, expressed in consistent units
and under designated rating conditions.
The rate of net heat removal is defined as the
difference in total heat content of the water or
refrigerant entering and leaving the component
Total on-site energy input shall be determined
by combining the energy inputs to all elements
" and accessories of the component, including but
not limited to compressors, internal circulating
pumps, purge, and the HVAC system component
control circuit.
Table 1311.6
MINIMUM EER AND COP FOR
ELECTRICALLY DRIVEN AIR
CONDITIONING SYSTEM COMPONENTS
Component
Condensmg
Means
Coolant
EER
COP
Reference
Standard
Self-Contained
Chillers
Centrifugal
Air
8.2
2.4
ARI 550-
92
Self-Contained
Chillers
Centrifugal
< 250 Tons
Water
16.4
4.8
ARI 550-
92
Self-Contained
Chillers
Centrifugal
> 250 Tons
Water
17.1
5.0
ARI 550-
92
Self-Contained
Chillers
Rotary
Air
8.2
2.4
ARI 550-
92
Self-Contained
Chillers
Rotary
Water
14.0
4.1
ARI 550-
92
Self-Contained
Chillers - with
Condenser
Positive
Displace-
ment
Air
8.9
2.6
ARI 590-
92
Self-Contained
Chillers - with
Condenser
Positive
Displace-
ment
Water
12.6
3.7
ARI 590-
92
Self-Contained
Chillers -
without
Condenser
Positive
Displace-
ment
Air
10.1
3.0
ARI 590-
92
Condenser
Units
135,000 Btu/hr
or Less
Air
9.5
2.8
ARI 365-
94
Condenser
Units
135,000 Btu/hr
or Less
Water
(Evap)
12.7
3.7
ARI 365-
94
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221
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THE MASSACHUSETTS STATE BUILDING CODE
1311.7 HVAC system equipment, heat operated,
cooling mode: Heat operated cooling equipment
shall show a coefficient of performance (COP)
cooling not less than the values shown in Table
1311.7. These requirements apply to, but are not
limited to, absorption equipment, engine driven
equipment, and turbine drive equipment.
When the refrigeration components are supplied
by different manufacturers, it shall be the
responsibility of the system designer to determine
compliance with these requirements, using data
provided by the suppliers of the elements.
Table 1311.7
MINIMUM COP FOR HEAT OPERATED
AIR CONDITIONING SYSTEM EQUIPMENT
HEAT SOURCE
Direct fired (gas/oil)
Indirect fired (steam/hot
water)
MINIMUM COP
0.'
780 CMR 1312.0 ELECTRICAL POWER
DISTRIBUTION
1312.1 Scope: Electrical distribution systems shall
be designed for the efficient distribution of electrical
energy from the service entrance to the points of use.
1312.1.1 Exempt buildings: Buildings in use
groups R-3 and R-4 (one-and two-family
dwellings) shall be exempt from the requirements
of 780 CMR 1312.0
1312.2 Power factor: Utilization equipment greater
than 1,000 watts and lighting equipment greater than
15 watts with an inductive reactance load component
shall have a power factor of not less than 85% under
rated load conditions. Power factor of less than 85%
shall be corrected to at least 90% under rated load
conditions. Power factor corrective devices, installed
to comply with this code, shall be switched with the
utilization equipment, except where this results in an
unsafe condition or interferes with the intended
operation of the equipment.
1312.3 Service voltage: Where a choice of service
voltage is available, a computation shall be made to
determine which service voltage would produce the
least energy loss, and that voltage shall be selected.
1312.4 Electric energy determination: In all multi-
family dwellings, each dwelling unit shall be
separately metered.
Exceptions:
1. Publicly financed housing for the elderly
with fuel fired heating systems, with centrally
operated air conditioning systems, or without
air conditioning systems are exempt from this
requirement.
2. Publicly financed housing for the elderly
with electric resistance or storage heating
systems are exempt from 780 CMR 1312.4
provided there is informational metering of the
individual dwelling units.
780 CMR 1313.0 LIGHTING SYSTEMS
1313.1 Scope: 780 CMR 1313.0 establishes the
maximum power limits and control requirements for
interior and exterior illumination systems.
1313.1.1 The rooms, spaces and areas covered
by 780 CMR 1313.0 include:
1. Interior spaces of buildings.
2. Building exterior areas such as: entrances,
exits, loading docks, etc.
3. Roads, grounds and other exterior areas
including open-air covered areas where
lighting is required and is energized through
the building electrical service.
1313.1.2 Exempt buildings and spaces: The
following buildings and spaces are exempt from
the provisions of 780 CMR 13 13.0:
1. Lighting for dwellings units contained in
use groups R-2, R-3 and R-4, except for the
switching requirements in 1313.2.2.1.
2. Outdoor activities such as manufacturing,
storage, commercial green houses and
processing facilities.
3. Lighting power for theatrical productions,
television broadcasting, audio-visual
presentations and those portions of
entertainment facilities where lighting is an
essential technical element for the function
performed.
4. Specialized luminaires for medical and
dental purposes.
5. Outdoor athletic facilities.
6. Display lighting required for art exhibits or
displays in galleries, museums and monuments.
7. Exterior lighting for public monuments and
recognized landmarks such as buildings
individually listed on the National Register of
Historic Places.
8. Special lighting needs for research.
9. Lighting to be used solely for indoor plant
growth during the hours of 1 0:00 P.M. to 6:00
A.M.
10. Emergency lighting that is automatically
"off' during normal operation.
1 1 . High risk security areas identified by local
ordinances or regulations or by security or
safety personnel as requiring additional
lighting.
12. Classrooms specifically designed for the
hard of seeing, hard of hearing (lip-reading),
and for senior citizens.
13. Lighting for signs.
14. Store-front display windows in retail
facilities.
15. Spaces regularly used for religious
services or worship.
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ENERGY CONSERVATION
1313.2 Minimum requirements: This 780 CMR
1313.2 establishes the minimum requirements which
must be met for all spaces covered by 780 CMR
1313.0.
1313.2.1 Building Lighting Power Limit
(BLPL): A Building Lighting Power Limit
(BLPL) is the upper limit of the power to be
available to provide the lighting needs of a
building.
The Building Lighting Power Limit (BLPL) is
the sum of the building Exterior Lighting Power
Allowance (ELPA), the Roads and Grounds
Lighting Power Allowance (RLPA), and the
building Interior Lighting Power Limit (ILPL).
1. The building Exterior Lighting Power
Allowance (ELPA) is calculated in 780 CMR
1313.2.1.4.
2. The Roads and Grounds Lighting Power
Allowance (RLPA) is calculated in 780 CMR
1313.2.1.5.
3. The building Interior Lighting Power Limit
(ILPL) may be calculated either by the
prescriptive criteria in 780 CMR 1313.4 o_i by
the system performance criteria in 780 CMR
1313.5.
The prescriptive criteria (1313.4) provide a
simple calculation procedure with limited
flexibility. The system performance criteria
(780 CMR 1313.5) provide a more complex and
lengthy calculation procedure with greater
flexibility usually suitable for complex lighting
systems in larger buildings.
When using the system performance criteria
(780 CMR 1313.5) a computer-based procedure,
approved by the State Board of Building
Regulations and Standards, may be used to
calculate the ILPL compliance value.
1313.2.1.1 Compliance: A building design
shall be considered in compliance with
780 CMR 13 13.0 if:
1. The exterior lighting power to be
installed is no greater than the Exterior
Lighting Power Allowance (ELPA).
2. The roads and ground lighting power to
be installed is not greater than the Roads
and Grounds Lighting Power Allowance
(RLPA).
3. The interior lighting power to be
installed is not greater than the Interior
Lighting Power Limit (ILPL). Tradeoffs
between ILPL and ELPA or RLPA shall
not be allowed (also see 780 CMR
1313.2.1.2).
1313.2.1.2 Compliance for multiple
buildings of a facility: The lighting power
limits for each building in a facility shall be
calculated separately. Tradeoffs among
buildings shall be restricted as described
below:
1. Tradeoffs of Interior Lighting Power
Limits among other buildings of the same
facility shall not be allowed.
2. Tradeoffs between Interior Lighting
Power Limits and Exterior Lighting Power
Allowances or Roads and Grounds Power
Allowances shall not be allowed.
3 . Tradeoffs of Exterior Lighting Power
Allowances among buildings of the same
facility are allowed.
1313.2.1.3 Forms for compliance: Forms
approved by the Board of Building Regulations
and Standards, when such Forms exist, shall be
completed to show compliance with 780 CMR
1313.0, as follows:
1. To summarize the total Exterior
Lighting Power Allowance (ELPA).
2. To summarize the maximum Road and
Grounds Lighting Power Allowance
(RLPA).
3. To summarize the maximum Building
or Facility Lighting Power Limit (BLPL,
FLPL). The BLPL or FLPL shall be the
sum of the ILPL and the ELPA of the
building (or of all buildings) and the RLPA
of the road and grounds.
4. If the prescriptive criteria of 780 CMR
1313.4 are used to determine the Interior
Lighting Power Limit (ILPL), then an
approved form shall be used to summarize
the maximum Interior Lighting Power
Limit.
5. If the system performance criteria of
780 CMR 1313.5 are used to determined
the interior lighting power limit (ILPL),
then an approved form (or an equivalent
computer generated printout) shall be used
to summarize the Interior Lighting Power
Limit.
1313.2.1.4 Exterior Lighting Power
Allowance (ELPA): Lighting power for
building exteriors shall not exceed the values
given in Table 1313.2.1.4 in accordance with
the activities to be performed.
2/7/97 (Effective 2/28/97)
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223
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Table 1313.2.1.4
MAXIMUM LIGHTING POWER
ALLOWANCES (CONNECTED LOAD) FOR
BUILDING EXTERIORS
LOCATION
ALLOWANCE '
Exit (with or without a
canopy)
20 W/lin. ft. of door opening
Entrance (without a canopv)
30 W/lin. ft. of door opening
Entrance (with a canopy)
High traffic (retail, hotel,
airport, theater, etc.)
1 0 W/ft of canopied area
Light traffic (hospital, office,
school, etc.)
4 W/ft of canopied area
Loading area
0.030 W/ft"
Loading door
20 W/lin. ft of door opening
NOTE: Total illumination allowance for the building is
10 W/Lin. Ft. exterior (including the above allowances)
of building perimeter.
1313.2.1.5 Roads and Grounds Power
Allowance (RLPA): Lighting power for roads
and grounds shall not exceed the values in
Table 1313.2.1.5.
Table 1313.2.1.5
MAXIMUM LIGHTING POWER
ALLOWANCES (CONNECTED LOAD) FOR
ROADS AND GROUNDS
LOCATION
ALLOWANCE
Storage and work areas
0.20 W/ft"
Other activity areas for casual
use such as picnic grounds,
gardens, parks, and other
landscaped areas
0.10 W/ft"
Private drivewavs/walkways
0.10 W/ft"
Public drivewavs/walkwavs
0.15 W/ft"
Private parkins lots
0.12 W/ft"
Public parking lots
0.1 8 W/ft"
1313.2.2 Interior and exterior lighting controls:
All lighting systems except those required for
emergency or exit lightings shall be provided with
manual, automatic or programmable controls.
1313.2.2.1 Minimum number of lighting
controls:
1. Each area enclosed by ceiling height
partitions shall have independent control of
the lighting within that area.
2. The maximum area to be controlled by
a single switch shall be 750 square feet.
The total number of switches shall be not
less than one switch for each 1600 watts
(@ 277 volts) of connected load, or one
switch for each 1250 watts (@ 120 volts)
of connected load.
Exception: Lighting control requirements
for spaces which must be used as a whole
may be controlled by a lesser number of
controls, but not less than one control point
for each 1500 W of connected lighting
power, or a total of three control points,
whichever is greater. Examples of such
spaces include public lobbies of office
buildings, hotels and hospitals: retail and
department stores; warehouses; and store
rooms and service corridors under
centralized supervision. Lighting in such
spaces shall be controlled in accordance
with the work activities.
3. Hotel and motel guest rooms excluding
bathrooms shall have one or more master
switches at the door that turn off all
permanently wired lighting fixtures and
switched receptacles. For multiple room
hotel suites, switches at the entry of each
room, in lieu of the switch at the main
door, will be acceptable to meet these
requirements.
4. Bathrooms in hotels and motels shall
have a switchable, permanently installed
night light with a maximum wattage of five
watts.
5. Switches controlling the same load
from more than one location shall not be
credited as increasing the number of
controls to meet the requirements of
780 CMR 1313. .2.2.
6. All task lighting shall be separately
controlled. There shall be at least one
switch per task area. Switches for task
lighting may be incorporated as part of the
lighting fixture.
Exceptions:
1. Lighting controls for spaces which
must be used as a whole, such as public
lobbies of office buildings, hotels, and
hospitals; and warehouses, storerooms and
service corridors under centralized super-
vision may be centralized in remote
locations.
2. Manual and automatic control devices
may reduce the number of controls
required as listed in Table 13 13.2.2.
Table 1313.2.2
REDUCTION ALLOWANCE FOR
SELECTED CONTROLS
TYPE OF CONTROL
EQUIVALENT NUMBER
OF CONTROL POINTS
Occupancy sensors
2
Timer - Programmable from the
space being controlled
2
Three level, including off, step
control or pre-set dimming
2
Four level, including off, step
control or pre-set dimming
3
Automatic or continuous
dimming
3
1313.2.2.2 Accessibility of switches: All
switching devices used to control lighting
224
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ENERGY CONSERVATION
within an area shall be readily accessible to
personnel occupying that area.
Exceptions:
1 . Lighting controls for spaces which
must be used a whole, such as public
lobbies of office buildings, hotels, and
hospitals; retail and department stores
and warehouses, storerooms and service
corridors under centralized supervision
may be centralized in remote locations.
2. Automatic controls
3. Programmable controls
4. Controls requiring trained operators.
5. Controls for safety hazards and
security
1313.2.2.3 Exterior lighting controls: In all
exterior areas, lighting fixtures shall be
automatically switched for non-operation when
natural light is available except where security
considerations would dictate otherwise.
1313.2.3 Ballasts
1313.2.3.1 Fluorescent lamp ballasts:
Fluorescent lamp ballasts which have all the
following characteristics shall meet or exceed
the minimum ballast efficiency factor as shown
in Table 1313.2.3.
1. Operate at nominal input voltages of
120 or 277 volts;
2. Have a power factor equal to or greater
than 0.60 for a single F40T 12 lamp;
3. Used to operate either F40T12 or
F96T12 lamps as specified in Table
1313.2.3;
4. Designed for use at temperatures above
0°F;
5. Not specifically designed for use with
dimming controls.
Table 1313.2.3
MINIMUM BALLAST EFFICIENCY
FACTOR
BALLAST TYPE
BALLAST EFFICIENCY
FACTOR
One - 4 foot lamp
1.805
Two - 4 foot lamps ( 1 20 V)
1.06
Two - 4 foot lamps (277 V)
1.05
Two - 8 foot slimline lamps
0.57
Two - 8 foot high output rapid
start lamps
0.39
Note: The Ballast efficiency factor shall be calculated
in accordance with Equation 13 13.2.3. 1 :
Equation 1313.2.3.1
BEF
BF
Power Input
where:
BEF = Ballast efficiency factor
BF = Ballast factor, expressed as a percent (also
known as Relative Light Output)
Power Input = Total wattage of combined lamps
and ballasts
Tests for ballast factor and power input
shall be in accordance with ANSI Standard
C82.2 1984 Method of Measurement for
Fluorescent Lamps Ballasts using Standard
Lamps.
1313.2.3.2 One-lamp or three-lamp fluorescent
luminaires recess-mounted within ten feet
center-to-center of each other or pendant-
mounted or surface-mounted within one foot of
each other, and within the same room, shall be
tandem wired to eliminate unnecessary use of
single-lamp ballast.
1313.2.3.3 Ballasts shall have a power factor
greater than 90%.
Exception:
1 Ballasts for circline and compact
fluorescent lamps and low wattage high
intensity discharge lamps of less than 100
watts.
2. Dimming ballasts.
1313.3 Interior lighting power adjustment
factors:
1313.3.1 Adjusted Lighting Power (ALP)
When determining interior lighting compliance in
780 CMR 1313.4 or 1313.5, the Connected
Lighting Power (CLP) for lights controlled by
normal switching must not exceed the Interior
Lighting Power Limit (ILPL). However, when the
switching controls are automatic (i.e. daylight
sensors, occupancy sensors, or lumen
maintenance controls) the connected lighting
power may exceed the ILPL provided that the
Adjusted Lighting Power (ALP), calculated using
equation 1313.3.1 does not exceed the ILPL
Equation 1313.3.1
ALP = CLP XPAF ^^
ALP = Adjusted Lighting Power, watts
CLP = Connected Lighting Power for the
luminaires controlled by the automatic
control device, watts
PAF = Power Adjustment Factor
1313.3.2 Power Adjustment Factor (PAF): The
Power Adjustment Factor is limited to the specific
area controlled by the automatic control device
The Power Adjustment Factor shall be as shown
in Table 1313.3.2
1313.3.3 Daylighting credits: Where daylighting
credit is utilized, based on the procedures in
780 CMR 1313.2.2.1 or 1313 3 2, automatic
controls such as photoelectric switches or
automatic dimmers shall be provided in the
daylighted spaces.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
225
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Table 1313.3.2
POWER AD JUSTMENT FACTOR (PAF)
AUTOMATIC CONTROL DEVICE
PAF
1 . Occupancy sensors
0 70
2. Daylighting sensors
a) Continuous dimming
h) Multiple step control
c) On-off control
0.70
0.80
0.90
3- Lumen maintenance control
0.90
4 Combination of 1 . and 2.
0.60
5. Combination of 1 . and 3
065
6. Combination of 1., 2 and 3.
0.55
7 Programmable timing control
0.S5
Notes:
1. PAF credits shall not be applied to the dimming
controls of incandescent lamps or luminaires.
2. Only one adjustment factor may be used for each
building space or lummaire. and 50% or more of the
luminaire shall be within the applicable space to qualify
for the power adjustment factor Controls shall be in-
stalled in series with the lights and in series with all
manual switching devices in order to qualify for an
adjustment factor.
3. Daylighting controls shall be able to reduce electrical
power consumption for lighting, continuously or in two
or more steps, to 50% or less of maximum power
consumption: shall control all luminaires more than 50%
within a dayiighted space, and shall not control any
lummaire more than 50% outside a dayiighted space.
4. Programmable tuning controls used for credit in
conjunction with Table 13 13.3.2 shall be capable of:
a. programming different schedules for week days
and weekends.
b. temporary override by occupants with automatic
return to the original schedules. Override controls
shall be readily accessible.
c. providing independent control of each lighting load
which is required to be separately controlled.
1313.4 Prescriptive criteria: These prescriptive
lighting requirements shall be used with 780 CMR
1313.2 and 1313.3. 780 CMR 1313.5 may be used
instead of 780 CMR 1313.4.
1313.4.1 Interior Lighting Power Limit (ILPL)
calculation: Installed adjusted lighting power,
including supplemental or task lighting provided
by fixtures permanently wired in place but not by
movable fixtures shall comply with the power
limits established in this section. To establish a
lighting power allowance, the following
procedure shall be used:
1. Determine the space use categories and
Unit Lighting Power Allowances (ULPA) for
the various parts of the building from Table
1313.4.1. If a space use intended for the
building is not listed in Table 1313.4.1, then
the closest related building or space type listed
in the Table shall be used.
2. Multiply the Unit Lighting Power
Allowance (ULPA) for each space use
category by the gross floor area included in
that space use category.
3 . Add the total number of watts for each area
to arrive at the Interior Lighting Power Limit
(ILPL) for the building.
4. In all cases of alterations or additions to
existing buildings, the unit lighting power
allowance for the new or altered area shall be
calculated by combining the square footage of
each category represented in such alterations or
additions with the total square footage of the
respective categories of the building within
which such alterations or additions are
planned
1313.4.2 Compliance A building shall be
considered in compliance with 780 CMR 1313.4
if the interior Adjusted Lighting Power (ALP) to
be installed, as determined in 1313.3.1, does not
exceed the Interior Lighting Power Limit (ILPL)
for the building, as determined in 1313.4.1,
Table 1313.4.1
UNIT LIGHTING POWER ALLOWANCE
(ULPA), W/fC
BUILDING SIZE RANGE. Ft2
BUILDING
Less
6,001
15.001
30,001
50,001
SPACE/TYPE
than
to
to
to
or
6.000
15.00(i
30,000
50,000
more
Food Service
Fast Food/Cafetena
1.5
1.4
1.3
13
1.3
Leisure Dining/Bar
2.2
1.9
1.7
1.5
1.4
Offices
1.9
1.8
1.7
1.6
1.5
Retail
Type B & C;
3.3
2.8
2.5
2.3
2.1
Tvpe D & EJ
3.0
2.5
2.2
2.0
1.8
Mall Concourse at
multi-store shop-
ping centers
1.4
1.4
1.3
1.3
1.2
Garages & Basements
03
0.3
02
0.2
0.2
Schools
Pre-High School
1.8
1.8
1.7
1.6
1.5
High School/
Technical
2.0
2.0
2.0
1.9
1.8
University
Warehouse/Storage
0.8
0.6
05
0.5
0.4
Factor. & Workshop
1 2
1.1
1.0
1 <
1.0
Notes:
1 Includes general merchandising and display lighting.
2 Type B & C Retail: Fme Merchandising and Mass
Merchandising.
3 Type D & E Retail: General Merchandising and Food
and Miscellaneous Merchandising.
4 General lighting.
1313.5 System performance criteria: These system
performance lighting requirements shall be used
with the minimum requirements specified in
780 CMR 1313.2 and 1313.3. The prescriptive
criteria listed in 780 CMR 1313.4 may be used
instead of 780 CMR 1313 5 (Note that if 780 CMR
1313.5, "System Performance Criteria", is employed,
a supplemental computer program, available through
226
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ENERGY CONSERVATION
the State House Bookstore must be utilized/the
detailed materials in 780 CMR 1315.5.1 thru
1315.5.3 and Table 1315.5.1 are provided here for
information only - see notes 1 and 2.
NOTE(l):
A COMPUTER SOFTWARE PROGRAM, LGTSTD
(LIGHTING STANDARD) IS AVAILABLE TO
PERFORM 780 CMR 1333.5 EVALUATION. THIS
PROGRAM PERFORMS PASS/FAIL ANALYSIS.
THE LGTSTD SOFTWARE PROGRAM. ALONG
WITH THE ENl'STD SOFTWARE PROGRAM (SEE
780 CMR 13 14.5) ARE COMBINED ON A SINGLE
5'A" FLOPPY DISC AND THIS DISC, PLUS A
USER'S MANUAL FOR BOTH PROGRAMS, ARE
AVAILABLE THROUGH THE STATE
BOOKSTORE (617) 727-2834.
NOTE (2):
USE OF THE LIGHTING COMPLIANCE
CALCULATION COMPUTER PROGRAM
(LTGSTD21) OF THE CODIFIED VERSION OF
ASHRAE/IES 90.1-1989 "ENERGY CODE FOR
COMMERCIAL AND HIGH-RISE RESIDENTIAL
BUILDINGS" SHALL BE AN ACCEPTABLE
OPTION FOR DEMONSTARTING COMPLIANCE
WITH THE LIGHTING REQUIREMENTS OF
780 CMR.
NOTE (3):
780 CMR 1313.5.1 THROUGH 1313.2.3. TABLE
780 CMR 1313.5.2 AND FIGURES 1313.5.1 AND
1313.5.2 ARE INFORMATIONAL - THE
SUPPLEMENTAL COMPUTER SOFTWARE
LGTSTD1 AND LGTSTD2I ARE ''PASS/FAIL"
EVALUATIONS.
1313.5.1 Unit power density procedure:
Installed Adjusted Lighting Power (ALP),
including supplemental or task related lighting
provided by movable fixtures shall comply with
the power allowances established in 780 CMR
1313.5.
1313.5.1.1 The Lighting Power Budget (LPB)
of each interior space shall be determined in
accordance with equation 1313.5.1.
Equation 1313.5.1
LPB = A X Pb XAF where:
LPB = Lighting power budget of the space, watts
A = Area of the space, ft
Pb = Base UPD, w/ft2 (Table 1313.5.1)
AF = Area factor of the space (Figure 1313.5.1)
1 . The Room Area (A) shall be calculated from
the inside dimensions of the room.
2. The Base UPD (Pb) shall be selected from
Table 1313.5.1. For applications to areas or
activities other than those given, select values for
similar areas or activities.
3. The Area Factor (AF) shall be determined
from Figure 1313.5.1 based on the room area and
ceiling height. Rooms of identical ceiling height
and activities may be listed as a group. The AF of
a group of rooms shall be determined from the
average area of these rooms.
1313.5.1.2 Special Spaces and Activities
1. Multi-Function Rooms. For rooms
serving multi-functions, such as hotel
banquet/meeting rooms and office
conference/presentation rooms, a sup-
plementary lighting system with
independent controls may be installed. The
installed power for the supplementary
system shall not be greater than 50% of the
base LPB calculated in accordance with
7S0CMR 1313.5.1.1.
2. Simultaneous Activities. In rooms
containing multiple simultaneous activities
such as a large general office having
separate accounting and drafting areas
within the same room, the LPB for the
rooms shall be the weighted average of the
activities in proportion to the areas being
served.
1313.5.2 The Interior Lighting Power Limit
(ILPL) shall include a 0.31 W/ft2 allowance for
unlisted space areas. The ILPL shall be calculated
in accordance with equation 1313.5.2.
Equation 1313.5.2:
HPL=LPB(Listed SpacesJ+tUOW/ft^XtXJnlisted Space)
where:
ILPL = Interior Lighting Power Limit
Unlisted space = (LBA - Area of listed spaces),
ft2
LBA = Lighting Building Area, ft"
LPB = Lighting Power Budget
1313.5.3 Compliance: A building shall be
considered in compliance with this section if the
interior Adjusted Lighting Power (ALP) to be
installed in the building, as determined in
780 CMR 1313.3.1, does not exceed the Interior
Lighting Power Limit (ILPL) for the building, as
determined in 780 CMR 1313.5.2.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
227
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Table 1313.5.1
BASE UNIT POWER DENSITY (UPD FOR AREA/ACTIVITY-W/FT2)
AREA/ACTIVITY UPD
NOTE
COMMON ACTIVITY AREAS
Auditorium
1.6
(a)
Corridor
0.9
(b)
Classroom/Lecture hall
2.0
Elec/Mech equipment room
General
0.7
(b)
Control rooms
1.5
(b)
Food Service
Fast food/Cafeteria
1.3
Leisure dining
2.5
Bar/Lounge
2.5
(c)
Kitchen
1.4
(<=)
Recreation/lounge
0.7
Stair
Active traffic
0.6
Emergency exit
0.4
Toilet & Washroom
0.8
Garage
Auto & Pedestrian
Circulation
0.3
Parking area
0.2
Laboratory
2.3
OFFICE CATEGORY 1
(d)
Enclosed offices, all open plan offices without partitions or with partitions lower
than 4.5 ft. below the ceiling
Reading, typing and filing
1.6
(e)
Drafting
2.5
(e)
Accounting
2.0
(e)
OFFICE CATEGORY 2
(d>
Open plan offices 900 square feet or larger with partitions 3.5 to 4.5 feet below the
ceiling. (Offices less than 900 square feet shall use Category 0
Reading, typing and filing
1.9
(b)
Drafting
2.9
(b)
Accounting
2.4
(b)
OFFICE CATEGORY 3
(d)
Open plan offices 900 square feet or larger with partitions higher than 3.5 feet
below the ceiling. (Offices less than 900 square feet shall use Category 1)
Reading, typing and filing
2.1
(b)
Drafting
3.4
(b)
Accounting
2.7
(b)
COMMON ACTIVITY AREAS
Library
Audio visual
1.1
Stack area
1.5
Card file and cataloging
1.6
Reading area
1.9
Lobby (General)
Reception and waiting
1.0
Elevator lobbies
0.8
Atrium (multi-story)
First 3 floors
0.7
Each additional floor
0.2
Locker room and shower
0.8
228
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2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ENERGY CONSERVATION
AREA/ACTIVITY
UPD
NOTE
Conference/meeting room
1 8
(a)
Computer/office equipment
2.1
Filing, inactive
1.0
Mail room
1.8
Shop
(Non-industrial)
2.5
Machiner
2.5
Electrical/electronic
1.6
Painting
2.3
Carpentry
1.2
Welding
Storage and Warehouse
Inactive storage
0.3
Active storage, bulky
0.3
Active storage, fine
1.0
Material handling
1.0
Unlisted space
0.2
SPECIFIC BUILDINGS
Airport, Bus and Rail Station
Baggage area
0.8
Concourse/Main thruway
0.9
Ticket counter
2.5
Waiting and Lounge area
1.2
Bank
Customer area
1 0
Banking activitv area
2.8
Barber and Beautv parlor
2.0
Church, Synagogue. Chapel
Worship/Congregational
2.3
Preaching and Sermon/Choir
2.7
Dormitorv
Bedroom
1.0
Bedroom with studv
1.2
Studv hall
1.8
Fire and Police Department
Fire engine room
0.7
Jail cell
0.8
Hospital/Nursing Home
Corridor
1.3
(b)
Dental suite/Exam /Trea!
1.6
Emergency
2.3
Laboratory
1.9
Loundg/Waiting room
0.9
Medical supplies
2.4
Nurserv
2.0
Nurse station
2.1
Occu./Physical therapy
1.6
Patient room
1.4
Pharmacv
1.7
Radiology
2.1
Surgical and O.B. Suites
Genral area
2.1
Operating room
7.0
Recovery
3.0
Hotel/Conference Center
Banquet room /Multi-purpose
2.4
(a)
Bathroom/Powder room
1.2
Guest room
1.4
Public area
1.1
Exhibition hall
2.6
Conference/Meeting
1.8
(a)
Lobby
1.9
Reception desk
2.4
Laundry
Washing
0.9
Ironing and Sorting
1.3
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
229
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
AREA/ACTIVITY
UPD
NOTE
Museum and Gallery
General exhibition
1.9
Inspect/Restoration
3.9
Storage (Artifacts)
Inactive
0.6
Active
07
Post Office
Lobbv
1.1
Sortina
2.1
Service Station/Auto Repair
1.0
Theater
Performance arts
1.5
Motion picture
1.0
Lobbv
1.5
Retail Establishments-
(Merchandising and Circulation Area)
Applicable to all lighting, including accent and display lighting, installed i
area
merchandisiing and circulation
Type A
4.0
(0
TypeB
3 2
(I)
TvpeC
3.0
(0
TvpeD
2.8
(f)
Type#
2.6
(f)
Mall concourse
1.4
Retail support areas
Tailoring
2.1
Dressing/Fitting rooms
1.4
INDOOR ATHLETIC AREAS
Seating Area. All Sports
0.4
(?)
Badminton
Club
0.5
Tournament
0.8
Basketball/Vollevball
Intramural
0.8
College
1.3
Professional
1.9
Bowling
Approach area
0.5
Lanes
11
Boxing or Wrestling (platform)
Amateur
2.4
Professional
4.8
Gvmnasium
General exercising and
Recreation onlv
1.0
Handball/Racquetball/Squash
Club
1.3
Toumment
2.6
Hockey, ice
Amateur
1.3
College or Professional
2.7
Skating Rink
Recreational
0.6
Exhibition/Professional
2.7
Swimming
Recreational
0.9
Exhibition
1.5
Tennis
Recreational (Class III)
1.3
Club/College (Class II)
1.9
Professional (Glass I)
2.7
Tennis, Table
Club
1.0
Toumment
1.6
230
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND ST.ANDARDS
ENERGY CONSERVATION
Notes:
(a) A 1.5 adjustment factor is applicable for multi-functional spaces.
(b) Area Factor of 1.0 shall be used for these spaces.
(c) Base UPD includes lighting power required for clean-up purpose.
(d) Not less than 90% of all work stations shall be individually enclosed with partitions of at least the height
described.
(e) Area Factor shall not exceed 1.55.
(f) See Chapter 2 for definitions of Retail Facilities.
(g) Area Factor of 1 .0 shall be used for all indoor athletic spaces.
Figure 1313.5.1
AREA FACTOR ADJUSTMENTS
<
o
u.
CO
a
<
1
\ : \ \ :
\j
\p.
1 7 j
V \! V
\
v V \ K
S^o
1
\ l\ :\ 1 \
sj
1
\
A1 \; X . x-
'ft, ' 1
r**^o
^Ov '
r~-\
\ \ \,l\
:^^-Ce
ling Height
v
v Vl\ ^ X
•^ ^~~-
1
i
\ \ \i,0 i\ :
>*--^J
"~^--^_
. _ !
M \ *< ! >-.
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~-^_
" ~— ,
->
\^ \^_~- — .
__:
"-^-^^ T—
1 "~-
1
1. o :
; ! !
1
0
100
200 3C0 400 500
600 700
800 900 100C
Figure 1313.5.2
AREA OF SPACE (ft2)
i.e
1 .6
£ 1.5
<
3 ' ■ A
8 1"3
<
1.2
1.1
1.0
\ >\ !
' . \ l\
\ \i \
« l\ V V
— tCe ■■ no Hei ah;
o !\ X K
5 A i\ i y.
\ \ 1 \ ! V
t : \ Sj V .,.i \
° \ \i \-?< n-^^ r — -~^l
*> i \ Nv?o r*\ ' ^ . ^~~~~~-^_
Z f\\kX >-
•^. i — -— _
' -
T" -^__
nk ^^^^-2 — —■— L
8rv^>^rZr~; — _zr~2^~
0 1000 2000 3000 400C
5000 6000 7000 8000
9000 10
300
Area Factor Formula:
Area Factor = 0.2 = 0.8 (1/0.9")
where W
\0.2l(CH - 2.5) _
#
A = Area factor.
CH = Ceiling height (ft).
AT = room area (ft").
IfAF<1.0usel.0;ifAF>1.8use 1.8.
9/19/97 (Effective 2/28/97) - corrected 7S0 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
780 CMR 1314.0 BUILDING ENVELOPE
REQUIREMENTS FOR COMMERCIAL
AND HIGH RISE RESIDENTIAL
BUILDINGS
1314.1 Scope: 780 CMR 1314.0 applies to
commercial buildings and to high rise residential
buildings over three stories.
1314.2 Compliance: The envelope design of a
building being evaluated is in compliance with the
requirements of 780 CMR 1314.0 provided that:
1. The minimum requirements and calculation
procedures of 780 CMR 1314.3 are met; and,
2. Compliance with either the prescriptive
criteria (780 CMR 1314.4) or the system
performance criteria (780 CMR 13 14.5) is met.
1314.2.1 The prescriptive criteria (780 CMR
1314.4) provide a simple calculation procedure
with limited flexibility. The system performance
criteria (780 CMR 1314.5) provide a more
complex and lengthy calculation procedure with
greater flexibility usually suitable for complex
envelope assemblies in larger buildings.
When using the system performance criteria
(780 CMR 1314.5) a computer-based procedure,
approved by the State Board of Building
Regulations and Standards, may be used to
calculate the exterior envelope compliance values
1314.3 Minimum Requirements
1314.3.1 Overall thermal transmittance (Uo)
The overall thermal transmittance of building
envelope assemblies shall be calculated in
accordance with Equation 1314.3.1:
Uo = (UiAi + ... UnAn)IAo
where:
Uo = the average thermal transmittance of the
gross area of an envelope assembly, e.g.,
the exterior wall assembly, including
fenestration and doors; roof and/or
ceiling assembly, or floor assembly,
(Btu/h-ft2-°F).
Ao = the gross area of the envelope assembly,
(ft2).
Ui = the thermal transmittance of each
individual element of the envelope
assembly, e.g., the opaque portion of the
wall or the fenestration - see 780 CMR
1314.3.2, (Btu/h-ft2-°F).
Ut = 1/Rt, the total resistance of the envelope
assembly, (Btu/h-ft2-°F).
A = the area of each individual element of the
envelope assembly, (ft ).
1314.3.2 Thermal transmittance (Ui) of an
individual element of an envelope assembly:
The thermal transmittance of each envelope
assembly shall be determined accounting for all
series and parallel heat flow paths through the
elements of the assembly. Compression of
insulation shall be accounted for in determining
the thermal resistance.
1314.3.2.1 The thermal transmittance of
opaque elements of assemblies shall be
determined using a series path procedure with
correction for the presence of parallel paths
within an element of the envelope assembly
(such as parallel paths through wall cavities
with insulation and studs) The procedure to be
used in meeting the requirements of 780 CMR
1 3 14.3.2. 1 is given in Appendix E.
1314.3.2.2 The thermal transmittance of
fenestration assemblies shall be corrected to
account for the presence of sash, frames, edge
effects and spacers in multiple glazed units. If
thermal transmittances of sash and frames are
known, then Equation 1314.3 . 1 shall be used
for calculation, otherwise Equation 1314.3.2
shall be used:
Equation 1314.3.2
Uof=(Ug,l-Ff,l-Al=Ug,2-F£2-A2=...+Ug,n-Ffji-An)
K
Where:
Uof = the overall thermal transmittance of the
fenestration assemblies, including sash
and frames, (Btu/h-ft -°F).
Ug = the thermal transmittance of the central
area of the fenestration excluding edge
effects, spacers in multiple-glazed units,
and the sash and frame, (Btu/h-ft -°F).
Ff = framing adjustment factor for sash,
frames, etc.
Aof = the area all fenestration including glazed
portions, sash, frames, etc., (ft ).
Values for Ug shall be the larger of the winter or
summer values obtained the ASHRAE Handbook,
1993 Fundamentals Volume. Values for Ff shall be
obtained from the ASHRAE Handbook, 1993
Fundamentals Volume. Values for Ug and Ff may
also be obtained from manufacturer's test data for
specific product assemblies. Where a range of
framing adjustment factors is provided, the average
of the range shall be used.
1314.3.3 Shading coefficients: The Shading
Coefficient (SC) for fenestration shall be obtained
from the ASHRAE Handbook, 1993
Fundamentals Volume or from manufacturers' test
data. For the prescriptive or systems performance
envelope compliance calculations in 780 CMR
1314.4 and 1314 5 a factor, SCx, is used. SCx is
the Shading Coefficient of the fenestration,
including internal and external shading devices,
but excluding the effect of external shading
projections which is calculated separately. The
shading coefficient used for louvered shade
screens shall be determined using a profile angle
232
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ENERGY CONSERVATION
of 30°, as found in the ASHRAE Handbook, 1993
Fundamentals Volume.
1314.3.4 Shell buildings: If determination of
building envelope compliance occurs prior to the
determination of lighting power density,
equipment power density, or fenestration shading
device characteristics, then the following
conditions shall be assumed when determining
building envelope compliance by either the
prescriptive method of 780 CMR 1314.4 or the
systems performance method of 780 CMR 13 14.5.
1. Lighting Power Density and Equipment
Power Density: For 780 CMR 13 14.4 the total
power density shall be assumed to be those
listed in Table 1314.3.4. For 780 CMR 1314.5,
the values in Table 1314.4.3.4 shall be
apportioned as % lighting and Vz for other
equipment. Note that these are not
recommended design values, but are for
compliance purposes only.
2. Fenestration shading devices: Only those
shading devices that are part of the design
when it is being evaluated for compliance shall
be considered when determining compliance.
3. Electric lighting controls for perimeter
daylighting utilization: Only those controls
that are part of the design when it is being
evaluated for compliance shall be considered
when determining compliance.
Table 1314.3.4
ASSUMED COMBINED LIGHTING AND
EQUTPMENT POWER DENSITIES FOR
SHELL BUILDINGS
LIGHTING CONTROL
TYPE
FOR
3000<HDD65
>6000
FOR
HDD65>
6000
With automatic lighting
controls provided for the
perimeter area to be
davliehted
1.75 W/ft2
1.50 W/ft2
All other lighting controls
2.25 W/ft"
1.50 W/ft"
1314.4 Prescriptive criteria:
1314.4.1 Purpose: 780 CMR 1314.4 provides
precalculated prescriptive requirements for
selected exterior envelope configurations of new
buildings. There are four different sets of
precalculated design parameters, including a base
case and buildings designed with perimeter
daylighting, with high performance glazing with
perimeter daylighting or with increased wall
thermal mass. Any one set of parameters will
achieve compliance.
The Alternate Component Packages (ACP)
provide design criteria for the following:
1. "Base Case Buildings" - buildings with
envelopes designed without perimeter
daylighting.
2. "Perimeter Daylighting Buildings" -
buildings which are allotted additional
fenestration area due to the incorporation of
automatic electric lighting controls for daylight
utilization in the perimeter zones.
Note:This daylighting credit is for thermal
benefits of daylighting controls on the
electric lighting system. This is in addition
to the credit provided in 780 CMR 3 1 13 for
the reduction in lighting energy.
1314.4.2 Compliance: The basic requirements
and procedures of 780 CMR 1314.3 shall be used
with 780 CMR 13 14.4. The systems performance
criteria in 780 CMR 1314.5 may be used instead
of780CMR1314.4.
The envelope design of the building being
evaluated is in compliance with the prescriptive
criteria of this section provided that:
1. The minimum requirements and calculation
procedures of 780 CMR 1314. are met.
2. All U values are less than or equal to those
chosen from the ACP Table selected.
3. All R values are greater than or equal to
those listed in the ACP Table for walls below
grade and for slab-on-grade floors.
4. The percentage of fenestration relative to
the gross external wall area is less than or
equal to the value chosen from the ACP Table.
Exception: Portions of external envelopes
enclosing atria are not covered by the
envelope criteria of 780 CMR 1 3 1 4.4 if the
atria are unconditioned and are thermally
isolated from conditioned spaces.
1314.4.3 Procedure for using the alternate
component package (ACP): The prescriptive
envelope criteria are contained in Tables 1314.4.1
through 1314.4.3.
The following steps shall be used to determine
compliance with these prescriptive envelope
criteria:
1314.4.3.1 Determine appropriate ACP
Table: Based upon the heating degree days
(base 50) of Table 1305.2, choose the
appropriate ACP Table from one of the three
ACP Tables found on the following pages.
2/7/97 (Effective 2/28/97)
7S0 CMR - Sixth Edition
233
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Table 1314.4.1
ALTERNATE COMPONENT PACKAGES FOR HDD(1lasl, ^ 1751 - 2600
INTERNAL
PROJECTION
FACTOR (PF)
Uof
BASE CASE
PERIMETER
DAYLIGHTING
LOAD
RANGE
SHADING
COEFF
0.68
to
0.45
to
0.38
to
0.68
to
0.45
to
0.38
to
FOR OPAQUE WALLS
RANGE
0.46
0.39
0.0
0.46
0.39
0,0
0.00- 1.50
0.000 -0.249
1.000-0.71
21
24
24
22
26
27
0.709 - 0.60
25
28
30
26
31
32
0.599-0.50
28
33
34
29
35
37
Uow
HC
PCT
INT
EXT
0.499-0.38
31
38
40
32
40
43
HC<5)
RANGE
FEN
INS
INS
0.379 - 0.25
35
46
50
36
48
53
0.249-0.0
41
58
65
42
59
68
0.250 - 0.499
1.000 -0.71
26
30
32
27
33
34
0.096
HC; 5
21
0.10
0.13
0.709 - 0.60
30
36
38
31
38
41
HCs 10
21
0.11
0.15
0.599-0.50
33
41
44
34
43
47
HCs 15
21
0.12
0.16
0.499-0.38
36
46
50
36
48
53
0.379-0 25
40
54
60
40
56
63
HC> 5
HC > 10
68
68
0.10
0.11
0.12
0.500
1.000-0.71
31
37
40
32
40
43
0.14
0.709 - 0.60
34
44
47
35
46
51
HCs 15
68
0.12
0.14
0.599-0.50
37
49
53
38
51
57
0.499-0.38
40
54
60
40
56
63
1.51 -3.00
0.00-0.249
1.000-0.71
17
18
18
21
24
25
0.709 - 0.60
20
22
22
25
29
31
0.599-0.50
22
25
26
27
33
36
Uow
HC
PCT
INT
EXT
0.499-0.38
25
30
31
30
38
42
HC<5)
RANGE
FEN
INS
INS
0.379-0.25
30
37
39
35
45
51
0.249-0 00
37
49
54
41
57
67
0.250-0 499
1.000 -0.71
21
23
24
26
31
33
0U96
HC j 5
17
0.10
0.14
0.709-0.60
24
28
29
29
36
40
HCs 10
17
0.12
0.17
0.599-0.50
27
32
34
32
41
45
HC2 15
17
0.13
0.18
0.499-0.38
30
37
40
35
46
52
0.379-0.25
35
45
49
39
53
62
HC2 5
HCs 10
67
67
0.10
0.11
0.12
0.500
1.000-0.71
25
29
30
30
37
41
0.14
0.709 - 0.60
29
35
37
34
43
49
HC2 15
67
0.12
0.15
0.599-0.50
32
39
42
36
48
55
0.499-0.38
35
45
48
39
53
62
3.01 -3.50
0.000-0.249
1.000-0.71
15
16
16
20
23
25
0.709 - 0.60
17
19
20
24
28
30
0.599-0.50
20
22
23
26
32
35
Uow
HC
PCT
INT
EXT
0.499-0.38
23
26
27
29
36
41
HC<5)
RANGE
FEN
INS
INS
0.379-0.25
27
33
35
34
44
50
0.249 - 0 00
34
44
48
39
55
65
0.250-0.499
1.000-0.71
18
20
21
25
29
32
0 096
HC2 5
15
0.10
0.14
0.709 - 0.60
22
25
25
28
35
39
HCi 10
15
0.12
0.17
0.599-0.50
24
28
30
31
39
44
HC > 15
15
0.14
0.19
0.499-0.38
27
33
35
34
44
51
0.379-0.25
32
40
43
38
51
61
HCi 5
HCs 10
65
65
0.10
0.11
0.12
0.500
1.000-0.71
22
25
26
29
36
40
0.14
0.709 - 0.60
26
30
32
32
41
48
HC 2 15
65
0.12
0.15
0.599 - 0.50
29
35
37
35
46
54
0.499-0.38
32
40
43
37
51
60
|l vt > sq
■
Daylight
Sensing
LOCATIC
)N
MINIMUM
LOCATION
MINIMUI
<A
Wall Below
8
Roof:
0.060
Grade:
Wall Adjacent to
Unhealed S
ab
24" 36" 48"
Unconditioned
on Grade:
15 13 10
Space:
0.16
Horizontal
7 5 4
Vertical
Floor Over Un-
conditioned
Space:
0 060
234
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ENERGY CONSERVATION
Table 1314.4.2
ALTERNATE COMPONENT PACKAGES FOR HDD,,^,,^ 2601 - 3200
INTERNAL
PROJECTION
FACTOR (PF)
Uof
BASE CASE
PERIMETER
DAYLIGHTING
LOAD
RANGE
SHADING
COEFF
0.68
to
0.45
to
0.38
to
0.68
to
0.45
to
0.38
to
FOR OPAQUE WALLS
RANGE
0.46
0.39
0.0
0.46
0.39
0.0
0.00- 1.50
0.000 - 0.249
1.000-0.71
0.709 - 0.60
21
24
25
29
26
31
22
25
26
31
27
33
0.599-0.50
26
33
35
27
34
37
Uow
HC
PCT
INT
EXT
0.499-0.38
29
37
40
29
3S
42
(HC<5)
RANGE
FEN
INS
INS
0.379-0.25
32
43
48
32
44
SO
0.249-0.0
35
52
60
35
52
60
0.250 - 0.499
1.000-0.71
25
31
33
26
32
35
0.085
HC2 5
21
0.096
0.11
0.709 - 0.60
28
36
39
28
37
41
HCa 10
21
0.098
0.12
0.599 - 0.50
30
40
44
30
41
46
HCi 15
21
0.10
0.13
0.499-0.38
32
44
49
32
45
51
0.379-0.25
35
50
57
34
50
5S
HCs 5
HCa 10
60
60
0.089
0.095
0.10
0.500
1.000-0.71
29
37
40
29
39
43
0.11
0.709 - 0.60
31
42
47
31
43
49
HCa 15
60
0.099
0.11
0.599-0.50
33
46
52
33
47
53
0.499-0.38
35
50
57
34
50
58
1.51 -3.00
0.00 - 0.249
1.000-0.71
0.709 - 0.60
17
20
19
23
20
24
21
24
24
29
26
31
0.599 - 0.50
22
26
28
26
32
36
Uow
HC
PCT
INT
EXT
0.499-0.38
25
30
32
28
36
41
(HC<5)
RANGE
FEN
INS
INS
0.379-0.25
28
37
40
31
42
49
0.249-0.00
33
46
52
35
51
60
0.250-0.499
1.000-0.71
21
24
25
25
31
33
0.085
HC: 5
17
0.092
0.12
0.709 - 0.60
24
29
31
27
35
39
HCi 10
17
0.10
0.13
0.599-0.50
26
33
35
29
39
44
HCi 15
17
0.11
0.14
0.499 - 0.38
29
37
40
31
43
49
0.379-0.25
32
43
48
34
48
56
HCi 5
HC2 10
60
60
0.091
0.098
0.10
0.500
1.000-0.71
25
30
32
28
36
41
0.12
0.709 - 0.60
27
35
38
30
41
47
HCi 15
60
0.10
0.12
0.599 - 0.50
30
39
42
32
45
52
0.499-0.38
32
43
48
34
48
57
3.01 -3.50
0.000 - 0.249
1.000-0.71
0.709 - 0.60
15
18
17
20
17
21
20
23
24
28
26
31
0.599-0.50
20
23
25
25
32
35
Uow
HC
PCT
INT
EXT
0.499-0.38
23
27
29
27
35
40
(HC<5)
RANGE
FEN
INS
INS
0.379-0.25
26
33
36
30
41
48
0.249-0.00
31
42
47
34
50
59
0.250-0.499
1.000-0.71
19
22
22
24
30
33
0.085
HC> 5
15
0092
0.12
0.709-0.60
22
26
27
26
34
39
HC> 10
15
0.10
0.14
0.599-0.50
24
29
31
28
38
43
HC> 15
15
0.11
0.15
0.499-0.38
26
33
36
30
42
48
0.379-0.25
30
39
43
33
47
56
HC> 5
HC>I0
59
59
0.090
0.097
0.10
0.500
i.000-0.71
22
27
28
27
35
40
0.12
0.709-0.60
25
31
33
29
40
46
HC> 15
59
0.10
0.12
0.599 - 0.50
27
35
38
31
43
51
0.499-0.38
30
39
43
33
47
56
|| VT > SC |
Daylight
Sensing
Control's
LOCAT1C
)N
MINIMUM
R- VAT TIF
LOCATION
MINIMUM
Uo
Wall Below
9
Roof:
0.056
Grade:
Wall Adjacent to
Unhealed S
ab
24" 36" 48"
Unconditioned
on Grade:
16 13 10
Space:
0.14
Horizontal
7 6 4
Vertical
Floor Over
Unconditioned
Space:
0.051
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
2? 5
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Table 1314.4.3
ALTERNATE COMPONENT PACKAGES FOR HDD ,w„<m 3201 - 4000
INTERNAL
PROJECTION
FACTOR (PF)
Uof
BASE CASE
PERIMETER
DAYLIGHTING
\SSAD
VQUEV
LOAD
RANGE
SHADING
COEFF
0.68
to
0.45
to
0.38
to
0.68
to
0.45
to
0.38
to
FOR OP;
/ALLS
RANGE
0.46
0.39
0.0
0.46
0.39
0.0
0.00- 1.50
0.000 - 0.249
1.000-0.71
0.709 - 0.60
20
22
25
29
26
31
20
22
26
29
27
32
0.599-0.50
24
32
35
23
33
36
Uow
HC
PCT
INT
EXT
0.499-0.38
25
35
39
25
35
39
TTC<5)
RANGE
FEN
INS
INS
0.379 - 0.25
27
39
45
26
38
44
0.249-0.0
28
44
52
28
43
51
0.250-0.499
1.000-0.71
23
31
33
23
31
34
0.077
HC> 5
20
O.OSO
0.099
0.709 - 0.60
25
34
38
25
34
39
HCi 10
20
0.087
0.11
0.599 - 0.50
26
37
42
25
37
42
HC s 15
20
0.092
0.11
0.499-0.38
0.379-0.25
27
28
40
43
46
51
26
39
45
27
42
49
HCi 5
HCi 10
52
52
0.080
0.085
0095
0.500
1.000-0.71
26
36
40
25
36
41
0.10
0.709 - 0.60
27
39
44
26
39
45
HC2 15
52
0.089
0.10
0.599-0.50
28
41
48
27
41
47
0.499-0.38
28
43
51
28
42
50
1.51 -3.00
0.00 - 0.249
1.000-0.71
0.709 - 0.60
17
19
20
24
21
25
20
22
24
28
26
31
0.599-0.50
21
27
29
23
31
34
Uow
HC
PCT
INT
EXT
0.499-0.38
23
30
33
25
34
38
TTC<5)
RANGE
FEN
INS
INS
0.379 - 0.25
26
35
39
26
38
44
0.249-0.00
29
42
48
29
43
51
0.250-0.499
1.000-0.71
20
25
27
22
29
33
0.077
HC2 5
17
0.081
0.10
0.709 - 0.60
23
29
31
24
33
37
HC* 10
17
0.089
0.12
0.599-0.50
24
32
35
25
36
41
HCi 15
17
0.096
0.12
0.499 - 0.38
26
35
39
27
38
44
0.379-0.25
28
40
45
28
42
49
HC2 5
HCi 10
51
51
0.080
0.085
0.096
0.500
1.000-071
23
30
32
25
34
39
0.10
0.709 - 0.60
25
34
37
26
37
43
HC2 15
51
0.089
0.11
0.599-0.50
27
37
41
27
39
46
0.499-0.38
28
40
45
28
42
49
3.01 -3.50
0.000 - 0.249
1.000-071
0.709 - 0.60
16
18
18
21
19
22
19
21
24
27
26
30
0.599-0.50
20
24
26
23
30
34
Uow
HC
PCT
INT
EXT
0.499-0.38
22
27
30
24
33
38
;hc<5)
RANGE
FEN
INS
INS
0.379 - 0.25
24
32
36
26
37
43
0.249-0.00
28
39
45
29
43
51
0.250 - 0.499
1.000-071
19
23
24
22
29
32
0.077
HC2 5
16
0.081
0.10
0.709 - 0.60
21
26
28
24
32
37
HCs 10
16
0.090
0.12
0.599 - 0.50
23
29
32
25
35
41
HCi 15
16
0.098
0.13
0.499 - 0.38
24
33
36
26
38
44
0.379-0.25
27
37
42
28
41
49
HC2 5
HCi 10
51
51
0.080
0.086
0.097
0.500
1.000-0.71
22
27
29
24
33
39
0.10
0.709-0.60
24
31
34
26
37
43
HCi 15
51
0.090
0.11
0.599 - 0.50
25
34
38
27
39
46
0.499-0.38
27
37
42
28
41
49
| VT 2 SC|
Daylight
Sensing
rnntmk
LOCATK
DN
MINIMUM
R-VAI.UF.
LOCATION
M
INIMUM
Uo
Wall Below
10
Roof:
0.052
Grade:
Wall Adjacent to
Jnheated SI
ab
24" 36" 48"
Unconditioned
on Grade:
17 14 11
Space:
0.13
Horizontal
8 6 4
Vertical
Floor Over
Unconditioned
Space:
0045
236
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ENERGY CONSERVATION
1314.4.3.2 Determine the Maximum Allowable
Percent Fenestration: Using the appropriate ACP
Table as determined in 780 CMR 1314.4.3.1,
determine the maximum allowable percent
fenestration. The maximum allowable percent
fenestration is the total area of fenestration
assemblies divided by the total gross external wall
area, considering all elevations of the building.
Determining the maximum allowable percent
fenestration requires the following five steps:
STEP 1 Based on the Internal Load Density
(TLD) for the design building, select one of the
three Internal Load Ranges as the point of entry to
the tables. Note: for ILD's greater than 3.5 Watts
per ft , use the 3.5 Watts per ft* range. Determine
the Internal Load Density (ILD) of the design
building, based on the sum of the Internal
Lighting Power Allowance (ILPA), the
Equipment Power Density (EPD) and the
Occupant Load Adjustment (OLA), as shown in
Equation 1314.4.3.2.1
ILD = ILPA + EPD + OLA
Where: The Internal Lighting Power Allowance
(ILPA) shall be either:
1. The building average Internal Lighting
Power Allowance (ILPA) of the design
building in W/ft* as determined from 780 CMR
1313.4 (for dwelling units within high rise
residential buildings the limit is 0.0 W/ft2); or
2. The average of the Lighting Power Budgets
(LPB) for all activity areas within 15 feet of
each exterior wall based on the prodecures
specified by the Systems Performance Criteria
of 780 CMR 1313.5.
The Equipment Power Density (EPD) shall
be either:
1. The building average receptacle power
density selected from Table 1314.4.4 is W/ft":
or
2. The actual average receptacle power
density for all activity areas within 15 feei of
each exterior wall in W/ft , considering
diversity. For determining compliance in
Tables 1314.4.1 through 13144.3, the actual
average receptable power densities calculated
by this method that exceed 1.0 W/ft2 shall be
limited to 1.0 W/ft2.
Table 1314.4.4
AVERAGE RECEPTACLE POWER
DENSITIES
BUILDING TYPE
WATTS/FT"
1 . Assembly
0.25
2. Office
0.75
3. Retail
0.25
4. Warehouse
0.1
5. School
0.5
6 Hotel/Motel
0.25
7 Restaurant
0.1
8. Health
1.0
9 Multi -family
075
The Occupant Load Adjustment (OLA)
shall be either:
1. 0.0 W/ft : this recognizes the assumed
occupant sensible load of 0.6 W/ft that is built
into the ACP tables: or
2. A positive or negative difference between
the actual occupant load and 0.6 W/ft if the
design building has a larger or smaller
occupant load.
STEP 2. Select external shading projection
factor (PF). If no external shading projections are
used in the proposed design, select the
row/column designated Proj. Factor =0.0 If
external shading projections are used, determine
the average projection factor on window area
weighted basis. Then select the appropriate
column in the ACP Table using Equation
1314.4.3.2.2.
PF = PdJH
Where:
PF = External shading projection factor
Pd =External shading projection depth, inches
or feet
H = Sum of height of the fenestration and the
distance from the top of the fenestration
to the bottom of external shading
projection in units consistent with Pd.
STEP 3 Select the Shading Coefficient of the
fenestration (SCx) including internal, integral and
external shading devices, but excluding the effect
of external shading projections (PF). Note: This
includes curtains, shades, or blinds. Reference
ASHRAE Handbook, 1993 Fundamentals
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
237
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
STEP 4. Select one of the daylighting options,
either:
1 . Base Case, no daylighting
2. Perimeter Daylighting (automatic daylight
controls for lighting system must be used).
STEP 5 Select appropriate fenestration type. For
most options, this is determined by the thermal
transmittance value (Uof) of the fenestration
assemble. For the high performance fenestration
options (the far right column of each case), the
visible transmittance (VT) of the fenestration
should not be less than the shading coefficient of
the glazed portion of the fenestration assemble,
not considering any shading devices The ranges
correspond to double glazing, triple glazing, and
high performance glazing.
1314.4.3.3 Determine the Maximum Uow for
the Opaque Wall Assembly: In the appropriate
ACP Table the Maximum Uow for the opaque
wall assembly is determined using the
applicable following steps (Note that if the
wall has a heat capacity of 5 BTU/ft -°F or
greater, the "thermal mass adjustment"
calculations discussed in 780 CMR 1314.4.3.3
item 2, allow for the development of a relaxed
value for Uow):
1. For a lightweight wall assembly; i.e., a
wall with a heat capacity (HC) less than 5
BTU/ft -°F, use the value indicated under
the ACP Table column labelled Uow
(HC<5). This Uow is constant over all
internal load ranges.
or
2. To use the mass wall adjustment (only
for walls with heat capacities of 5 BTU/ft -
"For greater), the following two additional
steps are necessary:
A. Select the same internal load range as
that used in determining the maximum
allowable percent fenestration.
B. Select the mass wall heat capacity
(HC) and insulation position. If the wall
insulation is positioned internal to or
integral with the wall mass, use the
column headed Interior/Integral
Insulation. If the wall insulation is
positioned external to the wall mass, use
the column headed Exterior Insulation
For HC less that 5 BTU/ft2-°F, this
adjustment table cannot be used.
3. Select or interpolate for the appropriate
maximum Uow for the opaque wall based
on the maximum allowable percent
fenestration determined in 780 CMR
1314.4.3.1 or the actual building percent
fenestration whichever value is lower. The
Uow shall be determined by straight line
interpolation for fenestration percentages
between the smallest and largest values
listed. If the design building percentage
fenestration is less than the smallest value
listed, select the Uow for the smallest
percentage fenestration listed. If the design
building percentage fenestration is greater
than the largest value listed, select the Uow
for the largest percentage fenestration listed.
1314.4.3.4 Determine Other Envelope
Criteria: In each ACP table, the criteria for
roof, wall adjacent to unconditioned space,
wall below grade, floor over unconditioned
space, and slab-on-grade floors shall be met
For heated slabs-on-grade, the R-value shall be
the R-value for slab-on-grade plus R-2.0.
1314.5 Systems performance criteria:
1314.5.1 Purpose: 780 CMR 1314.5 provides a
systems approach to envelope compliance.
1314.5.2 Compliance: The basic requirements
and procedures of 780 CMR 1314.3 shall be used
with 780 CMR 13 14.5. The prescriptive envelope
criteria in 780 CMR 1314.4 may be used instead
of 780 CMR 1314.5
Note that portions of external envelopes
enclosing atria are not covered by the envelope
criteria of 780 CMR 1314.5 if the atria are
unconditioned and are thermally isolated from
conditioned spaces.
NOTE 1: A COMPUTER SOFTWARE
PROGRAM, ENT'STD (ENVELOPE
STANDARD) IS REQUIRED TO PERFORM
780 CMR 1314.5 EVALUATION (Certain
data is only available in the libraries of the
computer software program and are not found
within the printed 780 CMR).
THE ENVSTD SOFTWARE PROGRAM,
ALONG WITH THE LTGSTD SOFTWARE
PROGRAM (SEE 780 CMR 1313.5) ARE
COMBINED ON A SINGLE 5Vi " FLOPPY
DISC AND THIS DISC, PLUS A USER'S
MANUAL FOR BOTH PROGRAMS, ARE
AVAILABLE THROUGH THE STATE
BOOKSTORE (617) 727-2834.
NOTE 2: THE INFORMATION PROVIDED
EM 780 CMR 3 114.5.3 THROUGH 1314.5.8.6
IS ONLY PRESENTED TO PROVIDE THE
READER WITH AN OVERVIEW OF
ANALYSIS TECHNIQUES EMPLOYED BY
THE ENVSTD PROGRAM, AND SHOULD
NOT BE UTILIZED TO PERFORM
ANALYSIS BY HAND - THE ENVSTD
PROGRAM MUST BE USED FOR
ANALYSIS UNDER 780 CMR 1314.5 (THIS
PROGRAM PERFORMS PASS/FAIL
ANALYSIS).
NOTE 3: USE OF THE ENVELOPE
STANDARD COMPUTER PROGRAM
(ENVSTD21) OF THE CODIFIED VERSION
OF ASHRAE/TES 90 1-1989 "ENERGY
CODE FOR COMMERCIAL AND HIGH-RISE
238
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ENERGY CONSERVATION
RESIDENTIAL BUILDINGS" SHALL BE AN
ACCEPTABLE OPTION FOR
DEMONSTRATING COMPLIANCE WITH
THE ENVELOPE REQUIREMENTS OF
780 CMR. ENVSTD21 ALSO PERFORMS A
"PASS/FAIL" ANALYSIS.
1314.5.3 Roof thermal transmittance
requirements: Any building that is heated and/or
mechanically cooled shall have an overall thermal
transmittance value (Uor) for the gross area of the
roof assembly less than or equal to the value
determined by Equation 1314.5.3. The provisions
of 780 CMR 1314.3 shall be followed in
determining acceptable combinations of materials
that will meet the required Uor values of Equation
1314.5.3.
Equation 13 14.5.3
Uor=l/(5.3+1.8xl0"3xHDD65+1.3xl0"3xCDD65
+2.6xl0x""*xCDH80)
1314.5.3.1 Skylights for which daylight credit
is caken may be excluded from the calculation
of the overall thermal transmittance value
(Uor) of the roof assembly, if all of the
following conditions are met:
1. The opaque roof thermal transmittance
Uor value does not exceed the values
determined by Equation 1314.5.3.
2. The overall thermal transmittance of the
skylight assembly, including framing, shall
be less than or equal to 0.7 Btu/h-ft"-°F.
3. Skylight areas, including framing, as a
percentage of the roof area do not exceed
the values specified in Tables 1314.5.3.1a
and 1314.5.3.1b, where Visible
Transmittance (VT) is the transmittance of
a particular glazing material over the visible
portion of the solar .spectrum. (Skylight
areas shall only be interpolated between
visible transmittance values of 0.75 and
0.50).
4. The skylight area for which daylight
credit can be taken is the area under each
skylight whose dimension in each direction
(centered on the skylight) is equal to the
skylight dimension in that direction plus the
floor to ceiling height.
5. Skylight areas that have already taken
daylight credit (perimeter window areas or
other skylight areas) cannot again take
daylight credit.
6. All electric lighting fixtures within
skylight areas shall be controlled by
automatic daylighting controls.
7. Skylight curbs shall have thermal
transmittance U values less than or equal to
0.21 Btu/hr-ft2-°F.
8. The infiltration coefficient of the
skylights shall be less than or equal to 0.05
cfm/ft2.
Table 1314.5.3.1a
MAXIMUM PERCENT SKYLIGHT AREA
(VT = 0.75)
LIGHT
LEVEL
INfc
RANGE OF LIGHTING.P-OWER DENSITY,
W/fT
< 1.0
1.1 - 1.5
1.6-2.0
>2.0
30
2.3
3.4
4.5
5.6
50
2.5
4.0
5.5
7.0
70
2.S
4.6
6.4
8.2
Table 1314.5.3.1b
MAXIMUM PERCENT SKYLIGHT AREA
(VT = 0.50)
LIGHT
LEVEL
INfc
RANGE OF LIGHTING.POWER DENSITY,
W/ft"
<1 0
1.1 - 1.5
1.6-2.0
>2.0
30
3.6
5.1
6.6
8.1
50
39
6.0
8.1
10.2
'0
4 :
6 9
96
12.3
1314.5.3.2 Skylight areas in Tables
1314.5.3.1a and 1314.5.3. lb may be increased
by 50% if a shading device is used that blocks
over 50% of the solar gain during the peak
cooling design condition.
1314.5.3.3 Areas for vertical glazing in
clerestories and roof monitors shall be included
in the wall fenestration calculation.
1314.5.4 Floor thermal transmittance criteria:
Any building that is heated or mechanically
cooled shall have floors that meet the following
thermal requirements:
1. Floors of conditioned spaces over
unconditioned spaces shall have a thermal
transmittance (Uof) less than or equal to that
specified in Equation 1314.5.4:
Equation 1314.5.4
Uof = l/(0.840+0.00302xHDD65)
2. Slab-on-grade floors shall have insulation
around the perimeter of the floor with the
thermal resistance (R) of the insulation as
specified in Figure 1314.5.4. The insulation
specified in Figure 13 14.5.4 shall extend either
in a vertical plane downward from the top of
the slab for the minimum distance shown or
downward to the bottom of the slab then in a
horizontal plane beneath the slab for the
minimum distance shown. The horizontal
length, or the vertical depth, of the insulation
required varies from 24 inches to 48 inches
depending upon the R-value selected. For
heated slabs, an R of 2 shall be added to the
thermal resistance required in Figure 13 1 4.5.4.
Vertical insulation shall not be required to
extend below the foundation footing.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
239
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
1314.5.5 Thermal transmittance requirements
for walls below grade: For walls below grade,
the thermal resistance calculated in accordance
with the ASHRAE Handbook, 1993
Fundamentals Volume shall be greater than or
equal to that specified in Equation 1314.5.5:
Equation 1314.5.5
R = 7.5 x lCT4 HDD65 + 4.5
1314.5.6 Thermal transmittance requirement
for opaque walls enclosing conditioned spaces
exposed to interior unconditioned spaces: All
opaque portions of walls enclosing conditioned
spaces exposed to interior unconditioned spaces
shall have an overall thermal transmittance (Uow)
not greater than the value specified in Equation
1314.5.6:
Equation 1314.5.6
Uow = 0.0528 + 510.9/HDD65
1314.5.7 External wall criteria for heating and
cooling: The external wall heating criteria (WCh)
and cooling criteria (WCc) shall be determined for
a building envelope design per the cited required
software program discussed in 780 CMR 13 14.5.2
(For additional overview, refer to ASHRAE
STANDARD 90.1, ENERGY EFFICIENT
DESIGN OF NEW BUILDINGS EXCEPT NEW
LOW-RISE RESIDENTIAL BUILDINGS).
The external wall heating and cooling criteria
are determined for each exterior wall orientation
of a building using the internal load range as
determined in 780 CMR 1314.5.8.4 through
1314.5.8.6.
1314.5.8 Wall heating and cooling compliance
values: The wall heating compliance value Hi and
the wall cooling compliance value Ci shall be
calculated per the cited required software program
discussed in 780 CMR 1314.5.2 (For additional
overview, refer to ASHRAE STANDARD 90.1,
ENERGY EFFICIENT DESIGN OF NEW
BUILDINGS EXCEPT NEW LOW-RISE
RESIDENTIAL BUILDINGS).
1314.5.8.1 Applying the criteria: The wall
criteria shall be applied as follows:
1. For all buildings that are heated and
mechanically cooled, the sum ofthe
calculated wall heating (Hi) and cooling
(Ci) compliance values for all orientations
of the proposed design as determined in
780 CMR 1314.5.7 shall not exceed the sum
of the corresponding wall heating (WCh)
and wall cooling (WCc) wall criteria for all
orientations combined.
2. For buildings that are only heated, the
sum of the calculated wall heating
compliance values (Hi) for all orientations
of the proposed design, as determined in
780 CMR 1314.5.7, shall not exceed the
sum of the corresponding wall heating
criteria, (WCh) criteria for all orientations
combined.
1314.5.8.2 Constraints on thermal
transmittance values: In applying the wall
criteria as described in 780 CMR 1314.5.8.1
two constraints are imposed on thermal
transmittance values for opaque wall
assemblies and fenestration assemblies
comprising the Uo term as follows:
1. Opaque wall assemblies: The opaque
portion of walls with heat capacity (HC)
less that 7 Btu/ft -°F shall have an overall
thermal transmittance (Uow) not greater
than the value specified in equation
1314.5.6.
2. Fenestration Assemblies: The overall
thermal transmittance (Uof) of fenestration
assemblies shall be less than or equal to
0.81 Btu/ft2-h-°F if the fenestration area
exceeds 10% of the total wall. Thermal
transmittance for the fenestration shall be
determined using the calculation procedures
in 780 CMR 13 14.3.2 and shall include the
effects of sash, frames, edge effects and
spacers for multiple-glazed units.
1314.5.8.3 Constraint on daylighting credit:
For a given orientation, daylight credit may be
used in the ENVSTD program only for that
portion ofthe fenestration area that is less than
or equal to 65% ofthe gross wall area ofthe
orientation.
1314.5.8.4 Lighting power density: The
lighting power density used in calculating the
compliance value shall be either:
1 . Building average unit Interior Lighting
Power Limit in W/ft as specified by the
prescriptive criteria in 780 CMR 1313.4.
(For dwelling units in high rise residential
buildings, if Table 1314.4.1 is used, the
limit is"b.O W/ft2).
2. Designed building average lighting Unit
Power Density for those activity areas
within 15 feet of each exterior wall based on
the procedures set forth by the system
performance criteria in 780 CMR 1313.5.
1314.5.8.5 Equipment power density: The
equipment power density used in determining
compliance shall be either:
1 . The "Average Receptable Power
Densities" from Table 1314.4.1 or
2. The actual average Equipment Unit
Power Density, considering diversity in the
activity areas within 15 feet of each exterior
wall, not to exceed 1 W/ft*.
1314.5.8.6 Loads from occupants: Sensible
load from occupants is assumed to be 0 6
W/ft2. Thus, the sensible load that shall be used
is either 0.0 W/ft2 or the difference between 0 6
W/ft* and the actual sensible load.
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ENERGY CONSERVATION
780 CMR 1315.0 BUILDING DESIGN BY
SYSTEMS ANALYSIS
1315.1 Scope: 780 CMR 1315.0 establishes design
criteria in terms of total energy use by a building
including all of its systems.
1315.2 Compliance: Compliance with 780 CMR
1315.0 is optional and will require an analysis of the
annual energy consumption. 780 CMR 1307.0
through 1312.0 establish criteria for different energy
consuming and enclosure elements of a low rise
residential building. 780 CMR 1307.0, 1308.0 and
1310.0 through 1314.0 establish criteria for different
energy consuming and enclosure elements of
commercial and high rise residential buildings.
These criteria if followed, will eliminate the
requirement for an annual energy analysis while
meeting the intent of 780 CMR 13.
A low rise residential building designed in
accordance with this section will be deemed as
complying with 780 CMR 13 if the annual energy
consumption is not greater than if the building were
designed with enclosure elements and energy
consuming systems in compliance with 780 CMR
1307.0 through 1312.0.
A commercial or high rise residential designed in
accordance with 780 CMR 1315 0 will be deemed as
complying with 780 CMR 13 if the annual energy
consumption is not greater than if the building were
designed with enclosure elements and energy
consuming systems in compliance with 780 CMR
1307.0, 780 CMR 1308.0 and 780 CMR 1310.0
through 1314.0.
1315.3 Standard design: The standard design,
conforming to the criteria of 780 CMR 1308.0, and
the proposed alternative design, shall be designed on
a common basis as specified herein. The comparison
shall be expressed as Btu input per square foot of
gross floor area per year.
Identical energy sources must serve the same
purpose in both the standard and the proposed
alternative design. If the proposed alternative design
results in an increase in consumption of one energy
source and a decrease in another energy source, each
energy source shall be converted to equivalent Btu
units for purposes of comparing the total energy
used.
1315.4 Analysis procedure: The analysis of the
annual energy usage of the standard and the
proposed alternative building and system design
shall meet the following criteria:
1. The building heating/cooling load calculation
procedure used for annual energy consumption
analysis shall be of sufficient detail to permit the
evaluation of the effect of the factors specified in
780 CMR 1315.4.1.
2. The calculation procedure used to simulate the
operation of the building and its service systems
through a full year operating period shall be of
sufficient detail to permit the evaluation of the
effect of system design, climatic factors,
operational characteristics, and mechanical
equipment on annual energy usage.
Manufacturer's data or comparable field test data
shall be used when available in the simulation of
all systems and equipment. The calculation
procedure shall be based upon 8760 hours of
operation of the building and its service systems
and shall utilize techniques recommended in the
ASHRAE Handbook, 1993 Fundamentals
Volume.
1315.4.1 Calculation procedure: The calculation
procedure shall cover the following items:
1 . Environmental requirements as indicated in
780 CMR 1305.0.
2. Climatic data: coincident hourly data for
temperatures, solar radiation, wind and
humidity of typical days in the year
representing seasonal variation.
3. Building data: orientation, size, shape,
transfer characteristics of mass, air, moisture
and heat.
4. Operational characteristics: temperature,
humidity, ventilation, illumination, control
sequence for occupied and unoccupied hours.
5. Mechanical equipment: design capacity,
part load profile.
6. Internal heat generation from lighting,
equipment, number of people during occupied
and unoccupied periods.
7. Electrical equipment: lighting, power
consumption.
1315.4.2 Documentation: Proposed alternative
designs, submitted as requests for exception to the
standard design criteria, shall be accompanied by
an energy analysis comparison report prepared by
a professional registered engineer or registered
architect. The report shall provide sufficient
technical detail on the two buildings and systems
designs, and on the data used in and resulting
from the comparative analysis, to verify that both
the analysis and the designs meet the criteria of
780 CMR 13. The documentation shall
demonstrate that the analysis used is consistent
with ASFfllAE calculation procedures and
accepted engineering practice.
Exception: Proposed alternative designs for
buildings having an area of 5,000 square feet
or less and having the indoor temperature
controlled from a single point are exempted
from the full year energy analysis as described
above. A comparison of energy consumption
between the alternative design and the standard
design shall be provided in a report prepared
by a registered professional engineer or
architect. Such analysis shall follow the bin or
degree day methods or other simplified
analysis procedures consistent with accepted
engineering practice.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
241
780 CMR: STATE BOARD OF BUILDING REGULATIONS .AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
780 CMR 1316.0 BUILDINGS UTILIZING
SOLAR, GEOTHERMAL, WIND, OR
OTHER NONDEPLETABLE ENERGY
SOURCES AS ALTERNATIVE DESIGNS
1316.1 General: When a proposed alternative
building, submitted in accordance with 780 CMR
1315.0, utilizes solar, geothermal, wind, or other
nondepletable energy, that portion supplied to the
building shall be excluded from the total energy
chargeable to the proposed alternative design.
1316.2 Passive solar energy: The solar energy
passing through windows shall be considered if there
is a net Btu/year saving over fossil fuel or electric
energy systems.
1316.2.1 Nocturnal cooling: 780 CMR 1316.0
shall also apply to nocturnal cooling processes in
lieu of energy consuming processes.
1316.2.2 Other criteria: All other criteria
covered in 780 CMR 1315.0 shall apply to the
proposed alternative designs utilizing
nondepletable sources of energy.
1316.3 Documentation: Proposed alternative
designs, submitted as requests for exception to the
standard design criteria shall be accompanied by an
energy analysis, as specified in 780 CMR 1315.0.
The report shall provide sufficient technical detail on
the alternative building and system designs and on
the data employed in and resulting from the
comparative analysis to verify that both the analysis
and the designs meet the criteria of 780 CMR 13.
The documentation shall demonstrate that the
analysis used is consistent with ASHRAE
calculation procedures.
Exception: Proposed alternative designs that
derive over 50% of their annual thermal
requirements (heating, cooling, service water
heating) or over 30% of their annual total energy
requirements from nondepletable sources shall be
exempted from the necessity of comparing the
proposed design to a standard design.
Documentation, verifying the percentage of
annual energy use derived from such
nondepletable sources shall be required as
provided in 780 CMR 1316.3 and shall be
prepared by a registered professional engineer or
architect.
1316.3.1 Performance data: The energy derived
from nondepletable sources and the reduction in
conventional energy requirements derived shall be
separately identified from the overall building
energy use. Supporting documentation, on the
basis of the performance estimates for the
aforementioned nondepletable energy sources or
nocturnal cooling means, must be submitted.
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CHAPTER 14
EXTERIOR WALL COVERINGS
780 CMR 1401.0 GENERAL
1401.1 Scope: The provisions of 780 CMR 14 shall
establish the minimum requirements for exterior
walls. Exterior walls shall be designed and
constructed in accordance with 780 CMR.
780 CMR 1402.0 DEFINITIONS
1402.1 General: The following words and terms
shall, for the purposes of 780 CMR 14 and as used
elsewhere in 780 CMR, have the meanings shown
herein.
Exterior wall finish. A material or assembly of
materials applied on the exterior side of exterior
walls for the purpose of providing a weather-
resisting barrier, insulation or for aesthetics,
including veneers, siding, exterior insulation and
finish systems, architectural trim and
embellishments such as cornices, soffits, facias,
gutters and leaders.
Wall
Apron wall: That portion of a skeleton wall
below the sill of a window.
Skeleton or panel wall: A nonbearing wall
supported by each story on a skeleton frame.
Spandrel wall: That portion of a skeleton wall
above the head of a window or door.
Veneered wall: A wall having a facing of
masonry or other weather-resistant
noncombustible material that is securely
attached to the backing, but not so bonded as to
exert common action under load.
780 CMR 1403.0 PERFORMANCE
REQUIREMENTS
1403.1 General: The provisions of 780 CMR 1403.0
shall apply to exterior walls and components thereof.
1403.2 Durability: All exterior walls and
components thereof shall be of approved materials
which maintain the performance characteristics
required herein for the duration of use.
1403.3 Weather resistance: The exterior walls shall
be faced with an approved weather-resistant
covering that is properly attached to resist wind and
rain. The cellular spaces shall be so ventilated as not
to vitiate the firestopping at floor, attic and roof
levels, or shall be provided with an approved interior
noncorrodible vapor relarder, or other approved
means to avoid condensation and leakage of
moisture.
1403.4 Structural: Exterior walls shall be designed
and constructed to resist safely all superimposed
loads as required by 780 CMR 16.
1403.4.1 Structural strength against wind
forces: In all buildings required to resist the wind
pressures described in 780 CMR 1611.0, glazing
in exterior window openings shall be designed to
resist the wind loads specified in 780 CMR
161 1.0 for components and cladding.
1403.4.2 Structural strength of sash or frames:
Mullions, sash and frames of glazed exterior
window openings shall be designed to resist the
wind loads specified in 780 CMR 1611.0 for
components and cladding.
1403.5 Fireresistance: All exterior walls shall
comply with the fireresistance rating requirements of
780 CMR 705.0.
1403.5.1 Fireresistance rated openings:
Openings in exterior walls, where required to
have a fire protection rating, shall comply with
the provisions of 780 CMR 7.
1403.6 Flood-resistant construction: Exterior walls
of structures that are erected in areas prone to
flooding shall comply with the provisions of
780 CMR 3107.0.
1403.7 Ratproofing: Exterior walls of buildings that
are required to be ratproofed shall comply with the
provisions of 780 CMR 1215.0.
780 CMR 14O4.0 MATERIALS
1404.1 Wood: Exterior walls of wood construction
shall be designed and constructed in accordance with
780 CMR 23.
1404.2 Masonry: Exterior walls of masonry
construction shall be designed and constructed in
accordance with 780 CMR 2 1 .
1404.3 Metal: Exterior walls of formed steel
construction structural steel or lightweight metal
alloys shall be assigned in accordance with
780 CMR 22 and 780 CMR 20, respectively.
1404.4 Concrete: Exterior walls of concrete
construction shall be designed and constructed in
accordance with 780 CMR 19
1404.5 Structural glass: Exterior walls of structural
glass block shall be designed and constructed in
accordance with 780 CMR 21 15.0.
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243
780 CMR: STATE BOARD OF BUILDrNG REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
1404.6 Plastics: Plastic panel, apron or spandrel
walls as defined in 780 CMR shall not be limited in
thickness, provided that such plastics and their
assemblies conform to the requirements of 780 CMR
26 and are constructed of approved weather-resistant
materials of adequate strength to resist the wind
loads specified in 780 CMR 161 1.0.
1404.7 Other: Materials not prescribed herein shall
be permitted provided that any such alternative has
been approved. Exterior walls constructed of
alternative materials shall be shown to be durable,
weather resistant, structurally adequate, fireresistant,
flood resistant and ratproof as required herein.
780 CMR 1405.0 VENEERS
1405.1 General: All veneers consisting of
nonstructural facing of brick, concrete, stone, tile,
metal, plastic, synthetic stucco or other approved
exterior coverings attached to a backing, shall be
designed and constructed in accordance with the
applicable provisions of 780 CMR 1405.
1405.2 Structural support: Surfaces to which
veneer is attached shall be designed to support the
additional loads imposed by the veneer.
1405.2.1 Backing surfaces for veneers: Veneers
for other than buildings of Type 5 construction
shall be attached only to substantial, rigid and
noncombustible surfaces which are plumb,
straight and of true plane. Wood backing surfaces
shall not be used, except in buildings of Type 5
construction. The backing shall provide sufficient
rigidity, stability and weather resistance, and the
veneer shall be installed and anchored as required
in 780 CMR for the specific material.
1405.3 Materials: The materials of the minimum
nominal thickness specified in Table 1405.3 shall be
acceptable as approved weather coverings.
Table 1405.3
MINIMUM THICKNESS OF WEATHER
COVERINGS
Covering type
Minimum
thickness
Aluminum siding
0.019 inch
Asbestos cement boards
Va inch
Asbestos shingles
5/32 inch
Brick and concrete masonry veneers
2 inches
Ceramic veneer (architectural terra cotta.
1 inch
anchored type)
Clay tile (flat slab)
V* to 1 inch
Clay tile (structural)
\V* inches
Exterior plywood (with sheathing) 5/16 inch
Exterior plywood (without sheathing) See 780 CMR 2307.0
Glass fiber reinforced concrete panels a/a jncn
Hardboard siding ,/ ■ ,
Covering type
Minimum
thickness
1 inch
See 780 CMR 2308.5
See 780 CMR 2308.5
% inch
Vz inch
0.035 inch
0.017 inch
I Vz inches
2 inches
ti/32 inch
7/e inch
% inch
% inch
'/iinch
%inch
% inch
Vz inch
Marble slabs
Particleboard (with sheathing)
Particleboard (without sheathing)
Precast stone facing
Protected fiber board siding
Rigid PVC siding0
Steel (approved corrosion-resistive)
Stone (cast artificial)
Stone (natural)
Structural glass
Stucco or exterior portland cement plaster
three-coat work over
metal plaster base
unit masonry
cast-in-place or precast concrete
Two-coar work over
unit masonry
cast-in-place or precast concrete
Wood shingles
Wood siding (without sheathing)
Note a. For wood siding of a lesser thickness, see
780 CMR 1405.3.5.
Note b. Exclusive of texture
1405.3.1 Basic hardboard: Basic hardboard shall
conform to the requirements of AHA A135.4
listed in Appendix A.
1405.3.2 Hardboard siding: Hardboard siding
shall conform to the requirements of AHA A
135.6 listed in Appendix A and, where used
structurally, shall be so identified by an approved
agency.
1405.3.3 Rigid PVC siding: Rigid PVC siding
shall conform to the requirements of ASTM
D3679 listed in Appendix A.
1405.3.4 Aluminum siding: Aluminum siding
shall conform to the requirements of AAMA 1402
listed in Appendix A.
1405.3.5 Wood siding: Wood siding of
thicknesses less than Vz inch shall be placed over
sheathing which conforms to 780 CMR 2305.13.
1405.3.6 Building paper: Where veneers of
brick, clay tile, concrete or natural or artificial
stone are used, 14-pound felt or paper shall be
attached to the sheathing with flashing wherever
necessary to prevent moisture penetration behind
the veneer.
1405.3.7 Nailing: All weather boarding and wall
coverings shall be securely nailed with aluminum,
copper, zinc, zinc-coated or other approved
corrosion-resistant nails in accordance with the
nailing schedule in Table 2305.2 or the approved
manufacturer's installation instructions. Shingles
and other weather coverings shall be attached
with appropriate standard-shingle nails to furring
strips securely nailed to studs, or with approved
mechanically bonding nails, except where
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
EXTERIOR WALL COVERINGS
sheathing is of wood not less than one-inch nominal
thickness or of wood structural panels not less than
5/16 inch thick. Where wood shingles or shakes
are applied over fiberboard shingle backer and
fiberboard sheathing, such shingles or shakes
shall be attached with approved corrosion-
resistant annular-grooved nails and the installation
shall be done in accordance with the approved
manufacturer's installation instructions. Where
wood shingles or shakes and asbestos shingles or
siding are nailed directly to nail base fiberboard
sheathing, the sheathing shall not be less than V=-
inch nominal thickness, the shingles, shakes and
siding shall be attached with approved corrosion-
resistant annular-grooved nails, and the
installation shall be done in accordance with the
approved manufacturer's installation instructions.
1405.3.8 Metal siding: Exposed metal siding or
sheathing shall be protected from corrosion at the
ground level by supporting the foundation channel
at sufficient height above grade on the concrete
aprcn or other approved water-resistant
foundation.
1405.3.9 Exterior wall pockets: In exterior walls
of all buildings or structures, wall pockets or
crevices in which moisture can accumulate shall
be avoided or protected with adequate caps or
drips, or other approved means shall be provided
to prevent water damage.
1405.3.10 Flashings: Approved corrosion-
resistant flashings shall be provided at the top and
sides of all exterior window and door openings in
such a manner as to be leakproof Approved
corrosion-resistant flashings shall be installed: at
the intersection of chimneys or other masonry
construction with frame or stucco walls, with
projecting lips on both sides under stucco
copings; under and at the ends of masonry, wood
or metal copings and sills; continuously above all
projecting wood trim; at the intersection of
exterior walls and porches and decks; at wall and
roof intersections; and at built-in gutters.
Exception: When approved, flashing is not
required where an approved water-resistant
sheathing is installed and an approved water-
resistant caulking is applied at the top and
sides of all window and door openings in such
a manner as to be leakproof.
1405.4 Metal veneers: Veneers of metal shall be
fabricated from approved corrosion-resistant
materials or shall be protected front and back with
porcelain enamel or shall otherwise be treated to
render the metal resistant to corrosion. Such veneers
shall not be less than 0.017-inch nominal thickness
galvanized sheet steel mounted on wood or metal
furring strips or approved sheathing on the wood
construction.
1405.4.1 Construction: Metal veneer for
buildings of other than Type 5 construction shall
be: securely attached to masonry; supported on
approved metal framing protected by painting,
galvanizing or other approved protection; or
supported by wood furring strips treated with an
approved preservative process that complies with
780 CMR 23 11.3.
1405.4.2 Waterproofing: All joints and edges
exposed to the weather shall be caulked with
approved durable waterproofing material or by
other approved means to prevent penetration of
moisture.
1405.4.3 Grounding metal veneers: Grounding
of metal veneers on all buildings shall comply
with the requirements of 780 CMR 27 and NFiPA
70 listed in Appendix A.
1405.5 Anchored masonry veneer: Anchored
veneer is veneer secured with approved mechanical
fasteners to an approved backing. All masonry
units, mortar and metal accessories used in anchored
veneer shall meet the physical requirements of
780 CMR 21. Anchored veneer units shall not be
less than 1% inches (41 mm) in actual thickness for
solid masonry units and not less than 2% inches (67
mm) in actual thickness for hollow masonry units.
1405.5.1 Height of anchored veneer: Anchored
veneer shall be supported on footings, foundation
walls or other approved noncombustible structural
supports or on wood foundations meeting the
requirements of 780 CMR 1808.3. The weight of
all anchored veneer installed on structures more
than 30 feet (9144 mm) in height above the
noncombustible foundation or support, with the
exception of concrete masonry veneers, shall be
supported by noncombustible construction. The
construction shall have horizontal supports
located at each story height above the initial 30
feet (9144 mm).
Exception: Height increases are permitted
where an engineering analysis is prepared by a
registered design professional and approved.
1405.5.2 Horizontal supports: Noncombustible
lintels and noncombustible supports shall be
provided over all openings. Beams and lintels
supporting unreinforced masonry veneer shall not
exceed 1/600 of the span nor 0.3 inches (8 mm).
1405.5.3 Wood frame: Masonry veneer anchored
to wood framing shall be attached with corrosion-
resistant corrugated sheet metal not less than
0.029 inch (No. 22 gage) by 7/s inch wide, or
corrosion-resistant ties of strand wire not less than
0.148-inch (No. 9 W&M gage) wire with the ends
of the wire bent to a 90-degree (1 .57 rad) angle to
form a hook not less than two inches (5 1 mm)
long. The metal ties shall be embedded in the
mortar joint a minimum of one-half the veneer
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245
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THE MASSACHUSETTS STATE BUILDING CODE
thickness. Each metal tie shall support not more
than three square feet (0.28 m2) of wall area with
a maximum spacing of 16 inches (406 mm)
vertically and 32 inches (813 mm) horizontally.
Where anchored veneer is applied over wood
frame, the studs shall be spaced a maximum of 24
inches (610 mm) on center and be faced with
sheathing on both sides. A one-inch (25 mm)
minimum air space shall be maintained between
the anchored veneer and the sheathing. Moisture
protection shall be provided as required by
780 CMR 1405.3.6.
1405.5.4 Steel frame: Masonry veneer anchored
to corrosion-resistant steel framing shall be
attached with corrosion-resistant ties of strand
wire not less than 0. 148-inch (No. 9 W&M gage)
wire with the ends of the wire bent to a 90-degree
(1.57 rad) angle to form a hook not less than two
inches (51 mm) long. The wire ties shall be
embedded in the mortar joint a minimum of one-
half the veneer thickness. Each metal tie shall
support not more than 2.67 square feet (0.25 m2)
of wall area with a maximum spacing of 16 inches
(406 mm) vertically and 24 inches (610 mm)
horizontally. Where anchored veneer is applied
over steel frame, the studs shall be spaced a
maximum of 24 inches (610 mm) on center and be
faced with sheathing on both sides. A one-inch
(25 mm) minimum air space shall be maintained
between the anchored veneer and the sheathing.
Moisture protection shall be provided as required
by 780 CMR 1405.3.6.
1405.5.5 Masonry or concrete walls: Masonry
veneer anchored to masonry or concrete walls
shall be attached with corrosion-resistant ties of
strand wire not less than 0.148-inch (No. 9 W&M
gage) wire with the ends of the wire bent to a 90-
degree (1.57 rad) angle to form a hook not less
than two inches (51 mm) long. The metal ties
shall be embedded in the mortar joint a minimum
of one-half the veneer thickness. Each metal tie
shall support not more than three square feet (0.28
m2) of wall area with a maximum spacing of 1 6
inches (406 mm) vertically and 32 inches (813
mm) horizontally. A one-inch (25 mm)
minimum air space shall be maintained between
the anchored veneer and the supporting masonry
or concrete walls.
1405.5.6 Stone veneer: Stone veneer units not
exceeding ten inches in thickness are permitted to
be anchored directly to masonry, concrete or to
stud construction by one of the following
methods.
1. With concrete or masonry backing, anchor
ties shall not be less than No. 12 gage
corrosion-resistant wire formed beyond the
base of the backing. The legs of the loops shall
not be less than six inches (153 mm) in length
bent at right angles and laid in the mortar joint
and spaced so that the eyes or loops are 12
inches (305 mm) maximum on center in both
directions. There shall be provided not less
than a No. 12 gage corrosion-resistant wire tie
threaded through the exposed loops for every
two square feet (0.186 m2) of stone veneer.
This tie shall be a loop having legs not less
than 15 inches (381 mm) in length bent so that
the tie will lie in the stone veneer mortar joint.
The last two inches (5 1 mm) of each wire leg
shall have a right-angle bend. One inch (25
mm) of cement grout shall be placed between
the backing and the stone veneer.
2. With stud backing, a two-inch by two-inch
No. 16 gage corrosion-resistant wire mesh with
two layers of waterproof paper backing shall
be applied directly to wood studs spaced a
maximum of 16 inches (406 mm) on center.
On studs, the mesh shall be attached with two-
inch-long (51mm) corrosion-resistant steel
wire furring nails at four inches (102 mm) on
center providing a minimum 1 Ve-inch (28 mm)
penetration into each stud and with 8d common
nails at eight inches (200 mm) on center into
top and bottom plates. The corrosion-resistant
wire mesh is permitted to be attached to steel
studs with equivalent wire ties. There shall not
be less than a No. 12 gage corrosion-resistant
wire, looped through the mesh for every two
square feet (0. 1 S6 m2) of stone veneer. This tie
shall be a loop having legs not less than 15
inches (38 mm) in length, so bent that the tie
will lie in the stone veneer mortar joint. The
last two inches (5 1 mm) of each wire leg shall
have a right-angle bend. One-inch (25 mm)
minimum thickness of cement grout shall be
placed between the backing and the stone
veneer.
1405.5.7 Slab-type veneer: Slab-type veneer
units not exceeding two inches (51 mm) in
thickness are permitted to be anchored directly to
masonry, concrete or stud construction. For
veneer units of marble, travertine, granite or other
stone units of slab form, ties of corrosion-resistant
dowels in drilled holes shall be located in the
middle third of the edge of the units spaced a
maximum of 24 inches (610 mm) apart around the
perimeter of each unit with not less than four ties
per veneer unit. Units shall not exceed 20 square
feet (1.86 m2) in area.
If the dowels are not tight fitting, the holes are
permitted to be drilled not more than 1/16 inch
(1.6 mm) larger in diameter than the dowel with
the hole countersunk to a diameter and depth
equal to twice the diameter of the dowel in order
to provide a tight-fitting key of cement mortar at
the dowel locations when the mortar in the joint
has set. All veneer ties shall be corrosion-
resistant metal capable of resisting in tension or
compression a force equal to two times the weight
of the attached veneer.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
EXTERIOR WALL COVERINGS
Sheet metal veneer ties shall not be smaller in
area than No. 22 gage by one inch. Wire veneer
ties shall not be smaller in diameter than No. 9
gage wire.
1405.5.8 Terra cotta or ceramic veneer:
Anchored terra cotta or ceramic units not less than
l5/8 inches thick are permitted to be anchored
directly to masonry, concrete or stud construction.
Tied terra cotta or ceramic veneer units shall not
be less than 1% inches thick with projecting
dovetail webs on the back surface spaced
approximately eight inches (203 mm) on center.
The facing shall be tied to the backing wall with
corrosion-resistant metal anchors of not less than
No. 8 gage wire installed at the top of each piece
in horizontal bed joints not less than 12 inches
(305 mm) nor more than 18 inches (457 mm) on
center. These anchors shall be secured to '/4-inch
corrosion-resistant pencil rods which pass through
the vertical aligned loop anchors in the backing
wall. The veneer ties shall have sufficient
strength to support the full weight of the veneer in
tension. The facing shall be set with not less than
a two-inch (5 1 mm) space from the backing wall
and the space shall be filled solidly with portland
cement grout and pea gravel. Immediately prior
to setting, the backing wall and the facing shall be
drenched with clean water and shall be damp
when the grout is poured.
1405.6 Adhered masonry veneer: Adhered veneer
is a veneer secured and supported through the
adhesion of an approved bonding material applied to
an approved backing. All masonry units used in
adhered veneer walls shall meet the physical
requirements of 780 CMR 2 1 . Adhered veneer units
shall be less than 1% inches thick and the units shall
not support any super-imposed loads. With the
exception-'of ceramic tile, adhered veneer and
backing shall be designed to provide a bond to the
supporting element sufficient to withstand a shearing
stress of 50 psi (344 kPa) after curing 28 days.
1405.6.1 Backing surface: Backing permitted for
adhered veneer shall be continuous and shall be of
any approved material. The backing shall have
surfaces prepared to secure and support the
imposed loads of the adhered veneer.
1405.6.2 Height of adhered veneer: Exterior
adhered veneer shall not be attached to wood
frame construction at a point more than 30 feet
(9144 mm) in height above the noncombustible
foundation. Height increases are permitted where
an engineering analysis is prepared by a
registered design professional and approved.
1405.6.3 Sizing of adhered veneer: Adhered
veneer units shall not exceed 36 inches (914 mm)
in the greatest dimension nor more than 720
square inches (0.46 m2) in total area and shall not
weigh more than 15 pounds per square foot (73
kg/mm2) unless approved.
Exception: Adhered veneer units weighing
less than three pounds per square foot (15
kg/mm2) shall not be limited in dimension or
area.
1405.6.4 Construction: Adhered veneer units
shall be adhered directly to the backing by one of
the following methods.
1. A paste of neat portland cement shall be
brushed on the backing and the back of the
veneer unit. Type S mortar shall then be
applied to the backing and the veneer unit.
Sufficient mortar shall be used to create a
slight excess to be forced out the edges of the
units. The units shall be tapped into place so
as to fill completely the space between the
units and the backing. The resulting thickness
of mortar in back of the units shall not be less
than Vz inch (13 mm) nor more than 1% inches
(32 mm).
2. Units of masonry, stone or terra cotta, not
over one inch in thickness shall be restricted to
81 square inches (0.052 m2) in area unless the
back side of each unit is ground or box
screened to true up any deviation from plane.
Those units not over two inches by two inches
by % inch in size are permitted to be adhered
by means of portland cement. Backing shall be
of masonry, concrete or portland cement
plaster on metal lath. Metal lath shall be
fastened to the supports in accordance with the
requirements of 780 CMR 25. Mortar that
complies with Table 1405.6.4 shall be applied
to the backing as a setting bed. The setting bed
shall be a minimum of % inch (9 mm) thick
and a maximum of % inch (19 mm) thick. A
paste of neat portland cement or half portland
cement and half graded sand shall be applied to
the back of the exterior veneer units and to the
setting bed and the veneer pressed and tapped
into place to provide complete coverage
between the mortar bed and veneer unit. A
portland cement grout shall be used to point the
veneer.
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THE MASSACHUSETTS STATE BUILDING CODE
Table 1405.6.4
ADHERED VENEER SETTING MORTAR
Wall
Coat
Volume
Type I
Portland
cement
Volume
TypeS
Portland
hydrated
lime
Volume
sand
Maximum
thickness
of coat
(inches)
Maximum
interval
between
coats
(hours)
Area
Dry
Damp
Walls
over
Scratch
1
1
54
0
4
3
5
4
3/a
24
24
ft.
Float or
level-
inc
1
1
54
1
4
6
5
7
24
24
Walls
10 sq.
ft. or
less
Scratch
& float
1
54
254
3
%
Va
24
Note a. one inch = 25.4mm; one sq. Ft. = 0.093m"
1405.6.5 Adhered ceramic tile: Adhered veneer
of ceramic tile shall be bonded to the backing as
provided for in 780 CMR 2105. 10.
1405.6.6 Building paper: Adhered veneer over
wood frame construction shall be backed by solid
sheathing covered with 14-pound felt building
paper as required by 780 CMR 1405.3.6.
1405.7 Structural glass veneers: The minimum
thickness of glass veneer shall be 11/32 inch and the
area of individual panels shall not exceed ten square
feet (0.93 m2), with a maximum length of four feet
(1219 mm). The edge of each unit shall be ground
square with a slight arise. All exposed external
corners and angles shall he rounded to a radius of
not more than 3/16 inch (5 mm).
1405.7.1 Backing surface: The glass veneer shall
be set in mastic cement on a float coat of 1 -inch-
thick (25 mm) cement mortar reinforced with wire
lath attached to noncombustible furring spaced
not more than 12 inches (305 mm) on center.
1405.7.2 Support of veneer: The base course of
glass units shall be supported on a corrosion-
resistant metal frame anchored to the backing and
caulked with a waterproof compound at grade.
1405.7.3 Reinforcement: Metal reinforcing of
cold-formed corrosion-resistant angles of not less
than 0.064-inch nominal thickness galvanized
sheet steel or other approved reinforcement shall
be provided in all horizontal joints anchored into
the masonry wall with expansion or toggle bolts.
1405.7.4 Expansion joints: Expansion joints
shall be provided at ends and at intermediate
sections which are caulked with an approved
waterproofing compound. Where necessary for
water tightness, exposed edges shall be protected
with corrosion-resistant metal or other approved
noncombustible flashing.
1405.7.5 Other loads: Signs, awning brackets or
other loads shall not be hung directly from glass
veneers, but shall be supported on framing
anchored to or otherwise supported by the
masonry wall, free from contact with the glass.
780 CMR 1406.0 COMBUSTIBLE
MATERIALS ON THE EXTERIOR SIDE
OF EXTERIOR WALL
1406.1 General: 780 CMR 1406.0 shall apply to
exterior wall finish, half-timbering, balconies and
similar appendages, and bay and oriel windows
constructed of combustible materials including light-
transmitting plastic panels and foam plastic.
1406.2 Combustible exterior wall finish:
Combustible exterior wall finish shall be tested and
installed in accordance with 780 CMR 1406.2.1
through 1406.2.4.
Exceptions
1. Light-transmitting plastic panels shall be
constructed and installed in accordance with
780 CMR 26.
2. Foam plastic installed in or on the exterior
side of walls of buildings in accordance with
780 CMR 2603.6 shall not be required to comply
with 780 CMR 1406.2.1 provided that the foam
plastic is protected on the out side by:
2.1. A thermal barrier complying with
780 CMR 2603.4;
2.2. A minimum one-inch (25 mm) thickness
of masonry or concrete;
2.3. A minimum Vs-inch (22 mm) thickness
of stucco complying with 780 CMR 2506.0;
2.4. A minimum 0.019-inch thickness of
aluminum; or
2.5. A minimum 0.016-inch thickness or
corrosion-resistant steel.
1406.2.1 Radiant heat exposure: Combustible
exterior wall finish shall be tested for exposure to
radiant heat. Test specimens shall be prepared in
accordance with 780 CMR 1406.2. 1.1 and tested
in accordance with 780 CMR 1406.2.1.2. The
criteria for acceptance shall be as given by
780 CMR 1406.2.1.3.
Exceptions: The testing shall not be required
for:
1 . Wood or wood-based products.
2. Other combustible materials covered with
a material listed in Table 1405.3.
3. Aluminum having a minimum thickness of
0.019 inch.
4. Exterior wall finish on exterior walls of
Type 5 construction.
1406.2.1.1 Test specimen: The test specimen
shall be constructed to reflect the end-use
configuration. Where a material is intended to
be installed in more than one thickness, tests of
the minimum and maximum thickness intended
to be used shall be performed. Test specimens
shall consist of a minimum four-foot-wide by
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUTLDrNG REGULATIONS AND STANDARDS
EXTERIOR WALL COVERINGS
eight-foot-high assembly which shall be
mounted in a vertical position.
1406.2.1.2 Test exposure and apparatus: The
test exposure and apparatus shall conform to
780 CMR 1406.2.1.2.1 through 1406.2.1.2.4.
1406.2.1.2.1 Apparatus: A three-foot by
three-foot propane-fired radiant panel shall
be provided and shall operate at a constant
temperature of 1,600°F (871 °C) ± 50°F
(28°C).
1406.2.1.2.2 Configuration: The radiant
panel and the test specimen shall be
configured in a parallel plate orientation
such that the axis perpendicular to, and
running through, the center of the radiant
panel face and the test specimen are
concurrent.
1406.2.1.2.3 Heat flux: The temperature of
the radiant heat panel shall be fixed to
produce an average heat flux of 12.5 ± 5%
kW/nr over the center square foot of the test
assembly. Average heat flux shall be
determined as the average of four
calorimeter readings located at the comers
of the center square foot of the test
assembly.
1406.2.1.2.4 Exposure: The four-foot by
eight-foot test specimen shall be exposed to
a "square wave" exposure for a period of 20
minutes. A spark igniter shall be installed
and located at a point 18 inches vertically
above the center point of the test specimen
and s/a inch off the face of the test
specimen. The spark igniter shall be
operated throughout the 20-minute test
period. If the spark igniter is operated in an
intermittent mode, the. "off' portion of the
cycle shall not be longer than two seconds
and the "on" portion of each cycle shall be
at least five seconds in duration.
1406.2.1.3 Conditions of acceptance:
Materials shall qualify for installation under
the provisions of 780 CMR 1406.2.1.3.1 or
1406.2.1.3.2.
1406.2.1.3.1 Unrestricted installation: For
any fire separation distance, an assembly
shall be acceptable for installation in
accordance with 780 CMR 1406.0 and
780 CMR 1405.0 and 2603.6 if, during the
exposure described in 780 CMR 1406.2. 1.2,
continuous flaming ignition does not occur
for a time period greater than five seconds.
Continuous flaming ignition shall be judged
to occur when continuous flaming is
visually observed by laboratory personnel
for greater than five seconds.
1406.2.1.3.2 Restricted installation: For
fire separation distances greater than five
feet (1524 mm), an assembly shall be
permitted with increased fire separation
distance if a test specimen in accordance
with 780 CMR 1406.2.1.1, while being
exposed to a reduced level of incident
radiant heat energy in accordance with
780 CMR 1406.2.1.2, meets the conditions
of acceptance in 780 CMR 1406.2.1.3.1.
The minimum fire separation distance
required for the assembly shall be
determined from Table 1406.2.1.3.2 based
on the maximum tolerable level of incident
radiant heat energy determined by 780 CMR
1406.2.1.3.2
1406.2.2 Construction requirements:
Combustible exterior wall finishr other than
fireretardant-treated wood complying with
780 CMR 2310.0 for exterior installation, shall
not exceed 10% of an exterior wall surface area
where the fire separation distance is five feet or
less. In buildings of Types 1, 2, 3 and 4
construction, all architectural trim which exceeds
40 feet ( 1 2 1 92 mm) in height above grade plane
shall be constructed of approved noncombustible
materials and shall be secured to the wall with
metal or other approved noncombustible brackets.
Exception: Foam plastics, installed in
accordance with 780 CMR 2603.6, as required,
shall not be subject to these limitations.
Table 1406.2.1.3.2
MINIMUM FIRE SEPARATION DISTANCE
FOR COMBUSTIBLE VENEERS BASED
ON MAXIMUM TOLERABLE LEVEL OF
INCTDENT RADIANT HEAT ENERGY
Tolerable level
Tolerable level
Fire Separation
incident radient
Fire separation
incident radiant
Distance (feet)
heat energy
distance (feet)
heat energy
(kW/m2)
(kW/m2)
5
12.5
16
5.9
6
11.8
17
5.5
7
11.0
18
5.2
8
10.3
19
4.9
9
9.6
20
4.6
10
8.9
21
4.4
11
8.3
22
4.1
12
7.7
23
3.9
13
7.2
24
3.7
14
15
6.7
6.3
25
3.5
Note a. one foot = 304.8mm.
1406.2.3 Location: Where combustible exterior
wall finish is located along the top of exterior
walls, such trim shall be completely backed up by
the exterior wall and shall not extend over or
above the top of exterior walls.
1406.2.4 Firestopping: Continuous exterior wall
finish constructed of combustible materials shall
befirestoppedas required in 780 CMR 720.0.
1406.3 Combustible half-timbering: In buildings
of Types 3 and 4 construction which do not exceed
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780 CMR - Sixth Edition
249
780 CMR: STATE BOARD OF BUILDrNG REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
three stories or 40 ft (12192 mm) in height above
grade plane, exterior half-timbering and similar
architectural decorations are permitted to be
constructed of wood or other equivalent combustible
material, provided that such trim is backed up
solidly with approved noncombustible materials.
1406.4 Balconies and similar appendages: All
balconies, porches, decks and supplemental exterior
stairways attached to or supported by buildings of
Types 1 and 2 construction shall be constructed of
approved noncombustible materials. Such
appendages attached to or supported by buildings of
Types 3, 4 and 5 construction shall be of either
noncombustible or combustible construction. Such
appendages of combustible construction, other than
fireretardant-treated wood, shall afford the
fireresistance rating required by Table 602 for floor
construction or shall be of Type 4 construction as
described in 780 CMR 2304.0 and the aggregate
length shall not exceed 50% of the building diameter
on each floor.
Exceptions:
1 . Untreated wood is permitted for pickets and
rails, or similar guardrail devices which are
limited to 42 inches (1067 mm) in height.
2. Balconies and similar appendages on
buildings of Types 3, 4 and 5 construction shall be
permitted to be of Type 5 construction, and shall
not be required to have a fireresistance rating
where sprinkler protection is extended to these
areas.
1406.5 Bay and oriel windows: A bay window is a
window that projects beyond the wall line of a
building and extends down to the foundation. All
bay and oriel windows attached to or supported by
walls in other than buildings of Type 5 construction,
shall be of noncombustible construction and be
framed with brackets of steel, concrete or other
approved noncombustible materials.
250
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
CHAPTER 15
ROOFS AND ROOF STRUCTURES
780 CMR 1501.0 GENERAL
1501.1 Scope: The provisions of 780 CMR 15 shall
govern the materials, design, construction and
quality of roofs and roof coverings.
1501.2 Applicability: All roofs and roof coverings
shall meet either the performance requirements of
780 CMR 1505.0 or the prescriptive requirements of
780 CMR 1507.0.
780 CMR 1502.0 DEFINITIONS
1502.1 General: The following words and terms
shall, for the purposes of 780 CMR 1 5 and as used
elsewhere in 780 CMR, have the meanings shown
herein.
Penthouse An enclosed structure above the roof of
a building, other than a roof structure or bulkhead,
occupying not more than 331/3% of the roof area
(see 780 CMR 1510.3).
Roof: The roof slab or deck with its supporting
members, not including vertical supports
Roof covering: The covering applied to the roof for
weather resistance, fireresistance or appearance.
Roof structure: An enclosed structure on or above
the roof of any part of a building (see 780 CMR
1510.0).
780 CMR 1503.0 CONSTRUCTION
DOCUMENTS
1503.1 General: For all roofs and roof coverings
required by 780 CMR, the construction documents
shall illustrate, describe and clearly delineate the
type of roofing system, materials, fastening
requirements and flashing requirements which are to
be installed
780 CMR 15O4.0 WEATHER PROTECTION
1504.1 General: All roofs shall be covered with
approved roof coverings properly secured to the
building or structure to resist wind and rain Roof
coverings shall be designed, installed and
maintained in accordance with approved
manufacturer's installation instructions such that the
roof covering shall serve to protect the building or
structure.
780 CMR 1505.0 PERFORMANCE
REQUIREMENTS
1505.1 Performance requirements: All roofs and
roof coverings approved under 780 CMR 1505.0
shall comply with 780 CMR 1505.2 through 1505.5.
1505.2 Wind resistance: All roofs and roof
coverings shall be secured in place to the building or
structure to withstand the wind loads of 780 CMR
1611.0 in accordance with the requirements of
780 CMR 1505.2.1 through 1505.2.3.
1505.2.1 Ballasted systems All loosely laid
ballasted roof coverings shall be designed to resist
the wind pressures as determined by 780 CMR
1611.0.
1505.2.2 Low-slope systems other than
ballasted: The low-slope roof systems
(coverings) described in 780 CMR 1507.3 which
are mechanically attached or adhered to the roof
deck shall be designed to meet the design wind
load of 780 CMR 161 1.0 and shall be tested in
accordance with FM 4450, FM 4470 or UL 580
listed in Appendix A
1505.2.3 Steep-slope systems: The steep-slope
roof coverings described in 780 CMR 1507.2
which are mechanically attached to the roof slab
or deck in accordance with 780 CMR 1507.2.1
through 1507.2.9 shall resist the basic wind
speeds of Figure 1611.3, adjusted for building
height above grade and building exposure.
Exception: Asphalt shingles shall be tested in
accordance with ASTM D3161 or UL 997
listed in Appendix A.
1505.3 Durability: All roofs and roof coverings
shall be of approved materials such that those
properties which establish fire classification, wind
resistance and weather protection shall be
maintained in accordance with 780 CMR 1505.3 1
and 1505.3.2.
1505.3.1 Physical properties Roof coverings
shall demonstrate physical integrity over the
working life of the roof based upon 2,000 hours of
exposure to accelerated weathering tests
conducted in accordance with ASTM E838, G23,
G26 or G53 listed in Appendix A. Those roof
coverings which are subject to cyclical flexural
response due to wind loads shall not demonstrate
any significant loss of tensile strength for
unreinforced membranes or breaking strength for
reinforced membranes when tested as herein
required.
1505.3.2 Impact resistance: Roof coverings shall
resist impact damage based on the results of tests
conducted in accordance with ASTM D3746 or
D4272, or CGSB 37-GP-52M or FM 4470 listed
in Appendix A.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
1505.4 Compatibility of materials: All roofs and
roof coverings shall be of materials that are
compatible with each other and with the building or
structure to which the materials are applied.
1505.5 Material specifications and physical
characteristics: All materials for roofs and roof
coverings shall conform to the applicable standards
listed in 780 CMR 15. In the absence of applicable
standards or where materials are of questionable
suitability, testing by an approved testing agency
shall be required by the code official to determine
the character, quality and limitations of application
of the materials.
780 CMR 1506.0 FIRE CLASSIFICATION
1506.1 Classification Roof covering materials shall
be classified in accordance with 780 CMR 1506.1.1
through 1506.1.4 when tested in accordance with
ASTM El 08 listed in Appendix A
1506.1.1 Class A roof coverings: Class A roof
coverings are those which are effective against
severe fire test exposure. Class A roof coverings
shall include the following: masonry, concrete,
slate, tile, cement-asbestos or assemblies listed
and identified as Class A by an approved testing
agency Class A roof coverings shall be permitted
for use in buildings or structures of all types of
construction.
1506.1.2 Class B roof coverings: Class B roof
coverings are those which are effective against
moderate fire test exposure. Class B roof
coverings shall include metal sheets and shingles
or assemblies listed and identified as Class B by
an approved testing agency. Class B roof
coverings shall be permitted as the minimum for
use in buildings or structures of Type 1
construction.
1506.1.3 Class C roof coverings: Class C roof
coverings are those which are effective against
light fire test exposure Class C roof coverings
shall include assemblies listed and identified as
Class C by an approved testing agency. Class C
roof coverings shall be permitted as the minimum
for use in buildings or structures of Types 2, 3, 4
and 5A construction.
1506.1.4 Nonclassified roof coverings:
Nonclassified roof coverings shall not be
permitted.
Exceptions:
1. Buildings and structures of Type 5B
construction with a. fire separation distance of
not less than 30 feet (9144 mm) from the
leading edge of the roof.
2. Occupancies in Use Group R-3 located in
detached buildings and accessory buildings
thereto which have afire separation distance
of not less than six feet (1829 mm) from the
leading edge of the roof.
1506.2 Testing: When testing wood shingles and
shakes in accordance with ASTM E 108 (including
the rain test) and ASTM D2898 listed in
Appendix A, the fire tests shall include the
intermittent flame test, spread of flame test, burning
brand test and flying brand test, additionally, at the
conclusion of the rain test, test panels shall be
subjected to the intermittent flame test, burning
brand test and flying brand test
1506.3 Fireretardant-treated shingles and shakes
Fireretardant-treated wood shakes and shingles shall
be treated by impregnation with chemicals by the
full-cell vacuum-pressure process, in accordance
with AWPA CI listed in Appendix A. Each bundle
shall have two labels, one identifying the
manufactured unit and the manufacturer, and the
other identifying the classification of the material in
accordance with the testing required in 780 CMR
1506.2 (Class B or C), the treating company and the
quality control agency
780 CMR 1507.0 PRESCRIPTIVE
REQUIREMENTS
1507.1 Prescriptive requirements: The
requirements of 780 CMR 1507.2 and 1507.3 shall
apply to all roofs and roof coverings unless
specifically approved in accordance with 780 CMR
1505.0 Unless otherwise noted, all required
underlayment shall be of Type 1 5 asphalt-saturated
felt
1507.2 Steep-slope roof coverings: Steep-slope roof
covering materials and installations shall comply
with 780 CMR 1507.2.1 through 1507.2.9. Where
there is a possibility of ice forming along the eaves
causing a backup of water, an ice shield that consists
of at least two layers of underlayment cemented
together or of a waterproofing membrane, shall
extend from the eave's edge to a point at least 24
inches (610 mm) inside the exterior wall line of the
building
1507.2.1 Asbestos-cement shingles: Asbestos-
cement shingles shall conform to ASTM C222
listed in Appendix A. Asbestos-cement shingles
shall not be installed on roof slopes below four
units vertical in 12 units horizontal (4:12).
Single-layer underlayment is required for all roof
applications. Asbestos-cement shingles shall be
secured to the roof with two fasteners per shingle
1507.2.2 Asphalt roll roofing: Asphalt roll
roofing shall conform to ASTM D224, D249,
D371 or D3909 listed in Appendix A Asphalt
roll roofing shall not be installed on roof slopes
below one unit vertical in 12 units horizontal
(1:12), and shall not be installed on roof slopes
below three units vertical in 12 units horizontal
(3:12) unless applied parallel to the eaves.
Single-layer underlayment is required or all roof
252
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ROOFS AND ROOF STRUCTURES
slopes. Asphalt roll roofing shall be secured to
the roof in accordance with approved
manufacturer's installation instructions.
1507.2.3 Asphalt shingles: Asphalt shingles shall
conform to ASTM D225 or D3462 listed in
Appendix A Asphalt shingles shall not be
installed on roof slopes below two units vertical in
12 units horizontal (2:12). Double-layer
underlayment shall be required on roof slopes
below four units vertical in 12 units horizontal
(4:12). Single-layer underlayment is required on
all other roof slopes. Asphalt shingles shall be
secured to the roof with not less than four
fasteners per strip shingle, or not less than two
fasteners per individual shingle Shingle headlap
shall not be less than two inches (5 1 mm).
1507.2.4 Interlocking clay or cement tile:
Interlocking clay or cement tile shall be installed
only over solid sheathing or spaced structural
sheathing boards. Interlocking clay or cement tile
shall not be installed on roof slopes below four
units vertical in 12 units horizontal (4:12).
Horizontal battens shall be required on roof slopes
over seven units vertical in 12 units horizontal
(7:12). Single-layer underlayment is required
over solid sheathing on all roof slopes
Reinforced underlayment shall be required where
spaced sheathing is installed. Regardless of roof
slope, the first three tile courses and all tile within
three feet (914 mm) of roof edges, changes in roof
slope or changes in slope direction, shall be
fastened to the roof. For the field of the roof,
fastening is not required on roof slopes below five
units vertical in 12 units horizontal (5:12); every
tile course shall be fastened on roof slopes five
units vertical in 12 units horizontal (5:12) to less
than 12 units vertical in 12 units horizontal
(12:12); and every tile shall. be fastened on roof
slopes 12 units vertical in 12 units horizontal
(12:12) and over. Tile overlap shall be in
accordance with approved manufacturer's
installation instructions.
1507.2.5 Noninterlocking clay or cement tile:
Noninterlocking clay or cement tile shall not be
installed on roof slopes below two and one-half
units vertical in 12 units horizontal (2'A:12).
Double-layer underlayment is required on roof
slopes below three units vertical in 12 units
horizontal (3:12). Single-layer underlayment is
required on all other roof slopes. Noninterlocking
clay or cement tile shall be secured to the roof
with two fasteners per tile. The minimum tile
overlap shall be three inches (76 mm).
1507.2.6 Metal shingles: Metal shingles shall not
be installed on roof slopes below four units
vertical in 12 units horizontal (4:12) Single-layer
underlayment is required for all metal shingles
other than flat metal shingles on all roof slopes.
Metal shingles shall be secured to the roof in
accordance with approved manufacturer's
installation instructions.
1507.2.7 Slate shingles: Slate shingles shall
conform to ASTM C406 listed in Appendix A
Slate shingles shall not be installed on roof slopes
below two units vertical in 12 units horizontal
(2:12). Double-layer underlayment shall be re-
quired on roof slopes below four units vertical in
12 units horizontal (4:12) Single-layer
underlayment shall be required on all other roof
slopes. Slate shingles shall be secured to the roof
with two fasteners per slate. The minimum slate
headlap shall be three inches (76 mm).
1507.2.8 Wood shingles: Wood shingles shall be
identified by a label and subject to a quality
control program administered by an approved
agency- Wood shingles shall not be installed on
roof slopes below three units vertical in 1 2 units
horizontal (3:12). A single layer of underlayment
is required at eaves, ridges, hips, valleys and all
other changes of roof slope or direction. Wood
shingles shall be secured to the roof with a
maximum of two approved fasteners per shingle.
The maximum weather exposures for wood
shingles shall be in accordance with Table
1507.2.8.
Table 1507.2.8
MAXIMUM WEATHER EXPOSURES
FOR WOOD SHINGLES
Grade
No. 3 grade
Shingle
length
(inches)
Exposure (inches) based on slope
(units verticalumts horizontal)
33/i
4%
3V4
4:12 and steeper
5Vz
VA
4Vz
SVi
Note a 1 inch = 25.4 mm
1507.2.9 Wood shakes: Wood shakes, other than
preservative-treated southern yellow pine taper
sawn shakes, shall be identified by a label and
subject to a quality control program administered
by an approved agency. Preservative-treated
southern yellow pine taper sawn shakes shall be
identified by a label and subject to the TFS
Grading Rules for Preservative Treated Southern
Yellow Pine Tapersawn Shakes, listed in
Appendix A, administered by an approved
agency. Wood shakes shall not be installed on
roof slopes less than four units vertical in 12 units
horizontal (4:12). A single layer of felt
interlayment shall be shingled between each
course of wood shakes on all roof slopes. Wood
shakes shall be secured to the roof with a
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
253
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
maximum of two fasteners per shake. The
maximum weather exposure shall be 7V2 inches
(191 mm) for 18-inch-long shakes and ten inches
(254 mm) for 24-inch-long shakes.
1507.3 Low -Slope roof coverings: Low slope roof
covering materials and installations shall comply
with 780 CMR 1507.3.1 through 1507.3.7. Roofs
shall have a design slope of a minimum of one-
fourth unit vertical in 12 units horizontal ( V*: 12) for
drainage except for coal-tar built-up roofs which
shall have a design slope of a minimum one-eighth
unit vertical in 12 units horizontal (1/s:l2). The
attachment of insulation above the roof deck, the
weight and distribution of ballast, the fastener type
and fastening pattern, and the bitumen or adhesive
application utilized in the installation of low-slope
roof coverings shall meet the wind resistance
requirements of 780 CMR 1505.2.
1507.3.1 Built-up roofing: Built-up roof covering
materials shall comply with the standards in Table
1507.3.1. Provisions shall be made at deck edges,
terminations and penetrations for mechanical
fastening of the built-up roof covering and
flashing materials. On slopes greater than two
units vertical in 12 units horizontal (2:12).
provisions shall be made for blind nailing the
built-up roof covering to the roof to prevent
slipping. Aggregate surfacing shall not be
installed, and plies shall be applied parallel to the
slope of the deck (strapping method) on roof
slopes above three units vertical in 12 units
horizontal (3:12). Built-up roof coverings shall be
installed in accordance with approved
manufacturer's installation instructions.
Table 1507.3.1
BUILT-UP ROOFING MATERIAL
STANDARDS
Material
Standard
Aggregate surfacing
ASTMD1863
Asphalt-coated glass fiber venting base sheet
ASTMD4601
Asphalt glass felt
ASTMD2178
Asphalt-saturated and asphalt-coated organic
ASTMD2626
felt base sheet
Asphalt-saturated organic felt (perforated)
ASTM D226
Asphalt used in roofing
ASTMD312
Coal-tar saturated organic felt
ASTM D227
Coal-tar used in roofing
ASTMD450
Types I or in
Mineral-surfaced inorganic cap sheet
ASTM D3909
Venting, asphalt-saturated and asphalt-
coated inorpanic felt based sheet
ASTMD3672
Note a. Specific standards referenced are those listed
in Appendix A
1507.3.2 Thermoset single-ply roof coverings:
Thermoset single-ply roof coverings shall comply
with RMA RP-I, RP-2 or RP-3, or ASTM D4637
or CGSB 37-GP-52M listed in Appendix A.
Provisions shall be made at deck edges,
terminations and penetrations for mechanical
fastening of the thermoset single-ply roof
covering and flashing materials. Ballasted roof
coverings shall not be installed on roof slopes
above two units vertical in 12 units horizontal
(2: 12). Thermoset single-ply roof coverings shall
be installed in accordance with approved
manufacturer's installation instructions.
1507.3.3 Thermoplastic single-ply roof
coverings: Thermoplastic single-ply roof
coverings shall comply with ASTM D4434 or
CGSB 37-GP-54M listed in Appendix A
Provisions shall be made at deck edges,
terminations and penetrations for mechanical
fastening of the thermoplastic single-ply roof
covering and flashing materials. Ballasted roof
coverings shall not be installed on roof slopes
above two units vertical in 12 units horizontal
(2:12). Thermoplastic single-ply roof coverings
shall be installed in accordance with approved
manufacturer's installation instructions
1507.3.4 Modified bitumen roof coverings
Modified bitumen roof coverings shall comply
with CGSB 37-GP-56M listed in Appendix A
Provisions shall be made at deck edges,
terminations and penetrations for mechanical
fastening of the modified bitumen roof covering
and flashing materials Modified bitumen roof
coverings shall be installed in accordance with
approved manufacturer's installation instructions.
1507.3.5 Spray-applied polyurethane-foam
roof covering systems: Spray-applied
polyurethane-foam insulation shall comply with
ASTM CI 029 listed in Appendix A A liquid-
applied roof coating that complies with 780 CMR
1507.3.6 shall be applied to the top surface of the
cured foam insulation in accordance with
approved manufacturer's installation instructions
Foam plastics shall also conform to 780 CMR
2603. o"
1507.3.6 Liquid-applied roof coatings Liquid-
applied roof coatings shall comply with ASTM
C836, C957, D1227 or D3468 listed in
Appendix A Liquid-applied roof coatings shall
be applied in accordance with approved
manufacturer's installation instructions.
1507.3.7 Metal-sheet roof coverings: Metal-
sheet roof covering systems which incorporate
supporting structural members shall be designed
in accordance with 780 CMR 2206.0. Metal-
sheet roof coverings installed over structural
decking shall comply with ASTM A361, A755 or
B101 listed in Appendix A. Metal-sheet roof
coverings shall be installed in accordance with
approved manufacturer's installation instructions
780 CMR 1508.0 FLASHINGS
1508.1 General: Flashings shall be installed: at wall
and roof intersections, at gutters, wherever there is
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ROOFS AND ROOF STRUCTURES
a change in roof slope or direction: and around all
roof openings.
780 CMR 1509.0 ROOF INSULATION
1509.1 General: Rigid combustible roof insulation
shall be permitted, provided that the insulation is
covered with approved roof coverings directly
applied thereto (see 780 CMR 2603.4.1.5).
780 CMR 1510.0 ROOF STRUCTURES
1510.1 General: All construction, other than aerial
supports, clothes dryers and similar structures less
than 12 feet (3658 mm) high, water tanks and
cooling towers as hereinafter provided and flag poles
erected above the roof of any part of any building or
structure more than 40 feet (12192 mm) in height,
shall be constructed of approved noncombustible
materials.
1510.2 Scuttles: Trap doors and scuttles as required
by 780 CMR 1027.0 shall not be less than two feet
by three feet (610 mm by 914 mm) in size. In
buildings of Types 1 and 2 construction, trap doors
and scuttles shall be of approved noncombustible
materials.
1510.3 Penthouses: Penthouses shall be considered
a part of the next lower story, and the enclosure shall
conform to the requirements for exterior walls of the
building type as regulated by Table 602 and
780 CMR 14 except as modified herein.
1510.3.1 Recessed walls: Where the exterior wall
of a. penthouse is recessed five feet (1524 mm) or
more from the exterior wall of the next lower
story and the exterior wall of the next lower story
is required to have a fireresistance rating of
greater than VA hours, the penthouse exterior wall
shall be: constructed with a fireresistance rating of
not less than VA hours; covered on the outside
with noncombustible, weatherproof material, and
supported on protected steel or reinforced
concrete construction.
1510.3.2 Unprotected openings: Where
protected openings are not required by 780 CMR
705.0, windows and doors shall be constructed of
any approved materials. Glazing shall conform to
the requirements of 780 CMR 14, 24 and 26.
1510.4 Other enclosed roof structures: Enclosed
roof structures, other than penthouses, shall be
considered a story of the building and shall conform
to the requirements for the building type as regulated
by Table 602 and 780 CMR 14.
1510.5 Mansards and other sloping roofs:
Mansards and other sloping roofs shall comply with
780 CMR 1510.5.1 and 1510.5.2.
1510.5.1 High-slope roofs Every mansard roof
or other sloping roof having a pitch of more than
60 degrees (1.05 rad) to the horizontal hereafter
erected on any building or structure of other than
Type 5 construction which is more than three
stories or 40 feet (12192 mm) in height, shall be
constructed of noncombustible materials with a
fireresistance rating of not less than one hour.
Where the building is more than seven stories or
85 feet (25908 mm) in height, such roofs shall
afford the same fireresistance rating required for
the exterior walls of the building, but are not
required to exceed a 1 '/2-hour fireresistance rating.
1510.5.2 Low-slope roofs: Where the pitch is 60
degrees (1.05 rad) or less to the horizontal, the
mansard or other sloping roof located on any
building shall be constructed of not less than the
same materials as required for the roof of the
building.
1510.6 Dormers: The sides and roofs of dormers
shall be of the same type of construction as the main
roof, except that where a side of the dormer is a
vertical extension of an exterior wall, that side of the
dormer shall be subject to the same fireresistance
rating requirements as apply to the wall of the
building. The roofs of dormers shall be protected
with approved roof coverings complying with
780 CMR 1506.0. The sides of dormers shall be
protected with approved roof coverings or with
material permitted for covering the exterior walls cf
the building.
1510.7 Water tanks: Water tanks shall be
constructed and installed in accordance with
780 CMR 1510.7.1 through 1510.7.5.
1510.7.1 Supports: Water tanks having a capacity
of more than 500 gallons (1.90 m3) placed in or on a
building shall be supported on masonry, reinforced
concrete, steel or other approved noncombustible
framing or on timber conforming to Type 4
construction; provided that, where such supports are
located in the building above the lowest story, the
support shall be fireresistance rated as required for
Type 1 A construction.
1510.7.2 Emergency discharge: A pipe or outlet
shall be located in the bottom or in the side close
to the bottom, or the tank shall be fitted with a
quick-opening valve, to enable the contents to be
discharged in an emergency to a suitable drain
that complies with the 248 CMR 2.00: the
Massachusetts State Plumbing Code listed in
Appendix A.
1510.7.3 Location: A tank shall not be located
over or near a stairway or elevator shaft unless a
solid roof or floor deck is constructed underneath
the tank
1510.7.4 Tank cover: All roof tanks exposed to
the weather shall have approved covers sloping
towards the outer edges
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1510.7.5 Hoop and strap protection: Where
metal hoops are utilized in the construction of
wood tanks, such hoops shall be protected with
approved corrosion-resistant coatings or
manufactured from approved corrosion-resistant
alloys.
1510.8 Cooling towers: Cooling towers erected on
the roofs of buildings where the base of the tower is
more than 55 feet (16764 mm) above grade plane
shall be constructed of approved noncombustible
material or fireretardant-treated wood except that
drip bars are not required to be of noncombustible
material or fireretardant-treated wood
1510.9 Miscellaneous roof structures: Except as
here in specifically provided for, all towers, spires,
dormers or cupolas shall be erected of the type of
construction and fireresistance rating required for
the building to which such structures are accessory
as regulated by Tables 503 and 602. Where the
height of such appurtenant structures exceeds 85
feet (25908 mm) above grade plane or where the
area at any horizontal section of the tower, spire,
dormer or cupola exceeds 200 square feet ( 1 9 m2), or
where utilized for any purpose other than as a belfry
or architectural embellishment, the structure and the
associated supports shall be of Type 1 or 2
construction, or of fireretardant-treated wood
complying with 780 CMR 2310.0. Radio and
television towers and antennas shall be constructed
to comply with 780 CMR 3 108.0 and 3109.0.
780 CMR 1511.0 ROOFTOP HELIPORTS
1511.1 General: 780 CMR 1511.0 governs the
design and construction of rooftop facilities intended
to accommodate the landing of helicopters. The
utilization of a roof for landing shall be subject to
the approval of the Federal Aviation Administration.
1511.2 Structural loads: The roof and all pertinent
building components shall be designed for the dead
loads, live loads, impact loads and vibrations
imparted to the structure due to helicopter landing,
including the single-skid point landing.
1511.3 Referenced standard: All rooftop heliports
shall comply with NFiPA 418 listed in Appendix A.
780 CMR 1512.0 REROOFTNG
1512.1 General: Materials and methods of
application used for recovering or replacing an
existing roof covering shall comply with the
requirements of 780 CMR 1505.0 or 1507.0. The
repair of existing roofs and roof coverings shall
comply with the provisions of 780 CMR 34, but
more than 25% of the roof covering of any building
shall not be removed and replaced within any 12-
month period unless the entire roof covering is made
to conform to the requirements for new roofing.
1512.2 Structural and construction loads: The
structural roof components shall be capable of
supporting the roof covering system and the material
and equipment loads that will be encountered during
installation of the roof covering system.
1512.3 Recovering vs. replacement: New roof
coverings shall not be installed without first
removing existing roof coverings where any of the
following conditions occur:
1 . Where the existing roof or roof covering is
water soaked or has deteriorated to the point that
the existing roof or roof covering is not adequate
as a base for additional roofing.
2. Where the existing roof covering is wood
shake, slate, clay, cement or asbestos-cement tile.
3. Where the existing roof has two or more
applications of any type of roof covering.
Exception: Complete and separate roofing
systems, such as standing-seam metal roof
systems, which are designed to transmit all
roof loads directly to the building's structural
system and which do not rely on existing roofs
and roof coverings for support, shall not
require the removal of existing roof coverings.
1512.4 Reinstallation of materials: Existing slate,
clay or cement tile shall be permitted for
reinstallation, except that damaged, cracked or
broken slate or tile shall not be reinstalled. Existing
vent flashings, metal edgings, drain outlets, collars
and metal counterflashings shall not be reinstalled
where rusted, damaged or deteriorated. Aggregate
surfacing materials shall not be reinstalled.
1512.5 Flashings: Flashings shall be reconstructed
in accordance with approved manufacturer's
installation instructions. Metal flashings to which
bituminous materials are to be adhered shall be
primed prior to installation.
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CHAPTER 16
STRUCTURAL LOADS
(This Chapter is entire'v unique to Massachusetts)
780 CMR 1601.0 GENERAL
1601.1 Scope: The provisions of 780 CMR 16 shall
control the structural design of all buildings and
structures, or portions thereof, hereafter erected.
780 CMR 1602.0 DEFINITIONS
1602.1 General: The following words and terms
shall, for the purposes of 780 CMR 16 and as used
elsewhere in 780 CMR have the meanings shown
herein.
Load Forces or other actions that arise on structural
systems from the weight of all permanent
construction, occupants and their possessions,
environmental effects, differential settlement and
restrained dimensional changes.
Dead load: The weight of all permanent structural
and nonstructural components of a building, such
as walls, floors, roofs, ceilings, stairways and
fixed service equipment.
Duration of load: The period of continuous
application of a given load, or the aggregate of
periods of intermittent applications of the same
load.
Earthquake load: The assumed lateral load acting
in any horizontal direction on the structural frame
due to the dynamic action of earthquakes.
Impact load: The load resulting from moving
machinery, elevators, craneways, vehicles and
other similar forces and kinetic loads.
Internal load: The forces resulting from the
restraint of movement of construction materials or
differential movement of a combination of
materials caused by the effects of expansion or
contraction due to temperature changes,
shrinkage, moisture changes, creep, differential
settlement or combinations thereof.
Lateral soil load: The lateral pressure in pounds
per square foot (psf) (kilograms per square meter
[kg/m2]) due to the weight of the adjacent soil,
including due allowance for hydrostatic pressure
and possible surcharge from fixed or moving
loads.
Live load: Those loads produced by the
occupancy of the building, not including
environmental loads such as wind loads, snow
loads, earthquake loads or dead loads.
Wind load The lateral pressure on the building or
structure in pounds per square foot (psf)
(kilograms per square meter [kg/m2]) due to wind
blowing in any direction.
Panel (part of a structure): The section of a floor
or wall comprised between the supporting frame
of two adjacent rows of columns and girders or
column bands of floor construction.
Wall
Loadbearing wall: A wall supporting any vertical
load in addition to its own weight.
Nonloadbearing wall: A wall which does not
support vertical loads other than its own weight.
780 CMR 1603.0 CONSTRUCTION
DOCUMENTS
1603.1 General: Construction documents shall show
the size, and relative locations of all structural
members with foundation, floor and roof levels,
column centers and all offsets dimensioned. The
design loads and other information pertinent to the
structural design required by 780 CMR 1603.2
through 1603.7 shall be clearly indicated on the
construction documents for all parts of the building
or structure.
1603.2 Floor live load: The uniformly distributed
floor live load utilized in the design shall be
indicated for all floor areas (780 CMR1606.0). Live
load reduction (780 CMR 1608.0), if utilized, shall
be indicated.
1603.3 Roof live load: The roof live load utilized in
the design shall be indicated for all roof areas
(780 CMR 1609.0).
1603.4 Roof snow load: The basic snow load shall
be indicated.
1603.5 Wind load: The following information
related to wind loads shall be indicated, regardless of
whether wind loads govern the lateral design of the
building:
1. Wind Load Zone. If more than one wind
direction is exposed, the applicable wind direction
shall be indicated
2. Wind pressure, P.
3 . Special exposures
1603.6 Earthquake design data: Where earthquake
loads are applicable, the following earthquake
design data shall be indicated on the construction
documents:
1. The Seismic Hazard Exposure Group in
accordance with 780 CMR 1612.2.5;
2. The Seismic Performance Category in
accordance with 780 CMR 1612.2.7;
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3. The soil-profile type in accordance with Table
1612.4.1;
4. The basic structural system and seismic-
resisting system in accordance with Table
1612.4.4;
5. The response modification factor (R) and the
deflection amplification factor (Cd) in accordance
with Table 1612.4.4; and
6. The analysis procedure utilized in accordance
with 780 CMR 1612.5 or 1612.6 as applicable.
1603.7 Other loads: Concentrated loads (780 CMR
1613.0), impact loads (780 CMR 1614.0) and
special loads (780 CMR 1615.0) which are
applicable to the design of the building or structure
shall he indicated.
780 CMR 1604.0 DESIGN SAFE LOAD
1604.1 Safe support required: Buildings or other
structures, and all parts thereof, shall be designed
and constructed to support safely all loads, including
dead loads, without exceeding the allowable stresses
(or specified strengths when appropriate load factors
are applied) for the materials of construction in the
structural members and connections.
1604.2 Progressive collapse: Buildings and
structural systems shall provide such structural
integrity that the hazards associated with progressive
collapse are reduced to a level consistent with good
engineering practice. Structures shall be able to
sustain local damage or failure, with the structure as
a whole remaining stable. Compliance with the
applicable provisions of ASCE 7 listed in
Appendix A shall be deemed to meet the
requirements of 780 CMR 1604.0.
1604.3 In-situ load tests: The code official is
authorized to require an engineering analysis or a
load test, or both, of any construction whenever
there is reason to question the safety of the
construction for the intended occupancy.
Engineering analysis and load tests shall be
conducted in accordance with 780 CMR 1707.0 or
1709.0.
780 CMR 1605.0 DESIGN DEAD LOAD
1605.1 Weights of materials and construction: In
estimating dead loads for the purposes of structural
design, the actual weights of materials and
constructions shall be utilized, but not less than the
unit dead loads prescribed in ASCE 7 listed in
Appendix A. In the absence of definite information,
any values assumed by the designers shall be subject
to the approval of the code official.
1605.2 Weight of fixed service equipment: In
estimating dead loads for the purposes of design, the
weight of fixed service equipment such as plumbing
stacks and risers, electrical feeders, heating.
ventilating, air conditioning and fire protection
systems, shall be included.
1605.3 Partition load: In offices and other buildings
in which subdividing partitions are subsequently
erected, rearranged or relocated, provisions shall be
made to support the actual weight of such partitions
where the partitions occur, or for an equivalent
uniform load, which shall be assumed to be not less
than 20 psf (97.64 kg/nr) of floor area in addition to
the specified uniformly distributed live load.
Provisions for partition weight shall be made
whether or not partitions are shown on the
construction documents, unless the specified live
load exceeds 80 psf (390.56 kg/nr).
780 CMR 1606.0 UMFORMLY
DISTRIBUTED LIVE LOADS
1606.1 Uniform live load: The minimum uniformly
distributed live load in pounds per square foot shall
be as provided for in Table 1606.1, and for all
concentrated loads wherever such loads occur as
provided for in 780 CMR 1613.0. The live loads in
Table 1606. 1 are the minimum loads to be used for
the occupancies listed. Where the building will be
subjected to greater live loads, such loads shall be
utilized for design.
1606.1.1 Trucks and buses: Minimum live loads
for garages having trucks or buses shall be in
accordance with lane loads of AASHTO HB- 15
listed in Appendix A, but shall not be less than 50
psf (244 kg/nr).
1606.1.2 Residential attics: All live load shall be
applied to joists or to bottom chords of trusses or
trussed rafters only in those portions of attic space
having a clear height of 42 inches (1067 mm) or
more between joist and rafter in conventional
rafter construction; and between bottom chord and
any other member in trusses or trussed rafter
construction. However, joists or the bottom
chords of trusses or trussed rafters shall be
designed to sustain the imposed dead load or ten
psf (49 kg/nr), whichever is greater, uniformly
distributed over the entire span.
A further ceiling dead-load reduction to a
minimum of five psf (24 kg/nr) or the actual dead
load, whichever is greater, applied to joists in
conventional rafter construction or to the bottom
chords of trusses or trussed rafters is permitted
under either or both of the following conditions:
1. Where the clear height is not over 30
inches (762 mm) between joist and rafter in
conventional construction and between the
bottom chord and any other member for trusses
or trussed rafter construction.
2. Where a clear height of greater than 30
inches (762 mm), as denned in 780 CMR
1606.1 item 1, does not exist for a horizontal
distance of more than 12 inches (305 mm)
alonu the member
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STRUCTURAL LOADS
Table 1606.1
MINIMUM UNIFORMLY DISTRIBUTED
LIVE LOADS
Occupcncy
Live load
(psf)a
Occupcncy
Live load
(psf)3
Apartments (see Residential)
Armories and drill rooms 1 50
Assembly areas & theatres:
Fixed seats 60
Movable seats 1 00
Platforms (assembly) 100
Stage floors 150
Balcony, decks (exterior) 1 00
One-and two-family dwellings only 60
Bowling centers, poolrooms and billiard rooms 75
Cornices 75
Corridors, except as otherwise indicated 1 00
Dwellings (see Residential)
Fire escapes 1 00
Single-family residential buildings only 40
Garages:
Passenger cars 50
Trucks and buses - see also 780 CMR 1 606. 1.1 50
Grandstands (see Reviewing stands)
Gvmnasiums, main fllors and balconies 100
Hospitals
Operating Rooms Laboratories 100
Private Rooms 40
Wards 40
Corridors above first flloor 80
Hotels (see Residential)
Institutional - residential care (see Residential)
Libraries:
Reading Rooms 60
Stack rooms (books and shelves @ 40 pcf but 1 50
not less than)
Manufacturing
Light 125
Heavy 150
Marquees 75
Office buildings:
Offices 50
Lobbies ' 100
Corridors, above first floor 80
File and computer rooms require heavier
loads based upon anticipated occupancy
Penal Institutions:
Cell Blocks 40
Corridors 100
Residential:
Attics - see 780 CMR 1 606. 1,2 20
Multiple - family dwellings:
Dwelling units 40
Public rooms 100
Corridors 80
One-and two-family dwellings (areas other than 40
sleeping rooms)
Sleeping rooms 30
Decks, balconies, etc. 60
Hotels:
Guestrooms 40
Public rooms 100
Corridors serving public rooms 1 00
Corridors 80
Reviewing stands, grandstands and bleachers - see
780 CMR 1614.5 100
Schools
Classrooms 50
Corridors 80
Flexible open plan areas 100
Sidewalks, vehicular driveways, subject to 250
trucking
Skating rinks 100
Stairs and exits 1 00
Storage areas:
Light 125
Heavy 250
Stores:
Retail- 1st floor 100
Retail - upper flloors 75
Wholesale 100
Yards and terraces, pedestrians 100
Note a. 1 psf = 4.882 fcg/nr.
780 CMR 1607.0 DESIGN LIVE LOAD
1607.1 Required live load: The live loads to be
assumed in the design of buildings and structures
shall be the greatest load produced by the intended
occupancy, but not less than the minimum uniformly
distributed unit loads required in 780 CMR 1606.0
for specific use groups.
1607.2 Loads not specified: The code official shall
approve the required live load for any occupancy not
specifically provided for in Table 1606.1.
1607.3 Partial loading: The full intensity of the
appropriately reduced live load applied only to a
portion of the length of a structure or member shall
be considered if such applied load produces a more
unfavorable effect than the same intensity applied
over the full length of the structure or member.
780 CMR 1608.0 LIVE LOAD REDUCTION
1608.1 General: The design live loads specified in
780 CMR 1607.0 may be reduced as permitted and
specified herein, except that the design live load
shall not be reduced on the following types of
structural members:
1 . One-way precast or cast-in-place solid, ribbed
and hollow core concrete slabs.
Exception: Ribs of ribbed or hollow core
slabs may be treated as individual beams, and
live load may be reduced on the ribs the same
as for beams.
2. Two-way concrete flat slabs and grid slabs,
with or without capitals or drop panels.
Exception: live load may be reducted on slab
panels if there are beams on all sides of the
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panels, and load is transferred to the columns
from these beams entirely by "beam shear".
3 . Hangers
1608.2 Design live loads of 100 psf or less: Except
for places of public assembly (as defined in
780 CMR 210.) garages, and open parking
structures, a structural member having a tributary
area AT that is greater than A3 may be designed for
a reduced live load determined by the following
formulas:
L =NL0
N = the largest of the following:
1. 1 - 0.0008 (AT - AB)
2. 0.75 - 0.20 (D/L0)
3. 0.50 for members supporting load from
more than one floor, or 0.60 for members
supporting load from one floor only, in which:
L = reduced design live load for the member
L0 = basic design live load
D0 = dead load on the member
AT = loaded area tributary to the member, square
feet
AB = basic tributary area, square feet, defined as
follows:
AB = 100 square feet for members supporting
load from more than one floor
AB = 250 square feet for members supporting
load from one floor only
1608.3 Design live loads greater than 100 psf and
design live loads for garages and open parking
structures: Structrual members supporting load from
more than one floor may be designed for a reduced
live load equal to 80% of the design live load.
1608.4 For determination of the number of floors
supported by a member in 780 CMR 1608. 1, 1608.2
and 1608.3 a roof may be considered to be a floor if
the design live load of the roof is equal to or greater
than the design live load of the floor below.
780 CMR 1609.0 ROOF LOADS
1609.1 General: The structural supports of roofs and
marquees shall be designed to resist wind (see
780 CMR 1611.0) and, where applicable, snow (see
780 CMR 1610.0) and earthquake loads (see
780 CMR 1612.0) in addition to the dead load of
construction and the appropriate live loads as
prescribed in 780 CMR 1609.0, or in Tablel606.1
1609.2 Definitions The following words and terms
shall, for the purposes of 780 CMR 1609.0 and as
used elsewhere in 780 CMR, have the meanings
shown herein.
Fabric awning: A fabric awning is an architectural
projection that provides weather protection,
identity or decoration and is wholly supported by
the building to which it is attached. An awning is
comprised of a lightweight, rigid or retractable
skeleton structure over which a fabric cover is
attached.
Fabric canopy: A fabric canopy is an architectural
projection that provides weather protection,
identity or decoration and is ground supported in
addition to being supported by the building to
which the canopy is attached. A canopy is
comprised of a lightweight skeleton structure over
which a fabric cover is attached. A fabric canopy
is not a primary structure or a roof.
1609.3 Minimum roof loads: Ordinary roofs, either
flat, pitched or curved, shall be designed for the live
loads as specified in Table 1609.3 or the snow load,
whichever is greater.
1609.4 Overhanging eaves: In other than
occupancies in Use Group R-3, and except where the
overhang framing is a continuation of the roof
framing, overhanging eaves, cornices and other roof
projections shall be designed for a minimum
uniformly distributed live load of 60 psf (292.92
kg/m2).
Table 1609.3
MINIMUM ROOF LIVE LOADS3
Roof slope
Tributary loaded area in
square feet
for anv structural member
0 to 200
201 to 600
Over 600
Flat, or rise less than 4
inches per foot (1 :3)
Arch or dome with rise less
than V4 of span
20
16
12
Rise 4 inches per foot (1 :3)
toless than 1 2 inches per
foot (1:1)
16
14
12
Rise 12 inches per foot
(1:1) and greater
Arch or dome with rise %
of span or greater
12
12
12
Note a: loads are expressed in pounds per square foot of
horizontal projection
Note b: 1 square foot = 0.093 m2l psf = 4.882 kg/m2
1609.5 Ponding: Roofs shall be designed for the
maximum possible depth of water that would pond
thereon as determined by the relative levels of roof
deck and overflow weirs, scuppers, edges or
serviceable drains in combination with the deflected
structural elements. In determining the maximum
possible depth of water, all primary roof drainage
means shall be assumed to be blocked.
1609.6 Special purpose roofs: Where occupied for
incidental promenade purposes, roofs shall be
designed for a minimum live load of 60 psf (292.92
kg/m2); and 100 psf (488.20 kg/m2) where designed
for roof gardens or assembly or educational
occupancies.
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STRUCTURAL LOADS
1609.6.1 Landscaped roofs: Where roofs are to
be landscaped, the uniform design live load'm the
landscaped area shall be 20 psf (97.64 kg/m2). The
weight of the landscaping materials shall be
considered as dead load and shall be computed on
the basis of saturation of the soil.
1609.6.2 Fabric awnings and canopies: Where
awnings and canopies are covered with a. fabric
material, such awnings and canopies shall be
designed for a uniform live load of 5 psf (24.4
kg/nr) as well as for snow loads and wind loads
as specified in 780 CMR 1610.0 and 1611.0.
1609.6.3 Special purpose roofs: Roofs to be
utilized for other special purposes shall be
designed for appropriate loads, or as otherwise
approved.
780 CMR 1610.0 SNOW LOADS
1610.1 General: Design snow loads shall be
determined in accordance with 780 CMR 1610.0 and
shall be applied to the roof and open decks of all
buildings and other structures.
1610.1.1 Application of loads: Buildings and
other structures shall be designed for the greater
of the effects from either a uniform snow load
over the whole roof or open deck (balanced snow
load) or an unbalanced snow load on the roof or
open deck (partial snow load). Buildings and
other structures shall also be designed for the
additional effects of drifting snow at changes in
roof elevation and at roof projections, and for the
additional effects of sliding snow. Snow loads
acting on a sloping surface shall be considered to
act on the horizontal projection of that surface.
When establishing unbalanced snow loads or
drifting snow loads, the effects of wind from any
direction shall be considered.
1610.2 Basic snow load: Figures 1610. 1A,
1610. IB, 1610.1C, and 1610. ID define four snow
load zones in the state. The basic snow load for each
zone shall be a uniformly distributed load, P,, in
pounds per square foot of horizontal projection, as
follows:
Snow Load Zone
P/
1
25 psf
2
30 psf
3
35 psf
4
40 psf
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780 CMR - Sixth Edition
261
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Figure 1610.1A
SNOW LOAD MAP - ZONE 1
H^j-lTLlCK^T-^"^
List of Towns in Minimum Uniform
Snow Load Zones Zone 1
Barnstable
Gav Head
Sandwich
Bourne
Gosnold
Brewster
Tisbury
Harwich
Truro
Chatham
Chjlmark
Mashpee
Vineyard Haven
Dennis
Nantucket
Wellfleet
West Tisbury
Easlham
Oak Bluffs
Edgartown
Orleans
Yarmouth
Falmouth
Provincetown
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
STRUCTURAL LOADS
Figure 1610.1B
SNOW LOAD MAP - ZONE 2
List of Towns in Minimum Uniform
Cambridge
Freetown
Snow Load Zones .
Zone 2
Randolph
Abington
Lawrence
Milton
Taunton
Acushnet
Carlisle
Lexington
Ray n ham
Tewksbury
Amesbury
Carver
Georgetown Lowell
Nahant
Reading
Topsfield
Andover
Chemlsford
Gloucester
Lvnn
New Bedford
Rehoboth
Tyngsborough
Arlington
Chelsea
Groveland
Lynn field
Newburv
Revere
Attleboro
Cohasset
Newburyport
Rochester
Wakefield
Halifax
Newton
Rockland
Waltham
Bedford
Danvers
Hamilton
Maiden
N. Andover
Rockport
Wareham
Belmont
Dartmouth
Hanover
Manchester
N. Attleboro
Rowley
Watertown
Berkley
Dighton
Hanson
Mansfield
N. Reading
Wenham
Beverly
Dracut
Haverhill
Marblehead
Norton
Salem
W. Bridgeware
Billcrica
Duxbury
Hingham
Marion
Norwell
Salisbury
W. Newbury
Boston
Hoi brook
Marshfield
Saugus
Wcstport
B oxtbrd
E. Bridgewatcr
Hull
Mattapoisett
Peabody
Scituate
Wevmouth
Braintrce
Easton
Med ford
Pembroke
Seekonk
Whitman
Bridgcwatcr
Essex
Ipswich
Melrose
Plvmouth
Somerset
Wilmington
Brockton
Everett
Merrimac
Plympton
Somerville
Winchester
Brookline
Kingston
Methuen
Stoncham
Winthrop
Burlington
Fairhaven
Middlcborough
Quiricy
Swampscott
Woburn
Fall River
Lakcvillc
Middleton
Swansea
2/7/97 .(Effective 2/28/97)
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Figure 1610.1C
SNOW LOAD MAP - ZONE 3
P*^t
. fecgTi^agSTOM
=C3X.££P«3UG^ ""'*
■2$^- — f=>L-Ck.r-ns/| |_L&
List of Towns in Minimu
m Uniform
Snow Load Zones Zone 3
Acton
Chicopee
Greenfield
Lunenburg
Oakham
Sunderland
Wendell
Agawam
Clinton
Groton
Orange
Suttton
West Boylston
Amherst
Concord
Marlborough
Oxford
Sharon
West Brookfield
Ashbumham
Hadley
Maynard
Sherbom
W. Springfield
Ashbv
Dedham
Hampden
Medfield
Palmer
Shirley
Westborough
Ashland
Deerfield
Hardwick
Millbury
Paxton
Shrewsbury
Westfield
Athol
Douglas
Harvard
Millville
Pelham
Shutesbury
Westford
Aubum
Dover
Hatfield
Medway
Pepperell
S. Hadlev
Westminster
Avon
Dudley
Holland
Mendon
Petersham
Southampton
Weston
Aver
Dunstable
Holliston
Milford
Phillipston
Southborough
Westwood
Holden
Millis
Plainville
Wilbraham
Barre
E. Brooktield
Holyoke
Monson
Princeton
Tcmpleton
Winchendon
Belchertown
Easthampton
Hopedale
Montague
Townsend
Whately
Bellingham
E. Longmeadow
Hopkinlon
Rovalston
Worcester
Berlin
Erving
Hubbardston
Natick
Rutland
Upton
Wrentham
Bemardston
Hudson
Needham
Uxbridge
Blackstone
Fitchburg
New Braintree
Southbridge
Bolton
Foxborough
Lancaster
New Salem
Southwick
Wales
Boylston
Framingham
Leicester
Norfolk
Spencer
Walpole
Boxborough
Franklin
Leominster
North Brookfield
Springfield
Ware
Brimfield
Leverett
Northampton
Sterling
Warren
Brooktield
Gardner
Lincoln
Northborough
Stoughton
Warwick
Gill
Littleton
Northbridge
Stow
Wavland
Canton
Grafton
Longmeadow
Northiield
Sturbridge
Webster
Charlton
Granby
Ludlow
Norwood
Sudburv
Welleslev
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
STRUCTURAL LOADS
Figure 1610.1D
SNOW LOAD MAP - ZONE 4
zorisf
&*■+&
Adams
Alford
Ashfield
Becket
Blandford
Buck] and
Charlemont
Cheshire
Chester
Chesterfield
Clarksburg
Colrarn
Conway
Cummington
Dalton
Egremont
Flonda
Goshen
Granville
Great Bamngton
List of Towns in Minimum Uniform
Snow Load Zones Zone 4
Hancock
Hawley
Heath
Hinsdale
Huntington
Monterey
Montgomery
Mount Washington
New Ashford
New Marlborough
Lanesborough
Lee
Lenox
Leyden
Middlefield
Monroe
1610.3 Symbols and notations The following
symbols and notations apply to the provisions of
780 CMR 1610.0.
roof slope expressed in degrees
coefficient for amount of sliding snow
crossectional area of drift surcharge,
expressed in square feet
slope factor (See 780 CMR 1610.5)
density of snow, expressed in pounds per
cubic foot (pcf)
hfr =height of uniform snow load on lower roof
or deck, expressed in feet
hj =maximum height of drift surcharge,
expressed in feet
Peru
Pittsfield
'<*■-
Richmond
Rowe
Russell
Sandisfield
Savoy
Sheffield
Shelboume
Stockbndge
reduced height
expressed in feet
Tolland
Tyringham
Washington
W. Stockbridge
Westhampton
Williamsburgh
Wilhamstown
Windsor
Worthington
of drift surchargfe,
H.
a =
A =
Cs =
D =
,1 - potential height of drift surcharge from
snow blown from lower roof, expressed in
feet
//^r=reduced height of drift surcharge from snow
blown from lower roof, expressed in feet
Hfa =potential height of drift surcharge from
snow blown from upper roof, expressed in
feet
//^ur=reduced height of drift surcharge from snow
blown from upper roof, expressed in feet
hf = difference in height between the upper and
lower roof or deck, expressed in feet
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265
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
LT =the dimension of an upper roof or
projecting element perpendicular to the wind flow
(perpendicular to (W bu and W bl), expressed in
feet
T
basic uniform snow load, expressed in
pounds per square foot (psf)
Ps = intensity of sloped roof snow load,
expressed in pounds per square foot (psf)
Pfa = maximum intensity of surcharge load from
sliding snow, expressed in pounds per
square foot (psf)
S = horizontal separation between adjacent
structures, expressed in feet (See Figure
1610.7)
W = horizontal dimension, in feet, of upper
sloping roof ( See Figure 1610.10)
Wfru =horizontal dimension, in feet, of upper roof
normal to the line of change in roof level
(See Figure 1610.4)
Wfri =horizontal dimension, in feet, of lower roof
normal to the line of change in roof level (See
Figure 1610.4)
Wd= width of snow drift, expressed in feet (See
Figure 1610.4)
Ws = width of sliding snow drift, expressed in
feet (See Figure 1610.10)
1610.4 Uniform Snow Loads
1610.4.1 Uniform snow load for flat and low-
sloped roofs with planar panels the snow load
on a flat roof or on a roof with planar panels
which have a slope less than 30 degrees shall be
equal to the basic snow load, P,
1610.4.2 Uniform snow load for sloped roofs
with planar panels: The sloped roof snow load
on roofs having a slope greater than 30 degress
shall be calculated using the following formula:
P = CPf
S S J
(Equation I)
where "Cs" is determined by the following
formula:
= 1 _ (q - 30)
40
(Equation 2)
and "a" is the slope of the roof expressed in
degrees.
1610.4.3 Uniform snow load for convex curved
roofs: Where the tangents to the surface of a
convex curbed roof have slopes greater than 70
degrees, the point at which the slope of the
tangent exceeds 70 degrees shall be considered
the effective eave. The surface of a convex
curved roof below the effective eave shall be
considered free of snow. The snow load on a
convex curved roof shall be determined by
Equation 1. with "a" equal to the effective roof
slope in degrees. The effective roof slope is
equal to the slope of a chord from the eave or
effective eave to the crown of the roof
1610.4.4 Uniform snow load for concave
curved roofs: The effective loaded area of a
concave curved roof shall be that area of the
surface of the roof where the tangents to the
surface have a slope of 50 degrees or less. The
total load on a concave curved roof shall be the
basic snow load. Py. multiplied by the total
horizontal projected area of the roof This total
load shall be applied uniformly over the effective
loaded area of the roof
1610.4.5 Uniform Snow Loads for multiple
roofs For multiple folded-plate, sawtooth, and
barrel vault roofs, the snow load shall be equal to
the basic snow load. P/. regardless of the slope of
the roof
1610.5 Unbalanced Snow loads Except as
otherwise specifically provided in 780 CMR
1610.5.1 through 780 CMR 1610.5.3. unbalanced
snow loads shall be applied in patterns of 100% of
the uniform snow load alternating with 50% of the
uniform snow load The location and extent of the
loadings in the patterns shall be such as to maximize
the various structural effects.
1610.5.1 Unbalanced snow load for hip and
gable roofs: For hip and gable roofs with siopes
between 1 5 degrees and 70 degrees, the structure
shall be designed to sustain an unbalanced
uniform snow ioad on the leeward side of the roof
equal to 1 5PS, where Ps is determined in accord-
ance with 780 CMR 1610.4.2. The windward side
of the roof shall be considered free from snow
1610.5.2 Unbalanced snow load for convex
curved roofs. For convex curved roofs with
effective roof slopes between ten degrees and 60
degrees, determined in accordance with 780 CMR
161 0.4.3. unbalanced snow loads shall be
determined in accordance with the loading
diagrams of Figure 1610.2. In all cases, the
windward side shall be considered free of snow,
and any portion of the leeward side of the roof
where the slope of the tangent to the roof surface
is greater than 70 degrees shall also be considered
free from snow If the ground or another roof
abuts a Case-II or Case-Ill (see Figure 1610.2)
convex curved roof structure at. or within three
feet of its eave. the snow load distribution shall be
in accordance with the dashed lines on Figure
1610.2.
266
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
STRUCTURAL LOADS
Figure 1610.2
UNBALANCED LOADING CONDITIONS FOR CONVEX CURVED ROOFS
Case 1 - Slope of tangent
At eave <30°
C>Wind
Eave
Crown
Eave
Casell- Slope of tangent
At eave 30° to70°
Lt> Wind
Eave
Crown
*d&
"2Pe 1 -
X-30
40
30° Eave Where x = slope of
point tangent at eave
Case in - Slope of tangent
At eave > 70°
C>Wind
30° 70°
Point Point
Eave
Crown
'Distribution of snow load where the ground or another roof abuts at or less than 3'-0 from eave
1610.5.3 Unbalanced snow load for multiple
roofs: For multiple folded-plate, sawtooth, and
barrel vault roofs, the unbalanced snow load shall be
as shown on Figure 1610 3. In the figures, P, is the
basic snow load intensity. The snow depth above
the valleys need not exceed the level of the snow
above the ndges, and the maximum snow load
intensity in the valleys may be reduced accordingly.
Snow depth and reduced snow loads shall be
determined from the assumed density of snow, D, of
20 pcf.
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267
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Figure 1610.3
BALANCED AND UNBALANCED LOADS ON A SAWTOOTH ROOF
BALANCED
LOAD ©
UNBALANCED
LOAD
1610.6 Snow Drift loads at changes in roof
elevation and at roof projections: Multi-level
roofs, lower roofs and decks of adjacent structures,
and roofs adjacent to projections shall be designed in
accordance with 780 CMR 1610.6.1 through
1610.6.6
1610.6.1 Design loads at changes in roof
elevation: The drift load on lower roofs or decks
at changes in roof or deck elevation shall be taken
as the triangular loading surcharge superimposed
on the uniform roof snow load, Py as shown in
Figure 1610.4
Two types of drifts shall be considered:
1 . from wind blowing snow from the upper
roof
2. from wind in the opposite direction blowing
snow from the lower roof
The drift causing the more severe structural effect
shall be used for design
The density of snow, D in a snowdrift and in
the uniform layer of snow underlying the drift
shall be not less than:
D = IQpcf
(Equation 3)
The height, hj, , of the uniform snow layer
underlying the drift shall be:
D
(Equation 4)
The intensity of snow load at any point shall be
the total depth, at that point, of the snowdrift and
the underlying uniform layer of snow, times the
density, D
Figure 1610.4
DRTFTING SNOW ON LOWER ROOFS AND
DECKS AT CHANGES EN ROOF OR DECK
ELEVATIONS
Wbl
1610.6.1.1 Drifting of snow from upper roof:
The height of drift, hd, and the width of drift,
Wd, both in feet shall be determined as
follows:
a. Compute the potential drift height Hdu, in
feet, and the cross-sectional areas of drift, Ad,
in square feet, as:
Hda = 1.15(WJ°" - 1.5 (Equations)
(Alternately, H^ may be determined from
Figure 1610.5)
A _ (HJ(AHJ 2
Ad - = ltidu (Equation 6)
268
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
STRUCTURAL LOADS
b: \i{H^u + h fo) is less than or equal to the
difference in roof elevations, hr , then:
WJ
(Equation 7)
- 4(Hju) (Equation 8)
c: If(Hdu + hb) is greater than hj.:
\
W,
h - K
(Equation 10)
Wj need not exceed 10 (hr - h^
1610.6.1.2 Drifting of snow from lower roof:
The height of drift, hd , and the width of drift,
Wj , both in feet shall be determined as follows:
a. Compute the potential drift height, FLj| , in
feet, as:
Hdl = 0.5[1.15(Wbl)033 - 1.5] (Equation 11)
(Alternatively, Hd, may be determined from
Figure 1610.5)
b. If (Hdl + hb) is less than or equal to h r ,
then:
hd = Hjj (Equation 12)
c. If ( Hdj + hb) is greater than hr , then:
hd = h - h. (Equation 13)
Wd = 8(A .)
(Equation 14)
Figure 1610.5
HEIGHT OF DRIFT AT CHANGE IN
ROOF ELEVATION
— O ICO 2CO SCD -«=> tOO GOO TOO OOO -CO lOOO
WIDTH OF UPPER ROOF, Wbll, OR LOWER ROOF, Wb,
PERPENDICULAR TO ROOF SEPARATION
1610.6.1.3 Multiple level roofs: For multiple
stepped roofs similar to that shown in Figure
1610.6a, the sum of all the roof lengths upwind
above the drift under consideration shall be
considered as the length of upper roof for that
drift (as shown, for example, in Figure
1610.6a).
For multiple level roofs similar to that shown
in Figure 1610.6b, if the total calculated height
of a drift and the underlying uniform snow
layer on the upwind side of a higher roof ( h'd
+ hb) is equal to or greater than 0.7hp then the
length, Wbu *, as shown in Figure 1610.6b,
shall be used in place of Wbu in Equation 5.
1610.6.2 Drift loads fln adjacent lower
structures: A drift surcharge shall be applied to
roofs of lower adjacent structures if these
structures are located within a distance of Wd , but
not greater than 20 feet, of the higher structure as
depicted in Figure 1610.7. The height of drift hd
and the width of drift Wd shall be computed for
wind in either direction, in accordance with
780 CMR 1610.6.1, assuming, for these
computations only that there is no space between
the higher and lower structures. The actual
triangular drift surcharge on the roof of the lower
structure shall be as shown in Figure 1610.7.
Figure 1610.6
DRIFTING SNOW AT MULTIPLE
CHANGES IN ROOF ELEVATION
Figure 1610.6a
WIND
wbu
yc
Figure 1610.6b
WIND J^-
wbu*
NOTE: Use Wbu* when h'd + hb ^ 7h'r.
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780 CMR - Sixth Edition
269
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Figure 1610.7
DRIFTING SNOW ON TO ADJACENT LOW
STRUCTURES
NOTE: Drift surcharge required only when S <
Wd and S < 20 Ft.
Figure 1610.8
SNOW DRIFTING AT ROOF PROJECTIONS
whl
wbu
IT)
-DRIFT
SURCHARGE
(WTNDFR<
JMLEFT)
(WTNTTFROM
RIG
ROOF .
PROJECTION
DRIFT <_
SURCHARGE^
\ >
__£
>£*
iC<
{A
'■••. s .-..'•
--• .' ■'.' -"^
hh '
1 L L
hb / /
P
Figure 1610.9
INTERSECTING SNOW DRIFTS
Figure 1610.10
ADDITIONAL SURCHARGE DUE TO
SLIDING SNOW
, = 15" SMOOTH SURFACES
(METAL OR SLATE)
, =25* OTHER SURFACES
1610.6.3 Very high roof separations When the
ratio h/LT is greater than 1.0, where Lp is the di-
mension in feet of the upper roof perpendicular to
the wind flow (perpendicular to Wbu and Wb|), the
drift surcharge load on the lower roof due to
drifting of snow from the upper roof may be
reduced. The reduced height of the drift
surcharge, Hdur, shall be not less than:
ff*r = HJ2 - f)
(Equation 15)
except that when h/L^ is greater than 2.0, Hdur
shall be equal to zero.
1610.6.4 Limited extent of upper roof: When
Lp, the dimension in feet of an upper roof or
projecting element perpendicular to the wind
flow, (perpendicular to Wbu and Wb|) is less than
20 feet, the potential height of drift may be
reduced and shall not be less than:
Hdur ~ ^H^
(Equation 16)
Hdlr = ^H^
(Equation 17)
1610.6.5 Parapets and other roof projections:
Design drift loads for roofs adjacent to parapets
and other roof projections, as shown in Figure
1610.8, shall be determined in accordance with
780 CMR 1610.6.1 and 1610.6.4. Drifts due to
snow from the top of a roof projection need only
be considered when Wbu is ten feet or greater.
270
780 CMR - Sixth Edition
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
STRUCTURAL LOADS
1610.6.6 Intersecting drifts When one snow
drift intersects another at an angle as shown in
Figure 1610.9, the unit snow load at any point
shall be not less than the greater of the unit loads
from the two individual drifts, plus the unit load
of the underlying uniform snow layer.
1610.7 Sliding snow from sloped upper roofs
Two cases of drift loading shall be considered for
roofs which are located below upper sloped roofs, as
shown in Figure 1610.10 and as follows:
(a) Case I Drift loading due to snow from the
upper roof computed in accordance with
780 CMR 1610.6. 1, but without load from sliding
snow (Wbu is the full width of the upper roof as
shown in Figure 1610.10.)
(b) Case II Drift loading due to snow from the
lower roof computed in accordance with
780 CMR 1610.6. 1 and a sliding snow surcharge
load as specified below and as shown in Figure
1610.10.
The maximum intensity of the sliding snow load,
PHc , shall be:
AW.
~W
'<Pf)
(Equation 18)
where Wa and Ws are defined in Figure 1610.10 and
the coefficient A is defined as follows:
(a) For roof surfaces of metal and slate, and for
other roof surfaces smoother than mineral
surfaced roofing: If the angle of slope of the upper
roof, "a'\ as shown in Figure 1610 10 is equal to
or greater than 15 degrees (slope 3.2 in 12). A =
1.6; if "a" is less than 15 degrees. A = 0 (no
sliding snow load).
(b) For roof surfaces of mineral surfaced roofing
or rougher surfaces:
If "a" is equal to or greater than 25 degrees
(slope 5.6 in 12), A = 1.0,
if "a,r is less than 25 degrees, A = 0.
The value of Ws , the width of the sliding snow
surcharge, shall be computed as follows:
(a) For "a" less than or equal to 45 degrees.
W = h
W
4
(Equation 19)
(Equation 20)
whichever is greater.
(b) For "a" greater than or equal to 45°
W + h (cot a) (Equation 21)
W
W
(Equation 22)
whichever is greater
1610.7.1 Snow guards: Sliding snow from an
adjacent sloping high roof need not be considered
on the low roof if proper snow guards are
provided on the high roof In this case, the
sloping roof with snow guards shall be designed
for the unit snow loads required for a flat roof
1610.8 Snow pockets or wells Account shall be
taken of the load effects of potentially excessive
snow accumulation in pockets or wells of roofs or
decks.
1610.9 Snow storage and collection areas:
Consideration of potentially excessive snow
accumulation shall be given to portions of structures
which mav be designed or used as snow collection
or storage areas during and after snow removal
operations
780 CMR 1611.0 WIND LOAD
1611.1 Wind load zones The locations of Mind
load zones are shown in the Figures 1 6 1 1 . 1 A.
1611 IB, 161 1.1C maps Zone 1 consists of the
Counties of Berkshire, Franklin. Hampshire and
Hampden; Zone 2 consists of the County of
Worcester; and Zone 3 consists of the Counties of
Essex, Middlesex, Suffolk. Norfolk, Plymouth.
Bristol Barnstable, Dukes and Nantucket.
1611.2 Exposures: Exposure is defined as a
measure of terrain roughness and is classfied as
follows
Exposure A: centers of large cities and very
rough, hilly terrain. Exposure A applies for
downtown areas only when the terrain for at least
one half mile upwind of the structure is heavily
built up, with at least 50% of the buildings being
in excess of four stones, and when Exposure B
prevails beyond this boundary.
Exercise caution in using these reduced wind
pressures for buildings and structures on high
ground in the midst of cities or rough terrain.
Exposure B suburban areas, towns, city
outskirts, wooded areas, and rolling terrain
Exposure B applies only when the terrain for at
least one half mile upwind is a continuous urban
development, forest, wooded area, or rolling
terrain
Exposure C open level terrain with only
scattered buildings, structures, trees or
miscellaneous obstructions, open water, or
shorelines.
1611.2.1 Special exposures: Consideration shall
be given to the application of a more severe
exposure (e.g., Exposure C instead of Exposures
B or A) when the ground slope near the site of a
structure changes abruptly, in order to account for
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
271
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
the resulting higher wind speeds near ground
level.
1611.3 Reference wind velocities: The reference
wind velocity for each wind load zone is the
"fastest-mile'- wind velocity, in miles per hour, at 30
feet about the ground ( V30) for Exposure C, as
shown in Table 1611.3:
Table 1611.3
Zone
V30 (mph)
1
70
2
80
3
90
Figure 161 1.1 A
WIND LOAD MAP - ZONE 1
"^^S
W>LL|A*-fS-p=Tf
•ng>LjT-iT
List of Towns: Wind Load Zones
Zone 1
Adams
Chicopee
Granville
Lenox
North Adams
Sheffield
Wendell
Agawam
Clarksburg
Great Bamngton
Leverett
Northampton
Shelboume
W. Springfield
Alford
Colrain
Greenfield
Levden
Northfield
Shutesbury
W. Stockbndge
Amherst
Conway
Hadley
Longmeadow
Orange
S. Hadlev
Westfield
Ashfield
Cummington
Hampden
Ludlow
Otis
Southampton
Westhampton
Becket
Dalton
Hancock
Middlefield
Palmer
South wick
Whatelv
Belchertown
Deerfield
Hatfield
Monroe
Pelham
Springfield
Wilbraham
Bemardston
E. Longmeadow
Hawlev
Monson
Peru
Stockbndge
Williamsburgh
Blandford
Easthampton
Heath
Montague
Pittsfield
Sunderland
Wiliamstown
Bnmfield
Egremont
Hinsdale
Monterey
Plainfield
Tolland
Wmdsor
Buckland
Erving
Holland
Montgomery
Richmond
Tyrmgham
Worthington
Charlemont
Florida
Holvoke
Mount Washington
Rowe
Wales
Cheshire
Gill
Huntington
New Ashford
Russell
Ware
Chester
Goshen
Lanesborough
New Marlborough
Sandisfield
Warwick
Chesterfield
Granby
Lee
New Salem
Savoy
Washington
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STRUCTURAL LOADS
FIGURE 1611.1b
WIND LOAD MAP - ZONE 2
"P*^
PlTd-|f£=UC2&
Asburnham
Athol
Auburn
Barre
Berlin
Blackstone
Bolton
Boylston
Brookfield
Charlton
Clinton
Douglas
Dudley
E. Brookfield
Fitchburg
Gardner
Grafton
Harvard
Hardwick
Holden
List of Towns: Wind Load Zones
Zone 2
Hopedale Royalston
Hubbardston Rutland
Lancaster Shrewsbury
Leicester Southborough
Leominster Southbridge
Lundenburg Spencer
Mendon Sterling
Milford Sturbridge
Millbury Sutton
Millville Templeton
New Braintree Upton
N. Brookfield Uxbridge
Northborough Warren
Northbridge Webster
Oakham W. Boylston
Oxford W. Brookfield
Paxton Westborough
Petersham Westminster
Phillipston Winchedon
Princeton Worcester
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273
780 CMR: STATE BOARD OF BUILDrNG REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDliNG CODE
FIGURE I61I.1C
WIND LOAD MAP - ZONE 3
£»C
72*
o
^
List o
f Towns: Wind Load Zones
Zone 3
Abington
Boston
Cohasset
Fall River
Hingham
Mansfield
Nahant
Acton
Boxborough
Concord
Falmouth
Holbrook
Marblehead
Nantucket
Accushnet
Boxford
Danvers
Foxborough
Holliston
Marion
Natick
Amesburv
Bourne
Dartmouth
Framingham
Hopkinton
Marlborough
Needham
Andover
Braintree
Dedham
Franklin
Hudson
Marshfield
New Bedford
Arlington
Brewster
Dennis
Freetown
Hull
Mashpee
Newbury
Ashby
Bridgewater
Dighlon
Gay Head
Ipswich
Mattapoisett
Newburyport
Ashland
Brockton
Dover
Georgetown
Kingston
Maynard
Newton
Attleboro
Brookline
Dracut
Gloucester
Lakeville
Medfield
Norfolk
Avon
Burlington
Dunstable
Gosnold
Lawrence
Medford
N. Andover
Ayer
Cambridge
Duxburv
Groton
Lexi tgton
Medway
N Attleboro
Barnstable
Canton
E. Bridgewater
Groveland
Lincoln
Melrose
N. Reading
Bedford
Carlisle
Eastham
Halifax
Littleton
Merrimac
Norton
Bellingham
Carver
Easton
Hamilton
Lowell
Methuen
Norwell
Belmont
Chatham
Edgartown
Hanover
Lvnn
Middleborough
Norwood
Berkley
Chemlsford
Essex
Hanson
l.vnnlield
Middleton
Oak Bluffs
Beverly
Chelsea
Everett
Harwich
Maiden
Millis
Orleans
Billerica
Chilmark
Fairhaven
Haverhill
Manchester
Milton
Peabodv
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
STRUCTURAL LOADS
Pembroke
Rehoboth
Scituate
Stow
Truro
Wellesley
Westwood
Pepperell
Revere
Seekonk
Sudburv
Tyngsborough
Wellfleet
Wevmouth
Plainville
Rochester
Sharon
Swampscott
Vineyard Haven
Wenham
Whitman
Plymouth
Rockland
Sherbom
Swansea
Wakefield
W. Bridgewater
Wilmington
Plympton
Rockport
Shirley
Taunton
Walpole
Westford
Winchester
Provmcetown
Rowley
Somerset
Tewksbury
Waltham
W. Newbury
Winthrop
Quincy
Salem
Somerville
Tisburv
Wareham
Weston
Woburn
Randolph
Salisbury
Stoneham
Topsfield
Watertown
Westport
Wrentham
Ravnham
Sandwich
Stoughton
Townsend
Wavland
W. Tisburv
Yarmouth
Reading
Saugus
1611.4 Reference wind pressures: Reference wind
pressures for the various exposures and wind zones
are given in the following Table 1611.4. The
tabulated pressures are combined windward and
leeward pressures representing the overall effect of
the wind on essentially rectangular structures, and
account for typical gust effects as found in ordinary
buildings. These pressures do not account for
buffeting or channeling caused by positions of
nearby structures, vortex shedding, or wind sensitive
dynamic properties of a particular structure.
1611.5 Wind loads on structures as a whole: All
buildings and enclosed or partially enclosed
structures shall be designed to withstand a total wind
load acting on the structure as a whole determined
by applying the appropriate reference wind pressures
given in Table 1611.4 or 1611.4a, to the vertical
projected area, normal to the wind direction of the
vertical surfaces of the structure, plus the
appropriate wind forces on the roof as specified in
780 CMR 161 1.8. Consideration shall be given to
wind acting in all directions.
1611.5.1 Simultaneous wind forces on
orthogonal sides: For structures which are
essentially rectangular in plan, or whose plan
shape is made up of rectangular parts, only wind
directions normal to the sides of the structure need
be considered, provided that 0.7 times the effects
of the wind acting simultaneously normal to
adjacent orthogonal sides shall also be considered
when it produces more severe effects in the
structural support system. Factors other than 0.7
may be used if substantiated by appropriate wind
tunnel tests.
1611.5.2 Wind force distribution: The total
wind force on the vertical surfaces of a structure
prescribed in 780 CMR 1611.5 shall be
distributed 6/10 to the windward surfaces (as a
positive pressure) and 4/10 to the leeward surfaces
(as a suction). Other distributions may be used if
substantiated by appropriate wind tunnel tests.
1611.6 Vertical parts of structures: Vertical parts
of structures that are subjected directly to the wind,
and their local supporting elements, shall be
designed to resist the pressures listed in Table
1611.6, normal to the surface, inward or outward.
The pressures listed in the table represent the
combined internal and external pressures. A local
supporting element of a vertical part subjected
directly to the wind shall be defined as a wall
assembly, a stud, a mullion, a girt, or a similar item
which distributes the wind load from the vertical
part to the principal structural system of the
structure.
TABLE 1611.4
REFERENCE WIND PRESSURE (POUNDS PER SQUARE FOOT)
Height
Zone 1
Zone 2
Zone 3
above grade
Exposure
Exposure
Exposure
1 1 (feet)
A
B
C
A
B
C
A
B
C
0-50
11
12
12
11
17
17
14
21
21
50- 100
11
12
18
11
17
24
14
21
31
100- 150
11
16
22
14
21
29
18
26
37
150-200
13
18
25
17
24
33
22
30
41
200 - 250
15
20
27
20
27
36
25
34
45
250 - 300
17
22
29
22
30
39
28
37
48
300 - 400
19
25
31
25
33
42
32
41
52
400 - 500
22
28
34
29
37
46
36
46
57
500 - 600
24
30
37
33
41
49
41
51
61
600 - 700
27
33
39
36
44
52
45
55
65
700 - 800
29
35
41
39
47
55
48
58
68
800 - 900
31
37
43
41
49
57
52
62
72
900- 1000
33
39
45
44
52
59
55
65
74
Sec tabic 161 1.1a for empirical wind pressure formulas
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THE MASSACHUSETTS STATE BUILDING CODE
TABLE 1611.4a
EMPIRICAL WEND PRESSURE FORMULAS'
Zone 1
Zone 2
Zone 3
Exposure
Exposure
Exposure
A
B
C
A
B
C
A
B
C
p = 30_
fh/SOO)0'35
p = 36
0 45
fh/800)
p = 42
(h/800-)0,35
p = 40
(h/800)0'53
p = 48
0 45
(h/800)
p = 56
(h/800)035
p = 50_
(W800)0:>5
p = 60
0 45
(h/800)
p = 70
(h/800)035
Note a: Empuical wind pressure formulas may be used in lieu of the reference wind pressures in table 1611.1
TABLE 1611.6
WEND PRESSURES ON PARTS OF STRUCTURES
AND LOCAL SUPPORTING ELEMENTS
Tributary wind load area of part
or local supporting element
Required Design Pressures
Location of applied
wind pressure
Reference pressure of
780 CMR 1611.4
multiplied bv
But not less
than
But need not be
greater than
Within salient comer area"
Anv
1.7
20psf
70psf
Bevond salient comer area
Less than or equal to 200 sf
1.2
20psf
50psf
Bevond salient comer area
Greater than 200 sf
0.8
15psf
50psf
Note 1: For partially enclosed structures, where any side is more than 35% open, add a factor of 0.3 to the coefficients
of this column of the table
Note 2: The salient corner shall be defined as the vertical surface located within a distance of 1/10 the least width of
the structure, but not more than ten feet, from a prominent (salient) corner.
TABLE 1611.8
EXTERNAL WIND PRESSURES ON ROOFS
External Wind Pressure - flat, gable, shed roofs (wind perpendicular to ndge)
Roof pitch Multiples of reference wind pressure of 780 CMR 161 1.4
Degrees
Rise/run
Windward slope
Leeward slope
Positive pressure
Suction
Suction
0-20
Flat to 4/1 2
...
0.6
0.5
20-30
4/12 to 7/12
0.2
0.5
0.5
30-40
7/12 to 10/12
0.3
0.4
0.5
40-50
10/12 to 14/12
0.4
0.3
0.5
50-90
14/12 to vertical
0.6
0.5
External Wind Pressure - arch shaped roofs (wind perpendicular to ridge)
Multiples of reference wind pressure of 780 CMR 161 1 .4
Rise to span ratio
Windward quarter
Center half
Leeward quarter
Positive pressure
Suction
Suction
Suction
Less than 2/10
0.2
0.7
0.7
0.4
2/10 to 3/10
0.3
0.8
0.4
3/10 to 6/10
0.6
1.0
0.4
External wind pressure - flat, gable, shed or arched shaped roofs (wind parallel to ridge)
All Suction of 0.6 multiplied bv the reference wind pressure of 780 CMR 161 1.4
1611.7 Wind loads on roofs: Roofs and their
supporting structure shall be designed to resist the
combined effects of the external and internal wind
pressures specified in 780 CMR 1611.8 through
1611.11. All pressures specified shall be considered
to act normal to the roof surface. When applying the
reference wind pressures of 780 CMR 161 1.4 to the
provisions of 780 CMR 1611.8 through 1611.11,
the reference wind pressures shall be for a height
equal to the average height of the roof eave above
grade.
1611.8 External wind pressures on roofs of
enclosed structures: Except as specified otherwise
in 780 CMR 1611.11, external wind pressures shall
be specified in Table 1611.8, or 780 CMR 1611.8.
Where both positive pressure and suction are
specified, the effects of each shall be evaluated.
1611.8.1 Roof shapes not specified: For roof
shapes not specified herein, external wind
pressures shall be determined as specified in
780 CMR 1611.13 but the minimum suction
effect shall be equal to 0.6 times the reference
wind pressure of 780 CMR 1611.4.
1611.9 Internal wind pressures on roofs of
enclosed structures: Except as specified otherwise
in 780 CMR 161 1.10, internal wind pressures shall
be 0.2 times the reference wind pressure given in
780 CMR 1611 4 The internal pressure shall be
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
STRUCTURAL LOADS
applied as a positive pressure or a suction,
whichever gives the greater structural effect when
added to the external pressure, for the design of each
structural component.
1611.10 Wind pressures on roofs over
nonenclosed or partially enclosed structures:
Except as specified otherwise in 780 CMR 1611.11,
wind pressures for roofs of partially enclosed or
nonenclosed structures shall be as follows:
1. When a structure is partially enclosed, with
each side not more than 35% open, the wind
pressure shall be the same as for an enclosed
structure.
2. When a structure is partially enclosed, with
openings essentially all on one side, and when
that side is more than 35% open, external wind
pressure shall be as specified in Table 1611.4 or
Table 1611.4a and internal wind pressures shall
be as specified in 780 CMR 161 1.9 except that the
value of internal wind pressure shall be equal to
0.5 times the reference wind pressure given in
Table 1611.3.
3. For all other cases of partially enclosed
structures, or for nonenclosed structures, the
combined effect of the wind pressures above and
below roofs shall be equal to 1 .25 times the values
specified in Table 1611.8 for the corresponding
roof shapes and wind directions.
1611.11 Wind pressures for parts of roofs: Parts
of roofs that are subject directly to the wind, and
their local supporting elements, shall be designed to
resist the following pressures in an outward
direction:
1. Where parts of roofs subjected directly to the
wind are located within a distance of 1/10 the least
width of a structure, but not more than ten feet,
from the ridge, eave, or cornice, they shall resist
a pressure 1.7 times the reference wind pressure
given in Table 161 1.4 (representing the combined
internal and external pressures).
2. Where parts of roofs subjected directly to the
wind are located outside the zones specified in
780 CMR 1611.11.1 they shall resist pressures as
specified in 780 CMR 1611.8 through 1611.10
and Table 1611.8.
A local supporting element of a part of a roof shall
be defined as a roof deck element, purlin, rafter, or
similar item which distributes the wind load from the
roof part to the principal structural system of the
structure.
1611.12 Wind load on signs, towers, exposed
framing, tanks, stacks and chimneys: Signs,
towers, exposed framing, tanks, stacks, chimneys,
and similar structures, or parts thereof, shall be
designed for wind forces determined by applying
coefficients given for the applicable structure in
Tables 12 through 16 of ASCE-7 for the applicable
reference wind pressures given in Table 1611.4,
multiplied by 0.75.
1611.12.1 Shielding: Shielding effect of one
element by another shall not be considered when
the distance between them exceeds four times the
projected smallest dimensions of the windward
element.
1611.12.2 Signs: For open or solid outdoor signs
with ratios of dimensions with the limits stated
below, a wind load applied uniformly over the
area of the sign and determined by the lesser of
1.2P on the projected gross area within the outside
dimensions of the sign, or 1.6P on the net
projected area of the sign; whichever is less, may
be used in lieu of the loads given in ASCETr
where "P" is the reference wind pressure given in
Table 1611.4 for a height equal to the average
height of the sign above the ground.
1 . Ground supported signs (whose bottom is
0.25 times the vertical height from the ground
to the top of the sign): height to width ratio less
than ten.
2. Above ground signs: largest to smallest
dimension ratio less than 20.
1611.13 Wind forces and pressures using wind
tunnel tests: Design wind forces and pressures may
be determined by appropriate wind tunnel tests on
specific structures as stipulated by the responsible
design engineer and approved by the building
official. The wind tunnel test program shall
adequately represent the relevant properties of the
structure and its surroundings and the oncoming
wind flow. The wind tunnel tests may be combined
with a detailed statistical study of meteorological
records, including high level wind velocity and
direction, from stations near the proposed structure.
The wind effects used for design of the structure
shall be not less than those corresponding to an
event having an annual probability of occurrence of
0.01. In lieu of a detailed statistical study of
meteorological records, the appropriate reference
wind velocity stipulated in 780 CMR 1611.3 may be
used.
The wind forces and pressures so determined, plus
an appropriate allowance for stack effects and
internal pressures may be used for the design of the
structure as a whole, and its individual parts.
However, these values of forces and pressures shall
not be less than .8 of the values required by
780 CMR 1611.5, 1611.7 and 1611.12, as
applicable, for reference wind pressures for
Exposure A and the appropriate wind zone specified
in Table 1611.4.
1611.14 Uplift, overturning and sliding:
1611.14.1 Anchorage, roofs and walls: All
parts of a structure subjected directly to the wind
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THE MASSACHUSETTS STATE BUILDING CODE
shall be anchored to the supporting structure, to
resist specified wind loads inwardly or outwardly.
1611.14.2 Anchorage, structural system: The
design of the structural system and its elements
for uplift, overturning moment, or horizontal
shear, or their combination, shall provide
anchorage resistance required by the load
combinations specified in 780 CMR 1616.0
1611.15 Eccentricity of wind forces:
Consideration shall be given to the effects of
specified wind forces being applied eccentrically to
the center of rigidity of a structure.
780 CMR 1612.0 EARTHQUAKE LOADS
1612.1 Purpose: 780 CMR 1612.0 presents criteria
for the design and construction of buildings, and
structures subject to earthquake ground motions.
The purposes of 780 CMR 1612.0 is to minimize the
hazard to life to occupants of all buildings and non
building structures, to increase the expected
performance of higher occupancy structures as
compared to ordinary structures, and to improve the
capability of essential facilities to function during
and after an earthquake. Because of the complexity
of and the great number of variables involved in
seismic design (e.g. the variability in ground motion,
soil types, dynamic characteristics of the structure,
material strength properties and construction
practices), 780 CMR 1612.0 presents only minimum
criteria in general terms. These minimum criteria
are considered to be prudent and economically
justified for the protection of life safety in buildings
subject to earthquakes. It must be emphasized that
absolute safety and prevention of damage, even in an
earthquake event with a reasonable probability of
occurrence, cannot be achieved economically for
most buildings.
The "design earthquake" ground motion levels
specified herein may result in both structural and
non structural damage. For most structures designed
and constructed according to 780 CMR 1612.0, it is
expected that structural damage from a major
earthquake may be repairable but the repair may not
be economical. For ground motions larger than the
design levels, the intent of 780 CMR 1612.0 is that
there be a low likelihood of building collapse.
1612.2 General: Every building and structure shall
be designed and constructed to resist the effects of
earthquake motions determined in accordance with
this section. Additions and changes of occupancy to
existing buildings and structures shall be designed
and constructed to resist the effects of earthquake
motions determined in accordance with this section.
Special structures, including but not limited to
vehicular bridges, transmission towers, industrial
towers and equipment, piers and wharves, and
hydraulic structures shall be designed for earthquake
loads utilizing an approved, substantiated analysis.
Exceptions:
1 . Detached one- and two-family dwellings are
exempt from the requirements of 780 CMR
1612.2.
2. Agricultural storage buildings which are
intended only for incidental human occupancy are
exempt from the requirements of 780 CMR
1612.2
1612.2.1 Additions to existing buildings: An
addition to an existing building shall be designed
and constructed in accordance with the
requirements of 780 CMR 34.
1612.2.2 Change of occupancy: Where a change
of occupancy occurs in an existing building, the
building shall conform to the provisions of
780 CMR 34.
1612.2.3 Seismic ground acceleration maps:
The effective peak velocity-related acceleration
(Av) and the effective peak acceleration (Aa) shall
each be taken as 0. 12g throughout Massachusetts
for the purposes of seismic design in accordance
with 780 CMR.
1612.2.4 Site-specific response spectra: Where
site-specific response spectra are required for
buildings assigned to Seismic Performance
Category D in accordance with Table 1612.4.6.2.
the site-specific response spectra shall be
developed based on ground motions which have
a 90% probability of not being exceeded in 50
years.
1612.2.5 Seismic Hazard Exposure Groups: All
buildings shall be assigned to one of the Seismic
Hazard Exposure Groups in accordance with
Table 1612.2.5.
1612.2.5.1 Multiple occupancies: Where a
building is occupied for two or more
occupancies not included in the same Seismic
Hazard Exposure Group, the building shall be
assigned the classification of the highest
Seismic Hazard Exposure Group occupancy.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
STRUCTURAL LOADS
Table 1612.2.5
SEISMIC HAZARD EXPOSURE GROUP
Seismic Hazard
Exposure Group type
Nature of occupancy
and description
Group I
All occupancies except those listed
below
Group II
1.
Use Group A in which more than
Seismic Hazard Expos-
300 people congregate in one area.
ure Group II buildings
2.
Use Group E with an occupant
are those which have a
load greater than 250.
substantial public haz-
3.
Use Group B used for college or
ard due to occupancy or
adult education with an occupant
use,, including build-
load grater than 500.
ings containing anv one
4
Use Group 1-2 with an occupant
or more of the indicated
load greater than 50, not having
occupancies
surgery or emergency treatment
facilities.
5
Use Group 1-3
6
Power generating stations and
other public utility facilities not
included in Seismic Hazard
Exposure Group III
7
Any other occupancy with an
occupancy load greater than 5.000
Group III
1
Fire, rescue and police stations
Seismic Hazard
2.
Use Group 1-2 having surgery or
Exposure Group III
emergency treatment facilities.
buildings are those hav-
3.
Emergency preparedness centers
ing essential facilities
4,
Post-earthquake recovery vehicle
which are required for
garages.
5
Power-generating stations and
recovery, including
other utilities required as
buildings containing
emergency backup facilities.
any one ore more of the
6.
Primary communcation facilities.
indicated occupancies.
7
High toxic materials as defined by
7S0 CMR 307.0 where the
quantify of the material exceeds
the exempt amounts of 780 CMR
307.8
1612.2.6 Group ITJ building protected access.
Where operational access to a Seismic Hazard
Exposure Group III building is required through
an adjacent building, the adjacent building shall
conform to the requirements for Group III
buildings. Where operational access is less than
ten feet (30.48 m) from the interior lot line or
another building on the same lot, protection from
potential falling debris from adjacent property
shall be provided by the owner of the Seismic
Hazard Exposure Group III building.
1612.2.7 Seismic Performance Category: All
buildings shall be assigned a Seismic Performance
Category as follows;
Seismic Hazard Exposure Group
(from Table 1612.2.5)
Seismic Performance
Category
I
C
II
C
III
D
1612.3 Definitions: The following words and terms
shall, for the purposes of 780 CMR 1612.0 and as
used elsewhere in 780 CMR, have the meanings
shown herein.
Acceleration:
Effective peak: Coefficient Aa, in accordance
with 780 CMR 1612.2.3, for determining the
prescribed seismic forces.
Effective peak velocity-related: Coefficient Av,
in accordance with 780 CMR 1612.2.3, for
determining the prescribed seismic forces.
Base: The level at which the horizontal seismic
ground motions are considered to be imparted to
the building.
Base shear: Total design lateral force or shear at the
base of the building.
Bay (part of a structure): The space between two
adjacent piers or mullions or between two
adjacent lines of columns.
Design earthquake: The earthquake that produces
ground motions at the site under consideration
which has a 90% probability of not being
exceeded in 50 years.
Designated seismic systems: The seismic-resisting
system and those architectural, electrical and
mechanical systems and their components that
require special performance characteristics.
Diaphragm: A horizontal, or nearly horizontal,
portion of the seismic-resisting system, which is
designed to transmit seismic forces to the vertical
elements of the seismic-resisting system.
Frame:
Braced: An essentially vertical truss, or its
equivalent, of the concentric or eccentric type that
is provided in a loadbearing wall, building frame
or dual system to resist seismic forces.
Concentrically braced frame (CBF): A braced
frame in which the members are subjected
primarily to axial forces.
Eccentrically braced frame (EBF): A diagonally
braced steel frame in which at least one end of
each brace frames into a beam a short distance
from a beam-column joint or from another
diagonal brace. These short beam segments are
called link beams. The following EBF definitions
apply:
Diagonal brace: A member of an EBF placed
diagonally in the bay of the frame.
Lateral support members: Secondary
members designed to transmit seismic-resisting
system.
Link beam: The horizontal beam in an EBF
which has a length of the clear distance
between the diagonal braces or between the
diagonal brace and the column face.
Link beam end web stiffeners: Vertical web
stiffeners placed on the sides of the web at the
diagonal brace end(s) of the link beam.
Link beam intermediate web stiffener:
Vertical web stiffeners placed within the link
beam.
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Link beam rotation angle: The angle between
the beam outside of the link beam and the link
beam occurring at a total story drift of the
deflection amplification factor (C^) times the
elastic drift at the prescribed design forces. The
rotation angle is permitted to be computed
assuming the EBF bay is deformed as a rigid,
ideally plastic mechanism.
Intermediate moment frame: A frame in which
members and joints are capable of resisting forces
by flexure as well as along the axis of the
members. Intermediate moment frames of
reinforced concrete shall conform to 780 CMR
1903.3.2.
Ordinary moment frame: A frame in which
members and joints are capable of resisting forces
by flexure as well as along the axis of the
members.
Space frame: A structural system composed of
interconnected members, other than loadbearing
walls, that is capable of supporting) vertical loads
and, if so designed, resist the seismic forces.
Special moment frame: A frame in which
members and joints are capable of resisting forces
by flexure as well as along /the axis of the
members. Special moment frames shall conform
to the applicable requirements of 780 CMR
1903.0 or 2204.0.
Frame system:
Building: A structural system with an essentially
complete space frame providing support for
vertical loads. Seismic force resistance is
provided by shear walls or braced frames.
Dual: A structural system with an essentially
complete space frame providing support for
vertical loads. A moment-resisting frame shall be
provided which shall be capable of resisting at
least 25% of the prescribed seismic forces. The
total seismic force resistance is provided by the
combination of the moment-resisting frame
together with shear walls or braced frames in
proportion to their relative rigidities.
Moment resisting: A structural system with an
essentially complete space frame providing
support for vertical loads. Seismic force
resistance is provided by special, intermediate or
ordinary moment frames capable of resisting the
total prescribed forces.
High-temperature energy source: A fluid, gas or
vapor whose temperature exceeds 220°F (104°C).
Inverted pendulum-type structures: Structures that
have a large portion of their mass concentrated
near the top and thus have essentially one degree
of freedom in horizontal translation. The
structures are usually T-shaped with a single
column supporting the beams or slab at the top.
Light-framed wall with shear panels: Wood or
steel stud walls with finishes other than masonry
veneer. Loadbearing wall system: A structural
system with loadbearing walls providing support
for all, or major portions of, the vertical loads.
Shear walls or braced frames provide seismic
force resistance.
P-Delta effect: The secondary effect on shears and
moments of frame members due to the action of
the vertical loads induced by displacement of the
building frame resulting from lateral forces.
Resilient stable-mounting system: A system
incorporating helical springs, air cushions, rubber-
in-shear mounts, fiber-in-shear mounts, or other
comparable approved systems. The force
displacement ratios are equal in the horizontal and
vertical directions
Restraining device: A device used to limit the
vertical or horizontal movement of the mounting
system due to earthquake motions.
Elastic: A fixed restraining device that
incorporates an elastic element to reduce the
seismic forces transmitted to the structure due to
impact from the resilient mounting system.
Fixed: A nonyielding or rigid type of restraining
device.
Seismic activated: An interactive restraining
device that is activated by earthquake motion.
Seismic-resisting system: That part of the structural
system that has been considered in the design to
provide the required resistance to the seismic
forces prescribed herein.
Shear wall: A wall, loadbearing or nonloadbearing,
designed to resist seismic forces, from other than
its own mass, acting in the plane of the wall.
Story drift ratio: The story drift divided by the
story height.
Story shear: The summation of design lateral forces
at levels above the story under consideration.
1612.4 Structural design requirements:
1612.4.1 Design Basis: The seismic analysis and
design procedures utilized in the design of
buildings and their structural components shall be
in accordance with the requirements of 780 CMR
1612.4. The design seismic forces and their
distribution over the height of the building shall
be in accordance with the procedures in 780 CMR
1612.5 or 1612.6. The corresponding internal
forces in the structural components of the building
shall be determined using a linearly elastic model.
An alternate procedure using structural
concepts other than as specified in this section
may be used, if approved by the building offical,
to establish the design forces and their
distribution. Such an alternate procedure may be
permitted where evidence is submitted to the
building official showing that equivalent ductility
and energy dissipation are provided, and the
corresponding internal forces and deformations in
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the structural components are determined using a
model consistent with the approved procedure.
Individual structural members shall be
designed for the shear forces, axial forces and
moments determined in accordance with
780 CMR 1612.4. Connections shall be designed
to develop the strength of the connected members
or the analysis force, whichever is less. The
design story drift of the building, calculated as
specified herein, shall not exceed the allowable
story drift of 780 CMR 1612.4.8, when the
building is subjected to the design seismic forces.
A continuous load path, or paths, with adequate
strength and stiffness shall be provided to transfer
all forces from the point of application to the final
point of resistance. The foundation shall be
designed to resist the forces developed and shall
accomodate the movements imparted to the
building by the design ground motions. The
foundation design criteria shall account for the
dynamic nature of the seismic forces, the design
ground motions and the design basis for strength
and ductility of the structure.
Consideration shall be given to the manner in
which the earthquake lateral force, computed in
accordance with 780 CMR 1612.5 or 1612.6 will
be transmitted from the soil or rock to the
structure. Transmission of the lateral force will
occur through one or more of the following
foundation elements:
a. Lateral soil pressure against foundation
walls, footings, grade beams and pile caps;
b. Lateral soil pressure against piles, piers or
caissons;
c. Side or bottom friction on walls, footings or
mats or;
d. Batter piles.
Bottom friction under pile caps shall be assumed
to be ineffective in transmitting horizontal forces.
The horizontal force shall be distributed among
the various elements in the foundation in
proportion to their estimated rigidities. Any
element which will participate in the transfer of
horizontal forces from the soil to the structure
shall be designed to resist forces in such a way
that its ability to sustain static load will not be
impaired.
1612.4.2 Site coefficient: The value of the site
coefficient (S) shall be determined from Table
1612.4.1. In locations where the soil properties
are not known in sufficient detail to determine
the soil-profile type or where the soil profile does
not fit any of the four types indicated in Table
1612.4.1, a site coefficient (S) of 1.5 shall be
used. For determination of Site Coefficient, all
soil and rock below the final ground surface shall
be considered.
When a structure is located on soil deposits
meeting the criteria for two or more site
coefficient values, the largest applicable value
shall be used.
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Table 1612.4.1
SITE COEFFICIENT
Soil-
profile
type
Description
Site
Coefficient
S
A profile consisting of:
Rock of Material Classes 1 through 4, or.
Rock of any characteristic, either shale-
like or crystalline in nature, which has a
shear wave velocity greater than 2,500
feet per second, or;
Stiff soil conditions where the soil depth
is less than 200 feet and the soil types
overlying rock are stable deposits of
weathered bedrock of Material Class 5;
S, dense to very dense till, gravel or sand 1.0
and gravel of Materials Classes 6 and 7;
dense to very dense sand of Material
Classes 8 and 9; dense inorganic silt of
Material Class 9; stiff to hard clay of
Material Class 10 with undrained shear
strength of 2,000 pounds per square foot
or greater, or; compacted granular fills
provided that the fill soils are compacted
throughout as required in 780 CMR
1804.1
A soil profile meeting the requirements
for S, except the soil depth exceeds 200
feet; or a soil profile which contains up
to 40 feet of medium stiff clay (Material
Class 10), with undrained shear strength
„ of 1,000 pounds per square foot or
2 greater, or a soil profile which contains
up to 40 feet of medium dense gravel,
sand and/or silt (Material Classes 7
through 10), that is not susceptible to
liquefaction in accordance with
7S0 CMR 1802.2
A soil profile containing 40 to 100 feet
in thickness of medium stiff clay
(Material Class 10) with undrained shear
strength of 1,000 pounds per square foot
or greater, with or without intervening
layers of granular soils; or up to 40 feet
of soft clay (Material Class 10) with
53 undrained shear strength of less than 1.5
1 ,000 pounds per square foot; or up to 40
feet of very loose to loose gravel, sand or
silt (Material Classes 7 through 9); or up
to 20 feet of organic soil (Material Class
1 1) or loose or soft fill which was not
placed in accordance with 780 CMR
1804.1
54 A soil profile containing more than 1 00 2.0
feet of medium stiff clay (Material Class
10) with undrained shear strength of
1 ,000 pounds per square foot or greater,
with or without intervening layers of
granular soils; or more than 40 feet of
soft clay (Material Class 10) with
undrained shear strength of less than
1 ,000 pounds per square foot; or more
than 40 feet of very loose to loose sand
or silt (Material Classes 8 and 9); or
more than 20 feet of organic soil
(Material Class II); or more than 20
feet of loose or soft fill which was not
placed in accordance with 780 CMR
1 804 , 1 ; or more than 20 feet of soils of
any type having a shear wave velocity of
500 feet per second or less.
Notes:
a) 1 foot = 304.8 mm
b) See appendix G for guidance in selecting Material
Classes
1612.4.3 Soil-structure interaction: The design
base shear, story shears, overturning moments and
deflections determined by the requirements of
780 CMR 1612.5 or 1612.6 are permitted to be
modified in accordance with approved procedures
which account for the effects of soil-structure
interaction.
1612.4.4 Structural framing systems: The basic
structural framing systems to be utilized are
indicated in Table 1612.4.4. Each type is
subdivided by the types of vertical structural
elements that will resist the design lateral forces.
The structural system utilized shall be in
accordance with the seismic performance category
and height limitations indicated in Table 1612.4.4.
The appropriate response modification factor (R)
and the deflection amplification factor (Cd)
indicated in Table 1612.4.4 shall be utilized in
determining the base shear and the design story
drift. Structural framing and seismic-resisting
systems which are not contained in Table
1612.4.4 shall be permitted if analysis and test
data are submitted that establish the dynamic
characteristics and demonstrate the lateral force
resistance and energy dissipation capacity to be
equivalent to the structural systems listed in Table
1612.4.4 for equivalent response modification
factor (R) values.
1612.4.4.1 Dual system: For a dual system, the
moment frame shall be capable of resisting at
least 25% of the design seismic forces. The
total seismic force resistance is to be provided
by the combination of the moment frame and
the seismic-resisting elements in proportion to
their rigidities.
1612.4.4.2 Combinations of framing
systems: Different structural framing systems
are permitted along the two orthogonal axes of
the building. Combinations of framing systems
shall comply with the requirements of
780 CMR 1612.4.4.2.1 and 1612.4.4.2.2
1612.4.4.2.1 Combination framing factor
(R): The response modification factor (R) in
the direction under consideration at any story
shall not exceed the lowest response
modification factor (R) obtained from Table
1612.4.4 or the seismic-resisting system in the
same direction considered above that story.
Exception: Supported structural systems with
weight equal to or less than 10% of the weight
of the building are not required to comply with
780 CMR 1612.4.4.2.1.
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1612.4.4.2.2 Combination framing detailing
requirements: The detailing requirements of
780 CMR 1612.4.7 required by the higher
response modification factor (R) shall apply to
structural components common to systems
having different response modification factors.
1612.4.4.3 Seismic Performance Category C
The structural framing system for buildings
assigned to Seismic Performance Category C
shall comply with the building height and
structural system limitations in Table 1612.4.4.
1612.4.4.4 Seismic Performance Category D
The structural framing system for buildings
assigned to Seismic Performance Category D
shalicomply with 780 CMR 1612.4.4.3 and the
additional provisions of 780 CMR 1612.4.4
1612.4.4.4.1 Limited building height
Buildings having a structural system of steei
or cast-in-place concrete-braced frames or
shear walls are limited to a height of 240 feet
(73 .15 m) where there are braced frames or
shear walls so arranged that braced frames or
shear walls in one plane resist not more than
the following proportion of the seismic
design force in each direction, including
torsional effects:
1 . 60% where the braced frame or shear
walls are arranged only on the perimeter;
2. 40% where some of the braced frames
or shear walls are arranged on the
perimeter, or
3. 30% for other arrangements
1612.4.4.4.2 Interaction effects Moment-
resisting frames that are enclosed or
adjoined by more rigid elements not
considered to be pan of the seismic-resisting
system shall be designed so that the action
or failure of the enclosing or adjoining
elements will not impair the vertical load
and seismic force-resisting capability of the
frame. The design shall provide for the
effect of these rigid elements on the
structural system at building deformations
corresponding to the design story drift
(delta) as determined in 780 CMR 1612.5.5
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TABLE 1612.4.41 '
Structural Systems
Basic Structural system
Response
Modification
Factor (R)
Deflection
Amplification
Factor (Cd)
Structural system limitations
and building height (feet)
limitations (see Note b)
Seismic Performace Category
Seismic Resisting System
C
D
1 - Loadbearing wall system
Light-framed walls with shear panels
654
4
Not limited
160
Reinforced concrete shear walls
4 54
4
Not limited
160
Reinforced masonry shear walls
354
3
Not limited
160
Concentrically braced frames
y/z
354
Not limited
160
Unreinforced masonry shear walls
VA
VA
Not permitted
Not permitted
Plain concrete shear walls
154
VA
Not permitted
Not permitted
2. Building Frame System
Eccentrically braced frames, moment resisting connections at
columns awav from link beam
8
4
Not limited
160
Eccentrically braced frames nonmoment-resi sting connections
at columns away from link beam
7
4
Not limited
160
Light-framed walls with shear panels
7
454
Not limited
160
Concentrically braced frames
5
454
Not limited
160
Reinforced concrete shear walls
\554
5
Not limited
160
Reinforced masonry shear walls
454
4
Not limited
160
Unreinforced masonrv shear walls
114
154
Not permitted
Not permitted
Plain concrete shear walls
2
2
Not permitted
Not permitted
3 . Moment-resisting frame svstem
Special moment frames of steel
8
5'/=
Not limted
Not limited
Special moment frames of reinforced concrete
8
554
Not limited
Not limited
Intermediate moment frames of reinforced concrete
5
454
Not limited
Not permitted
Ordinary moment frames of steel
454
4
Not limited
160
Ordinary moment frame of reinforced concrete
3
254
Not permitted
Not permitted
4. Dual system with a special moment frame capable of resisting
at least 25% of the prescribed seismic forces Eccentrically
braced frames, moment-resisting connections at columns
awav from link beam
8
4
Not limited
Not limited
Eccentrically braced frames, nonmoment-resisting
connections at columns awav from link beam
7
4
Not limited
Not limited
Concentrically braced frames
6
5
Not limited
Not limited
Reinforced concrete shear walls
8
654
Not limited
Not limited
Reinforced masonry shear walls
654
554
Not limited
Not limited
Wood-sheathed shear walls
8
5
Not limited
Not limited
5. Dual system with an intermediate moment frame of reinforced
concrete or an ordinary moment frame of steel capable of
resisting at least 25% of the prescribed seismic forces
Concentrically braced frames
5
454
Not limited
160
Reinforced concrete shear walls
6
5
Not limited
160
Reinforced masonry shear walls
5
414
Not limited
160
Wood-sheathed shear walls
7
454
Not limited
160
6. Inverted Pendulum structures Special moment frames of
structural steel
254
214
Not limited
Not limited
Special moment frames of reinforced concrete
254
214
Not limited
Not united
Ordinary moment frames of structural steel
VA
VA
Not limited
Not permitted
Note a. Response modification factor(R) for application of 780 CMR 1612.5 and 1612.6: Deflection amplificaton factor
(Cd) for application of 780 CMR 1612.5 and 1612.6.
Note b. The building height shall not exceed the general height limitation of 780 CMR 503.0 and 502.0 based on the
type of construction
Note c. See 780 CMR 1612.4 4.4. lfor description of building systems which are limited to buildings with a height of
240 feet or less.
Note d. See 780 CMR 1612.4.4.5 for description of building systems which are limited to buildings with a height of
160 feet or less
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1612.4.4.3.3 Deformational compatibility:
Every structural component not included in
the seismic force-resisting system in the
direction under consideration shall be
designed to be adequate for the vertical
load-bearing capacity and the induced
moments resulting from the design story
drift (a) as determined in accordance with
780 CMR 1612.5.5 (see also 780 CMR
1612.4.8)
1612.4.4.4.4 Special moment frames: A
special moment frame that is utilized but not
required by Table 1612.4.4 is permitted to
be discontinuous and supported by a more
rigid system with a lower response
modification factor (R) provided that the
requirements of 780 CMR 1612.4.7.2.4 and
1612.4.7.4.2 are met. Where a special
moment frame is required by Table
1612.4.4, the frame shall be continuous to
the foundation.
1612.4.5 Building configuration: Buildings shall
be classified as regular or irregular based on the
plan and vertical configuration.
1612.4.5.1 Plan irregularity: Buildings
having one or more of the features listed in
Table 1612.4.5.1 shall be designated as having
plan irregularity and shall comply with the
requirements in the referenced code sections of
Table 1612.4.5.1.
1612.4.5.2 Vertical irregularity: Buildings
having one or more of the features listed in
Table 1612.4.5.2 shall be designated as having
vertical irregularity and shall comply with the
requirements in the referenced code sections of
Table 1612.4.5.2.
Exceptions:
1. Structural irregularities of Type 1 or 2 in
Table 1612.4.5.2 do not apply where the
building story drift ratio is less than 130% of
the story drift ratio of the next story above.
Torsional effects are not required to be
considered in the calculation of story drifts.
The story drift ratio relationship for the top
two stories of the building is not required to
be evaluated.
2. Irregularity Types 1 and 2 of Table
1612.4.5.2 are not required to be considered
for one- and two-story buildings.
Table 1612.4.5.1
PLAN STRUCTURAL IRREGULARITIES
Irregularity type and description
Referenced
Section
Seismic
Performance
Category
Application
1 Torsional irregularity — to be
considered where diaphragms
are rigid in relation to the
vertical structural elements
which resist the lateral seismic
forces.
Torsional irregularity shall be
considered to exist where the
maxixmum story drift com-
puted, including accidental
torsion, at one end of the
■
780 CMR
1612.4.7.4.2
780 CMR
1612.5.3.1
D
CandD
structure transverse to an axis
is more than 1.2 times the
average of the story drifts at
the two ends of the structure.
2 Re-entrant comers
Plan configurations of a
structure and its lateral force-
resisting system contain re-
entrant comers, where both
projections of the structure
beyond a re-entrant comer are
greater than 15% of the plan
dimension of the structure in
the given direction.
780 CMR
1612.4.7.4.2
D
3 Diaphragm discontinuity
Diaphragms with abrupt
discontinuities or variations in
stifness, including those
having cutout or open areas
greater than 50% of the gross
enclosed area of diaphragm, or
changes in effective dia-
phragm stiffness of more than
50% from one story to the
next.
780 CMR
1612.4.7.4.2
D
4 Out-of-plane vertical element
offsets
Discontinuities in a lateral
force-resistance path, such as
out-of-plane offsets of the
vertical elements which resist
the lateral seismic forces.
780 CMR
1612.4.7.4.2
D
5 Nonparallel systems
The vertical lateral force-
resisting elements are not par-
allel to, or are not symmetric
about, the major orthogonal
axes of the lateral force-
resisting svstem.
780 CMR
1612.4.7.3.1
CandD
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Table 1612.4.5.2
VERTICAL STRUCTURAL
IRREGULARITIES
Irregularity type and description
Referenced
Section
Seismic
Performance
Category
Application
1 Stiffness irregularity — soft
story.
A soft story is one in which
the lateral stiffness is less than
70% of that in the story above
or less than 80% of the
average stiffness of the three
stories above.
780 CMR
1612.4.6.2
D
2 Weight (mass) irregularity
Mass irregularity shall be
considered to exist where the
effective masss of any story is
more than 150% of the
effective mass of an adjacent
story. A roof that is lighter
than the floor below is not
required to be considered.
780 CMR
1612.4.6.2
D
3 Vertical geometric irregularity
Vertical geometric irregularity
shall be considered to exist
where the horizontal dimen-
sion of the lateral force-
resisting system in any story is
more than 130% of that in an
adjacent storv.
780 CMR
1612.4.6.2
D
4 In-plane discontinuity in ver-
tical lateral force-resisting ele-
ments.
An in-plane offset of the
lateral force-resisting elements
greater than the length of those
elements.
780 CMR
1612.4.7.4.2
D
5 Discontinuity in capacity —
weak story
A weak story is one in which
the story lateral strength is less
than 80% of that in the story
above. The story strength is
the total strength of all seismic
resisting elements sharing the
story shear for the direction
under consideration.
780 CMR
1612.4.7.2.4
CandD
1612.4.6 Analysis procedures: A structural
analysis shall be made for all buildings in
accordance with the requirements of 780 CMR
1612.4.6. An alternative generally accepted
procedure, including utilization of a site-specific
response spectrum, is permitted, where approved
by the code official. The limitations on the base
shear in 780 CMR 1612.6 apply to dynamic
modal analysis. When this alternative is used, the
site specific response spectrum shall be
considered in the required peer review.
1612.4.6.1 Seismic Performance Category C:
Regular or irregular buildings assigned to
Category C shall be analyzed in accordance
with the procedures in 780 CMR 1612.5.
1612.4.6.2 Seismic Performance Category D:
Buildings assigned to Seismic Performance
Category D shall be analyzed in accordance
with the referenced sections in Table
1612.4.6.2.
Table 1612.4.6.2
ANALYSIS PROCEDURES FOR SEISMIC
PERFORMANCE CATEGORY D
Building Description
Referenced
Section and
Procedures
1 Buildings designated as regular which
do not exceed 240 feet in height.
780 CMR 1612.5
2 Buildings that have only vertical
irregularities of Type 1 , 2 or 3 in table
1612.4.5.2 and have a height exceeding
five stories or 65 feet, and all buildings
exceeding 240 feet in height.
780 CMR 1612.6
3 All other buildings designated as
having plan or vertical irregularities in
accordance with tables 1612.4.5.1 and
1612.4.5.2
780 CMR 1612.5
or
780 CMR 1612.6
1612.4.7 Design, detailing requirements and
structural component load effects: The design
and detailing of structural components of the
seismic-resisting system shall comply with the
requirements of 780 CMR 1612.4. Foundation
design shall conform to the applicable
requirements of 780 CMR 18.
1612.4.7.1 Seismic Performance Category A:
The design and detailing of buildings assigned
to Seismic Performance Category A shall
comply with the requirements of 780 CMR
1612.4.7.1.
1612.4.7.1.1 Ties and continuity: Except
for connections exempted by 780 CMR
1612.7, all parts of the building that transmit
seismic force shall be interconnected to form
a continuous path to the building's seismic-
resisting system. Any smaller portion of the
building shall be tied to the remainder of the
building with elements having a strength
capable of transmitting the seismic force
(F_) determined in accordance with
780 CMR 1612.7, but not less than one-third
of the effective peak velocity-related
acceleration (Av) times the weight of the
smaller portion (Wc) or 5% of the portion's
weight, whichever is greater. For a building
which is exempt from a full seismic analysis
by 780 CMR 1612.2 and is only required to
comply with 780 CMR 1612.4.7.1, the
building's main windforce-resisting system
in accordance with 780 CMR 1611.0 shall
be deemed to be the seismic-resisting
system. A positive connection for resisting
a horizontal force acting parallel to the
member shall be provided for each beam.
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girder or truss to its support. The connection
shall have a minimum strength of 5% of the
dead plus live load reaction.
1612.4.7.1.2 Concrete or masonry wall
anchorage: Concrete and masonry walls
shall be anchored to the roof and all floors
that provide lateral support for the wall. The
anchorage shall provide a direct connection
between the walls and the roof or floor
construction. Toe nailing or nails subject to
withdrawal forces is not permitted. Wood
ledgers shall not be subjected to cross-grain
bending or cross-grain tension. The
connections shall be capable of resisting a
lateral seismic force (F ) in accordance with
either 780 CMR 1612.4.7.2.8 or 780 CMR
1612.7, for loadbearing and nonloadbearing
walls respectively, but not less than 1,000
times the effective peak velocity-related
acceleration (A^) (pounds) per lineal foot of
wall. Walls shall be designed to resist
bending between anchors where the anchor
spacing exceeds four feet (1.22 m).
1612.4.7.2 Seismic Performance Category B:
Buildings assigned to Category B shall
conform to the requirements of 780 CMR
1612.4.7.1 for Category A and the
requirements of 780 CMR 1612.4.7.2.
1612.4.7.2.1 Component Load Effects:
Seismic load effects on components shall be
detemined from the load analysis as required
by 780 CMR 1612.4.6, by other portions of
780 CMR 1612.4.7.2, and by 780 CMR
1616. The second order effects shall be
included where applicable Where these
seismic load effects exceed the minimum
load path connection forces given in
780 CMR 1612.4.7.1.1 and 1612.4.7.2.2,
they shall govern.
1612.4.7.2.2 Openings: Where openings
occur in shear walls, diaphragms or other
plate-type elements, the edges of the
openings shall be designed to transfer the
stresses into the structure. The edge
reinforcement shall extend into the body of
the wall or diaphragm a distance sufficient
to develop, the stress of the edge
reinforcement member.
1612.4.7.2.3 Orthogonal effects The
design seismic forces shall be applied
separately, and independently, in each of
two orthogonal directions.
1612.4.7.2.4 Discontinuities in vertical
system: Buildings with a discontinuity in
lateral capacity, vertical irregularity Type 5
as defined in Table 1612.4.5.2, shall not be
more than two stories or 30 feet (9. 14 m) in
height where the "weak" story has a
calculated strength of less than 65% of the
storey above.
Exception: Where the "weak" story is
capable of resisting a total seismic force
equal to 75% of the deflection application
factor (Cd) times the design force prescribed
in 780 CMR 1612.5.
1612.4.7.2.5 Nonredundant systems: The
building design shall comply with 780 CMR
1604.2.
1612.4.7.2.6 Collector elements: Collector
elements shall be provided which are
capable of transferring the seismic forces
originating in other portions of the building
to the element providing the resistance to
those forces.
1612.4.7.2.7 Diaphragms: The deflection in
the plane of the diaphragm, as determined
by engineering analysis, shall not exceed the
allowable deflection of the attached
elements. Allowable deflection shall be that
deflection which will permit the attached
element to maintain its structural integrity
under the individual loading and continue to
support the prescribed loads.
Floor and roof diaphragms shall be
designed to resist the following seismic
forces: a minimum force equal to 50% the
effective peak velocity-related acceleration
(A^.) times the weight of the diaphragm and
other elements of the building attached
thereto, plus the portion of the seismic shear
force at that level (Vx) required to be
transferred to the components of the vertical
seismic-resisting system because of offsets
or changes in stiffness of the vertical
components above and below the
diaphragm.
Diaphragms shall provide for both the
shear and bending stresses resulting from
these forces. Diaphragms shall have ties or
struts to distribute the wall anchorage forces
into the diaphragm. Connections within
diaphragms, connections of diaphragms to
lateral load resisting elements, and
connections of collectors such as ties and
struts, to the diaphragm and vertical
elements, shall be positive connections,
mechanical or welded.
1612.4.7.2.8 Loadbearing walls: Exterior
and interior loadbearing walls and their
anchorage shall be designed for a force of
the effective peak velocity-related
acceleration (Av) times the weight of wall,
normal to the surface, with a minimum force
of 10% of the weight of the wall.
Interconnection of wall elements and
connections to supporting framing systems
shall have sufficient ductility, rotational
capacity or sufficient strength to resist
shrinkage, thermal changes and differential
foundation settlement where combined with
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seismic forces. The connections shall also
satisfy 780 CMR 1612.4.7. 1.2
1612.4.7.2.9 Inverted pendulum-type
structures: Supporting columns or piers of
inverted pendulum-type structures shall be
designed for the bending moment calculated
at the base determined by the procedures
given in 780 CMR 1612.5 and shall vary
uniformly to a moment at the top equal to
one-half the calculated bending moment at
the base.
1612.4.7.2.10 Anchorage of
Nonstructural Systems: When required by
780 CMR 1612.7, all portions or
components of the building shall be
anchored for the seismic force (Fp)
prescribed therein.
1612.4.7.3 Seismic Performance Category C:
Buildings assigned to Category C shall
conform to the requirements of 780 CMR
1612.4.7.2 for Category B and the
requirements of 780 CMR 1612.4.7.3.
1612.4.7.3.1 Plan irregularity: Buildings
that have plan structural irregularity Type 5
in Table 1612.4.5.1 shall be analyzed for the
critical load effect due to direction of
application of seismic forces. Alternatively,
the building shall be analyzed in any two
orthogonal directions. Structural elements
and foundations shall be designed for 100%
of the forces for one direction plus a
simultaneous load of 30% of the forces for
the perpendicular direction, except where
the amplified seismic load effects of
780 CMR 1616.4 are used.
1612.4.7.4 Seismic Performance Category D:
Buildings assigned to Category D shall
conform to the requirements of 780 CMR
1612.4.7.3 for Category C and to the
requirements of 780 CMR 1612.4.7.4.
1612.4.7.4.1 Orthogonal load effects:
Buildings shall be designed for 100% of the
seismic forces for one direction plus a
simultaneous load of 30% of the seismic
forces for the perpendicular direction. The
load combination requiring the maximum
structural component strength shall be used.
Exception: Where amplified seismic load
effects of 780 CMR 1616.4 are used, the
building may be designed for the load
effects based on analyses in any two
orthogonal directions. Diaphragms and
components of the seismic-resisting system
utilized in only one of the two orthogonal
directions are not required to be designed for
the combined load effects.
1612.4.7.4.2 Plan or vertical irregularities:
For buildings having a plan irregularity of
Type 1, 2, 3 or 4 in Table 1612.4.5.1 or a
vertical irregularity of Type 4 in Table
1612.4.5.2, the design forces determined
from 780 CMR 1612.5 shall be increased
25% for connections of diaphragms to
vertical elements and to collectors and for
connections of collectors to the vertical
elements.
1612.4.7.4.3 Vertical seismic loads: The
vertical component of earthquake ground
motion shall be accounted for in the design
of horizontal cantilever and horizontal
prestressed components. Horizontal
prestressed components shall be designed
for load combination #8 of 780 CMR
1616.3.1, including the amplified seismic
effects of 780 CMR 1616.4. Horizontal
cantilever structural components shall be
designed for a net upward force of 0.2 times
the dead load, as a separate loading case, in
addition to the applicable load combinations
of 780 CMR 1616.
1612.4.8 Deflection and drift limits: The design
story drift (a) as determined in 780 CMR
1612.5.5 or 1612.6.8, shall not exceed the
allowable story drift (Aa) from Table 1612.4.8 for
any story. For structures with significant torsional
deflections, the maximum drift shall include
torsional effects. The total deflection of a building
due to seismic design forces shall not encroach on
an interior lot line. All portions of the building
shall be designed and constructed to act as an
integral unit in resisting seismic forces unless
separated structurally by a distance sufficient to
avoid contact causing damage to the structural
system of the building under total deflection (5X)
as determined by 780 CMR 1612.5.5.1.
1612.4.9 Foundation walls and retaining walls:
Exterior foundation walls and retaining walls shall
be designed to resist at least the superimposed
effects of the total static lateral soil pressure,
excluding the pressure caused by any temporary
surcharge, plus and earthquake force of
0.045 Yt H2 for horizontal backfill surface. Where
Y, is the total unit weight of the soil and H is the
height of the wall measured as the difference in
elevation of finished ground surface (or floor) in
front of and behind the wall. Surcharges which
are applied over extended periods of time shall be
included in the total static lateral soil pressure and
their earthqake lateral force shall be computed
and added to the force of 0.045Yt H2 . The
earthquake force from the backfill shall be
distributed as an inverse triangle over the height
of the wall. The point of application of the earth-
quake force from an extended duration surcharge
shall be determined on an individual case basis.
If the backfill consists of loose saturated granular
soil, consideration shall be given to the potential
increase in lateral pressure due to liquefaction of
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the backfill during the seismic loading in
accordance with 780 CMR 1805.2. For use in
wall strength design, a load factor of 1.43 times
the earthquake force calculated above shall be
applied.
1612.5 Equivalent lateral force procedure:
780 CMR 1612.5 provides requirements for the
equivalent lateral force procedure of seismic
analysis of buildings. For purposes of analysis, the
building is considered to be fixed at the base. See
780 CMR 1612.4.6 for limitations on the
applicability of this procedure.
Table 1612.4.8
ALLOWABLE STORY DRIFT (a.) a
Building
Seismic Hazard Exposure
Group
I II III
One story buildings without
equipment attached to the
seismic-resisting structural
system and with interior
walls, partitions, ceilings
and exterior wall systems
which have been designed
to accomodate the story
drifts.
No Limit 0.020 hsx 0.015 h^
Buildings having four
stories or less with interior
walls, partitions, ceilings
and exterior wall systems
which have been designed
to accomodate the story
drifts.
0.025 hsx 0.020 hsx 0.01 5 hsx
All other buildings
0.020 hsx 0.015 hsx 0.010 hsx
Note a: hsx is the story height below level x
1612.5.1 Seismic base shear: The seismic base
shear (V) in a given direction shall be determined
in accordance with the following formula:
V = cw
where:
Cs = The seismic design coefficient determined in
accordance with 780 CMR 1612.5.1.1.
W = The total dead load and applicable portions
of other loads listed below:
1 For occupancies in Use Group S, a
minimum of 25% of the floor live load shall
be applicable.
Exception: Floor live load in public
garages and open parking structures is
not applicable.
2. Where partitions will be present, whether
or not partitions are shown on the
cotistruction documents, the actual partition
weight or a minimum weight of 10 psf of
floor area, whichever is greater, shall be
applicable.
3. Total operating weight of permanent
equipment.
4. Snow load reduction of 50% is
permitted.
1612.5.1.1 Calculation of seismic coefficient
(Cs): The seismic design coefficient (Cs) shall
be determined in accordance with the
following formulas:
c - 12AvS
> RT*
where:
Av = The coefficient representing effective peak
velocity-related acceleration from 780 CMR
1612.2.3.
S= The coefficient for the soil-profile
characteristics of the site in Table 1612.4.1.
R = The response modification factor in Table
1612.4.3.
T= The fundamental period of the building
determined in 780 CMR 1612.5.1.2.
A soil-structure interaction reduction is
permitted where determined from an approved
procedure. Alternatively, the seismic design
coefficient (Cs) is not required to be greater
than the following equation:
c. =
2.5A
a
R
where:
Aa = Jhe seismic coefficient representing the
effective peak acceleration as determined in
780 CMR 1612.2.3
R= The response modification factor in Table
1612.4.4
1612.5.1.2 Period determination: The
fundamental period (7), in seconds, of the
building, in the direction under consideration,
shall be established based on the structural
properties and deformational characteristics of
the resisting elements in a properly
substantiated analysis. The fundamental period
(7) shall not exceed the product of the
coefficient for the upper limit on calculated
period (Ca) from Table 1612.5.1.2, and the
approximate fundamental period (Ta).
Alternatively, the fundamental period (T)
shall be determined from 780 CMR
1612.5.1.2.1.
Table 1612.5.1.2
COEFFICIENT FOR UPPER LIMIT ON
CALCULATED PERIOD (Ca)
Av
Coefficient representing effective Ca
peak velocity related acceleration
1612.5.1.2.1 Approximate fundamental
period (Ta). The approximate fundamental
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period (Ta), in seconds, shall be determined
from the following formula:
Ta = CjH*
where:
hn = The height (in feet) from the base to the
highest level of the building.
CT= 0.035 For moment-resisting frame
systems of steel which provide 100% of
the required lateral force resistance,
where the frame is not enclosed or
adjoined by more rigid components.
Cr= 0.03 For moment-resisting frame systems
of concrete which provide 100% of the
required lateral force resistance, where
the frame is not enclosed or adjoined by
more rigid components.
CT = 0.03 For building frame systems with an
eccentrically braced steel frame or dual
systems with an eccentrically braced
frame.
Cr = 0.02 For seismic-resisting systems with
shear walls, shear panels or
concentrically braced frames and all
other building systems.
Alternatively, the approximate fundamental
period (Tg), in seconds, shall be determined
from the following formula for buildings in
which the lateral force-resisting system
consists of concrete or steel moment-
resisting frames capable of resisting 1 00%
of the required lateral force and where such
frames are not enclosed or adjoined by more
rigid components tending to prevent the
frames from deflecting when subjected to
seismic forces. Such buildings shall not
exceed 12 stories in height and shall have a
story height of not less than ten feet (3048
mm).
Ts = O.IN
where:
N= Number of stories.
1612.5.2 Vertical distribution of seismic forces:
The lateral force (F^) induced at any level shall be
determined from the following formulas:
F = C V
X VX
where:
Cvx = Vertical distribution factor
V = Total design lateral force or shear at the
base of the building
Wj and wx = the portion of the total gravity load of
the building (W) located or assigned to
level i or x
hj and hx = the height (in feet) from the base to
level i or x
k = An exponent related to the building period
as follows;
For buildings having a period of 0.5 seconds
or less, k=l.
For buildings having a period of 2.5 seconds
or more, k=2
For buildings having a period between 0.5
and 2.5 seconds, k shall be 2 or shall be
determined by linear interoplation between
1 and 2.
1612.5.3 Horizontal shear distribution: The
seismic design story shear in any story (Vx) shall
be determined from the following formula:
r, = 5>i
where:
Fj = the portion of the seismic base shear (V)
induced at level ;'.
The seismic design story shear (Vx) shall be
distributed to the various vertical elements of the
seismic-resisting system in the story under
consideration based on the relative lateral stiffness
of the vertical resisting elements and the
diaphragm.
1612.5.3.1 Torsion: The design shall include
the torsional moment (A/,) resulting from the
location of the building masses plus the
accidental torsional moments (Mla) caused by
assumed displacement of the mass each way
from its actual location by a distance equal to
5% of the dimension of the building
perpendicular to the direction of the applied
forces.
In buildings of Seismic Performance
Categories C, D and E, where Type 1 torsional
irregularity exists as defined in Table
1612.4.5.1, the effects shall be accounted for
by increasing the accidental torsion at each
level by a torsional amplification factor (Ax)
determined from the following formula:
A =
1.26
where:
6 mwt = the maximum displacment at level x.
5 mg = the average of the displacments at the
extreme points of the structure at level x.
The torsional amplification factor (A^ is not
required to exceed 3.0.
1612.5.4 Overturning: The building shall be
designed to resist overturning effects caused by
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the seismic forces determined in 780 CMR
1612.5.2. At any story, the increment of
overturning moment in the story under
consideration shall be distributed to the various
vertical resisting elements in the same proportion
as the distribution of the horizontal shears to those
elements
The overturning moments at level x (M^.) shall
be determined from the following formula:
k = tLhk - K)
where:
Ft = The portion of the seismic base shear (V)
induced at level i.
hx and hx = The height (in feet) from the base to
level / or x.
T = 1 .0 for the top ten stories,
0.8 for the 20th story from the top and
below; and
a value between 1.0 and 0.8 determined by
a straight line interpolation for stones
between the tenth and 20th stories below the
top
The foundations of buildings, except inverted
pendulum structures, shall be designed for the
foundation overturning design moment (Mj) at the
foundation-soil interface determined by the
equation for the overturning moment at level x
(MJ with an overturning moment reduction factor
(T) of 0.75 for all building heights.
1612.5.5 Drift determination and P-delta
effects: Stop,' drifts and, where required, member
forces and moments due to P-delta effects, shall
be determined in accordance with 780 CMR
1612.5.5.1 and 1612.5.5.2.
1612.5.5.1 Story drift determination: The
design story drift (a) shall be computed as the
difference of the deflections at the top and
bottom of the story under consideration. The
deflections of level x at the center of the mass
(8 ) shall be determined in accordance with
the following formula:
8 =C,b
x a xe
where:
Cd= The deflection amplification factor in
Table 1612.4.4.
6xe = The deflections determined by an elastic
analysis.
The elastic analysis of the seismic-resisting
system shall be made utilizing the required
seismic design forces of 780 CMR 1612.5.2.
For determining compliance with the story
drift limitation of 780 CMR 1612.4.8, the
deflection of level x at the center of mass (8X)
shall be calculated as required in this section.
For the purposes of this drift analysis only, the
computed fundamental period (T) of the
building is not required to include the upper
bond limitation specified in 780 CMR
1612.5.1.2 when determining drift level
seismic design forces.
Where applicable, the design story drift (a)
shall be increased by the incremental factor
relating to the P-delta effects as determined in
780 CMR 1612.5.5.2.
1612.5.5.2 P-delta effects: P-delta effects on
story shears and moments, the resulting
member forces and moments, and the story
drifts induced by these effects are not required
to be considered where the stability coefficient
(6), as determined by the following formula, is
equal to or less than 0 10:
Pa
Vh C\
where:
Px = The total vertical design load at story
level x. In calculating the vertical design
load for the purpose of determining P-
delta effects, individual load factors are
not required to exceed 1.0.
A = The design story drift occurring
simultaneously with the story shear (Vx)
Vx = The seismic shear force between levels x
and x-1
h^ = The story height below level x.
Cd = The deflection amplification factor in
Table 1612.4.4
The stability coefficient (6) shall not exceed
6„„. determined as follows:
0.5
^0.25
where:
P = The ratio of shear demand to shear capacity
for the story between levels x and x-1. This
ratio is permitted to be considered as 1.0.
Where the stability coefficient (6) is greater
than 0.10 but less than or equal to 6max, the
incremental factor related to P-delta effects
shall be determined by rational analysis. To
obtain the story drift for including the P-delta
effect, the design story drift determined in
780 CMR 1612.5.5.1 shall be multiplied by
1.0/(1 -6)
1612.6 Modal analysis procedure 780 CMR
1612.6 provides required standards for the modal
analysis procedure of seismic analysis of buildings
780 CMR 1612.4.6 specifies the limitations on the
applicability of this procedure.
1612.6.1 General: The symbols in this method of
analysis have the same meaning as those for
similar terms used in 780 CMR 1612.5. with the
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THE MASSACHUSETTS STATE BUILDING CODE
subscript "m" denoting quantities in the mth
mode.
1612.6.2 Modeling: The building shall be
modeled as a system of masses lumped at the
floor levels with each mass having one degree of
freedom; lateral displacement in the direction
under consideration.
1612.6.3 Modes: The analysis shall include, for
each of two mutually perpendicular axes, at least
the lowest three modes of vibration, or all modes
of vibration with periods greater than 0 4 seconds,
or sufficient modes to include 90% of the
participating mass of the structure, whichever is
greater. The number of modes shall equal the
number of stories for buildings less than three
stories in height.
1612.6.4 Periods: The required periods and mode
shapes of the building in the direction under
consideration shall be calculated by established
methods of structural analysis for the fixed base
condition utilizing the masses and elastic
stiffnesses of the seismic-resisting system.
1612.6.5 Modal base shear: The portion of the
base shear contributed by the m mode (V ) shall
be determined from the following formula:
V = C W
m mm
where:
Csm= The modal seismic design coefficient
determined by the following formula.
Wm = The effective modal gravity load
determined by the following formula
W =
E wp.
E wp
where.
Wj = the portion of the total gravity load of the
building at level i.
®im = ^he displacement amplitude at the ith
level of the building when vibrating in its
mth mode.
The modal seismic design coefficient (Csm) shall
be determined in accordance with the following
formula:
C-m
l.2AvS
RTl'
where:
\ =
Seismic coefficient representing the
effective peak velocity-related
acceleration as determined in 780 CMR
1612.2.3.
S = The coefficient for the soil-profile
characteristics of the site as determined
by Table 1612 4.1
R = The response modification factor
determined from Table 1612.4.4.
Tm = The modal period of vibration, in
seconds, of the mth mode of the building
The modal seismic design coefficient (Csm) is not
required to exceed 2Vi times the seismic
coefficient representing the effective peak
acceleration (Aa) divided by the response
modification factor (R)
Exceptions
1 . The limiting value of the modal seismic
design coefficient (Csm) is not applicable to
Category D and E buildings with a period of
0.7 seconds or greater located on type S4 soils
2 For buildings on soil-profile characteristics
S3 or S4, the modal seismic design coefficient
(Csm) for modes other than the fundamental
mode that have periods less than 0.3 seconds is
permitted to be determined by the following
formula
A (1.0 + 5.or )
R
3 For buildings where any modal period of
vibration CTm) exceeds 4.0 seconds, the modal
seismic design coefficient (Csm) for that mode
is permitted to be determined by the following
formula:
c =
3AS
RTl
where:
Aa = Seismic coefficient representing the
effective peak acceleration as determined
in 780 CMR 1612.2.3.
A, = Seismic coefficient representing the
effective peak velocity-related acceleration
as determined in 780 CMR 1612.2.3.
R = The response modification factor determined
from Table 1612.4.4.
Tm = The modal period of vibration, in seconds,
of the mth mode of the building.
S = The coefficient for the soil profile
characteristics of the site as determined by
Table 1612.4.1.
1612.6.6 Modal forces, deflections and drifts.
The modal force (F^) at each level shall be
determined by the following formulas:
F = C ■ V_
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STRUCTURAL LOADS
fi determined by taking the square root of the sum of
„ i jii the squares of each of the modal values (SRSS
«» n method) or by using the Complete Quadratic
y^ WQ . Combination (CQC) method. When the periods of
,=i "" any two modes used in this analysis differ by less
than 25% the CQC method shall be used.
The base shear (V) utilizing the equivalent
lateral force procedure in 780 CMR 1612.5 shall
be calculated based on a fundamental period of
the building (T), in seconds, of 1.2 times the
coefficient for the upper limit on the calculated
period (Ca) times the approximate fundamental
period of the building (Ta). Where the design
value for the modal base shear (Vt) is less than the
calculated base shear (V) utilizing the equivalent
lateral force procedure, the design story shears,
moments, drifts and floor deflections shall be
multiplied by the following modification factor:
mode.
V = The total design lateral force or shear at
m th
the base in the m mode.
Wj and wx = The portion of the total gravity load
of the building (W) located or assigned to
level i or x.
6 xm = The displacement amplitude at the x'
level of the building when vibrating in
the m mode.
Q- = The displacement amplitude at the i
level of the building when vibrating in
the m1 mode.
The modal deflection at each level (o.^) shall be
determined by the following formulas:
6 = C£__
g
4u2
nr xm
. W* .
where:
Cd = The deflection amplification factor
determined from Table 1612.4.4.
8xem = The deflection of level x in the m* mode
at the center of the mass at level x
determined by an elastic analysis,
g = The acceleration due to gravity (feet per
second2).
Tm = The modal period of vibration, in
seconds, of the mth mode of the building.
Fxm = The portion of the seismic base shear in
the m"1 mode, induced at level x.
wx = The portion of the total gravity load of
the building (W) located or assigned to
level x.
The modal drift in a story (Am) shall be computed
as the difference of the deflections (o,^) at the
top and bottom of the story under consideration.
1612.6.7 Modal story shears and moments: The
story shears, story overturning moments, and the
shear forces and overturning moments in walls
and braced frames at each level, due to the
seismic forces determined from the appropriate
equation in 780 CMR 1612.6.6, shall be computed
for each mode by linear static methods.
1612.6.8 Design values: The design value for the
modal base shear (Vt), each of the story shear,
moment and drift quantities, and the deflection at
each level shall be determined by combining their
modal values, obtained from 780 CMR 1612.6.6
and 1612.6.7. The combination shall be
where:
V = The equivalent lateral force procedure base
shear, calculated in accordance with
780 CMR 1612.6 and 780 CMR 1612.5.
V, = The modal base shear, calculated in
accordance with 780 CMR 1612.6
The model base shear (Vt) is not required to
exceed the base shear from the equivalent lateral
force procedure in 780 CMR 1612.5
1612.6.9 Horizontal shear distribution: The
distribution of horizontal shear shall be in
accordance with the requirements of 780 CMR
1612.5.3.
1612.6.10 Foundation overturning: The
foundation overturning moment at the foundation-
soil interface shall not be reduced by more than
10%.
1612.6.11 P-delta effects: The P-delta effects
shall be determined in accordance with 780 CMR
1612.5.5.2. The story drifts and story shears shall
be determined in accordance with 780 CMR
1612.6.8.
1612.7 Architectural, mechanical and electrical
components and systems: All components and
systems in buildings shall be designed and
constructed to resist seismic forces as determined in
accordance with the provisions of 780 CMR 1612.7.
Architectural, mechanical and electrical components
and systems in buildings assigned to Seismic Hazard
Perfrmance Category C, and are in Seismic Hazard
Exposure Group I and have a Performance Criteria
Factor of 0.5, are exempt from the requirements of
780 CMR 1612.7.
Exceptions:
1. Individual electrical and mechanical
components which weigh more than 2,000 pounds
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and are located more than 15 feet above the base
shall be designed in accordance with 780 CMR
1612.7.4.
2. Elevator components and systems in buildings
assigned to Seismic Hazard Performance
Category C and are in Seismic Hazard Exposure
Group I buildings not more than 70 feet in height
are exempt from the requirements of 780 CMR
1612.7.
1612.7.1 Component force application: The
component seismic force shall be applied at the
center of gravity of the component
nonconcurrently in any horizontal direction.
Mechanical and electrical components and
systems shall be designed for a nonsimultaneous
vertical force of 33% of the horizontal force.
1612.7.2 Component force transfer:
Components shall be attached such that the
component forces are transferred to the structural
system of the building. Component seismic
attachments shall be positive connections without
consideration of frictional resistance.
1612.7.3 Architectural component design:
Architectural components and their attachments
shall be designed for seismic forces (Fp)
determined in accordance with the following
formula:
F = ACPW
p V c c
where:
Av = The coefficient representing effective peak
velocity-related acceleration from 780 CMR
1612.2.3.
Cc = The seismic coefficient for architectural
components from Table 1612.7.3.
P = Performance criteria factor from Table
1612.7.3.
Wc = The weight of the architectural component.
1612.7.3.1 Exterior wall panel connections:
The connections of exterior wall panels to the
building seismic-resisting system shall be
designed for the design story drift determined
in accordance with 780 CMR 1612.5.5.1 or in
accordance with 780 CMR 1612.6.6 and
1612.6.8.
1612.7.3.2 Architectural component
deformation: Architectural components shall
be designed for the design story drift of the
structural seismic-resisting system determined
in accordance with 780 CMR 1612.5.5.1 or in
accordance with 780 CMR 1612.6.6 and
1612.6.8. Architectural components shall be
designed for vertical deflection due to joint
rotation of cantilever structural members.
Exception: Architectural components
having a performance criteria factor of 0.5
shall be designed for 50% of the design
story drift.
1612.7.3.3 Ceilings: Provision shall be made
for the lateral support and interaction of other
architectural, mechanical and electrical
systems or components incorporated into the
ceiling which impose seismic forces into the
ceiling system.
Table 1612.7.3
ARCHITECTURAL COMPONENT SEISMIC
COEFFICIENT (Cc) AND PERFORMANCE
CRITERIA FACTOR (P)a
Component
Seismic
Coefficient
(Cc)
Performance
Criteria
Factor (P)
Architectural Component
Seismic Hazard
Exposure
Group
I
II
III
1 Exterior nonloadbearing walls
0.9
1.5
1.5
1 5
2 Interior nonloadbearing walls ,
Exit, stair and elevator
enclosures.
Other vertical shaft enclosures
Other nonloadbearing walls
1.5
0.9
0.9
1.0
1.0
1.0
1.0
1.0
1.0
1.5
1.5
1.5
3 Cantilever elements, parapets,
chimneys or stacks
3.0
1.5
1.5
1.5
4 Wall attachments
3.0
1.5
1.5
1.5
5 Veneer connections
3.0
0.7
1.0
1.0
6 Penthouses
0.6
0.7
1.0
1.0
7 Membrane fire protection
0.9
1.0
1.0
1.5
8 Ceilings
Fireresistance rated membrane
Nonfireresistance rated mem-
brane
0.9
0.6
1.0
0.5
1.0
1.0
1.5
1.0
9 Storage racks, contents included
1.5
1.0
1.0
1 5
10 Access floor, supported equip-
ment included
2.0
0.5
1.0
1.5
1 1 Elevator and counterweight
guardrails and supports
1.25
1.0
1.0
1.5
Note a: See 780 CMR 1612.7 for general exceptions
Note b: See 780 CMR 1612.4.7.2.8 for exterior and
interior loadbearing wall requirements
Note c: The design seismic force for a penthouse shall be
the larger of the force determined in accordance with
780 CMR 1612.7.3, this table and the force determined in
accordance with 780 CMR 1612.5 or 1612.6
1612.7.4 Mechanical, electrical component and
system design: Mechanical, electrical
components and systems and their attachments
shall be designed for seismic forces (Fp)
determined in accordance with the following
formula:
F = ACPaWr
p V c c c
where:
A^ = The coefficient representing effective peak
velocity-related acceleration from 780 CMR
1612.2.3.
Cc = The seismic coefficient for mechanical,
electrical components and systems from
Table 1612.7.4(1).
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P = Performance criteria factor from
1612.7.4(1).
a - The attachment amplification factor
determined in accordance with Table
1612.7 4(2).
Wc = The operating weight of the mechanical,
electrical component or system.
Alternatively, the seismic forces (F ) shall be
determined by a properly substantiated dynamic
analysis subject to approval.
Exception: Bracing of fire sprinkler systems
shall be permitted to be in accordance with
NFiPA 13 listed in Appendix A.
Table 1612.7.4(1)
MECHANICAL, ELECTRICAL
COMPONENT AND SYSTEM SEISMIC
COEFFICIENT (Cc) AND PERFORMANCE
CRITERLA FACTOR (P)a
Performance
Criteria Factor
(P)
Mechanical, electrical component
or system
Component
or system
seismic
coefficient
(Cc)
Sesimic
Hazard
Exposure
Group
I
II
III
1 Fire protection equipment and
svstems
2.0
1.5
1.5
1.5
2 Emergency' or standby electrical
svstems
2.0
1.5
1.5
] 5
3 Elevator drive, suspension system
and controller anchoraae
1.25
1.0
1.0
1.5
4 General equipment
A. Boilers, furnaces, incinerators,
water heaters and other equip-
ment utilizing combustible
energy sources or high temper-
ature sources.
B. Communication systems
C. Electrical bus ducts and
primary cable systems1'.
D. Electrical motor control cen-
ters, motor control devices,
switchgear, transformers and
unit substations.
E. Reciprocating or rotating
equipment
F. Tanks, heat exchangers and
pressure vessels.
2.0
0.5
1.0
1.5
5 Manufacturing and process
machinery
0.67
0.5
1.0
1.5
6 Pipe systems
Gas and high hazard piping
Fire suppression piping
Other pipe svstems
2.0
2.0
0.67
15
1.5
0.5
5
5
0
1
1
1
5
5
5
7 HVACductsd
0.67
0.5
0
1
5
8 Electrical panel board
0.67
0.5
0
1
.5
9 Lighting fixtures
0.67
0.5
0
1
5
Note a: Sec 780 CMR 1612.7 for general exceptions
Note b: Electrical conduit seismic restraints arc not
required for any one of the following conditions
1. Conduit suspended by individual hangars 12
inches or less in length from the top of the conduit to
the supporting structure
2. Conduit which has less than 2in inches inside
diameter
Note c: Seismic restraints are not required for any one of
the following conditions for other pipe systems
1. Piping suspended by individual hangars 12 inches
or less in length from the top of the pipe to the
supporting structure
2. Piping in boiler and mechanical rroms which has
less than 1 'A inches inside diameter.
3. Piping in other areas which has less than 2'/: inches
inside diameter.
Note d: Seismic restraints are not required for any one of
the following conditions for HVAC ducts:
1. Ducts suspended by individual hangars 12 inches
or less in length from the top of the duct to the
supporting structure
2. Ducts which have a cross-sectional area less than
6 square feet.
Note e: Pendulum lighting fixtures sahll be designed
based on a component seismic coefficient (CJ of 1.5.
The vertical supportshall be designed with a factor of
safety of 4.0
Table 1612.7.4(2)
ATTACHMENT AMPLIFICATION
FACTOR (a,)
Component mounting system
Attachment
amplification factor (a.,)
Fixed of direct connection
1.0
Resilient-mounting system
Seismic-activated restraining
1.0
device
Elastic restraining device where:
T T
— <0.6 or — >1.4"
T T
1.0
T T
— 2:0.6 or — £l.4a
T T
2.0
Note a: T is the fundemental period of the building, in
seconds, determined by 780 CMR 1612.5.1.2 or
780 CMR 1612.6.4. Tc is the fundemental period, in
seconds, of the component and its attachement
determined by 780 CMR 1612.7.4.1
1612.7.4.1 Component period: The
fundamental period of the component and its
attachments (Tc), in seconds, shall be
determined by the following formula:
0.32
W
C
where:
Wc = Weight of the component (lbs).
For stable resilient-mounting attachments:
K= Spring stiffness constant (lb. /in.).
For other resilient-mounting attachments:
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K = Slope of the load vs deflection curve (lb. /in.)
at the point of loading.
Alternatively, the fundamental period of the
component (TJ, in seconds, shall be determined
by experimental test data or by a properly
substantiated analysis.
1612.7.4.2 Component attachment: Systems,
components and the means of their attachment
shall be designed to accommodate relative
seismic displacements between points of
support. Displacements at points of support
shall be determined in accordance with
780 CMR 1612.5.5 or 1612.6.8. Relative
lateral displacements at points of support shall
be determined considering the difference in
elevation between the supports and considering
full out-of-phase displacements across portions
of the building that are capable of moving in a
differential manner such as at seismic and
expansion joints. Anchor bolts shall be
designed for combined shear and tension.
Restraining devices shall be provided to limit
the horizontal and vertical motions, to prevent
component resonance and to prevent
overturning.
1612.7.5 Elevator design requirements: The
design and construction of elevators and elevator
components in buildings assigned to Seismic
Performance Category D or E, in accordance with
780 CMR 1612.2, shall comply with the
requirements in Appendix F of ASME A17.1
listed in Appendix A.
780 CMR 1613.0 CONCENTRATED LOADS
1613.1 General: Floors and roofs of buildings in the
locations specified in Table 1613.1 shall be designed
to support the uniformly distributed live loads
prescribed in 780 CMR 1606.0 or the minimum
concentrated loads in pounds prescribed in Table
1613.1, whichever produces the greater stresses. If
the anticipated actual loads are higher, the actual
loads shall be utilized. Unless otherwise specified,
the indicated concentration shall be assumed to
occupy an area of 2Vi square feet and shall be so
located as to produce the maximum stress conditions
in the structural members.
Table 1613.1
MINIMUM CONCENTRATED LOADS
Location
Load (pounds)
Elevator machine room grating
(on area of 4 square inches) 300
Finish light plate floor construction
(on area of 4 square inches) 200
Garages See 780 CMR 1613.2
Greenhouse roof bars, purlins and rafters 1 00
Hospitals and ward rooms 1 ,000
Libraries 1,000
Manufacturing and storage buildings 2,000
Mechanical equipment See 780 CMR 1613.3
Mercantile areas 2,000
Office 2,000
Schools 1,000
Scuttles, skylight ribs and accessible
ceiling ribs and hangers (over an area of 200
one suare inch)
Sidewalks or vehicular driveways subject 8,000
to trucking
Stair treads (over area of 4 square inches at 300
center of tread)
Note a: 1 pound = 4.448 N; 1 square inch=645.16 mm2
1613.2 Garages: Minimum concentrated loads for
garages or portions of buildings occupied for
parking motor vehicles shall be:
1. For passenger cars accommodating not more
than nine passengers, 2,000 pounds (8896 N)
acting on an area of 20 square inches (12900
mm2);
2. Mechanical parking structures without slab,
passenger cars only, 1500 pounds (6672 N) per
wheel; and
3. For trucks or buses, on slabs, applicable wheel
loads and tire contact areas specified in AASHTO
Standard Specification for Highway Bridges with
interim revisions to 1995 {see Appendix A).
1613.3 Mechanical Equipment: The actual
concentrated loads of the machinery, shall be used
for buildings containing mechanical material
handling equipment, machines or other heavy
apparatus.
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STRUCTURAL LOADS
780 CMR 1614.0 IMPACT LOADS
1614.1 General: The live loads specified in
780 CMR 1606.0 shall be assumed to include
adequate allowance for ordinary impact conditions.
Provisions shall be made in the structural design for
special occupancies and loads which involve
vibration and impact forces. Where dynamic effects
such as resonance and fatigue are likely to be
important as a result of cyclical loading, a dynamic
analysis shall be carried out.
1614.2 Elevators: Structural supports for elevators,
dumbwaiters, escalators and moving walks shall be
designed for the loads and within the limits of the
deflection specified in the Massachusetts State
Department of Public Safety, Board Elevator
Regulations (524 CMR 1.0 through 34.0), listed in
Appendix A. (In accordance with the Regulations,
all suspended elevator loads shall be increased 100%
for impact.
1614.3 Machinery: For the purposes of design, the
weight of machinery and moving loads shall be
increased as follows to allow for impact:
Elevator machinery 100%
Light machinery, shaft- or motor-driven . . 20%
Reciprocating machinery or power-driven
units 50%
These percentages shall be increased where so
specified by the manufacturer.
1614.4 Hangers for floors and stairs: Live loads
on hangers supporting floors or stairs shall be
multiplied by an impact factor of 1 .33.
780 CMR 1615.0 SPECIAL LOADS
1615.1 General: Provisions shall be made for all
special loads herein prescribed and all other special
loads to which the building or structure is subjected.
1615.2 Hydrostatic uplift: All foundation slabs and
other footings subjected to water pressure shall be
designed to resist an uplift equal to the full
hydrostatic pressure. All foundation slabs, footings
and walls of buildings located in flood-hazard zones
(A Zones) and high-hazard zones (V Zones) shall be
designed to resist uplift and lateral loads associated
with hydrostatic pressure resulting from flooding to
the base flood elevation. Counteracting weight shall
be reduced to 0.85 times the actual weight.
1615.3 Hydrodynamic loads: For buildings located
in flood-hazard zones (A Zones) or high-hazard
zones (V Zones), all structural components located
below the base flood elevation shall be designed to
resist hydrodynamic forces resulting from velocity
waters during flooding to the base flood elevation.
1615.4 Partitions and Interior Finish: Partitions,
their components and other interior finish shall have
adequate strength to resist a horizontal load of not
less than 5 psf.
1615.5 Guardrails and handrails: All required
guardrails and handrails shall be designed and
constructed to the structural loading conditions set
forth in Table 1615.5. without exceeding the
allowable design working stresses of the materials,
anchorage and connecting devices utilized. The
allowable working stresses shall be as defined by the
appropriate design standard. Each load shall be
applied so as to produce the maximum stress in each
of the respective components.
Each load shall be applied in the direction
indicated in the table. The concentrated load and
uniformly distributed loads need not be applied
simultaneously. The loads applied to in-fill areas
need not be applied simultaneously with the loads
applied on the top railing.
TABLE 1615.5
LOADS ON GUARDRAILS AND HANDRAILS
Type of Occupancy
Location of Load
Type of load
Direction of Load
Magnitude of Load
All
Handrails
Concentrated
Any
200 lb.
All, except dwelling units in
Use Groups R-2 and R-3
Handrails
Uniformly distributed
Any
50 lb/ft.
All, except as noted
otherwise
Guardrails, top railing
members
Concentrated
Any
2001b.
All, except dwelling units in
Use Groups R-2 and R-3
and as noted otherwise
Guardrails, top railing
members
Uniformly distributed
Vertical
simultaneously with
horizontal
100 lb/ft
50 lb/ft.
All
Guardrails, in-fill areas
Concentrated
Any
200 lb. applied
over 1 sf. area
Grandstands, stadia, arenas,
and similar structures used
for public assembly
Guardrails, top railing
members
Concentrated
Any
300 lb
Grandstands, stadia, arenas,
and similar structures used
for public assembly
Guardrails, top railing
members
Uniformly distributed
Any
100 lb/ft
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
1615.6 Grandstands, stadia and similar structures
shall be designed to resist, in combination with
design wind loads, a horizontal swaying load applied
parallel to the row of seats of not less than 24
pounds per lineal foot of seats per row, or in
combination with wind, a horizontal swaying load
applied transversely of not less than ten pounds per
lineal foot of seats per row. Foot boards and seat
boards shall be designed for a minimum vertical load
of 120 lb. per lineal foot.
1615.7 Horizontal crane loads: A lateral force
shall be applied perpendicular (normal) to the span
of runway beams and a lateral force shall be applied
parallel (longitudinal) to the beam span.
(a) The lateral force acting normal to the runway
shall be applied at the top of the rail, and shall be
20% for power-operated crane trolleys, and 1 0%
for hand-operated trolleys, of the sum of the
weights of the maximum lifted load and of the
crane trolley. This force shall be distributed to
tributary supporting structural members based on
the relative lateral stiffness of each component
structure supporting the rails.
(b) The longitudinal force acting parallel to the
runway and applied at the top of the rail shall be
10% of the maximum wheel loads of the crane.
(c) Reductions in these loads may be permitted
if substantiating technical data acceptable to the
building official is provided.
(d) These loads need not be considered in
combination with wind loads.
1615.8 Temperature loads: Movements, and
forces resulting from restraint of movements,
produced by changes in temperature shall be
considered in the design of buildings and structures.
780 CMR 1616.0 COMBINATION OF LOADS
1616.1 General: Combinations of structural loads
shall be considered in accordance with 780 CMR
1616.0. Live loads may be reduced as appropriate in
accordance with 780 CMR 1616.0. In addition to
the load combinations listed, the following shall be
considered in design: structural effects of loads due
to fluids, loads due to the weight and lateral pressure
of soil and water in soil, rain loads including
ponding, and effects arising from contraction or
expansion resulting from temperature changes,
shrinkage, moisture changes, creep in component
materials, and movement due to differential
settlement.
1616.1.1 Design Methods: As permitted by the
structural design standards listed in Appendix A,
the structural designer may use either the
allowable stress design method (also called
working stress design) or the strength design
method (also called limit states design, load and
resistance factor design, or ultimate strength
design). The applicable load combinations given
in 780 CMR 1616.1 shall govern over the load
combinations given in the design standards in
Appendix A.
Exception: Use load combinations from design
standards in Appendix A which do not include
wind or seismic loads, if those combinations
produce a more unfavorable effect in the
structure or foundation.
1616.2 Load Combinations Using Allowable
Stress Design
1616.2.1 Basic Combinations. All loads listed
herein shall be considered to act in the following
combinations, whichever produces the most
unfavorable effect in the building, foundation or
structural member being considered. The most
unfavorable effect may occur when one or more
of the contributing loads is not acting.
1 . Dead
2. Dead + floor live + roof live (or snow)
3. Dead + floor live + 0.5 roof live (or 0.5
snow) + wind
4. Dead + floor live + roof live (or snow) + 0.5
wind
5. 0.67 Dead - wind
6. 0.67 Dead - 0.8 seismic
7. Dead + 0.9 floor live + 0.6 snow + 0.8
seismic
1616.3 Load Combinations Using Strength Design
1616.3.1 Basic Combinations. All loads listed
herein shall be considered to act in the following
factored load combinations, whichever produces
the most unfavorable effect in the building,
foundation or structural member being
considered. The most unfavorable effect may
occur when one or more of the contributing loads
is not acting.
1. 1.4 Dead
2. 1.3 Dead+ 1.6 floor live + 0.5 roof live (or
0.5 snow)
3. 1.3 Dead + 0.5 floor live + 1.6 roof live (or
1.6 snow)
4. 1.3 Dead + 0.5 floor live + 0.5 roof live (or
0.5 snow) + 1.3 wind
5. 1.3 Uead+ 1.6 roof live (or 1.6 snow) + 0.8
wind
6. 0.9 Dead- 1.3 wind
7.1.3 Dead +1.0 floor live + 0.7 snow +1.0
seismic
8. (0.90 - 0.5 Av) Dead - 1.0 seismic
Exception: The load factor on floor live
load in combinations 3 and 4 shall equal 1.0
for garages, areas occupied as places of
public assembly, and all areas where the
floor live load is greater than 100 pounds per
square foot.
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STRUCTURAL LOADS
1616.4 Amplification of seismic load effects for
special conditions: Seismic load effects shall be
amplified by the factor 2R/5, where 2R/5 shall be
not less than 1.0, in allowable stress design
780 CMR 1616.2. 1, and in strength design 780 CMR
1616.3.1 for the following conditions. Note: In
allowable stress design load combinations 6 and 7,
the term "0.8 seismic" shall be replaced by
"0.8(2R/5) seismic".
1. For computing the design forces in members
such as columns, girders or trusses which support
discontinuous lateral force-resisting elements
when using Load Combination 7 in 780 CMR
1616.2.1 (Allowable Stress Design) or Load
Combination 7 in 780 CMR 1616.3.1 (Strength
Design). However, the computed forces in such
members need not exceed the capacity of other
elements of the structure to transfer such forces
into these members. The capacity of the other
elements to transfer such forces shall not be less
than 1.25 times the computed design strengths of
the other elements.
2. For computing the design forces in members
and connections that do not develop the full
strength of the weaker member connected when
using Load Combination 6 in 780 CMR 1616.2.1
(Allowable Stress Design) or Load Combination
8 in 780 CMR 1616.3.1 (Strength Design).
However, the design forces need not exceed the
limit determined by the capacity of the foundation
to resist overturning uplift.
1616.5 Counteracting Load: Where the effects of
design loads counteract one another in a structural
member or joint, the design shall account for and
shall ensure adequate safety for possible stress
reversals.
1616.6 Stress Increases: All allowable stresses and
soil load-bearing values specified in 780 CMR for
allowable stress design are permitted to be increased
one-third where wind load or seismic load
combinations are utilized.
1616.7 Crane hook loads are not required to be
combined with the roof live load, nor with seismic
load, nor with more than 0.75 of the snow load or
one-half of the wind load
780 CMR 1617.0 EXISTING BUILDINGS
1617.1 General: The repair, reconstruction,
alteration, addition to or change in use or occupancy
of existing buildings shall comply with 780 CMR
34.
1617.2 Posted live load: When floor live loads
required by the Code have been increased from those
heretofore approved for a building or structure in a
particular use group and there is no change to a new
use requiring greater floor loads than those currently
required for the original use group, the floors so
affected may be posted for the originally approved
live loads, provided the building is structurally safe
in all its parts, is adequate for its existing use, and
the public safety is not endangered thereby.
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300 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
CHAPTER 17
STRUCTURAL TESTS AND INSPECTIONS
(A substantial portion of this Chapter is unique to Massachusetts)
780 CMR 1701.0 GENERAL
1701.1 Scope: The provisions of 780 CMR 17 shall
govern the quality, workmanship and requirements
for all materials hereafter used in the construction of
buildings and structures. All materials of
construction and tests shall conform to the
applicable standards listed in 780 CMR.
1701.2 New materials: All new building materials,
equipment, appliances, systems or methods of
construction not provided for in 780 CMR, and any
material of questioned suitability proposed for use in
the construction of a building or structure, shall be
subjected to the tests prescribed in 780 CMR 17 and
in the approved rules to determine character, quality
and limitations of use.
In accordance with 780 CMR 109.3.4, the
building official may require that such materials be
presented before the Construction Materials Safety
Board for approval.
1701.3 Used materials: The use of all second-hand
materials which meet the minimum requirements of
this code for new materials shall be permitted.
780 CMR 1702.0 DEFINITIONS
1702.1 General: The following words and terms
shall, for the purposes of 780 CMR 1702.0 and as
used elsewhere in 780 CMR have the meanings
shown herein.
Approved agency: An established and recognized
agency regularly engaged in conducting tests or
furnishing inspection services, when such agency
has been approved (see 780 CMR 1704.0).
Fabricated item: Structural, loadbearing or lateral
/oatf-resisting assemblies consisting of materials
assembled prior to installation in a building or
structure, or subjected to operations such as heat
treatment, thermal cutting, cold working or
reforming after manufacture and prior to
installation in a building or structure. Materials
produced in accordance with standard
specifications referenced by 780 CMR, such as
rolled structural steel shapes, steel-reinforcing
bars, masonry units and plywood sheets, shall not
be considered "fabricated items."
Inspection, structural inspection as herein required
of the installation, fabrication, erection or
placement of components and connections
requiring special expertise to ensure adequacy
(see 780 CMR 1 16.0 and 1705.0).
Label: A plate, tag or other device which is
permanently and prominently affixed to a product
or material indicating that it has been tested and
evaluated by an approved agency (see 780 CMR
1704.3).
Structural Engineer of Record (SER) The
registered professional engineer whose professional
seal of registration and signature appears on the
design documents submitted with the building
permit application, or the alternate (SER) who
succeeds the (SER), as provided in 780 CMR
1705.3.3.
780 CMR 1703.0 INFORMATION REQUIRED
1703.1 Material performance: Where the quality of
materials is essential for conformance to 780 CMR
specific information shall be given to establish such
quality; and 780 CMR shall not be cited, or the term
"legal" or the term's equivalent be used as a
substitute for specific information. This information
shall consist of test reports conducted by an
approved testing agency in accordance with the
standards referenced in Appendix A or such other
information as necessary for the code official to
determine that the material meets the applicable
code requirements.
1703.1.1 Labeling: Where materials or
assemblies are required by 780 CMR to be
labeled, such materials and assemblies shall be
labeled by an approved agency in accordance
with 780 CMR 1704.0.
1703.2 Research and investigation: Sufficient
technical data shall be submitted to substantiate the
proposed use of any material or assembly. If it is
determined that the evidence submitted is
satisfactory proof of performance for the use
intended, the code official shall approve the use of
the maternal or assembly subject to the requirements
of 780 CMR. The cost of all tests, reports and
investigations required under 780 CMR 17 shall
be paid by the permit applicant.
1703.2.1 Research reports: Supporting data,
where necessary to assist in the approval of all
materials or assemblies not specifically provided
for in 780 CMR, shall consist of valid research
reports from approved sources.
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1703.3 Evaluation and follow-up inspection
services: Prior to the approval of a closed
prefabricated assembly, the permit applicant shall
submit an evaluation report of each prefabricated
assembly. The report shall indicate the complete
details of the assembly, including a description of
the assembly and the assembly's components, the
basis upon which the assembly is being evaluated,
test results and similar information, and other data as
necessary for the code official to determine
conformance to 780 CMR.
1703.3.1 Evaluation service: The code official
shall review evaluation reports from approved
sources for adequacy and conformance to
780 CMR.
1703.3.2 Follow-up inspection: The owner shall
provide for structural inspections of fabricated
items in accordance with 780 CMR 1705.
1703.3.3 Test and inspection records: Copies of
all necessary test and inspection records shall be
filed with the code official.
780 CMR 1704.0 APPROVALS
1704.1 Written approvals: Where approvals by the
building official are required by the provisions of
780 CMR, such approvals shall be given in writing
within a reasonable time after satisfactory
completion of all the required tests and submissions
of required test reports.
1704.2 Approved record: For any material,
appliance, equipment, system or method of
construction that has been approved, a record of
such approval, including all of the conditions and
limitations of the approval, shall be kept on file in
the building official's office and shall be open to
public inspection at all appropriate times.
1704.3 Labeling: Products and materials required to
be labeled shall be labeled in accordance with the
procedures set forth in 780 CMR 1704.3.1 through
1704.3.3.
1704.3.1 Testing: An approved agency shall test
a representative sample of the product or material
being labeled to the relevant standard or
standards. The approved agency shall maintain a
record of all of the tests performed. The record
shall provide sufficient detail to verify compliance
with the test standard.
1704.3.2 Inspection and identification: The
approved agency shall periodically perform an
inspection, which shall be in-plant if necessary, of
the product or material that is to be labeled- The
inspection shall verify that the labeled product or
material is representative of the product or
material tested.
1704.3.2.1 Independent: The agency to be
approved shall be objective and competent.
The agency shall also disclose all possible
conflicts of interest so that objectivity can be
confirmed.
1704.3.2.2 Equipment: An approved agency
shall have adequate equipment to perform all
required tests. The equipment shall be
periodically calibrated.
1704.3.2.3 Personnel: An approved agency
shall employ experienced personnel educated
in conducting, supervising and evaluating
tests.
1704.3.3 Label information: The label shall
contain the manufacturer's or distributor's
identification, model number, serial number, or
definitive information describing the product or
material's performance characteristics and
approved agency's identification.
1704.4 Heretofore-approved materials: The use of
any material already fabricated or of any
construction already erected, which conformed to
requirements or approvals heretofore in effect, shall
be permitted to continue, if not detrimental to life,
health or safety of the public.
780 CMR 1705.0 REQUIREMENTS FOR
STRUCTURAL TESTS AND INSPECTIONS
1705.1 General: The permit applicant shall provide
special inspections where application is made for
construction as described in 780 CMR 1705.0.
Exceptions:
1. Structural tests and inspections are not
required for building components unless the
design involves the practice of professional
engineering or architecture as defined by M. G.L.
c 112 §60K and/or M.G.L. c 112 § 81D.
2. Structural tests and inspections are not
required for occupancies in Use Group R-3.
1705.2 Purpose: The purpose of the structural tests
and inspections specified in 780 CMR 1 705 is to
provide assurance to the owner and the building
official that the construction complies with the
requirements of the structural design by the SER
These tests and inspections are for quality
asurance audits and their implementation does not
relieve the contractor or sub-contractors of their
responsibility for quality control of the work and
any design for which they are responsible.
1705.3 Program for tests and inspections: The
SER shall establish a program of structural tests
and inspections which meets the requiremnts of
780 CMR 17. The SER shall direct the
implementation of this program and select any
structural inspectors required to undertake the
program. All fees and costs related to the
implementation of this program shall be borne by
the owner
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1705.3.1 Building permit requirement: The
permit applicant shall submit the program of
structural tests and inspections prepared by the
SER as a condition for permit issuance. This
program shall include a complete list of
materials and work requiring structural tests and
inspections by 780 CMR 1 705. 1, the inspections
to be performed and a list of the individuals,
approved agencies and firms intended to be
retained for conducting such inspections.
1705.3.2 Report requirement A final report
stating that the program of structural tests and
inspections has been satisfactorily completed
shall be submitted to the owner and the building
official by the SER prior to the issuance of the
certificate of occupancy. As construction
progresses, inspection reports and records of
tests and measurements shall be maintained by
the SER. When these records are requested by
the building official, they shall be submitted
promptly, in accordance with procedures
established by the building official prior to the
start of construction. When deviations from
design requirements are determined during tests
or inspections, the SER shall promptly report
such to the contractor for correction. If the
contractor fails to correct any reported deviation,
it shall be reported to the building official by the
SER.
1705.3.3 Alternate SER: If the SER cannot
continue with the project, the owner shall retain
an alternate qualified registered professional
engineer to review the design and assume the
full responsibilities of the former SER
1705.3.4 Performance speciflactions: The SER
shall identify, in the program of structural tests
and inspections submitted with the building
permit application, any structural elements or
systems that the SER has specified to be
designed by another registered professional
engineer. The SER shall review the design of
these structural elements or systems and shall
include them in the program of structural tests
and inspections.
1705.3.5 Waiver of structural inspection by the
SER: Where, in then opinion of the SER, any
portion of the contractor's quality control
program meets the inspection and test
requirements of 780 CMR 1705, the SER may-
reduce the specified quality assurance structural
inspection and test program following approval
by the building official When this is done the
final inspection report shall also include
reference to the results of those inspections
performed by the contractor. As construction
progresses, reports of inspections ■ and
measurements shall be submitted to the SER
and, if requested to the building official
1705.4 Inspection of fabricators: Where fabrication
of structural loadbearing members and assemblies is
being performed on the premises of a fabricator's
shop, structural inspection of the fabricated items
shall be required. The fabricated items shall be
inspected as required by 780 CMR 1705.0 and as
required elsewhere in 780 CMR.
1705.4.1 Fabrication procedures The special
inspector shall verify that the fabricator maintains
detailed fabrication and quality control procedures
which provide a basis for inspection control of the
workmanship and the fabricator's ability to
conform to approved drawings, project
specifications and referenced standards. The
special inspector shall review the procedures for
completeness and adequacy relative to the code
requirements for the fabricator's scope of work.
1705.4.2 Procedures implementation The
structural inspector shall verify that the fabricator
is properly implementing the fabrication and
quality control procedures outlined in 780 CMR
1705.4.1.
Exception Structural inspections as required
by 780 CMR 1705.4 may be reduced by the
SER where the fabricator maintains an
agreement with an approved independent
inspection or quality control agency to
conduct periodic in-plant inspections at the
fabricator's plant, at a frequency that will
assure the fabricator's conformance to the
requirements of the inspection agency's
approved quality control program.
1705.5 Steel construction: The structural
inspections for steel elements of buildings and
structures shall be as required by 780 CMR 1705.5. 1
through 1705.5.3
1705.5.1 Inspection of steel fabricators The
permit applicant shall provide structral
inspection of steel fabricated items in accordance
with the provisions of 780 CMR 1705.2.
Exception: Structural Inspection of the steel
fabrication process shall not be required where
the fabricator does not perform any welding,
thermal cutting or heating operation of any
kind as part of the fabrication process. In such
cases, the fabricator shall be required to submit
a detailed procedure for material control which
demonstrates the fabricator's ability to maintain
suitable records and procedures such that, at
any time during the fabrication process, the
material specification, grade and mill test
reports for the main stress-carrying elements
and bolts are capable of being determined.
1705.5.2 Material receiving: All main stress-
carrying elements, welding material and bolting
material shall be inspected for conformance to
Table 1705.5.2.
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Table 1705.5.2
INSPECTION FOR STEEL MATERIALS
Material
Inspection requuired
Reference for
criteria
Bolts,
nuts,
washers
1 - Material identification
markings
2. Conformance to ASTM
standards specified by
the design engineer
Manufacturer's certifi-
cate of compliance is
required
Applicable ASTM
material
specifications; AISC
ASD, Section A3.4;
AISC LRFD,
Section A3. 3
Structural
steel
1 Material identification
markings
2. Conformance to ASTM
standards specified in
the approved plans and
specifications
ASTM A6 or ASTM
A568
Provide certified test
reports in accord-
ance with ASTM A6
orASTMA568
Weld filter
materials
1 - Conformance to AWS
specifications as speci-
fied in the approved
plans and specifica-
tions.
Manufacturer's certifi-
cate of compliance is
required
AISC ASD. Section
A3.6: AISC LRFD.
Section A3. 5
Note a. The specific standards referenced are those listed
in Appendix A.
1705.5.3 Erection: Structural inspections are
required for bolts, welding and details as specified
in 780 CMR 1705.5.3.1 through 1705.5.3.3.
1705.5.3.1 Installation of high-strength
bolts: Inspection shall be as specified in
Section 9 of the RCSC Specification for
Structural Joints Using A325 or A490 Bolts
listed in Appendix A
1705.5.3.2 Welding: Weld inspection shall be
in compliance with Section 6 of AWS D i . I
listed in Appendix A Weld inspectors shall be
certified in accordance with AWS D 1 . 1 listed
in Appendix A
1705.5.3.2.1 Welding of the structural
seismic-resisting system: Welding of the
structural seismic-resisting system of
buildings, shall be inspected in accordance
with 780 CMR 1705.5.3.2.2 and
1705.5.3.2.3. Each complete penetration
groove weld in joints and splices shall be
tested for the full length of the weld either
by ultrasonic testing or by other approved
methods, for special moment frames and
eccentrically braced frames
Exception: The nondestructive testing rate
for welds made by an individual welder is
permitted to be reduced to 25% of the welds,
with the approval of the SER, provided the
weld inspection reject rate is 5% or less.
1705.5.3.2.2 Column splice welds: Column
splice welds, which are partial penetration
groove welds, shall be tested by ultrasonic
testing or other approved methods at a
percentage rate established by SER. All
partial penetration column splice welds
designed for axial or flexural tension from
seismic forces shall be tested.
1705.5.3.2.3 Base metal testing Base metal
having a thickness more than 1.5 inches (38
mm) and subject to through-thickness weld
shrinkage strains shall be ultrasonically
tested for discontinuities behind and
adjacent to the welds after joint welding
Any material discontinuities shall be
evaluated based on the criteria established in
the construction documents by the SER.
1705.5.3.3 Details: The structural inspector
shall perform an inspection of the steel frame
to verify compliance with the details shown on
the approved construction documents, such as
bracing, stiffening, member locations and
proper application of joint details at each
connection.
1705.6 Concrete construction: The structural
inspections for concrete structures and concreting
operations shall be as required by 780 CMR
1705.6.1 through 1705.6.6.
Exception: Structural inspections shall not be
\ required for:
\ 1. Concrete footings of buildings three stones
^srless in height which are fully supported on
earth or rock
2. Nonstructural concrete slabs supported
directly on the ground, including prestressed
slabs on grade, where the effective prestress in
the concrete is less than 1 50 psi (0.11 kg/mm2)
3 Plain concrete foundation walls constructed
in accordance with Table 1812.3.2.
4 Concrete patios, driveways and sidewalks,
on grade
1705.6.1 Materials: In the absence of sufficient
data or documentation providing evidence of
conformance to quality standards for materials in
Chapter 3 of ACI 3 1 8 listed in Appendix A the
code official shall require testing of materials in
accordance with the appropriate standards and
criteria for the material in Chapter 3 of ACI 3 1 8
listed in Appendix A. Weldability of
reinforcement that conforms to ASTM A706
listed in Appendix A shall be determined in
accordance with the requirements of 780 CMR
1906.5.2.
1705.6.2 Installation of reinforcing and
prestressing steel: The location and installation
details of reinforcing and prestressing steel shall
be inspected for compliance with the approved
construction documents and ACI 318 (such as
Sections 7.4, 7.5, 7.6 and 7.7) listed in
Appendix A. Welding of reinforcing of the
structural seismic-resisting system shall be
inspected.
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1705.6.3 Concreting operations: During placing
and curing of concrete, the special inspections
listed in Table 1705.6.3 shall be performed.
Table 1705.6.3
REQUIRED INSPECTIONS DURING
CONCRETING OPERATIONS
Table 1705.7
SPECIAL INSPECTIONS FOR
MASONRY CONSTRUCTION
Required inspection
Evaluation of concrete
strength, except as exempted
by 780 CMR1 908.3 1(3).
Inspection &r use of proper
mix proportions and proper
mix techniques.
Inspection during concrete
placement, for proper
application techniques.
Inspection for maintenance of
specified curing temperatures
and techniques.
Reference for criteria
ACI 31 8 Section 5.6
AQ 31 8 Chapter 4,
Sections 5.2, 5.3, 5.4 and
5.8
ACI 318 Sections 5.9 and
5.10
ACI 318 Sections 5.11,
5.12and5.13
Note a ACI 318 listed in /l/?pe/i<ftx/l
1705.6.4 Inspection during prestressing:
Inspection during the application of prestressing
forces shall be performed to determine
compliance with Section 18.18 of ACI 318 listed
in Appendix A
1705.6.4.1 Inspection during grouting
Inspection during the grouting of bonded
prestressing tendons in the structural seismic-
resisting system shall be performed.
1705.6.5 Manufacture of precast concrete: The
manufacture of precast concrete, as required by
780 CMR 1705.4, shall be subject to a quality
control program administered by an approved
agency
1705.6.6 Erection of precast concrete: Erection
of precast concrete shall be inspected for
compliance with the approved plans and erection
drawings.
1705.7 Masonry construction: The structural
inspections listed in Table 1705.7 shall be required
for masonry construction.
Referenced criteria
ACI 530/
ACI 530.1
Inspection or test
ASCE5/
ASCE 6/
TMS402
IMS 602
i. Material
Sec.2.2
2. Masonry strength
Sec. 1.6
3 Construction operations:
a. Proportioning, miximg
Sec. 2.3.2.5
consistency of mortar and
Sec 4.2.2
grout
b. Application of mortar grout
Sec. 2.3.3.3
and masonry units
Sec. 4.3.3
c. Condition, size, location and
Chapters
d Protection of masonry 'during
Sec. 2.3.2.2
cold weather (temperature
Sec 2.3.2.3
below 40 °F) or hot weather
(temperature above 100°F)
e. Anchorage
Sec. 4.2
Sec. 5.14
4 Inspection of welding of
Noteb
Note b
reinforcement, grouting.
consolidation and reconsolidation
for buildings assigned to Seismic
Performance Category Cor D in
accordance with 780 CMR
1612.2.7
Note a. The specific standards referenced are those listed
in Appendix A.
Note b Referenced criteria not applicable.
1705.8 Wood construction Structural inspections
of the fabrication process of wood structural
elements and assemblies shall be in accordance with
780 CMR 1705.4. Structural inspection is required
for nailing, bolting, structural gluing or other
fastening of the structural seismic-resisting system
1705.9 Prepared fill: The structural inspections for
prepared fill shall be as required by 780 CMR
1705.9. i through 1705.9.3. The approved report,
required by 780 CMR 1804.1, shall be used to
determine compliance.
1705.9.1 Site preparation: Prior to placement of
the prepared fill, the structural inspector shall
determine that the site has been prepared in
accordance with the approved report.
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1705.9.2 During fill placement During the
placement and compaction of the fill material, the
structural inspector shall determine that the
material being used and the maximum lift
thicknesses comply with the approved report.
1705.9.3 Evaluation of in-place density: The
structural inspector shall determine, at the
approved frequency, that the in-place dry density
of the compacted fill complies with the approved
report.
1705.10 Pile foundations: Structural inspections of
pile foundations are required as provided for in
780 CMR 1816.13.
1705.11 Pier foundations: Structural inspection is
required for pier foundations.
1705.12 Wall panels and veneers: Structural
inspection is required for exterior wall panels and
their attachment to the building structure.
1705.13 Light gauge metal framing: Structural
inspection is required for light gauge metal
framing systems for roofs, floors, and load bearing
walls and for light gauge metal framing in exterior
curtain walls that have a story height greater than
ten feet
1705.14 Special cases: Structural inspections shall
be required for proposed work which is, in the
opinion of the code official, unusual in its nature,
such as:
1. Construction of materials and systems which
are alternatives to materials and systems
prescribed by 780 CMR.
2. Unusual design applications of materials
described in 780 CMR.
3. Materials and systems required to be installed
in accordance with additional manufacturer's
instructions that prescribe requirements not
contained in 780 CMR or in standards referenced
by 780 CMR.
780 CMR 1706.0 DESIGN STRENGTHS
OF MATERIALS
1706.1 Conformance to standards: The design
strengths and permissible stresses of any structural
material that is identified as to manufacture and
grade by mill tests, or the strength and stress grade
is otherwise confirmed to the satisfaction of the code
official, shall conform to the specifications and
methods of design of accepted engineering practice
or the approved rules in the absence of applicable
standards
1706.2 New materials: For materials which are not
specifically provided for in 780 CMR, the design
strengths and permissible stresses shall be
established by tests as provided for in 780 CMR
1708.0 and 1709.9.
780 CMR 1707.0 ALTERNATIVE TEST
PROCEDURE
1707.1 General: In the absence of approved rules or
other approved standards, the code official shall
make, or cause to be made, the necessary tests and
investigations; or the code official shall accept duly
authenticated reports from approved agencies in
respect to the quality and manner of use of new
materials or assemblies as provided for in 780 CMR
106.0. The cost of all tests and other investigations
required under the provisions of 780 CMR shall be
borne by the permit applicant.
780 CMR 1708.0 TEST SAFE LOAD
1708.1 Where required Where proposed
construction is not capable of being designed by
approved engineering analysis, or where proposed
construction design method does not comply with
the applicable material design standard listed in
Appendix A, the system of construction or the
structural unit and the connections shall be subjected
to the tests prescribed in 780 CMR 1710.0. The code
official shall accept certified reports of such tests
conducted by an approved testing agency, provided
that such tests meet the requirements of 780 CMR
and approved procedures.
780 CMR 1709.0 EV-SrTU LOAD TESTS
1709.1 General: Whenever there is a reasonable
doubt as to the stability or loadbearing capacity of a
completed building, structure or portion thereof for
the expected loads, an engineering assessment shall
be required. The engineering assessment shall
involve either a structural analysis or an in-situ load
test, or both. The structural analysis shall be based
upon actual material properties and other as-built
conditions which affect stability or loadbearing
capacity, and shall be conducted in accordance with
the applicable design standard listed in Appendix A.
If the structural assessment determines that the
loadbearing capacity is less than that required by the
code, load tests shall be conducted in accordance
with 780 CMR 1709.2. If the building, structure or
portion thereof is found to have inadequate stability
or loadbearing capacity for the expected loads,
modifications to insure structural adequacy or the
removal of the inadequate construction shall be
required.
1709.2 Test standards: All structural components
and assemblies shall be tested in accordance with the
appropriate material standards listed in Appendix A
In the absence of a standard listed in Appendix A
that contains an applicable load test procedure, the
test procedure shall be developed by a registered
professional engineer and approved The test
procedure shall simulate the loads and conditions of
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application that the completed structure or portion
thereof will be subjected to in normal use.
1709.3 In-situ load tests: All in-situ load tests shall
be conducted in accordance with 780 CMR 1709.3. ';
or 1709.3.2 and shall be supervised by a registered
professional engineer The test shall simulate the
applicable loading conditions specified in 780 CMR
16 as necessary to address the concerns regarding
structural stability of the building, structure or
portion thereof.
1709.3.1 Load test procedure specified: Where
a standard listed in Appendix A contains an
applicable load test procedure and acceptance
criteria, the test procedure and acceptance criteria
in the standard shall apply. In the absence of
specific load factors or acceptance criteria, the
load factors and acceptance criteria in 780 CMR
1709.3.2 shall apply.
1709.3.2 Load test procedure not specified In
the absence of applicable load test procedures
contained within a standard referenced by this
code or acceptance criteria for a specific materia!
or method of construction, such existing structure
shall be subjected to a test load equal to two times
the design load The test load shall be left in place
for a period of 24 hours. The structure shall be
considered to have met successfully the test
requirements if all of the following criteria are
satisfied:
1 . Under the design load, the deflection shall
not exceed the limitations specified by the
SER
2. Within 24 hours after removal of the test
load, the structure shall have recovered not less
than 75% of the maximum deflection; and
3 . During and immediately after the test, the
structure shall not show evidence of failure.
780 CMR 1710.0 PRECONSTRUCTION
LOAD TESTS
1710.1 General: In evaluating the physical
properties of materials and methods of construction
which are not capable of being designed by
approved engineering analysis or which do not
comply with the applicable material design standards
listed in Appendix A, the structural adequacy shall
be predetermined based on the load test criteria
established by 780 CMR 1710.2 through 1710.5
1710.2 Load test procedures specified: Where
specific load test procedures, load factors and
acceptance criteria are included in the applicable
design standards listed in Appendix A, such test
procedures, load factors and acceptance criteria shall
apply In the absence of specific test procedures,
load factors or acceptance criteria, the corresponding
provisions in 780 CMR 1710.3 shall apply
1710.3 Load test procedures not specified Where
load test procedures are not specified in the
applicable design standards listed in Appendix A,
the loadbearing capacity of structural components
and assemblies shall be determined on the basis of
load tests conducted in accordance with 780 CMR
1710.3.1 and 1710.3.2. Load tests shall simulate all
of the applicable loading conditions specified in
780 CMR 16.
1710.3.1 Test procedure The test assembly shall
be subjected to an increasing superimposed load
equal to not less than two times the superimposed
design load. The test load shall be left in place for
a period of 24 hours. The tested assembly shall be
considered to have met successfully the test
requirements if the assembly recovers not less
than 75% of the maximum deflection within 24
hours after the removal of the test load The test
assembly shall then be reloaded and subjected to
an increasing superimposed load until either
structural failure occurs or the superimposed load
is equal to 2Vz times the load at which the
deflection limitations specified in 780 CMR
1710.3.2 were reached, or the load is equal to 2Vz
times the superimposed design load. In the case of
structural components and assemblies for which
deflection limitations are not specified in
780 CMR 1710.3.2, the test specimen shall be
subjected to an increasing superimposed load until
structural failure occurs or the load is equal to 2Vi
times the desired superimposed design load The
allowable superimposed design load shall be
taken as the lesser of:
1 The load at the deflection limitation given
by 780 CMR 1709.3.2;
2 The failure load divided by 2.5, or
3. The maximum load applied divided be 2.5.
1710.3.2 Deflection: The deflection of structural
members under the design load shall not exceed
the limitations in 780 CMR 1604.5
1710.4 Wall and partition assemblies
Loadbearing wall and partition assemblies shall
sustain the test load both with and without window
framing. The test load shall include all design load
components.
1710.5 Test specimens: All test specimens and
construction shall be representative of the materials,
workmanship and details normally used in practice.
The properties of the materials used to construct the
test assembly shall be determined on the basis of
tests on samples taken from the load test assembly or
on representative samples of the materials used to
construct the load test assembly. All required tests
shall be conducted or witnessed by an approved
agency Wall and partition assemblies shall be tested
both with and without door and window framing
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NON-TEXT PAGE
308 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
CHAPTER 18
FOUNDATIONS AND RETAINING WALLS
(This Chapter is unique to Massachusetts)
780 CMR 1801.0 GENERAL
1801.1 Scope: The provisions of 780 CMR 18 shall
control the foundation design and construction of all
buildings and structures hereafter erected to insure
adequate strength of all parts thereof for the safe
support of all superimposed live and special loads,
in addition to their own dead load, without
exceeding the allowable stresses or design
capabilities.
780 CMR 1802.0 FOUNDATION
INVESTIGATIONS
1802.1 Where required: Borings, test pits or other
soil investigations shall be required for all structures
except the following, unless specifically required by
the code official:
1. one- and two-family dwellings and their
accessory buildings;
2. structures less than 35,000 cubic feet in gross
volume; or
3. structures used for agricultural purposes.
The borings, test pits or other soil investigations
shall be adequate in number and depth and so
located to accurately define the nature of the
subsurface materials necessary for the support of the
structure. When it is proposed to support the
structure directly on bedrock, the code official shall
require core borings to be made into the rock; or
shall require other satisfactory evidence to prove that
the structure shall be adequately founded on
bedrock.
1802.1.1 Seismic investigation: Where the
foundation investigation indicates subsoils of
Material Classes 8 or 9, as defined in Table
1804.3, a soil investigation report which evaluates
the potential hazards due to liquefaction and slope
instability during an earthquake shall be submitted
to the code official. The liquefaction evaluation
shall be performed in accordance with 780 CMR
1805.3
1802.2 Soil samples and boring reports: Samples
of the strata penetrated in test borings or test pits,
representing the natural disposition and conditions at
the site, shall be available for examination by the
code official. Wash or bucket samples shall not be
accepted. Duplicate copies of the results obtained
from all borings and of all test results or other
pertinent soil data shall be filed with the code
official.
780 CMR 1803.0 SOD1 BEARING TESTS
1803.1 General: Whenever the allowable bearing
pressure on bearing materials is in doubt, the code
official may require soil bearing tests. The tests
shall be performed under the direction of a
registered design professional. A complete record
of the test results together with a soil profile shall be
filed by the registered design professional who shall
have a representative on the site during all boring
and test operations.
1803.2 Loaded areas: The loaded area shall be
approximately four square feet for all bearing
materials; except that when the footing overlies wet
clay or other soft materials, the test load shall be
applied to an area of not less than ten square feet.
Bearing tests shall be applied at the elevations of the
proposed bearing surfaces of the structure; except
that the load may be applied directly on the surface
of compacted granular material. The excavation
within three feet (1 m) surrounding an area to be
tested shall be made not deeper than one foot (0.3 m)
above the plane of application of the test. The test
plate shall be placed with uniform bearing.
1803.3 Loading procedure: The application of the
test load shall be in steps equal to not more than Vi
the contemplated design bearing pressure, to at least
twice the contemplated design bearing pressure. The
unloading shall be at least two steps, to the design
pressure and then to zero load. The contemplated
design pressure and twice the contemplated design
pressure shall be maintained constant for at least 24
hours and until the movement does not exceed two
hundredths of an inch (0.5 mm) during a 24-hour
period. The load for all other load and unload steps
including the zero load at the end of the test shall be
maintained constant for a period of not less than four
hours. Sufficient readings for each load step shall be
made to define properly the time-deflection curve.
1803.4 Accuracy of loading: Test loads applied by
mechanical devices shall be automatically controlled
so as to insure not more than a 5% variation in
applied load. Such devices shall be calibrated prior
to the test.
1803.5 Test acceptance: The proposed design load
shall be allowed provided that the requirements of
780 CMR 1805.5 are fulfilled and the settlements
under the design bearing pressure and twice the
design bearing pressure do not exceed % of an inch
(10 mm) and one inch (25 mm), respectively.
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780 CMR 18O4.0 LOAD BEARING
VALUE OF SOILS
1804.1 Soils report: All applications for permits for
the construction of new buildings or structures, and
for the alteration of permanent structures which
require changes in foundation loads and distribution,
shall be accompanied by a report describing the soil
in the ultimate loadbearing strata, including
sufficient data to establish its character, nature and
loadbearing capacity. The report shall be prepared
by a registered design professional.
1804.2 Satisfactory foundation materials:
Satisfactory bearing strata to provide structural
support shall be considered to include the following:
natural strata of rock, gravel, sand, inorganic silt,
inorganic clay, or combination of these materials
provided that they do not overlie an appreciable
amount of peat, organic silt, soft clay or other
objectionable materials. Compacted fills, when
designed and monitored by a registered design
professional, may be accepted by the code official.
Other conditions of unsatisfactory bearing materials
which are improved in accordance with the
recommendations of, and monitored by, a registered
design professional may be accepted by the code
official.
1804.2.1 Loading interaction: Wherever bearing
strata are subject to interaction from other
loadings or strata reactions, such conditions shall
be incorporated in the evaluation of the design
bearing capacity of the support strata.
1804.2.2 Protection of bearing strata. Bearing
strata which may be adversely affected by
conditions within the structure, such as
evaporation and shrinkage due to excess heat or
cold, shall be adequately protected.
1804.3 Presumptive load bearing values: The
maximum allowable pressure on supporting soils
under spread footings at or near the surface shall not
exceed the values specified in Table 1804.3 or the
maximum allowable pressure shall be determined by
load tests conducted in the field or as otherwise
provided herein. Presumptive loadbearing values
shall apply to all materials with similar physical
characteristics. Surface values shall be adjusted for
deep footings and for weaker loadbearing strata
below piles, as provided for in 780 CMR 1817.8.
Higher allowable bearing pressures may be approved
by the code official when substantiated by the results
of investigations, analyses or testing prepared by a
registered design professional.
1804.3.1 Classification of bearing materials:
The terms used in 780 CMR 1804 shall be
interpreted in accordance with generally accepted
engineering nomenclature. Refer to commentary
in Appendix D for guidelines regarding soil and
rock classification and description.
1804.3.2 Prepared fill: Materials from Classes 6
through 8, Table 1804.3, or dense graded crushed
stone or slag, which contain no plastic fines, shall
have a maximum allowable bearing pressure of up
to five tons per square foot when compacted to
95% or greater of the maximum dry density as
determined by ASTM D1557 listed in Appendix
A. For compacted fills which do not meet the
above criteria or materials which cannot be tested
as above, & registered design professional shall be
engaged to provide recommendations for
compaction and maximum allowable design
bearing pressures.
1804.3.3 Field Control: The code official will
require that a registered design professional or his
representative be on the project at all times while
fill is being placed and compacted. The
representative shall make an accurate record of
the types of materials used, including grain-size
curves, thickness of lifts, densities, percent
compaction, type of compacting equipment and
number of coverages, the use of water and other
pertinent data.
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FOUNDATIONS AND RETAINING WALLS
Table 1804.3
ALLOWABLE BEARING PRESSURES FOR
FOUNDATION MATERIALS
Material
Class
Descnptic
Notes
Consistency in Place
Allowable Net Bearing
Pressure (tons/ft )
Massive bedrock:
Granite, diorite gabbro, basalt, gneiss
Quartzite, well cemented
conglomerate
Foliated bedrock: slate, schist
Sedimentary bedrock; cementation
shale, siltstone, sandstone, limestone,
dolomite, conglomerate
Weaklv cemented sedimentary
bedrock: compaction shale or other
similar rock tn sound condition
Weathered bedrock: any of the above
except shale.
Slightly cemented sand and/or gravel,
glacial till ("basal or lodgement).
hardpan
Gravel, widely graded sand and
gravel: and granular ablation till
Sands and non-plastic silty sands with
little or no gravel (except for Class 9
materials)
Fine sand, silty fine sand, and non-
3 Hard, sound rock, minor
jointing
3 Hard, sound rock moderate
jointing
3 Medium hard rock, mmor
jointing
3.4 Soft rock, moderate jointing
11
plastic inorganic silt
Inorganic sandy or silty clay, clayey
sand, clayey silt, clay, or varved clay
low to high plasticity
Organic soils peat, organic silt,
organic clav
3,5
Very soft rock, weathered
and/or major jointing and
fracturing
8
7,8
Verv dense
10
6, 7, 8
Very dense
Dense
Medium dense
Loose
Very loose
8
6
4
Note 1 1
6.7,8.
Dense
4
9
Medium dense
Loose
Verv ioose
Note 1 1
6,7,9
Dense
3
Medium dense
2
Loose
1
Verv loose
Note 1 1
5.6,
10
Hard
Stiff
-i
Medium
Soft
1
Note 1 1
11
Note 1 1
Notes for Table 1804.3:
1. Refer to commentary in Appendix D regarding typical index test values that may be helpful as guides for evaluation
of consistency in place.
2. Refer to 780 CMR 1807.0 for determination of design loads and for special cases.
3. The allowable bearing pressures may be increased by an amount equal to 10% for each foot of depth below the
surface of sound rock; however, the increase shall not exceed two times the value given in the table.
4. For limestone and dolomite, the bearing pressures given are acceptable only if an exploration program performed
under the direction of a registered design professional demonstrates that there are no cavities within the zone of
influence of the foundations. If cavities exist, a special study of the foundation conditions is required.
5. Weathered shale and/or weathered compaction shale shall be included in Material Class 10 Other highly
weathered rocks and/or residual soils shall be treated as soil under the appropriate description tn Material Classes
6 to 10. Where the transition between residual soil and bedrock is gradual, a registered design professional shall
make a judgment as to the appropriate bearing pressure.
6. Settlement analyses in accordance with 780 CMR 1805.5 should be performed if the ability of a given structure
to tolerate settlements is in question, particularly for. but not limited to. soft or very soft clays and silts and loose
granular materials.
7. Allowable bearing pressures may be increased by an amount equal to 5% for each foot of depth of the bearing area
below the rrunimum required in 780 CMR 1806.0. however, the bearing pressure shall not exceed two times the
value given in the table. For foundation bearing areas having a least lateral dimension smaller than three feet, the
allowable bearing pressure shall be Vb of the tabulated value tunes the least dimension in feet.
8. Refer to 780 CMR1 804.3 when these materials are used as compacted fills.
9. These materials are subject to the provisions in 780 CMR 1 805.3 (Liquefaction).
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10 Alternatively, the allowable bearing pressure may be taken as 1.5 times the peak unconfined compressive strength
of undisturbed samples for square and round footings or 1.25 times that strength for footings with length to width
ratio of 4 or greater. For intermediate cases, interpolation may be used.
11. A registered design professional shall be engaged to provide recommendations for these special cases. Direct
bearing on organic soils is not permitted. Organic soils are allowed under foundations for those cases defined in
780 CMR 1804.4.2, Preloaded materials.
1804.4 Lightweight structures: One-story
structures without masonry walls and not exceeding
800 square feet in area may be founded on a layer of
satisfactory bearing material not less than three feet
(1 m) thick, which is underlain by highly
compressible material, provided that the stresses
induced in the unsatisfactory material by the live and
dead loads of the structure, and the weight of any
new fill within or adjacent to the building area, will
not exceed 250 pounds per square foot (250 psf).
1804.4.1 Bearing capacity for lightweight
structures: Lightweight structures and accessory
structures, such as garages and sheds, may be
founded on normally unacceptable bearing strata,
providing such material is determined by a
registered design professional as being
satisfactory for the intended use.
1804.4.2 Preloaded materials: The code official
may allow the use of certain otherwise
unsatisfactory natural soils and uncompacted fills
for support of one-story structures after these
materials have been preloaded to effective stresses
not less than 150% of the effective stresses which
will be induced by the live and dead loads of the
structure.
1804.4.3 Load test: The code official may
require the loading and unloading of a sufficiently
large area, conducted under the direction of a
registered design professional approved by the
code official, who shall submit a report containing
a program which will allow sufficient time for
adequate consolidation of the material based on
an analysis of the preloaded material and of the
probable settlements of the structure.
780 CMR 1805.0 ALLOWABLE
FOUNDATION LOADS
1805.1 General: The maximum allowable pressures
on foundation materials shall be in accordance with
780 CMR 1804.0 and as modified herein.
1805.2 Soil Capacity: For the load combinations,
including seismic as specified in 780 CMR 1616.0,
the soil loadbearing strength shall be sufficient to
resist loads at acceptable strain, considering both the
duration of the loading and the dynamic properties
of the soil. For foundations supported on or in
Material Classes 1 through 6, as defined in Table
1804.3, or medium dense to very dense soils of
Material Classes 7 through 9, or stiff to hard soil of
Materials Class 10, the allowable bearing pressure or
pile or pier capacity may be increased by up to 33%
for load combinations that include wind or seismic
loading.
1805.3 Liquefaction:
1. The earthquake liquefaction potential of
saturated clean medium to fine sands shall be
evaluated on the basis of Figure 1805.3 for cases
where lateral sliding cannot occur.
Figure 1805.3
LIQUEFACTION SUSCEPTABILITY
O 1© 20 SO
1 DEPTH
TO
GROUND-
WATER
(FEET)
STANDARD PENETRATION
RESISTANCE, N (BLOWS/FT.)
If the standard resistances, N, in all strata of
medium to fine sand lie above the applicable
curve in Figure 1805.3 the sands at the site shall
not be considered subject to liquefaction.
Liquefaction below a depth of 60 feet (18 m) from
final grade need not be considered for level
ground. For pressure-injected footings, the ten-
foot (3-m) thickness of soil immediately below
the bottom of the driven shaft shall not be
considered subject to liquefaction.
2 Compacted granular fills shall not be
considered subject to liquefaction provided they
are systematically compacted to at least 93% of
maximum dry density as determined in
accordance with ASTM Standard Method D1557,
listed in Appendix A or to a relative density of at
least 60% in the case of granular soils having less
than 10% by weight material passing the No. 200
U.S. Sieve.
3. For sites not meeting the above criteria,
studies by a registered design professional shall
be made to determine that the structural loads can
be safely supported. Such studies might include
the following:
• Investigations to establish that the soils at
the site are not subject to liquefaction during
the design earthquake as specified in
780 CMR 1612.0.
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FOUNDATIONS AND RETAINING WALLS
• Design of foundations that will not fail
either by loss of bearing capacity or
excessive settlement if liquefaction occurs.
• Replacement or densification of
liquefaction-susceptible soils such that
liquefaction will not occur.
4. For sites underlain by saturated sands where
lateral sliding (slope instability) may occur,
studies by a registered design professional shall
be made to establish the safety against sliding
during an earthquake with a peak acceleration of
0 12 g and a frequency content similar to that
implied by the modal seismic design coefficient
set forth in 780 CMR 1612.5
5. For sites underlain by saturated silty sands and
inorganic non-plastic silts, studies shall be made
by a registered design professional to determine
the susceptibility to liquefaction of these soils.
1805.4 Vertical pressure The computed vertical
pressure at any level beneath a foundation shall not
exceed the allowable bearing pressure for the
material at that level. Computation of the vertical
pressure in the bearing materials at any depth below
a foundation shall be made on the assumption that
the load is spread uniformly at an angle of 30° with
the vertical; but the area considered as supporting
the load shall not extend beyond the intersection of
30° planes of adjacent foundations
1805.5 Settlement analysis: Whenever a structure
is to be supported by medium or soft clay (materials
of Class 10) or other materials which may be subject
to settlement or consolidation, the settlements of the
structure and of neighboring structures due to
consolidation shall be given careful consideration,
particularly if the subsurface material or the loading
is subject to significant variation The code official
may require a settlement analysis to be made by a
registered design professional when the live and
dead loads of the structure, as specified in this
article, minus the weight of the excavated material,
induce a maximum stress greater than 300 pounds
per square foot at mid-depth of the underlying soft
soil layer.
Settlement analysis will be based on a
computation of the new increase in stress that will be
induced by the structure and realistically appraised
live loads, after deducting the weight of excavated
material under which the soil was fully consolidated.
The effects of fill loads within the building area or
fill and other loads adjacent to the building shall be
included in the settlement analysis. The appraisal of
the live loads may be based on surveys of actual live
loads of existing buildings with similar occupancy.
The soil compressibility shall be determined by a
registered design professional.
1805.6 Disturbance of bearing materials:
Whenever the bearing materials are disturbed from
any cause, for example, by the inward or upward
flow of water and/or by construction activities, the
extent of the disturbance shall be evaluated by a
registered design professional and appropriate
remedial measures satisfactory to the code official
shall be taken.
1805.7 Rock foundations: Where subsurface
explorations at the project site indicate variations or
doubtful characteristics in the structure of the rock
upon which it is proposed to construct foundations,
a sufficient number of borings shall be made to a
depth of not less than ten feet below the level of the
foundations to provide assurance of the soundness of
the foundation stratum and its bearing capacity.
Refer to Table 1804.3 for allowable bearing
pressures and special conditions.
The maximum presumptive loadbearing capacity
of Class 1 or Class 2 rock may be increased where
the surface is leveled or benched, provided that such
increased safe capacity is determined by load tests
on an area of not less than one square foot (0.093
nr) in accordance with the provisions of 780 CMR
1803.0.
780 CMR 1806.0 DEPTH OF FOOTINGS
1806.1 Frost protection: All permanent supports of
buildings and structures larger than 1 00 square feet
(9.3 m2) in area or ten feet (3 m) in height shall
extend to a minimum of four feet (1.2 m) below-
finished grade except when erected upon sound
bedrock or when protected from frost, or when the
foundation grade is established by a registered
design professional and as approved by the code
official. Spread footings of adequate size shall be
provided where necessary to distribute properly the
load within the allowable load bearing value of the
soil. Footings shall not bear on frozen soils.
1806.2 Isolated footings Footings on granular soil
of Classes 7, 8 and 9 of Table 1804.3 and compacted
fill shall be so located that the line drawn between
the lower edges of adjoining footings shall not have
a steeper slope than 30° (0.52 rad) with the
horizontal unless the material supporting the higher
footing is braced or retained or otherwise laterally
supported in an approved manner or a greater slope
has been properly established by a registered design
professional.
1806.3 Depth of spread foundations: The bottom
surface of any footing resting on material of
Classes 5 through 10 of Table 1804.3, shall be at
least 1 8 inches (460 mm) below the lowest ground
surface or the top surface of a floor slab bearing
directly on the soil immediately adjacent to the
footing.
780 CMR 1807.0 FOOTING DESIGN
1807.1 Design loads: The loads to be used in
computing the pressure upon bearing materials
directly underlying foundations shall be the live and
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THE MASSACHUSETTS STATE BUILDING CODE
dead loads of the structure, as specified in 780 CMR
1616 0 including the weight of the foundations and
of any immediately overlying material, but
deducting from the resulting pressure per square foot
the total weight of a one-foot-square column of soil,
including the water in its voids, which extends from
the lowest immediately adjacent surface of the soil
to the bottom of the footing, pier or mat
Foundations shall be constructed so as to resist the
maximum probable hydrostatic pressures.
1807.2 Vibratory loads: Where machinery
operations or other vibrations are transmitted
through the foundation, consideration shall be given
in the footing design to prevent detrimental
disturbances of the soil.
1807.3 Varying unit pressures: Footings shall be
so designed that the unit soil pressure under the dead
load shall be as uniform as possible under all parts
of the building structure. When necessary for
stability in the structure due to settlement or varying
soil conditions, approved variations are permitted in
the unit pressure under different footings.
1807.4 Eccentric loads: Eccentricity of loadings in
foundations shall be fully investigated, and the
maximum pressure on the basis of straight-line
distribution shall not exceed the allowable bearing
pressures
1807.5 Protection of footings: Trenching installed
parallel to footings shall not extend below the line of
a 45° (0.79 rad) angle downward from the
loadbearing plane of the footing.
780 CMR 1808.0 TIMBER FOOTINGS
AND WOOD FOUNDATIONS
1808.1 Timber footings: Timber footings are
permitted for buildings of Type 5 construction and
as otherwise approved. Such footings shall be
treated in accordance with AWPA C2 or C3 listed in
Appendix A. Treated timbers are not required where
placed entirely below permanent water level, or
where used as capping for wood piles which project
above the water level over submerged or marsh
lands. The compressive stresses perpendicular to
grain in untreated timber footings supported upon
piles shall not exceed 70% of the allowable stresses
for the species and grade of timber as specified in
NFoPA NDS listed in Appendix A
1808.2 Pole buildings: Pole-type buildings shall be
designed and erected in accordance with AWPI Pole
Building Design listed in Appendix A. The poles
shall be treated in accordance with AWPA C2 or C4
listed in Appendix A.
1808.3 Wood foundations: Wood foundation
systems shall be designed and installed in
accordance with NFoPA TR7 listed in Appendix A
All lumber and plywood shall be treated in
accordance with AWPA C22 listed in Appendix A
and shall be identified in accordance with 780 CMR
2311.3.1.
^80 CMR 1809.0 STEEL GRHXAGES
1809.1 General: All steel grillage beams shall be
separated with approved steel spacers and shall be
entirely encased in at least three inches (76 mm) of
concrete, and the spaces between the beams shall be
completely filled with concrete or cement grout
Where used on yielding soils, steel grillages shall
rest on approved concrete beds not less than six
inches (152 mm) thick
780 CMR 1810.0 CONCRETE FOOTINGS
1810.1 Concrete strength: Concrete in footings
shall have a specified compressive strength of not
less than 2.500 psi (1.76 kg/mm2) at 28 days.
1810.2 Design: Concrete footings shall comply with
780 CMR 19 and ACI 318 or ACI 318.1 listed in
Appendix A
1810.2.1 Footing seismic ties: Individual spread
footings, located on soil profile type S2, S3 or S4,
in accordance with 780 CMR 1612.4.2, and
supporting buildings assigned to Seismic
Performance Category D, in accordance with
780 CMR 1612.2.7. shall be interconnected by
ties. All ties shall be capable of resisting, in
tension or compression, a force equal to 1 0% of
the larger column dead plus live load. Individual
tie beams are not required when it is demonstrated
that equivalent restraint will be provided by
structural members within slabs on grade or
reinforced concrete slabs on grade or confinement
be competent rock, hard cohesive soils, very
dense granular soils or other approved means.
1810.3 Thickness: The thickness of concrete
footings shall comply with 780 CMR 1810.3.1 and
1810.3.2.
1810.3.1 Plain concrete: In plain concrete
footings, the edge thickness shall not be less than
eight inches (203 mm) for footings on soil; except
that for occupancies of Use Group R-3 and
buildings less than two stories in height of Type 5
construction, the required edge thickness shall be
six inches (152 mm) provided that the footing
does not extend beyond four inches (102 mm) on
either side of the supported wall.
1810.3.2 Reinforced concrete: In reinforced
concrete footings, the thickness above the bottom
reinforcement shall not be less than six inches
(152 mm) for footings on soil. The clear cover on
reinforcement where the concrete is cast against
the earth shall not be less than three inches
(76 mm) Where concrete is exposed to soil after
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
FOUNDATIONS AND RETAINING WALLS
it has been cast, the clear cover shall not be less
than 1/4 inches (38 mm) for reinforcement of
No. 5 bars or s/s-inch (16 mm) diameter wire or
smaller, nor less than two inches (51 mm) for
larger reinforcement.
1810.4 Deposition: Concrete footings shall not be
placed through water unless otherwise approved.
Where placed under or in the presence of water, the
concrete shall be deposited by approved means to
insure minimum segregation of the mix and
negligible turbulence of the water.
1810.5 Protection of concrete: Concrete footings
shall be protected from freezing during depositing
and for a period of not less than five days thereafter.
Water shall not be allowed to flow through the
deposited concrete.
1810.6 Forming of concrete Concrete footings
shall not be cast against the earth where, in the
opinion of the code official, soil conditions warrant
forming. Where forming is required, forming shall
be in accordance with Chapter 6 of ACI 318 listed in
Appendix A
780 CMR 1811.0 MASONRY-UNIT
FOOTINGS
1811.1 Dimensions: Masonry-unit footings shall be
laid in Type M or S mortar complying with
780 CMR 2105.7, and the depth shall not be less
than twice the projection beyond the wall, pier or
column. The width shall not be less than eight
inches (203 mm) wider than the wall supported
thereon.
1811.2 Offsets: The maximum offset of each course
in brick foundation walls stepped up from the
footings shall be 1 'A inches (3"8 mm), if laid in single
courses, and three inches (76 mm), if laid in double
courses.
780 CMR 1812.0 FOUNDATION WALLS
1812.1 Design: Foundation walls shall be designed
to resist frost action and to support safely all vertical
and lateral loads as provided for in 780 CMR 16.
The maximum stresses caused by combined loads
shall be within the values specified for the materials
used in the construction. Unless properly reinforced,
tensile stresses shall not exceed those permitted in
plain masonry.
1812.2 Definitions: The following words and terms
shall, for the purposes of 780 CMR 1812 and as used
elsewhere in 780 CMR, have the meanings shown
herein.
Foundation wall: A wall below the floor nearest
grade which serves as a support for a wall, pier,
column or other structural part of a building.
Retaining wall: A wall designed to resist the lateral
displacement of soil or other material.
1812.3 Minimum thickness The thickness of
foundation walls shall not be less than the thickness
of the wall supported, and the minimum thickness
shall be limited for the various materials of
construction as herein specified. Eight-inch
foundation walls shall be permitted under brick-
veneered frame and under ten-inch cavity walls
where the total height of the wall supported,
including gables, is not more than 20 feet (6 m).
1812.3.1 Reinforced concrete Reinforced
concrete exterior foundations and exterior and
interior basement walls which retain or support
the lateral pressure of earth or water shall not be
less than 71 .■; inches (191 mm) thick.
1812.3.2 Hollow and solid masonry and plain
concrete The thickness of masonry foundation
walls shall not be less than shown in Table
1812.3.2 for the type of foundation used Where
the height of the unbalanced fill (height of
finished ground level above the basement floor or
inside ground level) exceeds eight feet (2 4 m) or
where the equivalent fluid weight of the
unbalanced fill exceeds 30 pounds per cubic foot
l pcf) ( 1 46 kg/m"1) or where the height of the
foundation wall between lateral supports exceeds
eight feet (2.4 m), the foundation wall thickness
shall be determined by structural analysis in
accordance with ACI 530/ASCE 5/ TMS 402 or
ACI 318 1 listed in Appendix A
Table 1812.3.2
THICKNESS OF FOUNDATION WALLS
Maximum depth of
unbalanced fill
(feet)
Foundation w
consirucuc
Thickness
i inches )
Masonn of hollow units
Ungrouted
Masonry of hollow units,
reinforced vertically with
#4 bars and grout at 24"
o.c. Bars located not less
than 4'/i" from pressure
sideofwali
Masonn." of solid units
Plain concrete or
masonn of hollow or
sobd units, fully grouted
Note a. Maximum depths of unbalanced fill shall be
permitted to be increased with the approval of the code
official where soil conditions or local experience warrant
such increase.
Note b. The actual thickness shall not be more than
'/: mch less than the required nominal thickness specified
in the table.
Note c. Other bar sizes and spacings shall be
permitted as determined by structural analysis as required
m ACI 530/ASCE 5/TMS 402 listed m Appendix A.
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Noted 1 inch = 25.4 mm; 1 foot = 304.8 ram.
1812.3.3 Hollow-unit walls: Foundation walls of
approved hollow masonry units shall be provided
with not less than four inches (102 mm) of solid
masonry at girder supports, or shall be
strengthened with buttresses.
1812.3.4 Rubble stone: Foundation walls of
rough or random rubble stone shall not be less
than 16 inches (406 mm) thick.
1812.3.5 Bonding: All foundation walls shall be
bonded as required for superstructure walls in
780 CMR 21 10.0.
1812.4 Increased thickness with depth: Where any
foundation wall, other than a wall that is designed as
a retaining wall, extends more than 12 feet (3.7 m)
below the top of the first floor beams, the thickness
of the wall shall be increased four inches (102 mm)
for each additional 12 feet (3.7 m) or fraction thereof
in depth.
1812.5 Corbels on eight-inch walls: Where an
eight-inch (203 mm) wall is corbelled, the top corbel
shall be a full course of headers at least six inches
(152 mm) in length, extending not higher than the
bottom of the floor framing. The maximum
projection of one unit shall exceed neither Vi of the
depth of the unit nor Vb of its width at right angles to
the face which is offset.
1812.6 Lateral stability: Foundation walls of
buildings and structures which serve as retaining
walls shall conform to the applicable requirements
of 780 CMR 1825.0, and shall be strengthened with
buttresses or additional wall thickness to resist
lateral soil and hydrostatic pressure where subjected
thereto, and to resist seismic loads as required by
780 CMR 1612.4 9.
780 CMR 1813.0 WATERPROOFING
AND DAMPPROOFING
1813.1 Where required: Walls or portions thereof
that retain earth and enclose interior spaces and
floors below grade shall be waterproofed and
dampproofed in accordance with 780 CMR 1813.0,
with the exception of those spaces containing use
groups other than residential and institutional where
such omission is not detrimental to the building or
occupancy.
1813.1.1 Story above grade: Where a basement
is considered a story above grade and the finished
ground level adjacent to the basement wall is
below the basement floor elevation for 25% or
more of the perimeter, the floor and walls shall be
dampproofed in accordance with 780 CMR
1813.3 and a foundation drain shall be installed in
accordance with 780 CMR 1813.5.2. The
foundation drain shall be installed around the
portion of the perimeter where the basement floor
is below ground level. The provisions of
780 CMR 1813.2, 1813.4 and 1813.5.1 shall not
apply in this case.
1813.1.2 Underfloor space The finished ground
level of an underfloor space such as a crawl space
shall not be located below the bottom of the
footings Where there is evidence that the ground
water table rises to within six inches (152 mm) of
the ground level at the outside building perimeter
or where there is evidence that the surface water
does not readily drain from the building site, the
ground level of the underfloor space shall be as
high as the outside finished ground level, unless
an approved drainage system is provided. The
provisions of 780 CMR 1813.2,1813.3. 1813 4,
1813 5 and 1813.6 shall not apply in this case.
1813.2 Ground water table investigation: The
owner or applicant shall perform a subsurface soil
investigation in accordance with 780 CMR 1802.0 to
determine the possibility of the ground water table
rising above the proposed elevation of the floor or
floors below grade
Exception: A subsurface soil investigation shall
not be required where:
i Waterproofing is to be provided;
2 Satisfactory data from adjacent areas are
available which demonstrate that ground water
has not been a problem; or
3 Floodproofing is to be provided in accordance
with 780 CMR 3107.0.
1813.2.1 Ground water control: Where the
ground water table is lowered and maintained at
an elevation not less than six inches (152 mm)
below the bottom of the lowest floor, the floor and
walls shall be dampproofed in accordance with
780 CMR 1813.3. The design of the system to
lower the ground water table shall be based upon
accepted principles of engineering which shall
consider, but not necessarily be limited to:
permeability of the soil; rate at which water enters
the drainage system; rated capacity of pumps;
head against which pumps are to pump; and the
rated capacity of the disposal area of the system.
The design shall also take into account any
adverse impacts on utilities, structures or other
facilities in the vicinity which would result from
the lowering of groundwater levels.
1813.3 Dampproofing required: Where hydrostatic
pressure will not occur as determined by 780 CMR
1813.2, floors and walls for other than wood
foundation systems shall be dampproofed in
accordance with 780 CMR 1813.0 Wood
foundation systems shall be constructed in
accordance with NFoPA TR7 listed in Appendix A.
1813.3.1 Floor applications: The required
dampproofing materials shall be installed between
the floor and the base course required by
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780 CMR 1813.5.1, except where a separate floor
is provided above a concrete slab
1813.3.1.1 Floor dampproofing materials:
Where installed beneath the slab,
dampproofing shall consist of not less than
6-mil (.006 inch; 152 fxm) polyethylene with
joints lapped not less than six inches
(152 mm), or other approved methods or
materials. Where permitted to be installed on
top of the slab, dampproofing shall consist of
mopped-on bitumen, not less than 4-mil
(.004 inch; 102 fj.m) polyethylene, or other
approved methods or materials. Joints in the
membrane shall be lapped and sealed in
accordance with the manufacturer's installation
instructions.
1813.3.2 Walls: Dampproofing materials shall be
installed on the exterior surface of walls and shall
extend from the top of the footing to above
ground level
1813.3.2.1 Surface preparation of walls:
Prior to application of dampproofing materials
on concrete walls, all holes and recesses
resulting from the removal of form ties shall be
sealed with a bituminous material or other
approved methods or materials. Unit masonry
walls shall be parged on the exterior surface
below ground level with not less than % inch
(10 mm) of portland cement mortar. The
parging shall be coved at the footing.
Exception: Parging of unit masonry walls is
not required where a material is approved
for direct application to the masonry.
1813.3.2.2 Wall dampproofing materials:
Dampproofing shall consist of a bituminous
material, three pounds per square yard of
acrylic modified cement, Vs-inch coat of
surface-bonding mortar complying with ASTM
C887 listed in Appendix A, any of the
materials permitted for waterproofing by
780 CMR 1813.4.2.2, or other approved
methods or materials.
1813.4 Waterproofing required: Where the ground
water investigation required by 780 CMR 1813.2
indicates that a hydrostatic pressure condition exists,
walls and floors shall be waterproofed in accordance
with 780 CMR 1813.4.
1813.4.1 Floors: Floors required to be
waterproofed shall be of concrete, designed and
constructed to withstand the hydrostatic pressures
to which the floors will be subjected.
1813.4.1.1 Floor waterproofing materials
Waterproofing shall be accomplished by
placing a membrane of rubberized asphalt,
butyl rubber, neoprene, or not less than 6-mil
(.006 inch; 152 ^m) polyvinyl chloride or
polyethylene with joints lapped not less than
six inches (152 mm) or other approved
materials under the slab Joints in the
membrane shall be lapped and sealed in
accordance with the manufacturer's installation
instructions.
1813.4.2 Walls: Walls required to be
waterproofed shall be of concrete or masonry and
shall be designed and constructed to withstand the
hydrostatic pressures and other lateral loads to
which the walls will be subjected.
1813.4.2.1 Surface preparation of walls:
Prior to the application of waterproofing
materials on concrete or masonry walls, the
walls shall be prepared in accordance with
780 CMR 1813.3.2.1.
1813.4.2.2 Wall waterproofing materials:
Waterproofing shall be applied from the
bottom of the wall to not less than 1 2 inches
(305 mm) above the maximum elevation of the
ground water table. The remainder of the wall
shall be dampproofed in accordance with
780 CMR 1813.3.2.2. Waterproofing shall
consist of two-ply hot-mopped felts, not less
than 6-mil (.006-inch; 152-/^m) polyvinyl
chloride, 40-mil (040-inch; 1 mm) polymer-
modified asphalt, 6-mil (006-inch; 152-fj.m)
polyethylene or other approved methods or
materials capable of bridging nonstructural
cracks. Joints in the membrane shall be lapped
and sealed in accordance with the
manufacturer's installation instructions.
1813.4.3 Joints and penetrations: Joints in walls
and floors, joints between the walls and floor, and
penetrations of the wall and floor shall be made
water tight utilizing approved methods and
materials.
1813.5 Subsoil drainage system: Where a
hydrostatic pressure condition does not exist,
dampproofing shall be provided and a base shall be
installed under the floor and a drain installed around
the foundation perimeter A subsoil drainage system
designed and constructed in accordance with
780 CMR 1813.2.1 shall be deemed adequate for
lowering the groundwater table.
1813.5.1 Floor base: Floors of basements, except
as provided for in 780 CMR 1813.1.1, shall be
placed over a base course not less than four inches
(102 mm) in thickness that consists of gravel or
crushed stone containing not more than 10% of
material that passes through a No. 4 sieve.
Exception: Where a site is located in well-
drained gravel or sand/gravel mixture soils, a
floor base is not required
1813.5.2 Foundation drain: A drain shall be
placed around the perimeter of a foundation that
consists of gravel or crushed stone containing not
more than 10% material that passes through a
No. 4 sieve. The drain shall extend a minimum of
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12 inches (102 mm) beyond the outside edge of
the footing. The thickness shall be such that the
bottom of the drain is not higher than the bottom
of the base under the floor, and that the top of the
drain is not less than six inches ( 1 52 mm) above
the top of the footing. The top of the drain shall
be covered with an approved filter membrane
material Where a drain tile or perforated pipe is
used, the invert of the pipe or tile shall not be
higher than the top of the lowest floor elevation.
The top of joints shall be protected with an
approved filter membrane material. The pipe or
tile shall be placed on not less than two inches
(5 1 mm) of gravel or crushed stone complying
with 780 CMR 1813.5.1, and shall be covered
with not less than six inches (152 mm) of the
same material.
1813.5.3 Drainage disposal The floor base and
foundation perimeter drain shall discharge by
gravity or mechanical means into an approved
drainage system that complies with the plumbing
code (248 CMR) listed in Appendix A.
Exception: Where a site is located in well-
drained gravel or sand/gravel mixture soils, a
dedicated drainage system is not required.
1813.6 Placement of backfill: The excavation
outside the foundation shall be backfilled with soil
that is free of organic material, construction debris
and large rocks. The backfill shall be placed in lifts
and compacted in a manner which does not damage
the foundation, the waterproofing or the
dampproofing material.
1813.7 Site grading: The ground immediately
adjacent to the foundation shall be sloped away from
the building at a slope of not less than one unit
vertical in 12 units horizontal (1: 12) for a minimum
distance of eight feet (2.4 m) measured perpendicu-
lar to the face of the wall or an approved alternate
method of diverting water away from the foundation
shall be used. The procedure utilized to establish the
final ground level adjacent to the foundation shall
account for all additional settlement of the backfill
1813.8 Erosion protection: Where water impacts
the ground from the edge of the roof, downspout,
scupper or other rainwater collection or diversion
device, provisions shall be made to prevent soil
erosion and direct the water away from the
foundation.
780 CMR 1814.0 MAT, RAFT AND
FLOAT FOUNDATIONS
1814.1 General: Mat, raft and float foundations
shall only be used where the applied loads of the
building or structure are so arranged as to result in
practically uniformly balanced loading, and the soil
immediately below the mat is of uniform
loadbearing capacity. The characteristics of the soil
under the mat or raft shall be considered in the
analysis of loading on mats and other continuous
footings, and due allowance shall be made for
possible concentrated soil pressures under heavily
loaded columns.
1814.2 Settlement Analysis The design of floating
foundations shall include a settlement analysis in
accordance with the provisions on 780 CMR
1805.5.
780 CMR 1815.0 PEER FOUNDATIONS
1815.1 General: A foundation pier is here defined
as a structural member which extends to satisfactory
bearing materials to develop support by end bearing
and/or friction in those materials. The pier shall be
constructed by advancing a hole to the required
depth using non-displacement methods and filling
the hole with reinforced or plain concrete 780 CMR
1815 0 includes foundation types referred to as
drilled piers, drilled shafts and caissons, including
both circular and non-circular foundation elements.
Uncased piles installed by the hollow stem auger
method are included in 780 CMR 1820.2. Augered
uncased piles.
The minimum dimension of the pier shall be no
less than 12 inches (305 mm). The base may be
enlarged by belling to increase the bearing area.
1815.1.1 Special types of piers: Types of piers
not specifically covered by the provisions of
780 CMR 1815.0 may be permitted, subject to the
approval of the code official, upon the submission
of acceptable test data and design and
construction information prepared by a registered
design professional stating that the pier
installation is adequate to fulfill the design
requirements.
1815.2 Seismic design
1815.2.1 Foundation ties: Pier foundations shall
be interconnected by ties capable of resisting, in
tension or compression, a force equal to 1 0% of
the larger column dead plus live load Individual
tie beams are not required when it is demonstrated
that equivalent restraint will be provided by
structural members within slabs on grade or
reinforced concrete slabs on grade or confinement
by competent rock, hard cohesive soils, dense
granular soils or other approved means.
1815.2.2 Seismic reinforcement: Cast in place
concrete piers shall have minimum reinforcement
of 0.25% of the minimum pier design cross-
sectional area for buildings assigned to Seismic
Performance Category C, and a minimum
reinforcement of 0.50% for buildings assigned to
Seismic Performance Category D in accordance
with 780 CMR 1612.2.7. The minimum pier
design cross-sectional area is that area determined
in accordance with 780 CMR 1815.6. (The actual
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constructed cross-sectional area may be larger.)
The reinforcing shall be placed in the top V% of the
pier length or extend ten feet (3 m) from the top of
the pier, whichever is the longer length.
For Seismic Performance Category C
buildings, the pier reinforcing shall be a minimum
of four longitudinal bars with closed ties, or
equivalent spirals, having a minimum diameter of
Vt inch. The ties shall be provided at a maximum
spacing of 16 times the longitudinal reinforcing
bar diameter and shall enclose an area of concrete
sufficient to confine the minimum design cross-
sectional concrete area. The maximum tie
spacing in the top two feet (0.6 m) of the pier
length shall be four inches (102 mm). Tie
detailing shall be in accordance with 780 CMR
1903.4
For Seismic Performance Category D
buildings, the pier reinforcing shall be a minimum
of four longitudinal bars with closed ties, or
equivalent spirals, having a minimum diameter of
% inch, for piers with a diameter of 20 inches
(508 mm) or less; and a minimum tie diameter of
Vz inch, for piers with a diameter more than 20
inches (508 mm). The ties shall be provided at a
maximum spacing of eight times the longitudinal
reinforcing bar diameter. The maximum tie
spacing in the top four feet (1.2 m) of the pier
length shall be three inches (76 mm). Tie
detailing shall be in accordance with 780 CMR
1903.5.
Exception: Pier ties are not required where
spiral welded metal casing is used, provided
the casing has thickness of not less than 0 068
inch (1.7 mm), and is adequately protected
from corrosion due to soil, changing water
levels, or other subgrade conditions indicated
by the site soil investigation
1815.2.3 Pier cap connection: All piers shall be
connected to the pier cap so that pier
reinforcement is embedded in the cap for a
distance equal to the development length as
specified in ACI 318 listed in Appendix A. Field-
placed dowels anchored in the concrete piers are
acceptable. The development length to be
provided is the full development length of the
reinforcement for compression without reduction
in length for excess area.
1815.2.4 Alternative detailing: Alternative
measures for laterally confining concrete and
maintaining toughness and ductile-like behavior
at the top of the pier shall be permitted provided
consideration is given to forcing the hinge to
occur in the confined region.
1815.3 Installation: In unstable soils, a temporary
casing or slurry shall be used to stabilize the
excavation. When a slurry is used to stabilize the
excavation, the level and quality of the slurry shall
be monitored and controlled to maintain stability of
the shaft and the bearing surface.
1815.4 Enlarged bases: Bell-shaped bases shall
have a minimum edge thickness of four inches
(102 mm) The bell roof shall slope not "less than
60° with the horizontal unless the base is designed
in accordance with ACI 336 listed in Appendix A
(hereinafter ACI 336).
1815.5 Placement of concrete Concrete may be
dropped into the pier from the ground surface
provided nc more than three inches (76 mm) of
water remains in the bottom and the concrete will
free-fall vertically without obstruction. The concrete
shall be placed in a rapid, continuous operation and
controlled such that the concrete does not segregate
1815.5.1 No piers shall be installed near a
concreted pier until the concrete has set
sufficiently to avoid damage to the concreted pier
1815.5.2 For piers without enlarged bases,
concrete or grout may be placed through still
water or slurry. A properly operated tremie or
pumping method shall be used. Samples of the
slurry shall be tested to determine the properties
prior to placing concrete in each pier. The
quality, consistency, and density of the slurry
shall be controlled to ensure that there will be
free-flow of concrete from the tremie pipe. The
concrete must be placed such that all water, slurry
and contaminated concrete below design cutoff
level is displaced.
1815.5.3 For piers with enlarged bases, the
concrete may be placed under slurry, based upon
the recommendations of a registered design
professional and with the approval of the code
official. The specific soil or rock conditions,
equipment and procedures used shall be taken into
account.
1815.5.4 A suitable method shall be employed to
verify that the entire length of the shaft is
completely filled with concrete. Such means shall
include the ability to determine the incremental
volumes of concrete installed in relation to
calculated shaft volume.
1815.6 Design stresses. Foundation piers may be
designed as concrete columns with continuous
lateral support below the soil level. The unit
compressive stress in the concrete shall not exceed
33% of the 28 day strength of the concrete or
1,600 psi, whichever is less. The unit compressive
stress in the steel reinforcement or the permanent
steei casing shall not exceed 40% of the yield
strength of the steel or 24,000 psi, whichever is less.
Permanent steel casing which is used as structural
reinforcement shall be protected against corrosion in
accordance with 780 CMR 1816 4 1
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1815.7 Alignment: When the center of the cross
section of a foundation pier at any level deviates
from the resultant of all forces more than 1/50 of its
height, or more than 1/10 of its diameter, it shall be
reinforced as provided in ACI 336. The restraining
effect of the surrounding soil may be taken into
account.
1815.8 Allowable bearing pressure: The allowable
bearing pressure on the bottom of the pier shall be in
accordance with 780 CMR 1804.3 Additional load
may be carried by using higher bearing pressures
than allowed by 780 CMR 1804.3 and/or by friction
on the sides of the pier embedded in suitable bearing
material based on recommendations by a registered
design professional and subject to the approval of
the code official. Such recommendations shall be
based on the results of load tests or other suitable
tests or analyses carried out to measure side friction
and/or end bearing of piers installed in the same
bearing stratum.
1815.9 Minimum spacing: The minimum center-to-
center spacing between adjacent piers designed for
friction support shall be not less than two times the
shaft diameter.
1815.10 Special provisions: For piers with shaft
diameter less than 24 inches (610 mm), the
following special provisions shall apply:
1815.10.1 For piers with temporary casing
extending to the bottom, the concrete may be
poured from the top in accordance with 780 CMR
1815.5.
1815.10.2: For all other cases, piers shall be filled
from the bottom upward through a tremie or
concrete pump tube in accordance with 780 CMR
1815.5.2
1815.11 Records: The owner shall engage a
registered design professional to monitor the
installation of the piers. The design professional or
his representative, qualified by training and
experience, shall be present at all times while
foundation piers are being installed, to observe and
test the bearing material in place, to verify the pier
dimensions and to observe concrete placement.
When direct inspection of the bearing surface is
impossible, a suitable method shall be employed to
verify the condition of the bearing material and to
make the measurements and tests. Records of all
observations, tests and dimensions shall be signed
by the registered design professional and a copy
shall be filed in the office of the code official.
780 CMR 1816.0 PILE FOUNDATIONS
1816.1 Investigation: Pile foundations shall be
designed and installed on the basis of a foundation
investigation and report conducted in accordance
with 780 CMR 1802.0. The investigation shall
include borings, test pits or other subsurface
explorations at locations and depths sufficient to
determine the position, thickness and adequacy of
the loadbearing soils and demonstrate that there are
no compressible soil deposits below the bearing
stratum which would adversely affect the structure,
except where sufficient data upon which to base the
design and installation are available from other
sources. In addition, the building site shall be
investigated for all conditions which might promote
deterioration of pile foundations, in order to satisfy
the requirements of 780 CMR 1816 4 The
investigation and report shall include, but not be
limited to. the following:
1. Recommended pile types and installed
capacities;
2. Driving criteria;
3. Installation and field inspection procedures;
4 Pile load test requirements,
5 Durability of pile materials; and
6 Designation of loadbearing stratum or strata.
1816.2 Special piles: Types of piles not specifically
covered by the provisions of 780 CMR 1816.0 may
be permitted, subject to the approval of the code
official, upon the submission of acceptable test data
and design and construction information prepared by
a registered design professional stating that the pile
installation is adequate to fulfill the design
requirements.
1816.3 Pile bending seismic design: Piling for
buildings assigned to Seismic Performance
Category D, in accordance with 780 CMR 1612.2.7,
shall be designed for the maximum imposed
curvatures resulting from seismic forces on free-
standing piles where the piles are located in loose
granular soils or in soil-profile type S3 or S4. in
accordance with 780 CMR 1612.4.2. The piles shall
be designed and detailed in accordance with the
special moment frame requirements of 780 CMR
1903.3.3 or 780. CMR 2203.2 for a length equal to
120% of the flexural length The flexural length
shall be the distance from the point of fixity to the
pile cap.
1816.4 Protection of pile materials: Where boring
records, previous experience, or site conditions
indicate possible deleterious action on pile materials
because of soil constituents, changing water levels
or other factors, the pile materials shall be
adequately protected by approved materials,
methods or processes. Protective materials shall be
applied to the piles so as not to be rendered
ineffective by driving.
1816.4.1 Steel and steel-concrete piles: At
locations where steel and steel-concrete piles will
be in contact with any material which is corrosive
to the steel, one of the following procedures shall
be used for protection, or any other method which
will satisfy the requirements of the code official:
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1 Remove all objectionable material
2 Effectively protect the steel surface from
pile cutoff grade to a grade 15 feet (4.6 m)
below the bottom of the objectionable material
by means of:
a. cathodic protection as approved by the
code official;
b an approved encasement of not less than
three inches (76 mm) of dense concrete;
c an effective protective coating subject to
the approval of the code official; or
d providing an excess steel thickness of Ve
inch (3.2 mm) beyond design requirements
on all exposed steel surfaces.
1816.4.2 Timber piles: The preservative
treatment of timber piles shall comply with the
provisions of 780 CMR 1822.2.
1816.5 Lateral support: Any soil shall be deemed
to afford sufficient lateral support to permit the
design of any type of pile as a short column When
piles are driven through soil which will be removed
subsequent to the completion of the foundation, the
resistance offered by such material shall not be
considered to contribute to the lateral supporting
capacity.
1816.5.1 Column action: The portion of a pile
that is not laterally supported shall be designed as
a column in accordance with 780 CMR 19 taking
into consideration the conditions of end fixity
1816.6 Group action: In cohesive soils, the
compressive load capacity of a group of friction
piles shall be analyzed by a generally accepted
engineering method, and, where such analysis
indicates, the individual allowable pile load shall be
reduced accordingly.
1816.7 Stability
1816.7.1 Wall foundations: All piles in wall
foundations shall be staggered about the center of
gravity of the wall load at a minimum distance of
Vz the pile top diameter therefrom. A foundation
wall restrained laterally so as to ensure stability
both during and after construction may be
supported by a single row of piles.
1816.7.2 Columns. Individual columns supported
on piles shall be designed for eccentricity between
the column and the centroid of the supporting
piles equal to a minimum of three inches (76 mm)
or the actual eccentricity, whichever is greater.
The design shall account for such eccentricity
through one of the following methods.
a. By supporting the column on a minimum of
three piles in a triangular pattern.
b. By designing walls, grade beams or
structural floors to resist the bending moment
induced by the eccentricity.
c. By designing the piles, column or both to
resist the bending moment induced by the
eccentricity and providing adequate lateral
restraint at the top of the piles to resist the
lateral thrust due to the bending moment.
1816.8 Structural integrity Piles shall be installed
in such a manner and sequence as to prevent
distortion or damage to piles being installed or
already in place, to the extent that such distortion or
damage affects the structural integrity of the piles.
When piles have been damaged in driving, or have
been driven in locations and alignment other than
those indicated on the plans, or have capacities less
than required by the design, the affected pile groups
and pile caps shall be investigated, and if necessary,
the pile groups or pile caps shall be redesigned or
additional piles shall be driven to replace the
defective piles.
1816.9 Spacing: The minimum center-to-center
spacing of piles shall be not less than twice the
average diameter of a round pile, nor less than 1%
times the diagonal dimension of a rectangular pile.
When driven to or penetrating into rock, the spacing
shall be not less than 24 inches (610 mm) When
receiving principal support from end-bearing on
materials other than rock or through frictional
resistance, the spacing shall be not less than 30
inches (762 mm) or as provided in 780 CMR
1820.4 6 for Pressure Injected Footings.
1816.10 Splices: Splices shall be avoided insomuch
as practicable. When used, slices shall be
constructed so as to provide and maintain true
alignment and position of the component parts of the
pile during installation and subsequent thereto, and
shall be of adequate strength to transmit the vertical
and lateral loads and moments occurring at the
location of the splice during driving and under
service loading. Splices shall develop not less than
50% of the capacity of the pile in bending.
Additionally, all pile splices occurring in the upper
ten feet (3 m) of the embedded portion of the pile
shall be capable of resisting at allowable working
stresses the moment and shear that results from an
assumed eccentricity of the pile load of three inches
(76 mm); or the pile shall be braced in accordance
with 780 CMR 1816.7 to other piles that do not have
splices in the upper ten feet (3 m) of embedment.
1816.11 Pile caps: Pile caps shall be of reinforced
concrete. The soil immediately below the pile cap
shall not be considered as carrying any vertical load.
The tops of all piles shall be embedded not less than
three inches (76 mm) into pile caps, and the caps
shall extend at least four inches (102 mm) beyond
the edges of all piles. The tops of all piles shall be
cut back to sound material before capping.
1816.11.1 Pile cap seismic connection: All
concrete piles shall be connected to the pile cap so
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accordance with 780 CMR 1612.1.7. so that
reinforcement is embedded in the pile cap for a
distance equal to the development length as
specified in ACI 318 listed in Appendix A
Field-placed dowels anchored in the concrete
piles are acceptable The development length to
be provided is the full development length for
compression without reduction in length for
excess area. Where seismic confinement
reinforcement at the top of the pile is required,
alternative measures for laterally confining
concrete and maintaining toughness and ductile-
like behavior at the top of the pile shall be
permitted provided consideration is given to
forcing the hinge to occur in the confined region.
Where a minimum length for reinforcement or
the extent of closely spaced confinement
reinforcement is specified at the top of the pile,
provisions shall be made so that those specified
lengths or extents are maintained after pile
cut-off
1816.11.2 Pile foundation seismic ties Piles or
pile caps shall be interconnected by ties capable
of resisting, in tension or compression, a force
equal to 10% of the larger column dead plus live
load Individual tie beams are not required when
it is demonstrated that equivalent restraint will be
provided by structural members within slabs on
grade or reinforced concrete slabs on grade or
confinement by competent rock, cohesive soils,
very dense granular soils or other approved
means.
1816.12 Pre-excavation: Jetting, augering and other
methods of pre-excavation must be approved by the
code official and carried out in the same manner as
used for piles subject to load test and in a manner
which will not impair the carrying capacity of the
piles already in place or the safety of existing
adjacent structures. Pre-excavation shall be of the
same method as carried out on piles subject to load
tests. Immediately after completion of jetting or
augering, the pile shall be advanced to the maximum
depth of pre-excavation and driven below this depth
to the required load resistance. Where load tests are
required, pre-excavation of test piles will be of the
same manner as proposed for production piles.
1816.13 Inspection: The owner shall engage a
registered design professional who shall submit his
qualifications in writing to the code official. This
design professional, or his representative, who must
be qualified by experience and training, shall be
present at all times while piles are being driven to
observe all work in connection with the piles The
design professional or his representative shall make
an accurate record of the material and the principal
dimensions of each pile, of the weight and fall of the
ram, the type, size and make of hammer, cushion
blocks, the number of blows per minute, the energy
per blow, the number of blows per inch for the last
six inches (150 mm) of driving, together with the
grades at point and cutoff and any other pertinent
details. A copy of these records shall be signed by
the registered design professional, and filed in the
office of the code official.
1816.14 Identification All pile materials shall be
identified for conformity to the specified grade with
this identification maintained continuously from the
point of manufacture to the point of installation or
shall be tested by an approved agency to determine
conformity to the specified grade and the approved
agency shall furnish an affidavit of compliance to
the code official .
1816.15 Pile location plan: A plan showing the
location and designation of all piles by an
identification system shall be filed with the code
official prior to installation of such piles. All
detailed records for individual piles shall bear an
identification corresponding to that shown on the
plan
1816.16 Use of existing piles: Piles left in place
where a structure has been demolished shall not be
used for the support of new construction unless
satisfactory evidence is submitted to the code
official which indicates that the piles are sound and
meet all of the requirements of 780 CMR. Such
piles shall be load tested or redriven to verify their
capacities. The design load applied to such piles
shall be the lowest allowable load as determined by
tests or redriving data.
1816.17 Pile driveability: Pile cross sections shall
be of sufficient size and strength to withstand
handling and driving stresses without damage to the
pile and to provide sufficient stiffness to transmit the
required driving forces. Driven piles of uniform
cross section or tapered piles shall have a minimum
nominal diameter of eight inches (200 mm) except
as provided in 780 CMR 1820.6.4 for small diameter
grouted piles, 780 CMR 1822.3.3 for timber piles
and 780 CMR 1821.1 for precast concrete piles
Tapered shoes or points of lesser dimensions may be
attached to the pile unit.
1816.18 Pile heave: Adequate provision shall be
made to observe pile heave. Accurate reference
points shall be established on each pile immediately
after installation; for cast-in-place piles with unfilled
corrugated shells, the reference point shall be at the
bottom of the pile If, following the installation of
other piles in the vicinity, heaving of XA inch (13
mm) or more occurs, the heaved piles shall be re-
driven to develop the required capacity and
penetration, or the capacity of the pile may be
verified by load tests in accordance with
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1816.19 Settlement analysis: The settlement of
individual piles or groups of piles shall be estimated
based upon approved methods of analysis and in
accordance with 780 CMR 1805.2.2. The predicted
settlement shall neither cause harmful distortion of
or instability in the structure, nor cause any stresses
to exceed allowable values.
1816.20 Use of vibratory drivers: Vibratory drivers
shall only be used to install piles where the pile load
capacity is verified by load tests in accordance with
780 CMR 1817.4. The installation of production
piles shall be controlled according to power
consumption, rate of penetration or other approved
means that assure pile capacities equal to or
exceeding those of the test piles.
1816.21 Installation sequence: Piles shall be
installed in such sequence as to avoid compacting
the surrounding soil to the extent that other piles
cannot be installed properly, and to prevent ground
movements that could damage adjacent structures.
780 CMR 1817.0 ALLOWABLE PILE LOADS
1817.1 General: The allowable load on piles shall
be determined by the applicable formulas complying
with accepted engineering practice or load tests as
stated herein. The maximum load capacity shall be
limited by the supporting capacity as obtained from
bearing upon or embedment in bearing materials as
defined in 780 CMR 1804.0 and 1805.0, but the load
shall not exceed the capacity of the pile designed in
accordance with the provisions of 780 CMR 1817.0
and the Code provisions for the construction
materials involved.
The allowable load on a pile shall not be limited
to load obtained by multiplying its point area by the
allowable bearing pressure given in 780 CMR
1804.3.
1817.2 Piles in subsiding areas: Where piles are
driven through subsiding fills or other subsiding
strata and derive support from underlying firmer
materials, the downward friction forces which are
imposed on the piles by the subsiding upper strata
shall be included in the design.
1817.3 Determination of allowable load: In the
absence of pile load tests performed in accordance
with 780 CMR 1817.4, the load on a single pile,
except for the pile types covered in 780 CMR 1820.2
(augered uncased piles), 780 CMR 1820.4 (pressure
injected footings) and 780 CMR 1824.0 (steel-core
caissons), shall not exceed the higher of the two
values determined in accordance with 780 CMR
1817.3.1 (driving formula) or 780 CMR 1817.3.2
(friction formula in clay). Loads on jacked piles
shall be determined in accordance with 1817.3.3.
1817.3.1 Driving formula:
1. Where the design load capacity of the pile
does not exceed 50 tons, the allowable load
may be computed by means of the following
driving formula:
s + c
where—
R = allowable pile load in pounds;
E = energy per blow in foot-pounds;
S = penetration of last blow or average
penetration of last few blows expressed in
inches; and
C = constant equal to 1.0 for drop hammer
and 0. 1 for steam or air hammer.
2. When the design load capacity of a pile
exceeds 50 tons, the required driving resistance
shall be increased above that required by the
driving formula in 780 CMR 1817.3.1 based on
load tests or past experience under similar
conditions.
3. The value of S must be determined with the
hammer operating at 100% of the rated number
of blows per minute for which the hammer is
designed.
4. Any driving resistance developed in strata
overlying the bearing material shall be
discounted.
5. If the driving of the pile has been
interrupted for more than one hour, the value
of S shall not be determined until the pile is
driven at least an additional 12 inches
(305 mm), except when it encounters refusal
on or is in a material of Classes 1 through 6.
6. When any pile is driven through a layer of
gravel, sand or hard clay exceeding five feet in
thickness, and through an underlying soft
stratum to reach the bearing stratum, the
bearing capacity shall not be determined in
accordance with the driving formula, unless
jetting is used during the entire driving of the
pile through the layer of gravel, sand or hard
clay or unless a hole is pre-excavated through
said layer for each pile.
1817.3.2 Friction formula in clay: Where the
design load does not exceed 22 tons, the
allowable load on a pile stopped in soil of
Material Class 10 (Table 1804.3) of medium to
hard consistency may be based on a friction value
of 500 psf of embedded pile surface. Higher
design loads or other friction values shall be
determined by pile load tests in accordance with
780 CMR 1817.4 or 1817.7.
The embedded length shall be the length of the
pile below the surface of the Class 10 soil or
below the surface of immediately overlying
satisfactory bearing material. The area of
embedded pile surface shall be computed by
multiplying the embedded length by the perimeter
of the smallest circle or polygon that can be
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circumscribed around the average section of the
embedded length of the pile. The method of
determining the allowable load described in
780 CMR 1817.3.2 shall not be used for a pile in
which the drive pipe is withdrawn or for piles
which are driven through the clay to or into firmer
bearing materials.
In case these piles are in clusters, the allowable
load shall be computed for the smaller of the
following two areas: the sum of the embedded
pile surfaces of individual piles; or the area
obtained by multiplying the perimeter of the
polygon circumscribing the cluster at the surface
of the satisfactory bearing material by the average
embedded length of the piles.
1817.3.3 Jacked piles:
1. Not less than 10% of jacked piles shall be
load-tested to twice the design load (load test
piles). All other jacked piles shall be founded
in the same bearing stratum as the load test
piles and shall be proof-loaded to 125% of
design load (production piles).
2. For production piles, the 125% of design
load shall be maintained for at least 30
minutes. Acceptability criteria: during final
15 minutes of load, the rate is not progressive
(plot is linear or decreasing when settlement is
plotted against logarithm of time); and the rate
of settlement is equal to or less than that
observed for load test piles during the
corresponding time period under 125% of
design load.
3. Settlement readings shall be plotted after
one, two, four, eight, and 15 minutes, and at
15-minute intervals thereafter. Load shall be
maintained on production piles until
acceptability criteria are met.
4. For load test piles, the load shall be applied
directly to 125% of design load and maintained
for not less than 30 minutes, and until the
settlement rate is not progressive (as defined
above). Load shall then be increased to twice
the design load and maintained constant for not
less than four hours. Settlement during the
four hour period shall not exceed 0.050 inches
(1.3 mm).
In the event that settlement exceeds 0.050
inches (1.3 mm) in four hours, the pile shall be
deemed unacceptable for Vz of the final load.
The allowable load on the rejected pile may be
established by performing an additional load
test at the lesser design load. The design load
shall not exceed !4 the load maintained for a
four hour period during which time settlement
did not exceed 0.050 inches (1.3 mm).
1817.4 Compression load test: Where the design
load for any pile is in doubt or where the proposed
design load for any pile, including pressure injected
footings, exceeds 50 tons or exceeds the value
determined in accordance with 780 CMR 1817.3.2
(friction formula in clay), one or more pile load tests
shall be performed on representative piles in
accordance with 780 CMR 1817.0.
The results of the load test can be applied to other
piles within the area of substantially similar subsoil
conditions as that for the test pile, providing the
performance of the test pile has been satisfactory and
the remaining piles are of the same type, shape and
size as the test pile and are installed using the same
methods and equipment and are driven into the same
bearing strata as the load-tested pile to an equal or
greater penetration resistance.
For design loads between 50 and 120 tons, pile
load tests may be waived by the code official, where
justified, upon submittal of substantiating data
prepared by a registered design professional which
include experience and/or performance records for
the proposed pile installation under similar soil and
loading conditions.
1817.4.1 Required test load: A single pile shall
be load-tested to not less than twice the allowable
design load. When two or more piles are to be
tested as a group, the total load shall be not less
than IVi times the allowable design load for the
group.
In no case should the load reaching the top of
the bearing stratum under maximum test load for
a single pile or pile group be less than the
following:
Case A-piles designed as end-bearing piles:
100% of the allowable design load.
Case B-piles designed as friction piles:
150% of the allowable design load.
For piles designed as combination end-bearing
and friction piles, Case A applies if the pile is
designed to support more than 50% of its design
in bearing; otherwise, Case B applies.
1817.4.2 Internal instrumentation: The test pile
shall be instrumented in accordance with the
requirements in paragraph 4.4. 1 of ASTM Dl 143
listed in Appendix A (hereinafter ASTM D 1 143)
to enable measurement or computation of the load
in the pile where it enters the bearing stratum.
For piles containing concrete, instrumentation
shall be installed in the test pile to permit direct
measurement of the elastic modulus of the pile.
This requirement is waived for the following
cases:
1. The test pile is installed within a casing
that extends to within ten feet above the
bearing stratum.
2. The pile to be tested has been functioning
satisfactorily under load for a period of one
year or more.
3. The pile is 30 feet long or less and no
appreciable load will be supported above the
bearing stratum.
1817.4.3 Loading procedure: Pile load tests shall
be conducted in accordance with ASTM Dl 143,
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Standard Method of Testing Piles Under Static
Axial Compressive Load, except that Section 5,
Loading Procedures, shall be deleted and replaced
by the following provisions:
1 . Apply 25% of the allowable design load
every lA hour. Longer time increments may be
used, but each time increment should be the
same. In no case shall a load be changed in the
rate of settlement is not decreasing with time.
2. At 200% of the allowable design load (or
150% for pile groups), maintain the load for a
minimum of one hour and until the settlement
(measured at the lowest point on the pile at
which measurements are made) over a one-
hour period is not greater than 0.01 in.
3. Remove 50% of the design load every 15
minutes until zero load is reached. Longer
time increments may be used, but each should
be the same.
4 Measure rebound at zero load for a
minimum of one hour.
5. For each load increment or decrement, take
readings at the top of the pile and on the
internal instrumentation at one, two, four, eight
and 15 minutes and at 15-minute intervals
thereafter.
A load greater than 200% of the allowable design
load (or 150% of the allowable design load for
pile groups) may be applied at the top of the pile,
using the above loading procedure, to ensure that
780 CMR 1817.4.1 is fulfilled. Other optional
methods listed in ASTM Dl 143 may be approved
by the code official upon submittal in advance of
satisfactory justification prepared by a registered
design professional who is qualified in this field.
1817.4.4 Selection of design load: Provided that
the allowable design load does not exceed the
load allowed in 780 CMR 1817.0 for the type of
pile and provided that the allowable design load
does not exceed 100% of the load supported in the
bearing stratum (or % of the load supported in the
bearing stratum for friction piles or pile groups)
when the maximum test load is applied, then the
allowable design load shall be the greater of the
following:
1 . Allowable design load based on settlement
during loading: 50% of the applied test load
which causes a gross settlement at the pile
cutoff grade equal to the sum of: a) the
theoretical elastic compression of the pile in
inches assuming all the load on the butt is
transmitted to the tip, plus b) 0.15 inch
(3.8 mm), plus c) 1% of the pile tip diameter or
pile width in inches. If the settlements are so
small that the load-settlement curve does not
intersect the failure criterion, the allowable
design load shall be 50% of the maximum test
load.
2 Allowable design load based on the net
settlement after rebound: 50% of the applied
test load which results in a net settlement at the
top of the pile of Vz inch (13 mm) after rebound
for a minimum of one hour at zero load
1817.5 Use of higher allowable stresses: Higher
stresses than those permitted in 780 CMR 1817 for
various pile materials may be approved by the code
official based upon the submission of substantiating
data and analyses which justify such higher stresses.
The data shall be presented in a report prepared by
a registered design professional experienced in
geotechnical aspects of foundation design and shall
include, as applicable: the results of the soil
investigation, dynamic analyses of the pile behavior,
pile load tests, analyses of load transfer during
testing and prediction of pile performance during
long term service.
1817.6 Lateral load tests: The allowable load on
piles subject to lateral load shall be verified by test
unless it is waived by the code official. Pile load
tests may be waived by the code official, where
justified, upon submittal of substantiating data which
include experience and/or performance records for
pile installations under similar soil and loading
conditions prepared by a registered design
professional experienced in geotechnical aspects of
foundation design.
1817.6.1 Required test load: A single pile shall
be load tested to not less than 200% of the design
lateral load.
1817.6.2 Test setup and loading procedure: The
load test setup instrumentation and loading
procedure shall be in accordance with ASTM
D3966 listed in Appendix A
1817.6.3 Selection of design load: The design
load shall be selected by the responsible
registered design professional, based upon
interpretation of the load-deflection data from the
load test.
1817.7 Tension load tests: The allowable load on
piles in tension shall be verified by test unless it is
waived by the code official Pile load test may be
waived by the code official, where justified, upon
submittal of substantiating data which includes
experience and/or performance records for pile
installations under similar soil and loading
conditions prepared by a registered design
professional experienced in the geotechnical aspects
of foundation design.
1817.7.1 Required load test: A single pile or a
pile group shall be load tested to not less than
200% of the design load for transient loads (i.e.:
earthquake and wind) and 250% for sustained
loads.
1817.7.2 Test setup and loading procedure: The
load test setup, instrumentation and loading
procedure shall be in accordance with ASTM
D3689.
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1817.7.3 Selection of design load: Provided the
allowable design load does not exceed the
allowable stresses in the pile materials, the
allowable design load shall be the lower of the
following:
1. 50% (for transient loads) or 40% (for
sustained loads) of the applied test load which
results in a net upward movement of 14 inch at
the top of the pile after removal of the
maximum test load (The gross upward
movement minus the rebound movement).
2. 50% (for transient loads) or 40% (for
sustained loads) of the applied test load which
results in continuous upward movement with
no increase in load.
1817.8 Bearing capacity: Individual piles and
groups of piles shall develop ultimate load capacities
of at least twice the design working loads in the
designated bearing layers. Where weaker materials
underlie the load bearing material into which the
piles are driven, the allowable pile load shall be
limited by the provision that the vertical pressures in
such underlying materials produced by the loads on
all piles in a foundation shall not exceed the
allowable bearing pressures of such materials as
provided in Table 1804.3 or as established by
analysis, applying accepted principles of soil
mechanics. Piles or pile groups shall be assumed to
transfer their loads to the underlying materials by
spreading the load uniformly at an angle of 60° with
the horizontal, starting at a polygon circumscribing
the piles at the top of the satisfactory bearing
material in which they are embedded; but the area
considered as supporting the load shall not extend
beyond the intersection of the 60° planes of adjacent
piles or pile groups.
1817.9 Bent piles: The load bearing capacity of
piles discovered to have a sharp or sweeping bend
shall be determined by an approved method of
analysis or by load testing a representative pile.
1817.10 Overloads on piles: The maximum
compressive load on any pile due to mislocation
shall not exceed 1 10% of the allowable design load.
780 CMR 1818.0 STRUCTURAL
STEEL PILES
1818.1 Materials: Structural steel piles and fully
welded steel piles fabricated from plates shall
conform to ASTM A36, A252, A283, A572 or A588
listed in Appendix A.
1818.2 Allowable stress: The allowable design
compressive stress shall not exceed 35% of the
minimum specified yield strength of the steel nor
12,600 psi. The maximum allowable design stress
shall be limited to 50% of the minimum specified
yield strength of the steel where higher stresses are
substantiated by 780 CMR 1817 5.
1818.3 Pile cap seismic connection: All structural
steel piles shall be connected to the pile cap for
buildings assigned to Seismic Performance
Category D, in accordance with 780 CMR 1612.2 7.
The connection between the pile cap and the
structural steel piles shall be designed for a tensile
force equal to 10% of the pile compression design
load.
1818.4 Dimensions of H-piles Sections of H-piles
shall comply with the criteria of 780 CMR 1818 4.1
through 1818.4.4.
1818.4.1 Flanges The flange projections shall not
exceed 14 times the minimum thickness of metal
in either the flange or the web. and the flange
widths shall not be less than 80% of the depth of
the section.
1818.4.2 Depth: The nominal depth in the
direction of the web shall not be less than eight
inches
1818.4.3 Thickness: Flanges and webs shall have
a minimum nominal thickness of % inch
(9.5 mm).
1818.4.4 Tip reinforcement: The tips of all
steei H piles having a thickness of metal less than
5/10 inches (12.7 mm) which are driven to end
bearing on rock of Classes 1 through 3 by an
impact hammer shall be reinforced. The
installation of all steel H piles by impact hammer
to end bearing on rock of Classes 1 through 3
shall be conducted so as to terminate driving
when the pile reaches refusal on the rock surface.
780 CMR 1819.0 CONCRETE-FILLED
STEEL PIPE AND TUBE PI1 ES
1819.1 Material: Steel pipe and tube piles shall
conform to ASTM A252 or A283 listed in
Appendix A Concrete shall conform to 780 CMR
1820.1.1.
1819.2 Allowable stress
1819.2.1 Top driven piles: The allowable design
compressive stress in the concrete shall not
exceed 25% of the 28-day compressive strength of
the concrete or 1,100 pounds per square inch
whichever is smaller. The maximum allowable
compressive stress in the steel shall not exceed
9,000psi.
1819.2.2 Mandrel driven piles: For piles
installed with mandrels which transmit driving
stresses to the bottom of the steel pipe, the
allowable design compressive stress in the
concrete shall not exceed 33% of the 28-day
specified compressive strength. The allowable
design compressive stress in the steel shall not
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exceed 35% of the minimum specified yield strength
of the steel. The maximum allowable design stress
shall be limited to 50% of the minimum specified
yield strength of the steel where higher stresses are
substantiated by 780 CMR 1817.
1819.3 Reinforcement: Reinforcement steel shall
conform to 780 CMR 1820. 1.2. Reinforcement shall
not be placed within one inch (25 mm) of the steel
casing.
1819.3.1 Pile cap seismic connection: All
concrete-filled steel pipe and tube piles shall have
minimum reinforcement of 1% of the pile
cross-sectional area. The longitudinal reinforce-
ment shall be provided in the top of the pile with
a length equal to two times the required cap
embedment anchorage into the pile cap.
1819.4 Minimum dimensions: Piles shall have a
nominal outside diameter of not less than eight
inches (203 mm) and a minimum wall thickness of
1/10 inch (2.5 mm), except that for piles driven open
ended, the nominal outside diameter shall not be less
than ten inches (254 mm) and the wall thickness not
less than V* inch (6 4 mm) for diameters less than 14
inches (356 mm) and % inch (9.5 mm) for diameters
greater than 14 inches. Pipe of lesser wall thickness
may be used if a suitable cast steel cutting shoe is
provided.
1819.5 Placing concrete: The placement of concrete
shall conform to 780 CMR 1820.1.3 and 1820.5.
780 CMR 1820.0 CAST-IN-PLACE
CONCRETE PILES
1820.1 General: 780 CMR 1820.0 includes augered
uncased piles, pressure injected footings (enlarged
base piles), cased poured piles, and small diameter
grouted piles Unless otherwise noted, the materials,
reinforcing and installation shall conform to
780 CMR." 1820.1.1 through 1820.1.3.
1820.1.1 Material. All concrete shall have a
28-day specified compressive strength (/'J of not
less than 3,000 psi (2. 1 1 kg/mm2). The maximum
size of coarse aggregate for all concrete shall be %
inch (19 mm), and the concrete shall have a slump
of four to seven inches (102 mm to 178 mm). If
concrete is to be pumped, the mix design
including slump shall be adjusted to produce a
pumpable concrete.
1820.1.2 Reinforcement: Except for steel dowels
embedded five feet (1.5 m) or less in the pile and
as provided for in 780 CMR 1820.2 and 1820.6.
reinforcement, where required, shall be assembled
and tied together and shall be placed in the pile as
a unit before the reinforced portion of the pile is
filled with concrete.
1820.1.2.1 Seismic reinforcement: All
cast-in-place concrete piles shall have
minimum reinforcement of 0.25% of the pile
cross-sectional area for buildings assigned to
Seismic Performance Category C, and a
minimum reinforcement of 0.50% for buildings
assigned to Seismic Performance Category: D
in accordance with 780 CMR 1612.2.7 The
reinforcing shall be placed in the top Vs of the
pile length or extend ten feet (3 m) from the
top of the pile, whichever is the longer length.
For Seismic Performance Category C
buildings, the pile reinforcing shall be a
minimum of four longitudinal bars with closed
ties, or equivalent spirals, having a minimum
diameter of Vt inch. The ties shall be provided
at a maximum spacing of 16 times the
longitudinal reinforcing bar diameter. The
maximum tie spacing in the top two feet
(610 mm) of the pile length shall be four inches
(102 mm). Tie detailing shall be in accordance
with 780 CMR 1903.4
For Seismic Performance Category D
buildings, the pile reinforcing shall be
minimum of four longitudinal bars with closed
ties, or equivalent spirals, having a minimum
diameter of % inch, for piles with a diameter of
20 inches (205 mm) or less, and a minimum tie
diameter of '/: inch, for piles with a diameter
more than 20 inches (508 mm). The ties shall
be provided at a minimum spacing of eight
times the longitudinal reinforcing bar diameter
The maximum tie spacing in the top four feei
(1.2 m) of the pile length shall be three inches
(76 mm)
Exception: Pile ties are not required where
spiral welded metal casing is used, provided
the casing has thickness as follows: for
Seismic Performance Category C buildings,
0.058 inch (1.5 mm) and for Category D
buildings, 0.070 inch (1.8 mm). The steel
casings must be adequately protected from
corrosion due to soil, changing water levels,
or other subgrade conditions indicated by
the site soil investigation.
1820.1.3 Installation: For all cased piles, the
inside of the pipe or casing shall be thoroughly
cleaned to the bottom and visually inspected prior
to filling with concrete. The piles shall be poured
in such a manner as to exclude all foreign matter
and to assure a well-formed unit of full cross-
section. The concreting shall be subject to the
following limitations.
1 . The diameter shall not vary more than 20%
from the specified value.
2. Concrete shall not be placed through water
except where tremie methods are approved.
3. When depositing concrete from the top of
the pile, the concrete flow shall be rapid and
continuous, and centered at the top of the pile.
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4. After filling with concrete, the top ten feet
(3 m) shall be thoroughly rodded.
5. No pile shall be installed within a distance
of nine feet (2.7 m) from a pile which has been
filled with concrete for less than 12 hours,
unless approved.
1820.2 Augered uncased piles:
1820.2.1 Definition: An augered uncased pile is
defined as a structural member installed utilizing
a hollow-stem auger no less than 12 inches
(305 mm) in outside diameter which extends to
satisfactory bearing materials to develop support
by end bearing and/or friction in those materials.
1820.2.2 Pile diameter: The design pile
diameter shall be taken as the outside diameter of
the hollow stem auger.
1820.2.3 Allowable design stresses: Except as
provided in 780 CMR 1817.5, the design stresses
shall not exceed the following values:
1. For compression loads: The maximum
allowable design stress on the cement grout or
concrete shall be 33% of the specified 28- day
unconfined compressive strength, but not
exceeding 1,600 psi The maximum allowable
design stress on the steel reinforcing, including
permanent steel casing, shall be 40% of the
minimum specified yield strength, but not
exceeding 24,000 psi.
2. For tension loads: The maximum allowable
design tensile stress on the steel reinforcing
shall be 60% of the minimum specified yield
strength. The allowable design tensile stress
on the cement grout shall be zero.
1820.2.4 Reinforcement: Reinforcement shall
be as required in 780 CMR 1820.1., except
reinforcement may be placed after withdrawal of
the auger where approved by the code official.
1820.2.4.1 Concrete cover: The minimum
concrete cover shall be 2'/2 inches (64 mm) for
uncased shafts and one inch (25 mm) for cased
shafts.
1820.2.4.2 Corrosion protection: Corrosion
protection shall be as detailed in 780 CMR
1820.6.6.
1820.2.5 Minimum spacing: The minimum
center-to-center spacing between adjacent piles
shall not be less than 30 inches (760 mm) or two
times the pile diameter, whichever is greater. In
addition, for groups of friction piles, the overall
circumference of a pile group shall exceed the
sum of the circumferences of all of the individual
piles within the group.
1820.2.6 Installation: Augered uncased piles
shall be formed by advancing a closed-end
continuous-flight hollow-stem auger of uniform
diameter through unsuitable material and into a
satisfactory bearing material followed by removal
of the tip closure and pumping cement grout or
concrete through the hollow-stem while the
hollow-stem auger is extracted. During
advancement, the hollow-stem auger shall be
rotated rapidly such that the material through
which the auger is being advanced is removed by
the auger flights and is not displaced laterally by
the auger During withdrawal, if the hollow stem
auger is rotated, it shall be rotated in a positive
(advancing) direction.
1 The grout or concrete shall be pumped
under continuous pressure and in one
continuous operation. Grout or concrete pump
pressures shall be measured and maintained at
all times sufficiently high to offset hydrostatic
and lateral earth pressures The rate of
withdrawal of the auger shall be carefully
controlled to exclude all foreign matter and
ensure that the augered hole is completely
filled with grout or concrete as the auger is
withdrawn. The actual volume of grout or
concrete pumped into each hole shall be equal
to, or greater than , the theoretical volume of
the augered hole.
2. If the grouting or concreting process of any
pile is interrupted, or a loss of concreting
pressure occurs, the pile shall be redrilled to its
original depth plus six inches ( 1 52 mm) (unless
bearing on rock) and filled from the bottom.
3. Augered uncased piles shall not be installed
within six pile diameters (center-to-center) of
a pile filled with grout or concrete less than 24-
hours old except where approved by the code
official.
1820.2.7 Records: The owner shall engage a
registered design professional to monitor the
installation of augered uncased piles in
accordance with 780 CMR 1816.13. The design
professional or his representative shall make an
accurate record of the installation equipment used,
pile dimensions, grout or concrete volumes,
reinforcement, interruptions or delays in pile
installation, and all other pertinent installation
data
1820.2.8 Instrumentation: The continuous-
flight auger rig utilized to install augered uncased
piles shall be equipped with data logging
equipment that automatically monitors and
produces a real-time printout of depth, grout or
concrete pressure, grout or concrete flow, and rate
of auger withdrawal. The automatic monitoring
equipment shall immediately indicate to the
equipment operator, and record on the printed
record, any instance during the withdrawal of the
hollow-stem auger where the rate of auger
withdrawal times the theoretical pile cross-
sectional area exceeds the rate of grout or
concrete placement. A printed instrumentation
readout for each pile shall be provided to the
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FOUNDATIONS AND RETAINING WALLS
design professional's representative upon
completion of each pile.
1820.3 Driven uncased pile: No provisions.
1820.4 Pressure-injected footings: (Enlarged base
piles)
1820.4.1 Materials: Concrete shall satisfy the
provisions of 780 CMR 1820.1.1. Compacted
concrete shall have a zero slump. Reinforcement
shall be as provided in 780 CMR 1820. 1.2.
1820.4.2 Allowable design stresses: The
maximum allowable design stress on shaft
concrete shall be 33% of the 28-day strength, but
not exceeding 1,600 psi. The maximum allowable
design stress on permanent steel casing, if at least
1/10-inch (2.5 mm) thick, and on steel reinforcing
shall be 40% of the minimum specified yield
strength, but not exceeding 24,000 psi.
1820.4.3 Installation: The installation of
pressure-injected footings shall fulfill the
following requirements:
1820.4.3.1 Base:
1 . The enlarged base of a pressure-injected
footing shall be formed on or in bearing
materials of Classes 1 to 9 inclusive. The
Class 9 material (fine sand) shall have a
maximum of 1 5% by weight finer than the
No. 200 mesh sieve and shall be non-plastic,
unless satisfactory load test results or other
substantiating data are submitted to, and
approved by, the code official.
2. The compacted concrete placement shall
be in measured batches, to establish impact
energy required per unit volume of concrete.
A minimum of one Standard Batch Volume
of concrete, as defined in Table 1820.4,
shall be injected in' the base, after expulsion
of the concrete plug or boot used to close
the tube during the driving process.
1820.4.3.2 Shaft installation:
1820.4.3.2.1 Uncased compacted-concrete
shaft:
1. Concrete shall be placed at zero
slump, in small batches, and shall be
compacted in place in a controlled
manner as the drive-tube is withdrawn.
2. Pressure injected footings formed
through soils of Classes 10 and 11,
located less than nine feet or within the
heave range from an uncased shaft, shall
be pre-drilled through such soil.
3. An uncased compacted-concrete shaft
shall not be formed through very soft to
soft soils of Classes 10 and 1 1. The code
official may waive this requirement based
upon satisfactory evidence prepared by a
registered design professional that the
soil has sufficient strength for proper
shaft construction.
4. A suitable method shall be employed
by the contractor and the design
professional to verify and record that the
entire length of the shaft is completely
filled with concrete. Such means shall
include the ability to determine the
incremental volume of concrete installed
in relation to the calculated shaft volume.
1820.4.3.2.2Uncased high-slump concrete
shaft:
1. Concrete shall be placed at not less
than eight-inch slump, except that slump
as low as four inches may be allowed if
adequate vibration is applied to the drive-
tube during the entire withdrawal process.
During withdrawal, the level of concrete
within the tube shall have a positive
differential head over external soil and
water pressures at all times.
2. The shaft shall be provided with full-
length reinforcing steel anchored in the
enlarged base. At a minimum, provide a
cage with four, full length, number five
reinforcing bars evenly spaced near the
shaft perimeter.
3. Pressure injected footings located less
than nine feet (2.7 m) from a completed
uncased high-slump shaft shall not be
installed until at least 12 hours after shaft
pour.
4. A suitable method shall be employed
by the contractor and the design
professional to verify and record that the
entire length of the shaft is completely
filled with concrete. Such means shall
include the ability to determine the
incremental volume of concrete installed
in relation to the calculated shaft volume.
1820.4.3.2.3 Cased shaft:
1. The permanent metal casing shall be
fastened to the enlarged base in such a
manner that the two will not separate.
2. Concrete shall be placed in the same
manner as for cased poured concrete
piles. The requirements of 780 CMR
1820.1.3 shall apply.
1820.4.4 Loadbearing capacity:
1 . Pile loadbearing capacity shall be verified
by load tests as required in 780 CMR 1817.4.
2. For loads up to 120 tons, the allowable load
may be computed by the following formula:
R- BxEr%
Where:
R = allowable load in pounds;
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B =average number of blows required to
inject one cubic foot of concrete, during
injectio.i of the last batch;
E =Energy per blow in foot-pounds;
C =constant; and
V =total volume of base concrete in cubic
feet.
The values of R E, and C shall conform to
Table 1820.4 unless other values are
determined by load test, in which case the
latter values shall control. Use of Table 1820.4
is limited by the provisions of 780 CMR
1817.4.
The value ofV shall include an allowance of
one Standard Batch Volume of concrete, if
concrete is used in the tube during the driving
process, plus the additional volume of concrete
injected during formation of the base.
3. During injection of the last batch of concrete
in the base, the height of concrete within the
drive tube shall not be more than Vb of the
drive-tube inside diameter.
TABLE 1820.4
R
(tons)
Energy, E
(foot-pounds)
C
Standard Batch
Volume
(cubic feet)
over 100
51 to 100
25 to 50
140,000
100,000
60.000
18
:. is
30
5
: 5
1820.4.5 Loading: The load on pressure-injected
footings shall be limited by the provisions of
780 CMR 1817.8 except that the circumscribing
polygon shall start at the junction of the shaft and
the enlarged base, and the bearing area shall be
taken at planes six feet or more below the
junction, or at the top of weaker material,
whichever is higher.
1820.4.6 Spacing: The center-to-center spacing
of pressure-injected footings with uncased shafts
shall be not less than 2'/2 times the outside
diameter of the drive tube and not less than VA
feet. The center-to-center spacing of pressure-
injected footings with cased shafts shall be not
less than three times the shaft diameter.
1820.5 Cased poured concrete piles: Steel-cased
piles shall comply with the requirements of
780 CMR 1820.5.1 through 1820.5.4.
1820.5.1 Materials: Concrete shall satisfy the
provisions of 780 CMR 1 820. 1.1. Pile shells or
casings shall be of steel and shall be sufficiently
strong to resist collapse and sufficiently water
tight to exclude any foreign materials during the
placing of concrete. The shape of the pile may be
cylindrical, or conical, or a combination thereof,
or it may be a succession of cylinders of equal
length, with the change in diameter of adjoining
cylinders not exceeding one inch.
1820.5.2 Allowable design stresses: The load on
cased poured concrete piles shall be as provided
in 780 CMR 1817.0 and shall not exceed the load
computed on the basis of 33% of the 28-day
strength of the concrete, nor 1,600 psi when
applied to the cross-sectional area computed on
the following basis:
1. For metal-cased piles driven to and into
materials of Classes 1 to 4 inclusive, using the
diameter measured one foot (0.3 m) above the
point, except that when the rock is immediately
overlain by a bearing stratum consisting of one
or a combination of bearing materials of
Classes 5, 6, and 7, using the diameter at the
surface of the bearing stratum.
2. For metal-cased piles, driven through
compressible materials including Classes 10
and 1 1 and into a bearing stratum consisting of
one or a combination of bearing materials of
Classes 5-9 inclusive, using the diameter at the
surface of the bearing stratum.
1820.5.3 Installation: Piles shall have steel shells
or casings which are mandrel-driven their full
length in contact with the surrounding soil, left
permanently in place and filled with concrete.
The requirements of 780 CMR 1820.1.3 shall
apply.
1820.6 Small diameter grouted piles:
1820.6.1 General: 780 CMR 1820.6 covers
grouted cast-in-place piles which are less than 12
inches (305 mm) in diameter and in which all or
a portion of the pile is cast directly against the soil
without permanent casing.
1820.6.2 Materials: Concrete or sand-cement
grout shall satisfy the provisions of 780 CMR
1820.1.1.
1820.6.3 Allowable load: The load on small
diameter grouted piles shall not exceed the
allowable load computed on the basis of the
allowable stresses given in 780 CMR 1820.2.3
and the requirements of 780 CMR 1820.6.3. 1 and
1820.6.3.2.
1820.6.3.1 Minimum reinforcing: The steel
reinforcing shall be designed to carry the
following minimum percentage of the design
compression load:
1. For a pile or a portion of a pile grouted
inside a temporary casing, grouted inside a
hole drilled into rock, or grouted with a
hollow-stem auger, the reinforcing steel
shall be designed to carry not less than 40%
of the design compression load.
2. For a pile or a portion of a pile grouteJ
in an open drill hole without temporary or
permanent casing or grouted within
materials of Classes 1 through 5, the pile
shall be designed to carry the entire design
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FOUNDATIONS AND RETAINING WALLS
compression load on the reinforcing steel.
If a steel pipe section is used for reinforcing,
any portion of the cement grout enclosed
within the pipe may also be included at the
allowable stress for the grout.
1820.6.3.2 Load test: For all design loads, the
allowable load shall be determined by load
tests in accordance with 780 CMR 1817.4.
Load tests may be waived by the code official
based on substantiating data and analyses
prepared by a registered design professional
1820.6.3.3 Alternative load test procedure
for friction piles: For piles designed as friction
piles, the friction capacity in compression may
be verified by load testing in tension. The
tension load test shall be performed in
accordance with 780 CMR 1817.7, with the
following exceptions:
1. The test pile must be cased or left
ungrouted down to the top of the bearing
stratum in a manner which will ensure that
no friction resistance is developed above
the bearing stratum.
2. The maximum design load shall be
taken as 50% of the applied test load which
results in a movement under load of Vi inch
(13 mm) at the pile tip. The movement at
the pile tip shall be a.) measured directly by
a tell-tale or b.) computed by deducting the
theoretical elastic elongation of the pile
from the displacement measured at the top
of the pile.
1820.6.4 Installation: The pile may be formed in
a hole advanced by rotary or rotary percussive
drilling methods (with or without temporary-
casing), by a hollow-stem auger, or by driving a
temporary casing. The pile shall be grouted with
a fluid cement grout. The grout shall be pumped
through a tremie pipe extending to the bottom of
the pile until grout of suitable quality returns at
the top of the pile.
The following requirements apply to specific
installation methods:
1 . Piles grouted with temporary casing: For
piles grouted inside a temporary casing, the
reinforcing steel shall be inserted prior to
withdrawal of the casing. The casing shall be
withdrawn in a controlled manner with the
grout level maintained at the top of the pile, to
ensure that the grout completely fills the drill
hole. During withdrawal of the casing, the
grout level inside the casing shall be monitored
to check that the flow of grout inside the casing
is not obstructed.
2. Piles grouted without temporary casing:
For a pile or portion of a pile grouted in an
open drill hole in soil without temporary
casing, the minimum design diameter of the
drill hole shall be verified by a suitable device
immediately prior to grouting. The reinforcing
steel shall be inserted prior to grouting
3. Piles grouted with hollow-stem augers: For
piles installed with a hollow-stem auger, the
grout shall be pumped under continuous
pressure, and the rate of withdrawal of the
auger shall be carefully controlled to ensure
that the hole is completely filled with grout as
the auger is withdrawn. The actual volume of
grout pumped for each one foot (0.3 m) of
withdrawal of the auger shall be recorded and
must be equal to or greater than the theoretical
volume. The reinforcing steel shall be inserted
prior to withdrawal of the auger.
4. For piles designed for end bearing, a
suitable means shall be employed to verify that
the bearing surface is properly cleaned prior to
grouting.
5. Subsequent piles shall not be drilled or
driven near piles that have been grouted until
the grout has had sufficient time to harden.
1820.6.5 Pile diameter: The design pile diameter
shall be taken as:
1 . The outside diameter of the temporary
casing; or
2. The diameter of a full circumferential drill
bit attached to the bottom of the temporary
casing; or
3. The outside diameter of the hollow-stem
auger, or
4. The borehole diameter verified by suitable
measurements made immediately prior to
grouting.
1820.6.6 Corrosion protection:
1. Minimum grout cover: Where steel
reinforcing is not enclosed inside a permanent
casing, centralizers shall be provided on the
reinforcing to ensure a minimum grout cover of
one inch (25 mm) in soil and !4 inch (13 mm)
in rock. Grout cover requirements may be
reduced when the reinforcing steel is provided
with a suitable protective coating.
2. Permanent steel casing that is used as
structural reinforcing shall be protected in
accordance with the provisions of 780 CMR
1816.4.2.
3. For piles subjected to sustained tension
loading in corrosive environments, the
reinforcing steel shall be protected by a
suitable protective coating or encapsulation
method.
1820.6.7 Records The owner shall engage a
registered design professional to observe the
installation of the piles in accordance with
780 CMR 1816 13. The design professional or
his representative shall make an accurate record
of the installation equipment used, pile
dimensions, grouting volumes and procedures
used and all other pertinent installation data.
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THE MASSACHUSETTS STATE BUILDING CODE
780 CMR 1821.0 PRECAST CONCRETE
PDJES
1821.1 Design and manufacture: All piles shall be
designed and manufactured in accordance with
accepted engineering practice to resist all stresses
induced by handling, driving and service loads The
minimum lateral dimension shall be ten inches
(254 mm). All corners of square piles shall be
chamfered Longitudinal steel shall be arranged in
a symmetrical pattern and shall be laterally tied with
steel ties or wire spiral spaced not more than three
inches (76 mm) apart, center to center, for a distance
of two feet (610 mm) from the ends of the pile; and
not more than six inches (152 mm) elsewhere except
that at the ends of each pile, the first five ties or
spirals shall be spaced one inch (25 mm) center to
center When driven to or into bearing materials of
Classes 1 to 6 inclusive, or through materials
containing boulders, piles shall have metal tips of
approved design.
1821.1.1 Installation: All piles shall be handled
and driven so as not to cause injury or
overstressing which affects durability or strength
1821.2 Reinforced piles: Reinforced precast
concrete piles shall conform to 780 CMR 1821.2. 1
through 1821.2.5.
1821.2.1 Design: The minimum amount of
longitudinal reinforcement shall be 2% of the
concrete section and shall consist of at least four
bars.
1821.2.2 Material: All concrete shall have a
28-day specified compressive strength (/'c) of not
less than 4,000 psi (2.81 kg/mm2).
1821.2.3 Allowable stress: The allowable
compressive stress in the concrete shall not
exceed 33% of the 28-day specified compressive
strength (/'J nor 1,600 psi applied to the gross
cross-sectional area of the pile.
1821.2.4 Concrete cover: All pile reinforcement
shall have a concrete cover of not less than two
inches (5 1 mm), except that piles exposed to sea
water shall have a minimum protective concrete
cover of three inches (76 mm).
1821.2.5 Installation: A precast concrete pile
shall not be driven before the concrete has
attained a compressive strength of at least 3,000
psi (2. 1 1 kg/mm2), but not less than such strength
sufficient to withstand handling and driving
forces.
1821.3 Prestressed piles: Prestressed concrete piles
shall conform to the requirements of 780 CMR
1821.3.1 through 1821.3.6.
1821.3.1 Design: The effective prestress in the
pile shall not be less than 700 psi (0.49 kg/mm2).
1821.3.2 Material: Prestressing steel shall
conform to ASTM A416 listed in Appendix A.
All concrete shall have a 28-day specified
compressive strength (/'J of not less than 5,000
psi (3.52 kg/mm2).
1821.3.3 Allowable stress: The maximum
allowable design compressive stress (/c) in
concrete shall be determined as follows:
/c = 0.33 /', - 0.27 /^
where f'c is the 28-day compressive strength and
/^ is the effective prestress on the gross area of
the pile section, however, 0.33 f\ shall not
exceed 1,600 psi
1821.3.4 Installation: A prestressed pile shall not
be driven before the concrete has attained a
compressive strength of at least 4,000 psi (2.81
kg/mm2), but not less than such strength
sufficient to withstand handling and driving
forces.
1821.3.5 Pile cap seismic connection:
Prestressed pile connection to the pile cap shall be
in accordance with the requirements of 780 CMR
1816.11 1 or by extension of the pile reinforcing
strand into the pile cap The embedment into the
pile cap shall develop the strength of the
reinforcing strand Prestressed pile cap
connections in buildings assigned to Seismic
Performance Category D, in accordance with
780 CMR 1612.2.7, shall not be by development
of exposed strand.
1821.3.6 Spiral seismic reinforcing: The upper
two feet of the pile immediately below the pile
cap shall have No. 3 ties minimum at not over
four-inch spacing, or equivalent spirals. The
spiral reinforcement in prestressed piles for
buildings assigned to Seismic Performance
Category D, in accordance with 780 CMR
1612.2.7, shall not be less than 0.6% for the full
length of the pile where subjected to vertical loads
only or where the design bending moment does
not exceed 20% of the unfactored ultimate
moment capacity at balanced strain conditions
computed in accordance with ACI 318 listed in
Appendix A -
780 CMR 1822.0 TIMBER PRES
1822.1 Materials: Round timber piles shall conform
to ASTM D25 listed in Appendix A. Round timber
piling shall be new longleaf, shortleaf, loblolly or
slash species of Southern pine, oak, Douglas fir or
other woods of similar strength and physical
characteristics.
1822.2 Preservative treatment: Timber piles used
to support permanent structures shall be pressure
treated in accordance with AWPA C3 listed in
Appendix A for round timber piles. Preservative-
treated timber piles shall be subject to a quality
control program administered by an approved
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
FOUNDATIONS AND RETAINING WALLS
agency. Pile cutoffs shall be treated in accordance
with AWPA M4 listed in Appendix A.
1822.3 Allowable load:
1822.3.1 Allowable stress: The allowable stress
in the timber shall not exceed 1,000 psi in
compression at the critical cross-sectional area
taken at the top of the bearing stratum Piles
designed for end bearing on materials of Classes 1
through 5 shall be designed for a maximum stress
of 500 psi in compression on the pile cross-
sectional area at the tip.
1822.3.2 Maximum Load: The load on timber
piles shall not exceed the allowable load specified
in 780 CMR 1817.0 nor 35 tons, whichever is
smaller
1822.3.3 Minimum dimensions Timber piles
shall be sized to conform to the minimum tip sizes
as specified in ASTM D25 but no less than six
inches (152 mm) in diameter at the tip.
1822.4 Precautions during driving:
1822.4.1 Hammer energy Pile hammer energy
shall be selected to prevent damage to the pile, but
in no case shall the maximum hammer energy, as
rated by the manufacturer, exceed 18,000 ft. lbs.
For end bearing piles, on materials of Class 1
through 5. the maximum hammer energy shall be
reduced.
1822.4.2 Driving resistance: Driving shall be
stopped immediately when abrupt high resistance
to penetration is encountered. Any sudden
decrease in driving resistance of an end-supported
timber pile shall be investigated with regard to the
possibility of damage. If the sudden decrease in
driving resistance cannot be correlated to
loadbearing data, the pile shall be removed for
inspection or rejected.
780 CMR 1823.0 COMPOSITE PILES
1823.1 Design: Composite piles consisting of two or
more approved pile types shall be designed to meet
the conditions of installation.
1823.2 Limitation of load: The maximum allowable
load shall be limited by the capacity of the weakest
section incorporated in the pile.
1823.3 Splices: Splices between concrete and steel
or wood sections shall be designed to prevent
separation both before and after the concrete portion
has set, and to insure the alignment and transmission
of the total pile load. Splices shall be designed to
resist uplift caused by upheaval during driving of
adjacent piles, and shall develop the fiill
compressive strength and not less than 50% of the
tension and bending strength of the weaker section.
780 CMR 1824.0 CONCRETE-FILLED PIPE
WITH STEEL CORE CAISSONS
1824.1 Construction: These units shall consist of a
shaft section of concrete-filled pipe extended to and
firmly seated in bedrock of Classes 1 or 2 with an
uncased socket drilled into the bedrock which is
filled with cement grout. A steel core shall be
centered in the shaft and shall extend through the
cement grout to the bottom of the socket
1824.2 Rock socket: A socket, approximately the
inside diameter of the pipe, shall be made in bedrock
of Classes 1 or 2 to a depth that will assure load
transfer when computed for bearing on the bottom
surface of the socket in accordance with 780 CMR
1803.0, 1807.0 and 1817.0 acting together with a
bond stress on the perimeter surface of the socket.
The socket design stress shall be determined by a
registered design professsional based upon
foundation investigation study in accordance with
780 CMR 1816, but in no case will the design bond
stress on the perimeter of the socket exceed 200 psi.
Load tests, in accordance with 780 CMR 1817.4,
may be required by the code official if foundation
investigation data are judged insufficient to verify
the selected bond stress. The minimum socket depth
shall be at least equal to the diameter of the pipe.
Before placement of concrete, the socket and pipe
shall be thoroughly cleaned and the rock inspected
by a registered design professional or his qualified
representative.
1824.3 Seismic reinforcement: All piles designed
under 780 CMR 1824.0 shall have seismic
reinforcement required by 780 CMR 1820.1.2.1.
1824.4 Material: Pipe and steel cores shall conform
to the material requirements in 780 CMR 1818.0.
Pipe shall have a minimum diameter of 18inches
(457 mm) and a minimum wall thickness of % inch
(9.5 mm) and shall be fitted with a suitable steel
driving shoe welded to the bottom of the pipe. All
concrete shall have a 28-day specified compressive
strength (/'^ of not less than 4,000 psi (2.81
kg/mm ). The concrete mix shall be designed and
proportioned so as to produce a cohesive workable
mix with a slump of four inches (102 mm) to six
inches (152 mm).
1824.5 Structural core: The gross cross-sectional
area of the structural steel core shall not exceed 25%
of the gross area of the caisson. The minimum
clearance between the structural core and the pipe
shall be two inches (5 1 mm). If cores are to be
spliced, the ends shall be milled or ground to
provide full contact and shall be full-depth welded
1824.6 Allowable stress: The allowable design
compressive stresses shall not exceed the following:
concrete, 0.33 /' ; steel pipe, 0.35 / ■ and structural
steel core, 0.50 /_,.
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1824.7 Installation: The rock socket and pile shall
be thoroughly cleaned of all foreign materials before
filling with cement grout and concrete. Steel cores
shall be bedded in cement grout at the base of the
rock socket.
1824.8 Spacing: The minimum center-to-center
spacing shall be not less than 2Vz times the outside
diameter of the steel shell.
overturning, sliding, excessive foundation pressure
and water uplift. Retaining walls shall be designed
to resist seismic loads in accordance with 780 CMR
1612.49.
1825.3 Hydrostatic pressure: Unless drainage is
provided, the hydrostatic head of the water pressure
shall be assumed to be equal to the height of the
wall.
780 CMR 1825.0 RETAINING WALLS
1825.1 General: Walls built to retain or support the
lateral pressure of earth or water or other
superimposed loads shall be designed and-
constructed of approved masonry, reinforced
concrete, steel sheet piling or other approved
materials within the allowable stresses specified in
780 CMR 23 11 .7.
1825.2 Design: Retaining walls shall be designed to
resist the pressure of the retained material, including
both dead and live load surcharges to which such
walls are subjected, and to insure stability against
1825.4 Coping: All masonry retaining walls, other
than reinforced concrete walls, shall be protected
with an approved coping.
1825.5 Guards: Where retaining walls with
differences in grade level on either side of the wall
in excess of four feet (1.2 m) are located closer than
two feet (0.6 m) to a walk. path, parking lot or
driveway on the high side, such retaining walls shall
be provided with guards that are constructed in
accordance with 780 CMR 1021.0 or other approved
protective measures.
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CHAPTER 19
CONCRETE
780 CMR 1901.0 CONCRETE DESIGN
STANDARDS
1901.1 Reinforced and prestressed concrete:
Structural members of reinforced concrete, including
prestressed concrete, shall be designed and
constructed in accordance with the provisions of
780 CMR19 and ACI 318 listed in Appendix A,
hereafter referred to in 780 CMR 19 as ACI 318.
1901.2 Plain concrete: Structural members of plain
concrete shall be designed and constructed in
accordance with the provisions of 780 CMR 19 and
ACI 318.1 listed in Appendix A. Concrete that is
either unreinforced or contains less reinforcement
than the minimum specified for reinforced concrete
by ACI 318 shall be classified as plain concrete.
Plain concrete shall not be used for structural
members where special design considerations are
required for blast forces, unless specifically
approved.
780 CMR 1902.0 DEFINITIONS
1902.1 General: The following words and terms
shall, for the purposes of 780 CMR 19 and as used
elsewhere in 780 CMR have the meanings shown
herein.
Admixture: Material other than water, aggregate or
hydraulic cement, used as an ingredient of
concrete and added to concrete before or during
mixing to modify the properties of the concrete.
Cementitious material: A material specified in
780 CMR 1906.0 which has cementing value
when used in concrete either by itself, such as
Portland cement or blended hydraulic cements, or
when used in combination with portland cement
or blended hydraulic cement, such as fly ash, raw
or calcined natural pozzolans or ground-
granulated blast-furnace slag.
Concrete: A mixture of portland cement or any
other hydraulic cement, fine and course
aggregates and water, with or without admixtures,
of such proportions and manipulation as to meet
specific requirements.
Concrete, reinforced: Concrete with no less
reinforcement than required by 780 CMR
prestressed or nonprestressed, and designed on the
assumption that the two materials act together in
resisting forces (see 780 CMR 1901.1).
Member
Primary. Any member of the structural frame of
a building or structure used as a column or
grillage beam, or to support masonry walls and
partitions, including trusses, isolated lintels
spanning an opening of eight feet (2438 mm) or
more, and any other member required to brace a
column or a truss.
Secondary: Any member of the structural
framework other than a primary member,
including fill-in beams of floor systems.
780 CMR 1903.0 SEISMIC REQUIREMENTS
FOR REINFORCED CONCRETE
1903.1 General: The design and construction of
reinforced concrete components that resist seismic
forces shall conform to the requirements of
780 CMR 1903.0 and ACI 318 except as modified
by 780 CMR 1903.1.1.
1903.1.1 Modifications to ACI 318: The sections of
ACI 318 shall be modified as indicated in 780 CMR
1903.1.1 items 1 through 13.
1. Modify Section 8.1.2 to read: "except where
load combinations of 780 CMR 1616, including
seismic forces, are used, design of nonprestressed
reinforced concrete members using Appendix A,
Alternate Design Method, is permitted."
2. Replace ACI 318 Section 9.2.3 with 780 CMR
1616.
3 . Add the following definitions to Section 21.1
of ACI 318:
"Confined region: That portion of a reinforced
concrete component in which the concrete is
confined by closely spaced special transverse
reinforcement restraining the concrete in
directions perpendicular to the applied stress."
"Joint: That portion of a column bounded by the
highest and lowest surfaces of the other
members framing into it."
"Special transverse reinforcement: Reinforcement
composed of spirals, closed stirrups, or hoops
and supplementary cross ties provided to
restrain the concrete and qualify the portion of
the component, where used, as a confined
region."
4. Replace ACI 318 Sections 21.2.1.3 and
21.2.1.4 with the requirements of 780 CMR
1903.3 through 1903.6.
5. Modify Section 21.2.1.5 to read: "A
reinforced concrete structural system not
satisfying the requirements of 780 CMR 19,
including those composed of precast elements, is
allowed if it is demonstrated by experimental
evidence and analysis that the proposed system
will have strength and toughness equal to or
exceeding that provided by a comparable
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monolithic reinforced concrete structure satisfying
780 CMR 19."
6. Add the following to the end of Section
21.2.5.1: "Post-tensioning tendons are allowed in
flexural members of frames provided the average
prestress (Jpc) calculated for an area equal to the
member's shortest cross-sectional dimension
multiplied by the perpendicular dimension, does
not exceed 350 psi."
7. Add a new Section 21.3.2.5 to read: "For
members in which prestressing tendons are used
together with ASTM A706 or A615 (Grades 40 or
60) reinforcement to resist earthquake-induced
forces, prestressing tendons shall not provide
more than one-quarter of the strength for both
positive moments and negative moments at the
joint face. Anchorages for tendons shall be
demonstrated to perform satisfactorily for seismic
loadings. Anchorage assemblies shall withstand,
without failure, a minimum of 50 cycles of
loading ranging between 40 and 85% of the
minimum specified strength of the tendon.
Tendons shall extend through exterior joints and
be anchored at the exterior face of the joint or
beyond."
8. Modify Section 21.3.3.4 to read: "Where
hoops are not required, stirrups with 135-degree
or greater hooks with six bar diameter but not less
than three-inch extensions shall be located
throughout the length of the member and spaced
not more than one-half the distance from the
extreme compression fiber to the centroid of
tension reinforcement (d)."
9. Add a new Section 21.4.4.7 to read: "At any
section where the nominal strength {§Pn) of the
column is less than the sum of the shear (Vc)
computed in accordance with Section 21.4.5.1 for
all of the beams framing into the column above
the level under consideration, special transverse
reinforcement shall be provided. For beams
framing into opposite sides of the column, the
moment components are allowed to be assumed to
be of opposite sign. For determination of the
nominal strength (Pn) of the column, these
moments are allowed to be assumed to result from
the deformation of the frame in any one principal
axis."
10. Add to the end of Section 21.6.1: "A cast-in-
place topping on a precast floor system is allowed
to serve as a diaphragm provided that the cast-in-
place topping is proportioned and detailed to
resist the design shear forces. Where untopped
precast elements are used as diaphragms, the
strength reduction factor (<£) for connections
between elements shall be 0.5 except that for
connection elements that form a continuous tie
across and through the untopped element,
extending across the diaphragm, the strength
reduction factor (<})) shall be 0.7."
1 1. Modify Section 21.6.3 to read: "The design
shear force (Vu) shall be obtained from the lateral
load analysis in accordance with the factored
loads and combinations of loads specified in
780 CMR 1616.0.
12. Renumber existing Sections 21.6.6 through
21.6.8 to Sections 21.6.7 through 21.6.9,
respectively, and add a new Section 21.6.6 to
read:
21.6.6 Coupling beams: A coupling beam (beam
which interconnects two shear walls in their own
plane) with clear-span-to-effective-depth ratio
(l„/d) of less than four and with factored shear
force (Vu) exceeding ^Jf'bjd shall be
provided with shear reinforcement as specified in
Sections 21.6.6.1 through 21.6.6.3.
21.6.6.1 Factored shear force (Vu) shall be
resisted by two intersecting groups of symmetrical
diagonally placed bars extending across the full
length of the member and adequately anchored
within the shear walls. Each group shall consist
of a minimum of four bars providing an area (AVJ)
not less than that calculated by the following
formula:
Vu
\d-
2/ sin a
where: a is the angle between the diagonal
reinforcement and the longitudinal axis of the
member.
21.6.6.2 Contribution of the diagonal
reinforcement to nominal flexural strength of the
coupling beam shall be included.
21.6.6.3 Each group of diagonally placed bars
shall be enclosed in special transverse
reinforcement conforming to Sections 21.4.4.1
through 21.4.4.3. For the purpose of computing
A„ in accordance with Equations 10-5 and 21-3,
minimum cover as specified in Section 7.7 shall
be assumed over each group of diagonally placed
reinforcing bars. "
13. Modify the title of Section 21.8 to read:
"Requirements for Intermediate Moment Frames"
1903.2 Headed bolts and headed stud anchors in
concrete: Headed bolts and headed stud anchors
shall be solidly cast in concrete. The factored loads
on embedded headed bolts and headed stud anchors
shall not exceed the design strengths determined by
780 CMR 1903.2.2.
1903.2.1 Load factor multipliers: In addition to
theload factors in 780 CMR 1616.1, a multiplier
of 2 shall be used if special inspection is not
provided, or a multiplier of 1.3 shall be used if
special inspection is provided. Where anchors are
embedded in the tension zone of a member, the
load factors in 780 CMR 1616.1 shall have a
multiplier of 3 if special inspection is not
provided or of 2 if it is provided.
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CONCRETE
1903.2.2 Strength of anchors: The strength of
headed bolts and headed stud anchors solidly cast
in concrete shall be taken as the average of ten
tests for each concrete strength and anchor size or
calculated in accordance with 780 CMR
1903.2.2.1 through 1903.2.2.3. The loadbearing
area of headed anchors shall be at least 1V2 times
the shank area for anchors of not more than
60,000 psi yield strength.
1903.2.2.1 Strength in tension: The strength
of anchors in tension shall be the minimum of
P„ or <t> Pr where:
and
where:
P, = 0.9A.f's
= chX ^(2.8As + 4At)
Al = Area (in square inches) of bolt or stud.
Must be used with the corresponding steel
properties to determine the weakest part of the
assembly in tension. In shear, the insert leg is
not required to be checked.
As = The sloping area (in square inches) of an
assumed failure surface. For a single anchor or
anchors in a group where the distance between
anchors is equal to or greater than twice their
embedment length, the surface is assumed to
be that of a truncated cone radiating at a 45-
degree slope from the loadbearing edge of the
anchor to the surface (i.e., At = 0).
For anchors in a group where the distance
between anchors is less than twice their
embedment length, the failure surface is
assumed to be that of a truncated pyramid
radiating at a 45-degree slope from the
loadbearing edge of the anchor group to the
surface. Additionally; for thin sections with
anchor groups, the failure surface shall
assumed to follow the extension of this slope
through to the far side rather than truncate as in
A, , (i.e., A, = 0), and the failure mode resulting
in the lower value of (J) Pc shall control.
At = The area (in square inches) of the flat
bottom of the truncated pyramid of an assumed
concrete failure surface. Where anchors in a
group are closer than twice their embedment
length, the failure surface pyramid is assumed
to truncate at the anchor loadbearing edge
rather than form separate cones.
f'c = Specified compressive strength of
concrete (psi), which shall not be taken greater
than 6,000 psi.
f's = Ultimate tensile strength (in psi) of the
bolt, stud or insert leg wires, which shall not be
taken greater than 60,000 psi. For A307 bolts
or A108 studs, f's shall be permitted to be
assumed to be 60,000 psi.
P = Tensile strength required due to factored
loads (pounds).
Vu = Shear strength required due to factored
loads (pounds).
~K = One for normal-weight concrete, 0.75 for
all lightweight concrete, and 0.85 for sand-
lightweight concrete.
<J) = Strength reduction factor shall be taken as
0.65, except (J> is permitted to be taken as 0.85
where the anchor is attached to or hooked
around reinforcing steel or otherwise
terminated so as to transfer effectively forces
to reinforcing steel that is designed to
distribute forces and avert sudden local failure.
Where the edge distance is less than
embedment length, reduce <}> ?c
proportionately. For multiple edge distances
less than the embedment length, use multiple
reductions.
1903.2.2.2 Strength in shear: The strength of
anchors in shear shall be the minimum of Vs or
(J) Vc where:
V. = 0-7H f's
and where loaded toward an edge greater than
ten diameters away:
<hFc = $800Ab X JTC
or where loaded toward an edge less than ten
diameters away:
,2
$Vc = tyl-Kd] X ^Tc
where:
de = Edge distance from the anchor axis to the
free edge.
For groups of anchors, the concrete design
shear strength shall be taken as the smallest of:
1 . The strength of the weakest anchor times
the number of anchors;
2. The strength of the row of anchors
nearest the free edge in the direction of shear
times the number of rows; or
3. The strength of the row farthest from the
free edge in the direction of shear.
For shear loading toward an edge less than ten
diameters away, or tension or shear not toward
an edge less than four diameters away,
reinforcing sufficient to carry the load shall be
provided to prevent failure of the concrete in
tension. In no case shall the edge distance be
less than 31/3 diameters for shear toading
toward an edge, or IV3 diameters for tension or
shear not toward an edge.
1903.2.2.3 Combined tension and shear:
Where tension and shear act simultaneously,
both of the following shall be met:
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/ \
2
( ,r >
2
p
vu
u
+
y
V
V CJ
\ ° >
.
and
<,!
si
1903.2.3 Special provisions for anchor bolts in
tops of columns: Anchor bolts at the tops of
columns shall be enclosed with not less than two
#4 ties located within four inches from the top of
the column. Bolts in the tops of columns shall be
embedded not less than nine bolt diameters.
1903.3 Moment frames: Moment frames shall
comply with 780 CMR 1903.3.1, or 1903.3.2.
1903.3.1 Intermediate moment frames:
Intermediate moment frames shall comply with
the requirements of Section 21.8 of ACI 318,
except as follows:
1903.3.1.1 Transverse reinforcement for frame
members subjected principally to bending,
where the factored axial compressive force on
the members do not exceed (A f'^lO), shall
comply with Section 21.3.3 of ACI 318.
1903.3.1.2 Transverse reinforcement for frame
members subjected to bending and axial load,
where the factored axial compressive force on
the members exceeds (Al^/'JIO), shall comply
with Section 21.4.4 of ACI 318.
1903.3.1.3 Transverse reinforcement as
specified in Section 21.4.4 of ACI 318 shall be
provided within joints of frames, for the full
height of the joints, except that it may be
omitted over the depth of the shallowest beam
where beams frame into all four sides of
columns.
1903.3.1.4 Moment frames composed of two
way slabs without beams shall not be used to
resist lateral seismic forces. Delete Section
21.8.6 of ACI 318.
1903.3.2 Special moment frames: Special
moment frames shall comply with the
requirements of Sections 21.2 through 21.5 of
ACI 3 1 8 as modified in 780 CMR 1 903 . 1 . 1 , and
with the requirements of 780 CMR 1903.3.1 for
intermediate moment frames.
1903.4 Seismic Performance Category C:
Buildings assigned to Seismic Performance
Category C shall conform to all of the requirements
of ACI 3 18 as listed in Appendix A and to 780 CMR
1903.4.1, 1903.4.2 and 1903.4.3.
1903.4.1 Moment frames All moment frames
that are part of the seismic-resisting system shall
be intermediate moment frames conforming to
780 CMR 1903.3.1, or special moment frames
conforming to 780 CMR 1903.3.2.
1903.4.2 Discontinuous members: Columns
supporting reactions from discontinuous stiff
members, such as walls, shall be provided with
special transverse reinforcement at the spacing
(s0) as defined in Section 21.9.5.1 of ACI 318
over their full height beneath the level at which
the discontinuity occurs. This special transverse
reinforcement shall be extended above and below
the column as required by Section 21.4.4.5 of ACI
318.
1903.4.3 Shear walls: The design shear strength
of shear walls shall be calculated as the maximum
shear obtained from design load combinations
which include twice the earthquake effect
calculated in accordance with the provisions of
780 CMR.
1903.4.4 Shear walls in Dual Systems: Shear
walls acting in combination with a moment frame
in a Dual System shall conform to sections 21.2
through 21.6 in ACI 318 as modified by
780 CMR 1903.1.1.
1903.5 Seismic Performance Category D:
Buildings assigned to Seismic Performance
Category D shall conform to all of the requirements
for Seismic Performance Category C, and to the
requirements of 780 CMR 1903.5.1 through
1903.5.3.
1903.5.1 Moment frames: All moment frames
that are part of the seismic-resisting system,
regardless of height, shall be special moment
frames conforming to 780 CMR 1903.3.2.
1903.5.2 Seismic-resisting system: All materials
and components in the seismic-resisting system
shall conform to Sections 21.2 through 21.6 in
ACI 3 1 8. as modified by 780 CMR 1 903 . 1 . 1 .
1903.5.3 Frame members not proportioned to
resist earthquake forces: All frame components
which are not part of the seismic-resisting system
shall conform to 780 CMR 1612.4.4.3.3 and to
Section 21.7. 1.1 or 21.7.1.2, and Section 21.7.2
of ACI 318.
780 CMR 1904.0 SEISMIC REQUIREMENTS
FOR PLAIN CONCRETE
1904.1 General: The design and construction of
plain concrete components that resist seismic forces
shall conform to the requirements of ACI 318.1
listed in Appendix A except as modified by
780CMR1904.0.
1904.2 Seismic Performance Category C:
Structural members of plain concrete in buildings
assigned to Seismic Performance Category C shall
conform to the requirements of ACI 318 1 listed in
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CONCRETE
Appendix A and the additional provisions and
limitations of 780 CMR 1904.0.
1904.2.1 Footings: Plain concrete footings
supporting walls shall be provided with not less
than two continuous longitudinal reinforcing bars
Bars shall not be smaller than #4, and shall have
a total area of not less than 0.002 times the gross
cross-sectional area of the footing. Continuity of
reinforcement shall be provided at corners and
intersections.
1904.2.2 Pedestals: Plain concrete pedestals shall
not be used to resist lateral forces due to
earthquake.
1904.2.3 Walls Basement and foundation walls
shall be reinforced as specified in ACI 318.1
listed in Appendix A Other walls shall be
reinforced vertically and horizontallv as required
by 780 CMR 1904.2 3.1 and 1904.2.3.2
1904.2.3.1 Vertical reinforcement Vertical
reinforcement consisting of at least one 44 bar
shall be provided continuously from support to
support at each corner, at each side of each
opening and at ends of walls or panels.
1904.2.3.2 Horizontal reinforcement
Horizontal reinforcement consisting of at least
one 44 bar shall be provided as follows:
1 At the top and bottom of each wall
opening, extending not less than 24 inches
(610 mm) beyond the sides of the opening,
and
2. Continuously at structurally connected
roofs and floors, at the top of walls, at the
bottom of the wall or in the top of the
foundation where the foundation is doweled
to the wall, and at a maximum vertical
spacing often feet (3048 mm).
Reinforcement at the top and bottom of wall
openings shall be continuous to qualify as
reinforcement required by 780 CMR
1904.2.3.2 item 2.
1904.3 Seismic Performance Category D
Structural members of plain concrete are not
permitted in buildings assigned to Seismic
Performance Category D.
Exceptions:
1 . For occupancies in Use Group R-3 in
buildings of wood frame construction, plain
concrete footings without longitudinal
reinforcement supporting walls, and plain
concrete column footings are permitted.
2. In all other buildings, plain concrete footings
supporting walls shall be permitted provided that
such footings are reinforced longitudinally as
specified in 780 CMR 1904.2.1.
3. For occupancies in Use Group R-3. plain
concrete foundation or basement walls having a
thickness of not less than IV2 inches (191 mm)
and retaining four feet (1219 mm) or less of
unbalanced fill shall be permitted
780 CMR 1905.0 MINIMUM SLAB
THICKNESS
1905.1 General. The thickness of concrete floor
slabs supported directly on the ground shall not be
less than 3J4 inches (89 mm). A 6-mil (0.006 inch.
152 urn) polyethylene vapor retarder with joints
lapped not less than six inches (152 mm) shall be
placed between the base course or subgrade and the
concrete floor slab, or other approved equivalent
methods or materials shall be used to retard vapor
transmission through the floor slab
Exception: A vapor retarder is not required:
1 For detached structures accessory to
occupancies in Use Group R-3, such as garages,
utility buildings or other unheated facilities;
2. For unheated storage rooms having an area of
less than 70 square feet (6.5 m2) and carports
attached to occupancies in Use Group R-3:
3. For buildings of other use groups where
migration of moisture through the slab from
below will not be detrimental to the intended
occupancy of the building.
4 For driveways, walks, patios and other
flatwork which will not be enclosed at a later
date; or
5. Where approved based upon local site
conditions.
780 CMR 1906.0 MATERIALS
1906.1 General: Materials used to produce concrete
and admixtures for concrete shall comply with the
requirements of 780 CMR 1906 0 and ACI 318.
1906.2 Cements Cement shall conform to ASTM
CI 50 listed in Appendix A. or to such other cements
as listed in ACI 3 18
1906.3 Aggregates: Concrete aggregates shall
conform to ASTM C33 or to ASTM C330 listed in
Appendix A
1906.3.1 Special tests: Aggregates failing to meet
the specifications listed in 780 CMR 1906.3 shall
not be used unless approved and shown by special
test or actual service to produce concrete of
adequate strength and durability
1906.3.2 Nominal size: Nominal maximum size
of coarse aggregate shall not be larger than:
1. 1/5 of the narrowest dimension between
sides of forms;
2. V3 of the depth of slabs, nor
3. 3/4 of the minimum clear spacing between
individual reinforcing bars or wires, bundles of
bars, or prestressing tendons or ducts.
Exception: These limitations shall not apply
where information is submitted by the engineer
and is approved showing that the workability and
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THE MASSACHUSETTS STATE BUILDING CODE
methods of consolidation are such that concrete
will be placed without honeycomb or voids.
1906.4 Water: Water used in mixing concrete shall
be clean and free from injurious amounts of oils,
acids, alkalis, salts, organic materials or other
substances that are deleterious to concrete or
reinforcement.
1906.4.1 Chloride ions: Mixing water for
prestressed concrete or for concrete that will
contain aluminum embedments, including that
portion of mixing water contributed in the form of
free moisture on aggregates, shall not contain
deleterious amounts of chloride ion (see
780 CMR 1907. 1.4).
1906.4.2 Potability: Nonpotable water shall not
be used in concrete unless the specific
requirements of ACI 318 allowing the use of
nonpotable water are satisfied.
1906.5 Metal reinforcement: Reinforcement and
welding of reinforcement to be placed in concrete
construction shall conform to the requirements of
780 CMR 1906.5
1906.5.1 Reinforcement Type: Reinforcement
shall be of the deformed type, except for plain
reinforcement used for spirals or tendons and
reinforcement consisting of structural steel, stee!
pipe or steel tubing as specified in ACI 318
Reinforcement shall conform to the applicable
ASTM standards listed in ACI 318.
1906.5.2 Welding: Reinforcing bars to be welded
shall be indicated on the drawings, and the
welding procedure to be used shall be specified.
ASTM reinforcing bar specifications, except for
ASTM A706 listed in Appendix A, shall be
supplemented to require a report of material
properties necessary to conform to welding
procedures specified in AWS D1.4 listed in
Appendix A.
1906.5.3 Tests: Where unidentified reinforcement
is approved for use, not less than three tension and
three bending tests shall be made on
representative specimens of the reinforcement
from each shipment and grade of reinforcing steel
proposed for use in the work.
1906.6 Admixtures: Admixtures used in concrete
shall comply with 780 CMR 1906.6.1 through
1906.6.4.
1906.6.1 Chloride: Calcium chloride or
admixtures containing chloride from other than
impurities from admixture ingredients shall not be
used in prestressed concrete, in concrete
containing embedded aluminum, in concrete cast
against stay-in-place galvanized metal forms, or
in concrete to be exposed to severe or very severe
sulfate-containing solutions as defined in ACI 3 1 8
(see 780 CMR 1907 1.3 and 1907.1.4).
1906.6.2 Standards Air-entraining admixtures
shall conform to ASTM C260 listed in
Appendix A Water-reducing admixtures,
retarding admixtures, accelerating admixtures,
water-reducing and retarding admixtures, and
water-reducing and accelerating admixtures shall
conform to ASTM C494 listed in Appendix A
1906.6.3 Pozzolans: Fly ash or other pozzolans
used as admixtures shall conform to ASTM C6 1 8
listed in Appendix A.
1906.6.4 Blast-furnace slag: Ground-granulated
blast-furnace slag used as an admixture shall
conform to ASTM C989 listed in Appendix A
1906.7 Tests of materials Tests of concrete and the
materials used in concrete shall be in accordance
with ACI 3 18
780 CMR 1907.0 DURABILITY
REQUIREMENTS
1907.1 Durability requirements Where concrete
is exposed to special conditions as described in
780 CMR 1907.1.1 through 1907.1.5, the
requirements set forth in 780 CMR 1907 1 1 through
1907.1.5 shall be met.
1907.1.1 Freezing and thawing and deicer
chemicals: Normal weight and lightweight
concrete exposed to freezing and thawing or
deicer chemicals shall be air entrained with the air
content indicated in Table 1 907. 1.1. Tolerance on
air content as delivered shall be ± 1.5%. For a
specified compressive strength (/ 'c) greater than
5,000 psi (34475 kPa), the required air content
indicated in Table 1907.1.1 shall be reduced by
1%. Where finely divided materials of fly ash or
natural pozzolans are used as mineral admixtures
(see 780 CMR 1906.6.3) in air-entrained portland
cement concrete, air content tests shall be made in
accordance with ASTM C23 1 listed in
Appendix A, to assure compliance with the air
content requirements of Table 1907.1.1. The
frequency of air content tests shall be the same as
that for strength tests required by 780 CMR
1908.3.1.
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
CONCRETE
Table 1907.1.1
TOTAL AER CONTENT FOR FROST-
RESISTANT CONCRETE
Nominal
Air content, percent
maximum ,
aggregate size
(inches)
severe exposure
Moderate
e\posure
%
VA
6
!/2
7
5'/2
3/4
6
5
1
6
4/2
l'/j
y/i
4'/2
2C
5
4
j
4'/2
3'/2
Note a. The severe and moderate exposures
referenced in this table are not based upon the weathering
regions shown in figure 1907.1.2. For the purposes of
780 CMR 1907. severe and moderate exposures shall be
defined as follows:
Severe exposure occurs when concrete will be in
almost continuous contact with moisture prior to freezing,
or where deicing salts are used. Examples are pavements,
bridge decks, sidewalks, parking garages and water tanks.
Moderate exposure occurs when concrete will be only
occasionally exposed to moisture prior to freezing, and
where deicing salts are not used. Examples arc certain
exterior walls, beams, girders and slabs not in direct
contact with soil.
Note b. See ASTM C33 listed in Appendix A for
oversize tolerances for various nominal maximum size
designations.
Note c. These air contents apply to total mix, as for
the preceding aggregate sizes. When testing these
concretes, however, aggregate larger than 1/4 inches is
removed by handpicking or sieving and air content is
determined on the minus- l'/i-inch fraction of mix.
(Tolerance on air content as delivered applies to this
value.) Air content of the total mix is computed from the
value determined on the minus- 1 VS-inch fraction.
1907.1.2 Water-cementitious material ratio and
strength: For occupancies and appurtenances
thereto in Use Group R-3, and occupancies in Use
Group R-2 that are in buildings less than four
stories in height, normal-weight aggregate
concrete that is subject to weathering (freezing
and thawing), as determined from Figure
1907.1.2, or deicer chemicals shall comply with
the requirements of Table 1907.1.2(1). In all
other buildings, concrete that is intended to have
a low permeability to water, or concrete that will
be subject to freezing and thawing in a moist
condition or that will be exposed to deicing salts,
brackish water, sea water or spray from these
sources, shall conform to the requirements of
Table 1907.1.2(2). Additionally, concrete that
will be exposed to deicing chemicals shall
conform to the limitations of 780 CMR1 907. 1.2.2.
Figure 1907.1.2
Weathering Probability Map for Concrete
Severe - (Over 500°) t
Moderate -(100 to 500°) L
Negligible (Under 100°) t
Weathering Regions (Weathering Index)
Note a. Lines defining areas are approximate only. Local conditions
can be more or less severe than indicated by the region classification.
Note b Data needed to detemiinc the weathering index for any locality
can be found or estimated from the Tables of Local Climalological Data.
published by the National Oceanic & Atmospheric Administration. U.S.
Department of Commerce.
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THE MASSACHUSETTS STATE BUILDING CODE
Table 1907.1.2(1)
MINIMUM SPECIFIED COMPRESSIVE
STRENGTH (/' )c
T\pe of location of concrete
construction
Basement walls and founda-
tions not exposed to the
weather
Basement slabs and interior
slabs on grade, except garage
floor slabs
Basement walls, foundation
walls, exterior walls and
other vertical concrete
surfaces exposed to the
weather
Driveways, curbs, walks,
patios, porches, carport
slabs, steps and other flat-
work exposed to the weather,
and Earaee floor slabs
Minimum specified
compressive strength
(/'at 28 days, psi)
Negligible
exposure
Moderate
exposure
Severe
exposure
Note a. Concrete tn these locations which can be
subjected to freezing and thawing during construction
shall be of air-entrained concrete in accordance with
Table 1907.1.1.
Note b. Concrete shall be air entrained in accordance
with Table 1907.1.1.
Note c. 1 psi = 6.895 kPa.
Table 1907.1.2(2)
REQUIREMENTS FOR SPECIAL
EXPOSURE CONDITIONS
Exposure condition
Maximum water
cementitious
materials ratio
(by weight),
normal-weight
aggregate
concrete
Minimum/'
normal-weight
and lightweight
aggregate g
concrete (psi)
Concrete intended to
have low permeability
when exposed to water
0.50
4,000
Concrete exposed to
freezing and thawing in
a moist condition
0.45
4.500
For corrosion protection
for reinforced concrete
exposed to deicing salts,
brackish water, sea-
water or spray from
these sources
0.40
5,000
Note a. 1 psi = 6.895 kPa.
1907.1.2.1 Calculation of water-cementitious
material ratio: To determine compliance with
the maximum water-cementitious material ratio
requirement of Table 1907.1.2(2), the weight
of cementitious material shall include weights
of any of the following if contained in the
concrete mixture: cement conforming to the
requirements of ASTMC150 orC595; fly ash
or other pozzolan conforming to the
requirements of ASTM C61S; and ground-
granulated blast-furnace slag conforming to the
requirements of ASTM C989 listed in
Appendix A.
1907.1.2.2 Limitations on use of certain
cementitious materials: For concrete exposed
to deicing chemicals, the maximum weight of
fly ash or other pozzolan, or ground granulated
blast-furnace slag that is included in the
calculation of water-cementitious material
ratio, shall not exceed the percentages of the
total weight of cementitious material specified
in 7S0 CMR 1907.1.2.2.1 through 1907.1.2
2.3.
1907.1.2.2.1 Concrete containing fly ash
or pozzolan: The combined weight of fly
ash and other pozzolan conforming to
ASTM C618 listed in Appendix A. shall not
exceed 25% of the total weight of
cementitious materials. Fly ash or other
pozzolan used to manufacture Type IP or
IPM blended hydraulic cement conforming
to ASTM C595 listed in Appendix A shall be
included with fly ash or other pozzolan
added as an admixture.
1907.1.2.2.2 Concrete containing ground-
granulated blast-furnace slag: The weight
of ground-granulated blast-furnace slag
conforming to ASTM C989 listed in
Appendix A shall not exceed 50% of the
total weight of cementitious materials. Slag
used to manufacture Type IS or ISM
blended hydraulic cement conforming to
ASTM C595 listed in Appendix A shall be
included with slag added as an admixture.
1907.1.2.2.3 Concrete containing fly ash
or pozzolan and slag: If fly ash or other
pozzolan and slag are used in concrete,
Portland cement conforming to ASTM CI 50
listed in Appendix A shall constitute not less
than 50% of the total weight of cementitious
materials. Fly ash or other pozzolan shall
constitute not more than 25% of the total
weight of cementitious materials. See
780 CMR 1907.1.2.2.1.
1907.1.3 Protection from sulfate: Concrete that
will be exposed to sulfate-containing solutions or
soils shall conform to the requirements for such
exposure in ACI 318.
1907.1.4 Corrosion resistance: For corrosion
resistance, the maximum water-soluble chloride
ion concentrations in concrete shall not exceed
the limitations established in ACI 318.
1907.1.5 Protection from salt: Where reinforced
concrete will be exposed to deicing chemicals,
salts, brackish water, sea water or spray from
these sources, the requirements of Table
1907.1.2(2) for the water-cementitious material
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
CONCRETE
ratio, or the concrete strength and minimum
concrete cover requirements of 780 CMR 1910.6,
shall be satisfied.
780 CMR 1908.0 CONCRETE QUALITY,
MIXING AND PLACING
1908.1 General: Concrete shall be proportioned to
provide an average compressive strength as
prescribed by ACI 318, and to satisfy the durability
criteria of 780 CMR 1907.0. Concrete shall be
produced to minimize frequency of strengths below
f'c as prescribed in 780 CMR 1908.3.2. The
specified compressive strength (J'c ) for concrete
designed and constructed in accordance with this
chapter shall not be less than 2,500 psi ( 17238 kPa).
Unless otherwise specified, f'c shall be based on
28-day strength. If other than 28 days is used in the
design, the length of time to reach f'c shall be
indicated on the construction documents.
1908.2 Selection of concrete proportions: Concrete
proportions shall be determined in accordance with
ACI 318 and as modified in 780 CMR1908.
1908.2.1 Proportioning by water-cementitious
material ratio: If data based on field experience
or trial mixture as required by ACI 318 are not
available, concrete proportions shall be based on
the water-cementitious material ratio limitations
shown in Table 1908.2.1, subject to approval.
The specified compressive strengths in Table
1908.2.1 are 28-day strengths for cements
conforming to the strength limitations of ASTM
C 1 50 listed in ACI 3 1 8, Type I. I A II or II A and
seven-day strengths for Types III and IIIA. For
strengths above 3,500 psi (24133 kPa), concrete
proportioned by the water-cementitious material
ratio shall be established by the methods listed in
ACI 318.
Table 1908.2.1
MAXIMUM WATER-CEMENTITIOUS
MATERIAL RATIOS AND MINIMUM
CEMENT CONTENTS
Minimum
sacks of
cement
per cubic
yard of
concrete
Maximum permissible water-
cementitious material ratios
Specified
Nonair-enlramed
concrete
Air-entrained
concrete
compressive
strength
(psi)
Absolute
ratio by
weight
US
gallon
per 94
pound
bag of
cement
Absolute
ratio by
weight
US
gallon
per 94
pound
bag of
cement
2,500
3 000
3.500
5
5 'A
6
0.67
0.58
0.51
7.6
6.6
5.8
0.54
0.46
0 40
6.1
5.2
4 5
Note a. 1 psi -6.895 kPa;
pound = 0.454 kg.
gallon = .00379 m~
1908.2.2 Limitation on use: Table 1908.2.1 shall
be used only for concrete to be made with
cements conforming to the strength requirements
for Type I, I A, II, IIA, III, IIIA or V of ASTM C
150 listed in Appendix A or Type IS, IS-A,
IS(MS), IS-A(MS), I(SM), I(SM)-A IP, IP -A,
I(PM), I(PM)-A IPfMS), IP-A(MS) or P of
ASTM C595 listed in Appendix A and shall not
be applied to concrete containing lightweight
aggregates or admixtures other than those for
entraining air.
1908.2.3 Durability requirements: Concrete
proportioned by the water-cementitious material
ratio limitations prescribed in Table 1908.2.1 shall
also conform to the durability requirements of
780 CMR 1907.0 and to compressive strength test
criteria of 780 CMR1908.3.
1908.3 Evaluation for acceptance of concrete: For
evaluation and acceptance of concrete, the
procedures established in 780 CMR 1908.3.1
through 1908.3.4 shall be followed.
1908.3.1 Frequency of testing: Testing shall be
conducted as required by the following:
1. Samples for strength tests of each class of
concrete placed each day shall be taken not less
than once a day, nor less than once for each
150 cubic yards (115 m ) of concrete, nor less
than once for each 5,000 square feet (465 m')
of surface area for slabs or walls.
2. On a given project, if the total volume of
concrete is such that the frequency of testing
required by 780 CMR 1908.3.1, item 1,
provides less than five strength tests for a given
class of concrete, tests shall be made from at
least five randomly selected batches or from
each batch if fewer than five batches are used.
3 . Where total quantity of a given class of
concrete is less than 50 cubic yards (3S m3),
strength tests are not required when approved
and evidence of satisfactory strength is
provided. Satisfactory evidence shall include,
but not be limited to, certification from the
concrete supplier that the concrete to be
provided will be proportioned to achieve the
specified compressive strength based on "field
experience" or "trial batches" in accordance
with ACI 318. In the absence of satisfactory
evidence, concrete shall be proportioned in
accordance with Table 1908.2.1.
4. A strength test shall be the average of the
strengths of two cylinders made from the same
sample of concrete and tested at 28 days or at
the test age designated for determination of /'
1908.3.2 Laboratory-cured specimens:
Laboratory-cured specimens shall conform to the
following criteria:
1. Samples for strength tests shall be taken in
accordance with ASTM CI 72 listed in
Appendix A
2. Cylinders for strength tests shall be molded
and laboratory cured in accordance with
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
ASTM C3 1 listed in Appendix A, and tested in
accordance with ASTM C39 listed in
Appendix A.
3. Strength level of an individual class of
concrete shall be considered satisfactory if both
of the following requirements are met:
3.1. Average of all sets of three consecutive
strength tests equals or exceeds /'c; and
3.2. All individual strength tests (average
of two cylinders) shall not fall below /'c by
more than 500 psi (3448 kPa).
4. If either of the requirements of 780 CMR
1908.3.2, item 3, is not met, steps shall be
taken to increase the average of subsequent
strength test results. The requirements of 780
CMR 1908.3.4 shall apply if the requirement
in 780 CMR 1908.3.2, item 3.2, is not met.
1908.3.3 Field-cured specimens: Where the code
official requires strength tests of cylinders cured
under field conditions to check adequacy of
curing and protection of concrete in the structure,
the field-cured specimens shall conform to the
following criteria:
1. Field-cured cylinders shall be cured under
field conditions in accordance with ASTM C3 1
listed in Appendix A.
2. Field-cured test cylinders shall be molded
at the same time and from the same samples as
laboratory-cured test cylinders.
3. Procedures for protecting and curing
concrete shall be improved where the strength
of field-cured cylinders at the test age
designated for determination of f'c is less than
85% of that of companion laboratory-cured
cylinders. The 85% criterion is not required
where the field-cured strength exceeds f'c by
more than 500 psi (3448 kPa).
1908.3.4 Investigation of low-strength test
results: If the investigation of concrete indicates
low-strength conditions, the following procedures
shall apply:
1. If any strength test (see 780 CMR 1908.3.1,
item 4) of laboratory-cured cylinders falls
below the specified value of f'c by more than
500 psi (3448 kPa) (see 780 CMR 1908.3.2,
item 3.2) or if tests of field-cured cylinders
indicate deficiencies in protection and curing
(see 780 CMR 1908.3.3, item 3), steps shall be
taken to assure that the loadbearing capacity of
the structure is not jeopardized.
2. If the likelihood of low-strength concrete is
confirmed and computations indicate that the
loadbearing capacity will be significantly
reduced, tests of cores drilled from the area in
question shall be made in accordance with ACI
318.
3. Concrete in an area represented by core
tests shall be considered structurally adequate
if the average of three cores is not less than
85% of f'c and if a single core is not less than
75% of f'c. Where necessary to check testing
accuracy, locations represented by erratic core
strengths shall be retested.
4. If the criteria of 780 CMR 1908.3.4, item 3,
are not met, and if structural adequacy remains
in doubt, load tests shall be ordered at the
discretion of the engineer or the code official
as outlined in Chapter 20 of ACI 318 for the
questionable portion of the structure, or other
appropriate action taken.
1908.4 Preparation of equipment and place of
deposit: Preparation before concrete placement shall
include the following criteria:
1. All equipment for mixing and transporting
concrete shall be clean.
2. All debris and ice shall be removed from
spaces to be occupied by concrete.
3. Forms shall be properly coated.
4. Masonry filler units that will be in contact
with concrete shall be well drenched.
5. Reinforcement shall be thoroughly clean of
ice or other deleterious coating.
6. Water shall be removed from the place of
deposit before concrete is placed, unless a
extreme is to be used or unless otherwise
approved by the code official.
7. All laitance and other unsound material shall
be removed before additional concrete is placed
against hardened concrete.
1908.5 Mixing: All concrete shall be mixed until
there is a uniform distribution of materials, and shall
be discharged completely before the mixer is
recharged.
1908.5.1 Ready-mixed concrete: Ready-mixed
concrete shall be mixed and delivered in
accordance with ASTM C94 or ASTM C685
listed in Appendix A.
1908.5.2 Job-mixed concrete: Job-mixed
concrete shall be mixed in accordance with ACI
318.
1908.6 Conveying: Concrete shall be conveyed
from the mixer to the place of final deposit by
methods that will prevent separation or loss of
materials. Conveying equipment shall be capable of
providing a supply of concrete at the site of
placement without separation of ingredients and
without interruptions sufficient to permit loss of
plasticity between successive increments.
1908.7 Depositing: Concrete shall be deposited as
nearly as practicable in its final position to avoid
segregation caused by rehandling or flowing.
1908.7.1 Placement timing: Concrete placement
shall be carried on at such a rate that the concrete
is at all times plastic and flows readily into spaces
between reinforcement.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
CONCRETE
1908.7.2 Unacceptable concrete: Concrete that
has partially hardened or has been contaminated
by foreign materials shall not be deposited in the
structure.
1908.7.3 Retempering: Retempered concrete or
concrete that has been remixed after initial set
shall not be used unless approved by the
registered design professional
1908.7.4 Continuous concreting: Once started,
concreting shall be carried on as a continuous
operation until the placement of a panel or
section, as defined by panel or section boundaries
or predetermined joints, is completed except as
provided for in 780 CMR 1909.4.
1908.7.5 Placement in walls: Top surfaces of
vertically formed lifts shall be generally level.
1908.7.6 Construction joints: Where
construction joints are required, such joints shall
be made in accordance with 780 CMR 1909.4.
1908.7.7 Consolidation: All concrete shall be
thoroughly consolidated by suitable means during
placement and shall be thoroughly worked around
reinforcement and embedded fixtures and into
comers of forms
1908.8 Curing: Concrete (other than high-early-
strength) shall be maintained above 50°F (10CC)
and in a moist condition for at least the first seven
days after placement, except when cured in
accordance with 780 CMR 1908.8.2.
1908.8.1 High-early-strength concrete: High-
early-strength concrete shall be maintained above
50°F (10°C) and in a moist condition for at least
the first three days after placement, except when
cured in accordance with 780 CMR 1908.8.2.
1908.8.2 Accelerated curing If curing is to be
accelerated, such curing shall be done in
accordance with ACI 318.
1908.9 Cold-weather requirements: Adequate
equipment shall be provided for heating concrete
materials and protecting concrete during freezing or
near-freezing weather.
1908.9.1 Frost: All concrete materials and all
reinforcement, forms, fillers and ground with
which concrete is to come in contact shall be free
from frost.
1908.9.2 Ice: Frozen materials or materials
containing ice shall not be used.
1908.10 Hot-weather requirements: During hot
weather, attention shall be given to ingredients,
production methods, handling, placing, protection
and curing to prevent excessive concrete
temperatures or water evaporation that would impair
required strength or serviceability of the member or
structure.
780 CMR 1909.0 FORMWORK, EMBEDDED
PffES AND CONSTRUCTION JOINTS
1909.1 Design of formwork: The design,
fabrication and erection of forms shall result in a
final structure that conforms to shapes, lines and
dimensions of the members as required by the
construction documents.
1909.1.1 Form strength Forms shall be
substantial and shall be sufficiently tight to
prevent leakage of concrete
1909.1.2 Form bracing: Forms shall be properly
braced or tied together to maintain position and
shape
1909.1.3 Form placement Forms and their
supports shall be designed so as not to damage
previously placed structures
1909.2 Removal of forms and shores Construction
loads shall not be supported on. nor any shoring
removed from, any part of the structure under
construction except where that portion of the
structure, in combination with the remaining
forming and shoring system, has sufficient strength
to support safely its weight and loads placed
thereon
1909.2.1 Structural analysis: Sufficient strength
shall be demonstrated by structural analysis
considering proposed loads, strength of the
forming and shoring system, and concrete strength
data. Concrete strength data shall be based on
tests of field-cured cylinders or. where approved,
on other procedures to evaluate concrete strength.
Structural analysis and concrete-strength test data
shall be furnished to the code official when so
required.
1909.2.2 Construction loads: Construction loads
exceeding the combination of superimposed dead
load plus specified live load shall not be
supported on any unshored portion of the
structure under construction, unless analysis
indicates adequate strength to support such
additional loads.
1909.2.3 Safety: Forms shall be removed in such
a manner so as not to impair safety and
serviceability of the structure. All concrete to be
exposed by form removal shall have sufficient
strength not to be damaged thereby.
1909.2.4 Prestressed members: Form supports
for prestressed concrete members shall not be
removed unless sufficient prestressing has been
applied to enable prestressed members to carry
their dead load and anticipated construction
loads
1909.3 Conduits and pipes embedded in concrete:
Where conduits, pipes and sleeves of any material
not harmful to concrete and within limitations of
9/1 9/97. (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
345
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
780 CMR are embedded in concrete with the
approval of the engineer, such embedments shall not
be considered to replace structurally the displaced
concrete, except as provided for in 780 CMR
1909.3.5.
1909.3.1 Aluminum conduit and pipe: Conduits
and pipes of aluminum shall not be embedded in
structural concrete unless effectively coated or
covered to prevent aluminum concrete reaction or
electrolytic action between aluminum and steel.
1909.3.2 Structural effect: Conduits, pipes and
sleeves passing through a slab, wall or beam shall
not impair significantly the strength of the
construction.
1909.3.3 Columns: Conduits and pipes, including
fittings, embedded within a column, shall not
displace more than 4% of the area of the cross
section on which strength is calculated or which
is required for fire protection.
1909.3.4 Slabs, walls or beams: Except where
construction documents for conduits and pipes are
approved by the registered design professional
and the code official, conduits and pipes
embedded within a slab, wall or beam (other than
those merely passing through) shall:
1 . Not be larger in outside dimension than Vz
of the overall thickness of the slab, wall or
beam in which such conduits and pipes are
embedded.
2. Not be spaced closer than three diameters
or widths on center.
3. Not impair significantly the strength of the
construction.
1909.3.5 Displaced concrete Conduits, pipes and
sleeves shall not be considered in compression as
replacing structurally the displaced concrete
unless such conduits, pipes and sleeves:
1. Are not exposed to rusting or other
deterioration.
2. Are of uncoated or galvanized iron or steel
not thinner than standard Schedule 40 steel
pipe.
3. Have a nominal inside diameter not over
two inches and are spaced not less than three
diameters on center.
1909.3.6 Additional considerations: In addition
to the other requirements of 780 CMR 1909.3,
pipes that will contain liquid, gas or vapor which
are embedded in structural concrete shall conform
to the following conditions:
1 Pipes and fittings shall be designed to resist
effects of the material, pressure and
temperature to which the pipes and fittings will
be subjected.
2. Liquid, gas or vapor except water not
exceeding 90°F (32°C) or 50 psi (345 kPa)
pressure, shall not be placed in the pipes until
the concrete has attained design strength.
3. In solid slabs, piping that is not used for
radiant heating or snow melting shall be placed
between top and bottom reinforcement
4. Concrete cover for pipes, conduit and
fittings shall not be less than VA inches (38
mm) for concrete exposed to earth or weather
conditions or Vt inch (19 m) for concrete not
exposed to weather conditions or in contact
with ground.
5. Reinforcement with an area of not less than
0.002 times the area of the concrete section
shall be provided normal to piping.
6. Piping and conduit shall be fabricated and
installed so that cutting, bending or
displacement of reinforcement from the proper
location will not be required.
1909.4 Construction joints: Construction joints
shall be created using the procedures set forth in
780 CMR 1909.4.1 through 1909.4.6.
1909.4.1 Surface cleaning: Surface of concrete
construction joints shall be cleaned and laitance
removed.
1909.4.2 Preparation of joint: Immediately
before new concrete is placed, all construction
joints shall be wetted and standing water shall be
removed.
1909.4.3 Effect on strength: Construction joints
shall be so made and located as not to impair the
strength of the structure. Provisions shall be
made for the transfer of shear and other forces
through construction joints.
1909.4.4 Location of joints Construction joints
in floors shall be located within the middle third
of the spans of slabs, beams and girders. loints in
girders shall be offset a minimum distance of two
times the width of intersecting beams.
1909.4.5 Support conditions Beams, girders or
slabs supported by columns or walls shall not be
cast or erected until concrete in the vertical
support members is not in a plastic state.
1909.4.6 Monolithic pours: Beams, girders,
haunches, drop panels and capitals shall be placed
monolithically as part of a slab system, unless
otherwise shown on the construction documents.
780 CMR 1910.0 DETAILS OF
REINFORCEMENT
1910.1 General: Details of reinforcement shall
comply with the requirements of 780 CMR 1910.0
and ACI 318. Where unidentified reinforcement is
approved for use, such reinforcement shall be tested
in accordance with 780 CMR 2208. 1
1910.2 Bending reinforcement: All reinforcement
shall be bent cold, unless otherwise permitted by the
registered design professional and approved.
Reinforcement partially embedded in concrete shall
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not be field bent, except as shown on the
construction documents or as authorized by the
registered design professional and approved.
1910.3 Surface conditions of reinforcement: At
the time concrete is placed, metal reinforcement
shall be free from mud, oil or other nonmetallic
coatings that adversely affect bonding capability.
1910.3.1 Rust or mill scale: Metal reinforcement,
except prestressing tendons, with rust or mill
scale, or a combination of both, shall be
considered satisfactory, provided that the
minimum dimensions (including height of
deformations) and the weight of a hand-wire-
brushed test specimen are not less than the
specification requirements of the applicable
ASTM standard referenced by ACI 3 18.
1910.3.2 Prestressing tendons: Prestressing
tendons shall be clean and free of oil, dirt, scale,
pitting and excessive rust. A light oxide is
permissible.
1910.4 Placing reinforcement: Reinforcement,
prestressing tendons and ducts shall be accurately
placed and supported before concrete is placed, and
shall be secured against displacement within the
tolerances permitted in 780 CMR 1910.4.1 through
1910.4.3.
Exception: Embedded items (such as dowels or
inserts) of precast concrete members that either
protrude from concrete or remain exposed for
inspection shall not be embedded while the
concrete is in a plastic state unless authorized by
the registered design professional and the
following conditions are met:
1. Embedded items are not required to be
hooked or tied to reinforcement.
2. Embedded items shall be maintained in the
correct position while concrete remains plastic.
3. Embedded items shall be properly anchored
to develop required factored loads.
1910.4.1 Reinforcement, prestressing tendons
and pretressing ducts: Unless otherwise
specified by the engineer, reinforcement,
prestressing tendons and prestressing ducts shall
be placed within the following tolerances:
1. The tolerance for depth (d) and the
minimum concrete cover in flexural members,
walls and compression members shall be as
specified in Table 1910.4 1, except that the
tolerance for the clear distance to formed
soffits shall be minus V* inch (6 mm) and the
tolerance for cover shall not exceed minus one-
third of the minimum concrete cover required
in the design drawings or specifications.
2. The tolerance for longitudinal location of
bends and ends of reinforcement shall be ± 2
inches (51 mm) except at discontinuous ends of
members where the tolerance shall be Vi inch
(13 mm).
Table 1910.4.1
TOLERANCES3
Tolerance
Depth {d)
Toleramce
on d
on d
minimum
concrete
cover
d less than or equal to 8 inches
d greater than 8 inches
±3/8 inch
±Vi inch
-3/a inch
-'/2 inch
Note a. 1 inch = 25.4 mm
1910.4.2 Welded wire fabric: Where welded
wire fabric (with wire size not greater than W5 or
D5) used in slabs not exceeding ten feet (3048
mm) in span is curved from a point near the top of
slab over the support to a point near the bottom of
slab at midspan, such reinforcement shall be
either continuous over, or securely anchored at,
the support.
1910.4.3 Welding: Welding of crossing bars shall
not be permitted for assembly of reinforcement
unless authorized by the engineer.
1910.5 Spacing limitations for reinforcement: The
clear distance between reinforcing bars, bundled
bars, prestressing tendons and ducts shall be in
accordance with the limitations of ACI 318.
1910.6 Concrete protection for reinforcement:
Reinforcement shall be provided with the protection
required by 780 CMR 1910.6.1 through 1910.6.5.
1910.6.1 Cast-in-place concrete: In cast-in-place
concrete (nonprestressed), the minimum concrete
cover for reinforcement shall be as indicated in
Table 1910.6.1.
Table 1910.6.1
MINIMUM COVER
Structural element and condition
Minimum
cover
(inches)
1 . Concrete cast against and permanently
exposed to earth
3
2. Concrete exposed to earth or weather:
#6 through #18 bars
#5 bar, W3 1 or D3 1 wire and smaller
2
1 54
3. Concrete not exposed to weather or in
contact with ground
Slabs, walls, joists
#14 and #18 bars
#1 1 bar and smaller
Beams, columns:
Primary reinforcement, ties, stirrups,
spirals
Shells, folded plate members:
#6 bar and larger
#S bar. W3 1 or D3 1 wire, and smaller
i54
3/<
i54
Va
54
Note a. 1 inch = 25.4 mm
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1910.6.2 Precast concrete: The minimum cover
for reinforcement in precast concrete
manufactured under plant control conditions and
for prestressed concrete shall be in accordance
with ACI318.
1910.6.3 Corrosive environments: In corrosive
environments or other severe conditions, the
amount of concrete protection shall be suitably
increased, and the density and nonporosity of
protection concrete shall be considered, or other
protection shall be provided.
1910.6.4 Future extensions: Exposed
reinforcement, inserts and plates intended for
bonding with future extensions shall be protected
from corrosion.
1910.6.5 Fire protection: Where this code
requires a thickness of cover for fire protection
greater than the minimum concrete cover
specified in 780 CMR 1910.6.1 or ACI318, such
greater thickness shall be used.
780 CMR 1911.0 SHOTCRETE
1911.1 General: Except as specified in 780 CMR
911.0, shotcrete shall conform to the requirements
for plain concrete or reinforced concrete. Shotcrete
is mortar or concrete which is pneumatically
projected at a high velocity onto a surface.
1911.2 Proportioning: Shotcrete proportions shall
be selected that allow suitable placement procedures
using the delivery equipment selected, and that
results in in-place hardened shotcrete conforming to
the strength requirements of 780 CMR.
1911.3 Aggregate: Coarse aggregate, if used, shall
not exceed V* inch (19 mm) in size.
1911.4 Reinforcement: Reinforcement shall comply
with 780 CMR 1911.4.1 through 1911.4.3.
1911.4.1 Size: The maximum size of
reinforcement shall be No. 5 bars. The code
official shall approve the use of larger bars where
it is demonstrated that adequate encasement of the
larger bars will be achieved.
1911.4.2 Spacing: The minimum clearance
between parallel reinforcing bars shall be 2'A
inches (64 mm). Welded wire fabric shall have
a minimum wire spacing of two inches (5 1 mm)
by two inches (5 1 mm).
1911.4.3 Splices: Lap splices of reinforcing bars
shall be by the noncontact lap-splice method with
at least two inches (5 1 mm) of clearance between
bars. The code official shall permit the use of
contact lap splices where necessary for the
support of the reinforcing and provided that it is
demonstrated that adequate encasement of the
bars at the splice will be achieved.
1911.5 Rebound: Any rebound or accumulated
loose aggregate shall be removed from the surfaces
to be covered prior to placing the initial or any
succeeding layers of shotcrete. Rebound shall not be
reused as aggregate.
1911.6 Joints: Except where permitted herein,
unfinished work shall not be allowed to stand for
more than 30 minutes unless all edges are sloped to
a thin edge. For structural elements which will be
under compression and for construction joints shown
on the approved (construction documents, square
joints are permitted. Before placing additional
material adjacent to previously applied work,
sloping and square edges shall be cleaned and
wetted.
1911.7 Damage: Shotcrete that exhibits sags,
sloughs, segregation, honeycombing, sand pockets
or other obvious defects, shall be removed and
replaced.
1911.8 Curing: During the curing periods specified
herein, shotcrete shall be maintained above 40°F
(4°C) and in a moist condition.
1911.8.1 Initial curing: Shotcrete shall be kept
continuously moist for 24 hours after shotcreting
is completed or shall be sealed with an approved
curing compound.
1911.8.2 Final ruring: Final curing shall continue
for seven days after shotcreting, or for three days
if high-early-strength cement is used, or until the
specified strength is obtained. Final curing shall
consist of the initial curing process or the
shotcrete shall be covered with an approved
moisture-retaining cover.
1911.8.3 Natural curing: Natural curing shall not
be used in lieu of that specified in this section
unless the relative humidity remains at or above
85%, and is authorized by the registered design
professional, and approved by the code official.
1911.9 Strength test: A strength test of shotcrete
shall be made in accordance with the quality
assurance provisions of ACI 506.2 listed in
Appendix A.
780 CMR 1912.0 CONCRETE-FELLED
PIPE COLUMNS
1912.1 General: Concrete-filled pipe columns shall
be manufactured from standard, extra-strong or
double-extra-strong steel pipe or tubing which is
filled with concrete so placed and manipulated as to
secure maximum density and to insure complete
filling of the pipe without voids.
1912.2 Design: The safe supporting capacity of
concrete-filled pipe columns shall be computed in
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accordance with the approved rules or as determined
by a test.
1912.3 Connections: All caps, base plates and
connections shall be of approved types and shall be
positively attached to the shell and anchored to the
concrete core. Welding of brackets without
mechanical anchorage shall be prohibited. Where
the pipe is slotted to accommodate webs of brackets
or other connections, the integrity of the shell shall
be restored by welding to insure hooping action of
the composite section.
1912.4 Reinforcement: To increase the safe load-
supporting capacity of concrete- filled pipe columns,
the steel reinforcement shall be in the form of rods,
structural shapes or pipe embedded in the concrete
core with sufficient clearance to insure the
composite action of the section, but not nearer than
one inch (25 mm) to the exterior steel shell. All
structural shapes used as reinforcement shall be
milled to insure bearing on cap and base plates.
1912.5 Fireresistance rating protection: Pipe
columns shall be of such size or so protected as to
develop the required fireresistance ratings specified
in Table 602. Where an outer steel shell is used to
enclose the fireresistive covering, the shell shall not
be included in the calculations for strength of the
column section. The minimum diameter of pipe
columns shall be four inches (102 mm) except that
in structures of Type 5 construction not exceeding
three stories or 40 feet (12192 mm) in height, pipe
columns used in the basement and as secondary steel
members shall have a minimum diameter of three
inches (76 mm).
1912.6 Approvals: All details of column
connections and splices shall be shop fabricated by
approved methods and shall be approved only after
tests in accordance with the approved rides. Shop-
fabricated concrete-filled pipe columns shall be
inspected by the code official or by an approved
representative of the manufacturer at the plant.
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350 780 CMR - Sixth Edition 2/27/97 (Effective 2/28/97)
CHAPTER 20
LIGHTWEIGHT METALS
780 CMR 2001.0 GENERAL 780 CMR 2002.0 MATERIALS
2001.1 Scope: The provisions of 780 CMR 20 shall 2002.1 General: Aluminum used for structural
govern the materials, design, construction and purposes in buildings and structures shall comply
quality of aluminum and other lightweight metal with AA SAS 30 and AA ASM 35 listed in
alloys. Appendix A. Other lightweight metal alloys used
for structural purposes in buildings and structures
shall be of approved materials.
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NON-TEXT PAGE
352 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
CHAPTER 21
MASONRY
780 CMR 2101.0 GENERAL
2101.1 Scope: The provisions of 780 CMR 21 shall
govern the materials, design, construction and
quality of masonry.
2101.1.1 Engineered masonry design: All
masonry shall conform to the engineered masonry
design requirements of Chapters 1 through 8 of
ACI~530/ASCE 5/TMS 402 listed in Appendix A.
Exception: Where permitted by 780 CMR
2104.3, empirically designed masonry shall
conform to 780 CMR 21 and Chapters 1
through 4 and Chapter 9 of ACI 530/ASCE
5/TMS 402 listed in Appendix A.
2101.2 Seismic requirements: Masonry shall
comply with the requirements of 780 CMR 2104.
780 CMR 2102.0 DEFINITIONS
2102.1 General: The following words and terms
shall, for the purposes of 780 CMR 21 and as used
elsewhere in 780 CMR, have the meanings shown
herein.
Anchor: Metal rod, wire or strap that secures
masonry to its structural support.
Architectural terra cotta: Plain or ornamental hard-
bumed plastic clay units, larger in size than brick,
with glazed or unglazed ceramic finish.
Area, gross cross-sectional: The areas delineated by
the out-to-out dimensions of masonry in the plane
under consideration.
Bed joint: The horizontal layer of mortar on which
a masonry unit is laid
Brick
Calcium silicate brick (sand lime brick): A
building unit made of sand and lime.
Clay or shale: A solid masonry unit made of clay
or shale, usually formed into a rectangular prism
while in the plastic state and burned or fired in a
kiln.
Concrete brick: A solid masonry unit having the
approximate shape of a rectangular prism and
composed of inert aggregate particles embedded
in a hardened cementitious matrix.
Hollow brick: A masonry unit made of clay or
shale whose net cross-sectional area in any plane
parallel to the loadbearing surface is not less than
75% of its gross cross-sectional area measured in
the same plane.
Buttress: A projecting part of a masonry wall built
integrally therewith to furnish lateral stability
which is supported on proper foundations.
Chimney: A primarily vertical enclosure containing
one or more passageways.
Chimney, masonry: A field-constructed chimney of
solid masonry units, stones or reinforced concrete
(see 780 CMR 2114.0).
Collar joint: Vertical longitudinal joint between
wythes of masonry or between masonry and back-
up construction which is permitted to be filled
with mortar or grout.
Connector: A mechanical device for securing two or
more pieces, parts or members together, including
anchors, wall ties and fasteners.
Diaphragm: A roof or floor system designed to
transmit lateral forces to shear walls or other
vertical resisting elements.
Dimensions, nominal: Equal to the actual dimension
plus the width of the mortar joint. Dimensions
and thicknesses specified in this chapter are
nominal dimensions.
Effective height: Clear height of a braced member
between lateral supports and used for calculating
the slenderness ratio of a member. Effective
height for unbraced members shall be calculated.
Head joint: Vertical mortar joint placed between
masonry units within the wythe at the time the
masonry units are laid.
Header (Bonder): A masonry unit that connects two
or more adjacent wythes of masonry.
Height, walls: The vertical distance from the
foundation wall or other immediate support of
such wall to the top of the wall.
Masonry: A built-up construction or combination of
building units or materials of clay, shale, concrete,
glass, gypsum, stone or other approved units
bonded together with mortar or monolithic
concrete. Reinforced concrete is not classified as
masonry.
Ashlar facing masonry: Facing of solid
rectangular units larger in size than brick and
made of burned clay or shale, natural or cast
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stone, with sawed, dressed and squared beds and
mortar joints.
Ashlar masonry: Masonry composed of bonded,
rectangular units, larger in size than brick, with
sawed, dressed or squared beds and mortar joints.
Solid masonry: Masonry consisting of solid
masonry units laid contiguously with the joints
between the units filled with mortar, or consisting
of plain concrete.
Masonry unit
Clay: A building unit larger in size than a brick,
composed of burned clay, shale, fire clay or
mixtures thereof.
Concrete: A building unit or block larger in size
than 12 by 4 by 4 inches (305 mm by 102 mm by
102 mm) made of cement and suitable aggregates.
Hollow: A masonry unit whose net cross-
sectional area in any plane parallel to the
loadbearing surface is less than 75% of its gross
cross-sectional area measured in the same plane.
Solid: A masonry unit whose net cross-sectional
area in every plane parallel to the loadbearing
surface is 75% or more of its gross cross-sectional
area measured in the same plane.
Mortar: A plastic mixture of approved cementitious
materials, fine aggregates and water used to bond
masonry or other structural units (see 780 CMR
2105.0).
Mortar, surface-bonding: A mixture used to bond
concrete masonry units which contains: hydraulic
cement; glass fiber reinforcement with or without
inorganic fillers or organic modifiers; and water
(see 780 CMR 2105.8).
Rubble masonry: Masonry composed of roughly
shaped stones.
Coursed rubble: Masonry composed of roughly
shaped stones fitting approximately on level beds
and well bonded. Random rubble: Masonry
composed of roughly shaped stones laid without
regularity of coursing but well bonded and fitted
together to form well-defined joints.
Rough or ordinary rubble: Masonry composed
of unsquared field stones laid without regularity
of coursing but well bonded.
Running bond: The placement of masonry units
such that head joints in successive courses are
horizontally offset at least one-quarter the unit
length.
Stack bond: The placement of masonry units in a
bond pattern is such that head joints in successive
courses are vertically aligned For the purpose of
this code, requirements for stack bond shall apply
to all masonry laid in other than running bond.
Stone masonry: Masonry composed of field,
quarried or caststone units bonded by mortar.
1. Stone masonry, ashlar: Stone masonry
composed of rectangular units having sawed,
dressed or squared bed surfaces and bonded by
mortar.
2. Stone masonry, rubble: Stone masonry
composed of irregular-shaped units bonded by
mortar.
Tile, wall: Metal connector that connects wythes of
masonry walls together.
Tile: A ceramic surface unit, usually relatively thin
in relation to facial area, made from clay or a
mixture of clay and other ceramic materials,
called the body of the tile, having either a
"glazed" or "unglazed" face and fired above red
heat in the course of manufacture to a temperature
sufficiently high enough to produce specific
physical properties and characteristics (see
780 CMR 2105.0).
Tile, structural clay: A hollow masonry unit
composed of burned clay, shale, fire clay or
mixtures thereof, and having parallel cells (see
780 CMR 2105.0).
Wall
• Cavity wall: A wall built of masonry units or of
plain concrete, or a combination of these
materials, arranged to provide an air space within
the wall, and in which the inner and outer parts of
the wall are tied together with metal ties.
Composite wall: A wall built of a combination of
two or more masonry units of different materials
bonded together, one forming the backup and the
other the facing elements.
Dry-stacked, surface-bonded walls: A wall built
of concrete masonry units where the units are
stacked dry, without mortar on the bed or head
joints, and where both sides of the wall are coated
with a surface-bonding mortar (see 780 CMR
2106.3).
Faced wall: A wall in which the masonry facing
and backing are so bonded as to exert common
action under load.
Hollow wall: A wall built of masonry units so
arranged as to provide an air space within the
wall, and in which the facing and backing of the
wall are bonded together with masonry units.
Parapet wall: That part of any wall entirely
above the roof line.
Wythe: Each continuous, vertical section of a wall,
one masonry unit in thickness.
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MASONRY
780 CMR 2103.0 CONSTRUCTION
DOCUMENTS
2103.1 Drawings: The drawings and details shall
show all the items required to be shown on the
drawings by 780 CMR including the following:
1. Specified size, grade, type and location of
reinforcement, anchors and wall ties;
2. Reinforcing bars to be welded and welding
procedure;
3. Size and location of all structural elements;
and
4. Provision for dimensional changes resulting
from elastic deformation, creep, shrinkage,
temperature and moisture.
2103.2 Fireplace drawings: The construction
documents shall describe in sufficient detail the
location, size and construction of all masonry
fireplaces. The thickness and characteristics of all
material and the clearances from walls, partitions
and ceilings shall be clearly indicated.
780 CMR 2104.0 SEISMIC REQWREMENTS
2104.1 Scope: Seismic design requirements apply to
the design of masonry and the construction of
masonry building elements, except masonry veneers.
Seismic requirements for masonry veneers shall
comply with Chapter 12 of the ACI 530/ASCE
5/TMS 402 Masonry Code listed in Appendix A.
All masonry shall be designed to comply with the
requirements of Chapter 7 of the ACI 530/
ASCE 5/TMS 402 Masonry Code listed in
Appendix A, except as otherwise permitted herein.
2104.2 General: Masonry structures and masonry
elements shall comply with the requirements of
780 CMR 2104.3 through 2104.5. In addition,
masonry structures and- masonry elements shall
comply with either the allowable stress design
requirements of Section 5.1 of the ACI 530/ASCE
5/TMS 402 Masonry Code, listed in Appendix A and
with 780 CMR 2104.2.2 and 2104.2.3, or the
strength design requirements of 780 CMR 2104.2.1
and 780 CMR 2104.2.3.
2104.2.1 Strength requirements: For masonry
structures that are not designed in accordance
with Section 5.1 of the ACI 530/ASCE 5/TMS
402 Masonry Code listed in Appendix A, the
provisions of 780 CMR 2104.0 shall apply. The
design strength of masonry structures and
masonry elements shall be at least equal to the
required strength determined in accordance with
this section except for masonry elements designed
in accordance with the provisions of Chapter 9 of
the ACI 530/ASCE 5/TMS 402 Masonry Code
listed in Appendix A.
1. Required strength: Required strength, U,
to resist seismic forces in such combinations
with gravity and other loads including load
factors shall be as required in 780 CMR 1616
except that non-bearing masonry walls shall be
designed for the seismic force applied
perpendicular to the plane of the wall and
uniformly distributed over the wall area.
2. Nominal strength: The nominal strength
of masonry shall be taken as 2Vz times the
allowable stress value. The allowable stress
value shall be determined in accordance with
Chapter 7 of the ACI 530/ASCE 5/TMS 402
Masonry Code listed in Appendix A.
3. Design strength: The design strength of
masonry provided by a member, its
connections to other members and its cross
sections in terms of flexure, axial load, and
shear shall be taken as the nominal strength
multiplied by a strength reduction factor 0, as
follows;
a. Axial load and flexure except for flexural
tension in unreinforced masonry <3> =0.8.
b. Flexural tension in unreinforced masonry
$ =0.4
c. Shear 0 = 0.6
d. Shear and tension on anchor bolts
embedded in masonry $ = 0.6
2104.2.2 Shear Factor: When calculating shear
or diagonal tension stresses using allowable stress
design, shear walls and beams which resist
seismic forces shall be designed to resist 1.33
times the seismic shear forces obtained from an
analysis of the building.
2104.2.3 Drift limits: The design story drift of
masonry structures due to the combination of
seismic forces and gravity loads shall not exceed
0.007 times the story height. The drift shall be
calculated using load combinations 7 or 8 for
strength design in 780 CMR 1616.3 1 with the
seismic deflections multiplied by the seismic
amplification factor, Cd, given in Table 1612.4.4.
2104.3 Design of elements that are not part of
lateral force resisting system:
2104.3.1 Masonry elements that are listed in
780 CMR 2104.3 and isolated from the structure
so that vertical and lateral forces are not imparted
to these elements and that are not part of the
lateral force resisting system shall comply with
the provisions of 780 CMR 2104.3 and may be
designed in accordance with the provisions of
Chapter 9 of the ACI 530/ASCE 5/TMS 402
Masonry Code listed in Appendix A.
2104.3.2 Load bearing frames or columns that are
not part of the lateral force resisting system shall
be analyzed as to their effect on the response of
the system. Such frames or columns shall be
adequate for vertical load carrying capacity and
induced moment due to the design story drift.
2104.3.3 Anchorage Of Masonry Walls
Masonry walls shall be anchored to the roof and
all floors that provide lateral support out of plane
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for the wall. The anchorage shall provide a direct
connection between the walls and the floor or roof
construction. The connections shall be capable of
resisting the greater of the seismic lateral force
induced by the wall or 120 pounds per lineal foot
of wall (allowable stress design), or 200 pounds
per lineal foot of wall (strength design).
2104.3.4 Masonry partition walls 16 feet or less
in height, masonry screen walls and other
masonry elements, except those listed in
780 CMR 2104.3.6, that are not designed to resist
vertical or lateral loads, other than those induced
by their own mass, shall be isolated from the
structure so that vertical and lateral forces are not
imparted to these elements. Isolation joints and
connectors between these elements and the
structure shill be designed to accommodate the
design story drift. Masonry elements listed in
780 CMR 2104.3.4 shall be reinforced in either
the horizontal or vertical direction in accordance
with the following;
1. Horizontal reinforcement: Horizontal
reinforcement shall consist of at least two
longitudinal W1.7 wires spaced not more than
16 in. (vertically) for walls greater than four
inches in width and at least one longitudinal
W1.7 wire spaced not more than 16 inches for
walls not exceeding four inches in width; or at
least one No. 4 bar spaced not more than 48
inches Where two longitudinal wires of joint
reinforcement are used, the space between
these wires shall be the widest that the mortar
joint will accommodate. Horizontal
reinforcement shall be provided within 16
inches of the top and bottom of these masonry
elements; OR
2. Vertical reinforcement: Vertical
reinforcement shall consist of at least one
No. 4 bar spaced not more than 48 inches
Vertical reinforcement shall be located within
16 inches of the ends of masonry walls.
2104.3.5 Masonry partition walls, greater than 16
feet in height, masonry screen walls and other
masonry elements except those listed in 780 CMR
2104.3.6, that are not designed to resist vertical or
lateral loads, other than those induced by their
own mass, shall be isolated from the structure so
that the vertical and lateral forces are not imparted
to these elements. Isolation joints and connectors
between these elements and the structure shall be
designed to accommodate the design story drift.
Masonry elements listed in 780 CMR 2104.3.5
shall be reinforced in accordance with the
following:
1. Vertical reinforcement: Vertical re-
inforcement of at least 0.2 square inches in
cross-sectional area shall be provided at
corners, within 16 inches of each side of
openings, within eight inches of each side of
movement joints, within eight inches of the
ends of walls, and at a maximum spacing of
eight feet.
2. Horizontal reinforcement: Horizontal
reinforcement shall consist of at least two
wires of W 1.7 spaced not more than 16 inches.
Horizontal reinforcement of at least 0.2 square
inches in cross sectional areas shall also be
provided at the bottom and top of wall
openings and shall extend not less than 24
inches nor less than 40 bar diameters past the
opening; continuously at structurally connected
roof and floor levels; within 16 inches of the
top of walls; and at a maximum spacing of
eight feet.
2104.3.6 Nonstructural masonry partition walls
that are isolated from the structure in accordance
with 780 CMR 2104.3.4, and 2104.3.5, which
enclose stairwells, exit discharges, exits and
elevator shafts shall be designed for the code
required lateral loads and at a minimum in
accordance with the following:
1. Vertical reinforcement: Vertical
reinforcement 0.31 square inches in cross
sectional area shall be provided at corners,
within 16 inches of each side of openings,
within eitght inches of each side of
movements joints, and within eight inches of
the ends of walls and at a maximum spacing of
six feet.
2. Horizontal reinforcement: Horizontal
reinforcement shall consist of at least two
wires of W 1.7 spaced not more that 16 inches
Horizontal reinforcement of at least 0.20
square inches in cross-sectional area shall also
be provided at the bottom and top of wall
openings and shall extend not less than 24
inches nor less than 40 bar diameters past the
opening; continuously at structurally connected
roof and floor levels; and within 16 inches of
the top of walls; or
3. Walls spanning horizontally: Walls which
are designed to span horizontally, shall comply
with 780 CMR 2104.3.6 and the following:
horizontal reinforcement shall consist of at
least two wires of W. 1.7 spaced not more than
16 inches. Horizontal reinforcement of at least
0.3 1 square inches in cross-sectional area shall
also be provided at the bottom and top of wall
openings and shall extend not less than 24
inches nor less than 40 bar diameters past the
opening. Horizontal reinforcement of at least
0.31 square inches shall be provided
continuously at structurally connected roof and
floor levels, within 16 inches of the top of
walls and at a maximum of six feet.
2104.3.7 Masonry walls listed in 780 CMR
2104.3, that are NOT isolated from the structure
as required in 780 CMR 2104.3.4 and 2104.3.5,
shall be designed to withstand the induced forces.
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2104.4 Design of elements which are part of the
lateral force resisting system, bearing walls, exterior
walls, parapets and chimneys.
2104.4.1 Connections to masonry shear walls:
Connectors shall he provided to transfer forces
between horizontal elements and masonry walls in
accordance with the requirements, of Section
5. 1 1 of the ACI 530/ASCE 5/TMS 402 Masonry
Code listed in Appendix A. Connectors shall be
designed to transfer horizontal design forces
acting either perpendicular or parallel to the wall,
but not less than 200 pounds per lineal foot of
wall (allowable stress design) or 335 pounds per
lineal foot of wall (strength design). The
maximum spacing between connectors shall be
four feet.
2104.4.2 Connections to masonry columns:
Connectors shall be provided to transfer forces
between masonry columns and horizontal
elements in accordance with the requirements of
Section 5.11 of ACI 530/ASCE 5/TMS 402
Masonry Cede listed in Appendix A. Where
anchor bolts are used to connect horizontal
elements to the tops of columns, anchor bolts
shall be placed within lateral ties. Lateral tics
shall enclose both the vertical bars in the column
and the anchor bolts. There shall be a minimum of
two No, 4 lateral ties provided in the top five
inches of the column.
2104.4.3 Minimum reinforcement
requirements for bearing walls, exterior walls,
shear walls, parapets and chimneys: These
walls shall be reinforced in both the vertical and
horizontal direction. The sum of the cross-
sectional area of horizontal and vertical
reinforcement shall be at least 0.002 times the
gross cross-sectional area of the wall, and the
minimum cross-sectional area in each direction
shall he not less than 0.0007 times the gross cross-
sectional area of the wall. Reinforcement shall be
uniformly distributed. The maximum spacing of
reinforcement shall be 48 inches The maximum
spacing of reinforcement for stack bond masonry
shall be 24".
2104.4.4 Shear wall additional reinforcing
requirements for buildings classified in Seismic
Performance Category D: The maximum
spacing of vertical and horizontal reinforcement
shall be the smaller of; one-third the length of the
shear wall, one-third the height of the shear wall,
or 48 inches The minimum cross-sectional area of
vertical reinforcement per horizontal foot of shear
wall shall be one-third of the required shear
reinforcement per vertical foot of shear wall.
Shear reinforcing shall be anchored around
vertical reinforcing bars with a standard hook.
2104.4.5 Minimum reinforcement for masonry
columns: Lateral ties in masonry columns shall
be spaced not more than eieht inches on center
and shall be at least % inches diameter. Lateral
ties shall be embedded in grout.
2104.4.6 Material requirement: Neither Type N
mortar nor masonry cement shall be used as part
of the lateral force resisting system.
2104.4.7 Lateral tie anchorage: Standard hooks
for lateral tie anchorage shall be either a 135
degree standard hook or a 180 degree standard
hook.
2104.5 Inspection: Masonry shall be inspected in
accordance with 780 CMR 1705.7.
780 CMR 2105.0 MASONRY
CONSTRUCTION MATERIALS
2105.1 Concrete masonry units: Concrete masonry
units shall conform to the following standards listed
in Appendix A: ASTM C55 for concrete brick;
ASTM C73 for calcium silicate face brick; ASTM
C90 for loadbearing concrete masonry units; or
ASTM C744 for prefaced concrete and calcium
silicate masonry units.
2105.2 Clay or shale masonry units: Clay or shale
masonry units shall conform to the following
standards listed in Appendix A: ASTM C34 for
structural clay loadbearing wall tile; ASTM C56 for
structural clay nonloadbearing wall tile; ASTM C62
for building brick (solid masonry units made from
clay or shale); ASTM CI 088 for solid units of thin
veneer brick; ASTM CI 26 for ceramic-glazed
structural clay facing tile, facing brick and solid
masonry units; ASTM C212 for structural clay
facing tile; ASTM C216 for facing brick (solid
masonry units made from clay or shale); and ASTM
C652 for hollow brick (hollow masonry units made
from clay or shale).
Exception: Structural clay tile for nonstructural
use in fireproofing of structural members and in
wall furring shall not be required to meet the
compressive strength specifications. The
fireresistance rating shall be determined in
accordance with ASTM El 19 listed in
Appendix A and shall comply with the
requirements of Table 602.
2105.3 Stone masonry units: Stone masonry units
shall conform to the following standards listed in
Appendix A: ASTM C503 for marble building stone
(exterior); ASTM C568 for limestone building stone;
ASTM C615 for granite building stone; ASTM
C616 for sandstone building stone; or ASTM C629
for slate building stone.
2105.4 Ceramic tile: Ceramic tile shall be as
defined in ANSI A137. 1 listed in Appendix A and
shall conform to the requirements of ANSI A137.1
listed in Appendix A.
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2105.5 Glass block: Glass block shall be partially
evacuated, hollow masonry units made of clear,
colorless glass (with or without a highly reflective
oxide surface coating), having a thickness of not less
than 31/8 inches or shall be solid glass-block units,
having a thickness of not less than three inches.
2105.6 Second-hand units: Second-hand masonry
units shall not be reused unless the units conform to
the requirements for new units. The units shall be of
whole, sound material and be free from cracks and
other defects that will interfere with proper laying or
use. All old mortar shall be cleaned from the units
before reuse.
2105.7 Mortar: Mortar for masonry construction
shall conform to ASTM C270 listed in Appendix A.
2105.8 Surface-bonding mortar: Surface-bonding
mortar shall comply with ASTM C887 listed in
Appendix A. Surface bonding of concrete masonry
units shall comply with ASTM C946 listed in
Appendix A.
2105.9 Metal reinforcement and accessories:
Metal reinforcement and accessories shall conform
to 780 CMR 2105.9.1 through 2105.9.7. Where
unidentified reinforcement is approved for use, such
reinforcement shall be tested in accordance with
780 CMR 2208.1.
2105.9.1 Deformed reinforcing bars: Deformed
reinforcing bars shall conform to the following
standards listed in Appendix A : ASTM A6 1 5 for
deformed and plain billet-steel bars for concrete
reinforcement; ASTM A616 for rail-steel
deformed and plain bars for concrete
reinforcement; ASTM A617 for axle-steel
deformed and plain bars for concrete
reinforcement; and ASTM A706 for low-alloy-
steel deformed bars for concrete reinforcement.
2105.9.2 Joint reinforcement: Joint reinforcing
wire shall conform to the following standards
listed in Appendix A: ASTM A82 for steel wire,
plain, for concrete reinforcement; and ASTM
A167, Type 304, for stainless and heat-resisting
chromium-nickel steel plate, sheet and strip.
Longitudinal wires shall be deformed. One set
of two deformations shall occur around the
perimeter of the wire at a maximum spacing of
0.7 times the diameter of the wire but not less
than eight sets per one inch (25 mm) of length.
The overall length of each deformation within the
set shall be such that the summation of gaps
between the ends of the deformations shall not
exceed 33% of the perimeter of the wire. The
indentation depth of the deformations shall be
0.006 inch (0.15 mm) plus or minus 0.003 inch
(0.08 mm).
2105.9.3 Deformed reinforcing wire: Deformed
reinforcing wire shall conform to ASTM A496
listed in Appendix A.
2105.9.4 Wire fabric: Wire fabric shall conform
to ASTM A185 listed in Appendix A for plain
steel-welded wire fabric for concrete
reinforcement or ASTM A497 listed in
Appendix A for welded deformed steel wire fabric
for concrete reinforcement.
2105.9.5 Anchors, ties and accessories:
Anchors, ties and accessories shall conform to the
following standards listed in Appendix A: ASTM
A36 for structural steel; ASTM A82 for plain
steel wire for concrete reinforcement; ASTM
A 185 for plain steel-welded wire fabric for
concrete reinforcement; ASTM A167, Type 304,
for stainless and heat-resisting chromium-nickel
steel plate, sheet and strip; and ASTM A366 for
cold-rolled carbon steel sheet, commercial
quality.
2105.9.6 Corrosion protection: Joint
reinforcement anchors, wall ties and accessories,
except those of Type 304 stainless steel
complying with ASTM A 167 listed in
Appendix A, shall be protected from corrosion by
galvanizing as follows.
Metal accessories for use in exterior wall
construction shall be hot-dipped galvanized after
fabrication with a minimum coating of 1.5 ounces
per square foot (458 g/m2) in accordance with
ASTM A153 listed in Appendix A. Metal
accessories for use in interior wall construction
shall be mill galvanized with a minimum coating
of 0.1 ounce per square foot (31 g/m2) in
accordance with the standards listed in
Appendix A as follows: ASTM A64 1 for joint
reinforcement, wire anchors and ties; and ASTM
A525, Class G-60, for sheet metal anchors and
ties.
2105.9.7 Tests: Where unidentified reinforcement
is approved for use, not less than three tension and
three bending tests shall be made on
representative specimens of the reinforcement
from each shipment and grade of reinforcing steel
proposed for use in the work.
2105.10 Mortars for ceramic wall and floor tile:
Portland cement mortars for installing ceramic wall
and floor tile shall comply with ANSI A 108. 1 listed
in Appendix A and be of the compositions indicated
in Table 2105. 10.
2105.10.1 Dry-set portland cement mortars:
Premixed prepared portland cement mortars,
which require only the addition of water and
which are used in the installation of ceramic tile,
shall comply with ANSI All 8.1 listed in
Appendix A The shear bond strength for tile set in
such mortar shall be as required in accordance
with ANSI Al 18.1 Wstsd'm Appendix A. Tile set
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MASONRY
in dry-set portland cement mortar shall be
installed in accordance with ANSI A108.5 listed
in Appendix A.
2105.10.2 Electrically conductive dry-set
mortars: Premixed prepared portland cement
mortars, which require only the addition of water
and which comply with ANSI A118.2 listed in
Appendix A, shall be used in the installation of
electrically conductive ceramic tile. Tile set in
electrically conductive dry-set mortar shall be
installed in accordance with ANSI A 108. 7 listed
in Appendix A.
Table 2105.10
CERAMIC TILE MORTAR COMPOSITIONS
Walls
Scratchcoat
1 cement; 1 /5 hydrated lime;
4 dry or 5 damp sand
Setting bed and
leveling coat
1 cement. 14 hydrated lime;
5 damp sand; to 1 cement;
1 hydrated lime; 7 damp sand
Floors
Setting bed
1 cement; 1/10 hydrated lime.
5 drv or 6 damp sand; or 1
cement, 5 dry or 6 damp sand
Ceilings
Scratchcoat and
sand bed
1 cement;'/; hydrated lime; 2V:
drv sand or 3 damp sand
2105.10.3 Latex-modified portland cement
mortars: Latex -modified portland cement thin-
set mortars-in which latex is added to dry-set
mortar as a replacement for all or part of the
gauging water-which are used for the installation
of ceramic tile shall comply with ANSI A118.4
listed in Appendix A. Tile set in latex-modified
portland cement shall be installed in accordance
with ANSI A108.5 listed in Appendix A
2105.10.4 Epoxy mortar: Ceramic tile set and
grouted with chemical-resistant epoxy shall
comply with ANSI Al 18.3 listed in Appendix A
Tile set and grouted with epoxy shall be installed
in accordance with ANSI A108 6 listed in
Appendix A.
2105.10.5 Furan mortar and grout: Chemical-
resistant furan mortar and grout which are used to
install ceramic tile shall comply with ANSI
A118.5 listed in Appendix A Tile set and
grouted with furan shall be installed in accordance
with ANSI Al 08.8 listed in Appendix A
2105.10.6 Modified epoxy-emulsion mortar and
grout: Modified epoxy-emulsion mortar and
grout which are used to install ceramic tile shall
comply with ANSI Al 18 .8 listed in Appendix A
Tile set and grouted with modified epoxy-
emulsion mortar and grout shall be installed in
accordance with ANSI A108.9 listed in
Appendix A.
2105.10.7 Organic adhesives: Water-resistant
organic adhesives used for the installation of
ceramic tile shall comply with ANSI A136.1 listed
in Appendix A. The shear bond strength after water
immersion shall not be less than 40 psi (0.028
kg/mm2) for Type I adhesive, and not less than 20
psi (0.014 kg/mnr) for Type II adhesive, when
tested in accordance with ANSI A136.1 listed in
Appendix A. Tile set in organic adhesives shall be
installed in accordance with ANSI A108.4 listed in
Appendix A.
2105.10.8 Portland cement grouts Portland
cement grouts used for the installation of ceramic
tile shall comply with ANSI A 118.6 listed in
Appendix A Portland cement grouts for tilework
shall be installed in accordance with ANSI A108.10
listed in Appendix A
2105.11 Grout: Grout shall conform to ASTM C476
listed m Appendix A
780 CMR 2106.0 LATERAL STABDLTrV
2106.1 Shear walls: Where the structure depends
upon masonry walls for lateral stability, shear walls
shall be provided parallel to the direction of the
lateral forces resisted.
2106.1.1 Shear wall thickness Minimum
nominal thickness of masonry shear walls shall be
eight inches
Exception: Shear walls of one-story buildings
are permitted to be a minimum nominal
thickness of six inches.
2106.1.2 Cumulative length of shear walls In
each direction in which shear walls are required
for lateral stability, the minimum cumulative
length of shear walls provided shall be 0.4 times
the long dimension of the building. Cumulative
length of shear walls shall not include openings.
2106.1.3 Maximum diaphragm ratio Masonry
shear walls shall be provided so that the span-to-
width (or depth) ratio of floor or roof diaphragms
does not exceed that indicated in Table 2106.1 .3.
Table 2106.1.3
MAXIMUM SPAN-TO-WIDTH (DEPTH)
RATIO OF FLOOR AND ROOF
DIAPHRAGMS
Floor or roof
diaphragm construction
Maximum span-to-width
(depth) ratio of Diaphragm
Cast-in-place concrete
5:1
Precast concrete
4.1
Metal deck with concrete
3:1
fill
Metal deck -without fill
2:1
Wood diaphragm
2:1
2106.2 Roofs: The roof construction shall be
designed so as not to impart out-of-plane lateral
thrust to the walls under roof gravity load.
2106.3 Surface-bonded walls Dry-stacked,
surface-bonded concrete masonry walls shall comply
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
with the requirements of 780 CMR for masonry wall
construction, except where otherwise noted in
780 CMR 2 106
2106.3.1 Strength: Dry-stacked, surface-bonded
concrete masonry walls shall be of adequate
strength and proportions to support all
superimposed loads without exceeding the
allowable stresses listed in Table 2106.3.1.
Allowable stresses not specified in Table 2106.3.1
shall comply with the requirements of ACI
530/ASCE 5/TMS 402 listed in Appendix A.
Table 2106.3.1
ALLOWABLE STRESS GROSS CROSS-
SECTIONAL AREA FOR DRY-STACKED,
SURFACE-BONDED CONCRETE
MASONRY WALLS
Compression
standard block
Shear
Flexural tension
Vertical span
Horizontal span
45 psi
lOpsi
ISpsi
30 psi
2106.4 Construction: Construction of dry-stacked,
surface-bonded masonry walls, including stacking
and leveling of units, mixing and application of
mortar, and curing and protection, shall comply with
ASTM C946 listed in Appendix A.
780 CMR 2107.0 COMPRESSIVE STRESS
REQLTREMENTS
2107.1 Vertical dead plus live loads: Compressive
stresses in masonry due to vertical dead plus live
loads (excluding wind or seismic loads) shall be
determined in accordance with 780 CMR 2107.2.1.
Dead and live loads shall be in accordance with
780 CMR 16, with such live load reductions as are
permitted in 780 CMR 1608.0.
2107.2 Maximum values: The compressive stresses
in masonry shall not exceed the values given in
Table 2107.2. Stress shall be calculated based on
actual rather than nominal dimensions.
2107.2.1 Calculated compressive stresses:
Calculated compressive stresses for single-wythe
walls and for multiple-wythe composite masonry
walls shall be determined by dividing the design
load by the gross cross-sectional area of the
member The area of openings, chases or recesses
in walls shall not be included in the gross cross-
sectional area of the wall.
2107.2.2 Multiple-wythe walls: The allowable
stress shall be as given in Table 2107.2 for the
weakest combination of the units and mortar used
in each wythe.
Table 2107.2
ALLOWABLE COMPRESSIVE STRESSES
FOR EMPIRICAL DESIGN OF MASONRY
Construction, compressive
strength of unit, gross
area, psi
Allowable compressive stresses
gross cross-sectional area, psi
Type M or S
mortar
TypeN
mortar
Solid masonry of brick
and other solid units of
clav or shale; sand-lime or
concrete brick:
8,000 or greater
350
300
4,500
225
200
2,500
160
140
1,500
115
100
Grouted masonrv of clay
or shale, sand-lime or
concrete:
4,500 or greater
2,500
225
160
200
140
1,500
115
100
Solid masonrv of solid
concrete masonry units:
3.000 or greater
2,000
225
160
200
140
1.200
115
100
Masonrv of hollow
ioadbeanng units:
2,000 or greater
140
120
1,500
115
100
1,000
75
70
750
60
55
Hollow walls
(noncomposite masonry
bonded"'',
Solid units:
2,500 or greater
1,500
160
115
140
100
Hollow units
75
70
Stone ashlar masonry:
Granite
720
640
Limestone or marble
450
400
Sandstone or cast stone
360
320
Rubble stone masonrv
Coursed, rough or
random
120
100
Note a . Linear interpolation for determining allowable
stresses for masonry units having compressive strengths
which are intermediate between those given in the table
is permitted.
Note b. Where floor and roof loads are carried upon
one wythe, the gross cross-sectional area is that of the
wythe under load: if both wythes are loaded, the gross
cross-sectional area is that of the wall minus the area of
the cavity between the wythes. Walls bonded with metal
ties shall be considered as noncomposite walls unless
collar joints are filled with mortar or grout.
780 CMR 2108.0 LATERAL SUPPORT
2108.1 General: Masonry walls shall be laterally
supported in either the horizontal or the vertical
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MASONRY
direction at intervals not exceeding those given in
Table 2108.1.
2108.1.1 Thickness: Except for cavity walls and
cantilever walls, the thickness of a wall shall be
the nominal thickness measured perpendicular to
the face of the wall. For cavity walls, the
thickness shall be determined as the sum of the
nominal thicknesses of the individual wythes. For
cantilever walls, except for parapets, the ratio of
height to nominal thickness shall not exceed 6:1
for solid masonry or 4: 1 for hollow masonry. The
thickness and height of parapets shall conform to
780 CMR 2109.2.
2108.2 Lateral support: Lateral support shall be
provided by cross walls, pilasters, buttresses or
structural frame members where the limiting
distance is taken horizontally, or by floors, or roofs
acting as diaphragms or structural frame members
where the limiting distance is taken vertically.
Table 2108.1
WALL LATERAL SUPPORT
REQUIREMENTS
Construction
Maximum ratio of wall length
to thickness or wall height to
thickness
Loadbeanng walls
Sobd or solid grouted
Mother
Nonloadbearing walls
Exterior
interior
20
18
18
36
780 CMR 2109.0 THICKNESS OF MASONRY
2109.1 Thickness of walls: The nominal thickness
of masonry walls shall conform to the requirements
of 780 CMR 2109.
2109.1.1 Minimum thickness: The minimum
thickness of masonry loadbeanng walls more than
one story high shall be eight inches. The
minimum thickness of masonry loadbeanng walls
of one-story buildings shall not be less than six
inches.
2109.1.2 Rubble stone walls: The minimum
thickness of rough or random or coursed rubble
stone walls shall be 16 inches.
2109.1.3 Change in thickness: Where a wall of
masonry of hollow units or a masonry-bonded
hollow wall is decreased in thickness, a course or
courses of solid masonry shall be interposed
between the wall below and the thinner wall
above, or special units or construction shall be
used to transmit the loads from face shells or
wythes above to those below.
2109.2 Parapet walls: Parapet walls shall be at least
eight inches thick, and the height shall not exceed
three times the thickness Parapet walls shall be
reinforced in accordance with 780 CMR 2104.4.3.
780 CMR 2110.0 BOND
2110.1 General: The facing and backing of
multiple-wythe masonry walls shall be bonded in
accordance with 780 CMR 2110.2, 2110.3 or
2110.4.
2110.2 Bonding with masonry headers: Bonding
with solid or hollow masonry headers shall comply
with 780 CMR 21 10.2. 1 and 21 10.2.2.
2110.2.1 Solid units: Where the facing and
backing (adjacent wythes) of solid masonry
construction are bonded by means of masonry
headers, not less than 4% of the wall surface of
each face shall be composed of headers extending
not less than three inches (76 mm) into the
backing. The distance between adjacent full-
length headers shall not exceed 24 inches (610
mm) either vertically or horizontally. In walls in
which a single header does not extend through the
wall, headers from the opposite sides shall overlap
at least three inches (76 mm), or headers from
opposite sides shall be covered with another
header course overlapping the header below at
least three inches (76 mm).
2110.2.2 Hollow units Where two or more
hollow units are used to make up the thickness of
a wall, the stretcher courses shall be bonded at
vertical intervals not exceeding 34 inches (864
mm) by lapping at least three inches (76 mm) over
the unit below, or by lapping at vertical intervals
not exceeding 17 inches (432 mm) with units
which are at least 50% greater in thickness than
the units below.
2110.3 Bonding with wall ties or joint
reinforcement: Bonding with wall ties or joint
reinforcement shall comply with 780 CMR 21 10.3. 1
through 21 10.3.2.
2110.3.1 Bonding with wall ties: Except as
required by 780 CMR 2110.3.1.1, where the
facing and backing (adjacent wythes) of masonry
walls are bonded with 3/16-inch diameter wall ties
or metal wire of equivalent stiffness embedded in
the horizontal mortar joints, there shall be at least
one metal tie for each 4V4 square feet (0.42 m2) of
wall area. Ties in alternate courses shall be
staggered. The maximum vertical distance
between ties shall not exceed 24 inches (610 mm),
and the maximum horizontal distance shall not
exceed 36 inches (914 mm). Rods or ties bent to
rectangular shape shall be used with hollow
masonry units laid with the cells vertical. In other
walls, the ends of ties shall be bent to 90-degree
(1.57 rad) angles to provide hooks not less than
two inches (51 mm) long. Additional bonding ties
shall be provided at all openings, spaced not more
than three feet (914 mm) apart around the
perimeter and within 12 inches (305 mm) of the
opening.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
2110.3.1.1 Bonding with adjustable wall ties
Where the facing and backing (adjacent
wythes) of masonry are bonded with adjustable
wall ties, there shall be at least one tie for each
1 .77 square feet (0.16 m2) of wall area. Neither
the vertical nor horizontal spacing of the
adjustable wall ties shall exceed 16 inches (406
mm). The maximum vertical offset of bed
joints from one wythe to the other shall be IV*
inches (32 mm). The maximum clearance
between connecting parts of the ties shall be
1/16 inch (1 .6 mm). Where pintle legs are used,
ties shall have at least two 3/16-inch (5 mm)
diameter legs
2110.3.2 Bonding with prefabricated joint
reinforcement: Where the facing and backing
(adjacent wythes) of masonry are bonded with
prefabricated joint reinforcement, there shall be at
least one cross wire serving as a tie for each 2%
square feet (0.25 m2) of wall area. The vertical
spacing of the joint reinforcement shall not
exceed 16 inches (406 mm). Cross wires on
prefabricated joint reinforcement shall not be
smaller than No 9 gage. The longitudinal wires
shall be embedded in the mortar
2110.4 Bonding with natural or cast stone
Bonding with natural or cast stone shall conform to
780 CMR 2110.4. 1 and 21 10.4.2.
2110.4.1 Ashlar masonry: In ashlar masonry,
uniformly distributed bonder units shall be
provided to the extent of not less than 10% of the
wall area. Such bonder units shall extend not less
than four inches ( 102 mm ) into the backing wall.
2110.4.2 Rubble stone masonry Rubble stone
masonry 24 inches or less in thickness shall have
bonder units with a maximum spacing of 3 feet
(914 mm) vertically and three feet (914 mm)
horizontally Rubble stone masonry greater than
24 inches in thickness shall have one bonder unit
for each six square feet (0.56 m2) of wall surface
on both sides.
2110.5 Masonry bonding pattern: Masonry laid in
running and stack bond shall conform to 780 CMR
2110.5.1 and 2110.5.2.
2110.5.1 Masonry laid in running bond: In each
wythe of masonry laid in running bond, head
joints in successive courses shall be offset by not
less than one-fourth the unit length, or the
masonry walls shall be reinforced longitudinally
as required in 780 CMR 21 10.5.2.
2110.5.2 Masonry laid in stack bond: Where
unit masonry is laid with less head joint offset
than in 780 CMR 2 1 1 0. 5 . 1 , the minimum area of
horizontal reinforcement placed in mortar bed
joints or in bond beams spaced not more than 48
inches (1219 mm) apart shall be 0.0007 times the
vertical cross-sectional area of the wall
780 CMR 2111.0 ANCHORAGE
2111.1 General: Masonry elements shall be
anchored in accordance with 780 CMR 2111.0.
2111.2 Intersecting walls: Masonry walls
depending upon one another for lateral support shall
be anchored or bonded at locations where the walls
meet or intersect by one of the following methods
indicated in 780 CMR 2111.2.1 through 2111 .2.5.
2111.2.1 Bonding pattern: 50% of the units at
the intersection shall be laid in an overlapping
masonry bonding pattern, with alternate units
having a bearing of not less than three inches (76
mm) on the unit below.
2111.2.2 Steel connectors Walls shall be
anchored by steel connectors having a minimum
cross section of Vi-inch by I '/: inches with ends
bent up at least two inches (5 1 mm), or with cross
pins to form anchorage Such anchors shall be at
least 24 inches (610 mm) long and the maximum
spacing shall be four feet (1219 mm).
2111.2.3 Joint reinforcement Walls shall be
anchored by joint reinforcement spaced at a
maximum distance of eight inches (203 mm).
Longitudinal reinforcement shall be at least No 9
gage and shall extend at least 30 inches (762 mm)
in each direction at the intersection.
2111.2.4 Interior nonloadbearing walls
Interior nonloadbearing walls shall be anchored at
the intersection of the walls at vertical intervals of
not more than 16 inches (406 mm) with joint
reinforcement or Vi-inch galvanized mesh
hardware cloth.
2111.2.5 Ties, joint reinforcement and anchors
Other metal ties, joint reinforcement or anchors,
if used, shall-be spaced to provide equivalent area
of anchorage to that required by 780 CMR
2111.0.
2111.3 Floor and roof anchorage Floor and roof
diaphragms providing lateral support to masonry
shall comply with 780 CMR 1612 .4.7.1.2 and shall
be connected to the masonry by one of the methods
specified in 780 CMR 21 11.3.1 through 2111 3 3
2111.3.1 Wood floor joists Wood floor joists
supported by masonry walls shall be anchored to
the wall at intervals not to exceed six feet (1829
mm) by metal strap anchors. Joists parallel to the
wall shall be anchored with metal straps spaced
not more than six feet (1829 mm) on centers
extending over or under and secured to at least
three joists. Blocking shall be provided between
joists at each strap anchor.
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2111.3.2 Steel floor joists: Steel floor joists shall
be anchored to masonry walls with %-inch round
bars, or their equivalent, spaced not more than six
feet (1829 mm) on center. Where joists are
parallel to the wall, anchors shall be located at
joist cross bridging.
2111.3.3 Roof structures: Roof structures shall
be anchored to masonry walls with '/2-inch bolts
six feet (1829 mm) on center. Bolts shall extend
and be embedded at least 15 inches (381 mm) into
the masonry, or be hooked or welded to not less
than 0.2 square inches (129 mm2) of bond beam
reinforcement placed not less than six inches (152
mm) from the top of the wall.
2111.4 Walls adjoining structural framing: Walls
that are dependent upon the structural frame for
lateral support shall be anchored to the structural
members with metal anchors or otherwise keyed to
the structural members. Metal anchors shall consist
of 14-inch bolts spaced at four feet (1219 mm) on
center embedded four inches (102 mm) into the
masonry, or of other bolts of equivalent area.
780 CMR 2112.0 MASONRY
CONSTRUCTION
2112.1 Masonry construction: Masonry
construction shall comply with the requirements of
780 CMR 21 12.1.1 through 2112.5.
2112.1.1 Tolerances: Masonry shall be
constructed within the tolerances specified in ACI
530.1/ASCE 6/TMS 602 listed in Appendix A.
2112.1.2 Placing mortar and units: Placement of
mortar and units shall comply with 780 CMR
2112.1.2.1 through 21 12. 1.2.4.
2112.1.2.1 Bed and head joints: Unless
otherwise required or indicated on the project
drawings, head and bed joints shall be % inch
(10 mm) thick, except that the thickness of the
bed joint of the starting course placed over
foundations shall not be less than %-inch (6
mm) and not more than 3/i-inch (19 mm).
2112.1.2.2 Hollow units: Hollow units shall be
placed such that face shells of bed joints are
fully mortared, webs are fully mortared in all
courses of piers, column and pilasters, in the
starting course on foundations, where adjacent
cells or cavities are to be grouted and where
otherwise required, and head joints are
mortared a minimum distance from each face
equal to the face shell thickness of the unit.
2112.1.2.3 Solid units: Unless otherwise
required or indicated on the project drawings,
solid units shall be placed in fully mortared bed
and head joints. The ends of the units shall be
completely buttered. Head joints shall not be
filled by slushing with mortar Head joints
shall be constructed by shoving mortar tight
against the adjoining unit. Bed joints shall not
be furrowed deep enough to produce voids.
2112.1.2.4 All units: Units shall be placed
while the mortar is soft and plastic. Any unit
disturbed to the extent that the initial bond is
broken after initial positioning shall he
removed andrelaid in fresh mortar.
2112.1.3 Installation of wall ties: The ends of
wall ties shall be embedded in mortar joints. Wall
tie ends shall engage outer face shells of hollow
units by at least '/2-inch (13 mm). Wire wall ties
shall be embedded at least VA inches (38 mm)
into the mortar bed of solid masonry units or
solid-grouted hollow units. Wall ties shall not be
bent after being embedded in grout or mortar.
2112.1.4 Chases: Chases shall be constructed as
masonry units are laid.
2112.1.5 Bracing of masonry: Bracing that will
assure stability of masonry during construction
shall be provided and installed.
2112.1.6 Construction loads: Construction loads
shall not exceed the superimposed loads that the
masonry, with supplemental supports, is capable
of supporting safely.
2112.1.7 Masonry protection: The top of
unfinished masonry work shall be covered to
protect the masonry from the weather
2112.2 Corbeled masonry: Solid masonry units
shall be used for corbeling. The maximum corbeled
projection beyond the face of the wall shall not be
more than Vz of the wall thickness nor Vi the wythe
thickness for hollow walls. The maximum
projection of one unit shall neither exceed Vi the
height of the unit nor Vs the thickness at right angles
to the wall.
2112.2.1 Molded cornices: Unless structural
support and anchorage are provided to resist the
overturning moment, the center of gravity of all
projecting masonry or molded cornices shall lie
within the middle one-third of the supporting
wall. Terra cotta and metal cornices shall be
provided with a structural frame of approved
noncombustible material anchored in an approved
manner.
2112.3 Cold-weather construction: The following
cold-weather procedures shall be implemented when
either the ambient temperature falls below 40°F
(4°C) or the temperature of masonry units is below
40°F(4°C):
1. Temperatures of masonry units shall not be
less than 20°F (-7°C) when laid in the masonry.
Visible ice on masonry units shall be removed
before the unit is laid in the masonry.
2. Mortar sand or mixing water shall be heated to
produce mortar temperatures between 40 °F (4°C)
and 120°F (49°C) at the time of mixing. Mortar
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shall be maintained above freezing until used in
masonry.
3. Heat sources shall be used where ambient
temperatures are between 20°F (-7°C) and 25 °F
(-4°C) on both sides of the masonry under
construction and wind breaks shall be installed
when wind velocity is in excess of 15 mph (6.7
m/s).
4. Where ambient temperatures are below 20°F
(-7°C), an enclosure for the masonry under
construction shall be provided and heat sources
shall be used to maintain temperatures above
32 °F (0°C) within the enclosure.
5. Where mean daily temperatures are between
32°F (0°C), and 40°F (4°C), completed masonry
shall be protected from rain or snow by covering
with a weather-resistant membrane for 24 hours
after construction.
6. Where mean daily temperatures are between
25°F (-4°C) and 32°F (0°C), completed masonry
shall be completely covered with a weather-
resistant membrane for 24 hours after
construction.
7. Where mean daily temperatures are between
20°F (-7°C) and 25°F (-4°C), completed masonry
shall be completely covered with insulating
blankets or equal protection for 24 hours after
construction.
8. Where mean daily temperatures are below
20°F (-7°C), masonry temperature shall be
maintained above 32°F (0°C) for 24 hours after
construction by enclosure with supplementary
heat, by electric heating blankets, by infrared heat
lamps or by other approved methods.
2112.4 Hot-weather construction: The following
hot-weather procedures shall be implemented when
either of the following conditions exist: the ambient
temperature equals or exceeds 100°F (38°C) or the
ambient temperature equals or exceeds 90°F (32°C)
with a wind velocity greater than eight mph (3.6
m/s).
1 . Mortar beds shall not be spread more than
four feet (1219 mm) ahead of masonry.
2. Masonry units shall be laid within one minute
after mortar placement.
2112.5 Wetting of brick: Brick (clay or shale) at the
time of laying shall require wetting if the unit's
initial rate of water absorption exceeds 30 grams per
30 square inches per minute (30 g/323 mm2) or
0.035 ounces per square inch (0.0015 g/mm2), as
determined by ASTM C67 listed in Appendix A
780 CMR 21 13.0 MISCELLANEOUS
REQUIREMENTS
2113.1 Chases and recesses: Masonry directly
above chases or recesses wider than 12 inches (305
mm) shall be supported on lintels.
2113.2 Lintels: The design for lintels shall be in
accordance with the engineered masonry design
provisions of 780 CMR 2101.1.1. Minimum length
of end support shall be four inches (102 mm).
2113.3 Support on wood: Masonry shall not be
supported on wood girders or other form of wood
construction.
Exception: Glass-block panels complying with
780 CMR 21 15.0 are permitted to be supported by
wood members.
780 CMR 2114.0 FIREPLACES AND
CHIMNEYS
2114.1 Scope: The provisions of 780 CMR 2114.0
shall govern the design, installation, maintenance,
repair and approval of all masonry fireplaces and
chimneys.
2114.2 Mechanical code: All masonry fireplaces
and chimneys shall conform to the applicable
requirements of the BOCA national mechanical code
listed in Appendix A.
2114.3 Dimensions: The firebox of a masonry
fireplace shall have a minimum depth of 20 inches
(508 mm). The size of the chimney connection shall
have a minimum cross-sectional area of 50 square
inches (32258 mm2). The minimum cross-sectional
area of the fireplace shall equal the cross-sectional
area of the chimney connection.
2114.3.1 Rumford fireplaces: Rumford
fireplaces shall be permitted provided that the
depth of the fireplace is at least 12 inches (305
mm) and is at least Vz of the width of the fireplace
opening; and that the throat is at least 12 inches
(305 mm) above the lintel, and is at least l/20th of
the cross-sectional area of the fireplace opening.
2114.4 Wall construction: Fireplace walls lined
with a minimum of two inches (51 mm) of approved
low-duty refractory brick shall have a minimum total
thickness of eight inches (203 mm) of solid
masonry. Approved medium-duty fire-clay mortar
or an equivalent shall be utilized with the low-duty
refractory brick. Unlined fireplace walls shall be
constructed of solid masonry having a minimum
total thickness of 12 inches (305 mm).
2114.4.1 Extension of liners: The liner of the
fireplace walls shall extend a minimum of four
inches (102 mm) into the throat of the fireplace.
2114.4.2 Throat and smoke chamber: The walls
of the throat and smoke chamber shall be
constructed of solid masonry having a minimum
thickness of eight inches (203 mm). The throat
and smoke chamber walls are permitted to be
reduced in thickness to four inches (102 mm) of
solid masonry provided that such walls are lined
with at least one inch (25 mm) of insulating
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MASONRY
refractory masonry so that the heat transferred
through this wall is not more than the heat
transferred through eight inches (203 mm) of solid
masonry.
2114.4.3 Heat exchanger: Gravity-fed heat
exchangers installed in the walls of masonry
fireplaces shall not reduce the total thickness of
solid masonry.
2114.5 Foundation and hearth: The foundation of
a fireplace shall be constructed of noncombustible
materials and shall conform to the requirements of
780 CMR 18. The hearth and hearth extension shall
be constructed of solid masonry having a minimum
thickness of four inches (102 mm).
2114.5.1 Hearth extension: The hearth shall
extend a minimum of 16 inches (406 mm) beyond
the face of the fireplace opening and a minimum
of eight inches (203 mm) on each side of the
fireplace opening for fireplaces having an opening
of less than six square feet (0.56 nr). The hearth
of larger-sized fireplaces shall extend a minimum
of 20 inches (508 mm) beyond the face of the
fireplace opening and a minimum of 12 inches
(305 mm) on each side of the fireplace opening.
Combustible forms used during construction of
the hearth and hearth extension shall be removed.
2114.6 Clearance to combustibles: The exterior
surface of fireplace walls shall have a minimum of
four inches (102 mm) clearance to combustibles.
Combustible material, including framing and
sheathing, shall have a minimum clearance of two
inches (51 mm) from the exterior surface of smoke
chamber walls. Combustible material attached to a
fireplace face, such as trim and mantels shall have a
minimum clearance of six inches (152 mm) from a
fireplace opening. Combustible material above and
projecting more than V/z inches (38 mm) from a
fireplace face shall have a minimum clearance of 12
inches (305 mm) above a fireplace opening.
2114.7 Opening to the chimney: Means shall be
provided to shut off the opening to the chimney
when the fireplace is not in operation.
2114.7.1 Dampers: Dampers shall be constructed
of metal having a minimum thickness of No. 12
Manufacturer's Standard Gage (0.105 inch).
2114.8 Chimneys with metal hoods: Metal hoods
shall extend a minimum of six inches (152 mm)
beyond the firebox. The hoods shall comply with
the requirements for metal chimneys.
2114.9 Existing masonry chimneys: Existing
masonry chimneys are permitted to vent open
fireplaces only-even if the existing chimneys lack
the clearances to combustibles as required by the
BOCA national mechanical code listed in
Appendix A - provided that such chimneys
otherwise conform to the requirements of the BOCA
national mechanical code listed in Appendix A or are
made to conform to such requirements through
repair or relining.
780 CMR 2115.0 GLASS-BLOCK WALLS
2115.1 General: Masonry of glass blocks used in
nonloadbearing exterior or interior walls and in
window openings, either isolated or in continuous
bands, shall have a minimum thickness of three
inches at the mortar joint and all the mortared
surfaces of the glass block shall be treated for mortar
bonding. Sizes of structural members supporting
glass-block panels shall be determined by structural
analysis to avoid excessive or harmful deflection.
Maximum deflection of such members shall not
exceed 1/600 of the span of the supporting members.
Solid or hollow approved glass blocks shall not be
used in fire walls, party walls, fire separation
assemblies or fire partitions, or for loadbearing
construction. Such blocks shall be erected with
mortar and reinforcement in metal-channel-type
frames, structural frames, masonry or concrete
recesses or embedded panel anchors as provided for
both exterior and interior walls or other approved
joint materials. Wood strip framing shall not be
used in fire separation assemblies that are required
to be fireresistance rated.
Exceptions:
1. Glass-block assemblies having a fireresistance
rating of not less than 3A hour shall be permitted
as opening protectives in fire separation
assemblies or in fire partitions which have a
required fireresistance rating of 1 hour or less and
do not enclose exit stairways or exit passageways.
2. Glass-block assemblies as permitted in
780 CMR 404.5, Exception 2.
2115.2 Size of panels: The maximum dimensions of
all hollow glass-block wall panels in both exterior
and interior walls, where used singly or in multiples
to form continuous bands of glass blocks between
structural supports, shall be 25 feet (7620 mm) in
length and 20 feet (6096 mm) in height between
structural supports and expansion joints; and the area
of each individual panel shall not be more than 144
square feet (13.39 nr) for exterior panels and 250
square feet (23.25 m2) for interior panels.
Intermediate structural supports shall be provided to
support the dead load of the wall and all other
superimposed loads. Where individual panels are
more than the maximum area permitted for those
panels, a supplementary structural stiffener shall be
provided to anchor the panels to the structural
supports.
The maximum area of all solid glass-block wall
panels in both exterior and interior walls shall not be
more than 100 square feet (9 3 nr).
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21 15.3 Joint materials: Glass block shall be laid up
in Type S or N mortar. Both vertical and horizontal
mortar joints shall be at least lA inch (6 mm) and not
more than Vi inch (13 mm) thick and shall be
completely filled. The sills of glass-block panels
shall be coated with approved water-based asphaltic
emulsion, or other elastic waterproofing material,
prior to laying the first mortar course. All
individually framed glass-block panels shall be
provided with 3/s-inch-thick (10 mm) expansion
joints at the sides and top. Expansion joints shall be
entirely free of mortar and shall be caulked to a
depth of not less than V2 inch (13 mm) with
nonhardening caulking compound on both faces, or
other approved expansion joints shall be provided.
2115.4 Reinforcement: Glass-block panels shall
have joint reinforcement in every other mortar bed
joint, extending the entire length of the panel, but
not across expansion joints. Joint reinforcement is
permitted to be spliced by lapping longitudinal wires
at least six inches (152 mm). Joint reinforcement
shall be placed in the bed joint immediately below
and above any opening in the panel. Joint
reinforcement shall be hot-dipped galvanized after
fabrication.
2115.5 Wind and earthquake loads: Exterior wall
panels shall be held in place in the wall opening to
resist both the internal and external pressures due to
wind and earthquake loads as specified in 780 CMR
1611.0 and 1612.0, with metal-channel-type frames,
structural frames, masonry or concrete recesses or
embedded panel anchors at the sides and top. Where
recess type of framing is used, glass block shall be
recessed within the framing not less than one inch
(25 mm).
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CHAPTER 22
STEEL
780 CMR 2201.0 GENERAL
2201.1 Scope: The provisions of 780 CMR 22 shall
govern the materials, design, construction and
quality of structural steel members.
780 CMR 2202.0 DEFINITIONS
2202.1 General: The following words and terms
shall, for the purposes of 780 CMR 22 and as used
elsewhere in 780 CMR have the meanings shown
herein.
Steel construction, cold-formed: That type of
construction made up entirely, or in part, of steel
structural members cold formed to shape from
sheet or strip steel such as roof deck, floor and
wall panels, studs, floor joists, roof joists and
other structural elements.
Steel joist: Any steel structural member of a
building or structure made of hot-rolled or cold-
formed solid or open-web sections, or riveted or
welded bars, strip or sheet steel members, or
slotted and expanded, or otherwise deformed
rolled sections
Steel member, structural: Any steel structural
member of a building or structure consisting of a
rolled steel structural shape other than cold-
formed steel, light-gage steel or steel joist
members.
780 CMR 2203.0 STRUCTURAL STEEL
CONSTRUCTION
2203.1 General: Structural steel construction used
in all buildings and structures shall be fabricated
from materials of uniform quality which are free
from defects that vitiate the strength or stability of
the structure. All structural steel shall be designed
and constructed in accordance with either the AISC
Specification for Structural Steel Buildings-
Allowable Stress Design and Plastic Design,
hereafter referred to AISC ASD, or the AISC Load
and Resistance Factor Design Specification for
Structural Steel Buildings, hereafter referred to as
AISC LRFD, listed in Appendix A, except as
modified by the provisions of 780 CMR 2204.0.
2203.2 Structural steel seismic requirements: The
design of structural steel members and connections
to resist seismic forces shall be in accordance with
780 CMR 2203. 1 and the AISC Seismic Provisions
for Structural Steel Buildings, listed in Appendix A,
except as modified by 780 CMR 2203.2.1 and
780 CMR 1616.
2203.2.1 Modifications to AISC seismic
provisions: The AISC Seis/?iic Provisions for
Structural Steel Buildings shall be modified as
indicated in items 1 through 8.
1. In Part 1, Section 2.1 of the AISC
Provisions, replace the entire paragraph with
the following: "All buildings assigned to
Category C shall be designed in accordance
with these provisions".
2. 780 CMR Table 1612 2.5 shall be used in
lieu of Table 2-1 in Part I of the AISC
Provisions.
3. In Part 1, Section 3.1, of the AISC
Provisions, delete the entire section, except
for Load Combinations 3-7 and 3-8 and
replace with 780 CMR 1616.3. Replace load
combinations 3- 7 and 3-8 as follows;
1.3 Dead+1. 0 Floor Live+0. 7 Snow
+/-(2R/5) Seismic (3-7)
(0. 9-0.5 AJDead +/- (2R/5) Seismic(3-8)
The term (2R/5) shall be greater than or equal
to 1.0
4. In Part I, Section 6. 1, of the AISC
Provisions, replace equation 6-1 with the
following:
1.3 Dead+1. 0 Live+0. 7 Snow+(2R/5)
Seismic < 0cPn (6-1)
5. In Part I, Section 6.1, of the AISC
Provisions, replace equation 6-2 with the
following:
(0.9- 0.5AJ Dead - (2R/5)Seismic
< $,Pn (6-2)
6. In Part 1, Sections 6. 2, 7.1, 8.1 and 9. 1 of
the AISC Provisions, replace all references to
Load Combinations 3-1 through 3-6 with the
following; "...Load Combinations 1 through
8 of 780 CMR 1616.3.1".
7. In Part 1, Sections 8.3a, 9.4a, 9.4b and
10.8, and in Part II, Section 7.1 of the AISC
Provisions, replace all references to Load
Combinations 3-5 and 3-6 with the following;
"...Load Combinations 7 and 8 of 780 CMR
1616.3.1".
8. In Part 1, Sections 8. 7b of the AISC
Provisions replace the reference to Load
Combination 3-5 with the follmving; "... Load
Combination 7 of 780 CMR 1616.3. 1 ".
9. Special provisions for Welded Steel
Moment Frames: Recent experience has
shown that prequalified, welded beam-to-
column moment connections used for
Moment Resisting Frames are much more
susceptible to damage than originally thought
when the AISC Provisions were published
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The current state of knowledge indicates that
the welded beam-to-column moment
connections depicted in the AISC Provisions,
Commentary Section 8, do not provide the
level of ductility required by the Provisions
for buildings that will be subjected to repeated
cycles of inelastic deformation during an
earthquake.
Welded beam-to-column moment
connections for Special Moment Resisting
Frames, Eccentrically Braced Frames and
Dual Systems with Special Moment Resisting
Frames shall be designed in accordance with
780 CMR 2203.2.1, Item 10.
Welded beam-to-column moment
connections for Ordinary Moment Resisting
Frames shall be designed in accordance with
780 CMR 2203.2.1, Item 11.
1 0. Design of Special Moment Resisting
Frames: The design of Special Moment
Resisting Frames, Eccentrically Braced
Frames and Dual Systems with Special
Moment Resisting Frames shall follow the
procedures of the Interim Guidelines:
Evaluation, Repair, Modification and Design
of Welded Steel Moment Frame Structures
(FEMA 267/August, 1995), except as noted
herein. Chapter 7 of this document offers
guidance for the design of new buildings with
welded moment frames and Chapter 8
addresses metallurgy and welding. The
following exceptions and clarifications shall
apply to FEMA 267/August, 1995.
1. All buildings with welded beam-to-
column moment connections, including
light single story buildings, shall be
considered to be susceptible to connection
failure. The welded beam-to-column
connections depicted in the AISC Seismic
Provisions, Section 8, Commentary shall
be prohibited for Special Moment Resisting
Frames.
Exceptions: Buildings that will remain
elastic when subject to dead and live
loads, together with full seismic load,
computed with R=l. An analysis that
demonstrates that all components of the
structure and its connections have
adequate strength to resist these loads
shall be submitted and approved In
addition, the requirements of 780 CMR
2203.2.1, Item 11, shall be applicable.
2. Welded steel beam-to-column moment
connection details used in the design of
buildings with Special Moment Resisting
Frames shall be sufficiently verified by
tests of connections with similar geometry
and member size. The example designs
shown in Section 7.9 of FEMA 267/August
1995 shall not be permitted unless
adequate data showing acceptable
performance has been submitted and
approved
3. The construction documents shall set
forth the connection geometry and specific
design procedures demonstrating that the
connections meet the design intent and
comply with all requirements of 780 CMR
11. Design of Ordinary Moment Resisting
Frames: Welded beam-to-column connections
depicted in the AISC Provisions, Section 8
Commentary shall be allowed for Ordinary
Moment Resisting Frames provided the
following provisions are met:
1. Filler metal used in critical welds,
including all full penetration welds, in
beam-to-column connections shall have a
minimum Charpy V-Notch value of 20ft-
Ibs at 40 °F for fully enclosed and heated
buildings and 20 ft-lbs at zero degrees
Fahrenheit for other buildings or
structures.
2. Backer bars shall be removed at all
bottom flange welds made in the down
hand position, and the root pass shall be
back gouged and re-welded A reinforcing
fillet weld shall be added at the top and
bottom of bottom flange full penetration
welds.
3. A reinforcing fillet weld shall be added
at the top of top flange full penetration
welds.
4. The construction documents shall set
forth, in sufficient detail, the connection
geometry and specific design procedures
demonstrating that the connections meet
the design intent and comply with all
requirements of 780 CMR
2203.3 Temporary and special stresses: Provision
shall be made in the design of structural steel
construction for temporary stresses that occur during
erection, and for the influence of special loads
producing impact or vibrations as provided for in
780 CMR 1614.0. Stresses caused by eccentric
loading shall be fully provided for and eccentric
details shall be shown on the design and shop
drawings.
2203.4 Shop drawings: Complete shop drawings
shall be prepared in compliance with the best
modem practice in advance of the actual fabrication.
Such drawings shall clearly distinguish between
shop and field rivets, bolts and welds in all
connections and details.
2203.5 Painting and special protection: All
painting shall comply with the requirements
contained in AISC ASD or AISC LRFD listed in
Appendix: A. Where exposed to highly corrosive
fumes or vapors, or where subject to destruction
from other highly hazardous industrial processes, all
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
structural steelwork shall be protected by an
approved method.
780 CMR 2204.0 SEISMIC REQUIREMENTS
FOR STRUCTURAL STEEL
2204.1 General: Steel structural elements that resist
seismic forces shall be designed in accordance with
the applicable provisions of 780 CMR 2203.0,
2205.0, 2206.0 and 2207.0
780 CMR 2205.0 OPEN-WEB STEEL JOIST
CONSTRUCTION
2205.1 General. Steel joists and joist girders used as
structural members in floor and roof construction
shall be designed and constructed in accordance with
SJI Standard Specifications, Load Tables and
Weight Tables for Steel Joists and Joist Girders
listed in Appendix A.
2205.2 Partitions: The joists shall be designed to
support the dead load of partitions, wherever they
occur, in addition to all other imposed dead and live
loads.
2205.3 Protection: Painting of steel joists shall be in
accordance with the requirements of 780 CMR
2206.4 for formed steel construction.
2205.4 Tests: Where not subject to approved
engineering analysis as regulated by 780 CMR
2205.1, the assembly shall meet the load test
requirements specified in 780 CMR 1709.0 and
1710.0.
780 CMR 2206.0 FORMED STEEL
CONSTRUCTION
2206.1 Design: The design of all cold-formed
carbon and low-alloy steel structural members and
assembled wall, floor and roof panels, used alone or
in combination with other structural members, or
with component materials, shall be in accordance
with the AISI Specification for the Design of Cold-
Formed Steel Structural Members, allowable stress
design, hereafter referred to as AISI CFSD-ASD or
the AISI Load and Resistance Factor Design
Specification for Cold -Formed Steel Structural
Members hereafter referred to as AISI CFSD-LRFD,
listed in Appendix A, except as modified by the
provisions of 780 CMR 2206.0. The design of all
cold-formed stainless steel structural members and
components shall be based on a load and resistance
factor design method or an allowable stress design
method and maximum deflections in accordance
with the ASCE Specification for the Design of Cold
Formed Stainless Steel Structural Members,
hereafter referred to as ASCE 8-SSD-LRFD, or
ASCE 8-SSD-ASD listed in Appendix A, except as
modified by the provisions of 780 CMR 2206.3 and
2206.3.1.
STEEL
2206.1.1 Composite slabs: Composite slabs of
concrete on steel deck shall be designed and
constructed in accordance with ASCE 3 listed in
Appendix A.
2206.2 Secondary structural systems: Formed
steel floor, wall and roof systems are permitted to
be designed and constructed to resist all vertical
and horizontal moments and shears resulting from
lateral forces. Such members, where designed to
transmit horizontal shears due to wind or other
lateral forces, shall be connected to the supporting
structure so as to resist adequately all primary and
secondary stresses. Where concrete topping or
other approved decking is installed and strength
of the composite member is included in the
calculations, the concrete topping or decking shall
be installed in such a manner as to insure
composite action of the assembly
2206.3 Cold-formed steel structural member
seismic requirements: The AISI CFSC-LRFD
and ASCE 8-SSD-LRFD listed in Appendix A for
the design based on the load and resistance factor
design method, and the AISI CFSD-ASD and
ASCE 8-SSD-ASD listed in Appendix A for the
design based on the allowable stress design
method, shall be modified as indicated in this
section. The references to sections and paragraph
numbers are to those of the particular
specification modified.
1 AISI CFSD-ASD: The nominal strength of
members and connections shall be in
accordance with AISI CFSD-ASD, except that
the nominal strength for shear and web
crippling shall be determined by multiplying
the allowable strength by 1.7. Design strengths
shall be determined by multiplying the nominal
strengths by the following resist ance factors:
Shear strength for h/t > (Ekv/Fy),^ ... 0.9
Shear strength for h/t < (Ekv/Fv) 2 ... 1.0
Web crippling for members with single
unreinforced webs 0.75
Web crippling for "I" sections 0.80
All other cases .... 1.55/Factor of Safety
The notation shall have the same meaning as in
AISI CFSD-ASD.
2. Load factors: Modify Section A5.1.4 in
AISI CFSD-LRFD by substituting a load factor
of 1.0, in place of 1.5, for nominal earthquake
loads.
3. The strength of stainless steel structural
members and connections subject to seismic
forces in combination with other prescribed
loads shall be determined by the provisions of
ASCE 8-SSD-LRFD, except that combinations
of load effects shall comply with the
requirements of 780 CMR 1616.0.
2206.3.1 Steel deck diaphragms: Steel deck
diaphragms shall be made from materials
conforming to the requirements of AISI CFSD-
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780 CMR - Sixth Edition
369
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
ASD, AISI CFSD-LRFD or ASCE 8-SSD- ASD
listed in Appendix A. Nominal strengths shall be
determined in accordance with approved test
procedures developed by a registered design
professional. Design strengths shall be determined
by multiplying the nominal strength by a
resistance factor of 0.60.
The steel deck installation for the building,
including fasteners, shall comply with the test
assembly arrangement.
2206.3.2 Light gage steel-framed walls: Cold-
formed steel stud walls in buildings assigned to
Seismic Performance Category D in accordance
with 780 CMR 1612.2.7 shall comply with
780 CMR 2206.0 and the following requirements:
2206.3.2.1 Boundary members: All boundary
members, chords and collectors shall be
designed to transmit the induced axial force.
2206.3.2.2 Connections: Connections for
diagonal bracing members, top chord splices,
boundary members and collectors shall be
designed to develop the tensile strength of the
member or, in those cases where (2R/5) is
equal to or greater than 1 .0, (2R/5) multiplied
by the design seismic force, where R is the
response modification factor determined from
Table 1612.4.4. The pull-out resistance of
screws shall not be used to resist seismic
forces.
2206.3.2.3 Braced bay members: Vertical and
diagonal members in braced bays shall be
anchored such that the bottom track is not
required to resist uplift forces by bending of
the track web. Both flanges of studs shall be
braced to prevent lateral torsional buckling.
2206.4 Protection: Formed steel shall be protected
in accordance with 780 CMR 2206.4.1 through
2206.4.4.
2206.4.1 Shop coat: All individual structural
members and assembled panels of light gage and
formed steel construction, except where fabricated
of approved corrosion-resistant metallic steel or of
steel having a corrosion-resistant or other
approved coating, shall be protected against
corrosion with an approved shop coat of paint,
enamel or other approved protection.
2206.4.2 Field coat: After erection where directly
exposed to the weather, except where encased in
concrete made of non-corrosive aggregates, or
where fabricated of approved corrosion-resistant
steel, or of galvanized or otherwise adequately
protected steel, individual structural members and
assembled panels of light gage and formed steel
construction shall be given an additional coat of
approved protection.
2206.4.3 Siding: Exposed siding or sheathing
shall be fabricated of approved corrosion-resistant
steel or otherwise protected at the ground level for
sufficient height above grade as determined by the
depth of average snowfall in the locality, but not
less than eight inches (203 mm).
2206.4.4 Protection at exterior walls: Floor or
roof construction which extends into an exterior
wall shall be adequately waterproofed and
protected from the weather to prevent corrosion.
2206.5 Tests: Where not capable of design by
approved engineering analysis, the code official
shall require tests of the individual or assembled
structural units and the connections as prescribed in
780 CMR 1709.0 and 17100. At least three
specimens truly representative of the construction to
be used in practice shall be subjected to the
prescribed test and the mean of the results shall
determine the safe working value; provided that any
individual test varying more than 10% from the
mean value shall cause rejection of the series.
2206.6 Identification: Each structural member,
siding panel and roof panel of a metal building
system, other than hardware items such as bolts.
nuts, washers, shims and rivets, shall be identified
by the manufacturer. The identification shall include
the manufacturer's name or logo, and the part
number or part name consistent with assembly
instructions.
780 CMR 2207.0 SPECIAL STEEL AND
STEEL CABLE STRUCTURAL SYSTEMS
2207.1 Special steels: Alloy, high-carbon or other
special high-strength steels not covered in 780 CMR
22, where used in the design and construction of
buildings and structures, shall conform to 780 CMR
1706.0.
2207.2 Structural steel cable systems: The design,
fabrication and erection of steel cables used as
loadbearing members in buildings and structures
shall be in accordance with the AISI Criteria for
Structural Applications of Steel Cables for Buildings
listed in Appendix A, except as modified by the
provisions of 780 CMR 2207.2. 1 .
2207.2.1 Steel cable seismic requirements: The
AISI Criteria for Structural Applications of Steel
Cables for Buildings listed in Appendix A shall be
modified as indicated in 780 CMR 2207.2. The
references to sections are those of the AISI
Criteria for Structural Applications of Steel
Cables for Buildings listed in Appendix A.
1. Load combination "d." of Section 5 shall be
modified by substituting 1.5T, instead of
2.0T4, where T4 is the net tension in the cable
due to dead load, prestress, live load and
seismic load.
2. A load factor of 1 . 1 shall be applied to the
prestress forces to be added to the load
combination in Section 3 of the steel cable
specification.
370
780 CMR - Sixth Edition
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
STEEL
3. The effective design breaking strength in
Section 6 shall be multiplied by the following
resistance factors:
Members, connections and base plates
that develop the strength of the mem-
bers of structural systems 0.90
Connections that do not develop the
strength of the member or structural
system, including connections to base
plates, and anchor bolts 0.67
780 CMR 2208.0 CAST-STEEL
CONSTRUCTION
2208.1 Materials: Carbon steel casting for building
construction shall be cast from steel conforming to
AISC ASD or AISC LRFD listed in Appendix A. All
castings shall be free from injurious blow holes or
other defects which will impair the structural
strength.
2208.2 Higher strength cast steel: Higher strength
cast steel shall not be used unless approved
2208.3 Welding cast steel: Cast steel designed for
use in welding shall be of weldable grade.
780 CMR 2209.0 CAST-IRON
CONSTRUCTION
2209.1 Materials: Cast iron for building
construction shall be a good foundry mixture
providing clean, tough, gray iron that is free from
serious blow holes, cinder spots and cold shuts, and
that conforms to ASTM A48 listed in Appendix A
for medium gray-iron castings.
2209.2 Limitations of use: Cast-iron columns shall
not be used where subject to eccentric loads that
produce a net tension in the section, nor in any part
of a structural frame that is required to resist stress
due to wind. The maximum stresses for cast iron
shall be as indicated in Table 2209.2
Table 2209.2
CAST-IRON STRESSES
Type of stress
Maximum stress
(psi)
Extreme compression (fiber stress m
16,000
bending)
Extreme tension (fiber stress in
3,000
bending)
Column compression
9,000 minus 40(//r)
Shear
3,000
Tension
3.000
2209.3 Multistory columns: Cores of superimposed
columns shall be of the same dimensions above and
below a splice. Where a column of smaller diameter
is superimposed over one of larger diameter, the
larger column shall be tapered down to the smaller
diameter over a length of not less than six inches
(152 mm).
2209.4 Thickness of metal The minimum thickness
of cast iron shall not be less than specified in
780 CMR 2209.4.1 through 2209.4.3.
2209.4.1 Columns In columns, the metal shall
not be less than one-twelfth of the smallest
dimension of the cross section and not less than %
inch (19 mm).
2209.4.2 Bases and brackets In bases and
flanges, the metal shall not be less than one inch
(25 mm) thick, and shall be reinforced with fillets
and brackets.
2209.4.3 Lintels: In lintels, the metal shall not be
less than 3A inch (19 mm) thick, and shall be
limited to use on spans of not more than six feet
(1829 mm).
2209.5 Inspection: A cast-iron column shall not be
erected in place before such column has been
inspected and approved. The use of any cast-iron
column in which blow holes or imperfections reduce
the effective area of the cross section more than 10%
shall be prohibited Where required by the code
official, 3/s-inch (10 mm) round inspection holes
shall be drilled in the section to expose the thickness
of metal for inspection purposes.
780 CMR 2210.0 EXTERIOR STEEL FRAME
CORROSION PROTECTION UNDER
MASONRY
2210.1 Required: Exterior steel columns and
girders, before embedment in masonry of the
required fireresistance rating specified in Table 602,
shall be protected from moisture by an approved
waterproofing material, a parging coat of cement
mortar or by a minimum of eight inches of weather-
tight masonry
Ratio li'r not to exceed 70
Note a. 1 psi = 6.895 kPa
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
371
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
372 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
CHAPTER 23
WOOD
780 CMR 2301.0 GENERAL
2301.1 Scope: The provisions of 780 CMR 23 shall
govern the materials, design, construction and
quality of wood
780 CMR 2302.0 DEFINITIONS
2302.1 General: The following words and terms
shall, for the purposes of 780 CMR and as used
elsewhere in 780 CMR, have the meanings shown
herein.
Native lumber: Native lumber is wood processed in
the Commonwealth of Massachusetts by a mill
registered in accordance with 780 CMR Such
wood may be ungraded but is stamped or
certified in accordance with the requirements of
780 CMR R-4. Native lumber shall be restricted
to use in one- and two-story dwellings, barns,
sheds, agricultural and accessory buildings and
other structures when permitted by 780 CMR
2303.
Nominal dimension (lumber): A dimension that
varies from actual dimensions in accordance with
DOC PS 20 listed in Appendix A
Particleboard: Particleboard is a mat-formed panel
consisting of particles of wood or a combination
of wood particles and wood fibers bonded
together with synthetic resins or other suitable
bonding systems (see 780 CMR 2308.0).
Preservative treatment (treated material): Unless
otherwise noted, means impregnation under
pressure with a wood preservative A wood
preservative is any suitable substance that is toxic
to fungi, insects, borers and other living wood-
destroying organisms.
780 CMR 2303.0 PERFORMANCE
REQUIREMENTS
2303.1 Structural design: All structural wood
members and connections shall be of sufficient size
or capacity to carry all design loads as required by
780 CMR 16 without exceeding the allowable
design values specified in AFPA NDS listed in
Appendix A Trusses and long-span girders shall be
designed with sufficient camber, or other provision
shall be made to counteract any deflection other than
that permitted in 780 CMR 1606.5 Design values
shall be adjusted for wood that is pressure
impregnated with fireretardant chemicals Such
adjustment shall be in accordance with 780 CMR
2310.2.1.
2303.1.1 Identification: All lumber utilized for
/oer<i-supporting purposes, including end-jointed
or edge-glued lumber, shall be identified by the
grade mark of an approved lumber grading or an
approved inspection agency. Grading practices
and identification shall be in accordance with
rules published by an approved agency In lieu of
a grade mark on the material, a certificate of
inspection as to species and grade which is issued
by an approved lumber grading or an approved
inspection agency shall be accepted for precut,
remanufactured or rough-sawn lumber, and for
sizes larger than three inches nominal in
thickness. Fireretardent-treated wood shall be
labeled m accordance with 780 CMR 2310.2.2
2303.2 Native lumber: Native lumber, as defined in
780 CMR 2302.1 shall be acceptable for use in one
and two story dwellings, barns, sheds, agricultural
and accessory structures. Native lumber shall also
be acceptable for use in other one and two story
structures as columns when the design loads are
25% greater than required elsewhere by 780 CMR;
as joists, principal beams, and girders in floor
constructions when the design loads are 15%
greater than required elsewhere by 780 CMR; and
as other elements when the design loads are as
required elsewhere by 780 CMR
Each piece of native lumber produced shall be
stamped with the name and registration number of
the producer in accordance with the 780 CMR In
addition, all native lumber shall bear an approved
mark identifying the species of wood In lieu of the
stamp bearing the name and registration number
and species identification, a certification bearing
the same information may be provided by the
producer for precut or re-manufactured lumber in
accordance with 780 CMR When native lumber is
used, it shall be subject to the following
requirements:
1. Sizing criteria: For lumber, sized in
accordance with the DOC PS-20- 70, figures for
maximum fiber stress and modulus of elasticity
for framing grade No. 2 will be used in
establishing span and spacing characteristics for
all structural members.
2. Stress criteria: Lumber which is sized in
excess of the dimensions established by the DOC
PS-20-70 for the given nominal size referenced
shall be allowed to have a maximum fiber stress
increase above that provided in 780 CMR 2303.2
item 1 in proportion to the increased bearing
capacity of the cross section as provided in Table
2303.2 or as calculated
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
373
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 2303.2
NATIVE LUMBER - ALLOWABLE STRESSES
Actual Lumber Size
Factor to be added to multiplier
Closest size which does not
factor for lumber oversized in
exceed the size shown)
Multiplier factor
based on lumber
thickness
Nominal Size
Actual Size
Thickness
Thickness
(thickness x width)
width
increase of %" to
Vi'
increase of over
Vi" to 1"
,'/i '/z
2,'x7
2 2x8
1.0 xFs
3x8
1 07
+0.10
+0.20
1.14
Vz Vi
2 x 9
Vz v.
2,'x9
2 x 10
1.0
3x 10
1.05
+0.10
+0.20
1.11
3x 12
2AxllA
Vz y.
2 ,x 1 1
2 xl2
1.0
1.04
+0.10
+0.20
1.09
3x 14
2 xl3
2 ,x 13
2 xl4
i 0
1.04
+0.10
+0.20
1.07
Vz Vz
3 x 9
Vz %
3,*x9
3 2xl0
1.0
4x 10
1.05
+0.07
+0.14
1.11
JA ..Vz
3 ,xll ■
10
4x 12
1.04
+0.07
+0.14
3 2xl2
1.09
4x 14
3'/2xl3%
3 ,xl3
3 2x 14
1.0
1.04
+0.07
+0.14
1.08
2303..3 Fireresistance All wood structural
elements shall comply with Table 602.
2303.4 Flameresistance All wood surfaces used as
interior finishes and all exposed surfaces as
described in 780 CMR 801.1 shall conform to the
requirements of 780 CMR 803.0.
2303.5 Combustibility: Wood used as structural
elements or portions thereof shall be limited to
combustible structural elements as required by
780 CMR.
Exceptions:
1. Fireretardant-treated wood as permitted by
Table 602, Note d, and which complies with
780 CMR 2310.0.
2 As specifically permitted by 780 CMR
602.4.1.
780 CMR 2304.0 HEAVY TIMBER
CONSTRUCTION
2304.1 Material grade and design: All structural
wood members, sawn or glued-laminated, which are
installed in buildings and structures of Type 4
construction shall be stress-grade timbers identified
as to grade and strength by approved manufacturing,
testing or in spection agencies or bureaus. All
structural timber members shall have the minimum
dimensions specified in 780 CMR 2304.3 through
2304.6 for buildings and structures of Type 4
construction and shall be designed, fabricated and
installed in accordance with AFPA NDS and AITC
108, 112. 117, 119 and A190.1 listed in Appendix A
2304.2 Steel or concrete Structural steel or
reinforced concrete members shall not be substituted
for timber in any part of the structural frame unless
protected to develop the required fireresistance
rating specified in Table 602, but not less than a one-
hour fireresistance rating Structural members that
support walls shall be protected to afford the same
fireresistance rating as the wall supported.
2304.3 Columns: Wood columns shall be sawn or
glued-laminated and shall not be less than eight
inches nominal in any dimension where supporting
floor loads; not less than six inches nominal in
width, and not less than eight inches nominal in
depth where supporting only roof and ceiling loads.
Columns shall be continuous or superimposed
throughout all stories by means of reinforced
concrete or metal caps with brackets, or shall be
connected by properly designed steel or iron caps,
with pintles and base plates, or by timber splice
plates affixed to the columns by means of metal
374
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
WOOD
connectors housed within the contact faces, or by
other approved methods. Girders or trusses which
support columns shall have at least a one-hour
fireresistance rating.
2304.4 Floors: Floors shall be without concealed
spaces and shall be constructed of sawn, glued-
laminated, splined or tongue-and-groove planks not
less than three inches nominal in thickness and
covered with a one-inch nominal dimension tongue-
and-groove flooring, laid crosswise or diagonally, or
15/32-inch wood structural panel or '/2-inch
particle board, or of planks not less than four inches
nominal in width that are set on edge close together
and securely spiked, and covered with one-inch
particleboard. The lumber shall be laid so that a
continuous line of joints will not occur except at
points of support and so that planks are not spiked to
supporting girders that are parallel to the lamination
of the floor. Floors and flooring shall not extend
closer than 14-inch (13 mm) to walls so as to provide
an expansion joint. Such '/4-inch (13 mm) spaces
shall be covered by a molding fastened to the wall
either above or below the floor and arranged such
that the molding will not obstruct the expansion or
contraction movements of the floor, or, as an
alternative, corbeling of masonry walls under floor
shall be utilized in place of molding
2304.4.1 Floor joists, beams and girders Joists,
beams and girders of wood shall be constructed of
sawn or glued-laminated timber and shall not be
less than six inches nominal in width, and not less
than ten inches nominal in depth. Framed sawn or
glued-laminated timber arches that spring from
the floor line and support floor loads shall not be
less than eight inches nominal in any dimension.
Framed timber trusses supporting floor loads shall
have members of not less than eight inches
nominal in any dimension'
2304.5 Roofs Roofs shall be without concealed
spaces and roof decks shall be constructed of: sawn,
glued-laminated, splined or tongue-and-groove
planks not less than two inches nominal in thickness;
1 Vs-inch-thick interior wood structural panel
(exterior glue); or of planks not less than three
inches nominal in width that are set on edge close
together and laid as required for floors in 780 CMR
2304.4.
2304.5.1 Arches: Framed or glued-laminated
arches for roof construction which spring from the
floor line or from grade and do not support floor
loads shall have members not less than six inches
nominal in width, not less than eight inches
nominal in depth for the lower half of the height
and not less than six inches nominal in depth for
the upper half. Framed or glued-laminated arches
for roof construction which spring from the top of
walls or wall abutments, framed timber trusses
and other roof framing which does not support
floor loads shall have members not less than four
inches nominal in width and not less than six
inches nominal in depth. Spaced members shall
be composed of two or more pieces not less than
three inches nominal in thickness where blocked
solidly throughout their intervening spaces or
where such spaces are tightly closed by a
continuous wood cover plate of not less than two
inches nominal in thickness, secured to the
underside of the members. Splice plates shall not
be less than three inches nominal in thickness.
Where equipped with an automatic sprinkler
system installed in accordance with 780 CMR
906.2.1, 906.2.2 or 907.0 under the roof deck,
framing members shall not be less than three
inches nominal in width.
2304.6 Interior wall construction: Walls shall be of
solid wood construction formed by not less than two
layers of one-inch matched boards, laminated
construction four inches in thickness, or of one-hour
fireresistance rated construction.
2304.7 Exterior structural members: Wood
columns and arches conforming to heavy timber
sizes shall only be installed externally where a. fire
separation distance of 20 feet (6096 mm) or more is
provided WTiere a fire separation distance of less
than 20 feet (6096 mm) is provided, columns and
arches shall be permitted where located inside an
exterior wall, and the exterior wall has a
fireresistance rating not less than required by Table
602, for exterior walls.
2304.8 Beams and girders: Beams and girder
supports and connections shall comply with
780 CMR 2305.6.3 and 2305.6.4.
2304.9 Column connections: Girders and beams
shall be closely fitted around columns and adjoining
ends shall be cross tied to each other, or inter-tied by
caps or ties, to transfer horizontal loads across the
joint. Wood bolsters shall not be placed on tops of
columns unless the columns support roof loads only.
2304.10 Maintenance: All connections in the joints
of timber trusses and structural frames shall be
inspected periodically. Bolts and other connectors
shall be maintained tight.
2304.11 Framing around flues and chimneys:
Clearances for combustible framing members from
all flues, chimneys and fireplaces shall be in
accordance with 780 CMR 2305. 12.
780 CMR 2305.0 WOOD FRAME
CONSTRUCTION
2305.1 Design and construction Exterior walls,
interior partitions, floors and roofs of wood
construction shall be designed and constructed in
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375
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
accordance with 780 CMR 2305.0, 780 CMR 2303.0
and 780 CMR 2307.0 through 23 12.0.
2305.2 Fastening: The quantity and size of fasteners
connecting wood frame members together and
sheathing materials to wood frame members shall
not be less than that specified in Table 2305.2.
2305.3 Cutting and notching: It shall be unlawful
to notch, cut or pierce wood beams, joists, rafters or
studs in excess of the limitations herein specified,
unless proven safe by structural analysis or suitably
reinforced to transmit all calculated loads.
2305.3.1 Notches: Notches in joists, rafters and
beams shall not exceed 1/6 of the depth of the
member, shall not be longer than Vs of the depth
of the member and shall not be located in the
middle Vb of the span. Notch depth at the ends of
the member shall not exceed Vi of the depth of the
member.
Exceptions:
1. A notch over the support is permitted to
extend the full width of the support.
2. Notches on cantilevered portions of the
member are permitted to extend the full length
of the cantilever if the strength and deflection
of the cantilever is calculated based on the
reduced member section
3. The tension side of beams, joists and rafters
which are four inches or greater in nominal
thickness, shall not be notched, except at ends
of members
Table 2305.2
FASTENING SCHEDULE
Building element
Nail or staple size and type
Number and location
1 . Floor construction
Built up to girders and beams
Bridging to joists
Floor joists to studs (no ceiling joists)
Floor joists to studs (with ceiling joists)
Floor joists to sill or girder
Ledger strip
1 " subflooring (6" or less)
1 " subflooring (8" or more)
2" subflooring
Particleboard underiayment (Vi" - %")
Particleboard subflooring (% or greater)
Wood structural panel subflooring
(Vi" or less)
(19/32" -Va")
(%"-r/e)
(Vi" or less)
(19/32", s/8")
2. Wall construction
Smd to sole plate
Stud to cap plate
Double studs
Corner studs
Sole plate to joist or blocking
Interior-braced wail sole plate to parallel
joist
Double cap plate
Cap plate laps
Ribbon strip 6" or less
Ribbon strip 6" or more
Diagonal brace (to stud and plate)
20d common
8d common
1 Od common
1 Od common
I Od common
8d common
16d common
8d common
8d common
1 6d common
6d annular threaded
8d common
6d common or 6d annular or spiral
thread
8d common or 6d annular or spiral
thread
1 Od common or 8d ring shank or
8d annular or spiral thread
16 gage galvanized wire staples
%" minimum crown, l5/s" length
8d common
16d common
1 6d common
lOd common
1 6d common
16d common
16d common
lOd common
lOd common
1 Od common
1 Od common
8d common
32" o.c. direct
2 each direct end
5 direct or
3 direct
2direct
3 toenail
.3 each direct joist
2each direct joist
3 each direct joist
2 each direct joist
6" o.c direct edges and 12" o.c. intermediate
6" o.c direct edges and 12" o.c. intermediate
6" o.c direct edges and 12" o.c. intermediate
6" o.c direct edges and 12" o.c. intermediate
6" o.c direct edges and 6" o.c. intermediate
4" o.c. edges and 7" o.c.intermediate
2/4" o.c. edges and 4" o.c. intermediate
4 toe nail or
2 direct nail
2 toe nail or 2 direct nail
12" o.c. direct
24" o.c. direct
16" o.c.
12" O.c.
16" o.c. direct nail
2 direct nail
2 each direct bearing
3 each direct bearing
2 each direct bearing
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
WOOD
Building element
Nail or staple size and type
Number and location
Interior -braced wall top plate to Joist or
blocking
Tail beams to headers (where nailing is
permitted)
Header beams to trimmers (where
nailing is permitted)
Continuous header to stud
Continuous header, two pieces
3. Roof and ceiling construction
Ceiling joists to piate
Ceiling joists (laps over partition)
Ceiling joists (parallel torafler)
Collar beam
Roof rafter to plate
Roof rafter to ridge
Jack rafter to hip
1" roof decking (6" or less in width)
1" roof decking (over 6" in width)
4. Wall and roof sheathing
I" wall sheathing (8" or less in width)
1 " wall shfiarhing (over 8* in width)
Diagonal wall sheathing (seismic
bracing)
W fiberboard sheathing
25/32" fiberboard sheathing
Gypsum sheathing
Gypsum sheathing (seismic bracing)
Parricleboard roof and wall sheathing
(Vzn or less)
(%" or greater}
Wood structural panel roof and wall
sheathing
(V2" or less)
(19/32" or greater)
(lA" or less)
(19/32", %")
Shingles, wood
Weatherboarding
lOd common
20d common
20d common
8d common
1 6d common
16d common
lOd common
Hid common
lOd common
8d common
1 6d common
K)d common
16d common
8d common
8d common
8d common
8d common
See Table 2306.4.5
12"o.c
1 each end 4 sq. fl. floor area
1 each end 8 sq. ft floor area
4 toe nail
16" o c. direct
3 toenail
3 direct nail
3 direct nail
3 direct
3 toe nail
2 toe nail or direct nail
3 toe nail or
2 direct nail
2 each direct rafter
3 each direct rafter
2 each direct stud
3 each direct stud
1 V2" galvanized roofing nail or 6d 3" o.c. exterior edge. 6" o.c. intermediate
common nail or 16 gage staple,
1 W long with minimum crown
of 7/1 6"
l3A" galvanized roofing nail or 8d 3" o.c. exterior edge, 6" o.c. intermediate
common nail or 16 gage staple,
1 Vz long with nunimum crown
of 7/1 6"
12 gage 1%" large head corrosion 4" °c- on edge, 8" o.c. intermediate
resistant
1 1 gage 1 %" long 7/16" head 4" oc a11 beannS Pomts
diamond point, galvanized
6d common
8d common
6d common
8d common
16 gage galvanized wire staples,
%" rmnrnrum crown; length of
I* phis panel thickness
Same as immediately above
No. 14 B&S Gage corrosion
resistant
8d corrosion resistant
6" o.c. direct edges and 1 2" o.c. intermediate
6* o.c. direct edges and 12" o.c. intermediate
6" o.c. direct edges and 12" o.c. intermediate
6" o.c. direct edges and 12" oc. intermedite
4" o.c. edges and 8° o.c. intermediate
2'/2" o.c. edges and 5" o.c. intermediate
2 each bearing
2 each bearing
Note a Single nails shall penetrate not less
as otherwise provided for in 780 CMR 1507
than V* inch into nailing strips, sheathing or supporting construction except
0
2305.3.2 Holes: Holes bored or cut into joists,
rafters or beams shall not be closer than two
inches (51 mm) to the top or bottom of the joist,
or to any other hole located in the member.
Where the member is notched, the hole shall not
be closer than two inches (5 1 mm) to the notch.
The diameter of the hole in joists shall not exceed
1/3 of the depth of the member
2305.3.3 Studs: In studs of loadbearing walls or
partitions, notches or bored holes shall not be cut
or bored more than Vs of the depth of the stud
unless reinforced in accordance with 780 CMR
2305.3.4.
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377
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
2305.3.4 Reinforcement: Where the stud is cut or
bored in excess of Vb of its depth, the stud shall be
reinforced to be equal in loadbearing capacity to
a stud that is notched not more than Vb of its
depth.
2305.4 Loadbearing walls: Posts and studs in
loadbearing walls and partitions shall be designed as
columns, with due allowance for lateral support
furnished by sheathing, intermediate bracing,
horizontal bridging, wall coverings and the floor and
roof assemblies. The walls shall be fabricated in
such a manner as to provide adequate support for the
materials that enclose the building and to provide for
transfer of all lateral loads to the foundation in
accordance with 780 CMR 1710.4.
2305.4.1 Wall framing: Studs shall be placed
with the wide dimension perpendicular to the
wall. Not less than three studs shall be installed
at each corner of an exterior wall
Exception: At corners, a third stud is not
required where wood spacers or backup cleats
of 3/8-inch-thick wood structural panel, 3/e-inch
Type 2-M particleboard, one-inch-thick
lumber or other approved devices which serve
as an adequate backing for the attachment of
facing materials are used. Where fireresistance
ratings or shear loads apply, wood spacers,
backup cleats or other devices shall not be
installed unless specifically approved.
2305.4.2 Double top plates: Stud walls shall be
capped with double top plates installed to provide
overlapping corners and wall intersections. Top
plate joints shall be offset not less than 48 inches
(1219 mm).
Exception: Detached one- and two-family
dwellings and agricultural storage buildings
that are intended only for incidental human
occupancy are permitted to have a single top
plate provided that the plate is adequately tied
at joints, corners and intersecting walls by at
least the equivalent of galvanized steel that is
three inches (76 mm) by six inches (152 mm)
by 0. 036 inches thick and nailed to each wall
or segment of wall by three 8d nails or the
equivalent, and the rafters, joists or trusses
are centered over the studs with a tolerance of
not more than one inch (25 mm).
2305.4.3 Bottom plates: Studs shall have full
support by a plate or sill. The sill shall have not
less than a two-inch nominal thickness and a
width at least equal to the width of the studs.
2305.5 Nonloadbearing walls: Studs in
nonloadbearing walls and partitions shall not be
spaced more than 48 inches (1219 mm) o.c, and are
permitted to be erected with the long dimension
parallel to the wall, unless otherwise approved as an
integrated assembly by testing. A single top plate
shall be prohibited except where such plate is
installed in accordance with 780 CMR 2305.4.2.
2305.6 Support and anchorage: Support and
anchorage of members on girders, walls and beams
shall conform to 780 CMR 2305.6.1 through
2305.64.
2305.6.1 Support and anchorage on girders: All
members framing into girders shall be anchored or
tied to secure continuity. The ends of all wood
beams that rest on girders shall bear not less than
four inches (102 mm) or shall be supported in
approved metal stirrups, hangers or on wood clips
or ribbon strips. Beams framing from opposite
sides shall either lap at least six inches (152 mm)
and be bolted or spiked together or, where framed
end-to-end, the beams shall be secured together
by approved ties, straps, dogs, plates or sheathing.
2305.6.2 Support and anchorage on walls or
beams: Except where supported on a 1 x 4 ribbon
strip and nailed to the adjoining stud, joists shall
bear on walls or beams of wood or steel not less
than l'/i inches (38 mm) or shall be supported by
metal stirrups, hangers or a nominal 2-inch wood
ledger strip. The minimum bearing on concrete
or masonry shall be three inches (76 mm). Joists
framing over beams from opposite sides shall
either lap at least three inches (76 mm) and be
securely fastened together or, where framed end-
to-end, the joists shall be secured together by
approved ties, straps, dogs, plates or sheathing.
2305.6.3 Girder supports: Wall plate boxes of
the self-releasing type, or approved hangers, shall
be provided where beams and girders are
supported by masonry. An air space of Vz inch
(13 mm) shall be provided at the top, end and
sides of the member unless approved naturally
durable or preservative-treated wood in
accordance with 780 CMR 2311.0 is installed.
Wood beams and girders supported by walls
required to have a fireresistance rating of two
hours or more shall have not less than four inches
(102 mm) of solid masonry between their ends
and the outside face of the wall and between
adjacent beams.
2305.6.4 Fire cuts: All wood and other
combustible floor, roof and other structural
members framing into masonry walls shall be cut
to a bevel of three inches (76 mm) in depth and
shall project not more than four inches ( 1 02 mm)
into the wall.
2305.7 Wind bracing In buildings more than one
story in height and where necessary for strength in
one-story buildings, the comer posts shall be the
equivalent of not less than two pieces of two-inch by
four-inch studs, braced by not less than one piece of
one-inch by four-inch continuous-diagonal brace let
into the studs. Bracing is not required where
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780 CMR: STATE BOARD OF BLTLDrNG REGULATIONS AND STANDARDS
WOOD
diagonal wood sheathing, wood structural panels or
particleboard panels are installed, or where other
sheathing as specified in 780 CMR 2305.13 is
applied vertically in panels of not less than four feet
by eight feet with approved fasteners complying
with Table 2305.2. Other sheathing materials shall
be permitted when tested in accordance with ASTM
E72 listed in Appendix A.
The lateral load resistance shall be established by
the lesser of: the values determined by dividing the
maximum load reported in the test by 2.5; or the
load at which the deflection reported in the test
exceeds /j/480, where h is the height of the test
assembly.
2305.8 Seismic bracing: Where structural analysis
of the seismic force-resisting system is not provided,
buildings shall meet the provisions of 780 CMR
2305.0 and shall have roof and exterior wall dead
loads less than or equal to 1 5 psf (73 kg/m2) and
floor dead loads less than or equal to 10 psf (49
kg/m2).
Table 2305.8
WALL SPACING AND HEIGHT
LIMITATIONS FOR WOOD AND FRAME
CONTRUCTION
Seismic Performance
Category
Maximum distance
between interior
bracing walls (feet)
Maximum Stories
(height) permitted
C
25
2 (30 feet)
Da
25
1 (20 feet i
Note a: Applies only to Seismic Hazard Exposure Group
I; engineering analysis required for Seismic Hazard
Exposure Group II
2305.8.1 Wall bracing required: All exterior
walls and required interior bracing walls shall be
braced by one of the types of sheathing prescrided
in table 2305.8. 1 for each 25 lineal feet (or 7.6 m)
of exterior wall or required interior bracing wall
length. The required length of sheathing shall be
distributed along the length of the bracing wall
with a minimum four foot panel of sheathing at,
or within four feet of, each end. Construction of
bracing walls shall comply with the requirements
of 780 CMR 2305.9
Table 2305.8.1
MINIMUM SEISMIC WALL BRACING PER
25 LINEAL FEET OF INTERIOR AND
EXTERIOR WALL LENGTH30
Story location
Sheathing
Av = 0.12
Top or only
story
GP
W/GP
7>-0"
4'-0"
First of two
stories
GP
W/GP
13'-0"
7'-0"
Note a. Interpolation of the tabular values is permitted
where the length of wall between exterior walls or
interior-braced walls is less than 25 feet.
Note b. GP = Gypsum or particleboard sheathing; W/SP
= Diagonal wood boards or wood structural panels.
Note c. One foot = 304.8 mm.
2305.8.2 Double-sheathed walls: Where braced
walls are sheathed on both sides with identical
sheathing, the required length of sheathing in
Table 2305.8. 1 is permitted to be taken as Vi the
tabular length. Where different sheathing
materials are used on either side of a wall, the
required length of sheathing in Table 2305.8.1 is
permitted to be taken as Vz of the tabular length
for the material requiring the greater length.
Double-sheathed walls shall have a minimum
length of four feet (1219 mm).
2305.8.3 Stud walls: Stud walls that are less than
the full height of the story shall be braced as
required for exterior walls or interior-braced
walls and shall be considered an additional story.
2305.8.4 Sheathing installation: Sheathing shall
be installed in accordance with the provisions of
Table 2305.13 where acting as wall bracing. To
be considered effective as bracing, the sheathing
shall be at least 48 inches in width covering three
16-inch stud spaces or two 24-inch stud spaces
and be fastened to the wall studs in accordance
with Table 2305.2. Sheathing shall be fastened to
the wall studs, sole plate and top plate in
accordance with Table 2305.2. All vertical joints
of panel sheathing shall occur over studs and all
horizontal joints shall occur over blocking at least
equal in size to the studs. All framing in
connection with sheathing used for bracing shall
not be less than two inches nominal in thickness.
2305.9 Braced wall: All exterior walls and interior-
braced walls required by Table 2305.8, shall be
constructed to transfer forces from roofs and floors
to braced walls and from the braced walls in upper
stories to the braced walls in the story below.
Braced wall lines from the story above to the story
below are permitted to be offset a maximum of 24
inches (610 mm). Blocking, where required by
780 CMR 2305.9, need only be provided for the
length of the wall specified in Table 2305.8.1.
2305.9.1 Roof to braced wall connections: Roof
to interior-braced wall connections for buildings
with maximum dimensions not over 50 feet
(15240 mm) are permitted to be made at the
intersection of exterior walls. Double top plates
shall be lapped at the intersection and nailed in
accordance with Table 2305.2. For buildings with
maximum dimensions greater than 50 feet (15240
mm), the interior-braced walls shall be fastened
directly to the ceiling joist in accordance with
780 CMR 2305.9.2 or 2305.9.3.
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379
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
2305.9.2 Parallel floor joist and braced wall
connections: Where the floor framing is parallel
to the braced wall line, joists shall be doubled
directly beneath the braced wall line and nailed in
accordance with Table 2305.2.
Where the upper and lower braced walls are
offset, the joist spaces between the offset braced
walls shall be blocked with a minimum blocking
size of two inches by six inches, spaced at 32
inches (813 mm) on center, within the joist cavity
under the braced wall, and positioned in the upper
portion of the cavity. The upper braced wall is
permitted to be nailed to the blocking with two
16d nails at each piece of blocking. The lower
braced wall shall be toe nailed, in accordance with
Table 2305.2, to a joist located directly above the
top plates.
2305.9.3 Perpendicular floor joist and braced
wall connections: Where the floor framing is
perpendicular to the braced wall line, solid
blocking for the full depth of the floor joist shall
be provided for the length of bracing required.
The interior-braced wall shall be nailed to the
blocking in accordance with Table 2305.2.
Where the upper and lower braced walls are
offset, a minimum of two-inch by six-inch
blocking shall be located in the upper portion of
the joist space, directly beneath the upper braced
wall and in the lower portion of the joist space,
directly above the lower braced wall.
2305.10 Multiple stories: Where the frame is more
than one story in height and studs and posts are not
continuous from sill to roof, the members shall be
secured together with approved clips, splices or
other connections to insure a continuous, well-
integrated structure. Sheet metal clamps, ties or
clips shall be formed of galvanized steel or other
approved corrosion-resistant material equivalent to
0.040-inch nominal thickness steel sheets for two-
inch framing members and not less than 0.052-inch
nominal thickness steel sheets for three-inch
structural members. For four-inch and larger
members, column splices and beam and girder
supports shall comply with 780 CMR 2304. 1 .
2305.11 Framing over openings: Headers, double
joists, trusses or other approved assemblies which
are of adequate size to transfer all superimposed
loads to the vertical members shall be provided over
all window and door openings in loadbearing walls
and partitions.
2305.12 Framing around flues and chimneys:
Combustible framing shall be a minimum of two
inches (51 mm), but shall not be less than the
distance specified in 780 CMR 2114.0 and the
mechanical code listed in Appendix A, from all
flues, chimneys and fireplaces, and six inches (152
mm) away from flue openings.
2305.13 Wall sheathing: Except as provided for in
780 CMR 1405.3 for weatherboarding or where
stucco construction that complies with 780 CMR
2506.0 is installed, all enclosed buildings shall be
sheathed with one of the materials of the nominal
thickness specified in Table 2305.13 or any other
approved material of equivalent strength and
durability.
Table 2305.13
MINIMUM THICKNESS OF WALL
SHEATHING
Sheathing type
Minimum
thickness
Maximum shear
wall stud spacing'
Wood boards
% inch
24 inches on center
Fiberboard
7/16 inch
1 6 inches on center
Wood structural panel
In accordance with Table 2307.3.5
2-M-lor2-M-W
Particleboard
In accordance with Table 2308.5(2)
Gypsum sheathing
Vi inch
1 6 inches on center
Gypsum wallboard
Vi inch
24 inches on center
Reinforced cement
mortar
1 inch
24 inches on center
Note a. 1 inch = 25.4 mm.
2305.13.1 Wood structural panel wall bracing:
In buildings assigned to Seismic Performance
Category D, where wood structural panel
sheathing is installed structurally as covering on
the exterior of outside walls, such sheathing shall
be of the exterior type. Where used elsewhere
structurally, wood structural panel sheathing shall
be bonded by intermediate or exterior glue.
2305.13.2 Paper-backed lath sheathing: In
occupancies in Use Group R-3 and one-story
commercial buildings with brick or similar
veneers, the sheathing shall conform to 780 CMR
2305.13 or shall consist of a layer of paper-
backed lath complying with 780 CMR 2505.0 and
a one-inch (25 mm) intermediate space which
shall be mortar filled as each course of veneering
is applied.
2305.14 Flooring: The flooring of wood frame
construction shall be of adequate strength and
stiffness to support required loads and, where
necessary for strength and for lateral support of the
building, subflooring shall be provided.
2305.14.1 Floor spans: Design stresses of floor
joists shall be determined in accordance with
AFPA NDS listed in Appendix A. Metal-plate-
connected floor trusses shall be designed in
accordance with TPI Design Specifications for
Metal Plate Connected Parallel Chord Wood
Trusses and AFPA NDS listed in Appendix A.
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WOOD
2305.14.2 Bridging: In all floor, attic and roof
framing, except as hereafter noted, there shall not
be less than one line of bridging for each eight
feet ( or 2450 mm) of span. The bridging shall
consist of not less than one-inch by three-inch
lumber, double nailed at each end, or of
equivalent metal bracing of equal rigidity. A line
of bridging shall also be required at supports
where adequate lateral support is not otherwise
provided. Midspan bridging is not required for
floor, attic or roof framing in occupancies in Use
Groups R-2 and R-3, except where the joist depth
exceeds 12 inches nominal or where the minimum
uniformly distributed live load exceeds 40 psf
(195 kg/m2).
2305.15 Roof spans: Design stresses of rafters shall
be determined in accordance with AFPA NDS listed
in Appendix A. Metal-plate-connected roof trusses
shall be designed in accordance with TPI Design
Specifications for Metal Plate Connected Wood
Trusses and AFPA NDS listed in Appendix A, and
shall be braced to prevent rotation and provide
lateral stability.
2305.15.1 Roof decking and sheathing: Roof
deck sheathing shall consist of not less than 5/s-
inch boards, wood structural panel of the
thickness specified in 780 CMR 2307.3,
particleboard of 'the grade and thickness specified
in 780 CMR 2308.4, or other approved materials
of equivalent strength and rigidity. Where open
deck sheathing is used on pitched roofs, such
sheathing shall consist of not less than one-inch
by four-inch roofers spaced not more than six
inches (152 mm) on center, or of material of
equivalent strength and rigidity.
2305.16 Foundation anchorage: Wall sill plates,
minimum of two-inch by four-inch members, shall
be sized and anchored to foundation walls or piers
and at intermediate intervals as required to resist
wind uplift. Foundation anchorage shall be provided
by the installation of anchor bolts or other approved
anchoring method. Anchor bolts shall be of a
minimum diameter of 'A inch. The bolts shall be
embedded in foundations to a depth of not less than
eight inches (203 mm) of cast-in-place concrete, and
not less than 15 inches (381 mm) in grouted unit
masonry. There shall be a minimum of two anchor
bolts per section of plate and anchor bolts shall be
placed 12 inches (305 mm) from the end of each
section of plate, with intermediate bolts spaced a
maximum of six feet (1829 mm) on center for one-
and two-story buildings and not more than four feet
(12 1 9 mm ) on center for buildings over two stories
in height.
Exception: Agricultural storage buildings which
are intended only for incidental human
occupancy, are permitted to have maximum
intermediate bolt spacings of eight feet (or 2450
mm).
2305.17 Fire cuts: All wood structural members
which frame into masonry walls shall conform to
780 CMR 2305.6.4.
780 CMR 2306.0 SEISMIC REQUIREMENTS
FOR WOOD AND TIMBER
2306.1 General: All buildings for which a seismic
analysis is required, in accordance with 780 CMR
1612.2, and which are constructed partially or
wholly of wood or wood-based materials shall be
designed in accordance with the provisions of
780 CMR 2306.0 and 780 CMR 2305.0.
2306.2 Definitions: The following words and terms
shall apply to the provisions of 780 CMR 2306.0 and
have the following meanings:
Blocked diaphragm: A diaphragm in which all
sheathing edges not occurring on a framing
member are supported on and connected to
blocking.
Diaphragm: A horizontal or nearly horizontal
system designed to transmit lateral forces to the
vertical elements of the seismic-resisting system.
Wood shear panel: A wood floor, roof or wall
component sheathed to act as a shear wall or
diaphragm.
2306.3 Strength of members and connections: The
allowable load capacities of 780 CMR 2306.0 are to
be utilized with allowable stress design load
combinations.
2306.4 Engineered timber construction: Where
seismic analysis is required in accordance with
780 CMR 1612.2, the proportioning and design of
wood systems, members and connections shall be in
accordance with 780 CMR 2306.4 and AFPA NDS
listed in Appendix A.
2306.4.1 Column framing requirements: All
wood columns shall be provided with full end
support. Columns shall be provided with
adequate support to maintain stability. Positive
connections shall be provided to resist uplift and
lateral displacement.
2306.4.2 Wood shear panels: Wood shear panels
shall comply with 780 CMR 2306.4.2.1 through
2306.4.2.6. Diaphragm construction shall
comply with 780 CMR 2306.4.3. Shear wall
construction shall comply with 780 CMR
2306.4.4. The construction of wood shear panels
shall comply with 780 CMR 2306.4 5 for
diagonally sheathed lumber shear panels,
780 CMR 2306.4.6 for wood structural panel
sheathed shear panels, 780 CMR 2306.4.7 for
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
particleboard sheathed shear panels, or 780 CMR
2306.4.8 for other shear panel sheathing.
2306.4.2.1 Framing members: All framing
members stalled in shear panel construction
shall be at least two inches nominal in
thickness. Boundary members, and chords in
diaphragms and shear walls and collectors
transferring forces to such elements shall be
designed and detailed for the axial forces.
Boundary members shall be connected at all
corners.
2306.4.2.2 Opening details: Openings in shear
panels shall be designed and detailed to
transfer the shear and axial forces induced by
the discontinuity created by the opening and
the details shall be shown on the approved
plans.
2306.4.2.3 Connection and anchorage
details: Positive connections and anchorages,
capable of resisting the design forces, shall be
provided between the shear panel and the
attached components. Concrete or masonry
wall anchorage shall not be accomplished by
installation of toe nails, or nails subject to
withdrawal and wood ledgers shall not be
installed in cross-grain bending or tension.
2306.4.2.4 Torsion: The diaphragms in
buildings having torsional irregularity, where
the lateral stiffness ratio of the structural
members is greater than four to one, or in
buildings with one line of resistance in either
orthogonal direction, shall be sheathed with
diagonal boards or wood structural panels. The
length of the diaphragm normal to the soft side
shall not exceed 25 feet (or 7600 mm) nor shall
the diaphragm length-to-width ratio exceed 1.0
for one-story buildings or 0.67 for buildings
over one story in height.
Exception: Where calculations demonstrate
that the diaphragm deflections will be
tolerated, the length limitation of 25 feet (or
7600 mm) does not apply and the length-to-
width ratio of 1.5 is permitted for
diaphragms sheathed with single diagonal
boards; and a ratio of 2.0 is permitted where
sheathed with double diagonal boards or
wood structural panels.
2306.4.2.5 Panel height-to-width ratio: The
width of a shear panel in a diaphragm or shear
wall shall not be less than two feet and the h/w
ratio of a shear wall shall not be greater than
two, where h is the height of a shear panel or
shear wall an m> is the width of a shear panel or
shear wall.
2306.4.3 Diaphragms: Wood diaphragms shall
not be installed to resist torsional forces induced
by concrete or masonry construction in buildings
of Seismic Performance Category D which are
more than two stories in height.
2306.4.3.1 Ties and splices: Diaphragm
sheathing shall not be installed as the ties and
splices required by 780 CMR 1612.3.6.1.1 and
780 CMR 1612.3.6.1.2.
Exception: Diaphragm sheathing in
buildings of Seismic Performance
Category C.
2306.4.4 Shear walls: Shear wall construction
shall comply with the requirements of 780 CMR
2306.4.4
2306.4.4.1 Design shear increases: The design
shear capacity is permitted to be doubled
where identical materials are applied to both
sides of the wall. Where the shear capacities of
the materials are not equal, the allow able shear
shall be considered to be equal to either the
shear for the side with the higher capacity or
twice the shear for the side with the lower
capacity.
2306.4.4.2 Material limitations: Shear walls
shall be sheathed with wood structural panels
in Seismic Performance Category C and D
buildings.
Exceptions:
1. In Seismic Performance Category C
buildings: particleboard, gypsum sheathing,
gypsum wallboard, fiberboard and wire lath
and cement plaster shear walls are permitted.
2. In Seismic Performance Category D
buildings: particleboard, gypsum sheathing,
gypsum wallboard and wire lath and cement
plaster shear walls in one-story buildings
and the top story of buildings two stories or
more in height are permitted
2306.4.5 Diagonally sheathed lumber shear
panels: Diagonally sheathed lumber shear panels
shall be nailed in accordance with Table 2306.4.5.
Table 2306.4.5
DIAGONALLY SHEATHED SHEAR PANEL
NAILING SCHEDULE
Sheathing
nominal
Nailing to intermediate
and end-supported studs
Nailing at the shear
panel boundaries
Number of nails per board and nail size
dimension
Common
nails
Box nails
Common
nails
Box nails
1 " x 6"
(2)8d
(3)8d
(3)8d
(5)8d
l"x8"
(3)8d
(4)8d
(4)8d
(6)8d
2" x 6"
(2) 16d
(3) 16d
(3) 16d
(5) 16d
2" x 8"
(3) I6d
(4) I6d
(4) 16d
(6) 16d
2306.4.5.1 Single diagonal construction:
Single diagonally sheathed lumber shear panels
shall be constructed of minimum one-inch-
thick nominal sheathing boards laid at an
angle of approximately 45 degrees (0.78 rad)
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
to the supports. The shear capacity for single
diagonally sheathed lumber shear panels of
Southern pine or Douglas fir-larch shall not
exceed 200 pounds per lineal foot (298 kg/m)
of width. The shear capacities shall be
adjusted by a reduction factor of 0.82 for
species with a specific gravity of 0.42 or
greater but less than 0.49 and a reduction factor
of 0.65 for species with a specific gravity of
less than 0.42, as contained in AFPA NDS
listed in Appendix A.
2306.4.5.1.1 End joints: Joints in adjacent
boards shall be separated by not less than
one stud or joist space and there shall not be
less than two boards between joints on the
same support.
2306.4.5.1.2 Two-inch nominal lumber:
Wood shear panels made up of two-inch-
thick diagonal lumber sheathing fastened
with 16d nails shall be designed with the
same shear capacities as shear panels using
one-inch boards fastened with 8d nails,
provided that there are not splices in
adjacent boards on the same support and the
supports are not less than four inches
nominal in depth or three inches nominal in
thickness.
2306.4.5.2 Double diagonal construction:
Double diagonally sheathed lumber shear
panels shall be constructed of two layers of
diagonal sheathing boards laid at 90 degrees
(1.57 rad) to each other on the same face of the
supporting members. Each chord shall be
considered as a beam loaded with uniform load
per foot equal to 50% of the unit shear due to
diaphragm action. The load shall be assumed
as acting normal to the chord in the plane of
the diaphragm in either direction. The span of
the chord or portion thereof shall be the
distance between framing members of the
diaphragm such as the joists, studs and
blocking that serve to transfer the assumed
load to the sheathing. The shear capacity of
double diagonally sheathed diaphragms of
Southern pine or Douglas fir-larch, shall not
exceed 600 pounds per lineal foot (893 kg/m)
of width. The shear capacity shall be adjusted
by a reduction factor of 0.82 for species with a
specific gravity of 0.42 or greater but less than
0.49 and a reduction factor of 0.65 for species
with a specific gravity of less than 0.42 as
contained in AFPA NDS listed in Appendix A.
2306.4.6 Wood structural panel shear panels:
The design and shear capacity of wood structural
panel shear panels shall be in accordance with
780 CMR 2306.4.6.1 for diaphragms and
780 CMR 2306.4.6.2 for shear walls, or shall be
calculated by using the nail strengths in AFPA
NDS and the wood structural panel shear
WOOD
capacities as given in DOC PS 1 listed in
Appendix A.
Shear panels shall be constructed of wood
structural panels manufactured with exterior glue
not less than four feet by eight feet, except at
boundaries and changes in framing. Wood
structural panels shall be designed to resist shear
only, and chords, collector members and
boundary members shall be designed to transfer
the axial forces. Boundary members shall be
connected at all comers. Wood structural panels
less than 12 inches (305 mm) wide shall be
blocked.
2306.4.6.1 Wood structural panel floor and
roof diaphragm construction: The nail size
and spacing at diaphragm boundaries and at the
edges of each sheet of wood structural panel
shall be provided as shown in Table 2306.4.6. 1
and Figure 2306.4.6.1, and by the provisions of
780 CMR 2306.4.6.1.1 through 2306.4.6.1.4.
Nails of the same size shall be placed along all
intermediate framing members at 12 inches
(305 mm) on center.
2306.4.6.1.1 Other wood species: Shear
capacities for fasteners in framing members
of other wood species, shall be calculated by
multiplying the shear capacities for
Structural I panels by 0.82 for species with
a specific gravity of 0.42 and greater but less
than 0.49 and 0.65 for species with a
specific gravity of less than 0.42. as
contained in AFPA NDS listed in
Appendix A.
2306.4.6.1.2 Framing and panel layout:
The orientation of the structural framing and
wood structural panels shall comply with
Case 1,2,3,4,5 or 6 of Table 2306.4.6. 1 and
with Figure 2306.4.6.1. For blocked
diaphragms, the maximum shear for Cases 3,
4, 5 and 6 shall not exceed 1,200 pounds per
lineal foot (1787 kg/m).
2306.4.6.1.3 Fastener spacings of two and
2i4 inches: Where either two-inch (51 mm)
or 2 Vi-inch (64 mm) fastener spacings are
installed with two-inch-wide framing
members in accordance with Table
2306.4.6.1, the framing member adjoining
panel edges shall be three inches nominal in
width and nails at panel edges shall be
placed in two lines.
2306.4.6.1.4 Panels V/e inch thick:
Unblocked lVe-inch panels with tongue-and-
groove edges are permitted to use the
blocked diaphragm shear capacities for
19/32-inch minimum nominal panel
thickness values, where one-inch by %-inch
crown by No. 16 gage staples are driven
through the tongue-and-groove edges %inch
(10 mm) from the panel edge so as to
penetrate the tongue Staples shall be
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780 CMR - Sixth Edition
383
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
spaced at one-half the boundary nail spacing
for Cases I and 2 and at Va the boundary nail
spacing for Cases 3, 4, 5 and 6.
2306.4.6.2 Wood structural panel shear wall
construction: The nail size and spacing at the
edge of each wood structural panel shall be
provided as shown in Table 2306.4.6.2 and by
the provisions of 780 CMR 2306.4.6.2.1
through 2306.4.6.2.3. For 3/s-inch and 7/16-
inch panels, installed on studs spaced 24 inches
Table 2306.4.6.1
HORIZONTAL WOOD STRUCTURAL PANEL DIAPHRAGM ALLOWABLE SHEAR
WITH FRAMING MEMBERS OF DOUGLAS FBI-LARCH OR SOUTHERN PINE
(610 mm) on center, nails shall be spaced at six
inches (152 mm) on center along intermediate
framing members. For all other thicknesses
and spacing of studs, intermediate framing
members shall have nails of the same size
spaced at 12 inches (305 mm) on center. All
panel edges shall be backed with twc-inch or
wider framing members.
Fastener
type
Fastner
minimum
penetration
in framing
(inches)
specified
panel
thickness
(inch)
Minimum
nominal
width of
framing
member
(inches)
Lines of
fasteners
Allowable shear (pounds per foot)
Blocked diaphragms
Unblocked
diaphragms
Panel grade
Fastener spacing (inches) at diaphragm
boundaries (all cases), at continuous
panel edges parallel to load (Cases 3 and
4), and at all panel edges (Cases 5 and 6)
Fastener
spacing at 6
inches at
supported
edges
6 | 4 214 | 2
Case 1
Cases
Spacing (inches) per line at other panel
edges (cases 1,2,3 and 4)
2.3,
4,5
6
6
4
4
3
3
2
and 6
6d common
l'/4
5/16
2
3
185
210
250
280
375
420
420
475
165
185
125
140
8d common
l'/2
%
2
3
270
300
360
400
530
600
600
675
240
265
180
200
Structural 1
1 Od common
1%
15/32
2
3
320
360
425
480
640
720
730
820
285
320
215
240
lOd common
1%
23/32
3
4
4
2
2
3
650
755
940
870
980
1.305
940
1.080
1,375
1,230
1,410
1.810
14-gage
staples
2
23/32
3
4
2
3
600
840
600
900
840
1,140
900
1.350
1,040
1,440
1,200
1.800
6d common
l'/4
5/16
2
3
170
109
225
250
335
380
380
430
150
170
110
125
C-D, C-C
%
2
3
185
210
250
280
375
420
420
475
165
185
125
140
and other
similar
8d common
IV2
%
2
3
240
270
320
360
480
540
545
610
215
240
160
180
grades
7/16
2
3
255
285
340
380
505
570
575
645
230
255
170
190
15/32
2
3
270
300
360
400
530
600
600
675
240
265
180
200
lOd common
1%
15/32
2
3
290
325
385
430
575
650
655
735
255
290
190
215
C-D, C-C
and other
similar
grades
19/32
2
3
320
360
425
480
640
720
730
820
285
320
215
240
23/32
3
4
4
2
2
3
645
750
935
870
980
1.305
935
1,075
1,390
1,225
1,395
1,510
14-gage
staples
2
23/32
3
4
2
3
600
820
600
900
820
1,120
900
1,350
1,020
1 .400
1.200
1,510
Note a. For sheathing and framing configuration Cases I through 6, see Figure 2306.4.6. 1.
Note b. 1 inch = 25.4 mm; 1 pound per foot = 1.489 jg/m.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
Figure 2306.4.6.1
SHEATHING AND FRAMING CONFIGURATIONS
WOOD
SHEATHING
FRAMING-
LOAD ,
HI
\
LOAD /
11/
I
\
III
1 1 1 1 1 1 1
W
\
rn ii] i
1
III
MM
Ml
1
CASE 5
CONTINUOUS
PANEL JOINTS
\ lll/f
\ =
z""
CASE I
■ CONTINUOUS
PANa JOINTS
Table 2306.4.6.2
ALLOWABLE SHEAR FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAM-
ING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE FOR WIND OR SEISMIC LOADING
Minimum
nominal
panel
thickness
(inch)
Minimum
nail
penetration
in framing
(inches)
Panels applied direct to framing
Panels applied over Va-inch or %-inch
gypsum sheathing
Panel Grade
Nail Size
(common or
galvanized
box)
Allowable shear (pounds per foot)
based on nail spacmg at panel
edges (inches)
Nail size
(common or
galvanized
box)
Allowable shear (pounds
per foot) based on nail
spacing at panel edges
(inches)
6
4
3
2
6
4
3
2
5/16
1%
6d
200
300
390
510
8d
200
300
390
510
%
l'/2 .
8d
230
360
460
610
lOd
280
430
550
Structural I
7/16
255
395
505
670
730
15/32
280
430
550
730
15/32
1%
lOd
340
510
665
870
5/16
1%
6d
180
270
350
450
8d
180
270
350
450
%
200
300
390
510
200
300
390
510
Sheathing,
%
l'/j
8d
220
320
410
530
lOd
260
380
490
Plywood
7/16
240
350
450
585
640
siding.
15/32
260
380
490
640
15/32
1%
lOd
310
460
600
770
-
19/32
340
510
665
870
Nail size
(galvanized
casing)
Nail size
(galvanized
casing)
Plywood
5/16
1%
6d
140
210
275
360
8d
140
210
275
360
siding
%
l'/2
8d
160
240
310
410
lOd
160
240
310
410
Note a. 1 inch = 25.4 mm; 1 pound per foot = 1.489 kg/m.
2306.4.6.2.1 Other wood species: Shear
capacities for fasteners in framing members
of other wood species shall be calculated by
multiplying the shear capacities for
Structural I panels by 0 82 for species with
a specific gravity of 0 42 or greater but less
than 0 49 and 0.65 for species with a
specific gravity of less than 0.42, as
contained in AFPA NDS listed in
Appendix A.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
385
7S0 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
2306.4.6.2.2 Three-inch nominal width
framing: Framing shall be three inches
nominal or wider and the nails shall be
staggered where nails are spaced two inches
(51 mm) on center or where lOd nails
having a penetration into framing of more
than 1% inches (41 mm) are used with a
three-inch (76 mm) nail spacing.
2306.4.6.2.3 Panels % inch and 7/16 inch
thick: The shear capacity for %-inch and
7/16-inch panels applied direct to framing
with 8d nails is permitted to be increased to
the values shown for 15/32-inch panels with
the same nailing where the framing studs are
spaced a maximum of 16 inches (406 mm)
on center or the panels are applied with the
long dimension across the studs.
Shear capacity for %-inch and 7/16-inch
panels shall be as indicated in Table
2306.4.6.2.
2306.4.7 Particleboard shear panels The design
shear capacity of particleboard panels shall be in
accordance with 780 CMR 2306.4.7.1 for
diaphragms and 780 CMR 2306.4.7.2 for shear
walls.
Shear panels shall be constructed with
particleboard sheets not less than four feet by
eight feet, except at boundaries and changes in
framing, particleboard panels shall be designed to
resist shear only, and chords, collector members
and boundary members shall be designed to
transfer the axial forces. Boundary members shall
be connected at all corners. Particleboard panels
less than 12 inches (305 mm) wide shall be
blocked
2306.4.7.1 Particleboard floor and roof
diaphragm construction: The nail size and
spacing at diaphragm boundaries and the edges
of each sheet of particleboard shall be as
shown in Figure 2306.4.6.1 and Table
2306.4.7.1 and shall be designed in accordance
with the provisions of this section. Nails of the
same size shall be placed along all intermediate
framing members at 12 inches (305 mm) on
center.
2306.4.7.1.1 Other wood species: Shear
capacities for fasteners in framing members
of other wood species shall be calculated by
multiplying the shear capacities by 0.82 for
species with a specific gravity of 0.42 or
greater but less than 0.49, and by 0.65 for
species with a specific gravity of less than
0.42, as contained in AFPA NDS listed in
Appendix A .
Table 2306.4.7.1
ALLOWABLE SHEAR FOR PARTICLEBOARD DIAPHRAGMS WITH FRAMING MEMBERS
OF DOUGLAS FIR-LARCH OR SOUTHERN PINE FOR SEISMIC LOADING
Common
nail size
Minimum
nail
penetration
in framing
(inches)
Minimum
nominal
panel
thickness
(inch)
Minimum
nominal width
of framing
member
(inches)
Allowable shear (pounds per foot)
Blocked Diaphragms
Unblocked
diaphragms
Panel
Nail spacing (inches) at diaphragm
boundaries (all cases), at continuous
panel edges parallel to load (Cases 3 &
4), and all panel edges (Cases 5 & 6)
Nails spaced 6 inches
maximum at
supported edges
grade
6
4
2'/2
2
Case 1 (No
unblocked
edges or
continuous
joints
parallel to
load)
All other
configur-
ations
(Cases 2,
Nail spacing (inches) at other panel
edges (Cases 1,2, 3 & 4)
6
6
4
3
3,4, 5 &
6)
6d
1%
5/16
3
170
190
225
250
335
380
380
430
150
170
110
125
Va
2
3
185
210
250
280
375
420
420
475
165
185
125
140
8d
l'/2
%
3
240
270
320
360
480
540
545
610
215
240
160
180
2-M-W
7/16
2
3
255
285
340
380
505
570
575
645
230
255
170
190
Vi
2
3
270
300
360
400
530
600
600
675
240
265
180
200
lOd
1%
'A
2
3
290
325
385
430
575
650
655
735
255
290
190
215
%
2
3
320
360
425
480
640
720
730
820
285
320
215
240
2-M-3
lOd
1%
%
2
3
320
360
425
480
640
720
730
820
285
320
215
240
Note a. For sheathing and framing configuration Cases 1 through 6, see Figure 2306. 4.i
Note b. 1 inch = 25.4 mm; 1 pound per foot = 1.489 kg/m
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
WOOD
2306.4.7.1.2 Framing and panel layout:
The orientation of the structural framing and
particleboard panels shall comply with
Figure 2306.4.6. 1 and Case 1, 2, 3, 4,5 or 6
in Table 2306.4.7.1.
2306.4.7.1.3 Fastener spacings of two and
2'/2 inches: Where either two-inch (51 mm)
or 2 '/2-inch (64 mm) fastener spacings are
installed with 2-inch-wide framing members
in accordance with Table 2306.4.7.1, the
framing member adjoining panel edges shall
be three inches nominal in width and nails at
panel edges shall be placed in two lines.
2306.4.7.1.4 Panel edge framing: Framing
at adjoining panel edges shall be three
inches nominal or wider and nails shall be
staggered where lOd nails having
penetration into framing of more than 1%
inches (41 mm) are spaced three inches (76
mm) or less on center.
2306.4.7.2 Particleboard shear wall
construction: The required nail size and
spacing in Table 2306.4.7.2 apply to panel
edges only. All panel edges shall be backed
with two-inch nominal or wider framing.
Sheets are permitted to be installed either
horizontally or vertically. For %-inch
particleboard sheets installed with the long
dimension parallel to studs spaced 24 inches
(610 mm) on center, nails shall be spaced at six
inches (152 mm) on center along intermediate
framing members. For all other conditions,
nails of the same size shall be spaced at 12
inches (305 mm) on center along intermediate
framing members.
2306.4.7.2.1 Other wood species: Shear
capacities for fasteners in framing members
of other wood species, shall be calculated by
multiplying the shear capacities by 0.82 for
species with a specific gravity of 0.42 or
greater but less than 0.49 and 0.65 for
species with a specific gravity of less than
0.42 as contained in AFPA NDS listed in
Appendix A.
2306.4.7.2.2 Three-inch nominal width
framing: Framing shall be three inches
nominal or wider and the nails shall be
staggered where nails are spaced two inches
(51 mm) on center or where lOd nails
having a penetration into framing of more
than 1% inches (41 mm) are installed with a
three-inch (76 mm) nail spacing.
2306.4.7.2.3 Particleboard of % and 7/16
inch thicknesses: The shear capacities for
%-inch and 7/16-inch particleboard applied
direct to framing with 8d nails, are permitted
to be increased to the '/2-inch particleboard
shear capacities of Table 2306.4.7.2 where
the framing studs are spaced a maximum of
16 inches (406 mm) on center or the
particleboard is applied with the long
dimension perpendicular to the studs.
2306.4.7.2.4 Double-sided wall: Where
particleboard is applied to both faces of a
wall and the nail spacing is less than six
inches (152 mm) on center on either side,
panel joints shall be offset to be placed on
different framing members, or framing shall
be three inches nominal or thicker and nails
on each side shall be staggered.
2306.4.8 Shear panels sheathed with other
materials: Wood stud walls sheathed with lath
and plaster, gypsum sheathing board or
gypsum wallboard, constructed in accordance
with 780 CMR 2502.0, or fiberboard sheathing
constructed in accordance with 780 CMR
2309.8, shall be permitted to be used to resist
earthquake forces in wood frame buildings.
Nails shall be spaced at least % inch (10 mm)
from the edges and ends of boards and panels.
The maximum height-to-width ratio shall be
1.5. The shear capacities utilized in design
shall not be cumulative with the shear
capacities of other materials applied to the
same wall.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
387
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Table 2306.4.7.2
ALLOWABLE SHEAR FOR PARTICLEBOARD SHEAR WALLS WITH FRAMING OF
DOUGLAS FIR-LARCH OR SOUTHERN PINE FOR SEISMIC LOADING
Minimum
nominal
panel
thickness
(inch)
Minimum nail
penetration in
framing
(inches)
Panels applied direct to framing
Panels applied over '/2-inch gypsum sheathing
Panel
grade
Nail size
(common or
galvanized
box)
Allowable shear (pounds per
foot)3 nail spacing at panel
edges (inches)
Nail size
(common or
galvanized
box)
Allowable shear (pounds per
foot) nail spacing at panel
edges (inches)
6
4
3
2
6
4
3
2
7,6
l'/4
6d
180
270
350
450
8d
180
270
350
450
%
200
300
390
510
200
300
390
510
%
VA
8d
220
320
410
530
lOd
260
380
490
2-M-W
'A,
240
350
450
585
640
Vt
260
380
490
640
Vi
1%
lOd
310
460
600
770
NAb
NAb
NAb
NAb
NAb
%
340
510
665
870
Note a. 1 inch = 25.4 mm; 1 pound per foot = 1.489kg/m.
Note b. NA = Not Applicable
780 CMR 2307.0 WOOD STRUCTURAL
PANELS
2307.1 Standards: All wood structural panels that
are utilized structurally shall comply with the
requirements of DOC PS 1, DOC PS 2, HPMA HP
and HPMA HP-SG listed in Appendix A for the
type, grade and span rating or species group of wood
structural panels involved, and shall be so identified
by an approved agency.
2307.2 Types: Wood structural panels for interior
installations shall be of the interior type, moisture-
resistant type or exterior type. Wood structural
panels for exterior installations shall be of the
exterior- waterproof type, except that wood structural
panel roof sheathing exposed to the outdoors on the
underside is permitted to be of the interior type and
bonded with exterior glue. Exterior wood structural
panels shall not be applied directly to the framing as
a siding unless the wood structural panel has a
minimum nominal thickness of % inch. Joints shall
occur over framing members, unless wood or wood
structural panel sheathing is used or joints are lapped
horizontally a minimum of VA inches (38 mm) or
otherwise made waterproof in an approved manner.
Where a wood structural panel is utilized as lapped
siding without sheathing, the wall framing to which
such wood structural panel is attached shall be
diagonally braced.
23073 Spans: The maximum spans for wood
structural panel sheathing shall be limited by the
allowable stresses and deflections for the design live
load, but shall not be greater than the spans specified
in Tables 2307.3.1(1), 2307.3.1(2), 2307.3.3 and
2307.3.5. The spans specified in these tables shall
apply to wood structural panels not treated with fire
retardant chemicals. The design criteria for fire
retardant-treated wood structural panels shall be
provided by valid research reports from approved
sources.
2307.3.1 Floor and roof sheathing: Allowable
spans for floor and roof sheathing shall be as
specified in Tables 2307.3.1(1) and 2307.3.1(2).
The values in Table 2307.3.1(1) apply to
Structural I, C-D and C-C sheathing and single
floor grades only, and are limited to the spans
shown because of the possible effects of
concentrated loads.
2307.3.2 Floor sheathing: Edges of wood
structural panel floor sheathing shall have
approved tongue-and-groove joints or shall be
supported with blocking, unless Vi-inch minimum
thickness underlayment or VA inches (38 mm) of
approved cellular or lightweight concrete is
installed, or unless the finish floor is of %-inch
wood strip. The allowable uniform load based on
a deflection of 1/360 of the span is 100 pounds per
square foot (psf) (488 kg/m2) at maximum span.
2307.3.3 Wood structural panel combination
subfloor underlayment: Allowable spans for
combination subfloor underlayment shall be as
specified in Table 2307.3.3.
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
WOOD
Table 2307.3.1(1)
ALLOWABLE SPANS AND LOADS FOR WOOD STRUCTURAL PANEL SHEATHING
GRADES AND SINGLE FLOOR GRADES CONTINUOUS OVER TWO OR MORE SPANS
WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS^
Sheathing grades
Roof
Floor
Span rating
Panel thickness
(inch)'
Maximum span (inches)"
Load (pounds per square foot)
Maximum span
(inches)
Roof/floor span
With edge
support
Without edge
support
Total load
Live load
12/0
16/0
20/0
24/0
24/16
32/16
40/20
48/24
5'16
5'16,%
5'16,%
%,7/i6, Vz
7'liM
15'32, Vz, 5/s
23'32,s/a, Va, 7/b
23'32,3/4, %
12
16
20
24
24
32
40
48
i2
16
20
20d
24
28
32
36
40
40
40
40
50
40
40
45
30
30
30
30
40
30
30
35
0
0
0
0
16
■6
20
24
Single floor grades
Roof
Floor
Span rating
Panel thickness
(inches)
Maximum span (inches)
Load (pounds per square foot)
Maximum span
(inches)
With edge
support0
Without edge
support
Total load
Live load
16 o.c.
20 o.c.
24 o.c.
32 o.c.
48 o.c.
19'32,%
"'32, Ve, %
%,i
1332. l1/s
24
32
48
48
60
24
32
36
40
48
50
40
35
50
50
40
30
25
40
40
>6
20
24
32
48
Note a. The allowable loads were determined based on a dead load of 10 psf. If the dead load exceeds 10 psf. then
the live load shall be reduced accordingly.
Note b. For limitations on the applicability of this table to wood structural panel grade, see 780 CMR 2307.3. 1
Note c Tongue-and-groove edges, panel edge clips (one midway between each support, except two equally spaced
between supports 48 inches on center), lumber blocking, or other. Only lumber blocking shall satisfy blocked
diaphragm requirements.
Note d. 24 inches for '/2-inch panels.
Note e. Maximum framing space shall be 24 inches on center for floors where 1 Vi inches of cellular or lightweight
concrete is applied over the panels.
Note f. Maximum frame spacing shall be 24 inches on center where '/i-inch wood strip flooring is installed a right
angles to joist
Note g. Shall apply only to panels 24 inches or wider.
Note h. Span rating shall appear on all panels in the construction grades listed in 780 CMR 2307.3.1.
Note i. 1 inch = 25.4 mm; 1 psf =4.882 kg/m2
Table 2307.3.1(2)
ALLOWABLE LOADS FOR WOOD STRUCTURAL PANEL ROOF SHEATHING
CONTINUOUS OVER TWO OR MORE SPANS AND LONG DIMENSION PARALLEL TO
SUPPORTS
(Plywood Structural Panels are 5 ply/5 layer unless otherwise noted) '
Panel grade
Thickness (inch)
Span rating
Maximum span
(inch)
Load at maximum span (psf)
Live
Total
7'16
24/0,24/16
24
20
30
Structural i
sheathing
!5'32
Vz
32/16
32/16
40/20
24
24
24
40b
70
50
80
23'32,y«
48/24
24
90
100
\
24/0,24/16
16
40
50
32/16
24
20
25
Sheathing
$32
24/0,32/16
40/20
24
24
25
40b
30
50"
s/s
32/16,40/20
24
45b
55b
"'32,%
40/20, 48/24
24
60b
65b
9/1 9/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
389
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Note a. Uniform load deflection limitations: 1/180 of span under live load plus dead load, 1/240 under live load only
Edges shall be blocked with lumber or other approved type of edge supports.
Note b. For composite and 4-ply plywood panels, load shall be reduced by 15 psf
Note c. 1 inch = 25.4 mm; 1 psf = 4 882 kg/m
Table 2307.3.3
ALLOWABLE SPANS FOR WOOD
STRUCTURAL PANEL COMBINATION
SUBFLOOR UNDERLAYMENT" PANELS
CONTINUOUS OVER TWO OR MORE
SPANS AND LONG PANEL DIMENSION
PERPENDICULAR TO SUPPORT
(THICKNESS IN INCHES)d
Table 2307.3.5
ALLOWABLE STUD SPACING FOR WOOD
STRUCTURAL PANEL WALL SHEATHING
Identification
Maximum spacing of joists (inches)
Species
groups
16
20
24
32
48
1
2,3
4
14
%
3/4
V*
Va
1
-
" •
Single floor
span rating
16 o.c.
20 o.c.
24 o.c.
32 o.c.
48 o.c.
Note a. For limitations on the use of Table 2307.3.3 see
780 CMR 2307.3.4.
Note b Applicable to all grades of sanded exterior-type
plywood.
Note c. Applicable to underlayment grade and C-C
(plugged) plywood and single-floor grade panels.
Note d. 1 inch = 25.4 mm; 1 psf = 4.882 kg/m2.
2307.3.4 Limitations: Table 2307.3.3 is
applicable to under layment grade, C-C (plugged),
single-floor grade and all grades of sanded
exterior-type plywood. For panels with a span
rating of other than 48 inches (1219 mm) on
center (o.c), the allowable uniform load based on
a deflection of 1/360 of the span is 100 psf (488
kg/m ). Panels with a span rating of 48 inches
o.c. are limited to a total load of 65 psf (317
kg/m ) at the maximum span. Wood structural
panel edges shall have approved tongue-and-
groove joints or shall be supported with blocking,
unless %-inch minimum thickness underlayment
or l'/2 inches (38 mm) of approved cellular or
lightweight concrete is installed, or unless the
finish floor is of %-inch wood strip. If wood
strips are perpendicular to the supports,
thicknesses or span ratings shown for 16-inch
(406 mm) and 20-inch (508 mm) spans shall be
used on 24-inch (610 mm) spans. Spans are
limited to the values shown in Table 2307.3.3
because of the possible effects of concentrated
loads.
2307.3.5 Vertical maximum stud spacing: Stud
spacing for vertical sheathing shall be as specified
in Table 2307.3.5.
Panel span rating
Panel
thickness
(inch)d and
construction
Maximum stud spacing
(inches)
Exterior coverings nailed to:
Stud
Sheathing
12/0, 16/0,20/0
or wall - 16 o.c.
5/16.%
16
!6b
24/0,24/16,32/16
or wall - 24 o.c.
%.7'16. 15'32.
14
24
c
24
Note a. Blocking of horizontal joints shall not be
required.
Note b. Plywood sheathing % inch thick or less shall be
applied with long dimension across studs.
Note c. Three-ply plywood panels shall be applied with
long dimension across studs
Note d 1 inch = 25.4 mm.
2307.4 Stressed skin panel: For use in stressed skin
or other prefabricated construction, wood structural
panel design shall be determined by approved
engineering analysis or by the tests prescribed in
780 CMR 1710.0 for prefabricated assemblies.
780 CMR 2308.0 PARTICLEBOARD
2308.1 Standards Particleboard shall conform to
ANSI A208.1 listed in Appendix A Particleboard
shall be identified by the grade mark or the
certificate of inspection issued by an approved
agency
2308.2 Floor underlayment: Underlayment shall
conform to Type 1-M-l or sanded Type 2-M-W of
ANSI A208.1 listed in Appendix A Underlayment
shall not be less than V* inch in thickness and shall
be installed in accordance with the manufacturer's
installation instructions
2308.3 Subfloor or combination subfloor
underlayment: Allowable spans and grades for
combination subfloor underlayment shall be as
specified in Table 2308.3 All panels shall be
continuous over two or more spans and the tongue-
and-groove panels shall be installed with the long
dimension perpendicular to the supports. Uniform
deflection limitation shall be 1/360 of the span under
a minimum load of 100 psf. Edges shall have
tongue-and-groove joints or shall be supported with
blocking unless %-inch minimum thickness
underlayment is installed, or unless the finish floor
is of 25/32-inch wood strip
390
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
WOOD
Table 2308.3
ALLOWABLE SPANS FOR
PARTICLEBOARD SUBFLOOR AND
COMBINATION SUBFLOOR
UNDERLAYMENT a
Thickness
(inches)
Maximum spacing of supports (inches)
Grade
Subfloor
Combination subfloor
underlavment
2-M-W
Vi
s/e
3A
16
20
24
16
24
2-M-3
3A
20
20
Note a. For limitations on the use of Table 2308.3, see
780 CMR 2308.3
Note b. 1 inch = 25.4 mm.
2308.4 Roof sheathing: Allowable loads for roof
sheathing shall be in accordance with the spans and
grades specified in Table 2308.4. Panels shall be
continuous over two or more spans. Uniform load
deflection limitations shall be 1/180 of the span under
live had plus dead load and 1/240 of the span under
live load only. Edges of all %-inch panels and edges
of 7/16-inch panels with 24 inches (610 mm) o.c.
spacing shall be supported with blocking or edge
clips.
Table 2308.4
ALLOWABLE LrVE LOADS FOR
PARTICLEBOARD ROOF SHEATHINGab
Grade
Thickness
(inches)
Maximum on-
center spacing
of supports
(inches!
Live load
(pounds
per square
foot)
Total load
(pounds per
square foot)
2-M-W
%
7/16
7/16
Vl
</2
16
16
24
16
24
45
105
30
110
40
65
105
40
150
55
Note a. For limitations on the use of Table 2308.4, see
780 CMR 2308.4.
Note b. 1 inch = 25.4 mm; 1 pound per square foot =
4.882 kg/m2.
2308.5 Siding and sheathing: Allowable spans and
grades ofparticleboard siding and sheathing shall be
as specified in Tables 2308.5(1) and 2308.5(2).
Table 2308.5(1)
ALLOWABLE SPANS FOR EXPOSED
PARTICLEBOARD PANEL SIDING
Stud
spacing
(inches)
Minimum thickness (inches)
Grade
Siding
Exterior ceilings
and soffits
Direct to
studs
Continuous
support
Direct to
supports
2-M-W
16
24
3/s
5/16
5/16
5/16
%
2-M-l and
2-M-2
16
24
%
%
Table 2308.5(2)
ALLOWABLE SPANS FOR
PARTICLEBOARD WALL SHEATHING3
Thickness
(inches)
Stud spacing (inches)
Grade
Siding nailed
to studs
Sheathing under
coverings parallel or
perpendicular to
studs
2-M-W
5/16
%
7/16
16
24
24
16
24
2-M-l and
2-M-2
3/a
16
16
16
Note a. Where not exposed to the weather and where the
long dimension of the panel is parallel or perpendicular
to the studs.
Note b. 1 inch = 25.4 mm.
780 CMR 2309.0 FIBERBOARD
2309.1 Standards: Insulating boards manufactured
with wood or other vegetable fibers which are used
as building boards for sheathing, roof decks, interior
wall and ceiling finishes, roof insulation or sound
deadening, shall be vermin-proof, resistant to rot-
producing fungi, water-repellent and shall conform
to the strength and durability tests specified in
ASTM C208~and C532 and AHA A 194.1 listed in
Appendix A. Sheathing that is utilized structurally
shall be so identified by an approved agency. Where
required under the provisions of 780 CMR 7 or 8,
the boards shall be protected or treated to develop
the required fireresistance rating or flameresistance
as determined by test.
2309.2 Jointing: To insure tight-fitting assemblies,
edges shall be manufactured with square,
shiplapped, beveled, tongue-and-groove or U-shaped
joints.
2309.3 Roof insulation: Where used as roof
insulation in all types of construction, fiberboards
shall be protected with an approved roof covering.
2309.4 Wall insulation: Where installed and
firestopped to comply with 780 CMR 7, fiberboards
are permitted as wall insulation in all types of
construction. In fire wall and fire separation wall
constructions, unless treated to comply with
780 CMR 803.2 for Class 1 materials, the boards
shall be cemented directly to the masonry or other
noncombustible base and shall be protected with an
approved noncombustible veneer anchored to the
base without intervening air spaces.
2309.5 Drywall construction: Where fireresistance
ratings are required, provision shall be made for
interlocking, lapping or otherwise protecting the
joints between adjacent boards to insure smoke and
flame tightness.
Note a 1 inch = 25 4 mm.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
2309.6 Insulating roof deck: Where used as roof
decking in open beam construction, fiberboard
insulating roof deck shall have a nominal thickness
of not less than one inch.
2309.7 Siding: Hardboard siding shall comply with
AHA A135.6 listed in Appendix A.
2309.8 Shear capacity: Wood stud walls sheathed
with fiberboard sheathing are permitted to resist
horizontal loads provided that such walls comply
with Table 2309.8. Fiberboard shear walls shall not
be utilized to resist horizontal loads from concrete or
masonry walls.
Table 2309.8
ALLOWABLE SHEAR CAPACITY FOR
WIND OR SEISMIC LOADING ON SHEAR
WALLS OF FIBERBOARD SHEATHING
BOARD
Thickness and
grade
Fastener type
Shear capacity for 3 -
inch nail spacing
around perimeter and
6-inch at intermediate
studs (poundsper foot
of wall)
VS-inch Regular
density
No. 1 1 ga. galv.
Roofing nail 1 Vi"
long 7/i6"head
50
'/;-inch
Intennediate
density
No. 1 1 ga. galv.
Roofing nail 1 !4"
long7/l6"head
60
25/32-inch
Regular density
No. 1 1 ga. galv.
Roofing nail 1 Vi"
long 7i6"head
60
Note a. Fiberboard sheathing is permitted to be stapled
using 16-gage galvanized staples \Va inch long for XA-
inch sheathing and 1 Vi inch long for 25/32-inch sheathing.
Staples shall have a minimum crown of 7/16 inch and
shall be spaced three inches o.c. at edges and six inches
o.c. at studs.
Note b. Where studs are permitted to be located at 24
inches o.c, the shear capacity shall not be greater than 50
pounds per linear foot (plf).
Note c. 1 inch = 25.4 mm: 1 plf = 1.489 kg/m.
2309.8.1 Framing: Four-foot by eight-foot
fiberboard sheathing shall be applied vertically to
wood studs not less than two inches nominal in
thickness spaced 16 inches (406 mm) on center.
Exception: Studs on 24-inch centers are
permitted for '/;-inch intermediate density
sheathing and 25/32-inch regular density
sheathing in accordance with Table 2309.8.
2309.8.2 Nailing: Nailing shall be in accordance
with Table 2309.8. Nails shall be spaced not less
than % inch (10 mm) from edges and ends of
sheathing.
780 CMR 2310.0 FIRERETARDANT-
TREATEDWOOD
2310.1 Applications: Fireretardant-treated wood
shall comply with 780 CMR 2310.0. Where Table
602 permits fireretardant-treated wood in Types 1
and 2 construction, fireretardant-treated wood shall
not be utilized in Ioadbearing walls or in assemblies
with a required fireresistance rating of more than one
hour.
2310.2 General: Fireretardant-treated wood shall be
any wood product which, when impregnated with
chemicals by a pressure process in accordance with
AWPA C20 or AWPA C27 listed in Appendix A, or
other means during manufacture, shall have, when
tested in accordance with ASTM E84 listed in
Appendix A, a flame spread rating not greater than
25 when the test is continued for a period of 30
minutes, without evidence of significant progressive
combustion; and the flame front shall not progress
more than lO'/i feet (3048 mm) beyond the
centerline of the burner at any time during the test.
Fireretardant-treated wood shall be dried to a
moisture content of 19% or less for lumber and 15%
or less for plywood before use.
2310.2.1 Strength modifications: Design values
for untreated lumber, as specified in 780 CMR
2303.1, shall be adjusted for lumber that is
pressure impregnated with fireretardant
chemicals. Adjustments to the design values
shall be based upon an approved method of
investigation which takes into consideration the
effects of the anticipated temperature and
humidity to which the fireretardant-treated wood
will be subjected, the type of treatment and
redrying procedures.
2310.2.2 Labeling: Fireretardant-treated lumber
and plywood shall bear the label of approved
agencies in accordance with 780 CMR 1704.3.2.
Such labels shall indicate compliance with the
appropriate treating standard in accordance with
780 CMR 2310.2 and indicate compliance with
780 CMR 23 10.2.1.
2310.3 Exposure to weather: Where fireretardant-
treated wood is to be exposed to the weather, the
material shall be further identified to indicate that
there is not an increase in the listed flame spread
classification after being weathered in accordance
with ASTM D2898 listed in Appendix A.
Fireretardant-treated wood subjected to high-
humidity conditions shall be identified to indicate
that the treated wood has a moisture content of not
over 28% when tested at 92% relative humidity in
accordance with ASTM D3201 listed in
Appendix A.
392
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
WOOD
780 CMR 2311.0 NATURALLY DURABLE
AND PRESERVATIVE-TREATED WOOD
2311.1 Required: Where protection of wood
members is required because of exposure to soil or
weather, protection shall be provided by using
naturally durable or preservative-treated wood as
required by 780 CMR 2311.0.
2311.2 Naturally durable wood: The term
"naturally durable wood" refers to the heartwood of
the following species with the exception that an
occasional piece with corner sapwood is permitted if
90% or more of the width of each side on which it
occurs is heartwood
Decay resistant: Redwood, cedar, black locust
and black walnut.
Termite resistant: Redwood and Eastern red
cedar
2311.3 Preservative-treated wood: The term
"preservative-treated wood" refers to wood
(including plywood) pressure treated with
preservatives, that conforms to retention, penetration
and other requirements applicable to the species,
product, treatment and conditions of use in AWPA
C 1, C2 and C9 listed in Appendix A. Preservatives
shall conform to AWPA P1/P13, P2, P5, P8 and P9
listed in Appendix A Lumber and plywood in wood
foundation systems shall conform to 780 CMR
1808.3.
2311.3.1 Identification All piles, poles, lumber
and plywood which are required to be
preservative-treated shall bear the quality mark of
an approved agency that maintains continuing
supervision, testing and inspection over the
quality of the product. Quality-control inspection
agencies for preservative-treated wood shall be
certified as to competency and performance by an
approved organization. Said mark shall include
the following information in a legible format:
identification of the inspection agency; the
standard to which the product is treated; the
identification of the treating plant; and the
purpose for which the product has been treated.
The mark shall be permanently affixed to each
piece unless specifically waived by the code
official.
2311.3.2 Moisture content: Where wood that is
pressure treated with a water-borne preservative
is used in enclosed locations where drying in
service cannot readily occur, such wood shall be
at a moisture content of 19% or less before being
covered with insulation, interior wall finish, floor
covering or other material.
2311.3.3 Fasteners: Fasteners for preservative-
treated wood shall be of hot-dipped, zinc-coated,
galvanized stainless steel, silicon bronze, copper
or other corrosion-resistant materials. Fasteners
for wood foundations shall be as required in
AFPA TR7 listed in Appendix A.
2311.4 Wood used above ground: Wood installed
above ground in the locations specified in 780 CMR
2311.4.1 through 231 1.4.6 shall be naturally durable
wood or preservative-treated wood that uses water-
borne preservatives, and shall be treated in
accordance with AWPA C2 or C9 listed in
Appendix A for above-ground use.
2311.4.1 Joists and girders. Where wood joists
or the bottom of a wood structural floor without
joists are closer than 18 inches (457 mm), or
wood girders are closer than 12 inches (305 mm),
to the exposed ground in crawl spaces or unex-
cavated areas located within the perimeter of the
building foundation, the floor assembly (including
posts, girders, joists and subfloor) shall be of
approved naturally durable or preservative-treated
wood.
2311.4.2 Framing: All wood framing members,
including wood sheathing, which rest on exterior
foundation walls and are less than eight inches
(203 mm) from exposed earth shall be of
approved naturally durable or preservative-treated
wood.
2311.4.3 Sleepers and sills: Sleepers and sills on
a concrete or masonry slab which is in direct
contact with earth shall be of approved naturally
durable or preservative-treated wood.
2311.4.4 Girder ends: The ends of wood girders
entering exterior masonry or concrete walls shall
be provided with a Vi-inch (13 mm) air space on
top, sides and end, unless approved naturally
durable or preservative-treated wood is used.
2311.4.5 Clearance: Clearance between wood
siding and earth on the exterior of a building shall
not be less than six inches (152 mm) except where
siding, sheathing and wall framing are of
approved preservative-treated wood.
2311.4.6 Posts or columns: Posts or columns
supporting permanent structures and supported by
a concrete or masonry slab or footing which is in
direct contact with the earth shall be of approved
naturally durable or preservative-treated wood
Exceptions:
1. Posts or columns which are either exposed
to the weather or located in basements or
cellars, supported by concrete piers or metal
pedestals projecting at least one inch (25 mm)
above the slab or deck and six inches (152 mm)
above exposed earth, and are separated
therefrom by an impervious moisture barrier.
2. Posts or columns in enclosed crawl spaces
or unexcavated areas located within the
periphery of the building, supported by a
concrete pier or metal pedestal at a height
greater than eight inches (203 mm) from
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exposed ground, and are separated therefrom
by an impervious moisture barrier.
2311.5 Wood in contact with the ground: All
wood in contact with the ground (exposed earth)
which supports permanent structures that are
intended for human occupancy, shall be of approved
naturally durable or preservative-treated wood using
water-borne preservatives and shall be treated in
accordance with AWPA C2 or C9 listed in
Appendix A for ground contact, where used in the
locations specified in 7S0 CMR 2311.5.1 and
2311.5.2.
Exception: Untreated wood is permitted where
such wood is entirely below the ground water
level or where continuously submerged in fresh
water.
2311.5.1 Posts or columns: Sawn posts and
columns supporting permanent structures that are
intended for human occupancy and which are
embedded in concrete in direct contact with the
earth or embedded in concrete exposed to the
weather, or in direct contact with the earth, shall
be of approved preservative-treated wood.
2311.5.2 Wood structural members: Wood
structural members that support moisture-
permeable floors or roofs which are exposed to
the weather - such as concrete or masonry slabs -
shall be of approved naturally durable or
preservative-treated wood unless separated from
such floors or roofs by an impervious moisture
barrier.
2311.6 Geographical areas: In geographical areas
where experience has demonstrated a specific need,
approved naturally durable or preservative-treated
wood shall be utilized for those portions of wood
members which form the structural supports of
buildings, balconies, porches or similar permanent
building appurtenances where such members are
exposed to the weather without adequate protection
from a roof, eave, overhang or other covering to
prevent moisture or water accumulation on the
surface or at joints between members. Depending
on local experience, such members include, but are
not limited to, the following:
1. Horizontal members such as girders, joists and
decking;
2. Vertical members such as posts, poles and
columns; or
3. Both horizontal and vertical members.
2311.7 Wood used in retaining walls: Wood
installed in retaining or crib walls shall be of
approved preservative-treated wood treated in
accordance with AWPA C2 or C9 listed in
Appendix A for ground contact, except as indicated
in 780 CMR 23 11.7.1 through 23 1 1.7.3.
2311.7.1 Untreated wood: Where the wall is not
more than two feet (610 mm) in height and is
separated from the lot line or a permanent
building by a minimum distance equal to the
height of the wall, the wall is permitted to be of
untreated wood.
2311.7.2 Naturally durable wood on the lot
line: Where a retaining wall or a crib wall is not
more than two feet (610 mm) in height and is
located on the lot line, approved naturally durable
wood is permitted.
2311.7.3 Naturally durable wood separated:
Where a retaining wall or a crib wall is not more
than four feet (1219 mm) in height and is
separated from the lot line or a permanent
building by a minimum distance equal to the
height of the wall, approved naturally durable
wood is permitted.
780 CMR 2312.0 JOIST HANGERS
2312.1 Test standard: The vertical loadbearing
capacity, torsional moment capacity, and deflection
characteristics of joist hangers shall be determined
in accordance with ASTM D1761 listed in
Appendix A, using lumber having a specific gravity
of 0.49 or greater but not greater than 0.55 as
determined in accordance with AFPA NDS listed in
Appendix A for the joist and headers.
2312.2 Vertical load capacity: The vertical load
capacity for the joist hanger shall be determined by
testing three joist hanger assemblies as specified in
ASTM D 1 76 1 listed in Appendix A. If the ultimate
vertical load for any one of the tests varies more
than 20% from the average ultimate vertical load, at
least three additional tests shall be conducted. The
allowable vertical load for a normal duration of
loading of the joist hanger shall be the lowest value
determined from the following:
1 . The lowest ultimate vertical load from any
test divided by 2.5 (where three tests are
conducted and each ultimate vertical load does
not vary more than 20% from the average ultimate
vertical load).
2. The average ultimate vertical load for all tests
divided by six (where six tests are conducted).
3. The vertical load at which the vertical
movement of the joist with respect to the header
is 0. 125 inch (3 mm) in any test.
4. The allowable design load for nails or other
fasteners utilized to secure the joist hanger to the
wood members.
5. The allowable design load for the wood
members forming the connection.
2312.3 Torsional moment capacity: The torsional
moment capacity for the joist hanger shall be
determined by testing at least three joist hanger
assemblies as specified in ASTM D1761 listed in
Appendix A The allowable torsional moment for
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
normal duration of loading of the joist hanger shall
be the average torsional moment at which the lateral
movement of the top or bottom of the joist with
respect to the original position of the joist is 0.125
inch.
2312.4 Design value modifications: Allowable
design values for joist hangers which are determined
by failure of the metal-to-wood connection shall be
permitted to be modified by the appropriate duration
of loading factors as specified in AFPA NDS listed
in Appendix A. Allowable design values determined
by failure of the metal joist hanger shall not be
modified by duration of loading factors.
780 CMR 2313.0 PREFABRICATED
COMPONENTS
2313.1 Structural glued-laminated members:
Buildings and structures designed and erected of
glued-laminated structural members or of composite
members of dimension lumber and wood structural
panels shall comply with 780 CMR 2313.0.
2313.1.1 Exposed structural glued-laminated
timber: Those portions of glued-laminated
timbers which form the structural supports of a
building or other structure and are exposed to
weather and not properly protected by a roof, eave
overhang or similar covering, shall be treated in
accordance with AITC 109 listed in Appendix A
or shall be manufactured from approved naturally
durable woods.
2313.1.2 Glued-laminated members: Design and
fabrication of built-up beam and column sections,
which consist of one or more webs with glued-
lumber flanges and stiffeners, shall be based upon
an approved method which takes into
consideration the conditipns of use Glued-
laminated elements shall be subject to a quality
control program administered by an approved
agency and shall bear a label in accordance with
780 CMR 1704.3. Such label shall contain the
information required by 780 CMR 1704.3.3.
2313.1.3 Gluing surfaces: In glued-lumber
constructions, the surfaces to be glued shall be
worked to a smooth, flat surface without sanding
and shall be free from wax, grease or oil to insure
a complete glue bond over the entire contact.
Factory-sanded wood structural panels shall be
permitted.
2313.2 Sandwich panels: Design and fabrication
of sandwich panels or other integrated assemblies
WOOD
which are fabricated of dimension lumber with
wood stress coverings glued thereto, or which
consist of structural units of metal-covered or
molded wood structural panels or other approved
plastics formed and molded into prefabricated
loadbearing members, shall be based upon an
approved method which takes into consideration
the conditions of installation or meets the test
requirements of 780 CMR 1704.0, 1709.0 and
1710.0. Sandwich panels shall be subject to a
quality control program administered by an
approved agency and shall bear a label in
accordance with 780 CMR 1704.3. Such label
shall contain the information required by
780 CMR 1704.3.3
2313.2.1 Splices: Splices and connections
between panels shall be weather tight and shall
be of sufficient strength to resist two and one-
half times the design live load to which such
splices will be subjected in normal installation.
The fastening of coverings to structural studs,
ribs or joists shall provide a rigidity equivalent
to approved gluing. Nailing shall not be
acceptable for that purpose.
2313.3 Prefabricated trusses: Prefabricated trusses
shall be designed to resist all superimposed design
loads.
2313.3.1 Roof trusses: Metal-plate-connected
roof trusses shall be designed in accordance with
TPI Design Specifications for Metal Plate
Connected Wood Trusses and AFPA NDS listed
in Appendix A, and shall be braced to prevent
rotation and provide lateral stability.
2313.3.2 Floor trusses: Metal-plate-connected
floor trusses shall be designed in accordance with
TPI Design Specif cations for Metal Plate
Connected Parallel Chord Wood Trusses and
AFPA NDS listed in Appendix A.
2313.4 Special inspection: The fabrication process
for prefabricated wood components shall be subject
to special inspection as required by 780 CMR
1705.4.
2313.5 Prefabricated wood I-joists: Structural
capacities and design provisions for prefabricated
wood I joists shall be established and monitored in
accordance with ASTM D5055 listed in
Appendix A
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THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
396 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
CHAPTER 24
GLASS AND GLAZING
780 CMR 2401.0 GENERAL
2401.1 Scope: The provisions of 780 CMR 24 shall
govern the materials, design, construction and
quality of glass and glazing in vertical and sloped
applications. For the definition of approved light-
transmitting plastic, see 780 CMR 2604. 1 . Safety
glazing materials shall conform to the
requirements of M.G.L. c 143, §§ 3T, 3U, and 3 V,
as amended and CPSC 16 CFR; 1201, as
applicable.
780 CMR 2402.0 GENERAL
REQUIREMENTS FOR GLASS
2402.1 Marking: Each lite shall bear the
manufacturer's mark designating the type and
thickness of glass. The mark shall not be omitted
unless approved and an affidavit is furnished by the
glazing contractor certifying that each lite is glazed
in accordance with approved plans and
specifications in accordance with the provisions of
780 CMR 24. Safety glazing shall be marked in
accordance with 780 CMR 2405.1.1 and shall
conform to the requirements of M.G.L. c 143,
§§3T, 3U, and3V, as amended. The mark shall not
be omitted from tempered glass. Each unit of
tempered glass shall be permanently identified by
the manufacturer's mark. The identifying mark shall
be etched or ceramic fired on the glass and shall be
visible when the unit is glazed. Tempered spandrel
glass is exempted from permanent marking, but shall
be provided with a removable paper marking by the
manufacturer
2402.2 Glass supports: Where one or more sides of
any lite of glass is not firmly supported, or is
subjected to unusual load conditions, detailed
construction documents, detailed shop drawings and
analysis or test data assuring safe performance for
the specific installation shall be prepared by a
registered design professional and approved.
Analysis shall be based on the wind loads required
by 780 CMR 1611.6. The elevation of the glazed
openings shall be computed by adding the distances
from grade to the head and sill, respectively, and
dividing the sum by two.
2402.3 Interior glazed areas: Where interior
glazing is installed adjacent to a walking surface, the
differential deflection of two adjacent unsupported
edges shall not be greater than the thickness of the
panels when a force of 50 pounds per linear foot
(730 N/m) is applied horizontally to one panel at any
point up to 42 inches (1067 mm) above the walking
surface.
2402.4 Glass dimensional tolerance: Glass
thickness tolerances shall comply with those
established in Table 2402.4. Where the thickness is
to be controlled, nominal values are stated subject to
the tolerances shown in Table 2402.4.
Table 2402.4
MINIMUM GLASS THICKNESS
Nominal thickness
(inches)
Plate glass
minimum thickness
(inches)
Sheet glass
minimum thickness
(inches)
Single strength (SS)
—
0.085
Double strength (DS)
—
0.115
Ve
0.094
—
3/16
0.1 S6
0.182
13/64
0.172
—
7/32
—
0.205
Vt
0.218
0.236
5/16
0.281
0.343
0.357
%
0.468
0.478
0.562
0.689
—
%
7/a
0.750
0.875
—
1
1%
1.125
—
Note a. One inch = 25.4 mm.
2402.5 Louvered windows or jalousies: Regular
float, wired and patterned glass in louvered windows
and jalousies shall not be thinner than nominal 3/16
inch and not longer than 48 inches (1219 mm).
Where other glass types are used, design shall be
submitted to the code official for approval. Exposed
glass edges shall be smooth. Wired glass with wire
exposed on longitudinal edges shall not be used in
jalousies or louvered windows.
780 CMR 2403.0 WIND, SNOW AND DEAD
LOADS ON GLASS
2403.1 Vertical glass: All glass within 15 degrees
(0.26 rad) of vertical in windows, curtain and
window walls, doors and other exterior applications
shall be designed to resist the wind loads in
780 CMR 1611.6 for components and cladding.
Maximum allowable sizes shall be based on Figure
2403.1. The equivalent load for use in the figure
shall be determined by dividing the design wind load
by the applicable factor from Table 2403 1 Figure
2403 1 is for rectangular glass firmly supported on
all four edges.
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THE MASSACHUSETTS STATE BUILDING CODE
2403.2 Sloped glass: All glass sloped more than 15
degrees (0.26 rad) from vertical in skylights,
sunspaces, sloped roofs and other exterior
applications shall be designed to resist the
combination of wind loads in 780 CMR 161 1.6 for
components and cladding, the snow loads in
780 CMR 1610.0, and the glass dead load.
Maximum allowable sizes shall be based on Figure
2403.1. Figure 2403.1 is for rectangular glass firmly
supported on all four edges.
The combined load shall be calculated as follows.
The largest of 1, 2 or 3 shall be used:
1 . Negative wind load; - F x dead load
2. Positive wind load; + Fx (dead load + V: wind
load)
3. Fx (snow load 4 dead load) + 'A positive wind
load
where:
F= 2.0 where any pane or ply is regular glass.
F = 1.5 where any pane or ply is heat-
strengthened glass and the remainder are fully
tempered glass.
F =1.2 where all panes and plies are fully
tempered glass.
The glass dead load is equal to the cosine of the
slope from horizontal x the total glass thickness in
inches x 13.
The equivalent load for use in Figure 2403. 1 shall
be determined by dividing the combined load by the
applicable factor from Table 2403.2.
Table 2403.1
FACTORS FOR VERTICAL GLASS
Glass type
Factor
for use with figure
2403.1
Single Glass
Regualr (annealed)
Heat strengthened
Fully tempered
Wired
Pattemedd
Sandblasted'
Laminated, regular piles
Laminated, heat strengthened plies
Laminated, futry tempered plies '
Insulating Glass
Regular, (annealed)
Heat strengthened
Fully tempered
Laminated, regular piles
Laminated, heat strengthened plies3* b
Laminated, fully tempered plies3
1.0
2.0
4.0
0.5
1.0
0.5
0.75
1.5
3.0
1.8
3.6
7.2
1.4
2.7
Note a. For laminated glass, use the line in Figure
2403. 1 for total glass thickness (after adjusting wind load
by the factor in Table 2403. 1).
Note b. For laminated glass, values are based on two
panes of identical thickness and type.
Note c. For insulated glass, values are based on two
panes of identical thickness and type. Utilize thickness
for one pane. For example, tha maximum allowable area
for an insulating glass unit consisting of two plies of fully
tempered Vi-inch glass is determined using the line for
Vi-inch glass.
Note d. Values for patterned glass are based on the
thinnest part of the pattern. Interpolation between lines
in the figure is permitted.
Note e. Value for sandblasting glass is minimum and
depends on severity and depth of sandblast.
Figure 2403.1
MAXIMUM ALLOWABLE AREA FOR
VERTICAL AND SLOPED GLASS
60 80 100 150 200
Equivalent Load Determined from 780 CMR 2403. 1 and
Table 2403.0 or 780 CMR 2403.2 and 2403.2 on psf
Table 2403.2
FACTORS FOR SLOPED GLASS
Glass type
Factor
for use with figure
2403.1
Single Glass
Regualr (annealed)
Heat strengthened
fully tempered
Wired
Laminated, regular piles
Laminated, heat strengthened plies '
Laminated, tempered plies
Insulating Glass
Regular, (annealed)
Heat strengthened
Fully tempered
Laminated, regular piles '
Laminated, heat strengthened plies *
Laminated, fully tempered plies3'
0.72
1.7
3.6
0.36
0.54
1.3
2.7
1.3
3.1
6.6
1.0
2.3
Note a. For laminated glass, use the line in Figure
2403. 1 for total glass thickness (after adjusting wind
load by the factor in Table 2403.2).
Note b. For laminated glass, values are based on
two panes of identical thickness and type.
Note c. For insulated glass, values are based on
two panes of identical thickness and type. Utilize
thickness for one pane. For example, tha maximum
allowable area for an insulating glass unit consisting
of two plies of fully tempered %-inch glass is
determined using the line for Vi-inch glass.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
GLASS AND GLAZING
780 CMR 2404.0 SLOPED GLAZING AND
SKYLIGHTS
2404.1 Sloped glazing: Any installation of glass or
other transparent, translucent or opaque glazing
material which is installed at a slope of 15 degrees
(0.26 rad) or more from the vertical plane
— including skylights, roofs and sloped walls — shall
comply with 780 CMR2404.0.
2404.2 Allowable glazing materials: Sloped
glazing shall be any of the following materials,
subject to the limitations specified in 780 CMR
2404.3 and the exceptions specified in 780 CMR
2404.4:
1. For monolithic glazing systems, the glazing
material of the single light or layer shall be
laminated glass with a minimum 30-mil (762 (am)
polyvinyl butyral interlayer, wired glass,
approved plastic materials, heat-strengthened
glass or fully tempered glass.
2. For multiple-layer glazing systems, each light
or layer shall consist of any of the glazing
materials specified in 780 CMR 2404.2 item 1.
For additional requirements for plastic skylights,
see 780 CMR 2608.0. Glass-block construction shall
conform to the requirements of 780 CMR 21 15.0.
2404.3 Limitations: Where used in monolithic
glazing systems, heat-strengthened glass and fully
tempered glass shall have screens installed below the
glazing material, subject to the exceptions in
780 CMR 2404.4, to protect building occupants
from falling glass should breakage occur. The
screens shall be capable of supporting the weight of
the glass and shall be substantially supported below
and installed within four inches ( 102 mm) of the
glass. The screens shall be constructed of a
noncombustible material not thinner than No. 12
B&S Gage (0.0808 inch) with a mesh not larger than
one inch by one inch (25 mm by 25 mm). In a
corrosive atmosphere, structurally equivalent
noncorrosive atmosphere, structurally equivalent
noncorrosive screening materials shall be used.
Where used in multiple-layer glazing systems as the
bottom glass layer over the walking surface, heat-
strengthened glass, fully tempered glass and wired
glass shall be equipped with screening that conforms
to the requirements specified for monolithic glazing
systems.
2404.4 Exceptions: In monolithic and multiple-layer
sloped glazing systems, the following exceptions
apply:
1. Fully tempered glass installed without
protective screens where glazed between
intervening floors at a slope of 30 degrees (0.52
rad) or less from the vertical plane shall have the
highest point of the glass ten feet (3048 mm) or
less above the walking surface.
2. Screens are not required below any glazing
material, including annealed glass, where the
walking surface below the glazing material is
permanently protected from the risk of falling
glass or tho area below the glazing material is not
a walking surface.
3. Any glazing material, including annealed
glass, is permitted to be installed without screens
in the sloped glazing systems of commercial or
detached greenhouses used exclusively for
growing plants and not open to the public,
provided that the height of the greenhouse at the
ridge does not exceed 20 feet (6096 mm) above
grade. Greenhouse frames shall be
noncombustible if the height of the sloped glazing
exceeds 20 feet (6096 mm) above grade.
4. Screens shall not be required within dwelling
units of occupancies in Use Groups R-2 and R-3
where fully tempered glass or laminated glass
with a 15 mil polyvinyl butyral interlayer is used
as single glazing or as both panes in an insulating
glass unit, and all of the following conditions are
met:
4.1. Each pane of glass is 16 square feet (1.5
m2) or less in area;
4.2. The highest point of the glass is 12 feet
(3658 mm) or less above any walking surface
or other area having access thereto; and
4.3. The glass thickness is 3/16 inch (5 mm)
or less.
2404.5 Framing: In Types I and 2 construction, all
sloped glazing and skylight frames shall be
constructed of noncombustible materials. In
buildings where acid fumes deleterious to metal are
incidental to the occupancy of the buildings,
approved pressure-treated woods or other approved
noncorrosive materials shall be permitted for sash
and frames. All sloped glazing and skylights shall be
designed to meet all structural requirements for roofs
specified in 780 CMR 16. All skylights set at an
angle of less than 45 degrees (0.79 rad) from the
horizontal plane shall be mounted at least four
inches (102 mm) above the plane of the roof on a
curb construction as required for the frame.
Skylights shall not be installed in the plane of the
roof where the roof pitch is less than 45 degrees
(0.79 rad) from the horizontal.
Exception: Curbs for skylights are not required
on roofs with a minimum slope of three units
vertical in 12 units horizontal (3:12) in
occupancies in Use Group R-3.
780 CMR 2405.0 SAFETY GLAZING
2405.1 Human impact loads: Individual glazed
areas, including glass mirrors, in hazardous locations
such as those indicated in 780 CMR 2405.2 shall
pass the test requirements of CPSC 16 CFR; 1201
and shall conform to the requirements of M.G.L.
c. 143, §§ 3T, 3U and 3 V, as applicable, listed in
Appendix A. The requirements of 780 CMR 2405.1
and 780 CMR 2405 2 and 2407.0 shall apply equally
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THE MASSACHUSETTS STATE BUILDING CODE
to replacement glass and new glass installation.
Additional requirements as specified in 780 CMR
2407.2 are to be satisfied for glass used in locations
where the hazard is of a continuous nature, such as
glass enclosures for sporting activities as identified
in 780 CMR 2407.1.
Exceptions:
1. Polished wired glass used in required fire
resistance rated assemblies or polished wire glass
used in hazardous locations such as those
indicated in 780 CMR 2405.2, items 6, 7, 8 and
9 shall comply with ANSI Z97.1 listed in
Appendix A.
2. Plastic glazing shall meet the weathering
requirements of ANSI Z97. 1 listed in
Appendix A.
3. Glass-block walls shall comply with 780 CMR
2115.0.
2405.1.1 Marking: Each light of safety glazing
material installed in hazardous locations as
defined in 780 CMR 2405.2 shall bear a
permanent identifying mark issued by an
approved agency which specifies the marking
agency, whether manufacturer or installer, and
the test standard.
Exceptions
1. Polished wire glass is exempt from a
permanent identifying mark provided that
the distributor or the installer provides an
affidavit certifying that the polished wire
glass complies with ANSI Z9 7. 1 listed in
Appendix A.
2. Laminated glass is exempt from a
permanent identifying mark provided that
the distributor or installer provides an
affidavit certifying that the laminated glass
complies with CPSC 16 CFR 1201, listed in
Appendix A.
2405.2 Specific hazardous locations: The following
shall be considered specific hazardous locations for
the purposes of glazing:
1 . Glazing in ingress and means of egress doors
except jalousies (see 780 CMR 2402.5).
2. Glazing in fixed and sliding panels of sliding
(patio) door assemblies and panels in swinging
doors.
3. Glazing in storm doors.
4. Glazing in all unframed swinging doors.
5. Glazing in doors and enclosures for hot tubs,
whirlpools, saunas, steam rooms, bathtubs and
showers. Glazing in any portion of a building wall
enclosing these compartments where the bottom
exposed edge of the glazing is less than 60 inches
(1525 mm) above a standing surface.
6. Glazing in an individual fixed or operable
panel adjacent to a door where the nearest
exposed edge of the glazing is within a 24-inch
(610 mm) arc of either vertical edge of the door in
a closed position and where the bottom exposed
edge of the glazing is less than 60 inches (1525
mm) above the walking surface.
7. Glazing in an individual fixed or operable
panel, other than in those locations described in
preceding items 5 and 6, which meets all of the
following conditions:
7.1. Exposed area of an individual pane
greater than nine square feet (0.84 m2);
7.2. Exposed bottom edge less than 18 inches
(460 mm) above the floor:
7.3. Exposed top edge greater than 36 inches
(915 mm) above the floor; and
7.4. One or more walking surface(s) within 36
inches (915 mm) horizontally of the plane of
the glazing.
8. All glazing in guards and railings regardless of
area or height above a walking surface. Included
are structural baluster panels and nonstructural in-
fill panels.
9. Glazing in walls and fences enclosing indoor
and outdoor swimming pools where the bottom
edge of the glazing on the pool side is less than 60
inches (1525 mm) above a walking surface and
within 36 inches (914 mm) horizontally of a
walking surface. This shall apply to single glazing
and all panes in multiple glazing.
Exception: The following products, materials
and uses shall not be considered specific
hazardous locations:
1 . Openings in doors through which a 3-inch
(76 mm) sphere is unable to pass.
2. Assemblies of leaded glass or faceted glass
and items of carved glass used for decorative
purposes in locations described in 780 CMR
2405.2, items 1, 6 or 7.
3. Glazing materials used as curved glazed
panels in revolving doors.
4. Commercial refrigerated cabinet glazed
doors.
5. Glazing as described in 780 CMR 2405.2,
item 6, where there is an intervening wall or
some other permanent barrier that will prevent
a person approaching the door from
accidentally striking the glazing.
6. Glazing as described in 780 CMR 2405.2,
item 7, where a protective bar is installed 34
inches to 38 inches (864 mm to 965 mm) above
the floor on the side of the glazing having
access thereto. The bar shall be capable of
withstanding a horizontal load of 50 pounds
per linear foot (730 N/m) without contacting
the glass and be a minimum of Wi inches (38
mm) in height. The protective bar may be an
applied bar or an integral part of the glazed
framing dividing an upper lite from a lower
lite.
7. Outboard panes in insulating glass units
and other multiple-glazed panels as described
in 780 CMR 2405.2, item 7, where the bottom
exposed edge of the glass is 25 feet (7620 mm)
or more above any grade, roof, walking surface
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GLASS AND GLAZING
or other horizontal or sloped (within 45
degrees of horizontal) surface adjacent to the
glass exterior.
8. Louvered windows and jalousies complying
with the requirements of 780 CMR 2402.5.
9. Glazing which is mounted or hung on a
surface that provides a continuous backing
support.
2405.3 Glass in fire-fighter access panels: In cases
where tempered glass is required in fire-fighter
access panels, both panes in double glazing shall be
tempered glass.
780 CMR 2406.0 GLASS IN HANDRAILS AND
GUARDRARS
2406.1 Materials: Glass used as structural
balustrade panels in railings shall be constructed of
either single fully tempered glass, laminated fully
tempered glass or laminated heat-strengthened glass.
Glazing in railing in-fill panels shall conform to
ANSI Z97. 1 listed in Appendix A or shall be of an
approved safety glazing material that conforms to
the provisions of 780 CMR 2405.1. For all glazing
types, the minimum nominal thickness shall be %
inch. Fully tempered glass and laminated glass shall
comply with Category II of CPSC 16 CFR 1201,
listed in Appendix A. Wired glass shall comply with
ANSI Z97. 1 listed in Appendix A.
2406.1.1 Loads: The panels and their support
system shall be designed to withstand the loads
specified in 780 CMR 1606.4. A safety factor of
4 shall be used.
2406.1.2 Support: Each handrail or guardrail
section shall be supported by a minimum of three
glass balusters or shall be otherwise supported to
remain in place should one baluster panel fail.
Glass balusters shall not be installed without an
attached handrail or guardrail.
2406.1.3 Parking garages: Glazing materials
shall not be installed in railings in parking
garages except for pedestrian areas not exposed
to impact from vehicles.
780 CMR 2407.0 GLAZING IN
RACQUETBALL AND SQUASH COURTS
2407.1 Continuously hazardous locations: The
following shall be considered continuously
hazardous locations for the purposes of glazing:
1. Glazing in squash and racquetball courts
which forms whole or partial wall sections.
2. Glazing in squash and racquetball courts
which is used as a door or part of a door.
2407.2 Testing: Test methods and loads for
individually glazed areas such as those described in
780 CMR 2407.1 shall conform to those of CPSC 16
CFR; 1201, listed in Appendix A, with impacts
being applied at a height from ground level of 59
inches (1499 mm) to an actual or simulated glass
wall installation with fixtures, fittings and methods
of assembly identical to those used in practice.
In order to be deemed acceptable, the following
conditions shall be achieved for glass walls:
1 . Any glass wall in a squash or racquetball court
shall remain intact following a test impact.
2. The deflection of such walls shall not be
greater than VA inches (38 mm) at the point of
impact.
In order to be deemed acceptable, the following
conditions shall be achieved for glass doors:
1. Glass doors shall remain intact following a
test impact at the prescribed height in the center
of the door.
2. The relative deflection between the edge of a
glass door and the adjacent wall shall not exceed
the following values for the impact test bag-drop
heights:
2.1. The thickness of the wall plus Vfe inch (3
mm) for a drop height of 24 inches (610 mm).
2.2. The thickness of the wall plus V* inch (6
mm) for a drop height of 36 inches (914 mm).
2.3. The thickness of the wall plus Vi inch (13
mm) for a drop height of 48 inches (1219 mm).
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THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
402 780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
CHAPTER 25
GYPSUM BOARD AND PLASTER
780 CMR 2501.0 GENERAL
2501.1 Scope: The provisions of 780 CMR 25 shall
govern the materials, design, construction and
quality of gypsum and plaster.
780 CMR 2502.0 SHEAR WALLS
2502.1 General: Wood frame shear walls
constructed in accordance with the materials and
provisions of Table 2502.1 are permitted to resist
wind and seismic forces. Where such construction
is designed to resist seismic forces, the panel size
and arrangement provisions of 780 CMR 2306.4.7
shall be met in addition to 780 CMR 2502.0.
2502.1.1 Nailing: All studs, top and bottom
plates and blocking shall be nailed in
accordance with Table 2502.1.
2502.1.2 Limitations: Shear walls shall not be
used to resist horizontal loads from masonry or
concrete walls.
Table 2502.1
SHEAR CAPACITY FOR SHEAR WALLS OF LATH AND PLASTER,
GYPSUM SHEATHING BOARD, AND GYPSUM WALLBOARD WOOD FRAME ASSEMBLIES
Type of material
Thickness
of material
(inch)
Wall
construction
Nail spacing
maximum
(inches)
Allowable
shear
pounds per
foot of wall
Fastener size
Woven or welded wire lath and
portland cement plaster
Vs
Unblocked
6
180
No. 1 1 gage, 1 Vz inches
ling, 7/16-inch head, or
No. 16 gage staples
having Vs-inch-long legs
Gypsum lath, plain or
perforated
% lath and
Vi plaster
Unblocked
5
100
No. 1 3 gage, 1 Vs inches
long, 1 9/64- inch head,
plasterboard blued nail
Gypsum
2 feet x 8 feet
Vz
Unblocked
4
75
No 1 1 gage, 1 % inches
sheathing
4 feet x 8 feet
Blocked
4
175
long, 7/16-inch head,
diamond point,
board
4 feet x 8 feet
Unblocked
7
100
galvanized
Vz
Unblocked
7
100
Unblocked
4
125
Blocked
7
125
Gypsum wallboard
Blocked
4
150
%
Blocked
4
175
6d cooler nails
Blocked
two plv
Base ply 9 inches
Face plv 7 inches
250
Base ply - 6d cooler nails
Face plv - 8d cooler nails
Note a. Shear values are based on a maximum framing spacing of 16 inches (406 mm) on center.
Note b. 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 pound per foot = 1,489 kg/m.
780 CMR 2503.0 GYPSUM BOARD
MATERIALS
2503.1 General: All gypsum board materials and
accessories shall be marked to indicate the
appropriate standards referenced in 780 CMR 2503
and stored so as to protect such materials from the
weather.
2503.2 Standards: All gypsum board materials shall
conform to the appropriate standards listed in Table
2503.2 and Appendix A.
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THE MASSACHUSETTS STATE BUILDING CODE
Table 2503.2
GYPSUM BOARD MATERIALS AND
ACCESSORIES
Material
Standard
Gypsum sheathing
Gypsum wallboard
ASTM C79
ASTM C36
Joint reinforcing tape and
compound
Nails for gypsum boards
Steel screws
ASTM C474;
ASTM C5 14
ASTM C 1002
C475
,C9S4
Steel studs, nonloadbearing
Water-resistant gypsum
backing board
ASTM C645
ASTM C630
2503.3 Installation: Installation of these materials
shall conform to 780 CMR 2504.0 and Table 2503.3,
except as otherwise required by 780 CMR.
2503.4 Water-resistant gypsum backer board: In
all areas subjected to repeated damp conditions and
moisture accumulation such as bathtub and shower
compartments, water-resistant gypsum backer board
complying with ASTM C630 listed in Appendix A
shall be used as a substratum unless protected with
a moistureproof and vaporproof covering.
Table 2503.3
MAXIMUM SPACING OF GYPSUM WALLBOARD FASTNERS
Thickness of
Plane of
framing
surface
Long dimension
of gypsum
wallboard sheets
in relation to
direction of
framing members
Maximum
spacing of
Maximum spacing of
fasteners (center-to-center
in inches)
Nails to wood
wallboard (inch)
(center-to-center
in inches)
Nails
Screws
Horizontal
Either direction
16
7
12
No 1 3 gage, 1 3/s" long
Vz
Horizontal
Perpendicular
24
7
12
diameter, 1 V* long,
Vertical
Either direction
24
8
12
Annular ringed, 5d cooler
nail
Horizontal
Either direction
16
7
12
No. 1 3 gage, 1 %" long,
%
Horizontal
Perpendicular
24
7
12
diameter, 1 %" long,
Vertical
Either direction
24
8
12
Annular ringed, 6d cooler
nail.
Fastening required with adhesive application
Vi
or
Horizontal
Either direction
16
16
16
As required for Vi' and
Horizontal
Perpendicular
24
12
16
s/a" gypsum wallboard,
%
Vertical
Either direction
24
16
24
2 layers each
Horizontal
Perpendicular
24
16
16
Base ply nailed as
required for Vi gypsum
wallboard and face ply
placed with adhesive
%" (3/4 total)
Vertical
Either direction
24
24
24
Note a. Where the metal framing has a clinching design formed to receive the nails by two edges of metal, the
nails shall not be less than % inch longer than the wallboard thickness, and shall have ringed shanks. Where the metal
framing has a nailing groove formed to receive the nails, the nails shall have barbed shanks or be 5d cooler nails (No
W/i gage, 1% inches long, 15/64-inch head) for '/z-inch gypsum wallboard (No. 13 gage, l7/a inches long, 15/64-inch
head) for %-inch gypsum wallboard.
Note b. Two nails at two inches to 2/2 inches apart are permitted to be used if the pairs are spaced 12 inches
center-to-center except around perimeters.
Note c. Screws shall be No. 6 with tapered head and long enough to penetrate into wood framing not less than
5/a inch and metal framing not less than 'A inch.
Note d. For fireresistance rated construction assemblies, see the pertinent fire test information.
Note e. 1 inch = 25.4 mm.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
GYPSUM BOARD AND PLASTER
780 CMR 2504.0 GYPSUM
CONSTRUCTION
2504.1 General: Gypsum board and plaster
construction shall be of the materials listed in Table
2503.2 and Table 2505.2. These materials shall be
assembled and installed in compliance with the
appropriate standards listed in Table 2504.1 and
Appendix A.
Table 2504.1
INSTALLATION OF GYPSUM
CONSTRUCTION
Gypsum plaster
Gypsum veneer base
Gypsum veneer plaster
Interior lathing and furring
Steel framing for gypsum
boards
ASTM C842
ASTM C844
ASTM C843
ASTM C841
ASTMC754;C1007
2504.2 Limitations: Gypsum construction shall not
be used in any exterior location where such gypsum
construction will be exposed directly to the weather.
2504.3 Inspection: The building official shall be
notified not less than 24 hours in advance of all
plastering work or installation of any gypsum board
except gypsum lath. Plaster shall not be applied
until after the lathing or other plaster base has been
inspected and approved.
2504.4 Weather protection: When plastering work
is in progress, the building or structure shall be
enclosed and conditioned to provide proper
ventilation and temperatures not less than 40°F
(4°C) nor more than 80°F (27°C) from one week
prior to the plastering operation and until one week
following or until the plaster is dry.
780 CMR 2505.0 INTERIOR LATHING
AND GYPSUM PLASTERING
2505.1 General: All interior lathing and gypsum
plastering materials and accessories shall be marked
to indicate the appropriate standards referenced in
780 CMR 2505.0 and stored in such a manner as to
protect them from the weather.
2505.2 Standards: All interior lathing and gypsum
plastering materials shall conform to the standards
listed in Table 2505.2 and Appendix A and, where
required for fire protection, shall also conform to the
provisions of 780 CMR 7.
Table 2505.2
PLASTERING MATERIALS AND
ACCESSORIES
Material
Standard
Exterior plaster bonding compounds
Gypsum base for veneer plasters
Gypsum casting and molding plaster
ASTM C932
ASTM C588
ASTM C59
Gypsum Keene's cement
Gypsum lath
ASTMC61
ASTM C37
Gypsum plaster
Gypsum veneer plaster
Interior bonding compounds
, gypsum
ASTM C28
ASTM C587
ASTM C63 1
Lime plasters
Metal lath
ASTMC5;C206
ASTMC847
Plaster aggregates
Sand
Perlite
Vermiculite
ASTM C35; C897
ASTM C35
ASTMC35
Portland cement
Steel studs and track
ASTM CI 50
ASTMC645;C955
Steel screws
Welded wire lath
ASTMC1002.C954
ASTMC933
2505.3 Installation: Installation of interior lathing
and gypsum plastering materials shall conform to
780 CMR 2504.0.
780 CMR 2506.0 PORTLAND CEMENT
STUCCO LATHING AND PLASTERING
2506.1 General: All exterior and interior portland
cement stucco lathing and plastering shall be done
with the appropriate materials listed in Table 2505.2
and Appendix A.
2506.2 Weather protection: All materials shall be
stored in such a manner as to protect such materials
from the weather.
2506.3 Installation: Installation of these materials
shall be in compliance with ASTM C926 and ASTM
C 1063 listed in and 780 CMR 2506.4.
2506.4 Protection after application: At all times
during application and for a period of not less than
48 hours after application of each coat, provisions
shall be made to keep stucco work above 40 °F
(4°C).
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THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
40(3 780 CMR - Sixth Edition
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CHAPTER 26
PLASTIC
780 CMR 2601.0 GENERAL
2601.1 Scope: The provisions of 780 CMR 26 shall
govern the design, construction and quality of light-
transmitting plastic materials and foam plastics.
780 CMR 2601.0 shall apply to all light-transmitting
plastic materials and foam plastics. 780 CMR
2603.0 shall only apply to foam plastics. 780 CMR
2604.0 through 2608.0 shall only apply to light-
transmitting plastic materials
2601.2 Approved materials: The use of all plastics
that conform to the strength, durability, sanitary and
fireresistive requirements of this code and ASTM
D635, D1929, D2843 and E84 listed in Appendix A,
shall be permitted subject to the limitations of
780 CMR 26.
2601.3 Application for approval: Applicants for
approval of a plastic material shall furnish, in
accordance with 780 CMR 1704.0 all necessary
technical data required by the code official . The
data shall include, if necessary: chemical
composition; applicable physical, mechanical and
thermal properties, such as fireresistance,
flammability and flame spread; weather resistance;
electrical properties; products of combustion; and
coefficients of expansion.
2601.4 Identification: All plastic materials
approved for use under 780 CMR shall be identified
by the trade formula number or name or other
acceptable identification. Each unit or package shall
bear the approval number or other identification
mark of the approving authority.
2601.5 Interior finish and trim Light-transmitting
plastic materials installed as interior finish or trim
shall comply with 780 CMR 803.0. Foam plastics
shall only be installed as interior finish in
accordance with 780 CMR 2603.8. Foam plastics
installed as interior trim shall comply with 780 CMR
2603.7.
780 CMR 2602.0 DEFINITIONS
2602.1 General: The following words and terms
shall, for the purposes of 780 CMR 26 and as used
elsewhere in 780 CMR, have the meanings shown
herein.
Plastic
Light-diffusing system: A suspended
construction consisting in whole or in part of
lenses, panels, grids or baffles suspended below
independently mounted electrical lighting sources.
Plastic glazing: Plastic materials which are
glazed or set in frame or sash and not held by
mechanical fasteners which pass through the
glazing material.
Plastic roof panels: Plastic materials which are
fastened to structural members, or to structural
panels or sheathing, and which are used as light-
transmitting media in roofs.
Plastic wall panels: Plastic materials which are
fastened to structural members, or to structural
panels or sheathing, and which are used as light-
transmitting media in exterior walls.
Reinforced plastic, glass fiber: Plastic
reinforced with glass fiber having not less than
20% of glass fibers by weight.
Thermoplastic material: A plastic material
which is capable of being repeatedly softened by
increase of temperature and hardened by decrease
of temperature.
Thermosetting material: A plastic material
which is capable of being changed into a
substantially nonreformable product when cured.
780 CMR 2603.0 FOAM PLASTIC
2603.1 General: The provisions of 780 CMR
2603.0 shall govern the requirements and uses of
foam plastic in buildings or structures.
2603.1.1 Urea based foamed-in-place insulation:
Use of this material has been banned by the
Massachusetts Department of Public Healtlu
2603.2 Labeling: Foam plastics or their packages of
foam plastics, and containers of foam-in-place
plastic system ingredients, shall be labeled in
compliance with 780 CMR 1704.3.
2603.3 Surface-burning characteristics: Unless
otherwise indicated in 780 CMR 2603.0, all foam
plastic and foam plastic cores of manufactured
assemblies shall have a flame spread rating of not
more than 75 and a smoke-developed rating of not
more than 450 when tested in the maximum
thickness intended for use in accordance with ASTM
E84 listed in Appendix A.
Exceptions:
1. Smoke-developed ratings for interior trim as
provided for in 780 CMR 2603.7.4.
2. Flame spread ratings for exterior wall
installations as provided for in 780 CMR 2603.6.3
and 2603.6.8.
3. Flame spread and smoke-developed ratings for
roof applications as provided for in 780 CMR
2603.4.1.5.
4. Where foam plastic is tested in a thickness of
four inches (102 mm) and is used in a thickness of
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
greater than four inches (102 mm) up to ten inches
(254 mm), the building shall be equipped
throughout with an automatic sprinkler system in
accordance with 780 CMR 906.2. 1 and the foam
plastic shall be protected by a thermal barrier.
2603.4 Thermal barrier: Except as provided for in
7S0 CMR 603.4. 1, all foam plastic shall be separated
from the interior of a building by an approved
thermal barrier of '/2-inch gypsum wallboard or
equivalent thermal barrier material which will limit
the average temperature rise of the unexposed
surface to not more than 250°F (121 °C) after 15
minutes of fire exposure, complying with the
standard time-temperature curve of ASTM El 19
listed in Appendix A. The thermal barrier shall be
installed such that said thermal barrier will stay in
place for a minimum of 15 minutes under the same
test conditions.
2603.4.1 Thermal barrier not required: The
thermal barrier specified in 780 CMR 2603.4 is
not required under the conditions set forth in any
one of 780 CMR 2603.4. 1.1 through 2603.4.1.8.
2603.4.1.1 Siding backer board: Foam
plastic to be used as siding backer board, or
where applied as insulation with re-siding over
existing exterior wall construction, shall have
a maximum thickness of Vi inch (13 mm) and
shall be separated from the interior of the
building by not less than two inches (51 mm)
of mineral fiber insulation or other approved
materials.
2603.4.1.2 Walk-in coolers: Where foam
plastic is used in a maximum thickness of four
inches (102 mm) in walk-in coolers or in
freezer units less than 400 square feet (37.2 m2)
in floor area, the foam plastic shall be covered
by a metal facing of not less than 0.032-inch-
thick aluminum or corrosion-resistant steel
having a minimum base metal thickness of
0.016 inch.
2603.4.1.3 Masonry or concrete
construction: Where the foam plastic is
protected by a one-inch (25 mm) minimum
thickness of masonry or concrete, a thermal
barrier is not required.
2603.4.1.4 Attics and crawl spaces: Within
an attic or crawl space where entry is made
only for service of utilities, foam plastic shall
be protected against ignition by 1 Vz inch-thick
(38 mm) mineral fiber insulation, Vi-inch-thick
wood structural panel, particleboard or
hardboard, %-inch gypsum wallboard,
corrosion-resistant steel having a base metal
thickness of 0.016 inch, or other approved
material installed in such a manner that the
foam plastic is not exposed. The protective
covering shall be consistent with the
requirements for the type of construction.
2603.4.1.5 Roofing: Foam plastic used in a
roof covering assembly that employs a wood
roof deck without the thermal barrier shall
have the foam plastic separated from the
interior of the building by wood structural
panel sheathing or tongue-and-groove wood
plank sheathing not less than 15/32 inch in
thickness or other approved materials. All
wood structural panel roof sheathing shall be
bonded with exterior glue with edges supported
by blocking, tongue-and-groove joints or other
approved type of edge support.
The requirements of 780 CMR 2603.3 and
2603.4 are not applicable to foam plastic roof
insulation used in roof deck construction that
complies as an assembly with FM 4450 or UL
1256 listed in Appendix A.
For all roof applications, the smoke-
developed rating shall not be applicable.
2603.4.1.6 Doors not required to have a
fireresistance rating: Where doors are
permitted without a fireresistance rating and
foam plastic is used as a core material, the door
facing shall be of metal having a minimum
thickness of 0.032-inch aluminum or 0.016-
inch steel.
2603.4.1.7 Exterior doors in buildings of Use
Group R-3: In buildings of Use Group R-3,
foam-filled exterior entrance doors that do not
require a fireresistance rating shall be faced
with wood or other approved materials.
2603.4.1.8 Exterior walls, one-story
buildings: A thermal barrier is not required in
the exterior wall application provided for in
780 CMR 2603.6.8.
2603.5 Exterior applications: Foam plastic
installed in or on the exterior side of walls of
buildings shall also comply with the applicable
requirements of 780 CMR 1405.0.
2603.6 Exterior walls: Foam plastic installed in or
on the exterior side of exterior walls in buildings of
Type 1, 2, 3 or 4 construction shall comply with the
requirements of 780 CMR 2603.6.1 through
2603.6.7 or, in one-story buildings, shall comply
with the requirements of 780 CMR 2603.6.8.
2603.6.1 Fireresistance rating: Foam plastic is
permitted within exterior walls provided that the
wall assembly affords the required fireresistance
rating.
2603.6.2 Thickness. The foam plastic shall be
limited to a maximum thickness of four inches
(102 mm).
2603.6.3 Flame spread: The foam plastic core,
coatings and facings, when tested individually,
shall each have a flame spread rating of 25 or less
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
when tested in accordance with ASTM E84 listed
in Appendix A.
2603.6.4 Fastening: Facing, coating and core
materials shall be fastened to each other, and the
overall assembly shall be fastened to the building
frame to prohibit failure in bond due to
temperatures that occur in a building fire, wind
loads or other conditions.
2603.6.5 Full-scale tests: Results of full-scale
fire tests, which reflect an end-use configuration
and which demonstrate that the assembly in its
final form does not show any tendency to
propagate flame over the surface or through the
core when exposed on the exterior face to a fire
source, shall be submitted to the code official.
Such testing shall be performed on the finished
manufactured foam plastic assemblies and on the
maximum thickness intended for installation.
2603.6.6 Thermal barrier: Any foam plastic
shall be separated from the building interior by a
thermal barrier unless specific approval is
obtained on the basis of 780 CMR 2603.8.
2603.6.7 Identification The edge or face of each
piece of foam plastic insulation shall be labeled in
accordance with 780 CMR 1704.3.
2603.6.8 Exterior walls, one-story buildings:
Foam plastic insulation having a flame spread
rating of not more than 25 and installed without a
thermal barrier in or on exterior walls of one-
story buildings, shall have a thickness of not more
than four inches (102 mm). The foam plastic
shall be covered by a thickness of not less than
0.032-inch aluminum or corrosion- resistant steel
having a base metal thickness of 0.016 inch and
the building area shall be equipped throughout
with an automatic sprinkler system in accordance
with 780 CMR 906.2.1.
2603.7 Interior trim: Foam plastic used as interior
trim shall comply with 780 CMR 2603.7.1 through
2603.7.4.
2603.7.1 Density: The minimum density of the
interior trim shall be 20 pounds per cubic foot
(320 kg/m3).
2603.7.2 Thickness: The maximum thickness of
the interior trim shall be V2 inch (13 mm) and the
maximum width shall be four inches (102 mm).
2603.7.3 Area limitation: The interior trim shall
not constitute more than 10% of the aggregate
wall and ceiling area of any room or space.
2603.7.4 Flame spread: The flame spread rating
shall not exceed 75 when tested in accordance
with ASTM E84 listed in Appendix A. The
smoke-developed rating shall not be limited
2603.8 Alternative approval: Foam plastic is not
required to comply with the requirements of
PLASTIC
780 CMR 2603.4 through 2603.7 when specifically
approved based on tests such as FM Procedure 4880,
UL Subject 1040 or UL 1715 listed in Appendix A.
Such testing shall be performed on the finished
manufactured foam plastic assemblies and on the
maximum thickness intended for use. Foam plastics
which are used as interior finish on the basis of
diversified tests shall also conform to the flame
spread requirements of 780 CMR 803.0. All
assemblies tested shall include seams, joints and
other typical details used in the installation of the
assembly and shall be tested in the manner intended
for use.
780 CMR 2604.0 GENERAL
REQUIREMENTS FOR
UGHT-TRANSMnTING PLASTICS
2604.1 Approved light-transmitting plastics: An
approved light-transmitting plastic shall be: any
thermoplastic, thermosetting or reinforced
thermosetting plastic material which has a self-
ignition temperature of 650°F (343°C) or greater
when tested in accordance with ASTM D1929 listed
in Appendix A; a smoke density rating not greater
than 450 when tested in the manner intended for use
in accordance with ASTM E84 listed in Appendix A,
or not greater than 75 when tested in the thickness
intended for use in accordance with ASTM D2843
listed in Appendix A; and which conforms to one of
the following combustibility classifications:
Class CI: Plastic materials which have a burning
extent of one inch (25 mm) or less when tested at
a nominal thickness of .060 inch, or in the
thickness intended for use, in accordance with
ASTM D635 listed in Appendix A, or
Class C2: Plastic materials which have a burning
rate of 2.5 inches per minute (1.06 mm/s) or less
when tested at a nominal thickness of .060 inch,
or in the thickness intended for use, in accordance
with ASTM D635 listed in Appendix A.
2604.2 Structural requirements: All plastic
materials and associated assemblies shall be of
adequate strength and durability to withstand the
loads and forces specified in 780 CMR 16 for the
approved application.
2604.3 Connections and supports: All fastenings,
connections and supports shall be proportioned to
transmit safely two and one-half times the design
live load. Adequate allowance shall be made in the
fastenings and supports for differential expansion
and contraction of the connected materials.
2604.4 Other applicable requirements: Light-
transmitting plastics installed as exterior wall panels
shall conform to 780 CMR 2605.0. Light-
transmitting plastics installed in glazing of un-
protected openings shall conform to 780 CMR
2606 0. Light-transmitting plastics installed as roof
panels shall conform to 780 CMR 2607.0. Light-
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transmitting plastics installed in skylight assemblies
shall conform to 780 CMR 2608.0.
2604.5 Light-diffusing systems: Light-diffusing
systems shall not be installed in occupancies in Use
Group 1-2 or 1-3, nor in exits, unless the building is
equipped throughout with an automatic sprinkler
system in accordance with 780 CMR 906.2.1.
Plastic diffusers shall be supported directly or
indirectly from ceiling or roof construction by use of
noncombustible hangers. Hangers shall be at least
No. 12 steel-wire gage (0. 106 inch) galvanized wire
or equivalent.
2604.5.1 Installation: Approved light-
transmitting plastic diffusers shall comply with
780 CMR 803.0 unless the plastic panels will fall
from the mountings before igniting and at an
ambient temperature of at least 200 °F (93 °C)
below the ignition temperature of the panels. The
panels shall remain in place at an ambient room
temperature of 175°F (79 °C) for a period of not
less than 1 5 minutes
2604.5.2 Size limitations: Individual panels or
units shall not exceed ten feet (3048 mm) in
length nor 30 square feet (2.79 m2) in area.
2604.5.3 Fire suppression system: In buildings
that are equipped throughout with an automatic
sprinkler system in accordance with 780 CMR
906.2.1, plastic light-diffusing systems shall be
protected both above and below unless the
sprinkler system has been specifically approved
for installation only above the light-diffusing
system. Areas of light-diffusing systems that are
protected in accordance with 780 CMR 2604.0
shall not be limited.
2604.5.4 Electrical lighting fixtures: Plastic
light-transmitting panels and light diffuser panels
which are installed in approved electrical lighting
fixtures shall comply with the requirements of
780 CMR 803.0 unless the plastic panels conform
to the requirements of 780 CMR 2604.5. 1 . The
area of approved plastic materials that are used in
required exits or corridors shall not exceed 30%
of the aggregate area of the ceiling in which such
panels are installed, unless the building is
equipped throughout with an automatic sprinkler
system in accordance with 780 CMR 906.2.1.
2604.6 Partitions: Approved light-transmitting
plastics used in or as partitions shall comply with the
requirements of 780 CMR 603.2 and 803.0.
2604.7 Bathroom accessories: Approved plastics
shall be permitted as glazing in shower stalls,
shower doors, bathtub enclosures and similar
accessory units (see 780 CMR 2405.0).
2604.8 Awnings and similar structures: Approved
light-transmitting plastics used on awnings and
similar structures shall comply with the general
performance provisions of 780 CMR.
780 CMR 2605.0 UGHT-TRANSMnTING
WALL PANELS
2605.1 General: Approved light-transmitting
plastic materials shall not be used as wall panels in
exterior walls in occupancies in Use Groups A-l, A-
2, 1-2 and 1-3. In all other use groups approved
light-transmitting plastic materials shall be permitted
to be used as wall panels in exterior walls provided
that the walls are not required to have a
fireresistance rating and the installation conforms to
the requirements of 780 CMR 2605.0. Such panels
shall be erected and anchored on a foundation coat,
waterproofed or otherwise protected from moisture
absorption and sealed with a coat of mastic or other
approved waterproof coating. Refer to 780 CMR
2604.0 for requirements for approved light-
transmitting plastics.
2605.2 Installation: Exterior wall panels installed
as provided for herein shall not alter the type of
construction classification of the building.
2605.3 Height limitation: Light-transmitting
plastics shall not be installed more than 70 feet
(21336mm) above mean grade, except as allowed by
780 CMR 2605.7.
2605.4 Area limitation and separation: The
maximum area of a single wall panel and minimum
vertical and horizontal separation requirements for
exterior plastic wall panels shall be as provided for
in Table 2605.4. The maximum percentage of wall
area of any story in plastic wall panels shall not
exceed that indicated in Table 2605.4 or the
percentage of unprotected openings permitted by
780 CMR 705.3, whichever is smaller.
Exception: Veneers of approved weather-
resistant plastics used as exterior siding in
buildings of Type 5 construction in compliance
with 780 CMR 1405.2.
2605.5 Spandrel separation: Vertical spandrel wall
separation shall be in accordance with Table 2605.4.
See 780 CMR 2604.1 for the definition of CI and
C2 light-transmitting plastics.
2605.6 Fire canopies: In structures which are
provided on any floor above the first with
continuous architectural projections constituting an
effective fire canopy extending at least 36 inches
(914 mm) from the surface of the wall in which
plastic wall panels are installed, vertical separation
at that floor is not required except as provided by the
vertical thickness of the projection.
2605.7 Automatic sprinkler system: Where the
building is equipped throughout with an automatic
sprinkler system in accordance with 780 CMR
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906.2.1, the maximum percentage area of exterior
wall in any story in plastic wall panels and the
maximum square footage of a single area given in
Table 2605.4 shall be increased 100%, but the area
of plastic wall panels shall not exceed 50% of the
wall area in any story, or the area permitted by
780 CMR 705.3.1 for unprotected openings,
whichever is smaller. These installations shall be
exempt from height limitations.
Table 2605.4
AREA LIMITATION AND SEPARATION
REQUIREMENTS FOR LIGHT-
TRANSMITTING PLASTIC WALL PANELS3
K.re
separation
Class
of
plastic
Maximum
percentage
area of
exterior
wall in
plastic
panels
Maximum
single
area
(square
feet)
Minimum
separation of
panels (feet)
distance
(feet)
Vertical
Horizontal
<6
NPC
NP
-
6 or more
but less
than 11
CI
C2
10
NP
50
NP
8
4
1 1 or more
but less
than 30
CI
C2
25
15
90
70
6
8
4
4
>30
CI
C2
50
50
Not
limited
100
3b
6b
0
3
Note a. For combination of glazing and wall panel
areas permitted, see 780 CMR 2605.8.
Note b. For reductions in vertical separation
allowed, see 780 CMR 2605.0.
Note c. NP = Not permitted.
Note d. 1 foot = 304.8 mm; 1 square foot = 0.093
such glazing is installed or the area of unprotected
openings permitted by 780 CMR 705.3,
whichever is smaller.
Exception: Where the building is equipped
throughout with an automatic sprinkler system
in accordance with 780 CMR 906.2. 1, the area
of the glazing shall not exceed 50% of the wall
face of the story in which such glazing is
located or the area of unprotected openings
permitted by 780 CMR 705.3.1, whichever is
smaller.
2606.2.2 Size: The area of a unit or pane of
glazing installed above the first story shall not
exceed 16 square feet (1.49 m:) and the vertical
dimension of a unit or pane shall not exceed four
feet (1219 mm). There shall be a minimum three-
foot (914 mm) vertical spandrel wall between
stories.
2606.2.3 Height: Approved plastic glazing shall
not be installed more than 70 feet (21336 mm)
above mean grade.
2606.3 Approved thermoplastic glazing:
Approved thermoplastic materials installed in areas
up to 50% of the wall area of each story, but not
exceeding the area of unprotected openings
permitted by 780 CMR 705.3, are permitted in
structures less than 150 feet (45720 mm) in height
provided that each floor above the first floor is
equipped with continuous architectural projections
constituting an effective fire canopy extending at
least three feet (914 mm) from the surface of the
wall in which the glazing is installed. The size and
the dimensions of individual units shall not be
limited in such installations except as required to
meet structural loading requirements.
2605.8 Combinations of glazing and plastic wall
panels: Combinations of plastic glazing and plastic
wall panels shall be subject to the area, height and
percentage limitations and the separation
requirements applicable to the class of plastic
asprescribed for plastic wall panel installations.
780 CMR 2606.0 UGHT-TRANSMITTING
PLASTIC GLAZING OF UNPROTECTED
OPENINGS
2606.1 Where permitted: Plastic glazing is
permitted in doors, sashes and framed openings
where protected openings are not required in
accordance with 780 CMR 705.0 and the installation
conforms to the requirements of 780 CMR 2606.2 or
780 CMR 2606.3.
2606.2 Approved plastic glazing: Approved
plastic glazing shall comply with 780 CMR 2606.2. 1
through 2606.2.3.
2606.2.1 Area: The area of the glazing shall not
exceed 25% of the wall face of the story in which
780 CMR 2607.0 UGHT-TRANSMrTTING
PLASTIC ROOF PANELS
2607.1 General: Approved light-transmitting
plastic roof panels shall not be installed in
occupancies in Use Groups H, 1-2 and 1-3. In all
other use groups, approved light-transmitting plastic
roof panels shall not be installed unless one of the
following conditions applies:
1 . The building is equipped throughout with an
automatic sprinkler system in accordance with
780 CMR 906. 2.1;
2. The roof construction is not required to have a
fireresistance rating by Table 602; or
3. The roof panels meet the requirements for roof
coverings.
2607.2 Separations: Individual roof panels shall be
separated from each other by a distance of not less
than four feet (1219 mm) measured in a horizontal
plane, except that the separation between roof panels
is not required in a building equipped throughout
with an automatic sprinkler system in accordance
with 780 CMR 906.2.1.
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2607.3 Location: Where exterior wall openings are
required to be protected by 780 CMR 705.0, a roof
panel or unit shall not be installed within six feet
(1829 mm) of such exterior wall.
2607.4 Area limitations: Roof panels or units shall
be limited in area and the aggregate area of panels
shall be limited by a percentage of the floor area of
the room or space sheltered in accordance with
Table 2607.4.
Exceptions:
1. The area limitations of Table 2607.4 shall be
increased by 100% in buildings equipped
throughout with an automatic sprinkler system in
accordance with 780 CMR 906.2. 1 .
2. Low-hazard occupancy buildings, such as
swimming pool shelters and greenhouses, are
exempt from the area limitations of Table 2607.4
provided that the buildings do not exceed 5,000
square feet (465 m2) in area and have a minimum
fire separation distance of four feet (1219 mm).
3. Roof coverings over terraces and patios in
occupancies in Use Group R-3 are exempt from
the area limitations of Table 2607.4 and shall be
permitted with approved plastics.
Table 2607.4
AREA LIMITATIONS FOR ROOF PANELS
Maximum area Maximum
Class of plastic individual unit or aggregate area
panel (square feet) (% of floor area)
CI
C2
300
100
30
Note a. 1 square foot = 0.093 mJ
780 CMR 2608.0 UGHT-TRAiNSMTITING
SKYLIGHT GLAZING
2608.1 Light-transmitting plastic glazing of
skylight assemblies: Skylight assemblies glazed
with approved light-transmitting plastic materials
shall conform to the provisions of 780 CMR 2608.0.
Exceptions:
1 . 780 CMR 2608. 1 shall not apply to a skylight
of approved light-transmitting plastic on a
building which is not more than one story in
height, has afire separation distance of at least 30
feet (9144 mm) and the room or space sheltered
by the roof is not classified as Use Group 1-2 or I-
3 or as a means of egress.
2. 780 CMR 26.08.1 shall not apply to skylights
in which the approved light-transmitting plastic
conforms to the required roof covering class in
accordance with 780 CMR 1506.0.
2608.2 Mounting: The plastic shall be mounted
above the plane of the roof on a curb constructed in
accordance with the requirements for the type of
construction classification, but at least four inches
(102 mm) above the plane of the roof. Edges of
plastic skylights or domes shall be protected by
metal or other approved noncombustible material, or
the plastic dome or skylight shall be shown to be
able to resist ignition when exposed at the edge to a
flame from a Class B brand as described in ASTM
El 08 listed in Appendix A.
Exceptions:
1 . Curbs are not required for skylights used on
roofs having a minimum slope of three units
vertical in 12 units horizontal (3:12) in
occupancies in Use Group R-3 and on buildings
with an unclassified roof covering.
2. The metal or noncombustible edge material is
not required where unclassified roof coverings
are permitted.
2608.3 Slope: Flat or corrugated plastic skylights
shall slope at least four units vertical in 12 units
horizontal (4: 12). Dome-shaped skylights shall rise
above the mounting flange a minimum distance
equal to 10% of the maximum span of the dome, but
not less than three inches (76 mm).
Exception: Skylights that pass the Class B
Burning Brand Test specified in ASTM El 08
listed in Appendix A.
2608.4 Maximum area of skylight units: Each
skylight unit shall have a maximum area within the
curb of 100 square feet (9.30 m2) except that the area
of skylight units shall not be limited in buildings
equipped throughout with an automatic sprinkler
system in accordance with 780 CMR 906.2.1.
2608.5 Aggregate area of skylights: The aggregate
area of skylights shall not exceed 33% of the floor
area of the room or space sheltered by the roof in
which such skylights are installed where Class CI
materials are utilized, and 25% where Class C2
materials are utilized.
Exception: The aggregate area limitations of
approved plastic skylights shall be increased
100% beyond the limitations set forth in
780 CMR 2608.0 where the building is equipped
throughout with an automatic sprinkler system in
accordance with 780 CMR 906.2.1
2608.6 Separation: Skylights shall be separated
from each other by a distance of not less than four
feet (1219 mm) measured in a horizontal plane,
except that the separation shall not be required
where the building is equipped throughout with an
automatic sprinkler system in accordance with
780 CMR 906.2.1.
2608.7 Location: Where exterior wall openings are
required to be protected by 780 CMR 705.0, a
skylight shall not be installed within six feet (1829
mm) of such exterior wall.
2608.8 Combinations of roof panels and skylights:
Combinations of plastic roof panels and skylights
shall be subject to the area and percentage
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limitations and separation requirements applicable to
roof panel installations.
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NON-TEXT PAGE
414 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
CHAPTER 27
ELECTRIC WIRING, EQUIPMENT AND SYSTEMS
(780 CMR 27 is Entirely Unique to Massachusetts)
2701.0: M.G.L. c. 143, § 3L, provides that all Code (527 CMR 12.00) listed in Appendix A and
installation, repair and maintenance of wiring and promulgated by the Board of Fire Prevention
electrical fixtures used for light, heat and power Regulations of the Commonwealth of
purposes in buildings and structures shall be in Massachusetts, Department of Public Safety,
conformance with the Massachusetts Electrical
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NON-TEXT PAGE
416 780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
CHAPTER 28
MECHANICAL SYSTEMS
780 CMR 2801.0
2801.1 Scope: The provisions of 780 CMR 28 shall
control the construction, inspection and maintenance
of all mechanical equipment and systems with
respect to structural strength, fire safety and
operation.
Note: Also see 780 CMR 9, 12 and 13.
2801.2 Mechanical code: All mechanical equipment
and systems shall be constructed, installed and
maintained in accordance with the BOCA National
Mechanical Code listed in Appendix A.
2801.2.1 Heating, Pumping, Process Piping
and Refrigeration Systems: Heating, pumping,
process piping and refrigeration systems shall be
installed by contractors and personnel
appropriately licensed in the Commonwealth of
Massachusetts (Installing Contractor). Engineered
designs and specifications prepared by Registered
Professional Engineers shall identify systems
requiring compliance with appropriate sections of
M.G.L. c. 146 and 528 CMR. Shop drawings and
design layout prepared by licensed installing
contractors shall note the name(s), license
number(s) and license expiration date(s) of the
contractor(s) installing the heating, pumping,
process piping and refrigeration systems. (See
Installing Contractor Definition 780 CMR 202.0).
780 CMR 2802.0 CONSTRUCTION
DOCUMENTS
2802.1 General: The construction documents for the
installation, repair, extension or removal of any
mechanical equipment or system shall be submitted
in accordance with 780 CMR 1 10.0 and a building
permit shall be secured prior to the commencement
of any work.
2802.2 Matter covered: The construction
documents shall show in sufficient detail all
applicable features and clearances of the appliances
and systems, including: size and type of apparatus;
construction of flue, stack or chimney; stack
connections; type of fuel; method of operation; and
the method of compliance with all regulations for the
class and type of equipment installed.
2802.3 Details: An application for a building permit
for mechanical systems shall be accompanied by
construction documents complying with the
provisions of the mechanical code listed in
Appendix A before a permit shall be issued for the
mechanical equipment or system. The construction
documents shall be drawn to a scale of not less than
Vb inch to the foot (1:100). and shall show the
location and arrangement of all equipment and
distribution elements including safeties and
pressure-controlling devices.
Note: Also see 780 CMR 2803.1.
780 CMR 2803.0 FEES
2803.1 General: Fees for mechanical work, shall be
included in the building permit application (see
780 CMR 1 14.0).
780 CMR 2804.0 INSPECTIONS AND TESTS
2804.1 Inspection: All mechanical equipment and
systems requiring a permit shall be inspected in
accordance with the BOCA National Mechanical
Code listed in Appendix A and shall not be placed in
operation until having been tested and approved.
2804.2 Concealment: It shall be unlawful for
owners, contractors or workers to lath over or in any
way conceal any piping, outlet boxes or other parts
of the mechanical equipment or system requiring a
permit until an inspection has been made thereof and
due notice has been given that the work has been
approved.
2804.3 Defects and repairs: Upon inspection or
reinspection of a mechanical system, any defects or
deficiencies which require repair to insure safe
operation shall be rectified before the system is
placed in service.
2804.4 Power to deem unsafe: A system or any part
thereof that is found to be unsafe to life or property,
shall be deemed unsafe and shall not be restored to
service until such system has been made safe and
approved.
780 CMR 2805.0 PLENUMS
2805.1 General: The term "plenum" shall mean an
enclosed portion of the building structure which
forms part of an air distribution system and is
designed to allow the movement of air. Supply,
return, exhaust, relief and ventilation air plenums
shall be limited to uninhabited crawl spaces, areas
above a ceiling or below the floor, or attic spaces
and mechanical equipment rooms. The location of
supply and return air plenums shall also comply with
780 CMR 1005.7. Plenums shall be limited to one
fire area. Fuel-fired equipment shall not be installed
within a plenum. In buildings of Type I or 2
construction, all plenums shall be noncombustible
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THE MASSACHUSETTS STATE BUILDING CODE
and shall comply with 780 CMR 2805.2. In
buildings of Type 3, 4 or 5 construction,
noncombustible plenums in accordance with
780 CMR 2805.2, combustible plenums in
accordance with 780 CMR 2805.3, and stud and joist
space plenums in accordance with 780 CMR 2805.4,
shall be permitted.
2805.2 Noncombustible plenums: Plenums shall be
constructed with noncombustible material.
Combustible material shall not be exposed within a
plenum except as permitted in 780 CMR 2805.2.1
through 2805.2.6.
2805.2.1 Pipe: Pipe shall be noncombustible
except that plastic fire sprinkler piping in wet pipe
systems shall be permitted where the piping has a
peak optical density not greater than 0.50, an
average optical density not greater than 0. 1 5 and
a flame spread not greater than 5.0 feet (1524
mm) when tested in accordance with UL 1887
listed in Appendix A. Piping shall bear the label
of an approved agency.
2805.2.2 Ceiling and thermal material: Thermal
and acoustical materials and pipe insulation shall
have a flame spread of 25 or less and a smoke-
developed rating of 50 or less when tested in
accordance with ASTM E84 listed in Appendix A
2805.2.3 Ducts: Rigid or flexible ducts and
connectors shall conform to the mechanical code
listed in Appendix A.
2805.2.4 Duct coverings: Duct coverings, linings,
tape and connectors shall conform to the BOCA
National Mechanical Code listed in Appendix A.
2805.2.5 Wire: Wire shall be low-voltage or
power-limited wire or cable. Wire shall have a
peak optical density not greater than 0.50, an
average optical density not greater than 0. 1 5 and
a flame spread of not greater than five feet (1524
mm) when tested in accordance with UL 910
listed in Appendix A. Wire shall bear the label of
an approved agency and shall be marked in
accordance with 527 CMR 12.00 listed in
Appendix A.
2805.2.6 Combustible pneumatic tubing:
Combustible pneumatic tubing shall have a peak
optical density not greater than 0.50, an average
optical density not greater than 0.15 and a flame
spread of not greater than five feet (1524 mm)
when tested in accordance with UL 1820 listed in
Appendix A, and shall bear the label of an
approved agency.
2805.3 Combustible plenums: The plenum shall be
constructed with approved material. Combustible
material, pipe or wire exposed within the plenum
shall be permitted.
2805.3.1 Size: Combustible plenums shall be
draftstopped every 3,000 square feet (279 m2) in
area.
Exception: Plenums shall be limited to one fire
area without draftstopping in buildings
equipped throughout with an automatic
sprinkler system in accordance with 780 CMR
906.2.1.
2805.4 Stud and joist spaces: The space between
studs or joists shall not be utilized as a plenum for
supply air. The space between studs or joists utilized
as a plenum for return air shall not be part of a
required fireresistance rated assembly. Air shall be
removed from one floor level only. All connections
shall be firestopped and draftstopped.
780 CMR 2806.0 DRYING ROOMS
2806.1 General: A drying room or dry kiln installed
within a building shall be constructed entirely of
approved noncombustible materials or assemblies of
such materials with the required fireresistance rating
based on the fire hazard of the contents and the
process, as required in 780 CMR 4.
2806.2 Piping clearance: All overhead heating
pipes shall have a clearance of not less than two
inches (5 1 mm) from combustible contents of the
dryer.
2806.3 Insulation: Where the operating temperature
of the dryer is 175°F (79°C) or more, metal
enclosures shall be insulated from adjacent
combustible materials by not less than 12 inches
(305 mm) of air space, or the metal walls shall be
lined with Vi-inch insulating mill board or other
approved equivalent insulation.
2806.4 Fire protection: Drying rooms designed for
high-hazard materials and processes, including
special occupancies as provided for in 780 CMR 4,
shall be protected by an approved automatic fire
suppression system conforming to the provisions of
780 CMR 9.
780 CMR 2807.0 WASTE- AND LINEN-
HANDLING SYSTEMS
2807.1 General: Waste (refuse) and linen (laundry)
systems shall be installed in accordance with
780 CMR 2807.0 and the provisions of Chapters 3
and 4 of NFiPA 82 listed in Appendix A.
Exception: Systems serving and contained within
a single dwelling unit.
2807.2 Waste and linen chute enclosures: A shaft
containing a refuse or linen chute shall not be used
for any other purpose and shall be enclosed in
accordance with 780 CMR 710.0. All openings into
the shaft, including those from access rooms and
termination rooms, shall be protected with approved
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MECHANICAL SYSTEMS
fireresistance rated assemblies. Such opening
protectives shall be self-closing or automatic-closing
upon detection of smoke, except that a heat-activated
device for closing the opening protective between
the shaft and the termination room is permitted.
2807.3 Waste and linen chute access rooms:
Access openings for waste and linen chutes shall be
located in rooms or compartments which are
completely enclosed by fire separation assemblies
having a fireresistance rating of not less than one
hour; and openings into the access rooms shall be
protected by fire doors that comply with 780 CMR
716.0. Access openings to waste and linen chutes
shall not be located in exit access corridors or exit
enclosures.
2807.4 Termination room: Waste and linen chutes
shall discharge into an enclosed room that is
completely separated from the remainder of the
building by fire separation assemblies having a
fireresistance rating of not less than one hour; and
openings into the termination room shall be
protected by fire doors that comply with 780 CMR
716.0. Waste chutes shall not terminate in an
incinerator room.
2807.5 Incinerator room: Where located within a
building, incinerators shall be enclosed within a
room that is separated from the remainder of the
building by fire separation assemblies having a
fireresistance rating of not less than two hours; and
openings into the incinerator room shall be protected
by fire doors that comply with 780 CMR 716.0.
2807.6 Automatic fire suppression: An approved
automatic fire suppression system shall be installed
at the top and at alternate floor levels in a waste or
linen chute and in the termination and incinerator
780 CMR 2808.0 REFUSE VAULTS
2808.1 Refuse vault enclosures: A vault for
receiving combustible refuse from an exhaust system
shall be enclosed with fire separation assemblies
having not less than a three-hour fireresistance
rating.
2808.2 Openings to boiler rooms: The opening
between a vault and a boiler room shall not exceed
nine square feet (0.84 m2) in area and shall be
located at least eight feet (2438 mm) from the firing
door of the boiler, and the bottom of the opening
shall not be less than six inches (152 mm) above the
boiler room floor. All openings shall be equipped
vAth fire doors having a fire protection rating of not
less than 1 Vi hours and complying with 780 CMR
716.0.
2808.3 Location: Where located within a building,
a refuse vault shall extend above the roof or shall be
directly vented to the outer air with ducts that
comply with the BOCA National Mechanical Code
listed in Appendix A.
2808.4 Fire protection: A vault for combustible
refuse which exceeds 360 cubic feet (10 m3) in
volume shall be protected by an approved automatic
fire suppression system that conforms to 780 CMR
9.
780 CMR 2809.0 MEDICAL GASES
2809.1 Nonflammable medical gases:
Nonflammable medical gas systems shall be
designed and installed in accordance with Chapter 4
of NFiPA 99 listed in Appendix A.
2809.2 Anesthetic systems: Inhalation anesthetic
systems shall be designed and installed in
accordance with Chapters 3 and 4 of NFiPA 99
listed in Appendix A.
780 CMR 2810.0 OXYGEN SYSTEMS
2810.1 General: Nonmedical oxygen systems shall
be designed and installed in accordance with NFiPA
50 and NFiPA 5 1 listed in Appendix A.
780 CMR 2811.0 EXISTING BUILDINGS
2811.1 Unsafe orders: All existing mechanical
equipment and systems shall be maintained and
operated in accordance with the requirements of this
code and the BOCA National Mechanical Code
listed in Appendix A. Any such equipment which
does not comply with the requirements, and the
operation of which is deemed unsafe to the building
occupants, shall be altered as ordered by the code
official to secure adequate safety.
Note: Also see 780 CMR 3400.6.
780 CMR 28110 POWER VENTERS
2812.1 Power vented systems used for the venting
of comfort heating and/or comfort cooling
appliances: Power venters are a portion of a
venting system using a fan or other mechanical
means to cause the removal of flue or vent gases
under positive static vent pressure. Power venting
of comfort heating and/or comfort cooling
appliances may be accomplished via the use of
power venting systems that are separately listed
systems or are an integral part of the listed heating
or cooling appliances. Such listed systems are
equipment that have been tested for intended
design conditions by established and recognized
agencies regularly engaged in conducting tests or
furnishing testing/listing services. Such listed
equipment will typically hear a plate, label or other
means of identification indicating the listing
agency, conditions of operation and other pertinent
information.
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281 Z 1.1 Regulations of the Specialized Codes
impacting the acceptable design, installation,
operation and maintenance of power vented
equipment: The Specialized Codes (780 CMR
101.5) including 248 CMR: BOARD OF STATE
EXAMINERS OF PLUMBERS AND GAS
FITTERS, and 527 CMR: BOARD OF FIRE
PREVENTION REGULATIONS, and not
enforced by Building Officials but rather
enforced by Plumbing/Gas Inspectors and Fire
Service Personnel, respectively, have specific
criteria imposed on power vented appliances
beyond those regulations included herein.
2812.2 Automatic safe shutoff: Power venters
shall operate in such a manner and be electrically
connected to the comfort heating and/or comfort
cooling appliances in such a way as to prevent the
operation of such appliances when the power
venter is not in operation or is not providing
sufficient draft for the appliance being vented.
2812.3 Installation of power vented equipment-
Power vented equipment shall be installed in
accordance with the manufacturer's installation
manual and instructions (typically, only personnel
trained in the installation of such equipment are
accepted by the manufacturer as qualified to
install). Power venters shall be selected to match
the venting requirements of the equipment being
vented in accordance with the manufacturers'
requirements.
2812.4 Termination: The vent system shall
terminate so that proper clearances are maintained
in accordance with the requirements of 248 CMR
or 527 CMR when applicable or in accordance with
the manufacturer's listed requirements when
248 CMR or 527 CMR are not applicable.
2812.5 Other applications of power exhausters:
For applications of power exhausters for other
than the venting of comfort heating appliances
and/or comfort cooling appliances, the
requirements of the BOCA Mechanical Code, listed
in Appendix A, shall apply, as well as any
additional regulatory criteria set forth in any of the
Specialized Codes.
2813. 0 SOLID FUEL-FIRED APPLIANCES
2813.1 Solid fuel-fired appliances, general: For
requirements addressing solid fuel-fired appliances
see 780 CMR 3610.6.
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CHAPTER 29
PLUMBING SYSTEMS
(780 CMR 29 is Entirely Unique to Massachusetts)
2901.0 M.G.L. c. 142, § 13 provides that all 2901.1 Other Laws and Regulations: Fire
construction, alteration, repair and inspection of protection, heating, pumping, process piping and
plumbing and gasfitting shall be in conformance refrigeration systems arc required to be installed by
with the Massachusetts State Plumbing Code contractors and personnel appropriately licensed in
(248 CMR 2. 00) and the Massachusetts Fuel Gas the Commonwealth of Massachusetts (Installing
Code (248 CMR 3.00 through 8.00), listed in Contractor). (See Installing Contractor Definition
Appendix A, and promulgated by the Board of 780 CMR, 202. 0).
State Examiners of Plumbers and Gasfitters.
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NON-TEXT PAGE
422 '80 CMR -Sixth Edition 2/7/97 (Effective 2/28/97)
CHAPTER 30
ELEVATORS
(This Chapter is Entirely Unique to Massachusetts)
780 CMR 3001.0 GENERAL Elevator Regulations of the Commonwealth of
300 J. 1 M.G.L. c. 143, § 69 as amended, provides Massachusetts, Department of Public Safety,
that elevators and similar equipment shall conform
to the Elevator Regulations 524 CMR as listed in 300L2 Shafi construction shall be in accordance
Appendix A and promulgated by the Board of ™th the applicable provisions of 780 CMR.
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NON-TEXT PAGE
424 780 CMR - Sixth Edition 2/7/97 (Effective 2828/97)
CHAPTER 31
SPECIAL CONSTRUCTION
780 CMR 3101.0 GENERAL
3101.1 Scope: In addition to the general
requirements of 780 CMR governing the design and
construction of all structures, the provisions of
780 CMR 3 1 shall control the special structures and
construction features as herein provided
780 CMR 3102.0 SIGNS
3102.1 General: The provisions of 780 CMR 3 102.0
shall govern the construction, alteration, repair and
maintenance of all signs together with the associated
appurtenant and auxiliary devices in respect to
structural and fire safety.
3102.2 Definitions: The following words and terms
shall, for the purposes of 780 CMR 3102.0 and as
used elsewhere in 780 CMR, have the meanings
shown herein.
Sign: Any fabricated sign or outdoor display
structure, including its structure, consisting of any
letter, figure, character, mark, point, plane,
marquee sign, design, poster, pictorial, picture,
stroke, stripe, line, trademark, reading matter or
illuminating device, which is constructed,
attached, erected, fastened or manufactured in any
manner so that the same shall be used for the
attraction of the public to any place, subject,
person, firm, corporation, public performance,
article, machine or merchandise, and displayed in
any manner out of doors for recognized
advertising purposes.
Closed sign: A sign in which more than 50% of
the entire area is solid or tightly enclosed or
covered.
Ground sign: A sign supported by uprights or
braces in or upon the ground surface.
Marquee sign: A 57077 attached to or hung from a
marquee, canopy or other covered structure,
projecting from and supported by the building and
extending beyond the building wall, building line
or street lot line.
Open sign: A sign in which at least 50% of the
enclosed area is uncovered or open to the
transmission of wind.
Portable sign: A s;g77, usually of a temporary
nature, not securely anchored to the ground or to
a building or structure and which obtains some or
all of its structural stability with respect to wind
or other normally applied forces by means of its
geometry or character.
Projecting sign: A display sign which is attached
directly to the building wall, and which extends
more than 15 inches (381 mm) from the face of
the wall.
Roof sign: A sign which is erected, constructed
and maintained above the roof of the building.
Temporary sign: A sign constructed of cloth,
fabric or other lightweight temporary material
with or without a structural frame intended for a
limited period of display, including decoration
displays for holidays or public demonstrations.
Wall sign: A sign which is painted on or attached
directly to a fence or on the surface of masonry,
concrete, frame or other approved building walls,
and which extends not more than 15 inches (381
mm) from the face of the fence or wall.
3102.3 Zoning law: Where more restrictive in
respect to location, purpose, size or height of signs,
the limitations of zoning laws that affect occupancy
of land shall take precedence over the regulations of
780 CMR.
In the absence of approved rules governing
details of construction, the provisions of the
applicable standards listed in Appendix A shall be
deemed to conform to the requirements of
780 CMR unless otherwise specified in 780 CMR
31.
Outdoor advertising subject to 711 CMR 3.00:
Control and Restriction of Billboards, Signs and
Other Advertising Devices (the Outdoor
Advertising Board) as listed in Appendix A, and in
accordance with Massachusetts General Laws
Annotated, as amended, requires approval of said
Board prior to the issuance of a permit
3102.4 Permits and construction documents:
Permits for signs shall be required as specified in
780 CMR 3 102.4. 1 and 3 102.4.2 except as provided
for in 780 CMR 3 102.4.3. Construction documents
shall be prepared and filed in accordance with
780 CMR 3 102.4.4 and 3102.4.5.
3102.4.1 New signs: A new sign shall not
hereafter be erected, constructed, altered or
maintained except as provided for herein, and
until a permit has been issued by the code official
3102.4.2 Alterations: A sign shall not be
enlarged or relocated unless such sign conforms
to the provisions of 780 CMR 3102.0 for new
signs, or until a proper permit has been secured
The changing of movable parts of an approved
sign that is designed for such changes, or the
repainting or reposting of display matter, shall not
be deemed an alteration, provided that the
conditions of the original approval and the
requirements of 780 CMR 3 102 0 are not violated
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3102.4.3 Permit exemptions: A permit shall not be
required for the signs specified in 780 CMR
3102.4.3.1 through 3102.4.3.5. Such exceptions,
however, shall not be construed to relieve the owner
of the sign from responsibility for the sign's erection
and maintenance in a safe manner.
3102.4.3.1 Wall signs: A permit shall not be
required for a sign painted on the surface of a
fence or approved building wall, or any
nonilluminated wall sign on a building or
structure which is not more than ten square feet
(0.93 m2) in area.
3102.4.3.2 Sale or rent: A permit shall not be
required for ground signs erected to announce
the sale or rent of property, provided that such
• signs are not more than 25 square feet (2.33
nr) in area.
3102.4.3.3 Transit directions: A permit shall
not be required for the erection or maintenance
of a ground sign designating the location of a
transit line, a railroad station or other public
carrier provided that such signs are not more
than three square feet (0.28 m2) in area.
3102.4.3.4 Street signs: A permit shall not be
required for ground signs erected by a
jurisdiction for street direction.
3102.4.3.5 Projecting signs: A permit shall
not be required for a projecting sign not
exceeding 2Vi square feet (0.23 m2) of display
surface.
3102.4.3.6 Government building signs: Signs
erected on a municipal, state or federal
building which announce the name, nature of
the occupancy and information as to use of,
or admission to the premises.
3102.4.4 Construction documents and owner's
consent: Before any permit is issued for the
erection of a sign, construction documents shall
be filed with the code official showing the
dimensions, materials and required details of
construction, including loads, stresses and
anchorage. The applications shall be
accompanied by the written consent of the owner
or lessee of the premises upon which the sign is to
be erected.
3102.4.5 Identification Every sign for which a
permit has been issued and which is hereafter
erected, constructed or maintained, shall be
plainly marked with the name of the person, firm
or corporation owning, erecting, maintaining or
operating such sign. The method and location of
this identification shall appear on the construction
documents filed with the code official.
3102.5 Maintenance and inspection: Sign
maintenance and inspection shall comply with
780 CMR 3102.5. 1 through 3102.5.4.
3102.5.1 Removal: The code official is
authorized to order the removal of any sign that is
not maintained in accordance with the provisions
of 780 CMR 3102.0.
3102.5.2 Maintenance: All signs for which a
permit is required, together with all supports,
braces, guys and anchors, shall be kept in repair in
accordance with the provisions of 780 CMR
3102.0 and 780 CMR 1 Where not galvanized or
constructed of approved corrosion-resistant
noncombustible materials, signs shall be painted.
3102.5.3 Housekeeping: The owner or lessee of
every sign shall maintain the immediate premises
occupied by the sign in a clean, sanitary and
healthful condition
3102.5.4 Inspection: Every sign shall be subject
to inspection and approval
3102.6 General requirements: All signs shall be
designed and constructed to comply with the
provisions of 780 CMR for materials, loads and
stresses, and with the requirements of 780 CMR
3102.6.1 through 3102.6 5
3102.6.1 Wind load: All signs shall be designed
and constructed to withstand wind pressure as
provided for in 780 CMR 1611.12.2
3102.6.2 Earthquake load: Signs designed to
withstand wind pressures shall be considered
capable of withstanding earthquake loads, except
as provided for in 780 CMR 1612.0 and 1616 0.
3102.6.3 DIumination: A sign shall not be
illuminated by other than electrical means, and
electrical devices and wiring shall be installed in
accordance with the requirements of 527 CMR
12.00 listed in Appendix A Any open spark or
flame shall not be used for display purposes
unless specifically approved.
3102.6.4 Use of combustibles: The requirements
of 780 CMR 3102.6.4.1 and 3102.6.4.2 shall
apply to combustible material for signs.
3102.6.4.1 Ornamental features: Wood or
approved plastic as provided for in 780 CMR
26, or other materials of combustible
characteristics similar to wood, used for
moldings, cappings, nailing blocks, letters and
latticing, shall comply with 780 CMR 3102.7,
and shall not be used for other ornamental
features of signs, unless approved.
3102.6.4.2 Internally illuminated signs:
Except as provided for malls in 780 CMR
402. 14, where internally illuminated signs have
sign facings of wood or approved combustible
plastic, the area of such facing section shall not
be more than 1 20 square feet (11.16 m2) and
the wiring for electric lighting shall be entirely
enclosed in the sign cabinet with a clearance of
not less than two inches (51 mm) from the
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780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
SPECIAL CONSTRUCTION
facing material. The dimensional limitation of
120 square feet (11.16 m2) shall not apply to
sign facing sections made from flameresistant-
coated fabric (ordinarily known as "flexible
sign face plastic") that weighs less than 20
ounces per square yard (678 g/m2) and which,
when tested in accordance with NFiPA 701
listed in Appendix A meets the requirements of
both the small-scale test and the large-scale
test, or which, when tested in accordance with
the requirements of ASTM D568 listed in
Appendix A, exhibits an average burn time for
ten specimens of two seconds or less and a
burning extent of 1 5 centimeters or less.
3102.6.5 Animated devices: Signs that contain
moving sections or ornaments shall have fail-
safe provisions to prevent the section or
ornament from releasing and falling or shifting
its center of gravity more than 15 inches (381
mm). The fail-safe device shall be in addition
to the mechanism and the mechanism's housing
which operate the movable section or
ornament. The fail-safe device shall be
capable of supporting the full dead weight of
the section or ornament when the moving
mechanism releases.
3102.7 Ground signs: The structural frame of
ground signs shall not be erected of combustible
materials to a height of more than 35 feet (10668
mm) above the ground. In all locations, where
constructed entirely of noncombustible material,
ground signs shall not be erected to a height of
greater than 100 feet (30480 mm) above the ground.
Greater heights are permitted where approved and
located so as not to create a hazard or danger to the
public.
3102.8 Roof signs: Roof signs shall comply with
780 CMR 3102.8.1 through 3102.8.4.
3102.8.1 Materials: All roof signs shall be
constructed entirely of metal or other approved
noncombustible material except as provided for in
780 CMR 3 102.6.4. Provisions shall be made for
electric grounding of all metallic parts. Where
combustible materials are permitted in letters or
other ornamental features, all wiring and tubing
shall be kept free and insulated therefrom.
3102.8.2 Bottom clearance: There shall be a
clear space of not less than six feet (1829 mm)
between the lowest part of the sign and the roof
level, except for necessary structural supports.
3102.8.3 Closed signs: A closed roof sign shall
not be erected to a height greater than 50 feet
(15240 mm) above the roof of buildings of
Types 1 and 2 construction, nor more than 35 feet
(1066S mm) above the roof of buildings of
Types 3, 4 and 5 construction.
3102.8.4 Open signs: An open roof sign shall not
exceed a height of 100 feet (30480 mm) above the
roof of buildings of Types 1 and 2 construction;
and not more than 60 feet (18288 mm) above the
roof of buildings of Types 3, 4 and 5 construction.
3102.9 Wall signs: Wall signs shall comply with
780 CMR 3 102.9.1 and 3 102.9.2.
3102.9.1 Materials: Wall signs which have an
area exceeding 40 square feet (3.72 nr) shall be
constructed of metal or other approved
noncombustible material, except for nailing rails
and as provided for in 780 CMR 3 1 02.6.4.
3102.9.2 Extension: Wall signs shall not be
erected to extend above the top of the wall, nor to
extend beyond the ends of the wall to which the
signs are attached unless such signs conform to all
of the requirements for roof signs, projecting
signs or ground signs.
3102.10 Projecting signs: Projecting signs shall
comply with 780 CMR 3102.10.1 through
3102.10.4.
3102.10.1 Materials: Projecting signs shall be
constructed entirely of metal or other approved
noncombustible material except as provided for in
780 CMR 3 102.6.4.
3102.10.2 Maximum projection: A projecting
sign shall not extend beyond a vertical plane that
is two feet (610 mm) inside the curb line.
3102.10.3 Clearance: A vertical clearance of not
less than eight feet (2438 mm) shall be provided
below all parts of projecting signs.
3102.10.4 Additional loads: Projecting sign
structures which will be used to support an
individual on a ladder or other servicing device -
whether or not specifically designed for the
servicing device - shall be capable of supporting
the anticipated additional load, but not less than a
100-pound (45.4 kg) concentrated horizontal load
and a 300-pound (136.2 kg) concentrated vertical
load applied at the point of assumed or most
eccentric loading. The building component to
which the projecting sign is attached shall also be
designed to support the additional loads.
3102.11 Marquee signs: Marquee signs shall
comply with 780 CMR 3102.11.1 through
3102.11.3.
3102.11.1 Materials: Marquee signs shall be
constructed entirely of metal or other approved
noncombustible material except as provided for in
780 CMR 3 102.6.4.
3102.11.2 Attachment: Marquee signs shall be
attached to approved marquees that are
constructed in accordance with 780 CMR
3203.11.
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3102.11.3 Dimensions: Marquee signs shall not
project beyond the perimeter of the marquee.
3102.12 Temporary signs: Temporary signs shall
comply with 780 CMR 3102.12.1 through
3102.12.4.
3102.12.1 Banner and cloth signs: Temporary
signs and banners which are attached to or
suspended from a building, and which are
constructed of cloth or other combustible
material, shall be constructed in an approved
manner and shall be securely supported. Such
signs and banners shall be removed as soon as
torn or damaged, and not later than 60 days after
erection. Permits for temporary signs that are
suspended from or attached to a canopy or
marquee shall be limited to a period often days.
3102.12.2 Maximum size: Temporary signs of
combustible construction shall not be more than
10 feet (3048 mm) in one dimension nor more
than 500 square feet (46.5 m2) in area.
3102.12.3 Supports: Where more than 100 square
feet (9.3 m2) in area, temporary signs and banners
shall be constructed and fastened to supports that
are capable of withstanding the design loads listed
in 780 CMR 1610.0.
3102.12.4 Special permits: Temporary signs used
for holidays, public demonstrations or promotions
of civic welfare or charitable purposes, which
extend across streets or other public spaces shall
be subject to special approval of the authority
having jurisdiction.
3102.13 Illuminated signs: Illuminated signs shall
comply with 780 CMR 3102.13.1 through
3102.13.3.
3102.13.1 Certificates: All electrically
illuminated signs shall be certified as to electric
wiring and devices by the agency having
jurisdiction, and all wiring and accessory
electrical equipment shall conform to the
requirements of 527 CMR 12.00 listed in
Appendix A.
3102.13.2 Additional permits: Electrical permits
shall be issued for the erection or maintenance of
illuminated signs.
3102.13.3 Relettering signs: The requirements of
780 CMR 3102.13 shall not apply to the
relettering of illuminated signs, except where such
relettering requires a change of wiring or piping
of the sign.
3102.14 Portable signs: Portable signs shall
conform to all requirements for ground, roof,
projecting, flat and temporary signs where such
signs are used in a similar capacity. The
requirements of 780 CMR 3102.14 shall not be
construed to require portable signs to have
connections to surfaces, tie-downs or foundations
where provisions are made by temporary means or
configuration of the structure to provide stability for
the expected duration of the installation.
3102.14.1 Electrical: Portable signs that require
electrical service shall have a positive connecting
device on the sign. Electrical service lines to the
sign shall be protected from damage from all
anticipated traffic.
780 CMR 3103.0 MEMBRANE STRUCTURES
3103.1 General: The provisions of 780 CMR 3 103.0
shall apply to air-supported, air-inflated, membrane-
covered cable and membrane-covered frame
structures, collectively known as membrane
structures, erected for a period of 90 days or longer.
Those erected for a shorter period of time shall
comply with the applicable provisions of the fire
prevention code, 527 CMR, listed in Appendix A
and 780 CMR 3104.0. Membrane structures
covering water storage facilities, water clarifiers,
water treatment plants, sewage treatment plants and
similar facilities not used for human occupancy, are
required to meet only the requirements of 780 CMR
3103.3.2 and 3103.6.
3103.2 Definitions: The following words and terms
shall, for the purposes of 780 CMR 3103.0 and as
used elsewhere in 780 CMR, have the meanings
shown herein.
Membrane: As it pertains to membrane structures, a
thin, flexible, impervious material capable of
being supported by an air pressure of 1.5 inches of
water column (373 P).
Membrane structures
Air-inflated structure: A building where the
shape of the structure is maintained by air
pressurization of cells or tubes to form a barrel
vault over the usable area. Occupants of such a
structure do not occupy the pressurized area used
to support the structure.
Air-supported structure: A building wherein the
shape of the structure is attained by air pressure
and occupants of the structure are within the
elevated pressure area. Air-supported structures
are of two basic types:
Double skin: Similar to a single skin, but with
an attached liner that is separated from the
outer skin and provides an air space which
serves for insulation, acoustic, aesthetic or
similar purposes.
Single skin: Where there is only the single
outer skin and the air pressure is directly
against that skin.
Cable-restrained, air-supported structure: A
structure in which the uplift is resisted by cables
or webbings which are anchored to either
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SPECIAL CONSTRUCTION
foundations or dead men. Reinforcing cable or
webbing is attached by various methods to the
membrane or is an integral part of the membrane.
This is not a cable-supported structure.
Membrane-covered cable structure: A
nonpressurized structure in which a mast and
cable system provides support and tension to the
membrane weather barrier and the membrane
imparts structural stability to the structure.
Membrane-covered frame structure: A
nonpressurized building wherein the structure is
composed of a rigid framework to support
tensioned membrane which provides the weather
barrier.
Noncombustible membrane structure: A
membrane structure in which the membrane and
all component parts of the structure are
noncombustible.
Tent: Anv structure, enclosure or shelter which is
constructed of canvas or pliable material
supported in any manner except by air or the
contents it protects.
3103.3 Construction requirements Construction
of membrane structures shall comply with 780 CMR
3103.3.1 through 3103.3.5.
3103.3.1 Type of construction All
noncombustible membrane structures shall be
classified as Type 2C Noncombustible frame- or
cable-supported structures covered by an
approved membrane in accordance with 780 CMR
3103.3.2 shall be classified as Type 2C
construction. Heavy timber frame-supported
structures covered by an approved membrane in
accordance with 780 CMR 3103.3.2 shall be
classified as Type 3B construction. A
noncombustible membrane structure that is used
exclusively as a roof and is located more than 20
feet (6096 mm) above any floor, balcony or
gallery, is deemed to comply with the roof
construction requirements for Type 1 and Type 2
construction, provided that such a structure
complies with the requirements of 780 CMR
3103 All other membrane structures shall be
classified as Type 5B construction.
3103.3.2 Membrane material: Membranes shall
be either noncombustible as defined by 780 CMR
704.4, or flameresistant as determined in
accordance with both the small-scale and large-
scale tests in NFiPA 701 listed in Appendix A
Exception: Plastic less than 20 mil (500 um)
in thickness, used in greenhouses where
occupancy by the general public is not
permitted and for aquaculture pond covers, is
not required to be flameresistant.
3103.3.3 Applicability of other provisions:
Except as otherwise specifically required by
780 CMR 3103.3, membrane structures shall meet
all applicable provisions of 780 CMR. The
membrane shall meet the roof covering
requirements of 780 CMR 1506.0.
3103.3.4 Allowable floor areas: The area of a
membrane structure shall not exceed the
limitations set forth in Table 503, except as
provided for in 780 CMR 506.0.
3103.3.5 Maximum height: Membrane structures
shall not exceed one story nor shall such
structures exceed the height limitations in feet set
forth in Table 503
Exception: Noncombustible membrane
structures that serve as roof construction only
3103.4 Inflation systems: Air-supported and air-
inflated structures shall be provided with primary
and auxiliary inflation systems to meet the minimum
requirements of 780 CMR 3103.4.1 and 3103.4.2.
3103.4.1 Equipment requirements: The inflation
system shall consist of one or more blowers and
shall include provisions for automatic control to
maintain the required inflation pressures. The
system shall be so designed as to prevent
overpressurization of the system.
In addition to the primary inflation system, in
buildings exceeding 1,500 square feet (140 m2) in
area, an auxiliary inflation system shall be
provided with sufficient capacity to maintain the
inflation of the structure in case of primary system
failure. The auxiliary inflation system shall
operate automatically when there is a loss of
internal pressure and when the primary blower
system becomes inoperative
Blower equipment shall meet the following
requirements:
1 . Blowers shall be powered by continuous-
rated motors at the maximum power required
for any flow condition as required by the
structural design.
2. Blowers shall be provided with inlet
screens, belt guards and other protective
devices as required by the code official to
provide protection from injury.
3. Blowers shall be housed within a weather-
protecting structure.
4. Blowers shall be equipped with backdraft
check dampers to minimize air loss when
inoperative
5. Blower inlets shall be located to provide
protection from air contamination The
location of inlets shall be approved.
3103.4.2 Standby power: Wherever an auxiliary
inflation system is required, an approved standby
power-generating system shall be provided. The
system shall be equipped with a suitable means
for automatically starting the generator set upon
failure of the normal electrical service and for
automatic transfer and operation of all of the
required electrical functions at full power within
60 seconds of such service failure Standby
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power shall be capable of operating independently
for a minimum of four hours.
3103.5 Support provisions: A system capable of
supporting the membrane in the event of deflation
shall be provided for in all air-supported and air-
inflated structures having an occupant load of more
than 50 or where covering a swimming pool
regardless of occupant load. The support system
shall be capable of maintaining membrane structures
used as a roof for Type 1 or Type 2 construction not
less than 20 feet (6096 mm) above floor or seating
areas. The support system shall be capable of
maintaining all other membranes at least seven feet
(2134 mm) above the floor, seating area or surface
of the water.
3103.6 Engineering design: All membrane
structures shall be structurally designed in
accordance with approved criteria that are developed
by a registered design professional.
780 CMR 3104.0 TEMPORARY
STRUCTURES
3104.1 General: The provisions of 780 CMR 3104.0
shall apply to tents, membrane structures and other
structures erected for a period of less than 180 days.
Those erected for a longer period of time shall
comply with 780 CMR 3 103.0 or with all applicable
sections of 780 CMR where 780 CMR 3 103.0 is not
applicable.
3104.1.1 Permit required: All temporary
structures that cover an area in excess of 120
square feet (11.16 m2), including all connecting
areas or spaces with a common means of egress
or entrance which are used or intended to be used
for the gathering together often or more persons,
shall not be erected, operated or maintained for
any purpose without obtaining a permit from the
code official. Tents used exclusively for
recreational camping purposes shall be exempt
from the above requirements. Special permits
required by 780 CMR shall be secured from the
code official.
3104.2 Construction documents: A permit
application and construction documents shall be
submitted for each installation of a temporary
structure. The construction documents shall include
a site plan indicating the location of the temporary
structure and information delineating the means of
egress and the occupant load.
3104.3 Location: All temporary structures shall be
located in accordance with the requirements of Table
705.2 based on the fireresistance rating of the
exterior walls for the proposed type of construction.
3104.4 Construction: Tents and air-supported
structures shall be constructed as required by this
code and NFiPA 102 listed in Appendix A
3104.5 Membrane material: The membrane
material for all tents shall be of approved
noncombustible material as defined in 780 CMR
704.4; flameresistant material as determined in
accordance with both the small-scale and large-scale
tests in NfiPA 701 listed in Appendix A: or material
treated in an approved manner to render the material
flameresistant.
3104.6 Certification An affidavit or affirmation
shall be submitted to the code official and a copy
retained on the premises on which the tent or air-
supported structure is located The affidavit shall
attest to the following information relative to the
flameresistance of the fabric:
1 . Names and addresses of the owners of the tent
or air-supported structure.
2. Date the fabric was last treated with flame-
resistant solution
3. Trade name or kind of chemical used in
treatment
4. Name of person or firm treating the material.
5. Name of testing agency and test standard by
which the fabric was tested.
3104.7 Inflation pressure: Operating pressure shall
be maintained at the design pressure specified by the
manufacturer to assure structural stability and to
avoid excessive distortion during high wind or snow
loads.
3104.8 Door operation: In high winds over 50 mph
(80 45 km/h) or in snow conditions, the doors in air-
supported structures shall be controlled to avoid
excessive air loss. Doors shall not be left open
under any conditions
3104.9 Means of egress: All temporary structures
including tents and membrane structures shall
conform to the means of egress requirements of
780 CMR 10 and shall have a maximum exit access
travel distance of 100 feet (30480 mm).
780 CMR 3105.0 CANOPIES AND AWNINGS
3105.1 General: Rigid canopies or awnings
supported in whole or in part by members resting on
the ground and used for patio covers, car ports,
summer houses or other similar uses shall comply
with the requirements of 780 CMR 3105.2 through
3105.4 for design and construction Such structures
shall be braced as required to provide rigidity
3105.2 Design and construction: Fixed awnings,
canopies and similar structures shall be designed and
constructed to withstand wind or other lateral loads
and live loads as required by 780 CMR 1 6 with due
allowance or shape, open construction and similar
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
SPECIAL CONSTRUCTION
features that relieve the pressures or loads
Structural members shall be protected to prevent
deterioration.
3105.3 Canopy materials: Canopies shall be
constructed of a metal framework with an approved
covering, that is flameresistant as determined by
both the small-scale and large-scale tests in
accordance with NFiPA 701 listed in Appendix A or
that has a flame spread rating not greater than 25
when tested in accordance with ASTM E84 listed in
Appendix A Canopies shall be attached to the
building at the inner end and supported at the outer
end by not less than two stanchions, with braces
anchored in an approved manner. The stanchions
shall be placed not less than 44 inches (1118 mm)
apart The horizontal portion of the framework shall
not be less than eight feet (2438 mm) nor more than
12 feet (3658 mm) above the walking surface and
the clearance between the covering or valance and
the walking surface shall not be less than seven feet
(2134 mm).
3105.4 Projections: In addition to 780 CMR 3 105.0.
awnings and canopies that are constructed in the
public right-of-way shall conform to the
requirements of 780 CMR 32.
780 CMR 3106.0 PEDESTRIAN WALKWAYS
3106.1 General: An exterior elevated pedestrian
walkway that connects buildings shall comply with
780 CMR 3106.0. The walkway shall not contribute
to the building area or the number of stories or
height of connected buildings.
3106.1.1 Separate structures Connected
buildings shall be considered to be separate
structures.
Exception: Buildings on the same lot in
accordance with 780 CMR 503.1.3
3106.2 Construction: The walkway shall be of
noncombustible construction
Exception: Combustible construction shall be
permitted where all connected buildings are of
combustible construction.
3106.3 Occupancy: The walkway shall not be
occupied for other than low fire-hazard uses and
only approved materials and decorations shall be
located in the space.
3106.4 Separation assemblies between walkways
and buildings: Walkways shall be separated from
the interior of the building by fire separation walls
with a fireresistance rating of not less than two
hours This protection shall extend vertically from
a point ten feet (3048 mm) above the walkway roof
surface or the connected building roof line,
whichever is lower, down to a point ten feet (3048
mm) below the walkway and horizontally ten feet
(3048 mm) from each side of the walkway.
Openings within the ten-foot (3048 mm) horizontal
extension of the protected walls beyond the
walkway shall be equipped with fixed 3/4-hour
opening protectives.
Exception: The walls separating the walkway
from a connected building are not required to
have a fireresistance rating by 780 CMR 3106.4,
given compliance with one of the following:
1 . Where the distance between the connected
buildings is more than ten feet (3048 mm), the
walkway and connected buildings are equipped
throughout with an automatic sprinkler system in
accordance with 780 CMR 906.2.1, and the wall
is constructed of a tempered, wired or laminated
glass wall and doors subject to the following:
1.1. The glass shall be protected by an
automatic sprinkler system in accordance with
780 CMR 906.2.1 and the sprinkler system
shall completely wet the entire surface of
interior sides of the glass wall when actuated
1.2. The glass shall be in a gasketed frame
and installed in such a manner that the framing
system will deflect without breaking (loading)
the glass before the sprinkler operates.
1.3. Obstructions shall not be installed
between the sprinkler heads and the glass;
2. Where the distance between the connected
buildings is more than ten feet (3048 mm), and
both sides are at least 50% open with the open
area uniformly distributed to prevent the
accumulation of smoke and toxic gases;
3 Buildings on the same lot, in accordance with
780 CMR 503. 1.3; or
4. Where exterior walls of connected buildings
are required by 780 CMR 705.0 to have a
fireresistance rating greater than two hours, the
walkway shall be equipped throughout with an
automatic sprinkler system installed in accordance
with 780 CMR 9.
3106.5 Public way: The installation of a pedestrian
walkway over a public way shall be subject to the
approval of local authorities. Construction criteria
for approved walkways shall meet the requirements
of780CMR3106.0.
3106.6 Egress: Access shall be provided at all times
to a pedestrian walkway that serves as a required
exit
3106.7 Width: The unobstructed width of pedestrian
walkways shall not be less than 36 inches (914 mm).
The total width shall not exceed 30 feet (9144 mm).
3106.8 Exit access travel: The length of exit access
travel shall not exceed 200 feet (60960 mm).
Exceptions:
1 Exit access travel distance on a walkway
equipped throughout with an automatic sprinkler
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THE MASSACHUSETTS STATE BUILDING CODE
system in accordance with 780 CMR 9 shall not
exceed 250 feet (76200 mm) in length.
2. Exit access travel distance on a walkway
constructed with both sides at least 50% open
shall not exceed 300 feet (91440 mm) in length.
780 CMR 3107.0 FLOOD-RESISTANT
CONSTRUCTION
3107.1 General: All buildings and structures erected
in areas prone to flooding shall be constructed and
elevated as required by the provisions of 780 CMR
3107.0.
3107.2 Definitions: The following words and terms
shall, for the purposes of 780 CMR 3107, and as
used elsewhers in 780 CMR, have the meanings
shown herein:
A-Zones: Flood-hazard zones- all areas which
have been determined to be prone to flooding,
but not subject to high-velocity waters or wave
action.
Base Flood Elevation: The flood having a 1%
chance of being equalled or exceed in any given
year and shall be used to define areas prone to
flooding, and describe at a minimum, the depth
or peak elevation of flooding.
Basement/cellar: Any area of the building having
its floor subgrade (Below ground level) on all
sides
Breakaway Wall: A wall that is not part of the
structural support of the building and intended,
through its design and construction, to collapse
under specific lateral loading forces, without
causing damage to the elevated portion of the
building or supporting foundation system.
Elevation: The placement of a structure above
flood level to minimize or prevent flood damages.
Flood Hazard Zones: Areas which have been
determined to be prone to flooding but not to
high velocity waters or wave action. (A ZONES)
Floodproofing: Any combination of structural and
non-structural additions, changes or
adjustments to structures which reduce or
eliminate flood damage to new or substantially
improved structures.
F.EM. A.: Federal Emergency Management
Agency.
Flood Insurance Rate: Flood insurance rate map
(FIRM) means an official map of a community,
which delineates both the special hazard areas
and the risk premium zones applcable to the
community.
Flood Proofing: Any combination of structural
and nonstructural additions, changes, or
adjustments to structures which reduce or
eliminate flood damage to non-residential
structures.
High-hazard Zones (V Zones) Areas of tidal
influence which have been determined to be
subject to wave run heights in excess of three
feet or subject to high-velocity wave run-up or
wave-induced erosion (V Zones).
Highest Adjacent Grade: The highest natural
elevation of the ground surface, prior to
construction, adjoining the proposed foundation
walls of a structure
Impact Loads: Loads induced by the collision of
solid objects on a structure carried by
fioodwater.
Lowest Floor: The lowest floor of the lowest
enclosed area (including basement/cellar). An
unfinished or flood resistant enclosure, usable
solely for parking of vehicles, building access, or
incidental storage in an area other than a
basement/cellar with appropriate hydrostatic
openings as required in 780 CMR 3107.5.3 is
not considered a building's lowest floor.
Manufactured Home: See DEFINITIONS,
780 CMR 3502.
Scouring: The erosion or washing away of slopes
or soil by velocity waters.
Special Hazard Zones: An area having special
flood, and/or flood-related erosion hazards and
shown on a Flood Hazard Boundry Map or
FIRM as Zone A, AO, Al-30, AE, A99, AH, VO,
Vl-30, VE, V.
Start of Construction: The date the building permit
was issued, provided the actual start of
construction, repair, reconstruction, placement,
or other improvement was within 180 days of the
permit date The actual start means the first
placement of permanent construction of a
structure on a site, such as the pouring of slab or
footings, the installation of piles, the
construction of columns, or any work beyond the
stage of excavation or the placement of a
manufactured home on a foundation.
Structure: A walled and roofed building, including
a gas or liquid storage tank, that is principally
above ground and affixed to a permanent site, as
well as a manufactured home.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
SPECIAL CONSTRUCTION
Substantial Improvements: Substantial
improvement means any reconstruction,
rehabilitation, addition, repair or improvement
of a structure, the cost of which equals or
exceeds 50% of the market value of the structure
before the "start of construction" of the
improvement This term includes structures
which have incurred "Substantial damage",
regardless of the actual repair work performed
Substantial improvement does not, however,
include either:
1. any project for improvement of a structure to
correct existing violations of state or local
health, sanitary, or safety codes which have been
identified by the local code enforcement official
and which are the minimum necessary to assure
safe living conditions or
2. any alteration of a "Historic structure",
provided that the alteration will not preclude the
structure's continued designation as a "historic
structure. "
Note I: The following items can be excluded
from the cost of improvement or repair: plans,
specifications, survey, permits, and other items
which are separate from or incidental to the
repair of the damaged or improved building. Le.
debris removal/cartage.
Note 2: The latest Assessors' structure value may
be used, provided that the Assessors certify that
said value is based on 100% valuation, less
depreciation.
V Zones: Areas of tidal influence which have been
detemmined to be subject to wave run heights in
excess of three feet or subject to high-velocity
wave run-up or wave-induced erosion. (V Zones)
Variance: A grant of relief by a community and
the Commonwealth, Via the Boards of Appeal,
from the terms of the Floodplain Management
Regulations.
Venting A system designed to allow flood waters to
enter an enclosure, usually the interior of
foundations walls, so that the rising water does
not create a dangerous differential in hydrostatic
pressure; usually achieved through openings in
the walls. Vents may be installed in garage doors
to satisfy this requirement, provided such vents
are installed consistent with 780 CMR 3107.
The necessity of human intervention, such as
opening garage doors, does not satisfy this
requirement
3107.3 Base flood elevation: The base flood
elevation shall be used to define areas prone to
flooding, and shall describe, at a minimum, the
depth or peak elevation of flooding (including wave
height) which has a 1% (100-year flood) or greater
chance of occurring in any given year
The 100-year flood elevation shall be determined
as follows:
/. In Al-30, AH, AE, Vl-30 and VE, the Base
Flood Elevation is provided on the community's
Flood Insurance Study and the Flood Insurance
Rate Map (FIRM).
2. In AO zones, add the depth provided on the
Flood Insurance Rate Map to the highest
adjacent grade If no depth is provided add at
least two feet to the highest adjacent grade
3. In A, A99 and V zones, the building official,
design professional, or surveyor shall obtain,
review and reasonably utilize and Base Flood
Elevation Data available from a federal, state or
other reliable sources.
3107.4 Hazard zones: Areas which have been
determined to be prone to flooding shall be classified
as either flood-hazard zones (A Zones) or high-
hazard zones (V Zones) in accordance with
780 CMR 3107.5 and 3 107.6.
3107.5 Flood-hazard zones (A Zones): All areas
which have been determined to be prone to flooding
but not subject to high-velocity waters or wave
action shall be designated as floodhazard zones. All
buildings and structures as defined in 780 CMR
3107.2 erected or substantially improved in
floodhazard zones shall be designed and constructed
in accordance with 780 CMR 3107.5.1 through
3107.5.4 Plans for such construction or
improvements shall be prepared by a qualified
registered professional engineer or architect to
ensure the compliance with 780 CMR 3107.5.
Exception: a proposed addition that triggers the
substantial improvement requirements shall be
constructed according to the provisions of
780 CMR 3107.5. However, the existing
structure is not required to be brought into
compliance with 780 CMR 3107.5, provided that
the addition IS NOT an additional story(s) which
relies on the support of the existing structure.
Should the construction of an additional
story(s) meet the substantial improvement
definition, the existing structure shall then meet
all the applicable provisions of 780 CMR 3107.5.
3107.5.1 Elevation All buildings or structures
erected within a flood-hazard zone shall be
elevated so that the lowest floor is located at or
above the base flood elevation. All basement
cellar floor surfaces shall be located at or above
the base flood elevations
Exceptions:
1. Floors of occupancy in any use group,
other than use group R, below the base flood
elevation shall conform to 780 CMR 3107.5.4.
2. Floors of occupancies in any use group
which are utilized solely for structure means
of egress, incidental storage garages and
parking, and which are located below the base
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
flood elevation, shall conform to 780 CMR
3107.5.3.
3107.5.2 Anchorage: The structural systems of
all buildings or structures shall be designed,
connected and anchored to resist flotation,
collapse or permanent lateral movement due to
structural loads and stresses from flooding equal
to the base flood elevation and shall be designed
in accordance with 780 CMR 1615.3 and 1615.4.
31 07.5.3 Enclosures below base flood elevation
Enclosed spaces below the base flood elevation
shall not be used for human occupancy with the
exception of structure means of egress, entrance
foyers, stairways and incidental storage. Fully
( enclosed spaces shall be designed to equalize
automatically hydrostatic forces on exterior walls
by allowing for the entry and exit of floodwateis.
Designs for meeting this requirement shall either
be certified by a registered design professional in
accordance with 780 CMR 3 107. 12 or conform to
the following minimum criterion: a minimum of
two openings having a total net area of not less
than one square inch (645 mm2) for every one
square foot (0. 1 m2) of enclosed area subject to
flooding shall be provided. The bottom of all
openings shall not be higher than 12 inches (305
mm) above grade immediately adjacent to the
location of the opening. Openings shall not be
equipped with screens, louvers, valves or other
coverings or devices unless such devices permit
the automatic entry and discharge of floodwaters.
3107.5.4 Water-resistant construction
Occupancies in any use group other than Use
Group R shall, in lieu of meeting the elevation
provisions of 780 CMR 3107.5.1, be erected with
floors usable for human occupancy below the base
flood elevation provided that the following
conditions are met:
1 . All space below the base flood elevation
shall be constructed with walls and floors that
are substantially impermeable to the passage of
water.
2. All structural components subject to
hydrostatic and hydrodynamic loads and
stresses during the occurrence of flooding to
the base flood elevation shall be capable of
resisting such forces, including the effects of
buoyancy.
3. All openings below the base flood
elevation shall be provided with water-tight
closures and shall have adequate structural
capacity to support all flood loads acting upon
the closure surfaces
4. All floor and wall penetrations for
plumbing, mechanical and electrical systems
shall be made water tight to prevent floodwater
seepage through spaces between the
penetration and wall construction materials
Sanitary sewer and storm drainage systems that
have openings below the base flood elevation
shall be provided with shutoff valves or closure
devices to prevent backwater flow during
conditions of flooding.
3107.6 High-hazard zones (V Zones): Areas of
tidal influence which have been determined to be
subject to wave heights in excess of three feet (914
mm) or subject to high-velocity wave run-up or
wave-induced erosion shall be classified as high-
hazard zones. All buildings or structures erected in
a high-hazard zone shall be designed and
constructed in accordance with 780 CMR 3 1 07.6. 1
through 3 107.6.4. Plans for such construction shall
be prepared by a registered professional engineer
or architect to ensure compliance with 780 CMR
3107.6
Exception: a proposed addition that triggers the
substantial improvement requirements shall be
constructed according to the provisions of
780 CMR 3107.6. However, the existing
structure is not required to be brought into
compliance with 780 CMR 3107. 6, provided that
the addition IS NOT an additional story(s) which
relies on the support of the existing structure
Should the construction of an additional
story(s) meet the substantial improvement
definition, the existing structure shall then meet
all the applicable provisions of 780 CMR 3107.6.
Note: Areas shown as V Zones on the most recent
Flood Insurance Rate Map published by the
Federal Emergency Management Agency shall be
considered in establishing high-hazard zones.
3107.6.1 Elevation: All buildings or structures
erected within a high-hazard zone shall be
elevated so that the lowest portion of all structural
members supporting the lowest floor, with the
exception of mat or raft foundations, piling, pile
caps, columns, grade beams and bracing, is
located at or above the base flood elevation.
3107.6.2 Enclosures below base flood elevation
All spaces below the base flood elevation in a
high-hazard zone shall not be used for human
occupancy and shall be free of obstruction except
as permitted herein:
1 . Mat or raft foundations, piling, pile caps,
bracing, grade beams and columns which
provide structural support for the building.
2. Entrances and exits which are necessary for
required ingress and means of egress.
3. Incidental storage of portable or mobile
items readily moved in the event of a storm.
4. Walls and partitions are permitted to
enclose all or part of the space below the
elevated floor provided that such walls and
partitions are not part of the structural support
of the building and are constructed with insect
screening, open wood lattice, or nonsupporting
walls designed to break away or collapse
without causing collapse, displacement or other
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
SPECIAL CONSTRUCTION
structural damage to the elevated portion of the
building or supporting foundation system due
to the effect of wind loads as specified in
780 CMR 1611.0 and water loads as specified
in 780 CMR 1615.0 acting simultaneously.
Any such nonsupporting solid wall shall be
certified as specified in 780 CMR 3107.12.3.
3107.6.3 Foundations: All buildings or structures
erected in high-hazard zones shall be supported
on pilings or columns and shall be adequately
anchored to such pilings or columns. The piling
shall have adequate soil penetrations to resist the
combined wave and wind loads (lateral and uplift)
to which such piles are likely to be subjected
during a flood to the base flood elevation. Pile
embedment shall include consideration of
decreased resistance capacity caused by scour of
soil strata surrounding the piling. Pile system
design and installation shall also be made in
accordance with the provisions of 780 CMR
1816.0 and 1817.0. Mat or raft foundations which
support columns shall not be permitted where soil
investigations required in accordance with
780 CMR 1802.1 indicate that soil material under
the mat or raft is subject to scour or erosion from
wave-velocity flow conditions.
3107.6.4 Repair or Replacement of Existing
Foundations: Existing foundations may be
repaired without further compliance with
780 CMR 3107 unless the work required is
determined to be substantial as defined herein.
Exception: Existing foundation systems
which are replaced in total or which are
replaced so as to constitute new construction
shall meet the requirements of 780 CMR
3107.6 regardless of whether the work
required is substantial
3107.7 Protection of mechanical and electrical
systems: New and replacement electrical equipment
and heating, ventilating, air conditioning and other
service equipment shall be either placed above the
base flood elevation or protected so as to prevent
water from entering or accumulating within the
system components during floods up to the base
flood elevation in accordance with the mechanical
code listed in Appendix A. Installation of electrical
wiring and outlets, switches, junction boxes and
panels below the base flood elevation shall conform
to the provisions of 527 CMR 12.00 listed in
Appendix A for location of such items in wet
locations. Duct insulation subject to water damage
shall not be installed below the base flood elevation.
3107.8 Construction materials, methods and
practices: All buildings or structures erected in
flood-hazard zones (A Zones) or in high-hazard
zones (V Zones) shall be constructed with materials
resistant to flood damage and be constructed by
methods and practices that minimize flood damage
Construction materials shall be resistant to water
damage in accordance with the provisions of
780 CMR 1808.0, 1810.2,1813.4, 2307.2, 2309.1,
2311.4, 2311.6 and 2503.4.
3107.9 Mobile units: New or replacement mobile
units to be located in any hazard zone shall be
placed in accordance with the applicable elevation
requirements of 780 CMR 3107.5.1 and 3107.6.1
and the anchor and tie-down requirements of
780 CMR 35.
3107.10 Alterations, renovations and repairs:
Alterations, renovations and repairs to existing
buildings located in any hazard zone shall comply
with all applicable provisions of 780 CMR.
Compliance with 780 CMR 3107 is not required
unless such alteration, renovation or repairs
constitute substantial improvements as defined in
780 CMR 3107.2.
Exception: Repair or replacement of existting
foundations shall comply with 780 CMR
3107.6.4.
3107.11 Increases in building height and floor
area: See 780 CMR 3107.5 Exception and 3107.6
Exception.
3107.12 Certifications: Certifications shall be
submitted in accordance with 780 CMR 3107.12.1
through 3107.12.3.
3107.12.1 As-built elevation certifications: A
licensed land surveyor or registered design
professional shall certify the actual elevation (in
relation to base flood elevation) of the lowest
structural member required to be elevated by the
provisions of 780 CMR 12.
3107.12.2 Waterresistant construction: Where
buildings or structures are to be constructed in
accordance with 780 CMR 3107.5.4, the code
official shall require that a registered design
professional provide construction documents
showing proposed details of floor, wall and
foundation support components, loading
computations and other essential technical data
used in meeting the conditions of 780 CMR
3107.5.4. The construction documents shall be
accompanied by a statement bearing the signature
of the registered design professional indicating
that the design and proposed methods of
construction are in accordance with all applicable
provisions of 780 CMR 3107.5.4.
3107.12.3 High-hazard construction: Where
buildings or structures are to be constructed in
accordance with 780 CMR 3107.6, the code
official shall require that a registered design
professional provide construction documents
showing proposed details of foundation support
and connection components which are used in
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meeting the requirements of 780 CMR 3107.6.3.
Where solid walls or partitions are proposed
below the base flood elevations, wall, framing and
connection details of such walls shall be provided,
including loading computations for the wall and
foundation system used in meeting the conditions
of 780 CMR 3107.6.2. The construction
documents shall be accompanied by a statement
bearing the signature of the registered design
professional indicating that the design and
proposed methods of construction are in
accordance with all applicable provisions of
780 CMR 3107.6.
780 CMR 3108.0 RADIO AND TELEVISION
TOWERS
3108.1 General: Subject to the structural provisions
of 780 CMR 1611.0 for wind loads and the
requirements of 780 CMR 1510.0 governing the
fireresistance ratings of buildings for the support of
roof structures, all radio and television towers shall
be designed and constructed as herein provided.
3108.2 Location and access: Towers shall be
located and equipped with step bolts and ladders so
as to provide ready access for inspection purposes.
Guy wires or other accessories shall not cross or
encroach upon any street or other public space, or
over any electric power lines, or encroach upon any
other privately owned property without written
consent of the owner.
3108.3 Construction: All towers shall be
constructed of approved corrosion-resistant
noncombustible material. The minimum type of
construction of isolated radio towers not more than
100 feet (30480 mm) in height shall be Type 4.
3108.4 Loads: Towers shall be designed to resist
wind loads in accordance with EIA 222-E listed in
Appendix A. Consideration shall be given to
conditions involving wind load on ice-covered
sections in localities subject to sustained freezing
temperatures.
3108.4.1 Dead load: Towers shall be designed for
the dead load plus the ice load in regions where
ice formation occurs.
3108.4.2 Uplift: Adequate foundations and
anchorage shall be provided to resist two times
the calculated wind uplift.
3108.5 Grounding: All towers shall be permanently
and effectively grounded.
780 CMR 3109.0 RADIO AND TELEVISION
ANTENNAS
3109.1 Permits not required: A building permit is
not required for roof installation of antennal
structures not more than 12 feet (3658 mm) in height
for private radio or television reception. Such a
structure shall not be erected so as to injure the roof
covering, and when removed from the roof, the roof
covering shall be repaired to maintain weather and
water tightness. The installation of any antennal
structure mounted on the roof of a building shall not
be erected nearer to the lot line than the total height
of the antennal structure above the roof, nor shall
such structure be erected near electric power lines or
encroach upon any street or other public space.
3109.2 Permits required: Approval shall be secured
for all roof-mounted antennal structures more than
12 feet (3658 mm) in height above the roof. The
application shall be accompanied by detailed
drawings of the structure and methods of anchorage.
All connections to the roof structure shall be
properly flashed to maintain water tightness. The
design and materials of construction shall comply
with the requirements of 780 CMR 3108.3 for
character, quality and minimum dimension.
3109.3 Dish antennas: An antenna consisting of a
radiation element which transmits or receives
radiation signals generated as electrical, light or
sound energy, and supported by a structure with or
without a reflective component to the radiating dish,
usually in a circular shape with a parabolic curve
design constructed of a solid or open mesh surface,
shall be known as a dish antenna.
3109.3.1 Permits: The approval of the code
official shall be secured for all dish antennal
structures more than two feet (610 mm) in
diameter erected on the roof of or attached to any
building or structure. A permit is not required for
dish antennas not more than two feet (610 mm) in
diameter erected and maintained on the roof of
any building.
3109.3.2 Structural provisions: Dish antennas
larger than two feet (6 1 0 mm) in diameter shall be
subject to the structural provisions of 780 CMR
1610.0,1611.0 and 3108.4. The snow load
provisions of 780 CMR 1610.0 shall not apply
where the antenna has a heater to melt falling
snow.
780 CMR 3110.0 WINDOW-CLEANING
SAFEGUARDS
3110.1 General: All buildings and structures over
50 feet (15240 mm) or four stories in height, in
which the windows are cleaned from the outside,
shall be provided with anchors, belt terminals or
other approved safety devices for all window
openings. Such devices shall be of an approved
design, and shall be constructed of corrosion-
resistant materials securely attached to the window
frames or anchored in the enclosure walls of the
building. Cast-iron or cast-bronze anchors shall be
prohibited.
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CHAPTER 32
CONSTRUCTION IN THE PUBLIC RIGHT-OF-WAY
780 CMR 3201.0 GENERAL
3201.1 Scope: The provisions of 780 CMR 32 shall
govern encroachment and projection of structures
into the public right-of-way.
780 CMR 3202.0 STREET
ENCROACHMENTS
3202.1 General: Except as herein provided, a part of
any building hereafter erected and additions to an
existing building heretofore erected shall not project
beyond the lot lines or beyond the building line
where such lines are established by the zoning law or
any other statute controlling building construction.
3202.2 Below grade: A part of a building hereafter
erected below grade that is necessary for structural
support of the building shall not project beyond the
lot lines, except that the footings of street walls or
their supports which are located at least eight feet
(2438 mm) below grade shall not project more than
12 inches (305 mm) beyond the street lot line.
3202.3 Above grade: All projections hereafter
permitted beyond the street lot line or the building
line above grade shall be so constructed as to be
readily removable without endangering the safety of
the building.
3202.4 Projections necessary for safety: In any
specific application, the code official is authorized to
designate by approved rules such architectural
features and accessories which are deemed desirable
or necessary for the health or safety of the public as
well as the maximum extent to which such features
shall project beyond the street lot line or the building
line where established by statute, subject to all
provisions and restrictions that are otherwise
prescribed by law, ordinance or rule of the
authorities having jurisdiction over streets or public
spaces.
3202.5 Permit revocable: Any permit granted or
permission expressed or implied in the provisions of
this code to construct a building so as to project
beyond the street lot line or building line shall be
revocable by the jurisdiction at will.
3202.6 Existing encroachments: Parts of existing
buildings and structures which already project
beyond the street lot line or building line are not
required to be altered until their removal is directed
by the proper authorities of the jurisdiction.
780 CMR 3203.0 PERMISSIBLE STREET
PROJECTIONS
3203.1 General: Subject to such provisions as are
otherwise prescribed by law or ordinance, or by
rules of the authorities having jurisdiction over
streets, highways and public spaces, the projections
described in 780 CMR 3203.3 through 3203.12 1
shall be permitted beyond the street lot line or the
building line
3203.2 Definitions: The following words and terms
shall, for the purposes of 780 CMR 3203.0 and as
used elsewhere in 780 CMR have the meanings
shown herein
Areaway (form of construction) An uncovered
subsurface space adjacent to a building (see
780 CMR 3203 12 1).
Curb level: The elevation of the street curb as
established in accordance with law
Building or wall height: The elevation of the
street grade opposite the center of the wall nearest
to and facing the street lot line
Oriel window A window projected beyond and
suspended from the wall of the building or
cantilevered therefrom (see 780 CMR 3203 7)
3203.3 Cornices and eaves: Main cornices or roof
eaves located at least 12 feet (3658 mm) above the
curb level shall not project more than three feet (914
mm)
3203.4 Architectural decorations: Belt courses,
lintels, sills, architraves, pediments and similar
architectural decorations shall not project more than
four inches (102 mm) where less than ten feet (3048
mm) above the curb level, and not more than ten
inches (254 mm) where ten feet (3048 mm) or more
above the curb level.
3203.5 Ornamental columns: Ornamental columns
or pilasters, including the bases and moldings which
emphasize the main entrance of the building, shall
not project more than 12 inches (305 mm).
3203.6 Entrance steps: Entrance steps and doors
shall not project more than 12 inches (305 mm) and
shall be guarded by check pieces not less than three
feet (914 mm) high, or shall be located between
ornamental columns or pilasters
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3203.7 Oriel windows: Oriel windows with the
lowest portion at least ten feet (3048 mm) above the
curb level shall not project more than 2Vi feet (762
mm).
3203.8 Balconies: Balconies located at least ten feet
(3048 mm) above the curb level shall not project
more than three feet (914 mm), except that where the
balcony is required in connection with a fire escape
or exterior stairway as an element of a means of
egress, the projection shall not exceed four feet
(1219 mm).
3203.9 Awnings: Retractable or fixed awnings shall
have clearances above grade and shall be installed in
accordance with the requirements of 780 CMR
3105.0 and 3205.0.
3203.10 Awning covers or boxes: Awning covers
or boxes located at least eight feet (2438 mm) above
the curb level shall not project more than three feet
(914 mm).
3203.11 Marquees: For the purposes of 780 CMR
3203.11, a marquee shall include any object or
decoration attached to, or part of, said marquee.
3203.11.1 Projection and clearance: The
horizontal clearance between a marquee and the
curb line shall not be less than two feet (610 mm).
A marquee projecting more than % of the distance
from the property line to the curb line shall not be
less than ten feet (3048 mm) above the ground or
pavement below.
3203.11.2 Thickness: The maximum height or
thickness of a marquee measured vertically from
its lowest to its highest point shall not exceed
three feet (914 mm) where the marquee projects
more than % of the distance from the property
line to the curb line, and shall not exceed nine feet
(2743 mm) where the marquee is less than % of
the distance from the property line to the curb
line.
3203.11.3 Roof construction: Where the roof or
any part thereof is a skylight, the materials shall
consist of approved plastics or wired glass not
less than % inch thick with a single pane not more
than 18 inches (457 mm) wide. Every roof and
skylight of a marquee shall be sloped to
downspouts that shall conduct any drainage from
the marquee in such a manner so as not to spill
over the sidewalk.
3203.11.4 Location prohibited: Every marquee
shall be so located as not to interfere with the
operation of any exterior standpipe, and such that
the marquee does not obstruct the clear passage of
stairway or exit discharge from the building or the
installation or maintenance of street lighting.
3203.11.5 Construction: A marquee shall be
supported entirely from the building and
constructed of noncombustible materials.
Marquees shall be designed and constructed to
withstand wind or other lateral loads and live
loads as required in 780 CMR 16. Structural
members shall be protected to prevent
deterioration.
3203.12 Vaults: Vaults below the sidewalk level
shall not extend closer than three feet (914 mm) to
the curb line. The construction and utilization of
such vaults shall be subject to the terms and
conditions of the authority or legislative body having
jurisdiction.
3203.12.1 Areaways: Areaways shall not project
beyond the street lot line more than four feet
(1219 mm), provided that every such areaway
shall be covered over at the street grade by an
approved grating of metal or other
noncombustible material.
780 CMR 32O4.0 SPECIAL AND
TEMPORARY PROJECTIONS
3204.1 Alley projections: The permissible
projection beyond street lot lines shall apply in
general to building projections into alleyways,
except as modified by the authority having
jurisdiction or by special deed restriction.
3204.2 Special permits: Where authorized by
special permit, vestibules and storm doors shall be
erected for periods of time not exceeding seven
months in any one year, and shall not project more
than three feet (914 mm) nor more than V* of the
width of the sidewalk beyond the street lot line.
Temporary entrance awnings shall be erected with a
minimum clearance of seven feet (2134 mm) to the
lowest portion of the hood or awning where
supported on removable steel, or other approved
noncombustible supports.
780 CMR 3205.0 AWNINGS AND CANOPIES
3205.1 Permit: A permit shall be obtained from the
code official for the erection, repair or replacement
of any fixed awning, canopy or hood, except as
provided for in 780 CMR 3205.1.1, and for any
retractable awning located at the first-story level and
extending over the public street or over any portion
of a court or yard beside a building serving as a
passage from a required exit or exit discharge to a
public street.
3205.1.1 Exemption from permit: A permit shall
not be required, for the erection, repair or
replacement of fixed or retractable awnings
installed on occupancies in Use Group R-3 unless
such awnings project over public property; for
retractable awnings installed above the first story;
or where the awning does not project over the
public street or over any court or yard serving as
a passage from a required exit to a public street.
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CONSTRUCTION IN THE PUBLIC RIGHT-OF-WAY
3205.2 Retractable awnings: There shall be a
minimum clearance of seven feet (2134 mm) from
the sidewalk to the lowest part of the framework
or any fixed portion of any retractable awning,
except that the bottom of the valance of canvas
awnings shall have a minimum clearance of six
feet nine inches (2057 mm) above the sidewalk.
Retractable awnings shall be securely fastened to
the building and shall not extend closer than 12
inches (305 mm) in from the curb line.
Retractable awnings shall be equipped with a
mechanism or device for raising and holding the
awning in a retracted or closed position against
the face of the building.
3205.3 Fixed or permanent awnings: The
clearance from the sidewalk to the lowest part of
any fixed or permanent awning shall be the same
as required in 780 CMR 3205.2 for retractable
awnings. Fixed or permanent awnings installed
above the first story shall not project more than
four feet (1219 mm).
3205.4 Canopies: Stanchions that support
canopies shall be placed not less than two feet
(610 mm) in from the curb line. The horizontal
portion of the canopy framework shall not be less
than eight feet (2438 mm) nor more than 12 feet
(3658 mm) above the sidewalk and the clearance
between the covering or valance and the sidewalk
shall not be less than seven feet (2134 mm).
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440 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
CHAPTER 33
SITE WORK, DEMOLITION AND CONSTRUCTION
780 CMR 3301.0 GENERAL
3301.1 Scope: The provisions of 780 CMR 33 shall
apply to all construction in connection with work
requiring a permit for structures in accordance with
780 CMR.
3301.2 Other laws: Nothing herein contained shall
be construed to nullify any rules, regulations or
statutes of state or federal agencies governing the
protection of the public or workers from health or
other hazards.
When not covered by the provisions of 780 CMR,
454 CMR 10. 00: Construction Industry Rules and
Regulations, shall apply.
3301.3 Combustible and explosive hazards: The
provisions of 780 CMR which apply to the storage,
use or transportation of explosives, highly flammable
and combustible substances, gases and chemicals
shall be construed as supplemental to the
requirements of the federal laws, the regulations of
the Department of Transportation (DOTn) and 527
CMR 13. 00, Keeping, Storage, Use, Manufacture,
Sale, Handling, and Transportation of Explosives,
as listed in Appendix A.
780 CMR 3302.0 CONSTRUCTION
DOCUMENTS AND SPECIAL PERMITS
3302.1 Temporary construction: Before any
construction operation is started, construction
documents shall be filed with the code official
showing the design and construction of all sidewalk
sheds, temporary vehicular passageways, trestles,
foot bridges, guard fences and other similar devices
required in the operation. Approval shall be secured
from the code official before the commencement of
any work.
3302.2 Special permits: All special licenses and
permits for the storage of materials on sidewalks and
highways, for the use of water or other public
facilities and for the storage and handling of
explosives, shall be secured from the administrative
authorities having jurisdiction.
3302.3 Temporary encroachments: Sidewalk
sheds, underpinning and other temporary protective
guards and devices shall not project beyond the
interior and street lot lines except where required to
insure the safety of the adjoining property and the
public, subject to approval. Where necessary, the
consent of the adjoining property owner shall be
obtained.
780 CMR 3303.0 TESTS
3303.1 Loading: It shall be unlawful to load any
structure, temporary support, sidewalk bridge or
sidewalk shed or any other device during the
construction or demolition of any building or
structure in excess of its safe working capacity as
provided for in 780 CMR 16 for allowable loads and
working stresses.
780 CMR 3304.0 PROTECTION OF PUBLIC
3304.1 General. Wherever a building or structure is
erected, altered, repaired, removed or demolished,
the operation shall be conducted in a safe manner
and suitable protection for the general public shall
be provided.
3304.2 Fences: Every excavation or area of
construction on a site located five feet (1524 mm) or
less from the street lot line shall be enclosed with a
barrier not less than six feet (1829 mm) high to
prevent the entry of unauthorized persons. Where
located more than five feet (1524 mm) from the
street lot line, a barrier shall be erected where
required by the code official. All barriers shall be of
adequate strength to resist wind pressure as specified
in 780 CMR 161 1.0.
3304.3 Sidewalk bridge: Wherever the ground is
excavated under the sidewalk, a sidewalk bridge
shall be constructed at least four feet (1219 mm)
wide, or a protected walkway of equal width shall be
erected in the street, provided that the required
permit for such walkway is obtained from the
administrative authority.
3304.4 Sidewalk shed: Sidewalk sheds shall be as
provided for in accordance with 780 CMR 3304.4. 1
through 3304.4.4 except where sidewalks are closed
by the authority having jurisdiction
3304.4.1 Within ten feet of street lot line: Where
any building or part thereof which is located
within ten feet (3048 mm) of the street lot line is
to be erected or raised to exceed 40 feet (12192
mm) in height, or wherever a building which is
more than 40 feet (12192 mm) in height and is
within ten feet (3048 mm) of the street lot line is
to be demolished, a sidewalk shed shall be erected
and maintained for the full length of the building
on all street fronts for the entire time that work is
performed on the exterior of the building.
3304.4.2 Within 20 feet of street lot line: Where
the building being demolished or erected is
located within 20 feet (6096 m) of the street lot
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
line and is more than 40 feet (12192 mm) in
height, exterior flare fans or catch platforms shall
be erected at vertical intervals of not more than
two stories.
3304.4.3 Buildings higher than six stories:
Where the building being demolished or erected
is more than six stories or 75 feet (22860 mm) in
height, unless set back from the street lot line a
distance of more than Vi of the height of the
building, a sidewalk shed shall be provided.
3304.4.4 Walkway: An adequately lighted
walkway at least four feet (1219 mm) wide and
eight feet (2438 mm) high in the clear shall be
maintained under all sidewalk sheds for
pedestrians. Where ramps are required, the ramps
shall conform to the provisions of 780 CMR 33
and 780 CMR 1016.0.
3304.5 Thrust-out platforms: Thrust-out platforms
or other substitute protection in lieu of sidewalk
sheds shall not be used unless approved and deemed
adequate to insure the public safety. Thrust-out
platforms shall not be used for the storage of
materials.
3304.6 Watchman: Wherever a building is being
demolished, erected or altered, a watchman shall be
employed to warn the general public when
intermittent hazardous operations are conducted
across the sidewalk or walkway.
780 CMR 3305.0 FIRE HAZARDS
3305.1 General: The provisions of 780 CMR and of
the 527 CMR: the Massachusetts State Board of
Fire Prevention Regulations, listed in Appendix A
shall be strictly observed to safeguard against all fire
hazards attendant upon construction operations.
3305.2 Portable fire extinguishers: All buildings
under construction, alteration or demolition shall be
provided with at least one portable fire extinguisher
with a minimum 2-A:20-B:C rating at each exit on
all floor levels where combustible materials have
accumulated. A portable fire extinguisher with a
minimum 2-A:20-B:C rating shall also be provided
in every storage and construction shed. Additionally,
at least one portable fire extinguisher shall be
provided in accordance with the 527 CMR: the
Massachusetts State Board of Fire Prevention
Regulations, listed in Appendix A where special
hazards, such as flammable or combustible liquid
storage, exist.
3305.2.1 Steam boilers: All temporary or
permanent high-pressure steam boilers shall be
operated, or be in charge of an individual in
possession of a current engineers or fire mans
license in accordance with the provisions of
MG.Lc. 146 and 522 CMR the Board of Boiler
Rules as listed in Appendix A. When such
boilers are located within a building or within
ten feet thereof, all such boilers shall be
enclosed with approved noncombustible
construction.
3305.3 Standpipes Standpipes required in buildings
by 780 CMR 914.0 shall be installed when the work
of the building progresses more than 40 feet (12192
mm) above the lowest level of fire department
vehicle access. The standpipes shall be either
temporary or permanent in nature, and with or
without a water supply, provided that such
standpipes conform to the requirements of 780 CMR
914.0 as to number of risers, capacity, outlets and
materials. Access from the street to such standpipes
shall be maintained at all times.
3305.3.1 Height: The standpipe system shall be
carried up with each floor and shall be installed
and ready for use as each floor progresses.
Standpipes shall be extended as construction
progresses to within one floor of the highest point
of construction having secured decking or
flooring.
3305.3.2 Outlets: Hose outlets shall be provided
with caps and attachment chains.
3305.3.3 Fire department connections: For each
temporary or permanent standpipe installation,
there shall be provided, at the street level, one or
more two-way fire department inlet connections.
Access shall be provided to fire department inlet
connections at all times, and such connections
shall be prominently marked (see 780 CMR
915.8).
3305.3.4 Buildings under demolition: Where a
building is being demolished and a standpipe is
existing within such a building, such standpipe
shall be maintained in an operable condition so as
to be available for use by the fire department.
Such standpipe shall be demolished with the
building but shall not be demolished more than
one floor below the floor being demolished.
780 CMR 3306.0 MAINTENANCE
3306.1 General: It shall be unlawful to remove or
render inoperative any structural, fire protection or
sanitary safeguard or device herein required except
where necessary for the actual installation and
prosecution of the work.
780 CMR 3307.0 HEALTH HAZARDS
3307.1 General: Every construction or maintenance
operation which results in the diffusion of dust,
stone and other small particles, toxic gases or other
harmful substances in quantities hazardous to health
shall be safeguarded by means of local ventilation or
other protective devices to insure the safety of the
public as required by the regulations of the
administrative authority.
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SITE WORK, DEMOLITION AND CONSTRUCTION
3307.2 Removal of dust: Dust, sand blasts or other
harmful agents which are used or which occur in
construction operations shall be disposed of at or
near the point of origin to prevent diffusion over
adjoining premises or streets.
3307.3 Protective equipment: Facilities shall be
provided in approved closed containers for housing
the necessary vision, respiratory and protective
equipment required in welding operations, and in
accordance with the regulations of the administrative
authority.
780 CMR 3308.0 PROTECTION OF
ADJOINING PROPERTY
3308.1 General: Adjoining property shall be
completely protected from any damage caused by
the construction of a structure when the owner of the
adjoining property permits free access to the
structure at all reasonable times to provide the
necessary safeguards in accordance with 780 CMR
3310.0.
780 CMR 3309.0 EXISTING BWLDEMGS
3309.1 Protection: All adjoining public and private
property shall be protected from damage caused by
construction.
3309.2 Chimney, soil and vent stacks: Wherever a
new building or structure is erected to greater or
lesser heights than an adjoining building, the
construction and extension of new or existing
chimneys shall conform to the provisions of the
mechanical code listed in Appendix A, and the
construction and extension of soil and vent stacks
and the location of window openings shall comply
with the provisions of 780 CMR 2908.3.
3309.3 Adjoining walls: The owner of the new or
altered structure shall preserve all adjoining
independent and party walls from damage as
provided for herein. The owner shall underpin where
necessary and support the adjoining building or
structure by proper foundations to comply with
780 CMR 3310.0.
3309.3.1 Maintenance: In case an existing party
wall is intended to be used by the person who
causes an excavation to be made, and such party
wall is in good condition and sufficient for the use
of both the ex; sting and proposed building, such
person shall preserve the party wall from injury
and shall support the party wall by proper
foundations at said person's own expense, so that
the wall is and remains as safe and useful as the
party wall was before the excavation was
commenced. During the demolition, the party wall
shall be maintained weatherproof and structurally
safe by adequate bracing until such time as the
permanent structural supports have been provided.
3309.3.2 Beam holes: Where a structure
involving a party wall is being demolished, the
owner of the demolished structure shall, at his or
her own expense, bend over all wall anchors at the
beam ends of the standing wall and shall brick up
all open beam holes and otherwise maintain the
safety and usefulness of the wall.
3309.3.3 Party wall exits: A party wall balcony
or horizontal exit shall not be destroyed unless
and until a substitute means of egress has been
provided and approved.
3309.4 Adjoining roofs: Where a new building or
demolition of an existing building is being
conducted at a greater height, the roof, roof outlets
and roof structures of adjoining buildings shall be
protected against damage with adequate safeguards
by the person doing the work.
780 CMR 3310.0 DEMOLITION AND
EXCAVATION
3310.1 Notice of intent: The person intending to
cause a demolition or an excavation shall deliver
written notice of such intent to the owner of each
potentially affected adjoining lot, building or
structure at least one week prior to the
commencement of work. The notice shall request
license to enter the potentially affected lot, building
or structure prior to the commencement of work and
at reasonable intervals during the work to inspect
and preserve the lot, building or structure from
damage.
3310.2 Protection of adjoining property: If
afforded the necessary license to enter the adjoining
lot, building or structure, the person causing the
demolition or excavation to be made shall at all
times and at his or her own expense preserve and
protect the lot, building or structure from damage or
injury. If the necessary license is not afforded, it
shall be the duty of the owner of the adjoining lot,
building or structure to make safe his or her own
property, for the prosecution of which said owner
shall be granted the necessary license to enter the
premises of the demolition or excavation.
3310.2.1 Removal of debris: All waste materials
shall be removed in a manner which prevents
injury or damage to persons, adjoining properties
and public rights-of-way.
3310.3 Notice to the code official: If the person
causing a demolition or excavation to be made is not
afforded license to enter an adjoining structure, that
person shall immediately notify in writing both the
code official and the owner of the adjoining property
that the responsibility of providing support to the
adjoining lot building or structure has become the
exclusive responsibility of the owner of the
adjoining property.
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3310.4 Grading of lot: Where a structure has been
demolished or removed and a building permit has
not been approved, the vacant lot shall be filled,
graded and maintained in conformity to the
established elevation of the street grade at curb level
nearest to the point of demolition or excavation.
Provision shall be made to prevent the accumulation
of water or damage to any foundations on the
premises or the adjoining property.
3310.5 Utility connections: All service utility
connections shall be discontinued and capped in
accordance with the approved rules and the
requirements of the authority having jurisdiction.
780 CMR 3311.0 RETAINING WALLS AND
PARTITION FENCES
3311.1 General: Where the adjoining grade is not
higher than the legal level, the person causing an
excavation to be made shall erect, where necessary,
a retaining wall at his or her own expense and on his
or her own land. Such wall shall be built to a height
sufficient to retain the adjoining earth, shall be
properly coped as required in 780 CMR 1825.0 and
shall be provided with a guardrail or fence not less
than 42 inches (1067 mm) in height.
780 CMR 3312.0 STORAGE OF MATERIALS
AND CONSTRUCTION EQUIPMENT
3312.1 General: The term "construction equipment"
shall mean the machinery, tools, derricks, hoists,
scaffolds, platforms, runways, ladders and all
material-handling equipment, safeguards and
protective devices used in construction operations.
The term "runway" shall mean an aisle or walkway
constructed or maintained as a temporary
passageway for pedestrians or vehicles. All
construction materials and equipment required for
the permitted construction shall be stored and placed
so as not to endanger the public, the workers or
adjoining property.
3312.2 Design capacity: Construction materials and
equipment stored within the building, or on
sidewalks or sheds, shall be placed so as not to
overload any part of the construction beyond the
design capacity, nor interfere with the safe
prosecution of the work.
3312.3 Pedestrian walkways: Construction
materials and equipment shall not be stored on the
street without a permit issued by the administrative
authority having jurisdiction. Where so stored, such
materials or equipment shall not unduly interfere
with vehicular traffic or the orderly travel of
pedestrians on the highway or street. The piles shall
be arranged to maintain a safe walkway not less than
four feet (1219 mm) wide, unobstructed for its full
length, and adequately lighted at night and at all
necessary times for the use of the Public.
3312.4 Obstructions: Construction materials and
equipment shall not be placed or stored so as to
obstruct access to fire hydrants, standpipes, fire or
police alarm boxes, utility boxes, catch basins or
manholes, nor shall such material and equipment be
located within 20 feet (6096 mm) of a street
intersection, or placed so as to obstruct normal
observations of traffic signals or to hinder the use of
public transit loading platforms.
780 CMR 3313.0 REMOVAL OF WASTE
MATERIAL
3313.1 General: Material shall not be dropped by
gravity or thrown outside the exterior walls of a
building during demolition or erection. Wood or
metal chutes shall be provided for the removal of
such materials. Where the removal of any material
will cause an excessive amount of dust, such
material shall be wet down to prevent the creation of
a nuisance.
780 CMR 3314.0 STAIRWAYS
3314.1 Temporary stairways: Where a building has
been constructed to a height greater than 50 feet
(15240 mm) or four stories, or where an existing
building exceeding 50 feet (15240 mm) in height is
altered, at least one temporary lighted stairway shall
be provided unless one or more of the permanent
stairways are erected as the construction progresses.
780 CMR 3315.0 LIGHTING
3315.1 General: All stairways and parts of
buildings under demolition, erection or repair shall
be adequately lighted while persons are engaged at
work, in accordance with the provisions of
780 CMR 1024.0 and 2702.2.5.
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CHAPTER 34
REPAIR, ALTERATION, ADDITION, AND CHANGE OF USE
OF EXISTING BUILDINGS
(780 CMR 34 is entirely unique to Massachusetts)
780 CMR 3400.0 SCOPE
3400.1 General: The provisions of 780 CMR 34 are
intended to maintain or increase public safety,
health, and general welfare in existing buildings by
permitting repair, alteration, addition, and/or change
of use without requiring full compliance with the
code for new construction except where otherwise
specified in 780 CMR 34.
3400.2 Compliance: Repairs, alterations, additions,
and changes of use shall conform to the
requirements of 780 CMR 34. Where compliance
with the provisions of this code for new construction
is required by 780 CMR 34, and where such
compliance is impractical because of construction
difficulties or regulatory conflicts, compliance
alternatives as described in 780 CMR 3406.0 may
be accepted by the building official.
Note: Specialized codes, rules, regulations, and
laws pertaining to repair, alteration, addition, or
change of use of existing buildings promulgated
by various authorized agencies may impact upon
the provisions of 780 CMR 34. Specialized state
codes, rules, regulations, and laws include, but are
not limited to those listed in Appendix A.
3400.3 Applicability: The provisions of 780 CMR
34 apply to repair, alteration addition or change in
use to existing buildings which qualify to use
780 CMR 34 (see 780 CMR 3400. 3 . 1 ), based on the
proposed continuation of, or change in use group, as
follows:
1 . Continuation of the same use group, or a
change in use group which results in a change in
hazard index of one or less as determined by
780 CMR 3403 shall comply with 780 CMR
3404.0.
2. Change in use group to a use group with
hazard index of two or more greater than the
hazard index of the existing use shall comply with
the requirements of 780 CMR 3405.0 and the
code for new construction.
3. Part change in use (Mixed Use): Portions of
the building is changed to a new use group, shall
be separated from the remainder of the building
with fire separation assemblies complying with
780 CMR 313, or with approved compliance
alternatives. The portion of the building changed
shall be made to conform with the applicable
provisions of 780 CMR 34.
4. Additions: Additions to existing buildings
shall comply with all code requirements for new
construction, except as otherwise provided in
780 CMR 34. The combined height and area of
the existing building and the addition shall not
exceed that allowed by 780 CMR 503.0 and Table
503 as modified by 780 CMR 504 and 506.
Where afire wall complying with 780 CMR 707.0
and 708.0 is provided, the addition shall be
considered as a separate building.
5. Ordinary repairs: Ordinary repairs conforming
to 780 CMR 1 10.3 (4), 780 CMR 2 and 780 CMR
902 may be performed without a building permit.
6. Assembly use groups: A change from any
other use group to an assembly use group (A) or
any alteration or change in occupancy within an
assembly use group shall comply with the
requirements of the code for new construction,
except that earthquake requirements need only
conform to 780 CMR 3408.
7. Institutional use groups: A change from any
other use group to an institutional use group (I) or
any alteration or change in occupancy within an
institutional use group shall comply with the
requirements of the code for new construction,
except that earthquake requirements need only
conform to 780 CMR 3408.
8. Residential use groups: A change from any
other use group to a residential use group (R) or
any alteration or change in occupancy within an
residential use group shall comply with the
requirements of the code for new construction,
except that earthquake requirements need only
conform to 780 CMR 3408.
9. Historic buildings: Buildings which qualify
as totally or partially preserved historic buildings
in accordance with 780 CMR 3409 shall meet the
provisions of 780 CMR 3409.
10. Structural requirements: Structural
requirements for additions, and for existing
buildings subject to repair, alteration, and/or
change of use, shall be in accordance with
780 CMR 3408.
Exceptions: Totally Preserved and Partially
Preserved Historic Buildings
3400.3.1 Buildings which qualify: The
provisions of 780 CMR 34 shall apply to existing
buildings which have been legally occupied
and/or used for a period of at least five years.
Any building for which there exists an
outstanding notice of violation or other order of
the building official shall not qualify to use
780 CMR 34 unless such proposed work includes
the abatement of all outstanding violations and
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
compliance with all outstanding orders of the
building official. Buildings which do not qualify
as existing buildings for the purposes of 780 CMR
34 shall comply fully with the applicable
provisions of this code for new construction.
Exceptions:
(1) Existing buildings or portions thereof
which are changed in use from any other use
group to day care centers (1-2 or E) shall not
qualify as existing buildings for the purposes of
780 CMR 34, but shall comply with the
requirements of 780 CMR 4, as applicable.
(2) Existing buildings or portions thereof,
which are changed in use from any use to a
Group Residence, Limited Group Residence or
Group Dwelling Unit shall not qualify as
existing buildings for the purposes of 780
CMR 34, but shall comply with the provisions
of 780 CMR 4, as applicable.
3400.4 Special Provisions for Means of Egress:
3400.4.1 Existing Non Conforming Means of
Egress: The following conditions, when
observed by the building official, shall be cited, in
writing as a violation. Said citation shall order
the abatement of the non conformance and shall
include such a time element as the building
official deems necessary for the protection of the
occupants thereof, or as otherwise provided for by
statute.
1. Less than the number of means of egress
serving every space and/or story, required by
780 CMR 1010.0 and Table 1010.2, or
780 CMR 36 for one and two family dwellings.
2. Any required means of egress component
which is not of sufficient width to comply with
780 CMR 1009, or is not so arranged as to
provide safe and adequate means of egress,
including exit signage and emergency lighting.
3400.5 Hazardous Means of Egress:
3400.5.1 Exit Order/Hazardous Means of
Egress: In any existing building or structure not
provided with exit facilities as herein prescribed
for new buildings and in which the exits are
deemed hazardous or dangerous to life and limb,
the building official shall declare such building
dangerous and unsafe in accordance with the
provisions of 780 CMR 121.0.
3400.5.2 Appeal from exit order: Any person
served with any order pursuant to 780 CMR
3400.5 shall have the remedy prescribed in
780 CMR 121.
3400.6 Unsafe Lighting and/or Unsafe
Ventilation: In any existing building , or portion
thereof, in which (a) the light or ventilation do not
meet the applicable provisions of 780 CMR 12.0 and
(b) which, in the opinion of the building official, are
dangerous, or hazardous, to the health and safety of
the occupants, the building official shall order the
abatement of such conditions to render the building
or structure livable for the posted use and occupant
load.
In enforcing the provisions of 780 CMR 3400.6
the building official may require or accept
engineering or other evaluations of the lighting
and/or ventilation systems in order to evaluate
possible dangerous or hazardous conditions and
acceptable solutions.
Where full compliance with 780 CMR for new
construction is not practical for structural and/or
other technical reasons, the building official may
accept compliance alternatives, or engineering or
other evaluations which adequately address the
building or structure livability for the posted use and
occupant load.
780 CMR 3401.0 DEFINITIONS
3401.1 General: Definitions shall, for the purposes
of 780 CMR 3401.0, have the meaning shown
herein:
Building System: Any mechanical, structural, egress,
electrical, plumbing, building enclosure and/or
fire protection system, or fire resistive
construction system, or portion thereof.
Building System Component: A part or portion of a
building system.
Compliance Alternative: An alternative life-safety
construction feature which meets or exceeds the
requirements or intent of a specific provision of
780 CMR. The Building Official is authorized to
approve or disapprove compliance alternatives.
Compliance alternatives are only permitted for
existing buildings.
Existing building or structure: Any building or
structure qualifying under 780 CMR 3400.3.1.
Hazard Index: A numerical value, between 1 and 8,
which is assigned to a specific Use Group in order
to determine which of the provisions of 780 CMR
34 apply to the proposed work on the existing
building. The Hazard Index is a relative scale
used only to determine applicable provisions of
780 CMR 34. Hazard indices are listed in Table
3403 and Appendix F.
Historic buildings: (a) Any building or structure
individually listed on the National Register of
Historic Places or (b) any building or structure
evaluated by MHC to be a contributing building
within a National Register or State Register
District (c) any building or structure which has
been certified by the Massachusetts Historical
Commission to meet eligibility requirements for
individual listing on the National Register of
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REPAIR ALTERATION, ADDITION AND CHANGE OF USE OF EXISTING BUILDINGS
Historic Places. Historic building shall be further
defined as totally or partially preserved buildings
All entries into the totally preserved building list
shall be certified by the Massachusetts Historical
Commission. The Board of Building Regulations
and Standards shall ratify all buildings or
structures certified by the Massachusetts
Historical Commission to qualify for totally-
preserved listing (see Appendix H).
Partially preserved buildings: (a) Any building or
structure individually listed on the National
Register of Historic Places or (b) any building
or structure certified as a historic building by
the Massachusetts Historical (Comrrussion/t
and not designated a totally preserved building
in Appendix H
Restoration Restoration is the process of
accurately reconstructing or repairing the
forms and details of a building or structure or
portion thereof as it appeared at a particular
period or periods of time by means of removal
of later work/or the replacement of missing
original work
Totally preserved buildings: A totally preserved
building is an historic building or structure
The principal use of such a building or
structure must be as an exhibit of the building
or the structure itself which is open to the
public not less than 12 days per year, although
additional uses, original and/ or ancillary to the
principal use shall be permitted within the
same building up to maximum of 40% of the
gross floor area Totally preserved buildings
shall be those listed in Appendix H. All entries
into the totally preserved building list shall be
certified by the Massachusetts Historical
Commission. The Board of Building
Regulations and Standards shall ratify all
buildings or structures certified by the
Massachusetts Historical Commission to
qualify for totally preserved listing (See
Appendix H).
Seismic Hazard Category: A numerical value,
between 1 and 3, which is based on a proposed
change in use, change in occupancy and cost of
alterations in order to determine which of the
provisions of 780 CMR 3408 apply to the
proposed work on the existing building The
Seismic Hazard Category is a relative scale used
only to determine applicable provisions of
780 CMR 34. Seismic Hazard Categories are
listed in Table 3408.1
Substantial Renovation, or Substantial Alteration:
The terms substantial renovation and substantial
alteration are defined herein for the specific
purpose of determining whether fire protective
systems are required in existing buildings, when
such buildings undergo renovations or alterations.
change in use or occupancy or additions. As
used in 780 CMR 34, substantial renovation or
substantial alteration shall have the following
meanings; Substantial renovation and substantial
alteration is work which is major in scope and
expenditure when compared to the work and
expenditure required for the installation of a fire
protection system, when such system is required
by 780 CMR 9 for a particular use group The
building official shall make such determination
and may request the owner or applicant to provide
such supporting information as is necessary to
make such determination
780 CMR 3402.0 IMPLEMENTATION
3402. {. Building Permit Application
Requirements for Existing Buildings A building
permit shall be required for any work regulated bv
780 CMR 34.
Exception: Ordinary repairs may be performed
without a building permit
3402.1.1 Investigation and evaluation: For any
proposed work regulated by 780 CMR 34. which
is subject to 780 CMR 1 16, as a condition of the
issuance of a building permit the building owner
shall cause the existing budding (or portion
thereof) to be investigated and evaluated in
accordance with the provisions of 780 CMR 34
(see Appendix F).
The investigation and evaluation shall be in
sufficient detail to ascertain the effects of the
proposed work (if any) on the structural, egress,
fire protection, energy conservation systems and
light and ventilation systems of the space under
consideration and, where necessary, the entire
building or structure
3402.1.2 Submittal: The results of the
investigation and evaluation, along with any
proposed compliance alternatives, shall be
submitted to the building official in written report
form.
3402.1.3 Non Conformities and Compliance
Alternatives: The application for a building
permit shall identify all items of non or partial
compliance with the requirements of 780 CMR
34, and compliance alternatives, if any are
proposed, for approval by the building official.
The building official shall respond to the
acceptability of any proposed compliance
alternatives within 30 days of the filing of the
building permit application. Where proposed
compliance alternatives are. in the opinion of the
building official, unacceptable, or where issues of
non-compliance remain, the permit applicant shall
have the remedies prescribed by 780 CMR 122.0.
3402.1.5 Documentation of compliance
alternatives Whenever action is taken on any
building permit application to repair, make
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THE MASSACHUSETTS STATE BUILDING CODE
building permit application to repair, make
alterations or additions, or change the use or
occupancy of an existing building, and when said
application proposes the use of compliance
alternatives, the building official shall ensure that
one copy of the proposed compliance alternatives,
including applicable plans, test data, or other data
for evaluation, be submitted to the BBRS,
together with a copy of the building permit
application and the building official's decision
regarding the proposed compliance alternatives.
780 CMR 3403.0 HAZARD INDEX
3403.1 Hazard Index In the implementation of the
provisions of 780 CMR 34, the hazard index
associated with a particular use group shall be as
identified in table 3403 and Appendix F. In order
to determine the applicable provisions of 780 CMR
34 the hazard index of the existing use group shall
be subtracted from the hazard index of the proposed
use The algebraic difference shall be used to
determine the applicable provisions of 780 CMR 34
Table 3403
HAZARD INDEX
USE (1)
DESCRIPTION
HAZARD
INDEX
NO.(2)
A-]
Theater with stage
6
A-2
Night Club
7
A-3
Theater without stage
5
A-3
Restaurant
5
A-3
Lecture halls, recreations centers,
museums, libraries, similar
assembly buildings
4
A-4
Churches
4
B
Business
2
E
Educational (K through 1 2)
4
F
Factory and industrial
3
H
High hazard
8
1-1,1-3
Institutional restrained
5
1-2
Institutional incapacitated
4
M
Mercantile
3
R-l
Hotels, motels
2
R-2
Multi-family
2
R-3
One and two familv
2
S-l
Storage, moderate hazard
3
S-2
Storage, low hazard
1
Notes to Table 3404:
(1) See 780 CMR 3 and 4 and Appendix F.
(2) Hazard Index Modifier for selected construction
types as follows:
(a) When a building is classified in construction Type
1A, IB, 2A, or 2B, subtract one from the Hazard index
shown in Table 3403 for the applicable proposed new
use group only.
(b) When a building is classified in construction Type
2C or 5B, add one to the Hazard index shown tn
Table 3403 for the applicable proposed new use group
only. Exception: Partially Preserved Historic
Buildings (780 CMR 3409).
780 CMR 3404.0 REQUIREMENTS FOR
CONTINUATION OF THE SAME USE
GROUP OR CHANGE TO A USE GROUP
RESULTING IN A CHANGE IN HAZARD
INDEX OF ONE OR LESS
3404.1 General: The requirements of 780 CMR
3404.0 and applicable provisions of 780 CMR 3408
shall apply to all repairs and alterations to existing
buildings having a continuation of the same use
group or to existing buildings changed in use group
of one or less hazard index (Table 3403)
3404.2 Requirements exceeding those required
for new construction: Existing buildings which, in
part or as a whole, exceed the requirements of
780 CMR may be altered^ in the course of
compliance with 780 CMR 34, so as to reduce or
remove, in part or completely, features not required
by this code for new construction.
Exception: Pursuant to M.G.L. c. 148, § 27 A
fire protection devices, shall not be disconnected
(temporarily or permanently), obstructed,
removed or shut off or destroyed without first
procuring a written permit from the head of the
local fire department
3404.3 New building systems: Any new building
system or portion thereof shall conform to 780 CMR
for new construction to the fullest extent practical.
However, individual components of an existing
building system may be repaired or replaced without
requiring that system to comply fully with the code
for new construction unless specifically required by
780 CMR 3408
3404.4 Alterations and repairs: Alterations or
repairs to existing buildings which maintain or
improve the performance of the building may be
made with the same or like materials, unless
required otherwise by 780 CMR 3408 Alterations
or repairs which have the effect of replacing a
building system as a whole shall comply with
780 CMR 3404.3
3404.5 Number of Means of Egress Every floor or
story of any existing building shall provide at least
the number of means of egress as required by
780 CMR 3400.4 and which are acceptable to the
building official.
3404.6 Capacity of exits: All required means of
egress shall comply with 780 CMR 1009.0. Existing
means of egress may be used to contribute to the
total egress capacity requirement based on the unit
egress widths of 780 CMR 1009.0.
3404.7 Exit signs and lights: Exit signs and
lighting shall be provided in accordance with
780 CMR 1023.0.
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REPAIR, ALTERATION, ADDITION AND CHANGE OF USE OF EXISTING BUILDINGS
3404.8 Means of egress lighting: Means of egress
lighting shall be provided in accordance with
780 CMR 1024.0.
3404.9 Height and Area limitations: The height
and area requirements of 780 CMR 5 shall apply to
existing buildings when such existing buildings are
modified by addition and/or change in use.
Modifications to the height and area requirements as
provided in 780 CMR 504.0 and 506.0 are
permitted.
3404.10 Existing Fire and party walls: No further
compliance is required with 780 CMR 707.0. The
height above the roof of existing fire, party and
exterior walls need not comply with 780 CMR
3404.0
3404.11 Fire Protection Systems: Fire Protection
Systems: Design, installation and maintenance of
fire protection systems shall be provided in
accordance with 780 CMR 3404.3 and 780 CMR
3404.12.1 as applicable.
3404.12 Fire protection systems are required for
the following cases:
1 . Additions where required by 780 CMR 9.0 for
the specific use group.
2. For existing buildings and additions to existing
buildings, where required by 780 CMR 9 or
where required by 780 CMR 506 to satisfy height
and area requirements.
3. Existing buildings, or portions thereof which
are substantially altered or substantially
renovated, and where otherwise required by
780 CMR 9.0 for the specific use group.
Note: Notwithstanding the provisions of
780 CMR 3404.10, automatic Fire Suppression
systems are required in'municipalities which have
adopted the provisions of MGL cl48 § 26G, H or
I (See Official Interpretation Number 45-96 listed
in Appendix B).
3404.13 Enclosure of stairways: Open stairways
are prohibited except in one- and two-family
dwellings or unless otherwise permitted by
780 CMR 10. There shall be no minimum
fireresistance rating required for an existing
enclosure of a stairway. Partitions or other new
construction which is added in order to fully and
solidly enclose a stairway shall provide a minimum
fireresistance rating of one hour. All doors in the
enclosure shall be self-closing and tight-fitting with
approved hardware. All doors in those portions of
the stairway which are fireresistance rated shall
comply to the applicable provisions of 780 CMR 9.
3404.14 Assembly Use Groups: Notwithstanding
the provisions of 780 CMR 3404, Assembly Use
Groups shall comply with the provisions of
780 CMR 3400.3, item 6.
3404.15 Institutional Use Groups: Notwithstanding
the provisions of 780 CMR 3404, Institutional Use
Groups shall comply with the provisions of
780 CMR 3400.3, item 7.
3404.16 Residential Use Groups: Notwithstanding
the provisions of 780 CMR 3404, Residential Use
Groups shall comply with the provisions of
780 CMR 3400.3, item 8.
3404.17 Fire hazard to adjacent buildings: Any
proposed change in the use or occupancy of an
existing building which has the effect of increasing
the fire hazard to adjacent buildings shall comply
with the requirements of Table 705.2 for exterior
wall fire resistance rating requirements, or with
approved compliance alternatives.
3404.18 Accessibility for Persons with
Disabilities: Accessibility requirements shall be in
accordance with 521 CMR as listed in Appendix A.
3404.19 Energy Conservation: Energy
conservation requirements shall be in accordance
with 780 CMR 3407.0.
780 CMR 3405.0 REQUIREMENT FOR
CHANGE IN USE GROUP TO TWO OR
MORE HAZARD INDICES GREATER
3405.1 General: When the existing use group is
changed to a new use group of two or more hazard
indices higher (as provided in Table 3403), the
existing building shall conform to the requirements
of the code for new construction, except as provided
in 780 CMR 3408.
3405.2 Accessibility for Persons with Disabilities.
Accessibility requirements shall be in accordance
with 521 CMR as listed in Appendix A.
780 CMR 3406.0 COMPLIANCE
ALTERNATIVES
3406.1 General: Where compliance with the
provisions of the code for new construction, required
by 780 CMR 34, is impractical because of
construction difficulties or regulatory conflicts,
compliance alternatives may be accepted by the
building official.
Examples of compliance alternatives which have
been used are provided in Appendix F. The
building official may accept these compliance
alternatives or others proposed.
3406.2 Documentation: In accordance with
780 CMR 3402.5. the building official shall ensure
that the BBRS is provided with information
regarding compliance alternatives accepted or
rejected by the building official.
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THE MASSACHUSETTS STATE BUILDING CODE
780 CMR 3407.0 ENERGY PROVISIONS
FOR EXISTING BUILDINGS
3407.1 General: 780 CMR 3407.0 establishes the
energy provisions for existing buildings governed by
780 CMR 3404.0. Existing buildings governed by
780 CMR 3404.0, 3405.0, or by the code for new
construction shall comply with the requirements of
780 CMR 13 for new construction.
3407.2 Compliance: Alterations to any building
component affecting energy conservation
performance of an existing building shall comply
with:
(a) 780 CMR 3407, Table 3407 (COMPONENT
VALUES FOR ALTERED ELEMENTS) and all
applicable subsections of 780 CMR 13.0, or;
(b) 780 CMR 1314.4 for thermal envelope
requirements and all other applicable
requirements of 780 CMR 13.0, or;
(c) 780 CMR 1314.5 for thermal envelope
requirements and all other applicable
requirements of 780 CMR 13.0, or;
(d) 780 CMR 13 15.0 in its entirety, or;
(e) 780 CMR 1315.0 as supplemented by
780 CMR 1316.0
3407.3 Exempt buildings: Refer to 780 CMR
1301.4 for thermally exempt buildings and
780 CMR 1313.1.2 for lighting exemptions.
3407.4 Compliance exceptions
3407.4.1 Fenestration: When alterations to a
wall assembly include only altering the
fenestration component, the areas of fenestration
may be decreased or replaced with an opaque wall
element made to comply with the thermal
transmittance value of the existing wall.
3407.4.2 Ordinary repairs: Ordinary repairs
need not comply with the energy provisions.
3407.4.3 Roofs: Compliance of the roof/ceiling
assembly is not required unless the existing
roofing material is stripped off the roof deck.
However, if a structural analysis by a registered
professional engineer shows that the roof will not
support the additional live loads imposed by
compliance of the roof/ceiling assembly, or, if
such analysis shows that addition of the required
amount of insulation will cause ponding of water,
then compliance of the roof/ceiling assembly is
not required.
TABLE 3407
COMPONENT VALUES FOR ALTERED ELEMENTS
WALLS
All wall construction containing heated or mechanically cooled space
0.08
6,8
Foundation Walls
Including Band
Containing heated or mechanically cooled space
Containing unheated space
0.08
0.17
4
Roof/Ceiling Assembly
Wood plank and beam construction containing heated or mechanically
cooled space
0.08
1
Roof/Ceiling Assembly
Construction other than wood plank and beam containing heated or
mechanically cooled space
0.05
Doors, Skylights and
Windows
All construction enclosing heated or mechanically cooled space
0.65
0.65
2,7
5
6
Floors
Floor sections over area exposed to outside air or unheated areas
Unheated slab on grade
Heated slab on grade
0.08
5.50 (R)
7.75 (R)
3
Mechanical Equipment
Heating, cooling, sizing and efficiency
780 CMR 1310.0,
13 1 1.0
9
Equipment Controls
Humidistats, thermostats & zoning
780 CMR 1310.0
9
Duct and Pipe
Insulation and
Construction
Located in or on buildings
7S0CMR 1310.0
1310.0
Electrical Distribution.
-
780 CMR 1312.0
1312.3
Lighting
Lighting
780 CMR 1313.0
Note 1. Wood plank and beam assemblies are constructions in which the finished interior surface is the underside of
the roof deck.
Note 2. Double glazing or storm windows will satisfy the required U Value of 0.65.
Note 3. Insulation may be omitted from floors over unheated areas when foundation walls are provided with a U value
of 0.17.
Note 4. The U value requirement of 0. 1 7 for foundation walls may be omitted when floors over unheated spaces are
provided with a U value of 0.08.
Note 5. Allowable air infiltration values for windows - .50 cfm/lin. ft. of operable sash crack; residential doors -
(sliding) .50 cfm/sf, (entrance) 1.25 cfm/sf.; commercial doors 1 1 cfm/lin. ft.
450
780 CMR- Sixth Edition
2/10/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
REPAIR ALTERATION, ADDITION AND CHANGE OF USE OF EXISTING BUILDINGS
Note 6. The first floor exterior envelope of business and mercantile use groups shall have an overall thermal
transmittance value not greater than .65 in lieu of individual component values for walls and fenestration.
Note 7. When the glass area is increased, the glass and wall components which are altered shall comply with the
component values in Table 3407. The extent of wall made to comply shall be equivalent to the decreased opaque wall
area.
Note 8. When any alterations to the exterior wall component exposes the wall cavity or, when a finished system is
added to a wall having no cavity, the wall must comply with the values in Table 3407.
Note 9. When mechanical system compliance is required on an existing system, only the portions of the system altered
and any other portions which can reasonably be incorporated need comply.
780 CMR 3408.0 STRUCTURAL
REQUIREMENTS FOR EXISTING
BUILDINGS
3408.1 General Requirements
3408.1.1 Buildings Constructed on or after
January 1, 1975: The structural systems of
existing buildings which were constructed under
a building permit issued on or after lanuary 1,
1975 shall conform to the requirements for new
construction of either the current edition of
780 CMR (the Massachusetts State Building
Code), or to the edition in effect on the date of the
permit plus applicable provisions of 780 CMR
3408.0 of the current edition of the code.
Provisions of 780 CMR 3408.0 which are less
stringent than the code in effect on the date of the
permit shall not apply.
3408.1.2 Buildings Constructed prior to
January 1, 1975: The structural systems of
existing buildings constructed under a building
permit issued prior to lanuary 1, 1975 shall
conform to 780 CMR 3408.0 and the building
code applicable at the time of the original building
permit. In the event of conflict between the prior
code and 780 CMR 3408.0, the provisions of
780 CMR 3408.0 shall govern.
3408.1.3 Structural Engineering Services: For
buildings subject to construction control, as
determined in 780 CMR 116, the Owner shall
retain a registered professional engineer qualified
in the structural design of buildings (hereinafter
called the structural engineer) to perform all
structural engineering required by 780 CMR. For
purposes of determining applicability of
construction control, the volume of enclosed
space shall include the entire existing building
and all proposed additions. (See 780 CMR 1 16. 1
for buildings exempt from construction control.)
3408.2 Evaluation of Existing Buildings: The
structural engineer shall make a structural evaluation
of the existing building to determine the adequacy of
all structural systems that are affected by alteration,
addition, change of use, or damage to be repaired.
The evaluation shall include review of relevant
available documentation about the building design
and construction, a field investigation of the existing
conditions, and a structural analysis. When deemed
necessary by the structural engineer, the evaluation
shall also include detailed field surveys, testing, and
laboratory analysis. Refer to 780 CMR F-104 in
Appendix F. When new structural elements or
strengthening of existing elements is necessary, the
evaluation shall include the effects of such new
elements and strengthening. A report on the
structural evaluation shall be submitted to the
building official with the application for the building
permit.
3408.2.1 Field Investigation: The field
investigation of an existing building shall be
sufficient to determine the location, size, details,
and conditions of existing structural elements, and
to verify structural information on the drawings of
the existing building, if said drawings exist.
3408.2.2 Structural Analysis: The structural
analysis shall include analysis of all structural
systems affected by the proposed alteration,
addition, change in use or repair, or for which
design loads are specified in 780 CMR 3408, and
shall be adequate to demonstrate the ability of
new and existing systems to support the required
loads.
3408.2.3 Field Observations During
Construction: The structural engineer shall make
periodic field visits during the progress of the
construction work on the existing building in
order to observe and verify the assumed
conditions on which the structural design was
based, and shall modify the design should the
observed conditions differ in any significant
manner from those on which the structural design
was based. The structural engineer shall provide
a written notification to the building official of
changes to the contract documents as shown on
the permit application.
3408.2.4 Geotechnical Explorations:
Explorations shall be performed as necessary to
determine the subsoils and the type and condition
of existing foundations for the lateral load
analysis of foundations required in 780 CMR
3408.3.4 and for the liquefaction evaluation
required in 780 CMR 3408.7.
3408.3 General Structural Design Requirements:
The provisions of 780 CMR 3408.3 shall apply to
the structural analysis and design of additions,
alterations, changes in use, and repairs to existing
buildings. Specific requirements for additions, and
for alterations or changes of use, or repairs are
prescribed in 780 CMR 3408 4 and 3408.5
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
451
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
respectively. Additional requirements for
earthquake analysis and design are prescribed in
780 CMR 3408.6.
3408.3.1 New Structural Members and
Systems: All new structural elements and
systems, whether in new additions or in existing
construction, shall be designed and constructed in
accordance with the code requirements for new
construction using the loads and criteria specified
in 780 CMR 3408.0.
3408.3.2 Existing Structural Members and
Systems: Strength of existing systems, elements,
and connections shall be determined in
accordance with current accepted engineering
practice, using the actual strength and other
physical properties of the existing materials.
Alternatively, except for earthquake design,
applicable design codes at the time of
construction may be used to determine the
strength of existing systems, elements and
connections, provided that the allowable stresses
specified in those codes are not exceeded, and
provided the applicable provisions of those codes
have not since been found to endanger public
safety.
3408.3.2.1 Strength of Existing Materials:
The strength of existing materials shall be
determined by tests or from generally accepted
historical records.
3408.3.2.2 Reuse of Existing Structural
Members: Existing structural members in
sound structural condition may be reused,
providing analysis in accordance with
780 CMR 3408.3.2 demonstrates adequate
capacity to support the loads required by
780 CMR 3408.0.
3408.3.3 Reinforcement and Repair of Existing
Construction: Repair or reinforcement of
existing structural elements or systems shall be
designed and constructed in accordance with the
code requirements for new construction, using the
loads and criteria specified in 780 CMR 3408.0,
and in the case of existing materials, using the
actual physical properties of the existing
materials. Alternatively, for other than
earthquake design, design codes applicable at the
time of construction of the existing building may
be used, provided that the allowable stresses
specified in those codes are not exceeded, and
provided the applicable provisions of those codes
have not since been found to endanger public
safety.
3408.3.4 Lateral Load Analysis: Lateral load
analysis of a building required by the provisions
of 780 CMR 3408.0 shall:
1. Consider all walls, frames, diaphragms, and
other structural elements that may contribute to
lateral load resistance.
2. Consider eccentricity of center of applied
wind load from center of rigidity of the
structure.
3. Consider relative stiffnesses of resisting
elements.
4. Consider flexibility of diaphragms where
appropriate.
5. Include calculations of total lateral
earthquake force as prescribed in 780 CMR
3408.6.1.
6. Include calculations of distribution of
lateral earthquake force as in 780 CMR
1612.5.2, of horizontal torsional moments as in
780 CMR 1612.5.3, of overturning as in
780 CMR 1612.5.4, and of lateral forces on
foundations and retaining walls as in 780 CMR
1612.4.9.
3408.3.5 Existing Lateral Load Capacity:
Alterations shall not be made to elements or
systems contributing to the lateral load resistance
of a building which would reduce their capacity to
resist lateral loads, unless a structural analysis
conforming to 780 CMR 3408.3.4 shows:
1. That the lateral load resisting system of the
building as altered conforms to 780 CMR
1611.0 and 1612.0 of the code for new
construction, or
2. That the lateral load resisting system as
altered conforms to all applicable minimum
load requirements of 780 CMR 3408, and that
there is no reduction in the lateral load capacity
of the building as a whole.
Existing elements or systems may be reinforced or
replaced with new elements or systems of
equivalent strength and stiffness, in order to meet
these requirements.
A building which complies with 780 CMR
1611.0 and 1612.0 except that the lateral load
resisting system does not conform to the detailing
requirements of 780 CMR 19 through 23 for the
structural materials and seismic load resisting
system employed, may be considered to be in
compliance with 780 CMR 3408.3.5 if the lateral
load resisting system can safely resist a lateral
force calculated in accordance with the formulae
in 780 CMR 1612.4, but with lateral force factors
(R) and force modification factors as stipulated in
Tables 3408.2 and 3408.3, respectively.
3408.3.6 Load Combinations: The loads
specified in 780 CMR 3408.0 shall be combined
in accordance with 780 CMR 1616.0.
3408.3.7 Live Load Reduction: Live loads
specified in 780 CMR 3408.0 may be reduced as
permitted in 780 CMR 1608.0.
3408.3.8 Deficient or Damaged Structural
Members: Existing structural members that are
found to be deficient or damaged, either prior to
or during an alteration or addition, shall be
repaired, replaced, or reinforced so that their load
452
780 CMR - Sixth Edition
2/10/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
REPAIR, ALTERATION, ADDITION AND CHANGE OF USE OF EXISTING BUILDINGS
capacities conform to the requirements of
780 CMR 3408.5. Existing structural members
shall be considered deteriorated or damaged if
their capacity is less than 85% of the strength
required by 780 CMR 3408.1.1 or 3408.1.2, as
applicable.
3408.4 Additions:
3408.4.1 Live, Dead, Snow and Special Loads:
Additions shall be designed to support the live
load, dead, snow and special loads specified in
780 CMR 1605.0 through 1610.0 and 1613.0
through 1615.0, inclusive. Where additions are
supported on existing construction, the existing
structural elements shall be reinforced or
replaced, if necessary, to support these loads.
3408.4.1.1 Snow Drifts and Sliding Snow:
Where the geometry of an addition may cause
snow drifting or sliding snow on existing
adjacent construction, the affected existing
construction shall be reinforced so that it will
support the snow loads specified in 780 CMR
1610.0.
3408.4.2 Wind Loads:
3408.4.2.1 Structure-As-A-Whole: When the
aggregate of all additions made to a building
since January 1, 1975 produce effects due to
the wind loads specified in 780 CMR 1611.0
that are more than 10% of the capacity of the
existing lateral load resisting system of the
building, a lateral load resisting system shall be
provided so that the structure-as-a-whole will
resist the wind loads specified in 780 CMR
161 1.0. When such effects due to wind are less
than 10% of the capacity of the existing lateral
load resisting system, a lateral load resisting
system shall be provided, where necessary, so
that the structure-as-whole will resist the wind
loads specified for Exposure A in 780 CMR
1611.0. Where portions of a building are
structurally independent, the above
requirement shall apply to each structurally
independent portion.
3408.4.2.2 Walls and Roofs: New parts of
enclosure walls and roofs that are subjected
directly to the wind, and their local supporting
structural elements, shall be designed to resist
the wind loads specified in 780 CMR 1611.0.
Existing local supporting structural elements of
enclosure walls and roofs that are not altered
need not comply with 780 CMR 161 1.0.
3408.4.3 Earthquake Loads: All new materials
and portions of the structure shall conform to all
applicable provisions of 780 CMR 1612.0.
Compliance of existing portions of the structure to
780 CMR 1612.0 is not required, except as
stipulated in 780 CMR 3408.4.3.1 and 3408.4.3.2.
3408.4.3.1 Structurally Separated Additions:
Additions which are structurally separated
from the existing portion of the building in
accordance with 780 CMR 1612.4.8 shall be
considered as separate structures for
earthquake design purposes, and shall conform
to all provisions of 780 CMR 1612.0. Existing
portions of the structure need conform only to
780 CMR 3408.5.
3408.4.3.2 Additions Not Structurally
Separated: Existing portions of buildings with
new additions which are not structurally
separated from the existing structure shall meet
the following seismic design criteria:
1 . If both the area and the weight of the
building are increased by less than 10%,
earthquake resistance of the existing portion
of the building need only comply with
requirements of 780 CMR 3408.3.5.
2. If either the area or weight of the building
is increased by 10% or more, but neither is
increased by more than 100%, the following
seismic design criteria shall apply:
a. The structure shall be designed to resist
a percentage of the base earthquake force,
calculated in accordance with the
requirements of 780 CMR 3408.6. 1 .1, not
less than that given in Figure 3408. 1 .
b Existing structural elements not
conforming to the detailing requirements of
780 CMR 19 through 23 may be
considered effective in resisting lateral
seismic loads, providing that their design
seismic force is calculated in accordance
with 780 CMR 3408.6.1.
c. The existing building shall be
investigated for the presence of special
earthquake hazards as described in
780 CMR 3408.6.3, and all such hazards as
are present shall be corrected in accordance
with the provisions of 780 CMR 3408.6.3.
3. If either the area or weight of the building
is increased by more than 100%, the structure
as a whole shall comply with the code for
new construction. Existing elements that do
not conform to the requirements of 780 CMR
19 through 23 shall not be considered
effective in resisting lateral seismic loads.
4. For the purposes of 780 CMR 3408.4.3.2,
"area" shall mean the total of all gross floor
and roof areas supported by the building
structure, and "weight" shall have the same
meaning as "W" as defined in 780 CMR
1612.5.1. Percentage changes in building
area and weight shall be calculated by
dividing the total area or weight of the
structure after the proposed addition by the
total area and weight existing five years prior
to the date of the current building permit
application.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
453
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Figure 3408.1
MINIMUM PERCENTAGE OF LATERAL
EARTHQUAKE LOAD
Percent Increase in
Weight or Area
Percentage of Lateral
Force from 3408.6. 1
10
40
20
50
30
60
40
70
50
80
60
90
70
100
80
100
90
100
100
100
3408.4.4 Change in Use: If an addition is
accompanied by a change in use, the more
stringent requirements for addition or change in
use shall apply
FIGURE 3408.1
MINIMUM PERCENTAGE OF LATERAL
EARTHQUAKE LOAD
~~~)f^~. 4 4
Percent Increase n WergH or Area
3408.5 Alterations, Repairs and Changes of Use:
The following requirements apply to existing
buildings which are altered or repaired, or for which
there is a change of use.
3408.5.1 Floor Loads: Except as provided in
780 CMR 3408.5.2, the load capacity of all floors
affected by alterations, repairs or changes in use
shall be adequate to support the loads required by
780 CMR 1605.0 through 1608.0, 1613.0 and
1614.0, inclusive, or the floors shall be reinforced
or replaced with new structural members.
3408.5.2 Posted Live Load: Except for Use
Groups, F, I, and S, any existing building in
which a new use requires greater live loads may
be posted for the originally approved live loads,
provided that the use is controlled in a way
acceptable to the building official, and so that the
public safety is not endangered thereby
3408.53 Wind Loads: The wind load capacity of
the structure-as-whole shall not be less than that
required for Exposure A in 780 CMR 1611.00.
The existing lateral load resisting system shall be
reinforced or new lateral load resisting elements
or systems shall be added, as necessary, to meet
this requirement.
Exception: The building official may waive
this requirement if the alterations are minor
and if there is not change in use. and if the
structural engineer certifies that there are no
alterations to structural elements.
3408.5.4 Earthquake Loads:
3408.5.4.1 Seismic Hazard Category for
Existing Buildings: The Seismic Hazard
Category for existing buildings shall be
determined from Table 3408.1 on the basis of
the proposed change in use, change in
occupancy and cost of alterations.
Table 3408.1
SEISMIC HAZARD CATEGORY
CHANGE IN OCCUPANCY OR COST OF ALTERATIONS
CHANGE IN USE (1)
Occupancy increased by more than 25% and to
a total occupancy of 100 or more; or total cost
of alterations exceeds 50% of the assessed
(2)
valuation of the building.
All other changes in occupancy, and
total cost of alterations less than or equal
to 50% of assessed valuation of the
building.
Change from Use Group with Hazard
Index less than 4 to Use Group with
Hazard Index of 4 or greater, or
Seismic Hazard Exposure Group III
per Table 1612.2.5.
3
2
All other changes in Use Group, or no
change in Use Group.
2(3)
,(3)
Note 1. Refer to Table 3403 and Appendix F, Table F-l for the Hazard Index of any use group. Adjustments to the
Hazard Index indicated in the footnotes to Table 3403 shall not be applied for determination of Seismic Hazard
Category.
454
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
REPAIR ALTERATION, ADDITION AND CHANGE OF USE OF EXISTING BUILDINGS
Note 2. Total cost of alterations shall include the cost of alterations proposed under the current building permit
application, plus the cost of any alterations covered by building permits in the two-year period preceding the date of
the current permit application. The assessed valuation shall be as of the date of the current building permit application
Note 3. When there is no change in use, the following costs may be excluded from the total cost of alterations:
a. Costs incurred by requirements for compliance with the following:
i. Americans With Disabilities Act
ii. Massachusetts Architectural Access Board Regulations, 52 1 CMR
iii M.G.L. c. 148, § 26AV4 requiring sprinklers in existing high-rise structures.
b.Costs incurred for improvements in:
i. Sprinklering
ii. Smoke and heat detection
iii. Fire alarm systems
iv. Exit enclosures
3408.5.4.2 Partial Change of Use: For
buildings in which more than 33% of the totai
floor area is classified as Seismic Hazard
Category 2 or 3, the earthquake design of the
entire building shall be governed by the
requirements applying to that higher Seismic
Hazard Category.
3408.5.4.3 For Seismic Hazard Category 1:
Earthquake resistance need only comply with
the requirements of 780 CMR 3408.3.5.
3408.5.4.4 For Seismic Hazard Category 2.
Earthquake resistance shall comply with the
requirements of 780 CMR 3408.3.5, and the
existing building shall be investigated for the
presence of special earthquake hazards as
described in 780 CMR 3408.6.3, and all such
hazards that are present shall be corrected in
accordance with the provisions of 780 CMR
3408.6.3.
3408.5.4.5 For Seismic Hazard Category 3:
Full compliance with 780 CMR 1612.0 is
required, except as provided in 780 CMR
3408.5.4.6 and 3408.6.4, and except that
existing structural systems not conforming to
the requirements of 780 CMR 19 through 23
may be considered to participate in resisting
lateral seismic loads, but only if the seismic
design force is calculated in accordance with
780 CMR 3408.6.1.1.
3408.5.4.6 Maximum Lateral Earthquake
Force: When the provisions of 780 CMR
3408.5.4 require compliance with the code for
new construction, or otherwise require design
for minimum lateral seismic force, and the
building is not being extended in area or
height, the design lateral seismic force need not
exceed 75% of the base earthquake force
calculated in accordance with 780 CMR
3408.6.1.1.
3408.6:
3408.6.1 R Factors and Force Modification
Factors for Existing Construction:
3408.6.1.1 Base Earthquake Force: Where
the provisions of 780 CMR require calculation
of earthquake design forces on existing
buildings, a base earthquake force shall be
calculated in accordance with one of the
following methods:
1 Where the lateral load resisting system
conforms to the requirements of 780 CMR
1612., the base earthquake force shall be
calculated using 780 CMR 1612.4 and the
appropriate response modification factor R
from Table 1612.4.4.
2. Where the lateral load resisting system
does not conform to the requirements of
780 CMR 1612.0. the base earthquake force
shall be calculated in accordance with
780 CMR 1612.4 except that the appropriate
response modification factor R from Table
3408.2 shall be used.
3. Where the "lateral load resisting system
does not conform to the requirements of
780 CMR 1612.0, and is not adequately
described by one of the systems identified in
Table 3408.2, the base earthquake force shall
be determined by a properly substantiated
analysis which takes into account the
dynamic and ductility characteristics of the
existing structure, and ground motion
characteristics consistent with the
requirements of 780 CMR 1612.0. The
ductility characteristics used in the analysis
shall be confirmed by physical tests If the
ductility characteristics of the existing
structure cannot be determined, the structure
shall be analyzed on the basis of an R factor
of 1.25.
3408.6.1.2 Earthquake Design Force: The
earthquake design force for the existing lateral
load resisting system shall be equal to the base
earthquake force calculated in accordance with
780 CMR 3408.6.1.1, multiplied by the
appropriate reduction factor from 780 CMR
34084.3.2 or 780 CMR 3408.5 4.6, where
applicable.
3408.6.1.3 Earthquake Force on
Components of Lateral Resisting System:
The earthquake design forces for components
of the lateral load resisting system shall be
determined from the lateral load analysis,
based on the earthquake design force
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
455
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
calculated in accordance with 780 CMR
3408.6.1.2.
Exception: When the design earthquake
force is derived from a base earthquake force
calculated in accordance with 780 CMR
3408.6.1.1, Method 2, design forces for
components of structural systems which are
listed in Table 3408.3 shall be multiplied by
a force modification factor as set forth in that
Table.
3408.6.2 Existing Rigid Elements in
Earthquake Analysis: Existing rigid elements
may be assumed not to participate in the lateral
load resisting system, provided that their effect on
the action of the system is considered and
provided for in analysis and design. In addition,
the effects of the lateral deflection on such rigid
elements themselves and on their attachment to
the building structure shall be considered. Where
the existing rigid elements are load-bearing
elements, such as walls or braced frames, which
do not conform to the detailing requirements of
780 CMR 1903, 2104, 2203 or 2306, as
applicable:
1 . The value of R used in design shall not be
greater than 4, and,
2. The lateral stiffness of the building in any
story, based on the elements assumed in the
design to resist lateral loads, shall not be less
than Vi of the stiffness that would pertain if all
• new and existing elements were considered to
be fully effective in resisting lateral loads.
780 CMR 3408.6.2 shall not apply to buildings
where the required lateral load resistance is
controlled by 780 CMR 3408.3.5.
3408.6.3 Reduction of Earthquake Hazards:
Where the provisions of 780 CMR 3408.0. require
correction of special earthquake hazards, the
following measures shall be taken to reduce
hazards from parapets, masonry walls, and/or
precast concrete structural elements which do not
conform to the requirements of 780 CMR 1612.0:
1. Parapets: All parapets not meeting the
requirements of 780 CMR 1612.0 shall be
removed, or braced so as to meet the
requirements of 780 CMR 1612.7 and, for
unreinforced masonry parapets, 780 CMR
3408.6.4.
2. Masonry walls: All masonry walls shall be
connected to floor or roof diaphragms, or other
elements providing their lateral support, so as
to conform to the requirements of 780 CMR
1612.7. The design force for the connection
shall not be less than 100 pounds per linear
foot of wall. Connections shall not produce
cross-grain bending in wood members.
3. Precast concrete structural elements:
Interconnections of precast concrete structural
elements shall be investigated, and reinforced
if necessary. Connections shall conform to the
requirements of 780 CMR 19.
Table 3408.2
RESPONSE MODIFICATION FACTOR "R"
FOR EXISTING BUILDINGS (U)
BUILDING LATERAL FORCE RESISTING
SYSTEM
R
cd
Wood Systems
Light Framed Plywood Shear Walls 3 Stories or Less
Other Wood Buildings
6.5
5
4
3
Steel Systems
Steel Moment Frame
Steel Braced Frame without Gravity Loads in Braces
Steel Braced Frame with Gravity Loads in Braces
Steel Frame with Concrete Shear Walls
4.5
5
4
5.5
4
4.5
3.5
5
Cast-in-Place or Precast Concrete Systems
Concrete Moment Frame
Concrete Frame with Concrete Shear Walls
Unreinforced Concrete Shear Walls
3
4.5
1.5
2.5
4
1.5
Unreinforced Masonry Systems
Infill Shear Walls in Complete Steel or Concrete
Frame
Shear Wall Systems with Partial Steel or Concrete
Frame
Bearing Wall Systems
1.5
1.38
1.25
1.5
1.38
1.25
Note 1. See Table 3408.3 for Force Modification Factors
applicable to Components of Lateral Force Resisting
Systems.
Note 2. For buildings deriving lateral load resistance
from a combination of structural systems:
a. For vertical combinations with a regular flexible
upper portion above a rigid lower portion, perform a
two-stage analysis. Evaluate the flexible upper portion
as a separate structure supported laterally by the rigid
base. Evaluate the base structure as a separate
structure, adding the base shear and overturning
moment from the upper structures as lateral forces
applied at the top of the base structure.
b. For combinations along different horizontal axes,
use values of R and Cd for the principal system in the
respective directions, except in buildings deriving a
significant portion of lateral resistance from bearing
walls. For these buildings, use the values of R and C^
associated with the bearing wall system for all
directions.
c. For other combinations, use the lowest value of R
(and corresponding value of Cd) of all systems
participating in lateral load resistance.
Note 3. To qualify for a R factor of 1.50, infill walls
must bear tightly on surrounding frame members on all
four sides. In all other cases, use a R factor of 1.38.
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Table 3408.3
FORCE MODIFICATION FACTORS FOR
COMPONENTS OF LATERAL LOAD
RESISTING SYSTEMS
FORCE
STRUCTURAL COMPONENT
MODIFICATION
FACTOR (1)
Structural Steel Systems
All forces in bracing connections not
0.4R
conformingto 780 CMR 2204.3.1.
All forces in column connections using
partial penetration welds not con-
0.8R
forming to relevant portions of 780
CMR 2203.0.
All forces in members and connections
0.8R
of open web steel joists resisting
earthquake loads.
Cast-in-Place and Precast Concrete
Systems
Moment at any cross-section of a fiex-
0.8R
ural member where the reinforcing
ratio is less than 200/fy, or where the
reinforcing consists of less than two
bars, or is less than V* of the amount
of reinforcing in the opposite face of
the member.
Moment and shear in any beam without
0.4R
closed stirrups at a maximum spacing
of d/4 over a distance of 1 '/id from
each end of the clear span.
Moment and shear in any column
0.8R
without ties as a spacing not exceed-
ing the smaller of times the diam-
eter of the smallest enclosed bar, 24
tie bar diameters, or Vz the smallest
dimension of the member, over a dis-
tance from each end of the member
not less than 1 16 the clear height of
the column, the largest dimension of
the member, or 1 8 inches.
Force in concrete shear wall reinforcing
0.8R
with splices that do not develop the
full yield stress of the reinforcing in
tension.
Shear in shear walls not conforming with
0.4R
minimum wall reinforcing
requirements.
Axial force in any column supporting a
0.8R
discontinuous stiff element, such as a
shear wall, resisting axial loads,
unless the column has special trans-
verse reinforcement over its full
height.
All forces in precast concrete connec-
0.8R
tions not conforming to the require-
ments of 780 CMR 19
All Systems
Shear in any story where the strength of
0.8R
all shear resisting elements is less
than 65% of the strength of all shear
resisting elements in the story above.
Note 1.
1.0.
Force Modification Factor shall not be less than
3405.6.4 Existing Unreinforced Masonry
Walls: Where compliance with the code for new
construction is required by 780 CMR 3408.0,
existing unreinforced masonry walls in sound
condition may continue in service, providing:
1 . They are adequately tied to the structural
elements providing their lateral support; and,
2. The ratio of unbraced height or length to
nominal thickness in at least one direction does
not exceed 20 for walls spanning laterally
between two supports, nor 4 for cantilever
walls and parapets; and,
3. The wall is of sufficient strength to resist
the required earthquake forces from 780 CMR
1612.7.
Masonry walls allowed to be unreinforced by the
provisions of the code for new construction and
which satisfy all provisions of the code for new
construction need not satisfy 780 CMR 3408.6.4
item 2. Additional bracing or structural ties may
be provided to meet these requirements.
Unreinforced walls continuing in service under
780 CMR 3408.6.4 shall not be considered
effective as shear walls resisting lateral
earthquake force specified in 780 CMR 16, except
where the provisions of 780 CMR 3408.0
specifically permit use of structural systems not
conforming to 780 CMR 2104.
3408.6.5 Changes in Building Mass: A reduction
in the weight of a building shall not be considered
to offset a reduction in lateral load capacity of the
building, in evaluating compliance with 780 CMR
3408.3.5, except that the weight of the building as
altered shall be used in evaluating compliance
with 780 CMR 1612.0. An increase in the weight
of the building shall be considered as an addition,
for purposes of determining earthquake resistance
requirements (see 780 CMR 3408.4).
3408.7 Liquefaction Evaluation for Existing
Buildings: The subsoils supporting the existing
building shall be evaluated to determine the potential
for liquefaction, and if necessary the subsoils and/or
foundations shall be improved to prevent failure in
the event liquefaction occurs, as required below:
1. Existing buildings with Seismic Hazard
Category 1 (see 780 CMR 3408.5.4 and Table
3408.1) shall not require evaluation of
liquefaction potential or compliance with
780 CMR 1805.3.
2. Existing buildings with Seismic Hazard
Category 2 or 3 (see 780 CMR 3408.5.4 and
Table 3408.1) shall comply with the requirements
of 780 CMR 1805.3.
3. Existing buildings with structurally separate
additions shall comply with 3408.7 item 1 or 2,
based on the Seismic Hazard Category of the
existing building.
4. Existing buildings with structurally attached
additions which meet the requirements of
780 CMR 3408.4.3.2, item 1, and which are
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classified as Seismic Hazard Category 1 (see
780 CMR 3408.5.4 and Table 3408.1), shall not
require evaluation of liquefaction potential or
compliance with 780 CMR 1805.3.
5. Existing buildings with structurally attached
additions which meet the requirements of
780 CMR 3408.4.3.2, item 2, and which are
classified as Seismic Hazard Category 1 or 2,
shall comply with the requirements of 780 CMR
1805.3, except that the blow count scale in Figure
1805.3 may be multiplied by the appropriate
reduction factor from Figure 3408. 1.
6. Existing buildings with structurally attached
additions which meet the requirements of
780 CMR 3408.4.3.2, item 3, shall. comply with
the requirements of 780 CMR 1805.3.
780 CMR 3409.0 HISTORIC BUILDINGS
3409.1 Scope: The provisions of 780 CMR 3409.0
shall govern all buildings and structures in the
Commonwealth which are legally designated as
historic buildings. 780 CMR 3409.0 shall preempt
all other regulations of 780 CMR governing the
reconstruction alterations change of use and
occupancy, repairs maintenance and additions for
the conformity of historic buildings and structures to
780 CMR with the exception of 780 CMR 122.0 for
appeals, or unless otherwise specified (see
Appendix H). There is no obligation for owners of
historic properties to apply for 780 CMR 3409.0.
3409.1.1 Key Definitions: The following five
definitions are found in 780 CMR 3401. 1, but are
also presented here as such definitions form a
significant portion of 780 CMR 3409.
Historic buildings: (a) Any building or structure
individually listed on the National Register of
Historic Places or (b) any building or structure
evaluated by MHC to be a contributing
building within a National Register or State
Register District, (c) any building or structure
which has been certified by the Massachusetts
Historical Commission to meet eligibility
requirements for individual listing on the
National Register of Historic Places. Historic
building shall be further defined as totally or
partially preserved buildings. All entries into
the totally preserved building list shall be
certified by the Massachusetts Historical
Commission. The Board of Building
Regulations and Standards shall ratify all
buildings or structures certified by the
Massachusetts Historical Commission to
qualify for totally preserved listing (see
Appendix H).
Partially preserved buildings: (a) Any building
or structure individually listed on the
National Register of Historic Places or (b)
any building or structure certified as a
historic building by the Massachusetts
Historical (Commission/t and not designated
a totally preserved building in Appendix H.
Restoration: Restoration is the process of
accurately reconstructing or repairing the
forms and details of a building or structure or
portion thereof as it appeared at a particular
period or periods of time by means of
removal of later work/or the replacement of
missing original work
Totally preserved buildings: A totally
preserved building is an historic building or
structure. The principal use of such a
building or structure must be as an exhibit of
the building or the structure itself which is
open to the public not less than 12 days per
year, although additional uses, original and/
or ancillary to the principal use shall be
permitted within the same building up to
maximum of 40% of the gross floor area.
Totally preserved buildings shall be those
listed in Appendix H. All entries into the
totally preserved building list shall be
certified by the Massachusetts Historical
Commission. The Board of Building
Regulations and Standards shall ratify all
buildings or structures certified by the
Massachusetts Historical Commission to
qualify for totally preserved listing (See
Appendix H).
3409.2 Totally preserved buildings:
3409.2.1 State Building Code exceptions: A
totally preserved building shall be subject to the
following exceptions:
1 . Repairs, maintenance and restoration shall be
allowed without conformity to 780 CMR
generally, if the provisions of 780 CMR 3409.4
have been met.
2. In case of fire or other casualty to a totally
preserved building, said building may be rebuilt,
in total or in part, using such techniques and
materials as are necessary to restore it to its
original condition and use group.
3. If a historic building or structure, as a result
of proposed work, would become eligible for
certification as a totally preserved building and
the Massachusetts Historical Commission so
certifies by affidavit, such affidadit is submitted
to the building official with the permit
application, and the building official shall then
allow the work to proceed under the provisions
of 780 CMR 3409.2.
3409.2.2 Mandatory safety requirements: All
totally preserved buildings shall comply to the
following requirements:
3409.2.2.1 Fire protection equipment: Fire
protection equipment shall be provided
according to the following requirements.
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1. Manual fire extinguishing equipment: All
use groups, other than Residential R-3 and R-
4, shall have approved manual fire
extinguishing equipment, as determined by the
head of the local fire department.
2. Fire Protective Signaling Systems (Fire
Alarm Systems): All residential buildings in
use groups R-l, R-2 and R-3 shall conform to
the applicable requirements of 780 CMR 918
and 919 as applicable. All other use groups
shall comply with 780 CMR 3409.2.2.1 items
2.(a) and (b):
(a) Locations: Provide smoke detectors in
accordance with manufacturers listing and
spacing requirements, but not less than one.
for every 1200 square feet of floor area per
level. In addition, all lobbies, common
corridors, hallways and exitway access and
discharge routes shall be provided with
approved smoke detectors installed in
accordance with the manufacturers listing
and spacing requirements but not more than
30 feet spacing between detectors. All
required smoke detectors shall have an alarm
audible throughout the structure or building.
(b) Single station and multiple station
smoke detection devices: Smoke detectors
of single station and multiple station types
shall meet the requirements of UL 217 and
be listed or approved by a nationally-
recognized fire-testing laboratory. All other
smoke detectors shall be listed in accordance
with UL 268 as listed in Appendix A.
3. Manual pull stations: A manual fire alarm
pull station shall be provided in the natural
path of egress in all use groups except R-3 and
R-l. Manual pull stations shall be connected to
the building fire warning system in
conformance with NFPA 72 as listed in
Appendix A.
3409.2.2.1.1 Supervision: Fire protective
signaling systems required by 780 CMR
3409.2.2.1 shall be supervised in accordance
with the requirements of 780 CMR 923.2.
Exception: Residential single and multiple
station smoke detectors.
3409.2.2.2 Exit signs and emergency lights:
Approved exit signs and emergency lighting,
where designated by the local building official,
shall be provided in compliance with 780 CMR
1023.0 and 780 CMR 1024.0.
Exception: All totally preserved buildings
need not comply with 780 CMR 1023.0 and
780 CMR 1024.0 if not occupied after
daylight hours, except that paths of egress
shall have exit signs.
3409.2.2.3 Maximum occupancy: Occupancy
shall be limited by the actual structural floor load
capacity as certified by a qualified Massachusetts
registered professional engineer or architect or
in accordance with 780 CMR 1008.0. whichever
is less. Said floor load shall be posted in
accordance with the procedures set forth in
780 CMR 120.0, 780 CMR 1003.3 and
780 CMR 1617.2. The owner shall submit
evidence of this certification and related
computations to the building official upon
request.
3409.2.2.4 Limited egress: Where one or more
floors of a totally preserved building are limited
to one meats of egress, the occupancy load shall
be computed as follows:
1 Floors below the first story Not more
than one occupant per 100 square feet of gross
floor area with a maximum occupancy of 49.
2. First story: Not more than one occupant
per 50 square feet of gross floor area.
3'. Second story and above: Not more than
one occupant per 100 square feet of gross floor
a area, or 30 occupants per unit of egress
width, whichever condition results in the lesser
occupancy load.
3409.2.2.5 Inspections: The building official
and the fire official shall inspect all totally
preserved buildings not less frequently than once
every year in order to determine that the building
or structure continues to conform to 780 CMR
3409. .3. A qualified Massachusetts registered
professional engineer or architect shall certify
every five years thereafter as to the exact floor
load capacity of the building or structure. The
building official shall certify all totally preserved
buildings not less frequently than once every
year. Fees shall be established at S25.00 per
building per inspection.
3409.2.2.6 Accessibility for Persons with
Disabilities: Accessibility requirements shall be
in accordance with 521 CMR as listed in
Appendix A.
3409.2.2.7 Energy Conservation: Totally
preserved buildings are exempt from the
requirements of 780 CMR 13 and the energy
conservation rewuirements of 780 CMR 36.
3409.3 Partially preserved buildings:
3409.3.1 State Building Code provisions: A
partially preserved building shall be subject to the
following provisions:
1. Existing Systems - individual components of
an existing building system may be repaired or
replaced in kind without requiring that system to
comply fully with the code for new construction.
(See 780 CMR 34, 780 CMR 3404.3: New
Systems)
2. Replacement in kind - when the repair of
historic materials including patching, splicing,
piecing-in, consolidating or reinforcing is not
possible, compatible materials may be
substituted which closely convey the form and
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THE MASSACHUSETTS STATE BUILDING CODE
design as well as the visual appearance of the
existing feature.
3409.3.2 State Building Code exceptions: A
partially preserved building shall be subject to the
following exceptions: Repairs or in kind
replacement of the following features will be
allowed on partially preserved buildings so as not to
compromise the architectural integrity of the
historical characteristics and qualities which
contributed to the eligibility for listing in the
National Register of Historic Places.
1 . Roofing - repair or in kind replacement of an
existing historic roof system (i.e., slate, wood,
clay, tile, metal) shall be permitted without
requiring structural compliance for equivalent
new construction providing that dead and live
loading requirements have not changed.
2. Windows - repair or in kind replacement of
existing historic windows (i.e., frames, sash,
muntins, glazing, sills, molding, shutters) shall
be permitted without requiring energy code
compliance.
3. Entries/Porches - repair or in kind
replacement of existing individual decorative
features of an existing system (i.e. columns,
balustrades, stairs, pilasters, doors, sidelights)
shall be permitted. (See 780 CMR 3409.5.1; 1
2).
4. Wood Siding/Decorative Elements - Repair
or in kind replacement of an existing system
including such items as clapboards, shingles,
cornices, brackets, and window and door
surrounds shall be permitted. (See 780 CMR
3409.5.1; 1 2)
5. Masonry - repair or in kind replacement of
masonry units as part of an existing system (i.e.,
brick, stone, terra cotta, concrete and stucco)
shall be permitted. (See 780 CMR 3409.1; 1 2)
6. Metals - repair or in kind replacement of
existing architectural metals (i.e. cast and
wrought iron, steel, tin, copper and copper
alloys, aluminum, zinc) shall be permitted. (See
780 CMR 3409. 1.1, .2).
7. Interior features - repair or in kind
replacement of non-structural interior features
that areimportant in defining the overall historic
character of a building (i.e., columns, cornices,
baseboards, fireplace mantels, paneling, window
trim, doors, moldings, railings, flooring,
plasterwork) shall be permitted (See 780 CMR
3409.5.1.1, .2)
3409.3.3 Applicability: 780 CMR 3409.3 and
780 CMR 34 shall apply to all partially preserved
Historic buildings.
34093.4 Continuation of use and occupancy: The
legal use and occupancy of any partially preserved
building may be continued without change or
further compliance to 780 CMR. The provisions of
780 CMR 3409.6 shall be required for Historic
buildings accessible to the public on more than 50
days per year.
3409.3.5 Inspection certification and fees:
Partially preserved buildings shall not require
annual inspection unless otherwise stipulated in
780 CMR 106.5 and Table 106.
3409.3.6 Fire damage: If a building or structure is
damaged from fire or other casualty it may be
restored to its original construction or it shall meet
the requirements of 780 CMR provided these
requirements do not compromise the features for
which the building was considered Historic when
listed in the National Register of Historic Places.
34093.7 Change in occupancy: See 780 CMR 34.
3409.3.8 New systems. See 780 CMR 34.
3409.3.9 Lesser and equal hazard: See 780 CMR
34. A partially preserved building classified under
unprotected construction Type 3C or 5B shall have
waived the requirement to add one to the Hazard
Index number (See 780 CMR 34, Table 3403).
3409.3.10 Greater hazard: See 780 CMR 34. A
partially preserved building classified under
unprotected construction Type 3C or 5B shall have
waived the requirement to add one to the Hazard
Index number (See 780 CMR 34, Table 3403).
3409.3.11 Energy Conservation: Partially
preserved buildings are exempt from the energy
requirements of 780 CMR 13 and the energy
requirements of 780 CMR 36.
Exception: Additions to partially preserved
buildings shall comply with the energy
provisions of 780 CMR 13 or of 780 CMR 36,
as applicable.
3409.3.12 Accessibility for Persons with
Disabilities: Accessibility requirements shall be in
accordance with 521 CMR as listed in Appendix A.
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CHAPTER 35
MANUFACTURED BUILDINGS, MANUFACTURED BUILDING COMPONENTS
AND MANUFACTURED HOUSING
(This Chapter is entirely unique to Massachusetts)
780 CMR 3501.0 GENERAL
3501.1 Scope: The provisions of 780 CMR 35 shall
govern the materials, design, manufacture, handling,
storage, transportation, assembly, construction
and/or installation of manufactured buildings and
manufactured building components intended for
installation in the Commonwealth of Massachusetts.
Manufactured buildings or manufactured building
components shall not be installed in any jurisdiction
of the Commonwealth of Massachusetts unless such
manufactured buildings or manufactured building
components have been approved and certified in
accordance with 780 CMR 35, applicable provisions
of 780 CMR, and the Rules and Regulations for
Manufactured Buildings, Manufactured Building
Components and Manufactured Housing, 780 CMR
R3, as listed in Appendix A.
3501.2 Manufactured housing: When constructed
in accordance with the Code of Federal Regulations
(CFR) Title 24, Chapter XX - Office of Assistant
Secretary for Housing - Federal Housing
Commissioner, Department of Housing and Urban
Development, Parts 3280, Manufactured home
construction and safety standards, and 3282,
Manufactured home procedural and enforcement
regulations; manufactured housing shall be exempt
from the provisions of 780 CMR 35.
Exceptions:
1. Foundations for manufactured housing shall
conform to 780 CMR 1806.0;
2. Additions, (when not a manufactured home as
defined herein) and site built modifications shall
conform to 780 CMR in its entirety, as applicable.
780 CMR 3502.0 DEFINITIONS
3502.1 General: The following words and terms
shall, for the purposes of 780 CMR 35 and as used
elsewhere in 780 CMR shall have the meaning
shown herein.
Approved: Approval by the State Board of Building
Regulations and Standards (BBRS).
Manufactured Building Component: Any
manufactured subsystem, manufactured sub-
assembly, or other manufactured system designed
for use in or part of a structure having concealed
elements such as electrical, mechanical, plumbing
and fire protection systems and other systems
affecting health and safety, including variations
which are submitted as part of the building
systems.
Certification: Any manufactured building,
manufactured building component or
manufactured housing which meets the provisions
of applicable codes and 780 CMR R3 pursuant
thereto, as listed in Appendix A; which has been
labeled accordingly.
Code: 780 CMR (The Commonwealth of
Massachusetts State Building Code) or
specialized codes as defined herein, and as listed
in Appendix A.
Department (DPS): The Department of Public
Safety, Division of Inspections.
Inspection Agency: An independent agency,
sometimes referred to as the "third-party agency",
retained by the manufacturer and approved by the
BBRS to perform inspections and evaluations of
manufactured building systems, compliance
assurance programs, manufactured buildings and
manufactured building components.
Installation: The process of affixing, or assembling
and affixing a manufactured building,
manufactured building component or
manufactured housing unit(s) on the building site,
and connecting it to utilities, and/or to an existing
building. Installation may also mean the
connecting of two or more manufactured housing
units designed and approved to be so connected
for use as a dwelling.
Installer of Manufactured Building: An individual,
who on the basis of training and experience, has
been certified by a specific manufacturer of
manufactured building as competent to supervise
the placement and connection required to install
the manufactured homes of that manufacturer.
Said certification by the manufacturer shall be in
writing, and the certified installer shall be issued
picture identification by the manufacturer in
verification of his\her certification.
Label: An approved device or seal evidencing
certification in accordance with the applicable
codes and rules and regulations promulgated
pursuant thereto, and as listed in Appendix A.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Local Enforcement Agency: A department or
agency in a municipality charged with the
enforcement of 780 CMR and appropriate
specialized codes which include, but are not
limited to, 248 CMR (the State Fuel Gas and
Plumbing Code) and 527 CMR 12.00 (the State
Electrical Code), as listed in Appendix A.
Manufactured Building: Any manufactured
building which has concealed elements, such as
electrical, mechanical, plumbing, fire protection,
insulation, and other systems affecting health and
safety, and which is manufactured or assembled in
accordance with 780 CMR and pertinent
regulations, in manufacturing facilities, on or off
the building site. Also, any manufactured
building as defined above which does not have
concealed elements, but which has been approved
by the BBRS at the request of the manufacturer.
"Manufactured building" does not mean
"manufactured home".
Manufactured Homes (Housing): As defined in 24
CFR, Part 3280.2; a structure, transportable in
one or more sections, which in the traveling
mode, is eight body feet or more in width or forty
body feet or more in length, or, when erected on
site, is 320 or more square feet, and which is built
on a permanent chassis and designed to be used as
a dwelling with or without a permanent
foundation when connected to the required
utilities, and includes the plumbing, heating, air-
conditioning, and electrical systems contained
therein. Calculations used to determine the
number of square feet in a structure will be based
on the structure's exterior dimensions measured at
the largest horizontal projections when erected on
site. These dimensions will include all
expandable rooms, cabinets, and other projections
containing interior space, but do not include bay
windows. (See 24 CFR, Part 3280.2 for a more
detailed description of manufactured homes as
defined by the Department of Housing and Urban
Development.)
Specialized Code: All building codes, rules or
regulations pertaining to building construction,
reconstruction, alteration, repair, or demolition
promulgated by and under the authority of the
various agencies which have been authorized
from time to time by the General Court of the
Commonwealth of Massachusetts. The
specialized codes shall include, but are not limited
to, 248 CMR (the State Fuel Gas and Plumbing
Code) and 527 CMR 12.00 (the Electrical Code),
as listed in Appendix A.
780 CMR 3503.0 CONSTRUCTION
DOCUMENTS
3503.1 Building System Plans: The building
system plans shall show in sufficient detail the
approved system to which the manufactured
building or building component was produced;
including foundation connection details, component
connection details, emergency escape window
locations and sizes, structural design loads, the
manufacturer's data plate, the location of all labels
required of 780 CMR 35 and 780 CMR R3, and
other details as may be required by the Division of
Inspection. The building system plan shall bear
evidence of the approval of the Division of
Inspection and evidence of third party engineering
review.
780 CMR 3504.0 APPROVAL
3504.1 General: The Commonwealth of
Massachusetts, Department of Public Safety,
Division of Inspection (hereinafter referred to as the
"Division of Inspection" in 780 CMR 35) shall
evaluate manufactured buildings and building
components and recommend approval to the BBRS
of those which it determines to be in compliance
with applicable sections of 780 CMR 35, other
applicable sections of 780 CMR, and 780 CMR R3,
as listed in Appendix A.
All approvals of plumbing, electrical or gas
systems shall be made by the appropriate state
agencies having jurisdiction, as specified in
780 CMR R3, as listed in Appendix A.
3504.2 Approved tests: The Division of Inspection
may utilize the results of approved tests to determine
whether a manufactured building or manufactured
building component meets the requirements of
780 CMR 35 and the 780 CMR R3 as listed in
Appendix A, if that determination cannot be made
from evaluation of plans, specifications and
documentation alone.
3504.3 Approval of compliance assurance
programs: The Division of Inspection shall evaluate
manufacturers' compliance assurance programs and
make recommendations for approval to the BBRS
of those which it determines to be in compliance
with 780 CMR 35 and 780 CMR R3, listed in
Appendix A.
3504.4 Authorization to vary: A manufactured
building, manufactured building component or a
compliance assurance program heretofore approved
in accordance with 780 CMR 3503.3, shall not be
varied in any way without prior authorization by the
BBRS in accordance with 780 CMR R3, as in
Appendix A.
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MANUFACTURED BUILDINGS, MANUFACTURED COMPONENTS
AND MANUFACTURED HOUSING
780 CMR 3505.0 CERTIFICATION
3505.1 Labeling: Any manufactured building or
manufactured building component heretofore
approved, in accordance with 780 CMR 3504.0,
shall have an approved device or seal affixed as
certification of such approval.
780 CMR 3506.0 RECIPROCITY
3506.1 General: If the BBRS finds that the
standards for manufacture and inspection of
manufactured buildings or manufactured building
components prescribed by the statutes or the rules
and regulations of another state or other
governmental agency meet the objectives of
780 CMR 35 and 780 CMR R3, listed in
Appendix A, and such standards are enforced
satisfactorily by such other state or governmental
agency or by its agents, the BBRS may grant
approval and the Division of Inspection shall accept
all manufactured buildings or manufactured building
components which have been approved in
accordance with this section by such other state or
governmental agency and shall insure that the
product is properly labeled.
3506.1.1 Condition of reciprocity: The standards
of another state shall not be deemed to be
satisfactorily enforced unless such other state
provides for notification to the BBRS of
suspensions or revocations of approvals issued by
that state, in a manner satisfactory to the BBRS.
3506.2 Suspension of reciprocal approval: Upon
recommendation from the Division of Inspection,
the BBRS shall suspend or cause to be suspended
reciprocal approval for the following reasons:
1. Determination that the standards for the
manufacture and inspection of such manufactured
buildings or manufactured building components
of another state or other governmental agency do
not meet the objectives of 780 CMR 35 and
780 CMR R3, listed in Appendix A, or that the
standards are not being enforced to the
satisfaction of the Division of Inspection or
BBRS; and
2. if anotheF state or governmental agency, or its
agent, suspends or revokes said approval, the
approval granted under 780 CMR 3506.2 shall be
suspended or revoked accordingly.
780 CMR 3507.0 ASSURANCE INSPECTION
3507.1 General: Any person or firm producing
manufactured buildings or manufactured building
components applying for certification shall agree in
writing that the Division of Inspection or the BBRS
has the right to conduct unannounced inspections at
any reasonable time.
3507.2 Responsibilities of Division of Inspection:
The Division of Inspection shall carry out the
following responsibilities:
1. Periodically make, or cause to be made,
inspections of the entire process of the production
of manufactured buildings or manufactured
building components in order to verify the
reliability of the compliance assurance program
and of the approved inspection agency.
2. In addition to other on-site inspection
provided for in 780 CMR 3507.2, the Division of
Inspection shall inspect, or cause to be inspected,
certified manufactured buildings or manufactured
building components which it determines to have
been sufficiently damaged after certification to
warrant such action with regard to such
manufactured buildings or manufactured building
components as is authorized hereof, or as is
otherwise necessary to eliminate dangerous
conditions.
Note: An inspection entailing disassembly,
damage to or destruction of certified
manufactured buildings or manufactured building
components shall not be conducted except to
implement the provisions of 780 CMR 35
780 CMR 3508.0 RESPONSffilLITY OF
THE LOCAL ENFORCEMENT AGENCIES
3508.1 Issuance of building permits: Upon
application and in conformity with the provisions of
780 CMR, the building official shall issue building
permits for installation of certified manufactured
buildings, manufactured building components or
manufactured housing.
3508.1.1 Licensed Construction Supervisors
and Certified Installers: A construction
supervisor, duly licensed in accordance with
780 CMR R5, shall, in accordance with 780 CMR
108.3.5, act as the agent for the owner for the
purpose of applying for and obtaining any and all
building permits required for the field erection of
all one or two family manufactured dwellings
subject to the provisions of 780 CMR 35 and
applicable 780 CMR R3.
As part of the building permit application
process, the licensed construction supervisor shall
submit to the building official, in writing, the
name of the installer, who shall be duly certified
by the manufacturer to install said manufacturer's
product and is identified as a certified installer of
manufactured buildings (certified installer) by
said manufacturer. The certified installer shall be
responsible for the safe and proper placement and
connection of the manufactured home units in
accordance with 780 CMR 35, 780 CMR R3 and
specialized codes as listed in Appendix A.
The licensed construction supervisor shall be
responsible for the construction of the foundation
system, and all pertinent site work, in accordance
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
463
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
with 780 CMR 35 and 780 CMR R3 listed in
Appendix A. The licensed construction
supervisor shall provide at least 48 hours notice to
the building official before the placement and
connection of such units shall begin.
3508.2 Inspection: The local enforcement agency
shall make the following inspections:
1. The site preparation work, including
foundations, installation of any certified
manufactured buildings or manufactured building
components or approved homes; and for all utility
service connections, including plumbing,
electrical, gas, water and sewer; for compliance
with the applicable codes.
2. Inspect all certified manufactured buildings or
manufactured building components or approved
manufactured homes upon, or promptly after,
installation at the building sites to determine
whether all applicable instructions or conditions
have been followed. This may include tests for
tightness of plumbing and mechanical systems,
for malfunctions in the electrical system, and a
visual inspection for obvious violations of
780 CMR R3. Destructive disassembly of
certified manufactured buildings or manufactured
building components or approved manufactured
homes shall not be performed in order to conduct
such inspections. Nondestructive disassembly
may be performed only in accordance with
780 CMR R3.
Note: Notification to the BBRS. When any
local enforcement agency finds a violation or
suspects a violation exists, said violation or
suspected violation shall be reported to the
BBRS in accordance with 780 CMR R3.5.6.
3508.3 Issuance of certificates of occupancy: The
building official shall issue a certificate of
occupancy for all certified manufactured buildings
or approved manufactured homes that have been
installed and inspected and that meet the
requirements of 780 CMR.
780 CMR 3509.0 SUSPENSION OR
REVOCATION OF CERTIFICATION
3509.1 General: The Board shall suspend or revoke
the approval of any manufactured building or
manufactured building component which does not
comply with the provisions of 780 CMR or with
780 CMR R3.
3509.2 Labels of certification: The Division of
Inspection shall remove or cause to be removed the
label of certification from any such manufactured
building or building component not in compliance
until such time as it is brought into compliance with
780 CMR 35 and 780 CMR R3.
3509.3 Notice of suspension or revocation: Notice
shall be submitted in writing to the affected parties
stating the reason for the suspension or revocation.
3509.4 Appeals Procedure: All appeals from
suspension or revocation shall be heard by the State
Building Code Appeals Board as specified in the
pertinent provisions of 780 CMR 122.0.
464
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR 36
ONE AND TWO FAMILY DWELLING CODE
(This Section is unique to Massachusetts.)
780 CMR 3601.0 GENERAL 780 CMR 3601 2 PURPOSE
ADMINISTRATION 3601.2.1 Minimum standards: The purpose of
3601.1 General: The provisions of 780 CMR 36 780 CMR 36 is to provide minimum standards for
shall be known as the One and Two Family the protection of life, limb, health, property,
Dwelling Code, and may be cited as such. environment and for the safety and welfare of the
consumer, general public, and the owners and
3601.1.1 Application of other laws: Nothing occupants of residential buildings regulated by
herein contained shall be deemed to nullify any 780 CMR 36.
provisions of the zoning by-laws or ordinance of
any municipality in the Commonwealth of 3601.2.2 Scope: 780 CMR 1, in its entirety, shall
Massachusetts insofar as those provisions deal serve as the administrative requirements of
exclusively with those powers of regulating 780 CMR 36.
zoning granted by the provisions of M.G.L. C.40A
and 41.
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780 CMR: STATE BOARD OF BUTLDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
466 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR 3602
BUILDING DEFINITIONS
780 CMR 3602.0 GENERAL
3602.1 Scope: Unless otherwise expressly stated,
the following words and terms shall, for the
purposes of 780 CMR 36, have the meaning shown
herein. Words used in the singular include the
plural, and the plural the singular Words used in the
masculine gender include the feminine, and the
feminine the masculine.
3602.1.1 Terms defined in other codes: Where
terms are not defined in 780 CMR 36, but are
defined in the plumbing, fire prevention, or
mechanical codes, or other elsewhere in
780 CMR, or its reference standards as listed in
Appendix A, such terms shall have the meanings
ascribed to them in those codes.
3602.1.2 Terms not defined: Where terms are
not defined through the methods authorized by
780 CMR 3602.1.1, such terms shall have the
ordinarily accepted meanings such as the
context implies.
780 CMR 36022
GENERAL BUILDING DEFINITIONS
ACCESSORY STRUCTURE: A building, the use
of which is incidental to that of the main building
and which is located on the same lot.
ACCESSORY USE: A use incidental to the
principal use of a building as defined or limited
by the provisions of the local zoning laws.
APPROVED: Approved by the Board of Building
Regulations and Standards (BBRS), the building
official, or by reason of accepted principles or
tests by nationally recognized organizations, or by
accepted engineering practice.
APPROVED AGENCY: An established and
recognized agency regularly engaged in
conducting tests or furnishing inspection services,
when such agency has been approved as defined
herein.
BALCONY (Exterior): An exterior floor system
projecting from a structure and supported by thai
structure, with no additional independem
supports
BASEMENT: That portion of a building which is
partly or completely below grade (see "Story
above grade")
BOARD OF BUILDING REGULATIONS AND
STANDARDS (BBRS): In accordance with
M.G.L. c. 143. § 94, the Board responsible for
the development and promulgation of 780 CMR
(the Massachusetts State Building Code). See
M.G.L a 143, §§ 95 through 100 for additional
responsibilities of the BBRS.
BUILDING: Building shall mean any one- and two-
family dwelling or portion thereof, which is used,
or designed or intended to be used for human
habitation, for living, sleeping, cooking or eating
purposes, or any combination thereof, and shall
include structures accessory thereto.
BUILDING, EXISTING: A building erected prior
to the adoption of this code, or one for which a
legal building permit has been issued.
BUILDING OFFICIAL: See building code
enforcement official 780 CMR 2,
CEILING HEIGHT: Ceiling height shall be the
clear vertical distance from the finished floor to
the finished ceiling
DECK: An exterior floor system supported on at
least two opposing sides by an adjoining structure
and/or posts, piers, or other independent supports.
D WELLING, ONE FAMILY: A building
containing one dwelling unit with not more than
five lodgers and boarders.
DWELLING. TWO FAMILY: A building
containing two dtvelling units with not more
than five lodgers or boarders per family.
DWELLING UNIT: A single unit providing
complete independent living facilities for one or
more persons including permanent provisions for
living, sleeping, eating, cooking and sanitation
FOUNDATION: A base constructed to support
any building or structure including but not
limited to footings, floating foundation, piles and
FOUNDATION WALL: A wall below the floor
nearest grade serving as a support for a wall,
pier, column or other structural part of a
building.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
467
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
GRADE: A reference plane representing the
average finished ground level adjoining the
building at all exterior walls.
GRADE FLOOR WINDOW: A window located
such that the sill height of the window is not more
than 44 inches (1118 mm) above or below the
finished grade adjacent to the window.
GREENHOUSE: An enclosed detached accessory
structure consisting primarily of light -transmitting
materials and used exclusively for growing plants.
In accordance with St 1973, c 672, the
provisions of the 780 CMR shall not apply to
greenhouses covered exclusively with plastic
film; provided, however, that the provisions of
M. G.L. c 40A shall continue to apply.
GUARDRAIL SYSTEM: A system of building
components located near open sides of elevated
walking surfaces.
HABITABLE ROOM (SPACE): Habitable room
shall mean any room meeting the requirements of
780 CMR 36 for sleeping, living, cooking or
dining purposes, excluding such enclosed places
as closets, pantries, bath or toilet rooms, hallways,
laundries, storage spaces, utility rooms and
similar spaces.
HANDRAIL: A horizontal or sloping rail grasped
for guidance or support.
KITCHEN: Kitchen shall mean an area used, or
designated to be used for the preparation of food.
LISTED and LISTING: Terms referring to
equipment which is shown in a list published by
an approved testing agency qualified and
equipped for experimental testing and maintaining
an adequate periodic inspection of current
productions and whose listing states that the
equipment complies with nationally recognized
standards, when installed in accordance with the
manufacturer's installation instructions.
LOADS, LrVE AND DEAD: See 780 CMR 2.
MANUFACTURED HOME:
and 780 CMR-R3.
See 780 CMR 35
MUNICIPALITY: Any city or town in the
Commonwealth of Massachusetts. The word
"municipality" shall be construed, where the
context requires, as though followed by the
words "or combination of municipalities".
OCCUPIED SPACE: See 780 CMR 2.
REPAIRS, ORDINARY: See 780 CMR 2.
STORY: Story is that portion of a building included
between the upper surface of any floor and the
upper surface of the floor next above, except that
the topmost story shall be that habitable portion
of a building included between the upper surface
of the topmost floor and ceiling or roof above.
STORY ABOVE GRADE: Any story having its
finished floor surface entirely above grade except
that a basement shall be considered as a story
above grade when the finished surface of the floor
above the basement is:
1 . More than six feet (1829 mm) above grade
plane;
2. More than six feet (1829 mm) above the
finished ground level for more than 50 percent
of the total building perimeter; or
3. More than 12 feet (3658 mm) above the
finished ground level at any point.
WALL: See 780 CMR 2.
WINDOW: Window shall mean a glazed opening,
including portions of glazed doors.
WOOD STRUCTURAL PANEL: A structural
panel product composed primarily of wood, and
meeting the requirements of DOC PS 1 or DOC
PS 2. Wood structural panels include all veneer
plywood, composite panels containing a
combination of veneer and wood-based material,
and mat-formed panels such as oriented strand
board and waferboard.
468
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR 3603
BUILDING PLANNING
(This Section is unique to Massachusetts.)
780 CMR 3603.1 STRUCTURAL DESIGN
CRITERIA
3603.1.1 Design: Buildings and structures, and all
parts thereof, regulated by 780 CMR 36, shall be
constructed to support safely all applied dead, live
and environmental loads specified in 780 CMR
3603.1.
Exception: One and Two Family Dwellings are
exempt from the earthquake load requirements of
780 CMR 1612.
3603.1.2 Dead load: The actual weights of materials
and construction shall be used for determining dead
load with consideration for the dead load of fixed
service equipment.
3603.1.3 Live load: The minimum uniformly
distributed live load shall be as specified in Table
3603. 1.3. Elevated garage floors shall be designed to
support a 2,000 pound (8.90 kN) concentrated load
applied over a 20 square inch (0 0129 m") area, in
addition to the loads specified in table 3603. 1.3.
3603.1.4 Roof Live Load: Roofs shall be designed
to support the live load specified in Table 3603.1.4,
or the snow load specified in 780 CMR 3603.1.5,
whichever is greater.
3603.1.5 Basic snow load: Figures 3603.1.5a,
3603.1.5b, 3603.1.5c and 3603. 1.5d define four
snow load zones. The basic snow load for each zone
shall be applied to the horizontal projection of
sloped or flat roofs and unenclosed floor areas, as a
uniformly distributed load, P ,, in pounds per square
foot, as specified in Table 3603.1.5.
3603.1.6 Deflection: The allowable deflection of
any structural member under the live load or snow
load listed in 780 CMR 3603.1.3, 3603.1.4 and
3603.1.5 shall not exceed the values in Table
3603.1.6.
Table 3603.1.3
MINIMUM UND70RMLY DISTRD3UTED
LIVE LOADS
(POUNDS PER SQUARE FOOT)
USE
Balconies and decks
Garages (passenger cars only)
Attics (roof slope not steeper than 3 in 1 2 - no
storage)
Attics (limited storage)
Living Areas (except sleeping rooms)
Sleeping Rooms
Guardrails and Handrails (single concentrated
load at anv point along the top)
LIVE
LOAD (psf)
^
200
Notes:
(1) See also 780 CMR 3603. 1.3
(2) In addition to the uniformly distributed live load,
individual stair treads shall be designed for a single
concentrated load of 300 pounds over an area of four
square inches.
Table 3603.1.4
MINIMUM ROOF LIVE LOAD
(POUNDS PER SQUARE FOOT OF
HORIZONTAL PROJECTION)
ROOF SLOPE
TRIBUTARY LOADED
AREA (square feet) for any
structural member
0 to 200
sf
201sfto600
sf
Over 600
sf
Flat, or rise less than 4
inches per foot
20
16
12
Rise 4 inches per foot to
less than 1 2 inches per foot
16
14
12
Rise 1 2 inches per foot or
greater
12
12
12
Table 3603.1.5
BASIC SNOW LOAD, Pf
SNOW LOAD ZONE l
BASIC SNOW LOAD Vf
1
25 psf
:
30 psf
3
35 psf
4
40 psf
Notes:
1. See figures 3603.1.5 c
through
d
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469
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Figure 3603.1.5a
MINIMUM UNIFORM SNOW LOAD MAP
ZONE 1
List of Towns in Minimum Uniform
Snow Load Zones Zone 1
Barnstable
Boumc
Brewster
Gay Head
Gosnold
Sandwich
Ttsbury
Harwich
Truro
Chatham
Chilmark
Mash pee
Vineyard Haven
Dennis
Nantucket
Wellfleet
West Tisbury
Eastham
Oak Bluffs
Edgartown
Falmouth
Orleans
Provincetown
Yarmouth
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - BUILDING PLANNING
Figure 3603.1.5b
MINIMUM UNIFORM SNOW LOAD MAP
ZONE 2
pLYMCO'T-4
List of Towns in Minimum Uniform
Snow Load Zones
Zone 2
Abington
Cambridge
Freetown
Lawrence
Milton
Randolph
Taunton
Acushnet
Carlisle
Lexington
Raynham
Tewksbury
Amesbury
Carver
Georgetown
Lowell
Nahant
Reading
Topsfield
Andover
Chemlsford
Gloucester
Lynn
New Bedford
Rehoboth
Tyngsborough
Arlington
Chelsea
Grovel and
Lynnfieid
Newbury
Revere
Attleboro
Cohasset
Newburyport
Rochester
Wakefield
Halifax
Newton
Rockland
Waltham
Bedford
Danvers
Hamilton
Maiden
N. Andover
Rockport
Wareham
Belmont
Dartmouth
Hanover
Manchester
N. Attleboro
Rowley
Watertown
Berkley
Dighton
Hanson
Mansfield
N. Reading
Wenham
Beverly
Dracut
Haverhill
Marblehead
Norton
Salem
W. Bridgewater
Billerica
Duxbury
Hingham
Marion
Norwell
Salisbury
W. Newbury
Boston
Holbrook
Marsh field
Saugus
Westport
B oxford
E. Bridgewater
Hull
Mattapoisett
Peabody
Scituate
Weymouth
Braintree
Easton
Med ford
Pembroke
Seckonk
Whitman
Bridgewater
Essex
Ipswich
Melrose
Plvmouth
Somerset
Wilmington
Brockton
Everett
Merrimac
Plympton
Somerville
Winchester
Brookline
Kingston
Methuen
Stoncham
Winthrop
Burlington
Fairhaven
Middleborough
Quincy
Swampscott
Wo bum
Fall River
Lakcville
Middleton
Swansea
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Figure 3603.1.5c
MINIMUM UNIFORM SNOW LOAD MAP
ZONE 3
, EyggrlA.gS'STCT-l
List of Towns in Minimum Uniform
low Load Zones Zone 3
Acton
Chicopee
Greenfield
Lunenburg
Oakham
Sunderland
Wendell
Agawam
Clinton
Groton
Orange
Suttton
West Boylston
Amherst
Concord
Marlborough
Oxford
Sharon
West Brookfield
Ashbumham
Hadley
Maynard
Sherborn
W. Springfield
Ashby
Dedham
Hampden
Medfield
Palmer
Shirley
Westborough
Ashland
Deerfield
Hardwick
Millbury
Paxton
Shrewsbury
Westfield
Athol
Douglas
Harvard
Millville
Pelham
Shutesbury
Westford
Auburn
Dover
Hatfield
Medway
Pepperell
S. Hadley
Westminster
Avon
Dudley
Holland
Mendon
Petersham
Southampton
Weston
Ayer
Dunstable
Holliston
Milford
Phillipston
Southborough
Westwood
Holden
Millis
Plainville
Wilbraham
Barre
E. Brookfield
Holyoke
Monson
Princeton
Temploton
Winchendon
Belchertown
Easthampton
Hopedale
Montague
Townsend
Whately
Bellingham
E. Longmeadow
Hopkinton
Royalston
Worcester
Berlin
Erving
Hubbardston
Natick
Rutland
Upton
Wrentham
Bernardston
Hudson
Needham
Uxbridge
Blackstone
Fitchburg
New Braintree
Southbridge
Bolton
Foxborough
Lancaster
New Salem
Southwick
Wales
Boylston
Framingham
Leicester
Norfolk
Spencer
Walpole
Boxborough
Franklin
Leominster
North Brookfield
Springfield
Ware
Brimfield
Leverett
Northampton
Sterling
Warren
Brookfield
Gardner
Lincoln
Northborough
Stoughton
Warwick
Gill
Littleton
Northbridge
Stow
Wayland
Canton
Grafton
Longmeadow
Northfield
Sturbridge
Webster
Charlton
Granby
Ludlow
Norwood
Sudbury
Wellesley
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - BUILDING PLANNING
Figure 3603.1.5d
MINIMUM UNIFORM SNOW LOAD MAP
ZONE 4
Wi LIJA.TSTP
Cgr-NVA~Y
SiEattvi LLH-
List of Towns in Minimum Uniform
Snow Load Zones Zone 4
Adams
Colrain
Hancock
Monterey
Plainfield
Tolland
Alford
Conway
Hawley
Montgomery
Tyringham
Ashfield
Cummin gton
Heath
Mount Washington
Richmond
Hinsdale
Rowe
Washington
Becket
Dalton
Huntington
New Ashford
Russell
W. Stockbridge
Blandford
New Marlborough
Westhampton
Buck] and
Egremont
Lanesborough
Sandisfield
Williamsburgh
Lee
North Adams
Savov
Williamstown
Charlemont
Florida
Lenox
Sheffield
Windsor
Cheshire
Leyden
Otis
Shelboume
Worthmgton
Chester
Goshen
Stockbridge
Chesterfield
Granville
Middlefield
Peru
Clarksburg
Great Barrington
Monroe
Pittsfield
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473
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Table 3603.1.6
ALLOWABLE LIVE LOAD DEFLECTION
OF STRUCTURAL MEMBERS
STRUCTURAL MEMBER
ALLOWABLE
DEFLECTION
Rafters having slopes greater than 3 in 1 2
-no finished ceiling attached to rafters
L/180
Interior walls and partitions
H/180
Floors and veneer plastered ceilings
L/360
Gypsum panel ceilings and all other
structural members
L/240
Notes:
L = Span length
H = Span height
780 CMR 36032
CONSTRUCTION IN AREAS SUBJECT
TO FLOODING
3603.2.1 Flood Resistant Construction:
Construction in areas designated as subject to
flooding on the community Flood Insurance Rate
Map (FIRM) shall be designed and constructed in
accordance with the applicable provisions of
780 CMR 3107.
780 CMR 3603 3 FIRERESISTANCE RATING
OF EXTERIOR WALLS
3603.3.1 Exterior walls: Exterior walls located less
than three feet (0.914m) from property lines shall
have a minimum of one-hour fire-resistive rating.
The fire-resistive rating of exterior walls located less
than three feet (0.914 m) from a property line shall
be rated for exposure from both sides. Projections
beyond the exterior wall shall not extend more than
12 inches (0.305 m) into areas where openings are
prohibited.
3603.3.2 Openings: Openings shall not be permitted
in exterior walls of dwellings located less than three
feet (914 mm) from the property line. This distance
shall be measured perpendicular to the vertical plane
of the wall.
780 CMR 3603.4 DWELLING UNIT
SEPARATION
3603.4.1 Two-family dwellings: Dwelling units in
two-family dwellings shall be separated by wall
and/or floor-ceiling assemblies of not less than one-
hour fire-resistive rating when tested in accordance
with ASTM E 119, as listed in Appendix A. Fire-
resistive-rated floor-ceiling and wall assemblies
shall extend to, and be tight against, the exterior
wall. Wall assemblies shall extend to the underside
of the roof sheathing.
3603.4.2 Supporting construction: When floor
assemblies are required to be fire-resistive rated by
780 CMR 3603.4.1, the supporting construction of
such assemblies shall have an equal or greater fire-
resistive rating.
3603.4.3 Sound transmission: Wall and floor-
ceiling assemblies separating dwelling units shall
provide airborne sound insulation for walls and both
airborne and impact sound insulation for floor-
ceiling assemblies.
3603.4.3.1 Airborne noise: Airborne sound
insulation for wall and floor-ceiling assemblies
shall meet a Sound Transmission Class (STC) of
45 when tested in accordance with ASTM E 90.
3603.4.3.2 Penetrations: Penetrations or
openings in the assembly for pipes, ventilation or
exhaust ducts shall be sealed, lined, insulated or
otherwise treated to maintain the required ratings.
3603.4.3.3 Structural-borne noise: Impact sound
insulation for floor-ceiling assemblies shall meet
an Impact Insulation Class (HC) of 45 when tested
in accordance with ASTM E 492. Floor covering
may be included in the assembly to obtain the
required rating.
780 CMR 3603.5 GARAGE SEPARATION
3603.5.1 Opening protection: Openings from a
private garage directly into a room used for sleeping
purposes shall not be permitted. Other openings
between the garage and dwelling shall be equipped
with either solid wood doors not less than 1% inch
(45 mm) in thickness or 20-minute fire-rated doors.
Self closing devices and fire resistive rated door
frames are not required.
3603.5.2 Fire Separation: The garage shall be
separated from the residence and its attic area by
means of minimum % inch (16 mm) type X gypsum
board applied to the garage side. Wherever the attic
area is continuous between the garage and the
dwelling a firestop of 5/a inch (16 mm) type X
gypsum board shall be used to form a barrier to
separate the garage and dwelling.
3603.5.3 Floor surface: Garage and carport floor
surfaces shall be constructed of concrete or other
approved noncombustible material. Slab on grade
construction shall be in accordance with the
provisions of 780 CMR 3605.5. The minimum
floor thickness shall be 3 Vz inches. The area of floor
used for parking of automobiles or other vehicles
shall be sloped to facilitate drainage toward the main
vehicle entry/exit doorway. All door openings
between the garage and the dwelling shall be
provided with a raised sill with a minimum height of
four inches.
780 CMR 3603.6 LIGHT, VENTILATION AND
HEATING
3603.6.1 Light required: Every room or space
intended for human occupancy shall be provided
with natural or artificial light.
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ONE AND TWO FAMILY DWELLINGS - BUILDING PLANNING
Exception 1: Every bathroom and toilet room
shall, as a minimum, be provided with artificial
light.
Exception 2: All interior and exterior stairways
shall be provided with artificial light providing
direct or indirect illumination and capable of
illuminating the entire length of the stairway and
associated landings. The control for activation of
the required interior stairway lighting shall be
accessible at the top and bottom of each stair
without traversing any step of the stair and shall
otherwise be installed in accordance with the
requirements of 527 CMR 12.00, the
Massachusetts State Electrical Code, as listed in
Appendix A The illumination of exterior stairs
shall be controlled from inside the dwelling unit
unless continuously illuminated or automatically
activated.
3603.6.2 Ventilation required: Every room or
space intended for human occupancy shall be
provided with natural or mechanical ventilation.
Exception: Every bathroom and toilet room shall
be equipped with a mechanical exhaust fan and
associated ductwork with the fan exhausting, as a
minimum, at 50 cfm if operated intermittently or
20 cfm if continuously operated. Such bathroom
exhaust shall vent directly to the outside and no
exhaust vent termination to attics or other interior
portions of the building are allowed.
3603.6.3 Heating required: One and two family
dwellings shall be designed with heating systems
complying with the requirements of 780 CMR
3603.21.
3603.6.4 Natural light
3603.6.4.1 General: Should natural lighting be
chosen as a lighting option, in the application of
the provisions of 780 CMR 3603.0 for habitable
and occupiable rooms, unless otherwise
specifically required by the provisions of
780 CMR 4 for special occupancies, the
requirements of 780 CMR 3603.6.4.2 through
780 CMR 3603.6.4.6 shall apply.
3603.6.4.2 Minimum glazing area: Every room
or space intended for human occupancy shall have
an exterior glazing area of not less than 8% of the
floor area. Vz of the required area of glazing shall
be openable. Glazed openings shall be located
such that they open directly onto a street or public
alley, or a yard or court, or other open space
located on the same lot as the building Glazed
openings are permitted to face into a roofed porch
where the porch abuts a street, yard or court, or
other open area and the longer side of the porch is
at least 65% open and unobstructed and the
ceiling height of the porch is not less than seven
feet (2134 mm).
Exceptions:
1 . Glazed areas need not be openable where
the opening is not required by 780 CMR
3603.10.4 and an approved mechanical
ventilation system is provided which is capable
of producing 0.35 air change per hour in the
room or a whole-house mechanical ventilation
system is installed capable of supplying
outdoor ventilation air of 15 cubic feet per
minute (cfm) (7.08 L/s) per occupant computed
on the basis of two occupants for the first
bedroom and one occupant for each additional
bedroom.
2. The glazed areas may be omitted in rooms
where the opening is not required by 780 CMR
3603.10.4 and an approved mechanical
ventilation system is provided capable of
producing 0.35 air change per hour in the room
or a whole-house mechanical ventilation
system is installed capable of supplying
outdoor ventilation air of 15 cfm (7.08 L/s) per
occupant computed on the basis of two
occupants for the first bedroom and one
occupant for each additional bedroom, and
artificial light is provided capable of producing
an average illumination of six foot-candles
(6.46 Ix) over the area of the room at a height
of 30 inches (762 mm) above the floor level.
3603.6.4.3 Adjoining spaces: Where natural light
for rooms or spaces without exterior glazing areas
is provided through an adjoining room, the
unobstructed opening to the adjoining room shall
be at least 8% of the floor area of the interior
room or space, but not less than 25 square feet
(2.33 rrf). The exterior glazing area shall be based
on the total floor area being served.
3603.6.4.4 Stairways: See 7S0 CMR 3603.6.1,
Exception 2
3603.6.4.5 Hallways: Natural light shall be
capable of penetrating the full length of the
hallway.
3603.6.4.6 Bathrooms and toilet rooms: See
780 CMR 3603.6.1, Exception 1.
3603.6.5 Artificial light
3603.6.5.1 General: Artificial light shall be
capable of providing the minimum illumination
considered safe for the specific space application
(an average illumination of six foot candles over
the area of a room at a height of 30 inches above
the floor is typically considered acceptable except
for bathrooms and toilet rooms where three foot-
candles, so measured is typically considered
acceptable)
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
3603.6.6 Natural ventilation
3603.6.6.1 General: Natural ventilation of an
occupied space shall be provided by means of
windows, doors, louvers or other natural openings
to the outdoor air.
3603.6.6.2 Ventilation area required: The
minimum openable area to the outdoors shall be
4% of the floor area being ventilated.
3603.6.6.2.1 Adjoining spaces: Where rooms
and spaces without openings to the outdoors
are ventilated through an adjoining room, the
unobstructed opening to the adjoining room
shall be at least 8% of the floor area of the
interior room or space, but not less than 25
square feet (2.33 m"). The ventilation openings
to the outdoors shall be based on the total floor
area being ventilated.
3603.6.6.2.2 Bathrooms and toilet rooms:
See 780 CMR 3603.6.2, Exception.
3603.6.6.2.3 Openings below grade:
Openings below grade shall be acceptable for
natural ventilation provided that the outside
horizontal clear space measured perpendicular
to the opening is 1 Vi times the depth below the
average adjoining grade.
3603.6.6.3 Openings onto yards, courts or open
areas: Natural ventilation shall be provided by
openings onto yards, courts or other open space
on the same lot.
3603.6.7 Mechanical ventilation
3603.6.7.1 General: Mechanical ventilation shall
conform to the requirements of 780 CMR 36.0
and otherwise to the requirements of the BOCA
National Mechanical Code listed in Appendix A.
3603.6.8 Ventilation of special spaces
3603.6.8.1 Roof spaces: Enclosed attics and
enclosed rafter spaces formed where ceilings are
applied directly to the underside of roof rafters,
shall have cross ventilation for each separate
space by ventilation openings that are protected
against the entrance of rain and snow. The
openings shall be covered with corrosion-resistant
mesh not less than V* inch (6 mm) nor more than
Vi inch (13 mm) in any direction.
3603.6.8.1.1 Ventilating area: The minimum
required net free ventilating area for such roof
spaces shall be /150 of the area of the space
ventilated, except that the minimum required
area shall be reduced to /300, provided that: a
vapor retarder having a permeance not
exceeding one perm is installed on the warm
side of the ceiling; or at least 50% and not
more than 80%, of the required ventilating area
is provided by ventilators located in the upper
portion of the space to be ventilated at least
three feet (914 mm) above eave or cornice
vents, with the balance of the required
ventilation provided by eave or cornice vents.
3603.6.8.2 Basements, cellars and crawl
spaces: All basements, cellars which are not
used as habitable, occupiable space, and crawl
spaces, other than crawl spaces used as an
underfloor plenum, shall be ventilated by
openings in exterior foundation walls, by
openable windows or by approved mechanical
means. Openings or openable windows shall be
located as as near as practical to provide cross
ventilation. The openings shall be covered
with corrosion resistant mesh not less than Vi
inch (6 mm) nor more than Vz inch (13 mm) in
any direction, except than when openable
windows are used for basement or cellar
ventilation, standard window screens may be
used as the corrosion resistant mesh.
Exception:
1 . Basements or cellars used as habitable,
occupiable space (Typically basements and
cellars are not classified as habitable,
occupiable space - see Definitions,
780 CMR 2 and 1202) shall satisfy the
ventilation requirements of 780 CMR
3603.6.6 or 780 CMR 3603.6.7, as
applicable.
2. All basements and cellars containing
solid fuel fired or fossil fired appliances
shall additionally satisfy combustion air
requirements of 780 CMR 3611.1
3603.6.8.2.1 Opening size: Openings or
openable windows shall have a net area of
not less than one square foot (0.093 m ) for
each 150 square feet (13.95 m ) of
foundation floor area. Where an approved
vapor retarder is installed over the ground
surface, the required net area of openings
shall be reduced to 0. 1 square foot (0.093
m2) for each 150 square feet (13.95 m ) and
where vents are provided, they shall have
manually operable louvers.
Exception: Basements and cellars not
used as habitable, occupiable space shall
be provided with a minimum of four
sliding type, or awning type basement
windows for every 1500 square feet of
floor area, or multiples thereof, and shall
be located, as near as practical, to provide
cross ventilation.
3603.6.8.2.2 Alternative mechanical
ventilation: Enclosed attics, rafter,
basement, cellar and crawl spaces which are
not ventilated as herein required shall be
equipped with a mechanical ventilation
system conforming to the requirements of
the BOCA National Mechanical Code listed
in Appendix A
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - BUILDING PLANNING
780 CMR 3603.7 ROOM DIMENSIONS
3603.7.1 Floor area: Every dwelling unit shall have
at least one room which shall have not less than 150
square feet (13.95 m ) of floor area. Other habitable
rooms, except kitchens, shall have an area of not less
than 70 square feet (6.51 m ). Every kitchen shall
have not less than 50 square feet (4.64 m ) Habitable
rooms, except kitchens shall not be less than seven
feet (2134 mm) in any horizontal direction.
780 CMR 3603.8 CEILING HEIGHT
REQUIREMENTS
3603.8.1 Minimum ceiling height: Habitable
rooms, except kitchens, shall have a ceiling height of
not less than seven feet six inches (2286 mm) for at
least 50% of their required areas. Not more than
50% of the required area may have a sloped ceiling
less than seven feet six inches (2286 mm) in height
with no portion of the required areas less than five
feet (1524 mm) in height If any room has a. furred
ceiling, the prescribed ceiling height is required for
at least 50% of the area thereof, but in no case shall
the height of the furred ceiling be less than seven
feet (2134 mm)
Exceptions:
1 . Beams and girders spaced not less than four
feet (1219 mm) on center may project not more
than six inches (153 mm) below the required
ceiling height.
2. All other rooms including kitchens, bathrooms
and hallways shall have a minimum ceiling height
of seven feet (2134 mm) measured to the lowest
projection from the ceiling.
3 . Basements not used for habitable spaces shall
have a minimum clear ceiling height of six feet
eight inches (2032 mm) except for under beams,
girders, ducts or other obstructions where the
clear height shall be a minimum of six feet four
inches (1931 mm).
3603.8.2 Height effect on room area: Portions of
a room with a sloping ceiling measuring less than
five feet zero inches (1524 mm) or a. furred ceiling
measuring less than seven feet zero inches (2134
mm) from the finished floor to the finished ceiling
shall not be considered as contributing to the
minimum required habitable area for that room.
3603.8.3 Stairway ceiling height: Stairway
headroom clearances shall be in accordance with the
provisions of 780 CMR 3603.13.3.
780 CMR 3603.9 ACCESS TO CRAWL
SPACES AND ATTICS
3603.9.1 Access to crawl spaces: Access shall be
provided to crawl spaces by an opening not less than
18 inches (457 mm) by 24 inches (610 mm).
3603.9.2 Access to attics: An opening not less than
22 inches by 30 inches (559 mm by 762 mm) with
ready access thereto shall be provided to any attic
area having a clear height of over 30 inches (762
mm). Where doors or other openings are installed in
the draftstopping, such doors shall be self-closing
and be of approved materials as specified in this
section, and the construction shall be tightly fitted
around all pipes, ducts or other assemblies piercing
the draftstopping.
780 CMR 3603.10 MEANS OF EGRESS
3603.10.1 Means of egress: Egress from all
dwelling units shall be by means of two exit doors,
remote as possible from each other and leading
directly to grade. Such doors shall be provided at
the normal level of entry/exit In addition, all other
floors within a dwelling unit shall have at least one
means by which a continuous and unobstructed path
to the exit doors, by means of stairways, corridors,
hallways or combinations thereof is provided
Exception: In split level and raised ranch style
layouts, the two separate exit doors required by
780 CMR 3603.10.1 are permitted to be located
on different levels.
3603.10.2 Exit doors: One of the required exit doors
required by 780 CMR 3603.10 1 shall be a
side-hinged swinging door. The second exit door
may be provided by a side-hinged swinging door or
sliding type doors. Side hinged swinging doors
provided to meet this requirement may swing
inward.
3603.10.3 Door hardware: Double cylinder dead
bolts requiring a key operation on both sides are
prohibited on required means of egress doors serving
more than one dwelling unit.
3603.10.4 Emergency egress from sleeping rooms:
Sleeping rooms shall have at least one openable
window or exterior door approved for emergency
egress or rescue in each such room. The units shall
be operable from the inside to a full clear opening
without the use of a key or tool. Emergency escape
windows, under 780 CMR 3603.10.4, shall have a
sill height of not more than 44 inches (1118 mm)
above the floor
3603.10.4.1 Minimum size. All emergency
escape windows from sleeping rooms shall have
a net clear opening of 5.7 square feet (0.530 m ).
The minimum net clear opening height shall be
22 inches (559 mm). The minimum net clear
opening width shall be 20 inches (508 mm).
Exception:
1 . Grade floor windows may have a minimum
net clear opening of five square feet (320
mnT).
2 Windows in sleeping rooms of existing
dwellings which do not conform to the
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
477
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
requirements of 780 CMR 3603. 10.4. 1 may be
replaced without conforming to 780 CMR
3603.10.4.1, provided that the replacement
windows do not significantly reduce the
existing opening size and further providing that
the minimum opening size is 3 7 square feet.
3603.10.4.2 Bars, grills and screens: Bars, grills,
screens or other obstructions placed over
emergency escape windows shall be releasable or
removable from the inside without the use of a
key or tool.
3603.10.5 Exirway under stair protection
Enclosed accessible space under stairs shall have
walls and soffits protected on the enclosed side with
''2-inch (12.7 mm) gypsum board
780 CMR 3603.11 DOORS AND HALLWAYS
3603.11.1 Exit doors: The minimum nominal width
of at least one of the exit doors required by
780 CMR 3603.10.1 shall be 36 inches and the
minimum nominal height shall be six feet eight
inches. All other exit doors and doors leading to or
from enclosed stairways, shall not be less than 32
inches in nominal width nor six feet eight inches in
nominal height.
3603.11.2 Interior Doors: All doors providing
access to habitable rooms shall have a minimum
nominal width of 30 inches and a minimum nominal
height of six feet six inches
Exception: Doors providing access to bathrooms
are permitted to be 28 inches in nominal width
780 CMR 3603.12 LANDINGS
3603.12.1 General: A minimum of three foot by
three foot (914 mm by 914 mm) landing or open
floor area shall be provided at the interior side of all
exit doors A minimum four foot by four foot
landing shall be provided on the exterior side of all
exit doors. The floor area or landing shall not be
more than 1 Vi inches (3 8 mm) lower than the top of
the threshold on the interior side, nor more than 8%
inches lower than the threshold on the exterior side
Exceptions.
1 . At the top of a flight of interior stairs, on the
stairway side, provided the door does not swing
over the stairs.
2. Exterior storm and screen doors are exempt
from the requirements for landings.
780 CMR 3603.13 STAIRWAYS
3603.13.1 Width: Stairways shall not be less than
36 inches (914 mm) in clear width at all points
above the permitted handrail height and below the
required headroom height. The minimum width at
and below the handrail height shall not be less than
32 inches (813 mm) where a handrail is installed on
one side and 28 inches (711 mm) where handrails
are provided on both sides.
3603.13.2 Treads and risers: The maximum riser
height shall be 8% inches (210 mm) and the
minimum tread depth shall be nine inches (229 mm)
The riser height shall be measured vertically
between leading edges of the adjacent treads The
tread depth shall be measured horizontally between
the vertical planes of the foremost projection of
adjacent treads and at a right angle to the tread's
leading edge. The walking surface of treads and
landings of a stairway shall be sloped no steeper
than one unit vertical in 48 units horizontal (2%
slope). The greatest riser height within any flight of
stairs shall not exceed the smallest by more than %
inch (9 5 mm) and any two successive risers shall
not deviate by more than /,6-inch in height The
greatest tread depth within any flight of stairs shall
not exceed the smallest by more than 3/s inch (9.5
mm) and any two successive treads shall not deviate
in depth by more than /16-inch
3603.13.2.1 Nosing Profile The radius of
curvature at the leading edge of the tread shall be
no greater than /!6 inch (14.3 mm). A nosing not
less than % inch (19 mm) but not more than 1 'A
inches (32 mm) shall be provided on stairways
with solid risers. Beveling of nosing shall not
exceed XA inch (12 7 mm). Risers shall be vertical
or sloped from the underside of the leading edge
of the tread above at an angle not more than 30
degrees from the vertical
Exception 1: A nosing is not required where
the tread depth is a minimum of 1 1 inches (279
mm).
Exception 2: Stairways that are legally
mandated for persons with disabilities shall
conform to the requirements of 521 CMR as
listed in Appendix A
3603.13.3 Headroom: The minimum headroom in
all parts of the stairway shall not be less than six feet
eight inches (2032 mm) measured vertically from
the sloped plane adjoining the tread nosing or from
the floor surface of the landing or platform
3603.13.4 Winders: Winders are permitted,
provided that the width of the tread at a point not
more than 12 inches (305 mm) from the side where
the treads are narrower is not less than ten inches
(254 mm) and the minimum width of any tread is not
less than six inches (153 mm). The continuous
handrail required by 780 CMR 3603.14.1 shall be
located on the side where the tread is narrower
3603.13.5 Spiral stairs: Spiral stairways are
permitted, provided the minimum width shall be 26
inches (660 mm) with each tread having a VA-iach
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - BUILDING PLANNING
(190 mm) minimum tread width at 12 inches (305
mm) from the narrow edge. All treads shall be
identical, and the rise shall be no more than 9!/2
inches (241 mm). A minimum headroom of six feet
six inches (1982 mm) shall be provided.
3603.13.6 Circular stairways: Circular stairways
shall have a minimum tread depth and a maximum
riser height in accordance with 780 CMR 3603. 13.2
and the smaller radius shall not be less than twice
the width of the stairway The minimum tread depth
of ten inches (254 mm) shall be measured from the
narrower end.
3603.13.7 Illumination All stairways shall be
provided with artificial illumination in accordance
with 780 CMR 3603.6.1 (exception 2).
780 CMR 3603.14 HANDRAILS AND
GUARDRAILS
3603.14.1 Handrails
3603.14.1.1 Handrails: Handrails having
minimum and maximum heights of 30 inches and
38 inches (762 mm and 965 mm), respectively,
measured vertically from the nosing of the treads,
shall be provided on at least one side of stairways
of three or more risers. Spiral stairways shall have
the required handrail located on the outside
radius. All required handrails shall be continuous
the full length of the stairs. Ends shall be returned
or shall terminate in newel posts or safety
terminals. Handrails adjacent to a wall shall have
a space of not less than l'/2 inches (38 mm)
between the wall and the handrail.
Exceptions:
1. Handrails shall be permitted to be
interrupted by a newel post at a turn.
2 The use of a volute, turnout or starting
easing shall be allowed over the lowest tread
3603.14.1.2 Handrail grip size: Handrails shall
have either a circular cross section with a
diameter of I Va inches (32 mm) to two inches (5 1
mm), or a non-circular cross section with a
perimeter dimension of at least four inches (102
mm) but not more than 6/4 inches (159 mm) and
a largest cross-section dimension not exceeding
2% inches (28.6 mm). Edges shall have a
minimum radius of Ve inch (3.2 mm).
3603.14.2 Guardrails
3603.14.2.1 Guardrail details: Porches,
balconies, decks or raised floor surfaces located
more than 30 inches (762 mm) above the floor or
grade below shall have guardrails not less than 36
inches (914 mm) in height. Open sides of stairs
with a total rise of more than 30 inches (762 mm)
above the floor or grade below shall have
guardrails, which may also serve as handrails, not
less than 34 inches (864 mm) in height measured
vertically from the nosing of the treads
3603.14.2.2 Guardrail opening limitations:
Required guardrails on open sides of stairways,
balconies, porches, decks and raised floor areas.
shall have intermediate rails, balusters or
ornamental closures which prevent the passage of
an object four inches (102 mm) or more in
diameter.
Exception: Triangular spaces formed by the
riser, tread and bottom rail of a guard at the
open side of a stairway may be of sized to
prevent the passage of a sphere six inches (153
mm)in diameter.
780 CMR 3603.15 RAMPS
3603.15.1 Maximum slope All egress ramps shall
have a maximum slope of one unit vertical in eight
units horizontal (12.5% slope).
Exception 1: The maximum slope of ramps for
persons with disabilities shall be one unit vertical
in 12 units horizontal.
Exception 2: Where access for persons with
disabilities is legally mandated, ramps shall be
constructed in accordance with the requirements
of 521 CMR as listed in Appendix A.
3603.15.2 Guardrails and handrails: Guardrails
shall be provided on both sides of all ramps and shall
be constructed in accordance with 780 CMR
3603.14.2. Handrails conforming to 780 CMR
3603 14. 1 shall be provided on at least one side of
all ramps exceeding a siope of one unit vertical in 12
units horizontal (8% slope).
Exception 1: For persons with disabilities,
handrails shall be provided on both sides of the
ramp when the vertical rise between landings
exceeds six inches.
Exception 2: Where access for persons with
disabilities is required by statute, ordinance or
bylaw, guardrails and handrails shall be provided
in accordance with the requirements of 521 CMR
as listed in Appendix A.
3603.15.3 Landing required: A minimum three-
foot-by-three-foot (914 mm by 914 mm) level
landing shall be provided at the top and bottom of
ramps where doors open onto the ramp and where
the ramp changes direction
Exception 1: Ramps required for persons with
disabilities shall not have a vertical rise greater
than 30 inches between landings.
Exception 2: Where access for persons with
disabilities is legally mandated, landing
requirements shall conform to the requirements of
521 CMR as listed in Appendix A.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
479
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
780 CMR 3603.16 FIRE PROTECTION
SYSTEMS
3603.16.1 General: All one and two family
dwellings hereafter constructed shall be equipped
with a household fire warning system, in accordance
with the provisions of 780 CMR 3603.16. All
devices shall be installed and maintained in
accordance with the requirements of 780 CMR
3603.16, manufacturers instructions and listing
criteria and otherwise shall be installed and
maintained in accordance with Chapter 2 of NFPA
72 and 527 CMR 12.00 as listed \n Appendix A.
Exception: In addition to the requirements of
780 CMR 3603.16.1, two family dwellings that
contain common areas such as basements,
hallways and/or interior stairways that serve both
dwelling units, but are not within the dwelling
units shall be provided with multiple station
smoke detectors or a listed control unit with
automatic smoke detectors and occupant
notification appliances in the following locations.
1 . In all common basements.
2. In all common hallways.
3. In all common stairways on each level out-
side the dwelling unit doorways.
Each detection device shall cause the operation of
an alarm that is clearly audible in all bedrooms
over background noise levels with all intervening
doors closed. Such devices shall be installed in
accordance with NFPA 72 and 527 CMR 12.00 as
listed in Appendix A.
3603.16.2 Compatibility: All devices and/or
combination of devices and equipment shall be
approved and listed for the purposes for which such
devices are to be utilized.
3603.16.3 Smoke detectors: All detached one- and
two family buildings, including manufactured homes
in accordance with 780 CMR 35, shall contain
listed single and multiple station smoke detectors or
other household fire warning systems in compliance
with ANSI/UL 217 and/or ANSI/UL 268 (listed in
Appendix A) and conforming to 780 CMR 3603 . 16;
such household fire warning systems shall be
installed and maintained in accordance with the
requirements of 780 CMR 3603.16, manufacturers
instructions and listing criteria and otherwise shall
be installed and maintained in accordance with
Chapter 2 of NFPA 72 and 527 CMR 12.00 as listed
in Appendix A.
3603.16.4 Heat detectors: (Reserved).
3603.16.5 Primary electrical power for single
station and multiple station smoke detectors:
Power for single and multiple station smoke
detectors shall be supplied from a permanently wired
connection directly to an AC primary source of
power. All power for AC powered smoke detectors
shall be taken from a single branch circuit which
also provides other electrical service to habitable,
occupiable spaces. The power source shall be on the
supply side, ahead of any switches.
3603.16.6 Primary electrical power for other
household fire warning systems: Low voltage
household fire warning systems that include a listed
control unit with automatic detectors and occupant
notification appliances shall be powered from a
permanently wired AC primary power source. Such
AC primary power shall be supplied either from a
dedicated branch circuit or the unswitched portion of
a branch circuit also used for power and lighting of
habitable, occupiable spaces, in accordance with the
requirements of NFPA 72 and 527 CMR 12.00 as
listed in Appendix A.
3603.16.7 Secondary electrical power: In addition
to required primary power as discussed in 780 CMR
3603.16.5 and 780 CMR 3603.16.6, all household
fire warning systems shall have secondary (standby)
power supplied from monitored batteries in
accordance with the household fire warning
equipment requirements of NFPA-72 as listed in
Appendix A.
3603.16.8 Required alarm notification appliances:
Where more than one smoke or heat detector is
required by 780 CMR 3603.16.10, all required
detectors shall be installed so that the activation of
any detector shall cause the alarm in all required
smoke detectors in the dwelling unit to sound.
Detector activation in a dwelling unit shall not
activate signals in any other dwelling unit or
common areas.
3603.16.8.1 Non-required alarm notification
appliances: Non-required smoke or heat detectors
shall be installed so that the actuation of any non-
required detector shall cause the alarm in all
required and non-required detectors in the
dwelling unit to sound. Detector activation in a
dwelling unit shall not activate signals in any
other dwelling unit or common areas.
3603.16.9 Alarm signaling intensity: All required
alarm-sounding appliances shall have a minimum
rating of 85 dB A at ten feet in accordance with the
requirements of NFPA 72.
Exception: Sounding appliances directly located
in bedrooms shall have a sound pressure level as
low as 75 dBA at ten feet in accordance with the
requirements of NFPA 72.
3603.16.10 Required smoke detector/heat
detector locations: Smoke detectors shall be
installed in the following locations:
1 . In the immediate vicinity of bedrooms;
2. In all bedrooms;
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3. In each story of a dwelling unit, including
basements and cellars, but not including crawl
spaces and uninhabitable attics;
4. In residential units of 1200 square feet or
more, automatic fire detectors, in the form of
smoke detectors shall be provided for each 1200
square feet of area or part thereof;
5. Fixed temperature heat detectors shall be
installed in accordance with the requirements of
780 CMR 3603.16.4.
Exceptions:
1. In dwelling units with one or more split
levels, (i.e., adjacent levels with less than one
full story separation between levels) a smoke
detector installed on the upper level shall
suffice for the adjacent lower level unless
there is an intervening door between one level
and the adjacent lower level in which case
smoke detectors shall be installed on both
levels.
2. In buildings equipped throughout with an
automatic sprinkler system, smoke detectors
are not required in bedrooms.
3603.16.11 Photo electric smoke detector
requirements: Any smoke detector located within
20 feet of a kitchen or within 20 feet of a bathroom
containing a tub or shower shall be a photo electric
type smoke detector but shall satisfy the
compatibility requirements of 780 CMR 3603.16.2.
3603.16.12 Maintenance and testing: It shall be the
responsibility of the owner to properly maintain the
household fire warning system in accordance with
the requirements of NFPA 72 as listed in
Appendix A.
3603.16.13 Additions, alterations and repairs:
When one or more sleeping rooms are added or
created in existing dwellings, the entire building
shall be provided with smoke detectors designed and
located as required for new dwellings.
For other alterations or repairs that would require
a fire protection system in an existing building be
upgraded, refer to 780 CMR 3404 and/or 780 CMR
3405, as applicable.
780 CMR 3603.17 FOAM PLASTIC
3603.17.1 General: The provisions of this section
shall govern the requirements and uses of foam
plastic insulation.
3603.17.1.1 Surface burning characteristics:
Except where otherwise noted in 780 CMR
3603.17.2, all foam plastic or foam plastic cores
in manufactured assemblies used in building
construction shall have a flame-spread rating of
not more than 75 and shall have a smoke-
developed rating of not more than 450 when
tested in the maximum thickness intended for use
in accordance with ASTM E 84.
3603.17.1.2 Thermal barrier: Foam plastic,
except where otherwise noted, shall be separated
from the interior of a building by minimum '/•>-
inch (12.7 mm) gypsum wallboard. The gypsum
board shall be installed using a mechanical
fastening system in accordance with 780 CMR
3607.2.3.5. Reliance on adhesives to ensure the
gypsum wallboard will remain in place when
exposed to fire shall be prohibited.
3603.17.2 Specific requirements: The following
requirements shall apply to all uses of foam plastic
unless specifically approved in accordance with
780 CMR 3603.17.3 or by other sections of
780 CMR.
3603.17.2.1 Masonry or concrete construction:
Foam plastics may be used without the thermal
barrier described in 780 CMR 3603.17.1.2 when
the foam plastic is protected by a minimum one-
inch (25 mm) thickness of masonry or concrete.
3603.17.2.2 Roofing: Foam plastic may be used
in a roof-covering assembly without the thermal
barrier when the foam is separated from the
interior of the building by plywood or wood
structural panel sheathing in accordance with
780 CMR 3608.3, not less than 15/32 inch (12 mm)
in thickness bonded with exterior glue and
identified as Exposure 1 , with edge supported by
blocking or tongue-and-groove joints. The smoke-
developed rating shall not be limited.
3603.17.2.3 Attics: Within an attic accessible by
means of a fixed stairway, foam plastics shall be
protected against ignition by 1 '/--inch-thick (38
mm) mineral fiber insulation, '/t-inch-thick (6.4
mm) wood structural panels, 3/s-inch (9.5 mm)
particleboard, '/4-inch (6.4 mm) hardboard, or %-
inch (9.5 mm) gypsum wallboard, corrosion-
resistant steel having a base metal thickness of
0.016 inch (0.406 mm).
3603.17.2.4 Foam-filled doors: Foam-filled
doors are exempt from the requirements of
780 CMR 3603.17.
3603.17.2.5 Siding backer board: Foam plastic
board of not more than Vi-inch (12.7 mm)
thickness may be used as siding backer board
when separated from interior spaces by not less
than two inches (51 mm) of mineral fiber
insulation or '/2-inch (12.7 mm) gypsum
wallboard or installed over existing exterior wall
finish in conjunction with re-siding, providing the
plastic board does not have a potential heat of
more than 2,000 Btu per square foot (22 720
kJ/nr) when tested in accordance with NFiPA
259.
3603.17.2.6 Interior trim: Foam plastic trim
defined as picture molds, chair rails, baseboards,
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handrails, ceiling beams, door trim and window
trim may be installed, provided:
1. The minimum density is 20 pounds per
cubic foot (3.14 kN/m3);
2. The maximum thickness of the trim is Vi
inch (12.7 mm) and the maximum width is four
inches (102 mm);
3. The trim constitutes no more than 10% of
the area of any wall or ceiling, and
4. The flame-spread rating does not exceed 75
when tested per ASTM E 84. The smoke-
developed rating is not limited.
3603.17.3 Specific approval: Plastic foam not
meeting the requirements of 780 CMR 3603.17.1
and 3603.17.2 may be specifically approved on the
basis of approved tests such as, but not limited to, a
tunnel test in accordance with ASTM E 84, FM
4880, UL 1040, ASTM E 152, or UL 1715, or fire
tests related to actual end-use configurations. The
specific approval may be based on the end use,
quantity, location and similar considerations where
such tests would not be applicable or practical.
3603.17.4 Interior finish: Foam plastics which are
used as interior finish shall also meet the flame-
spread requirements for interior finish.
780 CMR 3603.18 INTERIOR FINISH
REQUIREMENTS/FLAME SPREAD AND
SMOKE DEVELOPED
3603.18.1 Wall and ceiling: Wall and ceiling
finishes shall have a flame-spread classification of
not greater than 200.
Exception: Flame-spread requirements for
finishes shall not apply to trim defined as picture
molds, chair rails, baseboards and handrails; to
doors and windows or their frames; or to materials
which are less than V28 inch (0.907 mm) in
thickness cemented to the surface of walls or
ceilings if these materials have a flame-spread
characteristic no greater than paper of this
thickness cemented to a noncombustible backing.
3603.18.2 Smoke density: The smoke density shall
not be greater than 450.
3603.18.3 Testing. Tests shall be made in
accordance with ASTM E 84.
780 CMR 3603.19 INSULATION/FLAME
SPREAD, SMOKE DEVELOPED/CRITICAL
RADIANT FLUX
3603.19.1 Insulation: All exposed insulation
materials, including facings, such as vapor barriers
or breather papers installed within floor-ceiling
assemblies, roof-ceiling assemblies, wall assemblies,
crawl spaces and attics shall have a flame-spread
rating not to exceed 25 with an accompanying
smoke developed factor not to exceed 450 when
tested in accordance with ASTM E 84.
Exception: When such materials are installed in
concealed spaces, the flame-spread and smoke-
development limitations do not apply to the
facings, provided that the facing is installed in
substantial contact with the unexposed surface of
the ceiling, floor or wall finish.
3603.19.2 Loose-fill insulation: Loose-fill
insulation-materials which cannot be mounted in the
ASTM E 84 apparatus without a screen or artificial
supports shall have a flame-spread rating not to
exceed 25 with an accompanying smoke-developed
factor not to exceed 450 when tested in accordance
withCAN4-S102.2-M83.
3603.19.3 Exposed attic insulation: All exposed
insulation materials installed on attic floors shall
have a critical radiant flux not less than 0. 12 watt per
square centimeter.
3603.19.4 Testing: Tests for critical radiant flux
shall be made in accordance with ASTM E 970.
780 CMR 3603 20 GLAZING
3603.20.1 Scope: The provisions of 780 CMR
3603.20 and 780 CMR 24 shall govern the materials,
design, construction and quality of glass and glazing
in vertical and sloped applications. For the definition
of approved light-transmitting plastic, see 780 CMR
2604. 1 . Safety glazing materials shall conform to
the requirements ofM.G.L. c 143, §§ 3T, 3 V, and
3V, and CPSC 16 CFR; 1201, as applicable
3603.20.2 Marking: Each light shall bear the
manufacturer's mark designating the type and
thickness of glass. Labels may be omitted from other
than safety glazing materials unless specifically
required by the building official. Safety glazing shall
be marked in accordance with 780 CMR 3603.20.1
and shall conform to the requirements ofM.G.L.
c. 143, §§3T, 3U, and3V. The mark shall not be
omitted from tempered glass. Each unit of tempered
glass shall be permanently identified by the
manufacturer's mark. The identifying mark shall be
etched or ceramic fired on the glass and shall be
visible when the unit is glazed.
3603.20.2.1 Identification: To qualify as glass
with special performance characteristics, each unit
of laminated, heat-strengthened, tempered glass
shall be permanently identified by the
manufacturer. The identification of tempered
glass shall be etched or ceramic fired on the glass
and be visible when the unit is glazed. Heat-
strengthened and tempered spandrel glasses are
exempted from permanent labeling. This type of
glass shall be labeled with a removable paper
label by the manufacturer.
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3603.20.3 Louvered windows or jalousies:
Regular, float, wired or patterned glass in jalousies
and louvered windows shall be no thinner than
nominal 3/16 inch (4.76 mm) and no longer than 48
inches (1219 mm). Exposed glass edges shall be
smooth. Wired glass with wire exposed on
longitudinal edges shall not be used in jalousies or
louvered windows.
3603.20.4 Safety glazing:
3603.20.4.1 Human impact loads: Individual
glazed areas, including glass mirrors, in hazardous
locations such as those indicated in 780 CMR
2405.2 shall pass the test requirements of CPSC
16 CFR, 1201 and shall conform to the
requirements of M.G.L. c. 143, §§ 3T, 3U and
3V, as applicable, listed in Appendix A. The
requirements of this section and 780 CMR 2405.2
and 2407.0 shall apply equally to replacement
glass and new glass installation. Additional
requirements as specified in 780 CMR 2407.2 are
to be satisfied for glass used in locations where
the hazard is of a continuous nature, such as glass
enclosures for sporting activities as identified in
780 CMR.
Exceptions:
1. Polished wired glass used in required fire
resistance rated assemblies or polished wire
glass used in hazardous locations such as
those indicated in 780 CMR 3603.20.4.2,
items 6,7,8 and 9 shall comply with ANSI
Z97. 1 , listed in Appendix A.
2. Plastic glazing shall meet the weathering
requirements of ANSI Z97.1 listed in
Appendix A.
3. Glass-block walls shall comply with
780 CMR 2115.0.
3603.20.4.1.1 Identification: Each light of
safety glazing material installed in hazardous
locations as defined in 780 CMR 3603.20.4.2
shall bear a permanent identifying mark issued
by an approved agency which specifies the
marking agency, whether manufacturer or
installer, and the test standard.
Exceptions:
1. Polished wire glass is exempt from a
permanent identifying mark provided that
the distributor or the installer provides an
affidavit certifying that the polished wire
glass complies with ANSI Z9 7. 1 listed in
Appendix A.
2. Laminated glass is exempt from a
permanent identifying mark provided that
the distributor or installer provides an
affidavit certifying that the laminated glass
complies with CPSC 16 CFR 1201, listed in
Appendix A.
3603.20.4.2 Specific hazardous locations:
The following shall be considered specific
hazardous locations for the purposes of
glazing:
1 . Glazing in ingress and means of egress
doors except jalousies (see 780 CMR
2402.5).
2. Glazing in fixed and sliding panels of
sliding (patio) door assemblies and panels in
swinging doors.
3. Glazing in storm doors.
4. Glazing in all untrained swinging doors.
5. Glazing in doors and enclosures for hot
tubs, whirlpools, saunas, steam rooms,
bathtubs and showers. Glazing in any
portion of a building wall enclosing these
compartments where the bottom exposed
edge of the glazing is less than 60 inches
(1525 mm) above a standing surface.
6. Glazing in an individual fixed or
operable panel adjacent to a door where the
nearest exposed edge of the glazing is within
a 24-inch (610 mm) arc of either vertical
edge of the door in a closed position and
where the bottom exposed edge of the
glazing is less than 60 inches (1525 mm)
above the walking surface.
7. Glazing in an individual fixed or
operable panel, other than in those locations
described in 780 CMR 3603.20.4.2 items 5.
and 6., which meets all of the following
conditions:
a. Exposed area of an individual pane
greater than nine square feet (0.84 m");
b. Exposed bottom edge less than 18
inches (460 mm) above the floor:
c. Exposed top edge greater than 36
inches (915 mm) above the floor; and
d. One or more walking surface(s) within
36 inches (915 mm) horizontally of the
plane of the glazing.
8. All glazing in guards and railings
regardless of area or height above a walking
surface. Included are structural baluster
panels and nonstructural in-fill panels.
9. Glazing in walls and fences enclosing
indoor and outdoor swimming pools where
the bottom edge of the glazing on the pool
side is less than 60 inches (1525 mm) above
a walking surface and within 36 inches (914
mm) horizontally of a walking surface. This
shall apply to single glazing and all panes in
multiple glazing.
Exception: The following products,
materials and uses shall not be considered
specific hazardous locations:
1. Glazed openings in doors through
which a three-inch (76 mm) sphere is
unable to pass.
2. Assemblies of leaded glass or faceted
glass and items of carved glass used for
decorative purposes in locations described
in 780 CMR 3603 20 4.2, items 1 ., 6. or 7.
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3. Glazing as described in 780 CMR
3603.20.4.2, item 6., where there is an
intervening wall or some other permanent
barrier that will prevent a person
approaching the door from accidentally
striking the glazing.
4. Glazing as described in 780 CMR
3603.20.4.2, item 7., where a protective
bar is installed 34 inches to 38 inches (864
mm to 965 mm) above the floor on the
side of the glazing having access thereto.
The bar shall be capable of withstanding a
horizontal load of 50 pounds per linear
foot (730 N/m) without contacting the
glass and be a minimum of 1 Vz inches (38
mm) in height. The protective bar may be
an applied bar or an integral part of the
glazed framing dividing an upper lite
from a lower lite.
5. Outboard panes in insulating glass
units and other multiple-glazed panels as
described in 780 CMR 3603.20.4.2, item
7., where the bottom exposed edge of the
glass is 25 feet (7620 mm) or more above
any grade, roof, walking surface or other
horizontal or sloped (within 45 degrees of
horizontal) surface adjacent to the glass
exterior.
6. Louvered windows and jalousies
complying with the requirements of
780 CMR 3603.20.3.
7. Glazing, including mirrors, mounted
or hung on a surface that provides a
continuous backing support.
3603.20.5 Sloped glazing and skylights
3603.20.5.1 Sloped glazing: Any installation of
glass or other transparent, translucent or opaque
glazing material which is installed at a slope of 1 5
degrees (0.26 rad) or more from the vertical plane
— including skylights, roofs and sloped
walls— shall comply with 780 CMR 3603.20.5.
3603.20.5.2 Allowable glazing materials: Sloped
glazing shall be any of the following materials,
subject to the limitations specified in 780 CMR
3603.20.5.3 and the exceptions specified in
780 CMR 3603.20.5.4:
1 . For monolithic glazing systems, the glazing
material of the single light or layer shall be
laminated glass with a minimum 30-mil (762
urn) polyvinyl butyral interlayer, wired glass,
approved plastic materials, heat-strengthened
glass or fully tempered glass.
2. For multiple-layer glazing systems, each
light or layer shall consist of any of the glazing
materials specified in 780 CMR 3603.20.5.2,
item 1.
For additional requirements for plastic skylights,
see 780 CMR 2608.0.
3603.20.5.3 Limitations: Where used in
monolithic glazing systems, heat- strengthened
glass and fully tempered glass shall have screens
installed below the glazing material, subject to the
exceptions in 780 CMR 3603.20.5.4, to protect
building occupants from falling glass should
breakage occur. The screens shall be capable of
supporting the weight of the glass and shall be
substantially supported below and installed within
four inches (102 mm) of the glass. The screens
shall be constructed of a noncombustible material
not thinner than No. 12 B & S Gage (0.0808 inch)
with a mesh not larger than one inch (25 mm by
25 mm). In a corrosive atmosphere, structurally
equivalent non-corrosive atmosphere, structurally
equivalent non-corrosive screening materials shall
be used. Where used in multiple-layer glazing
systems as the bottom glass layer over the
walking surface, heat-strengthened glass, fully
tempered glass and wired glass shall be equipped
with screening that conforms to the requirements
specified for monolithic glazing systems.
3603.20.5.4 Exceptions: In monolithic and
multiple-layer sloped glazing systems, the
following exceptions apply:
1. Fully tempered glass installed without
protective screens where glazed between
intervening floors at a slope of 30 degrees
(0.52 rad) or less from the vertical plane shall
have the highest point of the glass one feet
(3048 mm) or less above the walking surface.
2. Screens are not required below any glazing
material, including annealed glass, where the
walking surface below the glazing material is
permanently protected from the risk of falling
glass or the area below the glazing material is
not a walking surface.
3. Any glazing material, including annealed
glass, is permitted to be installed without
screens in the sloped glazing systems of
detached greenhouses, provided that the height
of the greenhouse at the ridge does not exceed
20 feet (6096 mm) above grade. Greenhouse
frames shall be noncombustible if the height of
the sloped glazing exceeds 20 feet (6096 mm)
above grade.
4. Screens shall not be required where fully
tempered glass or laminated glass with a 15
mil polyvinyl butyral interlayer is used as
single glazing or as both panes in an insulating
glass unit, and all of the following conditions
are met:
a. Each pane of glass is 16 square feet (1.5
m ) or less in area;
b. The highest point of the glass is 12 feet
(3658 mm) or less above any walking
surface or other area having access thereto;
and
c. The glass thickness is 3/,5 inch (5 mm) or
less.
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3603.20.5.5 Curbs for skylights All unit
skylights installed in a roof with a pitch flatter
than three units vertical in 12 units horizontal
(25% slope) shall be mounted on a curb extending
at least four inches (102 mm) above the plane of
the roof.
780 CMR 360321 ENERGY CONSERVATION
REQUIREMENTS
3603.21.1 General: All one and two family
detatched buildings shall comply with the
comprehensive energy requirements set forth in
780 CMR Appendix J.
780 CMR 360322 PROTECTION AGAINST
DECAY AND TERMITES
3603.22.1 Required Protection: Where protection
of wood members is required by 780 CMR 3603.22.
protection shall be provided against decay or termite
damage by the use of naturally durable or
preservative-treated wood as required by 780 CMR
3603.22-
3603.22.2 Naturally durable wood: The term
"naturally durable wood" refers to the heartwood of
the following species with the exception that an
occasional piece with corner sapwood is permitted if
90% or more of the width of each side on which it
occurs is heartwood
Decay resistant: Redwood, cedar, black locust
and black walnut.
Termite resistant: Redwood and Eastern red
cedar
3603.22.3 Preservative-treated wood
3603.22.3.1 Preservative-treated wood: The
term "preservative-treated wood" refers to wood
(including plywood) ' pressure treated with
preservatives, that conforms to retention,
penetration and other requirements applicable to
the species, product, treatment and conditions of
use in AWPA CI, C2, C9, CI 5, CI 8, C20, C22,
C23, C24. C27 and C28 listed in Appendix A.
Preservatives shall conform to AWPA P1/P13, P2,
P5, P8 and P9 listed in Appendix A. Lumber and
plywood in wood foundation systems shall
conform to 780 CMR 1808.3
3603.22.3.2 Identification: All piles, poles,
lumber and plywood which are required to be
preservative-treated shall bear the quality mark of
an approved agency that maintains continuing
supervision, testing and inspection over the
quality of the product Quality-control inspection
agencies for preservative-treated wood shall be
certified as to competency and performance by an
approved organization. Said mark shall include
the following information in a legible format:
identification of the inspection agency; the
standard to which the product is treated; the
identification of the treating plant; and the
purpose for which the product has been treated
The mark shall be permanently affixed to each
piece unless specifically waived by the building
official
3603.22.3.3 Moisture content: Where wood that
is pressure treated with a water-borne
preservative is used in enclosed locations where
drying in service cannot readily occur, such wood
shall be at a moisture content of 19% or less
before being covered with insulation, interior wall
finish, floor covering or other material.
3603.22.3.4 Fasteners Fasteners for
preservative-treated wood shall be of hot-dipped,
zinc-coated, galvanized stainless steel, silicon
bronze, copper or other corrosion-resistant
materials. Fasteners for wood foundations shall
be as required in AFPA TR7 listed in
Appendix A
3603.22.4 Wood used above ground: Wood
installed above ground in the locations specified in
780 CMR 3603.22.4. 1 through 3603 22.4 6 shall be
naturally durable wood or preservative-treated wood
treated by water-bome preservatives, and shall be
treated in accordance with AWPA C2 or C9 listed in
Appendix A for above-ground use.
3603.22.4.1 Joists and girders: Where wood
joists or the bottom of a wood structural floor
without joists are closer than 18 inches (457 mm),
or wood girders are closer than 12 inches (305
mm), to the exposed ground in crawl spaces or
unexcavated areas located within the perimeter of
the building foundation, the floor assembly
(including posts, girders, joists and subfloor) shall
be of approved naturally durable or preservative-
treated wood
3603.22.4.2 Framing: All wood framing
members, including wood sheathing, which rest
on exterior foundation walls and are less than
eight inches (203 mm) from exposed earth shall
be of approved naturally durable or preservative-
treated wood
3603.22.4.3 Sleepers and sills: Sleepers and sills
on a concrete or masonry slab which is in direct
contact with earth shall be of approved naturally
durable or preservative-treated wood.
3603.22.4.4 Girder ends: The ends of wood
girders entering exterior masonry or concrete
walls shall be provided with a '/4-inch ( 1 3 mm) air
space on top, sides and end, unless approved
naturally durable or preservative-treated wood is
used.
3603.22.4.5 Clearance: Clearance between wood
siding and earth on the exterior of a building shall
not be less than six inches (1 52 mm) except where
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siding, sheathing and wall framing are of
approved preservative-treated wood.
3603.22.4.6 Posts or columns: Posts or columns
supporting permanent structures and supported by
a concrete or masonry slab or footing which is in
direct contact with the earth shall be of approved
naturally durable or preservative-treated wood
Exceptions:
1 . Posts or columns which are either exposed
to the weather or located in basements or
cellars, supported by concrete piers or metal
pedestals projecting at least one inch (25 mm)
above the slab or deck and six inches (152 mm)
above exposed earth, and are separated
therefrom by an impervious moisture barrier.
2. Posts or columns in enclosed crawl spaces
or unexcavated areas located within the
periphery of the building, supported by a
concrete pier or metal pedestal at a height
greater than eight inches (203 mm) from
exposed ground, and are separated therefrom
by an impervious moisture barrier.
3603.22.5 Wood in contact with the ground: All
wood in contact with the ground (exposed earth)
which supports permanent structures that are
intended for human occupancy, shall be of approved
naturally durable or preservative-treated wood using
water-borne preservatives and shall be treated in
accordance with AWPA C2 or C9 listed in
Appendix A for ground contact, where used in the
locations specified in 780 CMR 3603.22.5.1 and
3603.22.5.2.
Exception: Untreated wood is permitted where
such wood is entirely below the ground water
level or where continuously submerged in fresh
water.
3603.22.5.1 Posts or columns: Sawn posts and
columns supporting permanent structures that are
intended for human occupancy and which are
embedded in concrete in direct contact with the
earth or embedded in concrete exposed to the
weather, or in direct contact with the earth, shall
be of approved preservative-treated wood.
3603.22.5.2 Wood structural members: Wood
structural members that support moisture-
permeable floors or roofs which are exposed to
the weather-such as concrete or masonry slabs-
shall be of approved naturally durable or preserva
tive-treated wood unless separated from such
floors or roofs by an impervious moisture barrier.
3603.22.6 Exposed Structural Members: Wood
members which form the structural supports of
buildings, balconies, porches, decks or similar
permanent building appurtenances where such
members are exposed to the weather without
adequate protection from a roof, eave, overhang or
other covering to prevent moisture or water
accumulation on the surface or at joints between
members Depending on local experience, such
members include, but are not limited to, the
following:
1. Horizontal members such as girders, joists and
decking;
2. Vertical members such as posts, poles and
columns; or
3. Both horizontal and vertical members
3603.22.7 Wood used in retaining walls Wood
installed in retaining or crib walls shall be of
approved preservative-treated wood treated in
accordance with AWPA C2 or C9 listed in
Appendix A for ground contact, except as indicated
in 780 CMR 3603.22.7.1 through 231 1.7.3.
3603.22.7.1 Untreated wood: Where the wall is
not more than two feet (610 mm) in height and is
separated from the lot line or a permanent
building by a minimum distance equal to the
height of the wall, the wall is permitted to be of
untreated wood.
3603.22.7.2 Naturally durable wood on the lot
line: Where a retaining wall or a crib wall is not
more than two feet (610 mm) in height and is
located on the lot line, approved naturally durable
wood is permitted.
3603.22.7.3 Naturally durable wood separated:
Where retaining wall or a crib wall is not more
than four feet (1219 mm) in height and is
separated from the lot line or a permanent
building by a minimum distance equal to the
height of the wall, approved naturally durable
wood is permitted.
780 CMR 3603.23 MANUFACTURED
BUILDINGS AND MANUFACTURED
HOUSING
3603.23.1 Scope: The design, manufacture,
handling, storage, transportation, assembly,
construction and/or installation of manufactured
buildings and manufactured building components
intended for installation in the Commonwealth of
Massachusetts shall be in accordance with the
provisions of 780 CMR 35. Manufactured
buildings or manufactured building components
shall not be installed in any jurisdiction of the
Commonwealth of Massachusetts unless such
manufactured buildings or manufactured building
components have been approved and certified in
accordance with 780 CMR 35, and the Rules and
Regulations for Manufactured Buildings,
Manufactured Building Components and
Manufactured Housing, 780 CMR R3, as listed in
Appendix A.
3603.23.2 Manufactured housing: When
constructed in accordance with the Code of
Federal Regulations (CFR) Title 24, Chapter XX-
486
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - BUILDING PLANNING
Office of Assistant Secretary for Housing - Federal
Housing Commissioner, Department of Housing
and Urban Development, Parts 3280,
Manufactured home construction and safety
standards, and 3282, Manufactured home
procedural and enforcement regulations;
manufactured housing shall be exempt from the
provisions of 780 CMR 3603.23.
Exceptions:
1. Foundations for manufactured housing shall
conform to 780 CMR 1806. 0;
2. Additions, (when not a manufactured
housing unit as defined herein) and site built
modifications shall conform to applicable
provisions of 780 CMR
780 CMR 360324 SANITATION
3603.24.1 Plumbing and Sanitary Facilities:
Every dwelling unit shall be provided with plumbing
and sanitary facilities as required by 248 CMR the
Massachusetts State Plumbing and Fuel Gas Code,
105 CMR 410.000, the State Sanitary Code, listed in
Appendix A. Water closets, baths, showers and
bidets shall be located in rooms which provide
privacy to the occupant.
3603.24.2 Water supply to fixtures: All plumbing
fixtures shall be connected to an approved water
supply, in accordance with 248 CMR as listed in
Appendix A.
3603.24.3 Wastewater: Provision shall be made for
disposal of wastewater in accordance with
248 CMR, as listed in Appendix A. Wastewater shall
be discharged to a sanitary sewer or to an approved
private sewage disposal system.
780 CMR 360325 ELECTRICAL
REQUIREMENTS
3603.25.1 General: Every dwelling unit shall be
provided with electrical facilities in accordance with
the requirements of 527 CMR 12.00, the
Massachusetts State Electrical Code as listed in
Appendix A.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
488 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR 3604
FOUNDATIONS
780 CMR 3604.1 GENERAL
3604.1.1 General: The provisions of 780 CMR
3604.0 shall control the design and construction of
the foundation and foundation spaces for all
buildings.
3604.1.2 Requirements: The foundation and its
structural elements shall be capable of
accommodating all superimposed live, dead and
other loads according to 780 CMR 3603.0 and all
lateral loads in accordance with the provisions of
780 CMR 36. Fills which support footings and
foundations shall be designed, installed and tested in
accordance with accepted engineering practice.
Gravel fill used as footings for wood foundations
shall comply with 780 CMR 3604.3.
3604.1.3 Drainage: Surface drainage shall be
diverted to a storm sewer conveyance or other point
of collection away from the foundation system to
avoid creating a hazard. Finished grades shall be
arranged to direct surface water away from all
foundation walls. The finished grade shall slope a
minimum of A" per foot for a distance of at least
six feet from the face of all foundation walls.
Exception: Where lot lines, walls, slopes or other
physical barriers interfere with the drainage
requirements of 780 CMR 3604.1.3, drains or
swales shall be provided to ensure that surface
drainage is appropriately diverted away from the
structure.
3604.1.4 Geotechnical evaluation: The
presumptive load-bearing values defined in Table
3604. 1 .4 shall be used to determine soil bearing
capacity for all foundation systems defined herein.
Exception: Where there is evidence that
expansive, compressible, shifting or other
unstable soil characteristics exist, the building
official shall require soil tests as necessary to
determine the bearing capacity of the soil. For
the purposes of this section, soils test shall be
conducted in accordance with 780 CMR 1802. 0.
3604.1.5 Expansive, compressible or shifting soil:
When top or subsoils are expansive, compressible or
shifting, such soils shall be removed to a depth and
width sufficient to assure stable moisture content in
each active zone and shall not be used as fill; or
stabilized within each active zone by chemical,
dewatering or presaturation.
TABLE 3604.1.4
PRESUMPTIVE LOAD-BEARING VALUES
OF FOUNDATION MATERIALS
CLASS OF MATERIAL
Crystalline bedrock
Sedimentary rock
Sandy grave! or gravel
Sand, silty sand, clayey sand,
silty gravel and clayey
gravel
Clay, sandy clay, silty clay,
and f.laywf gilt
LOAD BEARING
PRESSURE
(pounds per square foot)
12,000
6,000
5,000
3,000
2,000
780 CMR 3604.2 MATERIALS
3604.2.1 Wood foundations: Wood foundation
systems shall be designed and installed in
accordance with the provisions 780 CMR 36.
Exception: The provisions of 780 CMR 3604.2
for wood foundations apply only in the following
situations:
1 Buildings supported by wood foundations
shall be limited to no more than two floors and
a roof.
2. No dimension in a basement room or crawl
space area shall exceed the smaller dimension
of either the building width or building length
3604.2.1.1 Fasteners: Fasteners used below grade
to attach plywood to the exterior side of exterior
basement or crawlspace wall studs, or fasteners
used in knee wall construction, shall be of Type
304 or 316 stainless steel. Fasteners used above
grade to attach plywood, and all lumber-to-lumber
fasteners except those used in knee wall
construction shall be of Type 304 or 3 16 stainless
steel, silicon bronze, copper, hot-dipped
galvanized (zinc coated) steel nails, or hot-
tumbled galvanized (zinc coated) steel nails
Electrogalvanized steel nails and galvanized (zinc
coated) steel staples shall not be permitted
3604.2.1.2 Wood treatment: All lumber and
plywood shall be treated in accordance with
AWPA C22 as listed in Appendix A and shall be
identified as in conformance with such standard
by an approved inspection agency. Where lumber
and plywood is cut or drilled after treatment, the
cut surface shall be field treated with Ammoniacal
Copper Arsenate (ACA), Chromated Copper
Arsenate (CCA), or Copper Napthenate by
repeated brushing, dipping or soaking until the
wood absorbs no more preservative. Water-borne
preservatives ACA and CCA Types A B and C
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
489
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
shall have a minimum concentration of 3% in
solution. Water-borne preservatives FCAP and ACC
shall be permitted for field treatment of material
originally treated with CCA and ACA water-borne
preservatives, and the concentration of FCAP or
ACC shall be a minimum of 5% in solution. Copper
Napthenate shall be prepared with a solvent
conforming to AWPA P5. The preservative
concentration shall contain a minimum of 2% copper
metal
3604.2.2 Concrete: Concrete shall have a minimum
specified compressive strength as shown in Table
3604.12 and shall be air entrained when subject to
freeing and thawing during construction. Total
air content (percent by volume of concrete) shall
not be less than 5% or more than 7%.
Exception: Concrete mixtures used for exterior
porches, carport slabs, and steps that will be
exposed to freezing and thawing in the presence
of deicing chemicals shall consist of 520 pounds
(236 kg) of cement per cubic yard of concrete
which meets ASTM C 150 or C 595 as listed in
Appendix A.
TABLE 3604.2.2
MINIMUM SPECIFIED COMPRESSIVE
STRENGTH OF CONCRETE
TYPE OR LOCATION OF
CONCRETE CONSTRUCTION
mtnimum specified
compressive
strength'c/'c)
Basement walls and foundations
not exposed to the weather
2,5002
Basement slabs and interior slabs
on grade, except garage floor slabs
2.5002
Basement walls, foundation walls,
exterior walls and other vertical
concrete work exposed to the
weather
3.0O03
Porches, carport slabs and steps
exposed to the weather, and
garage floor slabs
3.5003'4
For SI: 1 psi = 6.895 kPa.
1 . At 28 days psi.
2. Concrete in these locations which may be subject to
freezing and thawing during construction shall be air-
entrained concrete in accordance with Footnote 3.
3. Concrete shall be air-entrained. Total air content
(percent by volume of concrete) shall not be less than 5%
or more than 7%.
4. See 780 CMR 3604.2.2. for minimum cement
content
780 CMR 36043 FOOTINGS
3604.3.1 General: All permanent supports of
buildings and structures larger than 120 square
feet in area or ten feet in height shall extend to
minimum of four feet (1.2 m) below finished grade
except when erected on solid rock or otherwise
protected from frost, or when the foundation grade
is established by a registered design professional
and is approved by the building code official
Minimum sizes for concrete or masonry footings
shall be as set forth in Table 3604.3 1 and Figure
3604.3.1a
3604.3.1.1 Slope: The top surface of all footings
shall be level. The bottom surface of footings may
have a slope not exceeding one unit vertical in ten
units horizontal (10% slope) Footings shall be
stepped where it is necessary to change the
elevation of the top surface of the footing, or
where the slope of the bottom surface of the
footing will exceed one unit vertical in ten units
horizontal (10% slope).
3604.3.2 Footings for wood foundations: Footings
for wood foundations shall comply with the
applicable provisions of 780 CMR 3604.4, and
Figures 3604.3.1b and 3604.3.1c The gravel base
depicted in Figures 3604.3.1b and 3604.3. lc shall
be washed and well graded The maximum size
stone shall not exceed % inch (19 mm). Gravel shall
be free from organic, clayey or silty soils. Sand shall
be coarse, not smaller than 1/16-inch (1.6 mm) grains
and shall be free from organic, clayey or silty soils
Crushed stone shall have a maximum size of V* inch
(12.7 mm).
3604.3.3 Insulated footings: Footings for heated
buildings with slab-on-ground foundations are not
required to extend below the frost line when
protected from frost by insulating methods
prescribed by Figure 3604.3.3a and Table 3604.3.3
Materials used below grade for the purpose of
insulating foundations against frost shall be labeled
as complying with ASTM C 578.
490
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDrNG REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FOUNDATIONS
FIGURE 3604.3.1a
CONCRETE AND MASONRY
FOUNDATION DETAILS
- BEARING WALL
3 l.Z" MIN.-
GROUND SLPPORT SLAB WITH WASONRY BASEMENT OH CRAM. SPACE WITH
WALL AND SPREAD FOOTING
MASONRY WALL AND SPREAD FOOT*! G
EXTEPJOR
BASEMENT Cfl CRAWl SPACE
WITH CONCRETE WALL AND SPREAD
FOOTING
BASEMENT Cfl CRAWL SPACE WITH
FOUNCATION WAa BEARING
DIRECTLY ON SOI
NOTES
1. Exterior footings shall extend to below the frost line
unless otherwise protected against frost heave. In no case
shall exterior footings be less than 12 inches below grade.
2. Footing widths (W) shall be based on the load-bearing
value of the soil in accordance with Table 3604.1.4 or
shall be designed in accordance with accepted
engineering practice.
3. Spread footings shall be a minimum of six inches
thick, and footing projections (P) shall be a minimum two
inches and shall not exceed the footing thickness.
4. Footings shall be supported on undisturbed natural
soil or engineered fill.
5. The sill plate or floor system shall be anchored to the
foundation with VS-inch-diameter bolts placed six feet on
center and not more than 12 inches from corners. Bolts
shall extend a minimum of 15 inches into masonry or
seven inches into concrete. Sill plates shall be protected
against decay where required by 780 CMR 3603.22.
6. Pier and column footing sizes shall be based on the
tributary load and allowable soil pressure in accordance
with Table 3605.2.3.3b.
For SI 1 inch = 25.4 mm. 1 foot = 304 .8 mm
2/7/97 (-Effective 2/28/97)
780 CMR - Six'h Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
FIGURE 3604.3.1b
TYPICAL DETAILS FOR WOOD FOUNDATION BASEMENT WALL
FIELD APPLIED 2 BY 6 TOP PLATE
2 BY 6 TOP PLATE
2 BY 6 STUD WALL INSULATED AS APPROPRIATE
AND WARM SIDE VAPOR BARRIER
1 ' THICK LUMBER OR PLYWOOD STRIP
PROTECTING TOP OF POLYETHYLENE FILM
FINISH GRADE SLOPE 1/2" PER FOOT
MINIMUM 6' FROM WALL
PLYWOOD (See Table 3604.43.3
6 MIL POLYETHYLENE FILM
6 MIL POLYETHYLENE FILM ON
CRUSHED STONE OR GRAVEL BACKFILL
3' OR 4" CONCRETE SLAB WITH OPTIONAL
1" SCREED BOARD AND VAPOR BARRIER
2 BY 6 BOTTOM PLATE
2 BY 8 FOOTING PLATE
4" GRAVEL OR CRUSHED STONE FILL
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
492
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FOUNDATIONS
FIGURE 3604.3.1c
TYPICAL DETAILS FOR WOOD FOUNDATION CRAWL SPACE WALLS
FLOOR JOIST
FIELD APPLIED 2 BY 6 TOP PLATE
FLASHING
2 BY 6 TOP PLATE
FINISH GRADE SLOPE V2" PER FOOl
MINIMUM 6' FROM WALL
2 BY 6 STUD WALL
6 MIL POLYETHYLENE FILM
PLYWOOD (See Table 3604.4.3.3
2 BY 6 BOTTOM PLATE
2 BY 8 FOOTING PLATE
4" GRAVEL OR CRUSHED STONE
BELOW FROST LINE
For SI: ! inch = 25.4 mm, 1 foot = 304.8 mm.
TABLE 3604.3.1
MINIMUM WIDTH OF CONCRETE OR
MASONRY FOOTINGS (inches)
LOAD-BEARING VALUE OF SOIL (psf)
TABLE 3604.3.3
MINIMUM INSULATION REQUIREMENTS
FOR FROST-PROTECTED FOOTINGS IN
HEATED BUILDINGS
1.500 2,000 2.500 3,000 3,500 4,000
Conventional Wood Frame Construction
1 -story
16
12
10
8
7
6
2-story
19
15
12
10
8
7
3 -story
22
17
14
11
10
9
VERTICAL
INSULA-
TION/?-
VALUE14
HORIZONTAL
INSULATION R-
VALUEW
HORIZONTAL
INSULATION
DIMENSIONS PER
FIGURE 3604.3.3
(inches)
along walls
at corners
A
B
C
45
NR
NR
NR
NR
NR
4-inch Brick Veneer over Wood Frame or
Hollow Concrete Masonry
8-inch
1 -story
19
15
12
10
8
7
2-story
25
19
15
13
11
10
3 -story
31
23
19
16
13
12
8-inch Solid or Fully Grouted Masonry
1 -story
22
17
13
11
10
9
2-story
32
23
19
16
13
12
3-storv
40
30
24
20
17
15
For SI: 1 inch = 25.4 mm, 1 foot = 304 8 mm.
For SI: 1 inch = 25.4 mm, °F = 1.8°C + 32
1. Insulation requirements are for protection against frost
damage in heated buildings. Greater values may be
required to meet energy conservation standards.
Interpolation between values is permissable.
2. Air Freezing Index values based on 1,500 °F days.
3. Insulation materials shall provide the stated minimum
R-values under the long term exposure to moist, below-
ground conditions in freezing climates. The following R-
values shall be used to determine insulation thickness
required for this application: Type II expanded polystyrene -
2.4R per inch; Type IV extruded polystyrene - 4.5R per
inch; Type VI extruded polystyrene - 4 5R per inch; Type
IX expanded polystyrene - 3.2R per inch; Type X extruded
polystyrene - 4.5R per inch. NR indicates that insulation is
not required.
4. Vertical insulation shall be expanded polystyrene
insulation or extruded insulation.
5. Horizontal insulation shall be extruded polystyrene
insulation.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
FIGURE 3604.3.3a
INSULATION PLACEMENT FOR FROST-PROTECTED FOOTINGS
IN HEATED BUILDINGS
INSULATION DETAIL
■ VERTICAL WALL INSULATION'
- HORIZONTAL INSULATION'
NOMINAL 4" THICK GRANULAR BASE
"4-- ■■■-^'<AH~,-->:y "-,■■:■■ .--nirS^^M^i
HORIZONTAL INSULATION PLAN
For SI: 1 inch = 25.4 mm.
1. See table 3604.3.3 for required dimensions and R-
values for vertical and horizontal insulation.
780 CMR 3604.4 FOUNDATION WALLS
3604.4.1 Concrete and masonry foundation walls:
Foundation walls shall be constructed in accordance
with the provisions of 780 CMR 3604.4 or in
accordance with ACI 318, ACI 318.1, NCMA
TR68-A or ACI 530/ASCE 5/TMS 402 as listed in
Appendix A, or other approved structural systems.
3604.4.1.1 Masonry and concrete wall
construction: Masonry and concrete foundation
walls shall be constructed as in accordance with
Table 3604.4.1.1a.
Exception: Where unstable soil conditions
exist or where the foundation extends to or
below the seasonal high groundwater table,
foundation walls shall be constructed in
accordance with Table 3604.4.1.1b.
3604.4.1.2 Design: Foundation walls subject to
more pressure than would be exerted by backfill
having an equivalent fluid weight of 30 pounds
per cubic foot (141 kN/m3) shall be designed in
accordance with accepted engineering practice by
a registered professional engineer or registered
architect.
3604.4.1.3 Grade Clearance: Foundation walls
shall extend at least eight inches above the
finished grade adjacent to the foundation at all
points.
Exception: Where masonry veneer is used,
foundation walls shall extend a minimum of four
inches (102 mm) above the finished grade.
494
780 CMR - Sixth Edition
'7/97 (Effective 2/28/97)
1,2
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FOUNDATIONS
TABLE 3604.4.1.1a
MINIMUM THICKNESS AND ALLOWABLE
DEPTH OF UNBALANCED FILL FOR
UNRETNFORCED MASONRY AND,
CONCRETE FOUNDATION WALLS
WHERE UNSTABLE SOIL OR
GROUNDWATER CONDITIONS DO NOT
EXIST ======^^
For SI: 1 inch = 25.4 mm: 1 foot = 304.8 mm.
1. Unbalanced fill is the difference in height of the
exterior and interior finish ground levels. Where an
interior concrete slab is provided, the unbalanced fill
shall be measured from the exterior finish ground level to
the top of the interior concrete slab.
2. The height between lateral supports shall not exceed
eight feet.
3. The actual thickness shall not be more than V2 inch
less than the required nominal thickness specified in the
table.
4. Six-inch plain concrete walls shall be formed on both
sides.
FOUNDATION WALL
CONSTRUCTION
NOMINAL,
THICKNESS"'
(inches')
MAXIMUM
DEPTH OF
UNBALANCED
FILL1 (feel)
Masonry of Hollow Units.
L'ngrouted
S
10
12
4
5
6
Masonry of Solid Units
6
S
10
12
5
6
Masonry of Hollow or Solid
Units, Fully Grouted
S
10
12
7
8
8
Plain Concrete
6*
8
10
6
8
8
Rubble Stone Masonrv
16
8
Masonry of hollow units
reinforced vertically,
with No. 4 bars and grout
at 24 inches on center.
Bars located not less
than 41/; inches from
pressure side of wall.
8
7
TABLE 3604.4.1.1 b
REQUIREMENTS FOR MASONRY OR CONCRETE FOUNDATION WALLS SUBJECTED TO
NO MORE PRESSURE THAN WOULD BE EXERTED BY BACKFILL HAVING AN
EQUIVALENT FLUID WEIGHT OF 30 POUNDS PER CUBIC FOOT OR SUBJECTED TO
UNSTABLE SOIL CONDITIONS
MATERIAL TYPE
HEIGHT OF
UNBALANCED
FILL IN FEET
LENGTH OF
WALL BETWEEN
SUPPORTING
MASONRY OR
CONCRETE
WALLS IN FEET
MINIMUM"
WALL
THICKNESS IN
INCHES''
REQUIRED REINFORCING
Honzintal Bar in
Upper 1 2 inches of
wall
Size and Spacing of
Vertical Bars
Hollow Masonry
4 or less
unlimited
S
not required
not required
more than 4
design required
design required
design required
design required
4 or less
unlimited
8
noot required
not required
more than 4
less lha 8
8
2-No 3
No. 3 (a), 18"o.c.
Masonry
8 or less
8 to 10
8
2-No. 4
No. 3@ 18"oc.
8 or less
10 to 12
8
2-No. 5
No 3 @ 18" oc.
more than 8
design required
design required
design required
design required
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per cubic foot (pcf) = 0. 1572 kN/m" .
1 Backfilling shall not be commenced until after the wall is anchored to the floor or adequate bracing is in place.
2. Thickness of concrete walls may be six inches, provided reinforcing is placed not less than one inch or more than
two inches from the face of the wall not against the earth.
3. The actual thickness shall not be more than Vi inch less than the required thickness specified in the table.
4. Solid masonry shall include solid brick or concrete units and hollow masonry units with all cells grouted.
3604.4.1.3.1 Backfill placement: Backfill
adjacent to the wall shall not be placed until
the wall has sufficient strength in accordance
with 780 CMR 3604.2.2 and has been anchored
to the floor, or has been sufficiently braced to
prevent damage by the backfill.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Exception: Such bracing is not required for
walls retaining less than three feet (914
mm) of unbalanced backfill.
3604.4.2 Design required: Foundation walls subject
to more lateral pressure than would be exerted by
backfill consisting of freely draining sands and
gravel classified as Group I according to the United
States Soil Classification System or soils having an
equivalent fluid weight of greater than 30 pounds per
cubic foot (4.72 kN/m3) shall be designed in
accordance with accepted engineering practices by
a registered professional engineer or registered
architect.
3604.4.3 Wood foundation walls: Wood foundation
walls shall be constructed in accordance with the
provisions of 780 CMR 3604.4.3.1 through
3604.4.3.5 and with the details shown in Figures
3604.3.1b and 3604.3.1c
3604.4.3.1 Wood grade: All load-bearing lumber
and plywood shall conform to applicable
standards or grading rules and be identified by a
grade mark or certificate of inspection issued by
an approved lumber or plywood grading or
inspection bureau or agency. Lumber shall
conform to DOC PS 20-70.
TABLE 3604.4.3.3
PLYWOOD GRADE AND THICKNESS FOR
WOOD FOUNDATION CONSTRUCTION
(30 pcf equivalent-fluid weight soil pressure)
HEIGHT
STUD
SPACING
(inches)
FACE GRAIN ACROSS STUDS
FACE GRAIN PARALLEL TO STUDS
OF FILL
(inches)
Grade
Minimum
Thickness
Identification
Index
Grade
Minimum
Thickness"
Identification Index
12
B
15/32
32/16
A
15/32
32/16
B
15/323
32/16
16
B
15/32
32/16
A
15/323
32/16
B
19/323(4,5ply)
40/20
12
B
15/32
32/16
A
15/32
32/16
B
15/323(4,5ply)
32/16
36
B
1 9/323 (4, 5 ply)
40/20
16
B
15/323
32/16
A
19/32
40/20
B
23/32
48/24
12
B
15/32
32/16
A
15/323
32/16
48
B
19/323(4,5ply)
40/20
16
B
19/32
40/20
A
19/323
40/20
A
23/32
48/24
For SI: 1 inch = 25.4 mm, 1 pound per cubic foot = 0. 1572 kN/m" .
1. Plywood shall be of the following minimum grades in accordance with DOC PS 1 or DOC PS2:
(i) DOC PS 1 Plywood grades marked:
a. Structural I C-D (Exposure I)
b. C-D (Exposure I)
(ii) DOC PS 2 Plywood grades marked:
a. Structural I Sheathing (Exposure I)
b. Sheathing (Exposure I)
(iii) Where a major portion of the wall is exposed above ground and a better appearance is desired, the following
plywood grades marked Exterior are suitable:
a. Structural I A-C, Structural I B-C or Structural I C-C (Plugged) in accordance with DOC PS 1
b. A-C Group 1, B-C Group 1, C-C (Plugged) Group 1 or MDO Group 1 in accordance with DOC PS 1
c. Single Floor in accordance with DOC PS 2
2. Minimum thickness 15/32 inch, except crawl space sheathing may be % inch for face grain across studs 16 inches
on center and maximum two foot depth of unequal fill.
3. For this fill height, thickness and grade combination, panels which are continuous over less stud spacings require
blocking 16 inches above the bottom plate. Offset adjacent blocks and fasten through corrosion-resistant nails at each
end.
3604.4.3.2 Stud size: The studs used in
foundation walls shall be two by six (51 by 153)
members. When spaced 16 inches on center, a
wood species with an Fb value of not less than
1,250 psi (8612 kPa) as listed in Table
3605.2.3.1d shall be used. When spaced 12 inches
(305 mm) on center, an Fb of not less than 875
(6029 kPa) shall be required.
3604.4.3.3 Height of backfill: The height of
backfill against a foundation wall shall not exceed
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7S0 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FOUNDATIONS
more than 12 inches (305 mm) above the interior
grade of a crawl space or floor of a basement, the
thickness of the plywood sheathing shall meet the
requirements of Table 3604.4.3.3.
3604.4.3.4 Backfilling: Wood foundation walls
shall not be backfilled until the basement floor
and first floor have been constructed or the walls
have been braced. For crawl space construction,
backfill or bracing shall be installed on the
interior of the walls prior to placing backfill on
the exterior.
3604.4.3.5 Drainage and dampproofing: Wood
foundation basements shall be drained and
dampproofed in accordance with 780 CMR
3604.5 and 780 CMR 3604.6, respectively.
780 CMR 3604.5 FOUNDATION DRAINAGE
3604.5.1 Concrete or masonry foundations:
Drains shall be provided around all concrete or
masonry foundations enclosing habitable or usable
spaces located below grade. Drainage tiles, gravel or
crushed stone drains, perforated pipe or other
approved systems or materials shall be installed at or
below the area to be protected and shall discharge by
gravity or mechanical means into an approved
drainage system. Gravel or crushed stone drains
shall extend at least one foot (305 mm) beyond the
outside edge of the footing and six inches (153 mm)
above the top of the footing and be covered with an
approved filter membrane material. The top of open
joints of drain tiles shall be protected with strips of
building paper, and the drainage tiles or perforated
pipe shall be placed on a minimum of two inches (5 1
mm) of washed gravel or crushed rock at least one
sieve size larger than the tile joint opening or
perforation and covered with not less than six inches
(153 mm) of the same material.
Exception: A drainage system is not required
when the foundation is installed on well-drained
ground or sand-gravel mixture soils according to
the Unified Soil Classification System, Group I
Soils, as detailed Table 3604.5.1.
TABLE 3604.5.1
PROPERTIES OF SOILS CLASSD7IED ACCORDING TO THE UNIFDZD
SOIL CLASSIFICATION SYSTEM
SOIL
GROUP
UNIFIED SOIL
CALSSIFICA-
TION SYSTEM
SYMBOL
SOIL DESCRIPTION
DRAINAGE
CHARACTERISTICS
FROST
HEAVE
POTENTIAL
VOLUME
CHANGE
POTENTIAL
EXPANSION
GW
Well-graded gravels, gravel sand
mixtures, little or no fines
Good
Low
Low
GP
Poorly graded gravels or gravel sand
mixtures, little or no fines
Good
Low
Low
Group I
sw
Well-graded sands, gravelly sands,
little or no fines
Good
Low
Low
SP
Poorly graded sands or gravelly
sands, little or no fines
Good
Low
Low
GM
Silty gravels, gravel-sand-silt
mixtures
Good
Medium
Low
SM
Siltv sand, sand-silt mixtures
Good
Medium
Low
GC
Clayey gravels, gravel-sand-clay
mixtures
Medium
Medium
Low
SC
Clayey sands, sand-clay mixture
Medium
Medium
Low
Group II
ML
Inorganic silts and very fine sands,
rock flour, silty or clayey fine sands
or clayey silts with slight plasticity.
Medium
High
Low
CL
Inorganic clays of low to medium
plasticity, gravelly clays, sandy
clays, silty clays, lean clays
Medium
Medium
Medium" to
Low
Group
III
CH
Inorganic clays or high plasticity, fat
clavs
Poor
Medium
High2
MH
Inorganic silts, micaceous or
diatomaceous fine sandy or silty
soils, elastic silts
Poor
High
High
Group
IV
OL
Organic silts and organic silty clays
of low plasticity.
Poor
Medium
Medium
OH
Organic clays of medium to high
plasticity, organic silts.
Unsatisfactory
Medium
High
Pt
Peat and other highlv organic soils.
Unsatisfactory
Medium
Hieh
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780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
For SI: 1 inch = 25.4 mm.
1 The percolation rate for good drainage is over four inches per hour, medium drainage is two to four inches
per hour, and poor is less than two inches per hour.
2. Dangerous expansion might occur if these two soil types are dry but subject to future wetting.
3604.5.2 Wood foundations: Wood foundations
enclosing habitable or usable spaces located below
grade shall be adequately drained in accordance with
780 CMR 3604.5.2.1 through 3604.5.2.3.
3604.5.2.1 Base: A porous layer of gravel,
crushed stone or coarse sand shall be placed to a
minimum thickness of four inches (102 mm)
under the basement floor. Provision shall be made
for automatic draining of this layer and the gravel
or crushed stone wall footings.
3604.5.2.2 Moisture barrier: A six-mil-thick
(0.15 mm) polyethylene moisture barrier shall be
applied over the porous layer with the basement
floor constructed over the polyethylene.
3604.5.2.3 Drainage system: In other than
Group I soils, a sump shall be provided to drain
the porous layer and footings. The sump shall be
at least 24 inches (610 mm) in diameter or 20
inches square (0.0129 m ), shall extend at least 24
inches (610 mm) below the bottom of the
basement floor and shall be capable of positive
gravity or mechanical drainage to remove any
accumulated water. The drainage system shall
discharge into an approved sewer system or to
daylight.
780 CMR 3604.6 FOUNDATION
WATERPROOFING AND DAMPPROOFING
3604.6.1 Concrete and masonry foundation
dampproofing: Except where required to be
waterproofed by 780 CMR 3604.6.2, foundation
walls enclosing habitable or storage space shall be
dampproofed from the top of the footing to the
finished grade. Masonry walls shall be dampproofed
by applying not less than 3/s inch (9.5 mm) portland
cement parging to the exterior of the wall. The
parging shall be covered with a bituminous coating,
three pounds per square yard (1.63 kg/m2) of acrylic
modified cement, Vfc-inch (3.2 mm) coat of surface-
bonding mortar complying with ASTM C 887 or any
material permitted for waterproofing in 780 CMR
3604.6.2. Concrete walls shall be dampproofed by
applying any one of the above listed dampproofing
materials or any one of the waterproofing materials
listed in 780 CMR 3604.6.2 to the exterior of the
wall.
3604.6.2 Concrete and masonry foundation
waterproofing: In areas where a high water table or
other severe soil-water conditions are known to
exist, exterior foundation walls enclosing habitable
or ' storage space shall be waterproofed with a
membrane extending from the top of the footing to
the finished grade. The membrane shall consist of
two-ply hot-mopped felts, 55 pound (25 kg) roll
roofing, 6-mil (0. 15 mm) polyvinyl chloride, six-mil
(0.15 mm) polyethylene or 40-mil (1 mm) polymer-
modified asphalt. The joints in the membrane shall
be lapped and sealed with an adhesive compatible
with the waterproofing membrane.
3604.6.3 Dampproofing for wood foundations:
Wood foundations enclosing habitable or usable
spaces located below grade shall be dampproofed in
accordance with 780 CMR 3604.6.3.1 through
3604.6.3.5.
3604.6.3.1 Panel joint sealed: Plywood panel
joints in the foundation walls shall be sealed full
length with a caulking compound capable of
producing a moistureproof seal under the
conditions of temperature and moisture content at
which it will be applied and used.
3604.6.3.2 Below grade moisture barrier: A six-
mil-thick (0.15 mm) polyethylene film shall be
applied over the below-grade portion of exterior
foundation walls prior to backfilling. Joints in the
polyethylene film shall be lapped six inches (153
mm) and sealed with adhesive. The top edge of
the polyethylene film shall be bonded to the
sheathing to form a seal. Film areas at grade level
shall be protected from mechanical damage and
exposure by a pressure preservatively treated
lumber or plywood strip attached to the wall
several inches above finish grade level and
extending approximately nine inches (229 mm)
below grade. The joint between the strip and the
wall shall be caulked full length prior to fastening
the strip to the wall. Other coverings appropriate
to the architectural treatment may also be used.
The polyethylene film shall extend down to the
bottom of the wood footing plate but shall not
overlap or extend into the gravel or crushed stone
footing.
3604.6.3.3 Porous fill: The space between the
excavation and the foundation wall shall be
backfilled with the same material used for
footings, up to a height of one foot (305 mm)
above the footing for well-drained sites, or Vz the
total backfill height for poorly drained sites. The
porous fill shall be covered with strips of 30-
pound (13.6 kg) asphalt paper or six-mil (0.15
mm) polyethylene to permit water seepage while
avoiding infiltration of fine soils.
3604.6.3.4 Backfill: The remainder of the
excavated area shall be backfilled with the same
type of soil as was removed during the
excavation. The backfill shall be placed in six- to
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FOUNDATIONS
eight-inch (153 mm to 203 mm) layers and
compacted to consolidate the fill.
3604.6.3.5 Final grading: Finished grades shall
conform to 780 CMR 3604.1.3.
780 CMR 3604.7 FOUNDATION
INSULATION
3604.7.1 Protection of exposed foundation
insulation: Foundation walls and the edges of slab-
on-ground floors with exterior applied insulation
shall have a rigid, opaque and weather-resistant
protective covering to prevent the degradation of
thermal performance. The protective covering shall
cover the exposed insulation and extend to a
minimum of six inches (153 mm) below grade.
780 CMR 3604.8 COLUMNS
3604.8.1 Wood column protection: Wood columns
shall be protected against decay as set forth in
780 CMR 3603.22.
3604.3.2 Steel column protection: All surfaces
(inside and outside) of steel columns shall be given
a shop coat of rust-inhibitive paint, except for
corrosion-resistant steel and steel treated with
coatings to provide corrosion resistance.
3608.3 Structural requirements: All columns shall
be restrained to prevent lateral displacement. Wood
columns shall not be less in nominal size than four
inches by four inches (102 mm by i 02 mm) and
steel columns shall not be less than three-inch-
diameter (76 mm) standard pipe or approved
equivalent.
780 CMR 3604.9 CRAWL SPACE
3604.9.1 Ventilation: The space between the bottom
of the floor joists and the earth under any building
(except such space as is occupied by a basement or
cellar) shall be provided with a sufficient number of
ventilation openings through foundation walls or
exterior walls. Such ventilation openings shall be
covered with corrosion-resistant wire mesh, the least
dimension shall not exceed Vs inch (3.2 mm). The
minimum net area of ventilation openings shall not
be less than one square foot for each 150 square feet
(0.67 m" for each 100 nr) of crawl space area. One
such ventilating opening shall be within three feet
(914 mm) of each corner of the building, and the
ventilation openings shall be positioned to provide
cross ventilation.
Exceptions:
1. The total area of ventilation openings may be
reduced to 1/1,500 of the under-floor area where
the ground surface is treated with an approved
vapor barrier material and one such ventilation
opening is within three feet (914 mm) of each
corner of said buildings. The vents may have
operable louvers.
2 If design conditions warrants, ventilation
openings may be omitted on one side.
3. Under-floor spaces used as supply plenums
for distribution of heated and cooled air shall
comply with the requirements of 780 CMR 3621
as applicable.
4. Ventilation openings may be omitted when
continuously operated mechanical ventilation is
provided at a rate of 1 .0 cfm for each 50 square feet
(1.02 L/s for each 10 m") of crawl space floor area
and ground surface is covered with an approved
vapor barrier material.
3604.9.2 Access: An access crawl hole 18 inches by
24 inches (457 mm by 610 mm) shall be provided to
the under-floor space.
3604.3 Removal of debris: The under-floor grade
shall be cleaned of all vegetation and organic
material. All wood forms used for placing concrete
shall be removed before a building is occupied or
used for any purpose.
3604.9.4 Finished grade: The finished grade of
under-floor surface may be located at the bottom of
the footings; however, where there is evidence that
the groundwater table can rise to within six inches
(153 mm) of the finished floor at the building
perimeter or where there is evidence that the surface
water does not readily drain from the building site,
the grade in the under-floor space shall be as high as
the outside finished grade, unless an approved
drainage system is provided.
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780 CMR - Sixth Edition
499
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
500 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR 3605
FLOORS
780 CMR 3605.1 GENERAL
3605.1.1 Application: The provisions of 780 CMR
3605.0 shall control the design and construction of
the floors for all buildings. The use of materials or
methods of construction not specified in 780 CMR
3605.0 accomplishing the purposes intended by
780 CMR 36 and approved by the building official
in accordance with 780 CMR 1 09 shall be accepted
as complying with 780 CMR 36.
3605.1.2 Requirements: Floor construction shall be
capable of supporting all loads imposed according
to 780 CMR 3603.1 and transmitting the resulting
loads to other supporting elements.
780 CMR 3605.2 FLOOR FRAMING
3605.2.1 General: Load-bearing dimension lumber
for joists, beams and girders shall conform to DOC
PS 20, as listed in Appendix A, and to other
applicable standards or grading rules and shall be so
identified by a grade mark or certificate of
inspection issued by an approved agency The grade
mark or certificate shall provide adequate
information to determine Fb. the allowable stress in
bending, and E, the modulus of elasticity.
Exception: Use of Native Lumber shall be
allowed in accordance with 780 CMR 2303.0.
3605.2.1.1 Preservative-treated lumber:
Preservative-treated dimension lumber shall also
be identified by the quality mark of an approved
agency.
3605.2.1.2 Blocking and subflooring: Blocking
shall be a minimum of Utility grade lumber.
Subflooring may be a minimum of Utility Grade
lumber or No. 4 Common grade boards.
3605.2.1.3 End jointed lumber: Approved end-
jointed lumber may be used interchangeably with
solid-sawn members of the same species and
grade.
3605.2.2 Design and construction: Floors of wood
construction shall be designed and constructed in
accordance with the provisions of 780 CMR 3605.2
and Figure 3605.2.2.
3605.2.3 Allowable spans: Joists, girders and floor
sheathing shall comply with 780 CMR 3605.2.3.1
through 3 605. 2. 3. 3 and 780 CMR 3605.3
3605.2.3.1 Allowable joist spans: The clear span
of floor joists shall not exceed the values set forth
in Tables 3605.2.3.1a, 3605.2.3.1b and
3605.2.3.1c The modulus of elasticity, E, and the
actual stress in bending, Fb, shown in the tables
shall not exceed the values specified in Tables
3605.2.3. Id and 3605.2.3. le listed at the end of
780 CMR 3605.2. The values for Fb, specified as
"repetitive member use" may be used when floor
joists are spaced not more than 24 inches (610
mm) on center.
3605.2.3.2 Joists under bearing partitions:
Joists under parallel bearing partitions shall be
doubled or a beam of adequate size to support the
load shall be provided. Double joists which are
separated to permit the installation of piping or
vents shall be provided with solid blocking spaced
not more than four feet (1219 mm) on center.
3605.2.3.3 Allowable girder spans: The
allowable spans of girders shall not exceed the
values set forth in Tables 3605.2.3.3a and
3605.2.3.3b.
3605.2.4 Bearing: The ends of all joists, beams or
girders shall have not less than 114 inches (38 mm)
of bearing on wood or metal and not less than three
inches (76 mm) on masonry except where supported
on a one-inch-by-four-inch (25 mm by 102 mm)
ribbon strip and nailed to the adjacent stud or shall
be supported by the use of approved joist hangers.
3605.2.4.1 Floor systems: Joists that are framed
from opposite sides and extend over a bearing
support shall be tied together by lapping the ends
of each joist a minimum of three inches (76 mm),
or with a wood or metal splice plate, or shall be
secured by overlapping the floor sheathing at
least three inches (76 mm) beyond the end of
each floor joist, or by other approved methods
3605.2.4.2 Joist framing Joists framing into the
side of a wood girder shall be supported by
approved framing anchors or on ledger strips
measuring not less than nominal two inches by
two inches (5 1 mm by 5 1 mm).
3605.2.5 Lateral restraint at supports: Joists shall
be supported laterally at the ends by full-depth solid
blocking not less than two inch (51 mm) nominal
thickness; or by attachment to a header, band or rim
joist, or to an adjoining stud; or shall be otherwise
provided with lateral support to prevent rotation.
Such lateral support is not required over
intermediate supports such as center girders or
bearing walls.
3605.2.5.1 Bridging: Joists having a depth-to-
thiclcness ratio exceeding 6:1 based on nominal
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
501
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
dimensions shall be supported laterally by solid
blocking, diagonal bridging (wood or metal), or a
continuous one-inch-by-three-inch (25 mm by 76
mm) strip set perpendicularly across the bottom of
joists and appropriately nailed. Bridging shall be
installed at intervals not exceeding eight feet (2438
mm).
Exception: Cantilevered joists shall be laterally
braced at points of support
3605.2.6 Cutting and notching: It shall be unlawful
to notch, cut or pierce wood beams, joists, rafters or
studs in excess of the limitations specified in
780 CMR 3605.2.6, unless proven safe by structural
analysis or suitably reinforced to transmit all
calculated loads.
3605.2.6.1 Drilling and notches: Notches in the
top or bottom of joists shall not exceed one-sixth
of the depth of the joist, shall not be longer than
one-third the depth of the member and shall not
be located in the middle third of the span. Notch
depth at the ends of the member shall not exceed
one-fourth the joist depth.
Exceptions:
1. A notch over the support is permitted to
extend the full width of the support
2. Notches on cantilevered portions of the
member are permitted to extend the full
length of the cantilever if the strength and
deflection of the cantilever is calculated based
on the reduced member section.
3. The tension side of beams, joists and
rafters which are four inches or greater in
nominal thickness, shall not be notched,
except at ends of members.
3605.2.6.2 Holes: Holes drilled, bored or cut into
joists shall not be closer than two inches (5 1 mm)
to the top or bottom of the joists, or to any other
hole located in the joist Where the joist is
notched, the hole shall not be closer than two
inches to the notch. The diameter of the hole
shall not exceed one-third the depth of the joist.
3605.2.8 Fastening: Floor framing shall be nailed in
accordance with Table 3606.2.3a. Where posts and
beam or girder construction is used to support floor
framing, positive connections shall be provided to
ensure against uplift and lateral displacement.
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2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FLOORS
FIGURE 3605.2.2
FLOOR CONSTRUCTION
- SUBFLOOR OR
FLOOR SHEATHING
SEE 780 CMR 3605.3
■ FOUNDATION
OT
- BRIDGING
BETWEEN JOISTS
_j SEE SECTION 3605.2.5.1
DOUBLE JOISTS UNDER BEARING
PARTITIONS. IF JOISTS ARE
SEPARATED FOR PIPES. BLOCK
4'-0- ON CENTER MAXIMUM
o O
PROVISION FOR PIPES
AND VENTS
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
503
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3605.2.3.1a
ALLOWABLE SPANS FOR FLOOR JOISTS
40 Lbs. per Sq. Ft. Live Load
(All rooms except those used for sleeping areas and attic floors.)
DESIGN CRITERIA:
Strength- Live load of 40 lbs. per sq. ft. plus dead load of 10 lbs. per sq. ft. determines the fiber stress value
shown.
Deflection-For 40 lbs. per sq. ft. live load. Limited to span in inches divided by 360.
HOW TO USE TABLES: Enter table with span of joists (upper figure in each square). Determine size and
spacing (first column) based on stress grade (lower figure in each square) and modulus of elasticity (top row)
of lumber to be used.
Joist Size
and Spacing
MODULUS OF ELASTICITY, "E," IN 1,000.000 PSI
inches! inches! 0.4
0.5
0.6
0.7
0.8
0.9
1.0 1 1.1 1 1.2
1.3
1.4 1 1.5
1.6
1.7
1.8
1.9 I 2.0
2.2
2.4
12.0
6-9
450
7-3
520
7-9
590
8-2
660
8-6
720
8-10
780
9-2
830
9-6
890
3-9
940
10-0
990
10-3
1,040
10-6
1,090
10-9
1,140
10-11
1.190
11-2
1,230
11-4
1,280
11-7"
1,320
ii-n
1,410
12-3
1,490
2X6
16.0
6-2
500
6-7
580
7-0
650
7-5
720
7-9
790
8-0
860
8-4
920
8-7
980
8-10
1,040
9-1
1,090
9-4
1,150
9-6
1,200
9-9
1,250
9-11
1,310
10-2
1,360
10-4
1,410
10-6
1,460
10-10
1,550
11-2
1,640
24.0
5-4
570
5-9
660
6-2
750
6-6
830
6-9
900
7-0
980
7-3'
1.050
7-6
1,120
7-9
1.190
7-11
1,250
8-2
1,310
8-4
1,380
8-6
1,440
8-8
1,500
8-10
1,550
9-0
1,610
>2
1,670
9-6
1,780
9-9
1.880
12.0
8-11
450
9-7
520
10-2
590
10-9
660
11-3
720
11-8
780
12-1
830
12-6
890
12-10
940
13-2
990
13-6
1,040
13-10
1,090
14-2
1,140
14-5
1,190
14-8
1,230
15-0
1,280
15-3
1,320
15-9
1,410
16-2
1,490
2X8
16.0
8-1
500
8-9
580
9-3
650
9-9
720
10-2
790
10-7
850
11-0
920
11-4
980
11-8
1,040
12-0
1,090
12-3
1,150
12-7
1,200
12-10
1,250
13-1
1,310
13^1
1,360
13-7
1,410
13-10
1,460
14-3
1,550
14-8
1,640
24.0
7-1
570
7-7
660
8-1
750
8-6
830
8-11
900
9-3
980
9-7
1,050
9-11
1,120
10-2
1,190
10-6
1,250
10-9
1,310
11-0
1,380
11-3
1,440
11-5
1,500
11-8
1,550
11-11
1,610
12-1
1,670
12-6
1,780
12-10
1,880
12,0
11-4
450
12-3
520
13-0
590
13-8
660
14-4
720
14-11
780
15-5
830
15-11
890
16-5
940
16-10
990
17-3
1,040
17-8
1,090
18-0
1,140
18-5
1,190
18-9
1,230
19-1
1,280
19-5
1320
20-1
1,410
20-8
1,490
2X 10
16.0
10-4
500
11-1
580
U-1Q
650
12-5
720
13-0
790
13-6
850
14-0
920
14-6
980
14-11
1,040
15-3
1,090
15-8
1,150
16-0
1,200
16-5
1,250
16-9
1310
17-0
1360
17-4
1,410
17-8
1,460
18-3
1,550
18-9
1,640
24:0
9-0
570
9-9
660
10-4
750
10-10
830
11-4
900
11-10
980
12-3
1,050
12-8
1,120
13-0
1,190
13-4
1,250
13-8
1,310
14-0
1.380
14-4
1,440
14-7
t,500
14-11
1.550
15-2
1.610
15-5
1.670
15-1!
1,780
16-5
1,880
12.0
13-10
450
14-11
520
15-10
590
16-8
660
17-5
720
18-1
780
18-9
830
19-4
890
19-11
940
20-6
990
21-0
1,040
21-6
1,090
21-11
1,140
22-5
1,190
22-10
1,230
23-3
1,280
23-7
1,320
24-5
1,410
25-1
1,490
2X 12
16.0
12-7
500
13-6
580
14-4
650
15-2
720
15-10
790
16-5
860
17-0
920
17-7
980
18-1
1.040
18-7
1,090
17-11
1,220
18^t
1,280
18-9
1,330
19-2
1,390
19-6
1,440
19-10
1,500
20-2
1,550
20-10
1,650
21-6
1,750
24.0
11-10
570
11-10
660
12-7
750
13-3
830
13-10
900
14^1
980
14-11
1,050
15^1
1,120
15-10
1,190
16-3
1,250
16-8
1.310
17-0
1,380
17-5
1,440
17-9
1 ,500
18-1
1,550
18-5
1,610
18-9
1,670
19-4
1,780
19-11
1,880
For SI: 1 inch = 25.4 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kN/nr.
NOTE: The extreme fiber stress in bending, "Fj," in pounds per square inch is shown below each span.
504
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FLOORS
TABLE 3605.2.3.1b
ALLOWABLE SPANS FOR FLOOR JOISTS
30 Lbs per Sq. Ft. Live Load
(All rooms used for sleeping areas and attic floors.)
DESIGN CRITERIA:
Strength- 10 lbs. per sq. ft. dead load plus 30 lbs. per sq. live load determines fiber stress value shown.
Deflection-For 30 lbs. per sq. ft. live load. Limited to span in inches divided by 360.
HOW TO USE TABLES: Enter table with span of joists (Upper figure in each square). Determine size and
spacing(first column) based on stress grade (lower figure in each square) and modulus of elasticity (top row)
of lumber to be used.
Joist Size and
Spacing
MODULUS OF ELASTICITY, "E," IN 1,000,000 PSI
inches
inches
0.4
0.5
0.6
0.7
0.8
0.9
1.0
1.1
1.2
1.3
1.4
1.5
1.6
1.7
1.8
1.9
2.0 I 2.2
2.4
1Z0
7-5
440
8-0
510
8-6
570
8-11
640
94
700
9-9
750
10-1
810
10-5
860
10-9
910
ii-o
960
11-3
1,010
11-7
1,060
11-10
1,100
12-0
1,150
12-3
1,200
12-6
1,240
12-9
1,280
13-1
1,370
13-6
1,450
2X6
16.0
6-9
480
7-3
560
7-9
630
8-2
700
8-6
770
8-10
830
9-2
890
9-6
950
9-9
1,000
10-0
1,060
10-3
1,110
10-6
LJ60
10-9
1,220
10-11
1,270
11-2
1320
114
1,360
11-7
1,410
11-11
1,500
12-3
1,590
24.0
5-11
550
6-4
640
6-9
720
7-1
800
7-5
880
7-9
950
8-0
1,020
8-3
1,080
8-6
1,150
8-9
1,210
8-11
1,270
9-2
1,330
94
1,390
9-7
U450
9-9
1.510
9-11
1,560
10-1
1,620
10-5
1,720
10-9
1,820
12.0
9-10
440
10-7
510
11-3
570
11-10
640
124
700
12-10
750
134
810
13-9
860
14-2
910
14-6
960
14-11
1,010
15-3
1,060
15-7
1,100
15-10
1,150
16-2
1,200
16-6
1,240
16-9
1,280
174
1,370
17-10
1,450
2X8
16.0
8-11
480
9-7
560
10-2
630
10-9
700
11-3
770
11-8
830
12-1
890
12-6
950
12-10
1,000
13-2
1,060
13-6
1,110
13-10
1,160
14-2
1,220
14-5
1,270
14-8
1,320
15-0
1,360
15-3
1,410
15-9
1,500
16-2
1,590
24.0
7-9
550
8-5
640
8-11
720
94
800
9-10
880
10-2
950
10-7
1,020
10-11
1,080
11-3
1,150
11-6
1,210
11-10
1,270
12-1
1,330
124
1,390
12-7
1,450
12-10
1,510
13-1
1^560
134
1,620
13-9
1,720
14-2
U520
12.0
12-6
440
13-6
510
14-4
570
15-1
640
15-9
700
16-5
750
17-0
810
17-6
860
18-0
910
18-6
960
19-0
1,010
19-5
1,060
19-10
1,100
20-3
1,150
20-8
1,200
.21-0
1,240
21-5
1,280
22-1
1,370
22-9
1,450
2X10
16.0
11-4
480
12-3
560
13-0
630
13-8
70O
144
770
14-11
830
15-5
890
15-11
950
16-5
1,000
16-10
1,060
17-3
1,1 10
17-8
1,160
18-0
1,220
18-5
1,270
18-9
1320
19-1
1,360
19-5
1,410
20-1
1,500
20-8
1,590
24.0
9-11
550
10-8
640
11-4
720
11-11
800
12-6
880
13-0
950
13-6
1,020
13-11
1.080
14-4
1,150
14-8
1,210
15-1
1,270
15-5
1,330
15-9
1,390
16-1
1,450
16-5
1,510
16-8
1,560
17-0
1,620
17-6
U720
18-0
1,820
12.0
15-2
440
16-5
510
17-5
570
184
640
19-2
700
19-11
750
20-8
810
214
860
21-11
910
22-6
960
23-1
1,010
23-7
1,060
24-2
1,100
24-8
1,150
25-1
1,200
25-7
1,240
26-0
1,280
26-10
1,370
27-8
1,450
2X 12
16.0
13-10
480
14-11
560
15-10
630
16-8
700
17-5
770
18-1
830
18-9
890
194
950
19-11
1,000
20-6
1,060
21-0
1,110
21-6
1,160
21-11
1,220
22-5
1,270
22-10
1,320
23-3
1,360
23-7
1,410
24-5
1,500
25-1
1,590
24.0
12-1
550
13-0
640
13-10
720
14-7
800
15-2
880
15-10
950
16-5
1,020
16-11
1,080
17-5
1,150
17-11
1,210
184
1,270
18-9
1,330
19-2
1,390
19-7
1,450
19-11
1,510
20-3
1,560
20-8
1,620
214
1,720
21-11
1,820
For SI: 1 inch = 25.4 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kN/m
NOTE: The extreme fiber stress in bending, "Fb" in pounds per square inch is shown below each span.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
505
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3605.2.3.1c
ALLOWABLE SPANS FOR FLOOR JOISTS IN DECKS AND BALCONIES
60 Lbs per square foot Live Load
DESIGN CRITERIA:
Strength - Live load of 60 psf plus dead load of 10 psf determines the fiber stress value shown.
Deflection - Live load of 60 psf. Limited to span (in inches) divided by 360.
HOW TO USE TABLES:
Enter table with span of joists (upper figure in each square). Determine size and spacing (first column) based
on stress grade (lower figure in each square) and modulus of elasticity (top row) of lumber to be used.
Joist S
zeand
.ing
ties
MODULUS OF ELASTICITY
"E", IN 1,000,000 PSI
Spa
inc
0.8
0.9
1.0
1.1
1.2
1.3
1.4
1.5
1.6
1.7
1.8
1.9
2.0
2.1
2.2 2.3
2.4
12
7-5
767
7-9
830
8-0
890
8-3
949
8-6
1005
8-9
1061
9-2
1 167
9-4
1218
9-7
1268
9-9
1317
9-11
1366
10-1
1413
10-3
1460
1114
1506
1551
1596
2x6
16
6-9
844
7-0
913
7-3
980
7-6
1044
7-9
1107
7-11
U67
8-2
1226
8-4
1284
8-6
1341
8-8
1396
8-10
1450
9-0
1503
9-2
1556
9-4
1607
9-6
1658
9-7
1707
9-9
1757
24
5-11
967
6-2
1046
6-4
1122
6-7
1195
6-9
1267
6-11
1336
7-1
1404
7-3
1470
7-5
1535
7-7
1598
7-9
1660
7-10
1721
8-0
1781
8-2
1848
8-3
1897
8-5
1995
8-6
2011
12
9-10
767
10-2
830
10-7
890
10-11
949
11-3
1005
11-6
1061
11-10
1114
12-1
1167
12-4
1218
12-7
1268
12-10
1317
13-1
1366
13-4
1413
13-6
1460
13-9
1506
13-11
1551
14-2
1596
2x8
16
8-11
844
9-3
913
9-7
980
9-11
1044
10-2
1107
10-6
1167
10-9
1226
11-0
1284
11-3
1341
11-5
1396
11-8
1450
11-11
1503
12-1
1556
12-3
1607
12-6
1658
12-8
1707
12-10
1757
24
7-9
967
8-1
1046
8-5
1122
8-8
1195
8-11
1267
9-2
1336
9-4
1404
9-7
1470
9-10
1535
10-0
1598
10-2
1660
10-5
1721
10-7
1781
10-9
1848
10-11
1897
11-1
1995
11-3
2011
12
12-6
767
13-0
830
13-6
890
13-11
949
14-4
1005
14-8
1061
15-1
III4
15-5
1167
15-9
1218
16-1
1268
16-5
1317
16-8
1366
17-0
1413
17-3
1460
17-6
1506
17-9
1551
18-0
1596
2x10
16
11-4
844
11-10
913
12-3
980
12-8
1044
13-0
1107
13-4
1167
13-8
1226
14-0
1284
14-4
1341
14-7
1396
14-11
1450
15-2
1503
15-5
1556
15-8
1607
15-11
1658
16-2
1707
16-5
1757
24
9-11
967
10-4
1046
10-8
1122
II-O
1195
11-4
1267
1 1-8
1336
11-11
:!404
12-3
1470
12-6
1535
12-9
1598
13-0
1660
13-3
1721
13-6
1781
13-8
1848
13-11
1897
1 4-1
1995
14-4
2011
12
15-2
767
15-10
830
16-5
890
16-11
949
17-5
1005
17-11
1061
18-4
1114
18-9
1167
19-2
1218
19-7
1268
19-11
1317
20-3
1366
20-8
1413
21-0
1460
21-4
1506
21-7
1551
21-11
1596
2x12
16
13-10
844
14-4
913
14-11
980
15-4
1044
15-10
1107
16-3
1167
16-8
1226
17-0
1284
17-5
1341
17-9
1396
18-1
1450
18-5
1503
18-9
1556
19-1
1607
19-4
1658
19-8
1707
19-11
1757
24
12-1
967
12-7
1046
13-0
1122
13-5
1195
13-10
1267
14-2
1336
14-7
1404
14-11
1470
15-2
1535
15-6
1598
15-10
1660
16-1
1721
16-5
1781
16-8
1848
16-11
1897
17-2
1995
17-5
2011
For SI: 1 inch = 25.4 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kN/m2
NOTE: The extreme fiber stress in bending, "Fb " in pounds per square inch is shown below each span.
506
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FLOORS
TABLE 3605.2.3. Id
DESIGN VALUES FOR DIMENSION LUMBER - VISUAL GRADING
These "F" values are for use where three or more repetitive members are spaced not more than 24 inches apart. For
wider spacing or for single or double member headers or beams, the "Fb" values should be reduced 13%. Values for
surfaced drv or surfacec
i creen lumber
applv at 19% maximum moisture
content tn use.
SPECIES AND GRADE
SIZE
NORMAL
DURATION
DESIGN VALUE
IN BENDING "Fb"
MODULUS
OF ELASTICITY
GRADING
RULES
AGENCY
Snow Loading
7-Day Loading
ASPEN
Select Structural
2" x 4"
1,510
1,735
1,885
1,100,000
Northeastern
Lumber
Manufacturers
Association
Northern
Softwood
Lumber
Bureau
Western
Wood
Products
Association
(See Footnotes
1 and 2)
No: 1
1.080
1,240
1.350
1,100.000
No. 2
1,035
1.190
1,295
1,000,000
No. 3
605
695
755
900,000
Stud
600
690
750
900,000
Construction
805
"25
1,005
900,000
Standard
430
495
540
900,000
Utility
200
230
250
800.000
Select Structural
2"x 6"
1.310
1,505
1,635
1,100.000
No. 1
935
1,075
1,170
1,100.000
No. 2
895
1,030
1,120
1 ,000,000
No. 3
525
600
655
900,000
Stud
545
630
685
900,000
Select Structural
2" x 8"
1.210
1.390
1,510
1,100,000
No. 1
865
990
1,080
1,100,000
No. 2
830
950
1.035
1 ,000.000
No. 3
485
555
605
900.000
Select Structural
2"x 10"
1.105
1,275
1.385
1.100,000
No. 1
790
910
990
1,100,000
No. 2
760
875
950
1,000,000
No. 3
445
510
555
900,000
Select Structural
2"x 12"
1,005
1.155
1,260
1,100,000
No. 1
720
825
900
1,100.000
No. 2
690
795
865
1,000,000
No. 3
405
465
505
900,000
BEECH
-BiRCll-HICKC
RY
Select Structural
2" x 4"
2,500
2.875
3,125
1 ,700,000
Northeastern
Lumber
Manufacturers
Association
(See Footnotes
1 and 2)
No. 1
1,810
2,085
2,265
1 ,600,000
No. 2
1.725
1.985
2,155
1,500,000
No. 3
990
1,140
1,240
1,300,000
Stud
980
1,125
1,225
1,300,000
Construction
1,325
1,520
1,655
1 ,400,000
Standard
750
860
935
1,300,000
Utility
345
395
430
1 ,200,000
Select Structural
2"x 6"
2,170
2,495
2,710
1,700,000
No. 1
1,570
1,805
1,960
1,600,000
No. 2
1.495
1,720
1.870
1,500,000
No. 3
860
990
1,075
1,300,000
Stud
890
1,025
1,115
1,300,000
Select Structural
2" x 8"
2,000
2,300
2,500
1 .700,000
No. 1
1,450
1,665
1,810
1 ,600,000
No. 2
1,380
1,585
1,725
1,500,000
No. 3
795
915
990
1,300,000
Select Structural
2"x 10"
1,835
2,110
2,295
1 ,700,000
No. 1
1,330
1,525
1,660
1 ,600,000
No. 2
1.265
1,455
1,580
1 ,500,000
No. 3
725
835
910
1.300,000
Select Structural
2" x 1 2"
1.670
1,920
2,085
1.700,000
No. 1
1.210
1,390
1,510
1 ,600,000
No. 2
1,150
1,325
1.440
1 ,500,000
No 3
660
760
825
1 ,300,000
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3605.2.3.1d - continued
DESIGN VALUES FOR DIMENSION LUMBER - VISUAL GRADING
NORMAL
DURATION
DESIGN VALUE
IN BENDING "Fb"
MODULUS
OF ELASTICITY
"E"
GRADING
RULES
AGENCY
Snow Loading 7-Day Loading
COTTONWOOD
Select Structural
2" x 4"
1,510
1,735
1,885
1 ,200,000
Northeastern
Lumber
Manufacturers
Association
Northern
Softwood
Lumber
Bureau
Western
Wood
Products
Association
(See Footnotes
land 2)
No. 1
1 .080
1,240
1,350
1,200,000
No. 2
1,080
1,240
1,350
1,100,000
No. 3
605
695
755
1,100,000
Stud
oOO
690
750
1 ,000,000
Construction
SO?
925
1,005
1 ,000,000
Standard
400
530
575
900,000
Ulilitv
200
230
250
900,000
Select Structural
2"x 6"
1.310
1,505
1.635
1,200,000
No. 1
935
1.075
1,170
1,200,000
No 2
935
1.075
1,170
1,100,000
No. 3
525
ooo
655
1 ,000,000
Stud
545
630
685
1 ,000.000
Select Structural
2" x 8"
1.210
1.390
1.510
1,200.000
No. 1
865
990
1,080
1.200,000
No. 2
865
990
1.080
1,100.000
No. 3
485
555
O05
1 ,000.000
Select Structural
2"x 10"
1.105
1.275
1,385
1.200.000
No. 1
790
910
910
1 ,200,000
No. 2
790
910
990
1,100.000
No. 3
445
510
555
1,000,000
Select Structural
2"xl2"
1.005
1.155
1,260
1 ,200.000
No 1
720
825
900
1 ,200,000
No. 2
720
825
900
1,100,000
No. 3
405
465
505
1.000,000
DOUGLAS FIR - LARCH
Select Structural
2" x 4"
2.500
2,875
3,125
1,900.000
West Coast
Lumber
Inspection
Bureau
Western
Wood
Products
Association
(See Footnotes
1 and 2)
No. 1 & Btr
1 .985
2.2SO
2,480
1 ,800,000
No 1
1.725
1.985
2,155
1 .700,000
No. 2
1.510
1,735
1,885
1,600,000
No 3
865
WOO
1,080
1,400,000
Stud
855
980
1,065
1 ,400,000
Construction
1,150
1.325
1,440
1,500.000
Standard
635
725
790
1 ,400,000
Utilitv
315
365
395
1,300,000
Select Structural
2"x 6"
2,170
2,495
2,710
1,900,000
No 1 & Btr
1.720
1.975
2,150
1,800,000
No. 1
1,495
1,720
1.870
1,700,000
No. 2
1,310
1.505
1,635
1 ,600.000
No. 3
750
860
935
1 ,400,000
Stud
775
895
970
1,400,000
Select Structural
2" x 8"
2.000
2,300
2,500
1 ,900,000
No. & Btr
1,585
1,825
1,985
1,800,000
No. 1
1.380
1.585
1,725
1,700,000
No. 2
1.210
1.390
1.510
1 ,600,000
No. 3
690
795
865
1 ,400,000
Select Structural
2"x 10"
1.835
2.110
2,295
1 ,900,000
No 1 & Btr
1.455
1.675
1.820
1,800,000
No. 1
1.265
1.455
1 ,580
1 .700.000
508
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FLOORS
TABLE 3605.2.3. Id - continued
DESIGN VALUES FOR DIMENSION LUMBER - VISUAL GRADING
SPECIES AND GRADE
SIZE
NORMAL
DURATION
DESIGN VALUE
IN BENDING "Fb"
MODULUS
OF ELASTICITY
"E"
GRADING
RULES
AGENCY
Snow Loading
7-Day Loading
No. 2
2"x 10"
1.105
1,275
1,385
1,600,000
No. 3
635
725
790
1,400,000
DOUGLAS FIR - LARCH (NORTH)
Select Structural
2" x 4"
2,245
2,580
2.805
1,900,000
National
Lumber
Grades
Authority
(See Footnotes
1 and 2)
No. l/No.2
1,425
1,635
1,780
1 ,600,000
No. 3
820
940
1,025
1,400,000
Stud
820
945
1,030
1,400,000
Construction
1,095
1,255
1.365
1,500,000
Standard
605
695
755
1,400,000
Utilitv
290
330
360
1,300,000
Select Structural
2"x 6"
1,945
2,235
2,430
1 ,900,000
No. 1/No. 2
1,235
1,420
1,540
1,600,000
No. 3
710
815
890
1,400,000
Stud
750
860
935
1,400,000
Select Structural
2" x 8"
1,795
2,065
2,245
1 ,900,000
No. 1/No. 2
1,140
1,310
1,425
1,600,000
No. 3
655
755
820
1,400,000
Select Structural
2"x 10"
1,645
1,890
2,055
1 ,900,000
No. 1/ No. 2
1,045
1,200
1.305
1 ,600,000
No. 3
600
690
750
1 ,400,000
Select Structural
2"x 12"
1,495
1,720
1,870
1,900,000
No. 1/No. 2
950
1,090
1,185
1,600,000
No. 3
545
630
685
1,400,000
DOUGLAS FIR - SOUTH
Select Structural
2"x4"
2,245
2,580
2,805
1 ,400,000
Western
Wood
Products
Association
(See footnotes 1
and 2)
No. 1
1,555
1,785
1,940
1,300,000
No. 2
1.425
1,635
1,780
1,200,000
No. 3
820
940
1.025
1,100,000
Stud
820
945
1,030
1,100,000
Construction
1,065
1,225
1,330
1 ,200,000
Standard
605
695
755
1,100,000
Utility
290
330
360
1,000,000
Select Structural
2" x 6"
1,945
2,235
2,430
1,400,000
No. 1
1.345
1,545
1.680
1,300,000
No. 2
1.235
1,420
1.540
1 ,200,000
No. 3
710
815
890
1,100,000
Stud
750
860
935
1.100,000
Select Structural
2" x 8"
1,795
2.065
2,245
1 ,400,000
No. 1
1,240
1,430
1,555
1,300,000
No. 2
1,140
1.310
1,425
1,200,000
No. 3
655
755
820
1,100,000
EASTERN SOFTWOODS
Select Structural
2" x 4"
2.155
2,480
2,695
1,200,000
Northeastern
Lumber
Manufacturers
Association
(See Footnotes
1 and 2
No. 1
1,335
1,535
1,670
1.100,000
No. 2
990
1,140
1,240
1,100,000
No. 3
605
695
755
900.000
Stud
570
655
710
900,000
Construction
775
895
970
1.000,000
Standard
430
495
540
900,000
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
509
7S0 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3605.2.3. Id - continued
DESIGN VALUES FOR DLMENSION LUMBER - VISUAL GRADING
SPECIES AND GRADE
SIZE
NORMAL
DURATION
DESIGN VALUE
IN BENDING "/T>"
MODULUS
OF ELASTICITY
"E"
GRADING
RULES
AGENCY
Snow Loading
7-Day Loading
Utility
2" x 4"
200
230
250
800,000
Select Structural
2"x 6"'
1.S70
2,150
2,335
1,200,000
Northeastern
Lumber
Manufacturers
Association
Northern
Softwood
Lumber
Bureau
(See Footnotes
1 and 2)
No. 1
1.160
1,330
1.450
1,100.000
No. 2
860
990
1,075
1,100.000
No. 3
525
600
655
900,000
Stud
520
595
645
900.000
Select Structural
2" x 8"
1.725
1,985
2,155
1,200.000
No. 1
1.070
1,230
1.335
1,100.000
No. 2
795
915
990
1,100,000
No. 3
485
555
605
900,000
Select Structural
2"x 10"
1.580
1.820
1.975
1,200.000
No 1
980
1.125
1.225
1.100,000
No. 2
725
835
910
1.100.000
No. 3
445
510
555
900.000
Select Structural
2"x 12"
1,440
1,655
1.795
1 .200,000
No 1
890
1,025
1,115
1,100.000
No. 2
660
760
825
1,100.000
No. 3
405
465
505
900.000
EASTERN WHITE PINE
Select Structural
2" x 4"
2.155
2.480
2,695
1.200.000
Northeastern
Lumber
Manufacturers
Association
Northern
Softwood
Lumber
Bureau
(See Footnotes
1 and 2)
No !
1.335
1.535
1.670
1.100.000
No. 2
990
1,140
1.240
1.100.000
No. 3
605
695
755
900.000
Stud
570
655
710
900.000
Construction
775
895
970
1.000.000
Standard
430
495
540
900.000
Utility
200
230
250
800.000
Select Structural
2" x 6"
1.870
2.150
2,335
1,200,000
No. 1
1.160
1,330
1.450
1.100.000
No. 2
860
990
1.075
1.100.000
No 3
525
600
655
900.000
Stud
520
595
645
900.000
Select Structural
2" x 8"
1.725
1.985
2.155
1,200.000
No. 1
1,070
1.230
1,335
1.100,000
No. 2
795
915
990
1,100.000
No. 3
485
555
605
900.000
Select Structural
2"x 10"
1,580
1.820
1.975
1.200.000
No. 1
980
1.125
1.225
1,100.000
No. 2
725
835
910
1,100.000
No. 3
445
510
555
900.000
Select Structural
2"xl2"
1,440
1.655
1,795
1.200.000
No 1
890
1,025
1,115
1.100.000
No. 2
660
760
825
1,100.000
No. 3
405
465
505
900,000
HEM - FTR
Select Structural
2" x 4"
2,415
2.775
3,020
1 ,600.000
No. 1 & Btr
1,810
2,085
2,265
1 .500.000
No. 1
1.640
1,885
2.050
1 ,500,000
No. 2
1.465
1,685
1 .835
1.300.000
510
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FLOORS
TABLE 3605.2.3.1d - continued
DESIGN VALUES FOR DIMENSION LUMBER - VISUAL GRADING
SPECIES AND GRADE
SIZE
NORMAL
DURATION
DESIGN VALUE
IN BENDING "Ft"
MODULUS
OF ELASTICITY
"E"
GRADING
RULES
AGENCY
Snow Loading
7-Day Loading
No. 3
2" x 4"
865
990
1,080
1,200,000
West Coast
Lumber
Inspection
Bureau
Western
Wood
Products
Association
(See Footnotes
1 and 2)
Stud
855
980
1,065
1,200,000
Construction
1,120
1,290
1,400
1,300,000
Standard
635
725
790
1,200.000
Utility
290
330
360
1,100,000
Select Structural
2"x 6"
2,095
2,405
2,615
1,600,000
No. 1 & Bo-
1,570
1,805
1,960
1,500,000
No. 1
1,420
1,635
1,775
1,500,000
No. 2
1.270
1,460
1,590
1,300,000
No. 3
750
860
935
1,200,000
Stud
775
895
970
1,200,000
Select Structural
2" x 8"
1,930
2,220
2,415
1,600,000
No. & Bu-
1,450
1,665
1,810
1,500,000
No. 1
1,310
1,510
1,640
1,500,000
No. 2
1,175
1,350
1,465
1.300,000
No. 3
690
795
865
1,200,000
Select Structural
2" x 10"
1,770
2,035
2,215
1,600,000
No. 1 & Btr
1,330
1,525
1,660
1,500,000
No. 1
1,200
3,380
1,500
1,500,000
No. 2
1,075
1,235
1,345
1,300,000
No. 3
635
725
790
1,200,000
Select Structural
2"xl2"
1,610
1,850
2,015
1,600,000
No. 1 & Btr
1,210
1,390
1,510
1,500,000
No. 1
1,095
1,255
1,365
1,500,000
No. 2
980
1,125
1,220
1,300,000
No. 3
575
660
720
1,200,000
HEJ
A-Y!R (NORTH)
Select Structural
2" x 4"
2,245
2,580
2,805
1,700,000
National
Lumber
Grades
Authority
(See Footnotes
1 and 2)
No. l/No.2
1,725
1,985
2,155
1,600,000
No. 3
990
1,140
1,240
1,400,000
Stud
980
1,125
1,225
1,400,000
Construction
1,325
1,520
1,655
1,500,000
Standard
720
825
900
1,400,000
Utility
345
395
430
1,300,000
Select Structural
2"x 6"
1,945
2,235
2,430
1,700,000
No. 1/No. 2
1,495
1,720
1,870
1,600,000
No. 3
860
990
1,075
1,400,000
Stud
890
1,025
1,115
1,400,000
Select Structural
2" x 8"
1,795
2,065
2,245
1,700,000
No. 1/No. 2
1,380
1,585
1,725
1,600,000
No. 3
795
915
990
1,400,000
Select Structural
2"x 10"
l',645
1,890
2,055
1,700,000
No. 1/ No. 2
1,265
1,455
1,580
1.600,000
No. 3
725
835
910
1,400,000
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
511
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3605.2.3.1d - continued
DESIGN VALUES FOR DIMENSION LUMBER - VISUAL GRADING
SPECIES AND GRADE
SIZE
NORMAL
DURATION
DESIGN VALUE
IN BENDING "Fb"
MODULUS
OF ELASTICITY
"E"
GRADING
RULES
AGENCY
Snow Loading
7-Day Loading
Select Structural
2"xl2"
1,495
1,720
1,870
1,700,000
No. l/No.2
1,150
1,325
1,440
1 ,600,000
No. 3
660
760
825
1,400,000
MIXED MAPLE
Select Structural
2" x 4"
1,725
1,985
2,155
1,300,000
Northeastern
Lumber
Manufacturers
Association
(See Footnotes
1 and 2)
No. 1
1,250
1,440
1,565
1,200,000
No. 2
1,210
1,390
1,510
1,100,000
No. 3
690
795
865
1,000,000
Stud
695
800
870
1,000,000
Construction
920
1,060
1,150
1,100,000
Standard
520
595
645
1,000,000
Utility-
260
300
325
900,000
Select Structural
2"x 6"
1,495
1,720
1,870
1,300,000
No. 1
1,085
1,245
1,355
1,200,000
No. 2
1,045
1,205
1,310
1,100,000
No. 3
600
690
750
1,000,000
Stud
635
725
790
1,000,000
Select Structural
2*'x8"
1,380
1,585
1,725
1,300,000
No. 1
1,000
1,150
1,250
1,200,000
No. 2
965
1,110
1,210
1,100,000
No. 3
550
635
690
1,000,000
Select Structural
2"x 10"
1,265
1,455
1,580
1,300,000
No. 1
915
1,055
1,145
1,200,000
No. 2
885
1,020
1,105
1,100,000
No. 3
505
580
635
1,000,000
Select Structural
2"xl2"
1,150
1,325
1,440
1,300,000
No. 1
835
960
1,040
1,200,000
No. 2
805
925
1,005
1,100,000
No. 3
460
530
575
1,000,000
MIXED OAK
Select Structural
2" x 4"
1,985
2,280
2,480
1,100,000
Northeastern
Lumber
Manufacturers
Association
(See Footnotes
1 and 2)
No. 1
1,425
1,635
1,780
1,000,000
No. 2
1,380
1,585
1,725
900,000
No. 3
820
940
1,025
800,000
Stud
790
910
990
800,000
Construction
1,065
1,225
1,330
900,000
Standard
605
695
755
800,000
Utility'
290
330
360
800,000
Select Structural
2"x 6"
1,720
1,975
2,150
1,100,000
No. 1
1,235
1,420
1,540
1 ,000,000
No. 2
1,195
1,375
1,495
900,000
No. 3
710
815
890
800,000
Stud
720
825
900
800,000
Select Structural
2" x 8"
1,585
1,825
1,985
1,100,000
No. 1
1,140
1,310
1,425
1,000,000
No. 2
1,105
1,270
1,380
900,000
No. 3
655
755
820
800,000
512
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FLOORS
TABLE 3605.2.3.1d - continued
DESIGN VALUES FOR DIMENSION LUMBER - VISUAL GRADING
SPECIES AND GRADE
SIZE
NORMAL
DURATION
DESIGN VALUE
IN BENDING "iT>"
MODULUS
OF ELASTICITY
»E"
GRADING
RULES
AGENCY
Snow Loading
7-Day Loading
Select Structural
2"x 10"
1,455
1,675
1,820
1,100,000
Northeastern
Lumber
Manufacturers
Association
(See Footnotes
1 and 2)
No. 1
1,045
1,200
1,305
1,000,000
No. 2
1,010
1,165
1,265
900,000
No. 3
600
690
750
800,000
Select Structural
2"xl2"
1,325
1,520
1,655
1,100,000
No. 1
950
1,090
1,185
1,000,000
No. 2
920
1,060
1,150
900,000
No. 3
545
630
685
800,000
MIXED SOUTHERN PINE
Select Structural
2" x 4"
2,360
2,710
2,945
1 ,600,000
Southern
Pine
Manufacturers
Association
(See Footnotes
1 and 2)
No. 1
1,670
1,920
2,085
1,500,000
No. 2
1,495
1,720
1,870
1,400,000
No. 3
865
990
1,080
1,200,000
Stud
890
1,025
1,115
1,200,000
Construction
1,150
1,325
1,440
1,300,000
Standard
635
725
790
1,200,000
Utility
315
365
395
1,100,000
Select Structural
2"x 6"
2,130
2,445
2,660
1,600,000
No. 1
1,495
1,720
1,870
1,500,000
No. 2
1,325
1,520
1,655
1 .400,000
No. 3
775
895
970
1,200,000
Stud
775
895
970
1,200,000
Select Structural
2" x 8"
2,015
2,315
2.515
1,600,000
No. 1
1,380
1,585
1,725
1.500,000
No. 2
1,210
1,390
1,510
1 .400,000
No. 3
720
825
900
1,200,000
Select Structural
2"x 10"
1,725
1,985
2,155
1,600,000
No. 1
1,210
1,390
1,510
1,500,000
No. 2
1,065
1,225
1,330
1,400,000
No. 3
605
695
755
1 ,200,000
Select Structural
2"xl2"
1,610
1,850
2,015
1,600,000
No. 1
1,120
1,290
1,400
1,500,000
No. 2
1,005
1,155
1,260
1 ,400,000
No. 3
575
660
720
1 ,200,000
NORTHERNRED OAK
Select Structural
2" x 4"
2,415
2,775
3,020
1 ,400,000
Northeastern
Lumber
Manufacturers
Association
(See Footnotes
1 and 2)
No. 1
1,725
1,985
2,155
1,400,000
No. 2
1,680
1,935
2,100
1 .300,000
No. 3
950
1,090
1,185
1,200,000
Stud
950
1,090
1,185
1,200,000
Construction
1,265
1,455
1,580
1,200,000
Standard
720
825
900
1,100,000
Utility
345
395
430
1,000,000
Select Structural
2"x 6"
2,095
2.405
2,615
1,400,000
No. 1
1,495
1,720
1,870
1 .400,000
No. 2
1,460
1,675
1,820
1 .300,000
No. 3
820
945
1,030
1,200,000
Stud
865
990
1,080
1,200,000
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
513
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3605.2.3. Id - continued
DESIGN VALUES FOR DIMENSION LUMBER - VISUAL GRADING
SPECIES AND GRADE
SIZE
NORMAL
DURATION
DESIGN VALUE
IN BENDING »Fb"
MODULUS
OF ELASTICITY
«E"
GRADING
RULES
AGENCY
Snow Loading
7-Day Loading
Select Structural
2" x 8"
1,930
2,220
2,415
1,400,000
Northeastern
Lumber
Manufacturers
Association
(See Footnotes
1 and 2)
No. 1
1,380
1,585
1,725
1,400,000
No. 2
1,345
1,545
1,680
1,300,000
No. 3
760
875
950
1,200,000
Select Structural
2"x 10"
1,770
2,035
2,215
1,400,000
No. 1
1,265
1,455
1,580
1,400,000
No. 2
1,235
1,420
1,540
1,300,000
No. 3
695
800
870
1,200,000
Select Structural
2"x 12"
1,610
1,850
2,015
1 ,400,000
No. 1
1,150
1,325
1,440
1,400,000
No. 2
1,120
1,290
1,400
1,300,000
No. 3
635
725
790
1,200,000
NORTHERN SPECIES
Select Structural
2" x 4"
1,640
1,885
2,050
1,100,000
National
Lumber
Grades
Authority
(See Footnotes
1 and 2)
No. l/No.2
990
1,140
1,240
1,100,000
No. 3
605
695
755
1,000,000
Stud
570
655
710
1 ,000,000
Construction
775
895
970
1,000,000
Standard
430
495
540
900,000
Utility
200
230
250
900,000
Select Structural
2"x 6"
1,420
1,635
1,775
1,100.000
No. 1/No. 2
860
990
1,075
1,100,000
No. 3
525
600
655
1,000,000
Stud
520
595
645
1 ,000,000
Select Structural
2" x 8"
1,310
1,510
1,640
1,100,000
No. 1/No. 2
795
915
990
1,100,000
No. 3
485
555
605
1,000,000
Select Structural
2"x 10"
1,200
1,380
1,500
1,100,000
No. 1/ No. 2
725
835
910
1,100,000
No. 3
445
510
555
1 ,000,000
Select Structural
2"x 12"
1,095
1.255
1,365
1,100,000
No. 1/No. 2
660
760
825
1,100,000
No. 3
405
465
505
1 ,000,000
NORTHERN WHITE CEDAR
Select Structural
2" x 4"
1,335
1,535
1,670
800,000
Northeastern
Lumber
Manufacturers
Association
(See Footnotes
1 and 2)
No. 1
990
1,140
1,240
700,000
No. 2
950
1,090
1,185
700,000
No. 3
560
645
700
600,000
Stud
540
620
670
600,000
Construction
720
825
900
700,000
Standard
405
465
505
600,000
Utility
200
230
250
600.000
Select Structural
2"x 6"
1.160
1,330
1,450
800,000
No 1
860
990
1,075
700,000
No. 2
820
945
1,030
700,000
No. 3
485
560
605
600,000
Stud
490
560
610
600.000
514
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FLOORS
TABLE 3605.2.3.1d - continued
DESIGN VALUES FOR DIMENSION LUMBER - VISUAL GRADING
SPECIES AND GRADE
SIZE
NORMAL
DURATION
DESIGN VALUE
IN BENDING "Fb"
MODULUS
OF ELASTICITY
"E"
GRADING
RULES
AGENCY
Snow Loading
7-Day Loading
Select Structural
2" x 8"
1,070
1,230
1,335
800,000
Northeastern
Lumber
Manufacturers
Association
(See Footnotes
1 and 2)
No. 1
795
915
990
700,000
No. 2
760
875
950
700,000
No 3
450
515
560
600,000
Select Structural
2"x 10"
980
1,125
1,225
800,000
No. 1
725
835
910
700,000
No. 2
695
800
870
700,000
No. 3
410
475
515
600,000
Select Structural
2"xl2"
890
1,025
1,115
800,000
No. 1
660
760
825
700,000
No. 2
635
725
790
700,000
No. 3
375
430
465
800,000
RED MAPLE
Select Structural
2" x 4"
2,245
2,580
2,805
1,700,000
Northeastern
Lumber
Manufacturers
Association
(See Footnotes
1 and 2)
No. 1
1,595
1,835
1,995
1,600,000
No. 2
1,555
1,785
1,940
1,500,000
No. 3
905
1.040
1,130
1,300,000
Stud
885
1,020
1,105
1.300.000
Construction
1.210
1,390
1,510
1 ,400.000
Standard
660
760
825
1,300.000
Utility
315
365
395
1,200,000
Select Structural
2"x 6"
1,945
2,235
2,430
1,700.000
No. 1
1.385
1,590
1,730
1,600,000
No. 2
1,345
1,545
1,680
1,500,000
No. 3
785
905
980
1,300,000
Stud
805
925
1,005
1,300,000
Select Structural
2" x 8"
1,795
2,065
2.245
1,700,000
No. 1
1,275
1,470
1,595
1,600,000
No. 2
1,240
1,430
1.555
1,500,000
No. 3
725
835
905
1 ,300,000
Select Structural
2"x 10"
1,645
1,890
2.055
1,700,000
No. 1
1.170
1,345
1.465
1,600,000
No. 2
1,140
1,310
1,425
1,500,000
No. 3
665
765
830
1,300.000
Select Structural
2"x 12"
1,495
1,720
1.870
1,700,000
No. 1
1,065
1,225
1,330
1,600,000
No. 2
1,035
1,150
1,295
1,500.000
No. 3
605
695
755
1,300,000
RED OAK
Select Structural
2" x 4"
1,985
2,280
2.480
1,400,000
Northeastern
Lumber
Manufacturers
Association
(See Footnotes
1 and 2)
No. 1
1,425
1,635
1,780
1,300,000
No. 2
1,380
1,585
1,725
1,200,000
No. 3
820
940
1,025
1.100,000
Stud
790
910
990
1,100.000
Construction
1,065
1,225
1.330
1 ,200,000
Standard
605
695
755
1,100,000
Utility
290
330
360
1.000,000
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
515
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3605.2.3.1d - continued
DESIGN VALUES FOR DIMENSION LUMBER - VISUAL GRADING
SPECIES AND GRADE
SIZE
NORMAL
DURATION
DESIGN VALUE
IN BENDING "Fb"
MODULUS
OF ELASTICITY
"E"
GRADING
RULES
AGENCY
Snow Loading
7-Day Loading
Select Structural
2"x 6"
1,720
1,975
2,150
1,400,000
Northeastern
Lumber
Manufacturers
Association
(See Footnotes
1 and 2)
No. 1
1,235
1,420
1,540
1,300,000
No. 2
1,195
1,375
1,495
1,200,000
No. 3
710
815
890
1,100,000
Stud
720
825
900
1,100,000
Select Structural
2" x 8"
1,585
1,825
1,985
1 ,400,000
No. 1
1,140
1,310
1,425
1,300,000
No. 2
1,105
1,270
1,380
1,200,000
No. 3
655
755
820
1.100,000
Select Structural
2"x 10"
1,455
1.675
1,820
1,400,000
No. 1
1,045
1.200
1,305
1,300,000
No. 2
1,010
1,165
1,265
1 ,200,000
No. 3
600
690
750
1,100,000
Select Structural
2"xl2"
1,325
1,520
1,655
1 ,400,000
No. 1
950
1,090
1,185
1 ,300,000
No. 2
920
1,060
1,150
1,200,000
No. 3
545
630
685
1,100,000
REDWOOD
Clear Structural
2" x 4"
3,020
3,470
3,775
1 ,400,000
Redwood
Inspection
Service
(See Footnotes 1
and 2)
Select Structural
2,330
2,680
2,910
1,400,000
Select Structural, open
grain
1,900
2,180
2,370
1,100,000
No. 1
1,680
1,935
2,100
1,300,000
No. 1 , open grain
1,335
1,535
1,670
1,100,000
No. 2
1,595
1,835
1,995
1,200,000
No. 2, open grain
1,250
1,440
1,565
1,000,000
No. 3
905
1,040
1,130
1,100,000
No. 3, open grain
735
845
915
900,000
Stud
725
835
910
900,000
Construction
950
1,090
1,185
900,000
Standard
520
595
645
900,000
Utilitv
260
300
325
800,000
Clear Structural
2"x6"
2,615
3,010
3,270
1,400,000
Select Structural
2,020
2,320
2,525
1,400,000
Select Structural, open
grain
1,645
1,890
2,055
1,100,000
No. 1
1,460
1.675
1,820
1,300,000
No. 1 , open grain
1.160
1.330
1,450
1,100,000
No. 2
1,385
1,590
1,730
1,200,000
No. 2, open grain
1,085
1,245
1.355
1,000,000
No. 3
785
905
980
1,100,000
No. 3, open grain
635
730
795
900,000
Stud
660
760
825
900,000
Clear Structural
2" x 8"
2,415
2,775
3,020
1,400,000
Select Structural
1,865
2,140
2.330
1,400,000
Select Structural, open
grain
1,520
1,745
1,900
1,100,000
No. 1
1,345
1,545
1,680
1,300,000
No. 1 , open grain
1.070
1,230
1,335
1,100.000
No. 2
1.275
1,470
1,595
1.203,000
516
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FLOORS
TABLE 3605.2.3.1d - continued
DESIGN VALUES FOR DIMENSION LUMBER - VISUAL GRADING
SPECIES AND GRADE
SIZE
NORMAL
DURATION
DESIGN VALUE
IN BENDING "Fb"
MODULUS
OF ELASTICITY
"E"
GRADING
RULES
AGENCY
Snow Loading
7-Day Loading
No. 2, open grain
2"x 8"
1,000
1,150
1,250
1,000,000
No. 3
725
835
905
1,100,000
No. 3, open grain
585
675
735
900,000
Clear Structural
2"x 10"
2,215
2,545
2,765
1 ,400,000
Select Structural
1,710
1,965
2,135
1,400,000
Select Structural, open
grain
1,390
1,600
1,740
1,100,000
No. 1
1,235
1,420
1,540
1,300,000
No. 1 , open grain
980
1,125
1,225
1,100,000
No. 2
1.170
1,345
1,465
1,200,000
Redwood
Inspection
Service
(See Footnotes 1
and 2)
No. 2, open gram
915
1,055
1,145
1,000,000
No. 3
665
765
830
1,100,000
No. 3, open grain
540
620
670
900,000
Clear Structural
2"xl2"
2,015
2,315
2,515
1,400,000
Select Structural
1,555
1,785
1,940
1,400,000
Select Structural, open
grain
1,265
1,455
1,580
1.100,000
No. 1
1,120
1,290
1,400
1,300,000
No. 1 , open gram
890
1,025
1,115
1,100,000
No. 2
1,065
1,225
1,330
1,200,000
No. 2, open grain
835
960
1,040
1,000,000
No. 3
605
695
755
1,100,000
No. 3, open grain
490
560
610
900,000
SOUTHERN. PINE
Dense Select Structural
2" x 4"
3.510
4,035
4,385
1,900,000
Southern
Pine
Inspection
Bureau
(See Footnotes
1 and 2)
Select Strcrural
3,280
3,770
4,095
1,800,000
Non - Dense Select
Structural
3,050
3,505
3,810
1,700,000
No. 1 Dense
2.300
2,645
2,875
1,800,000
No. 1
2,130
2,445
2,660
1 ,700,000
No. 1 Non - Dense
1,955
2,250
2,445
1 ,600,000
No. 2 Dense
1,955
2,250
2,445
1,700,000
No. 2
1,725
1,985
2,155
1,600,000
No. 2 Non - Dense
1,555
1,785
1,940
1,400,000
No. 3
980
1,125
1,220
1 ,400,000
Stud
1,005
1,155
1,260
1,400,000
Constrction
1,265
1,455
1,580
1,500,000
Standard
720
825
900
1 ,300,000
Utility
345
395
430
1,300,000
Dense Select Structural
2"x 6"
3,105
3,570
3,880
1,900,000
Select Structural
2.935
3.370
3,665
1 ,800.000
Non - Dense Select
Structural
2,705
3,110
3,380
1,700,000
No. 1 Dense
2,015
2,315
2,515
1,800,000
No. 1
1,900
2,180
2,370
1 ,700.000
No. 1 Non - Dense
1.725
1,985
2,155
1 ,600,000
No. 2 Dense
1,670
1,920
2,085
1 ,700,000
No. 2
1,440
1,655
1,795
1 ,600,000
No 2 Non - Dense
1.325
1,520
1.655
1 ,400.000
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
517
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3605.2.3.1d - continued
DESIGN VALUES FOR DIMENSION LUMBER - VISUAL GRADING
SPECIES AND GRADE
SIZE
NORMAL
DURATION
DESIGN VALUE
IN BENDING "Fb"
MODULUS
OF ELASTICITY
"E"
GRADING
RULES
AGENCY
Snow Loading
7-Day Loading
No. 3
2" x 6"
865
990
1,080
1,400,000
Southern
Pine
Inspection
Bureau
(See Footnotes
1 and 2)
Stud
890
1,025
1,115
1,400,000
Dense Select Structural
2" x 8"
2,820
3,240
3,520
1,900,000
Select Structural
2,645
3,040
3,305
1,800,000
Non - Dense Select
Structural
2,415
2,775
3,020
1,700,000
No. 1 Dense
1,900
2,180
2,370
1,800,000
No. 1
1,725
1,985
2,155
1,700,000
No. 1 Non - Dense
1,555
1,785
1,940
1,600,000
No. 2 Dense
1,610
1,850
2.015
1,700,000
No. 2
1,380
1,585
1,725
1,600,000
No. 2 Non - Dense
1,265
1,455
1,580
1,400,000
No. 3
805
925
1,005
1,400,000
Dense Select Structural
2"x 10"
2.475
2,845
3,090
1,900,000
Select Structural
2,360
2,710
2.945
1 .800,000
Non - Dense Select
Structural
2,130
2,445
2,660
1,700,000
No. 1 Dense
1,670
1,920
2.085
1,800,000
No. 1
1,495
1,720
1,870
1,700,000
No. 1 Non - Dense
1,380
1,585
1,725
1 ,600,000
No. 2 Dense
1,380
1,585
1,725
1,700,000
No. 2
1,210
1,390
1,510
1,600,000
No. 2 Non - Dense
1,095
1.255
1,365
1,400,000
No. 3
690
795
865
1,400,000
Dense Select Structural
2"xl2"
2,360
2,710
2,945
1,900,000
Select Structural
2,185
2,515
2,730
1,800,000
Non - Dense Select
Structural
2,015
2,315
2,515
1,700,000
No. 1 Dense
1,555
1,785
1,940
1,800,000
No. 1
1,440
1,655
1,795
1 ,700,000
No. 1 Non - Dense
1,325
1,520
1,655
1,600 000
No. 2 Dense
1,325
1,520
1,655
1,700,000
No. 2
1,120
1,290
1,400
1,600,000
No. 2 Non - Dense
1,035
1,190
1,295
1,400,000
No. 3
660
760
825
1,400,000
SPRUCE -PINE -FIR
Select Structural
2" x 4"
2,155
2,480
2,695
1,500,000
National
Lumber
Grades
Authority
(See Footnotes
1 and 2)
No. 1/No. 2
1,510
1,735
1,885
1,400,000
No. 3
865
990
1,080
1.200,000
Stud
855
980
1,065
1.200,000
Construction
1,120
1,290
1,400
1 ,300,000
Standard
635
725
790
1,200,000
Utility
290
330
360
1,100,000
Select Structural
2"x 6"
1,870
2,150
2.335
1 ,500,000
No. 1/No. 2
1,310
1,505
1.635
1 ,400,000
No. 3
750
860
935
1 ,200,000
Stud
775
895
970
1 ,200,000
518
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FLOORS
TABLE 3605.2.3.1d - continued
DESIGN VALUES FOR DIMENSION LUMBER - VISUAL GRADING
SPECIES AND GRADE
SIZE
NORMAL
DURATION
DESIGN VALUE
IN BENDING " Fb"
MODULUS
OF ELASTICITY
"E"
GRADING
RULES
AGENCY
Snow Loading
7-Day Loading
Select Structural
2" x 8"
1,725
1,985
2,155
1,500,000
National
Lumber
Grades
Authority
(See Footnotes
1 and 2)
No. 1/No. 2
1.210
1,390
1,510
1 ,400,000
No. 3
690
795
865
1 .200,000
Select Structural
2"x 10"
1,580
1,820
1.975
1.500.000
No. 1/ No. 2
1,105
1,275
1.385
1,400.000
No. 3
635
725
790
1,200,000
Select Structural
2"x 12"
1,440
1,655
1,795
1.500,000
No. 1 / No. 2
1.005
1,155
1,260
1,400,000
No. 3
575
660
720
1,200,000
No 3 . open grain
540
620
670
900,000
SPRUCE - PINE - FIR (SOUTH)
Select Structural
2" x 4"
2,245
2,580
2,805
1,300,000
Northeastern
Lumber
Manufacturers
Association
Northern
Softwood
Lumber
Bureau
West Coast
Lumber
Inspection
Bureau
Western
Woods
Products
Association
(See Footnotes
1 and 2)
No. 1
1,465
1,685
1,835
1 .200,000
No. 2
1,295
1,400
1,615
1,100,000
No. 3
735
845
915
1 ,000.000
Stud
725
835
910
1 ,000,000
Construction
980
1,125
1.220
1 ,000,000
Standard
545
630
685
900,000
Utility
260
300
335
900,000
Select Structural
2"x 6"
1,045
2,235
2,430
1,300,000
No. 1
1,270
1,460
1,590
1.200,000
No. 2
1,120
1.290
1.400
1,100,000
No. 3
635
730
795 .
1 ,000,000
Stud
660
760
825
1,000,000
Select Structural
2" x 8"
1,795
2,065
2,245
1 .300.000
No. 1
1.175
1,350
1,465
1,200.000
No. 2
1,035
1,190
1.295
1,100,000
No. 3
585
675
735
1.000,000
Select Structural
2"x 10"
1.645
1,890
2.055
1,300,000
No. 1
1,075
1.235
1.345
1 ,200,000
No 2
950
1,090
1.185
1,100.000
No. 3
540
620
670
1 ,000,000
Select Structural
2"x 12"
1,495
1,720
1,870
1,300,000
No. 1
980
1.125
1,220
1.200,000
No. 2
865
990
1,080
1.100,000
No. 3
490
560
610
1.000.000
WESTERN CEDARS
Select Structural
2" x 4"
1 ,725
1,985
2.155
1,100,000
West Coast
Lumber
Inspection
Bureau
Western
Woods
Products
Association
(See Footnotes
1 and 2)
No 1
1,250
1,440
1,565
1,000.000
No. 2
1,210
1,390
1,510
1 ,000,000
No. 3
690
795
865
900,000
Stud
695
800
870
900,000
Construction
920
1,060
1,150
900,000
Standard
520
595
645
800.000
Utility
260
300
325
800,000
Select Structural
2"x 6"
1,495
1.720
1,870
1,100,000
No. 1
1,085
1.245
1,355
1 ,000,000
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
519
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3605.2.3.1d - continued
DESIGN VALUES FOR DIMENSION LUMBER - VISUAL GRADING
SPECIES AND GRADE
SIZE
NORMAL
DURATION
DESIGN VALUE
IN BENDING "Fb"
MODULUS
OF ELASTICITY
"E"
GRADING
RULES
AGENCY
Snow Loading
7-Day Loading
No. 2
2" x 6"
1,045
1,205
1,310
1 ,000.000
West Coast
Lumber
Inspection
Bureau
Western
Woods
Products
Association
(See Footnotes
1 and 2)
No. 3
600
690
750
900,000
Stud
635
725
790
900,000
Select Structural
2" x 8"
1,380
1,585
1,725
1,100,000
No. 1
1,000
1,150
1.250
1 ,000,000
No. 2
965
1,110
1,210
1,000.000
No. 3
550
635
690
900,000
Select Structural
2"x 10"
1,265
1,455
1,580
1,100.000
No. 1
915
1,055
1,145
1 ,000,000
No. 2
885
1,020
1,105
1 .000.000
No. 3
505
580
635
900,000
Select Structural
2"x 12"
1,150
1,325
■1 ,440
1,100,000
No. 1
835
960
1,040
1 ,000,000
No. 2
805
925
1,005
1 ,000,000
No. 3
460
530
575
900,000
WESTERN WOODS
Select Structural
2" x 4"
1,150
1,735
1,885
1 ,200,000
West Coast
Lumber
Inspection
Bureau
Western
Woods
Products
Association
(See Footnotes
1 and 2)
No. 1
1,120
1,290
1,400
1,100,000
No. 2
1.120
1,290
1,400
1 ,000,000
No. 3
645
745
810
900,000
Stud
635
725
790
900.000
Construction
835
960
1,040
1 ,000.000
Standard
460
530
575
900,000
Utility
230
265
290
800,000
Select Structural
2"x 6"
1.310
1.505
1,635
1 ,200.000
No. 1
970
1,120
1,215
1,100,000
No. 2
970
1.120
1,215
1 ,000,000
No. 3
560
645
700
900,000
Stud
575
660
720
900,000
Select Structural
2" x 8"
1,210
1.390
1,510
1,200,000
No. 1
895
1,030
1.120
1,100.000
No 2
895
1,030
1.120
1 ,000,000
No. 3
520
595
645
900,000
Select Structural
2"x 10"
1.105
1,275
1.385
1 ,200,000
No. 1
820
945
1,030
1,100,000
No. 2
820
945
1.030
1 ,000,000
No. 3
475
545
595
900,000
Select Structural
2"x 12"
1,005
1.155
1,260
1,200.000
No. 1
750
860
935
1.100.000
No. 2
750
860
935
1 .000.000
No 3
430
495
540
900.000
WHITE OAK
Select Structural
2" x 4"
2,070
2.380
2,590
1,100,000
West Coast
Lumber
Inspection
Bureau
Western
Woods
Products
Association
No. 1
1,510
1,735
1,885
1,000,000
No. 2
1,465
1.685
1,835
900,000
No. 3
820
940
1,025
800,000
Stud
820
945
1,030
800.000
Construction
1 .095
1,255
1,365
900,000
520
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FLOORS
TABLE 3605.2.3.1d - continued
DESIGN VALUES FOR DIMENSION LUMBER - VISUAL GRADING
SPECIES AND GRADE
SIZE
NORMAL
DURATION
DESIGN VALUE
IN BENDING "FZ>"
MODULUS
OF ELASTICITY
"E"
GRADING
RULES
AGENCY
Snow Loading
7-Day Loading
Standard
2" x 4"
605
695
755
800,000
West Coast
Lumber
Inspection
Bureau
Western
Woods
Products
Association
(See Footnotes
1 and 2)
Utility
290
330
360
800.000
Select Structural
2"x 6"
1,795
2,065
2,245
1,100,000
No. 1
1,310
1,505
1,635
1,000,000
No. 2
1,270
1,460
1.590
900,000
No. 3
710
815
890
800,000
Stud
750
860
935
800,000
Select Structural
2" x 8"
1,655
1,905
2,070
1,100,000
No. 1
1,210
1,390
1,510
1,000.000
No. 2
1,175
1.350
1.465
900,000
No. 3
655
755
820
800,000
Select Structural
2"x 10"
1,520
1,745
1.900
1,100,000
No. 1
1,105
1,275
1.385
1,000,000
No. 2
1,075
1,235
1,345
900,000
No. 3
600
690
750
800.000
Select Structural
2"x 12"
1.380
1.585
1,725
1.100.000
No. 1
1.005
1,155
1,260
1.000.000
No. 2
980
1,125
1,220
900.000
No 3
545
630
685
800,000
YELLOW POPLAR
Select Structural
2" x 4"
1725
1.985
2,155
1 ,500,000
Northern
Softwood
Lumber
Bureau
(See Footnotes
1 and 2)
No. 1
1.250
1.440
1,565
1 ,400,000
No. 2
1,210
i.390
1.510
1,300,000
No. 3
690
795
865
1 .200,000
Stud
695
800
870
1,200,000
Construction
920
1,060
1,150
1,300,000
Standard
520
595
645
1,100,000
Utility
230
265
290
1,100,000
Select Structural
2"x 6"
1,495
!,720
1,870
1,500,000
No. 1
1.085
1.245
1,355
1 ,400,000
No. 2
1.045
1,205
1,310
1 ,300,000
No. 3
600
690
750
1.200,000
Stud
635
725
790
1,200,000
Select Structural
2"xS"
1,380
1.585
1,725
1 ,500,000
No. 1
1,000
1,150
1,250
1,400,000
No. 2
965
1,110
1,210
1,300.000
No. 3
550
635
690
1,200,000
Select Structural
2"x 10"
1.265
1.455
1.580
1,500,000
No. 1
915
1,055
1,145
1.400,000
No. 2
885
1,020
1,105
1,300,000
No. 3
505
580
635
1 ,200,000
Select Structural
2"x 12'"
1,150
1,325
1,440
1,500,000
No. 1
835
960
1,040
1.400.000
No. 2
805
925
1,005
1.300,000
No .3
460
530
575
1,200,000
For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa.
1 When dimension lumber is used where moisture content will exceed 19% for an extended tune period, Fb shall be
multiplied by 0 85 if Fb exceeds 1,150 psi, andfshall be multiplied by 0.9.
2. Following is a list of agencies certified by the American Lumber Standards Committee Board of Review (as of
1 99 1 ) for inspection and grading of untreated lumber under the rules indicated.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
521
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Rules in Writing Agencies
National Lumber Grades Authority (NLGA)
260-1055 W. Hastings Street
Vancouver, BC V6E 2E9
Canada
Northeastern Lumber Manufacturers Association (NELMA)
272 Turtle Road, P.O. Box 87A
Cumberland Center, Maine 0402 1
Northern Softwood Lumber Bureau (NSLB)
272 Tuttle Road, P.O Box 87A
Cumberland Center, Maine 04021
Redwood Inspection Service (RIS)
405 Enfrente Drive, Suite 200,
Novato, California 94949
Southern Pine Inspection Bureau (SPIB)
4709 Scenic Highway,
Pensacola, Florida 32504
West Coast Lumber Inspection Bureau (WCLIB)
6980 SW Vames Road, P.O Box 23 145
Portland, Oregon 97223
Western Wood Products Association (WWPA)
522 S.W. 5th Avenue
Yeon Building, Portland, OR 97204
Non-Rules Writing Agencies
California Lumber Inspection Services
Pacific Lumber Inspection Bureau, Inc.
Timber Products Inspection
Alberta Forest Products Association
Canadian Lumbermen's Association
Cariboo Lumber Manufacturers Association
Central Forest Products Association
Council of Forest Industries of British Columbia
Interior Lumber Manufacturers Association
Macdonald Inspection
Maritime Lumber Bureau
Ontario Lumber Manufacturers Association
Pacific Lumber Inspection Bureau
Quebec Lumber Manufacturers Association
Rules for which grading is authorized
NLGA
NELMA NLGA,
WCLIB. WWPA, NLGA
WSLB, WCLIB.
WWPA NLGA
RIS.WCLIB.
WWPA
SPIB. NELMA,
WCLIB, WWPA NLGA
WCLIB. RIS.
WWPA NLGA SPIB
WWPA WCLIB.
NLGA RIS. SPIB
RIS, WCLIB. WWPA NLGA SPIB
RIS.WCLIB.WWPA NLGA
RIS. SPIB, WCLIS. WWPA
NLGA
NLGA NELMA
NLGA
NLGA
NLGA
NLGA
NLGAS
NLGA NELMA
NLGA NELMA
NLGA
NLGA NELMA
522
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FLOORS
TABLE 3605.2.3.1e
DESIGN VALUES FOR DIMENSION LUMBER - MACHINE STRESS RATED
These "Fb" values are for use where repetitive members are spaced not more than 24 inches For wider
spacing, the "Fh" values should be reduced 13%. Values apply at 19% maximum moisture content in use.
GRADE
DESIGNATION
GRADING RULES
AGENCY
(See Footnotes
1.2,3.4)
SIZE
CLASSIFICATION
DESIGN VALUE IN BENDING "Fb"
MODULUS OF
ELASTICITY
"E"
Normal Duration
Snow
Loading
7-Day
Loading
900f.l.0£
3,4
Machine
rated
lumber
2X4
and
wider
1,050
1,210
1,310
1 ,000,000
1200f.l.2£
1,2,3,4
1,400
1,610
1,750
1,200,000
1350f.l.3£
2,4
1,550
1,780
1,940
1 .300,000
I450f.l.3£
1,3,4
1,650
i,900
2,060
1.300,000
1500f.l.3£
2
1,750
2,010
2,190
1.300,000
1500f.l.4£
1,2,3,4
1,750
2,010
2,190
1 ,400,000
1650f.l.4£
2
1,900
2,190
2,370
1,400,000
I650f.l.6£
1,2,3.4
1,900
2,180
2,380
1,500,000
I800f.l.6£
1,2,3,4
2,050
2,360
2,560
1 ,600,000
1950f.l.5£
2
2,250
2,590
2,810
1 ,500,000
1950f.I.7£
1,2,4
2,250
2,590
2,810
1700,000
2100f.l.8£
1,2,3.4
2,400
2,760
3,000
1X00,1)00
2250f.l.6£
2
2,600
2,990
3,250
1 ,600,000
2250f.l.9£
1,2,4
2,600
2.990
3,250
1 ,900,000
2400f.l.7£
2
2,750
3,160
3,440
1 ,700,000
2400f.2.0 £
1,2,3,4
2,750
3,160
3,440
2,000,000
2550f.2.1£
1,2,4
2,950
3,390
3,690
2,100,000
2700f.2.2 £
1,2,3,4
3,100
3,570
3,880
2,200,000
2850f. 2.3 £
2
3,300
3,800
4,130
2,300,000
3000f.2.4 £
1,2
3,450
3,970
4,310
2,400,000
3150f.2.5£
2
3,600
4,140
4,500
2,500,000
3300f. 2.6 £
2
3,800
4,370
4,750
2,600,000
900f.l.0£
1,2,3
See
Footnotes
1,050
1,210
1,310
1,000.000
900f.l.2£
1,2,3
1,050
1,210
1,310
1,200,000
1200f.l.5£
1,2,3
1,400
1,610
1.750
1,500,000
1350f.l.8£
1,2
1,550
1780
1,940
1,800,000
1500f.l.8£
3
1,750
2,010
2,190
"1,800,000
1800f.2.1£
1,2,3
2,050
2,360
2,560
2,100,000
For SI: 1 inch = 25.4 mm,l psi = 6.895kPa.
Table 3605.2.3. Id footnotes applicable to machine stress rated joists and rafters
1. National Lumber Grades Authority (see Footnote 2, Table 3605.2.3. lc); Machine Rated Lumber, 2X4
and wider.
2. Southern Pine Inspection Bureau; Machine Rated Lumber, 2X4 and wider
3. West Coast Lumber Inspection Bureau; Machine Rated Lumber, 2X4 and wider; Machine Rated Joists,
2X6 and wider.
4. Western Wood Products Association; Machine Rated Lumber, 2X4 and wider.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
523
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3605.2.3.3a
ALLOWABLE SPAN FOR GIRDERS SUPPORTING ONE FLOOR ONLY
SIZE OF WOOD
GIRDER2
FLOOR LIVE LOAD
(psf)
SPACING BETWEEN GIRDERS OR BETWEEN GIRDERS AND LOAD
BEARING WALLS3
4 feet
6 feet
8 feet
10 feet
16 feet
4x4
30
5'6"
4'6"
3'6"
3'0"
2'6"
40
S'O"
4'0"
3'6"
3'0"
2'6"
4x6
30
8'0"
6'6"
5'6"
5'0"
4'6"
40
7'6"
6'0"
S'6"
4'6"
4'0"
4x8
6x6
30
W0"
9'0"
8'0"
7'0"
5'6"
40
lO'O"
8'6r
7'6"
6'6"
5'0"
4x10
6x8
30
14'0"
11 '6"
lO'O"
8'6"
6'0"
40
13'0"
10'6"
9'6"
8'6"
5'6"
4x12
6x10
30
16'6"
14'0"
1 ro-
ll'O"
9'0"
40
16'0"
12'6"
ll '0"
lO'O"
8'0"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kN/m2.
1. Allowable spans may be interpolated between tributary loads shown in table. Spans and girder sizes may be
computed independently of the above table in accordance with accepted engineering practice.
2. Spans are based on No. 2 lumber.
3. The spacing is the tributary load to the girder. It is found by adding the spans of the floor structure on each side
which are supported by the girder and dividing by 2.
TABLE 3605.2.3.3b
ALLOWABLE SPANS FOR BUILT-UP WOOD CENTER GIRDERS
AND FOOTING SIZES FOR GIRDER SUPPORT COLUMNS
WIDTH OF
STRUCTURE
(feet)
GIRDER
SIZE
(inches)
ONE STORY
TWO STORY
THREE STORY
Maximum Span
(feet-inches)
Footing Size
(inches)
Maximum Span
(feet-inches)
Footing Size
(inches)
Maximum Span
(feet-inches)
Footing Size
(inches)
24
3-2x8
6-7
17x17*
4-11
20x20
4-1
22x22
4-2x8
7-8
19x19*
5-8
21x21
4-9
24x24
3-2x10
8-5
20x20*
6-3
23x23
5-3
25x25
4-2x10
9-9
21x21
7-3
24x24
6-1
27x27
3-2x12
10-3
22x22
7-8
25x25
6-4
27x27
4-2x12
11-10
23x23
8-10
27x27
7-4
29x29
26
3-2x8
6-4
17x17*
4-9
20x20
3-11
22x22
4-2x8
7-4
18x18*
5-6
22x22
4-7
24x24
3-2x10
8-1
19x19
6-1
23x23
5-0
25x25
4-2x10
9-4
21x21
7-0
24x24
5-10
27x27
3-2x12
9-10
21x21
7-4
25x25
6-1
28x28
4-2x12
11-5
23x23
8-6
27x27
7-1
30x30
28
3-2x8
6-2
17x17*
4-7
21x21
3-10
23x23
4-2x8
7-1
18x18*
5-3
22x22
4-5
24x24
3-2x10
7-10
19x19
5-10
23x23
4-10
26x26
4-2x10
9-0
20x20
6-9
25x25
5-7
28x28
3-2x12
9-6
21x21
7-1
26*26
5-11
28x28
4-2x12
11-0
22x22
8-2
28x28
6-10
30x30
32
3-2x8
5-9
16x16*
4-3
21x21
3-7
24x24
4-2x8
6-7
17x17
4-11
23x23
4-1
25x25
3-2x10
7-4
18x18
5-5
24x24
4-6
27x27
4-2x10
8-5
20x20
6-3
26x26
5-3
28x28
3-2x12
8-11
20x20
6-8
27x27
5-6
29x29
4-2x12
10-3
22x22
7-8
29x29
6-4
31x31
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 psf = 0.0479 kN/m2, 1 psi = 6.895 kPa.
1. Values shown are for a clear-span trussed roof, a load bearing center wall on the first floor in a two-story
construction, and a load-bearing center wall on the first and second floors in three-story construction.
2. Spans based on allowable stress in bending Fb - 1,000 pounds per square inch (psi) for repetitive members. See
Table 3605.2.3. Id
3. Footing size based on 2,000 psf soil-bearing capacity; footing thickness shall be one-half (minimim) the width of
the footing, or ten inches, whichever is greater.
4. 4x4 posts may be used at these (*) locations, 6x6 posts, or 4x4 posts or three-inch diameter steel columns with
bearing plates or equivalent area, are acceptable in all locations.
524
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FLOORS
3605.2.9 Framing of openings: Openings in floor
framing shall be framed with header and trimmer
joists. When the header joist span does not exceed
four feet (1219 mm), the header joist may be a single
member the same size as the floor joist. Single
trimmer joists may be used to carry a single header
joist that is located within three feet (914 mm) of the
trimmer joist bearing. When the header joist span
exceeds four feet (1219 mm), the trimmer joists and
the header joist shall be doubled and of sufficient
cross section to support the floor joists framing into
the header. Approved hangers shall be used for the
header-joist to trimmer joist connections when the
header joist span exceeds six feet (1829 mm).
3605.2.10 Floor trusses: Wood floor trusses shall be
designed in accordance with approved engineering
practice. The design of metal plate connected wood
trusses shall comply with TPI QST, TPI PCT and
TPI-1 "Design Specification for Metal Plate
Connected Wood Trusses, as listed in Appendix A."
Trusses shall be braced and installed in accordance
with their appropriate engineered design. In the
absence of specific bracing requirements, trusses
shall be braced in accordance with TPI BWT, as
listed in Appendix A. Truss members shall not be
drilled, cut, notched or altered in any manner unless
so designed.
3605.2.11 Draftstopping required: When there is
usable space above and below the concealed space
of a floor/ceiling assembly, draftstops shall be
installed so that the area of the concealed space does
not exceed 1,000 square feet (93 m2). Draftstopping
shall divide the concealed space into approximately
equal areas. Draftstopping shall be provided in
floor/ceiling assemblies under the following certain
circumstances:
1. Ceiling is suspended. under the floor framing;
or
2. Floor framing is constructed of truss-type
open-web or perforated members.
3 . The assembly is enclosed by a floor membrane
above and a ceiling membrane below.
3605.2.11.1 Materials: Draftstopping materials
shall not be less than '/2-inch (12.7 mm) gypsum
hoard, %-inch (9 5 mm) wood structural panels,
%-inch (9.5 mm) Type 2-M-W particleboard or
other approved materials adequately supported.
Draftstopping shall be installed parallel to the
floor framing members unless otherwise approved
by the building official. The integrity of all
draftstops shall be maintained.
780 CMR 3605 3 FLOOR SHEATHING
3605.3.1 Lumber sheathing: Maximum allowable
spans for lumber used as floor sheathing shall
conform to Tables 3605.3.1, 3605.3.2.1.1a and
3605.3.2.1.1b.
3605.3.1.1 End joints. Lumber used as
subflooring shall be installed with end joints over
supports unless end-matched lumber is used, in
which case each piece shall bear on at least two
joists. Subflooring may be omitted when joist
spacing does not exceed 16 inches (406 mm) and
a one-inch (25 mm) nominal tongue-and-groove
wood strip flooring is applied perpendicular to the
joists
TABLE 3605.3.1 MINIMUM THICKNESS OF
LUMBER FLOOR SHEATHING
JOIST OR BEAM
SPACING
(inches)
MTNTMUM NET THICKNESS
Perpendicular to Joist
Diagonal to Joist
24
11/16
%
16
%
%
48'
l'/iT&G
542
N/A
603
For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa.
1 . Minimum 840 Fb 1,000,000 E.
2. Minimum 950 Fb 1,300,000 E.
3 Minimum 1,060 Fb 1,600,000 E.
3605.3.2 Plywood sheathing:
3605.3.2.1 Identification and grade: Plywood
used for structural purposes shall conform to DOC
PS 1, DOC PS 2 and HPMA (ANSI) HP, as listed
in Appendix A, and wood structural panels shall
conform to DOC PS 2, as listed in Appendix A.
All panels shall be identified by a grade mark of
certificate of inspection issued by an approved
agency.
36053.2.1.1 Subfloor and combined subfloor
underlayment: Where used as subflooring or
combination subfloor underlayment, wood
structural panels shall be of one of the grades
specified in Table 3605.3.2.1.1a. When sanded
plywood is used as a combination subfloor
underlayment, the grade shall be as specified in
Table 3605.3.2.1.1b
3605.3.2.1.2 Wood structural panels: Wood
structural-use panels conforming to DOC PS 2
includes performance-rated plywood, oriented
strand-board and composite panels. Oriented
strand-board structural-use panels
manufactured in Canada shall conform to CSA
0437, as listed in Appendix A.
3605.3.2.2 Allowable spans: The maximum
allowable span for wood structural panels used as
subfloor or combination subfloor underlayment
shall be as set forth in Table 3605.3.2.1.1a. The
maximum span for sanded plywood combination
subfloor underlayment shall be set forth in Table
3605.3.2.1.1b.
3605.3.2.3 Installation: Plywood and wood
structural panels used as subfloor or combination
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
525
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
subfloor underlayment shall be attached to
framing in accordance with Table 3606.2.3a.
3605.3.3 Particleboard:
3605.3.3.1 Identification and grade:
Particleboard shall conform to ANSI A208.1, as
listed in Appendix A, and shall be so identified by
a grade mark or certificate of inspection issued by
an approved agency.
3605.3.3.2 Floor underlayment: Particleboard
floor underlayment shall conform to Type PBU,
as listed in Appendix A, and shall not be less than
Vi-inch (6.4 mm) in thickness.
3605.3.3.3 Installation: Particleboard
underlayment shall be installed in accordance
with the recommendations of the manufacturer
and attached to framing in accordance with Table
3606.2.3a
TABLE 3605.3.2.1.1a
ALLOWABLE SPANS AND LOADS FOR PLYWOOD AND WOOD STRUCTURAL PANELS
FOR ROOF AND SUBFLOOR SHEATHING AND COMBINATION SUBFLOOR
UNDERLAYMENTS *~
NOMINAL
PANEL
THICKNESS
(inch)
MINIMUM SPAN (inches)
LOAD (pounds per square
foot, at maximum span)
MAXIMUM SPAN
With Edge
Support
Without Edge
Support
Total Load
Live Load
(inches)
C-D, C-C, SHEATHING5
ROOF6
SUBFLOOR6
12/0
\e
12
12
40
30
0
16/0
5A,.%
16
16
40
30
0
20/0
5/16,%
20
20
40
30
0
24/0
%,7/,6>'/2
24
207
40
30
0
24/1-6
V*
24
24
50
40
16
32/16
'V/2,%
32
28
40
30
16s
40/20
%>Va,3/4,7/8
40
32
40
30
208'*
48/24
%,%,%
48
36
45
35
24
UNDERLAYMENT, C-C
PLUGGED SINGLE FLOOR
ROOF6
COMBINATION
SUBFLOOR
UNDERLAYMENT
16o.c.
%.%
24
24
50
40
166
20 o.c.
%,%,%
32
32
40
30
208'y
24 o.c.
^.^
48
36
35
25
24
32 o.c.
%, 1
48
40
50
40
32
48 o.c.
l\,V/e
60
48
50
40
48
For SI: 1 inch = 25.4 mm, 1 psf = 0.0479kNnT
1. The allowable loads were determined using a dead load of 10 psf If the dead load exceeds 10 psf, then the live
load shall be reduced accordingly.
2. Panels continuous over two or more spans with long dimension perpendicular to supports. Spans shall be limited
to values shown because of possible effect of concentrated loads.
3. Applies to panels 24 inches or wider.
4. Lumber blocking, panel edge clips (one midway between each support, except two equally spaced between supports
when span is 48 inches), tongue-and-groove panel edges, or other approved type of edge support.
rades.
Includes Structural 1 panels in these era
6. Uniform load deflection limitation; /180 of span under live load plus dead load, '/240 of span under live load only.
7 Maximum span 24 inches for VS-inch panels.
8 Maximum span 24 inches where 3/4-inch wood finish flooring is installed at right angles to joists.
9. Maximum span 24 inches where 1 !4 inches of lightweight concrete or approved cellular concrete is placed over
the subfloor.
10 Unsupported edges shall have tongue-and-groove joints or shall be supported with blocking unless nominal Vi-inch
thick underlayment or 1 Vi inches of light-weight concrete or approved cellular concrete is placed over the subfloor.
or 3/4-inch wood finish is used. Allowable uniform live load at maximum span, based on deflection of V360 of span,
is 100 psf.
11. Unsupported edges shall have tongue-and-groove joints or shall be supported with blocking unless nominal Vi-
inch thick underlayment or 3/4-inch wood finish flooring is used. Allowable uniform live load at maximum span, based
on deflection of /360 of span, is 100 psf, except panels with a Span Rating of 48 o.c. are limited to 65 psf total uniform
load at maximum span.
526
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - FLOORS
TABLE 3605.3.2.1.1b
ALLOWABLE SPANS FOR PLYWOOD
COMBINATION SUBFLOOR
UNDERLAYMENT1
IDENTIFICATION
SPACING OF JOISTS
16
20
24
Species Group"
1
2,3
4
%
5/8
3/4
7/8
3/4
Vb
i
For SI: 1 inch = 25.4 mm, lpsf = 0.0479 kNnT
1. Plywood continuous over two or more spans and face
grain perpendicular to supports. Unsupported edges shall
be tongue-and-groove or blocked except where nominal
Vi-inch-thick underlayment or 3/4-inch wood finish floor
is used. Allowable uniform live load at maximum span
based on deflection of V360 of span is 100 psf.
2. Applicable to all grades of sanded Exterior-type
plywood.
780 CMR 3605.4 TREATED-WOOD FLOORS
(ON GROUND)
3605.4.1 General: Treated-wood basement floors
and floors on ground shall be designed to withstand
axial forces and bending moments resulting from
lateral soil pressures at the base of the exterior walls
and floor live and dead loads. Floor framing shall be
designed to meet joist deflection requirements in
accordance with 780 CMR 3603.1.
3605.4.1.1 Unbalanced soil loads: Unless special
provision is made to resist sliding caused by
unbalanced lateral soil loads, wood basement
floors shall be limited to applications where the
differential depth of fill on opposite exterior
foundation walls is two feet (610 mm) or less.
3605.4.1.2 Construction: Joists in wood
basement floors shall bear tightly against the
narrow face of studs in the foundation wall or
directly against a band joist which bears on the
studs. Plywood subfloor shall be continuous over
lapped joists or over butt joints between in-line
joists. Sufficient blocking shall be provided
between joists to transfer lateral forces at the base
of the end walls into the floor system.
3605.4.1.3 Uplift and buckling: Where required,
resistance to uplift or restraint against buckling
shall be provided by interior bearing walls or
properly designed stub walls anchored in the
supporting soil below.
3605.4.2 Site preparation: The area within the
foundation walls shall have all vegetation, topsoil
and foreign material removed, and any fill material
which is added shall be free of vegetation and
foreign material. The fill shall be compacted to
assure uniform support of the treated-wood floor
sleepers.
3605.4.2.1 Base: A minimum four-inch-thick
(102 mm) granular base of gravel having a
maximum size of V* inch (19 mm) or crushed
stone having a maximum size of Vi inch (12.7
mm) shall be placed over the compacted sub-
grade.
3605.4.2.2 Moisture barrier: Polyethylene
sheeting of minimum six-mil (0.15 mm) thickness
shall be placed over the granular base. Joints shall
be lapped six inches (153 mm) and left unsealed.
The polyethylene membrane shall be placed over
the treated-wood sleepers and shall not extend
beneath the footing plates of the exterior walls.
3605.4.3 Materials: All framing materials,
including sleepers, joists, blocking and plywood
subflooring, shall be pressure preservatively treated
and dried after treatment in accordance with AWPA
C22, as listed in Appendix A.
780 CMR 3605.5 CONCRETE FLOORS
(ON GRADE)
3605.5.1 General: Concrete slab-on-grade floors
shall be constructed in accordance with Figure
3604.3.1a. The specified compressive strength of
concrete at 28 days shall not be less than 2,500
pounds per square inch (17,225 kPa), except where
weather exposure requires greater strength and air-
entrained concrete, as set forth in Table 3604.2.2
and 780 CMR 3604.2.2.
Slabs shall be constructed with control joints
having a depth of at least 'A the slab thickness but
not less than one inch, and joints shall be spaced at
intervals not more than 30 feet in each direction
and slabs not rectangular in shape shall have
control joints across the slab at points of offset, if
offset exceeds ten feet.
Exception: Control joints are not required or
may exceed 30 foot intervals where welded wire
fabric or equivalent is provided in accordance
with Table 3605. S. 1. The welded wire fabric or
equivalent material shall be placed at mid-depth
of the slab or two inches from the top surface for
slabs more than four inches in thickness.
Table 3605.5.1
CRACK CONTROL REINFORCEMENT
FOR SLABS
MAXIMUM DIMENSION
OF SLAB OR DISTANCE
BETWEEN CONTROL
JOINTS (Feet)1
ww
WTRE
SPACING
(inches)
WWF" WIRE
SIZE
DESIGNATION
SLAB THICKNESS (inches)
3.5
40
45
5 0
55
60
42
59
86
36
52
75
32
46
67
29
42
60
26
38
55
24
35
50
6x6
6x6
6x6
W1.4xW1.4
W2.0xW2.0
W2.9xW2.9
1. Values in table are based on reinforcement with a
yield strength of 65,000 psi. If reinforcement with a
different yield strength is used, the slab dimension shown
2/7/97 (Effective 2/28/97)
7S0 CMR - Sixth Edition
527
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
in the table shall be adjusted by multiplying by the yield
strength of the steel to be used and dividing by 65,000.
2. Welded wire fabric.
3605.5.2 Site preparation: The area within the
foundation walls shall be cleaned of all vegetation
and organic and foreign material and top soil.
3605.5.2.1 Fill: Fill material shall be free of
vegetation and foreign material. The fill shall be
compacted to assure uniform support of the slab,
and except where approved, the fill depths shall
not exceed 24 inches (610 mm) for clean sand or
gravel.
3605.5.2.2 Base: A four-inch-thick: (102 mm)
base course consisting of clean graded sand,
gravel, crushed stone or crushed blast-furnace
slag passing a two-inch (51 mm) sieve shall be
placed on the prepared subgrade when the slab is
below grade.
Exceptions: A base course is not required
when the concrete slab is installed on well-
drained or sand-gravel mixture soils according
to the United Soil Classification System,
Group I Soils.
3605.5.2.3 Vapor barrier: An approved vapor
barrier with joints lapped not less than six inches
(153 mm) shall be placed between the concrete
floor slab and the base course or the prepared
subgrade where no base course exists.
Exception: The vapor barrier may be omitted:
1. From detached garages, utility buildings
and other unheated accessory structures;
2. From driveways, walks, patios and other
flatwork not likely to be enclosed and heated at
a later date; or
3. Where approved by the building official,
based on local site conditions.
780 CMR 3605.6 METAL
3605.6.1 General: Steel and aluminum elements
shall be constructed of materials and designed in
accordance with the AISC "Specification for the
Design, Fabrication and Erection of Structural
Steel Buildings" and AA SAS30, respectively, as
listed in Appendix A. Steel elements may be hot-
rolled or cold-formed structural steeL Members
shall be straight and free of any defects which would
significantly affect their structural performance.
528
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR 3606
WALL CONSTRUCTION
780 CMR 3606.1 GENERAL
3606.1.1 Application: The provisions of 780 CMR
3606. 1 shall control the design and construction of
all walls and partitions for all buildings. The use of
materials or methods of construction not specified in
this chapter accomplishing the purposes intended by
780 CMR 36 and approved by the building official
in accordance with 780 CMR 109.0 shall be
accepted as complying with 780 CMR 36.
3606.1.2 Requirements: The wall construction shall
be capable of accommodating all loads imposed
according to 780 CMR 3603.1 and transmitting the
resulting loads to supporting structural elements.
3606.1.2.1 Floor-covering materials: Interior
and exterior bearing and non-loadbearing walls
shall be placed directly on floor sheathing,
underlayment or a structural framing member,
fastened in accordance with Table 3606.2.3a.
Compressible floor-covering materials that
compress more than /32 inch (0.794 mm) when
subjected to 50 pounds (23 kg) applied over one
square inch (645 mm) of material and are greater
than Vfe inch (3.2 mm) in thickness in the
uncompressed state shall not extend beneath
walls, partitions or columns which are fastened to
the floor.
780 CMR 36062 WALL FRAMING
3606.2.1 Identification: Load-bearing dimension
lumber used for studs, plates and headers shall
conform to DOC PS 20, as listed in Appendix A,
and to other applicable standards and grading rules
and shall be identified by a grade mark, or certificate
of inspection issued by an approved agency. The
grade mark or certificate shall provide adequate
information to determine the "F^" the allowable
stress in bending, and "E," the modulus of elasticity.
Approved end-jointed lumber may be used
interchangeably with solid-sawn members of the
same species and grade.
Exception: Native Lumber as identified in
780 CMR 2303. 2 and 780 CMR R4.
3606.2.2 Grade: Studs shall be a minimum No. 3,
Standard or Stud grade lumber.
Exception: Bearing studs not supporting floors
and nonhealing studs may be Utility grade
lumber, provided the studs are spaced in
accordance with Table 3606.2.3d.
3606.2.3 Exterior Walls: Exterior walls of wood-
frame construction shall be designed and constructed
in accordance with the provisions of 780 CMR
36062 and Figures 3606.2.3a and 3606.2.3b.
Components of exterior walls shall be fastened in
accordance with Tables 3606.2.3a through
3606.2.3d
3606.2.3.1 Special provisions for high wind
loads: Exterior walls subject to wind pressures of
30 pounds per square foot (1.44 kN/m2) or
greater, as established by wind load maps,
780 CMR 1611.1a, h and c, shall be designed in
accordance with accepted engineering practice.
3606.2.3.2 Stud spacing: In bearing walls, studs
which are not more than ten feet (3048 mm) in
length shall be spaced not more than is specified
in Table 3606.2.3d for the corresponding stud
size.
3606.23.3 Top plate: Exterior wall studs shall be
capped with a double top plate installed to provide
overlapping at comers and intersections with
bearing partitions. End joints in top plates shall
be offset at least 48 inches (1219 mm).
Exception: A single top plate may be installed
in bearing and exterior walls, provided the
plate is adequately tied at joints, corners and
intersecting walls with three-inch-by-six-inch
by a 0.036-inch-thick (76 mm by 153 mm by
0.914 mm) galvanized steel plate that is nailed
to each wall or segment of wall by three 8d
nails, provided the rafters or joists are centered
over the studs with a tolerance of no more than
one inch (25 mm). The top plate may be
omitted over lintels which are adequately tied
to adjacent wall sections with steel plates or
equivalent as previously described.
3606.2.3.4 Bearing studs: Where floor or roof
framing members are spaced more than 1 6 inches
(406 mm) on center and the bearing studs are
spaced 24 inches (610 mm) on center, such
members shall bear within five inches (127 mm)
of the bearing studs.
Exceptions:
1 . The top plates are two two-inch-by-six-
inch (5 1 mm by 153 mm) or two three-inch-by-
four-inch (76 mm by 102 mm) members.
2. A third top plate is installed.
3. Solid blocking equal in size to the studs is
installed to reinforce the double top plate.
3606.2.4 Interior load-bearing partitions: Interior
load-bearing partitions shall be constructed, framed
and firestopped as specified for exterior walls.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
529
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
3606.2.4.1 Interior nonbearing partitions:
Interior nonbearing partitions may be constructed
with two-inch-by-three-inch (51 mm by 76 mm)
studs spaced 24 inches (610 mm) on center or
two-inch-by-four-inch (51 mm by 102 mm) flat
studs spaced 16 inches (406 mm) on center.
Interior nonbearing partitions may be capped with
a single top plate.
3606.2.5 Drilling and notching-studs: Any stud in
an exterior wall or bearing partition may be cut or
notched to a depth not exceeding 25% of its width
Studs in nonbearing partitions may be notched to a
depth not to exceed 40% of a single stud width. Any
stud may be bored or drilled, provided that the
diameter of the resulting hole is no greater than 40%
of the stud width, the edge of the hole is no closer
than % inch (15.9 mm) to the edge of the stud, and
the hole is not located in the same section as a cut or
notch.
Exception: A stud may be bored to a diameter not
exceeding 60% of its width, provided that such
studs when located in exterior walls or bearing
partitions are doubled and that not more than two
successive studs are bored.
TABLE 3606.2.3a
FASTENER SCHEDULE FOR
STRUCTURAL MEMBERS
DESCRIPTION OF BUILDING ELEMENTS
NUMBER AND
TYPEO?2,3 4
FASTENERS •'
SPACING OF FASTENERS
Jcist to sill or girder, toe nail
3-8d
1 " x 6" subfloor or less to each joist, face nail
2-8d
2 staples, 1 Va "
2" subfloor to joist to girder, blind and face nail
Sole plate to joist or blocking, face nail
Top or sole plate to stud, end nail
Stud to sole plate, toe nail
Double studs, face nail
Double top plates, face nail
Double top plates, minimum 48-inch offset of end to joints, face
nail in lapped area
Top plates, laps at corners and intersections, face nail
2-16d
16d
2-16d
3-8dor2-16d
lOd
lOd
4-1 Od
2-10d
16d" o.c.
24" o.c.
24" o.c.
Built-up header, two pieces with Vi " spacer
16d
16" o.c. along each edge
Continued header, two pieces
16d
16" o.c. along each edge
Ceiling joists to plate, toe plate
Continuous header to stud, toe nail
Ceiling joist, laps over partitions, face nail
Ceiling joist to parallel rafters, face nail
Rafter to plate, toe nail
3-8d
4-8d
3-I0d
3-10d
2-16d
-
1 " brace to each stud and plate, face nail
2-8d
2 staples, 1 V* "
1 " x 6" sheathing to each bearing, face nail
2-8d
2 staples, 1 % "
-
1" x 8" sheathing to each bearing, face nail
3-8d
3 staples, \Va"
-
Wider than 1 " x 8" sheathing to each bearing, face nail
3-8d
4 staples, I Vt "
Built up comer studs
lOd
24" o.c.
Built-up girders and beams, 2-uich lumber layers
lOd
Nail each layer as follows: 32: o.c.
at top and bottom and staggered.
Two nails at ends and at each splice.
2" planks
2-16d
At each bearing
Roof Rafters to ridge, valley or hip rafters:
toenail
face nail
4-16d
3-16d
Rafter ties to rafters, face
3/8d
DESCRIPTION OF
BUILDING
MATERIALS
DESCRIPTIQNQF
FASTENER * '
SPACING OF FASTENERS
Edges (inches) Intermediate Supports ' (inches)
Plywood and wood structural panels, subfloor, roof and wall sheathing to framing, and particleboard wall sheathing to framing
V-'/2"
6d common nail (subfloor, wall)
8d common nail (roof)
6
127
- %-r
8d common nail
6
127
l1/a"-l'/4
1 Od common nail or 8d deformed nail
6
12
530
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - WALL CONSTRUCTION
DESCRIPTION OF
BUILDING
MATERIALS
DESCRIPTIQNOP
FASTENER A ^
SPACING OF FASTENERS
Edges (inches) Intermediate Supports ' (inches)
Other wall sheathing
Vi" gypsum sheathing
1 !4" galvanized roofing nail;
6d common nail; staple galvanized,
1 lA" long; 1 Va" screws, Type W or S
4
8
%" gypsum sheathing
VA" galvanized roofing nail; 8d
common nail; Staple galvanized, 1%"
long, ls/e" screws, Type W or S
4
8
Plywood and wood structural panels, conbination subfloor underlayment to framing
3/i" and less
6d deformed nail, or 8d common nail
6
12
%"-l"
8d common nail or 8d deformed nail
6
12
IW-VA"
lOd common nail or 8d deformed nail
6
12
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mph = 1.609 km/h.
1. All nails are smooth-common, box or deformed shanks except where otherwise stated
2. Staples are 16 gauge wire and have a minimum /16-inch O.D. crown width.
3. Nails shall be spaced not more than six inches ox. at all supports where spans are 48 inches or greater.
4. Four-foot by eight-foot or four-foot-by-nine-foot panels shall be applied vertically.
5. Spacing of fasteners not included in this table shall be based on Table 3606.2. 3a(l).
6. For regions having basic wind speed of 90 mph or greater, 8d deformed nails shall be used for attaching plywood
and wood structural panel roof sheathing to framing within minimum 48-inch distance from gable end walls, if mean
roof height is more than 24 feet, up to 35 feet maximum
7. For regions having basic wind speed of 80 mph or less, nails for attaching plywood and wood structural panel roof
sheathing to gable end wall framing shall be spaced six inches o.c When basic wind speed is greater than 80 mph, nails
for attaching panel roof sheathing to intermediate supports shall be spaced six inches o.c for minimum 48-inch distance
from ridges, eaves and gable end walls; and four inches o.c to gable end wall framing.
8. Gypsum sheathing shall-conform to ASTM C 79 and shall be installed m accordance with GA 253. Fiberboard
sheathing shall conform to either AHA 194. 1 or ASTM C 208.
TABLE 3606.2.3a(l)
ALTERNATE ATTACHMENTS
NOMINAL MATERIAL
THICKNESS
DESCRD7TION1,2 OF FASTENER AND
LENGTH
SPACING3 OF FASTENERS
Edges (inches)
Intermediate
Supports (inches)
Plywood and wood structural panels subfloor, roof and wall sheathing to framing and particleboard wall sheathing to framing
V
0.097 -0.099 Nail VA"
Staple 15 ga l3/s"
6
12
%"
Staple 15 ga 1%"
6
12
0.097 -0.099 Nail VA"
4
10
%" and !4"
Staple 15 ga VA"
6
12
0.097 -0.099 Nail 1%"
3
6
'VandVa"
0.113 Nail 1%"
Staple 15 and 16 ga. 1%"
6
12
0.097 -0.099 Nail VA"
3
6
"VandW
Staple 14 ga. VA"
6
12
Staple 15ga. VA"
5
10
0.097 -0.099 Naill%"
3
6
1"
Staple 14 ga. 2"
5
10
0.113 Nail-2V&*
Staple 15 ga. 2"
4
8
0.097 -0.099 Nad 2Vi"
3
6
Floor underlayment; plywcod-hardboard-particleboard
Edges (inches)
Body of Panel
Plywood
Va" and 5/16.
1 Va" ring or screw shank nail - minimum
12'/2 ga. (0.099") shank diameter
6
8
'V. and %,",5/32" and Vi"
1 Va " ring or screw shank nail - minimum
12'/2 ga. (0.099") shank diameter
6
85
I9/32", and %", 23/32" and Va"
1 Vi" ring or screw shank nail - minimum
I2V2 ga. (0.099") shank diameter
6
12
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
531
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NOMINAL MATERIAL
THICKNESS
DESCRIPTION1,2 OF FASTENER AND
LENGTH
SPACING3 OF FASTENERS
Edges (inches)
Body of Panel
Hardboard
0.200"
1 Vi" long ring-grooved underlayment nail
6
6
4d cement-coated sinker nail
6
6
Staple 18 ga. 7/e" long (plastic coated)
3
6
Particleboard
4d ring-grooved underlayment nail
3
6
Staple 18 ga. Vs" long 3/16" crown
3
6
%"
6d ring-grooved underlayment nail
6
10
Staple 16 ga. IVb" long%" crown
3
6
14" - %"
6d ring-grooved underlayment nail
6
10
Staple 16 ga. 1%" long%" crown
3
6
For SI: 1 inch = 25.4 mm.
1. Nail is a general description and may be T-head, modified round head, or round head.
2. Staples shall have a minimum crown width of /I6-inch o.d. except as noted.
3. Nails or staples shall be spaced at not more than six inches o.c at all supports where spans are 48 inches or greater.
Nails or staples shall be spaced at not more than ten inches o.c. at intermediate supports for floors.
4. Fasteners shall be placed in a grid partem throughout the body of the panel.
5. For 5-ply panels, intermediate nails shall be spaced not more than 12 inches o.c. each way.
TABLE 3606.2.3b
ALLOWABLE STUD SPACING FOR WOOD STRUCTURAL PANEL WALL SHEATHING
PANEL SPAN RATING
PANEL NOMINAL THICKNESS
(inch)
MAXIMUM STUD SPACING (inches)
Siding Nailed to:
Stud
Sheathing
12/0 16/0, 20/0, or Wall - 16 o.c.
5/16,%
16
162
24/0, 24/16, 32/16 or Wall - 24 o.c.
%,7/„%'/2
24
243
For SI: 1 inch = 25.4 mm.
1 Blocking of horizontal joints shall not be required.
2. Plywood sheathing %-inch thick or less shall be applied with long dimension across studs.
3. Three-ply plywood panels shall be applied with long dimension across studs.
TABLE 3606.2.3c
ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHING1
THICKNESS (inches)
GRADE
STUD SPACING (inches)
When Siding is nailed to
Studs
When Siding is Nailed to
Sheathing
%
M-l Exterior Glue
16
-
Vi
M-2 Exterior Glue
16
16
For SI: 1 inch = 25.4 mm.
1 . Wall sheathing not exposed to the weather. If the panels are applied horizontally, the end joints of the panels shall
be offset so that four panels corners will not meet. All panel edges must be supported. Leave a /16-inch gap between
panels and nail to no closer than % inch from panel edges.
TABLE 3606.2.3d
MAXIMUM STUD SPACING (inches)
STUD SIZE
SUPPORTING ROOF
AND CEILING ONLY
SUPPORTING ONE
FLOOR ROOF AND
CEILING
SUPPORTING TWO
FLOORS ROOF AND
CEILING
SUPPORTING ONE
FLOOR ONLY
2x4
241
16
-
241
3x4
241
24
16
24
2x5
24
24
-
24
2x6
24
24
16
24
For SI: 1 inch = 25.4 mm.
1 Shall be reduced to 16 inches if Utility grade studs are used.
3606.2.5.1 Drilling and notching-top plate:
When piping or ductwork is placed in or partly in
an exterior wall or interior load-bearing wall,
necessitating a cutting of the top plate by more
than 50% of its width, the plate shall be reinforced
to provide equivalent strength.
3606.2.6 Headers: The allowable spans for nominal
four-inch thick (102 mm) single headers and two-
532
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - WALL CONSTRUCTION
inch thick (5 1 mm) double headers in bearing walls
shall not exceed the spans set forth in Table
3606.2.6. The table shall not be used where
concentrated loads are supported by the headers.
3606.2.6.1 Single headers: Nominal two-inch
thick (5 1 mm) single headers shall not be used in
load-bearing walls.
3606.2.6.2 Plywood box headers: Plywood box
headers shall be constructed in accordance with
Figure 3606.2.6.2 and Table 3606.2.6.2.
3606.2.6.3 Non-bearing walls: Load-bearing
headers are not required in interior or exterior
nonhealing walls. A single flat two-inch-by-four-
inch (51 mm by 102 mm) member may be used as
a header in interior or exterior nonhealing walls
for openings up to eight feet (2438 mm) in width
if the vertical distance to the parallel nailing
surface above is not more than 24 inches (610
mm). Cripple spacing shall be the same as
spacing of studs.
FIGURE 3606.2.3a
TYPICAL WALL, FLOOR AND ROOF FRAMING
t^sfv
BOTTOM
^PLATE
RAFTERS AND
CEILING JOISTS
OR APPROVED
ROOF TRUSS
SECOND STORY
FLOOR JOIST-
SEE DRILLING
AND NOTCHING
PROVISIONS
780 CMR 3605.2.6.1
and 3605.2.6.2 ^
TOP PLATE— •
SEE DRILLING
AND NOTCHING
PROVISIONS
780 CMR 3606.2.5.1
WALL STUD-
SEE DRILLING AND
NOTCHING PROVISIONS
780 CMR 3606.2.5
JOIST MAY BE CUT
OR NOTCHED BETWEEN
THESE LIMITS ,
FOR BLOCKING AND
BRIDGING. SEE
780 CMR 3605.2.5
LAP JOISTS 3" MIN
OR SPLICE— SEE
780 CMR 3605.2.4
NT
1 BY 4 RIBBON
CUT INTO STUD-
SEE 780 CMR 3606.2.7
FOR FIRESTOPPING
CRAWL SPACE
OR BASEMENT
FOUNDATION
INTERMEDIATE
BEARING WALL
PLATFORM FRAMING
MONOLITHIC
SLAB-ON-GRADE
FOUNDATION
BALLOON FRAMING
NOTE: See Figure 3604.3. la for other foundation types
For SI: 1 inch = 25.4 mm.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
533
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
FIGURE 3606.2.3b
FRAMING DETAILS
CUT PLATE TIED
WITH 25 GAGE
STEET ANGLE OR
EQUIVALENT
SINGLE OR
DOUBLE TOP
PLATE
STAGGER JOINTS 4" OR
USE SPUCE PLATES
SEE 780 CMR 3606.2.3.3
FOUNDATION
-^RIPPLE
WALL SEE '
780 CME
3606.2.8
ANCHOR BOLTS EMBEDDED
IN FOUNDATION 6'0" O.C.
MAXIMUM
CORNER AND PARTITION POSTS
1" BY 4" DIAGONAL
BRACELET INTO STUDS
3"TO"£
Apply approved sheathmg or brace exterior walls with 1"
by 4" braces let into studs and plates and extending from
bottom plate to top plate.
See 780 CMR 3606.2.9.
For SI: 1 inch = 25.4 mm, 1 foot = 204.8 mm.
NOTE: A third stud and/or anchor partition
intersection backing studs may be omitted through
the use of wood backup cleats, metal dry wall clips
or other approved devices that will serve as an
adequate backing for the facing materials
TABLE 3606.2.6
MINIMUM SPANS FOR HEADERS LOCATED OVER OPENINGS IN WALLS
SIZE OF HEADER1,2
HEADERS IN BEARING WALLS2
HEADERS EM
WALLS NOT
SUPPORTING
FLOORS OR ROOFS
Supporting Roof Only
One Story Above
Two Stories Above
2x4
2x6
2x8
2x 10
2x 12
4
6
8
10
12
4
6
8
10
6
8
10
12
16
For SI: 1 inch = 25.4 mm, 1 foot 304.8 mm.
1. Nominal four-inch thick single headers may be substituted for double members.
2. Spans are based on No. 2 Grade Lumber with ten-foot tributary floor and roof loads.
534
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - WALL CONSTRUCTION
FIGURE 3606.2.6.2
TYPICAL PLYWOOD BOX HEADER CONSTRUCTION
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
1 The top plate shall be continuous over header.
2. Jack studs shall be used for spans over four feet.
3. Cripple spacing shall be the same as for studs.
4. Plywood faces shall be single pieces of : /32-inch-thick C-D (exterior glue) or better, installed on the interior or
exterior or both sides of the header.
5. Plywood faces shall be nailed to framing and cripples with 8d common nails spaced three inches o.c. staggering
alternate nails 'A inch
TABLE 3606.2.6.2
MAXIMUM SPANS FOR PLYWOOD BOX
HEADERS (feet)1
HEADER
coNSTRUcnopr
HEADER
DEPTH
(inches)
HOUSE DEPTH (feet) 1
24
26
28
30
32
Plywood One Side
9 .
15
4
5
4
5
3
4
3
3
3
Plywood Both Sides
9
15
7
8
5
8
5
7
4
6
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
1. Spans are based on single story with clear-span
trussed roof or two story with floor and roof supported by
interior-bearing walls.
2. See Figure 3606.2.6.2 for construction details.
3606.2.7 Firestopping: Firestopping shall be
provided to cut off all concealed draft openings
(both vertical and horizontal) and to form an
effective fire barrier between stories, and between a
top story and the roof space. Firestopping shall be
provided in wood-frame construction in the
following locations.
1. In concealed spaces of stud walls and
partitions, including furred spaces, at the ceiling
and floor level;
2. At all interconnections between concealed
vertical and horizontal spaces such as occur at
soffits, drop ceilings, cove ceilings, etc.;
3. In concealed spaces between stair stringers at
the top and bottom of the run;
4. At openings around vents, pipes, ducts,
chimneys and fireplaces at ceiling and floor level,
with noncombustible materials.
3606.2.7.1 Materials: Except as provided in
780 CMR 3606.2.7 item 4, fire-stopping shall
consist of two-inch (51 mm) nominal lumber, or
two thicknesses of one-inch (25 mm) nominal
lumber with broken lap joints, or one thickness of
/32-inch (18 mm) wood structural panels with
joints backed by /32-inch (18 mm) wood
structural panels or one thickness of %-inch (19
mm) particleboard with joints backed by %-inch
(19 mm) particleboard, '/i-inch (12.7 mm)
gypsum board, or /4-inch (6.4 mm) cement-based
mill-board
3606.2.7.1.1 Unfaced fiberglass: Unfaced
fiberglass bat insulation used as firestopping
shall fill the entire cross section of the wall
cavity to a minimum height of 1 6 inches (406
mm) measured vertically. When piping,
conduit or similar obstructions are
encountered, the insulation shall be packed
tightly around the obstruction.
3606.2.7.1.2 Firestopping integrity: The
integrity of all firestops shall be maintained.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
535
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
3606.2.8 Cripple walls: Foundation cripple walls
shall be framed of studs not less in size than the
studs supported. When exceeding four feet (1219
mm) in height, such walls shall be framed of studs
having the size required for an additional story.
3606.2.8.1 Bracing: Such walls having a stud
height exceeding 14 inches (356 mm) shall be
considered to be first story walls for the purpose
of determining the bracing required by 780 CMR
3606.2.9. Stud walls less than 14 inches (356
mm) in height shall be sheathed with plywood or
wood structural panels attached to both the top
and bottom plates in accordance with Table
3606.2.3a, or the walls shall be constructed of
solid blocking.
3606.2.9 Wall bracing: Exterior and foundation
wall panels of frame construction shall be braced
with one-inch-by-four-inch (25 mm by 102 mm) let-
in braces, or approved metal strap devices installed
in accordance with the manufacturer's specifications;
wood structural panels in accordance with Table
3606.2.3b, particleboard in accordance with Table
3606.2.3c, gypsum sheathing, wallboard or veneer
base applied vertically or horizontally to studs
spaced not more than 24 inches (610 mm) on center
and fastened in accordance with Table 3606.2.3a,
fiberboard sheathing applied vertically to studs
spaced not more than 16 inches (406 mm) on center
and fastened in accordance with Table 3606.2.3a,
Portland cement plaster applied over metal lath
attached to studs spaced not more than 16 inches
(406 mm) on center in accordance with 780 CMR
3607.3.6, or other approved material. If let-in
bracing is used, it shall be let into the top and bottom
plates and the intervening studs, placed at not more
than 60 degrees or less than 45 degrees from the
horizontal and attached to the framing in
conformance with Table 3606.2.3a. Structural
sheathing and one-inch-by-four-inch (25 mm by 102
mm) let-in braces shall be installed in accordance
with Table 3606.2.9 and fastened in accordance
with Table 3606.2.3a.
Exception: The minimum 48-inch (1219 mm)
braced wall panel width required by Table
3606.2.9 may be replaced by an alternate braced
wall panel constructed in accordance with the
following:
1. In one-story buildings, each panel shall
have a width of not less than 32 inches (813
mm) and a height of not more than ten feet
(3048 mm). Each panel shall be sheathed on
one face with %-inch (9.5 mm) minimum
thickness wood structural panel sheathing
nailed with 8d common or galvanized box nails
in accordance with Table 3606.2.3a and
blocked at all edges. Two anchor bolts
installed in accordance with Figure 3604.3.1a
or approved equivalent shear connectors shall
be provided in each panel. Each panel end stud
shall have a tie-down device fastened to the
foundation, capable of providing an approved
uplift capacity of not less than 1,800 pounds
(816 kg). The tie-down device shall be
installed in accordance with the manufacturer's
recommendations. The panels shall be
supported directly on a foundation or on floor
framing supported directly on a foundation.
This foundation or footing shall be continuous
across the entire length of the braced wall line
and shall be reinforced with not less than two
No. 4 bars.
2. In the first story of two-story buildings,
each braced wall panel shall be constructed in
accordance with 780 CMR 3606.2.9 Exception
item 1 , except that the wood structural panel
sheathing shall be applied to both faces, three
anchor bolts or approved equivalent shear
connectors shall be provided, and tie-down
device uplift capacity shall not be less than
3,000 pounds (1361 kg).
780 CMR 36063 METAL
3606.3.1 General: Metal structural elements in
walls and partitions may be either hot-rolled
structural shapes or bar sections or members cold
formed to shape from sheet, strip or plate, or a
fabricated combination thereof. Members shall be
straight and free of any defects which would
significantly affect their structural performance
Structural elements in walls and partitions shall
be constructed of materials and designed in
accordance with AA SAA30, the AISI
"Specification for the Design, Fabrication and
Erection of Structural Steel for Buildings ", as
listed in Appendix A.
780 CMR 3606.4 GENERAL MASONRY
CONSTRUCTION
3606.4.1 General: Masonry construction shall be
designed and constructed in accordance with the
provisions of 780 CMR 3606.4 or in accordance
with the provisions of ACI 530/ASCE 5/TMS 402,
as listed in Appendix A.
536
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - WALL CONSTRUCTION
TABLE 3606.2.9
WALL BRACING
CONDITION1
TYPE OF BRACE
AMOUNT OF BRACING2-3
One story
Top of two story or three story.
First story of two story.
Second Story.
One-inch-by-four-inch let in
bracing or structural sheathing.
Located at each end and at least
every 25 feet of wall length
First story of three story
Structural sheathing
Miminum 48-inch-wide panels.
Located as required for let-in
bracing.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
1 Foundation wall panels braced same as story above.
2. Where structural sheathing is used, each braced panel must be at least 48 inches in width.
3. Structural sheathing and let-in bracing shall be located at each end or as near thereto as possible.
3606.4.2 Thickness of masonry: The nominal
thickness of masonry walls shall conform to the
requirements of 780 CMR 3606.4.2.1 through
3606.4.2.4
3606.4.2.1 Minimum thickness: The minimum
thickness of masonry bearing walls more than one
story in height shall be eight inches (203 mm).
Solid masonry walls of one story dwellings and
garages shall not be less than six inches (153 mm)
in thickness when not greater than nine feet (2743
mm) in height, provided that when gable
construction is used, an additional six feet (1829
mm) is permitted to the peak of the gable.
Masonry walls shall be laterally supported in
either the horizontal or vertical direction at
intervals as required by 780 CMR 3606.4.8.
3606.4.2.2 Rubble stone masonry wall: The
minimum thickness of rough, random or coursed
rubble stone masonry walls shall be 16 inches
(406 mm).
3606.4.2.3 Change in thickness: Masonry walls
comprised of hollow units or of masonry bonded
hollow units that decrease in thickness shall be
constructed with a course of solid masonry
between the wall below and the thinner wall
above, or shall be constructed with special units
or construction that shall transmit the loads
from face shells or wythes above to those below.
3606.4.2.4 Parapet walls: Unreinforced solid
masonry parapet walls shall not be less than eight
inches (203 mm) in thickness and the height of the
parapet shall not exceed four times its thickness.
Unreinforced hollow unit masonry parapet walls
shall not be less than eight inches (203 mm) in
thickness, and the height of the parapet shall not
exceed three times its thickness.
3606.4.3 Corbeled masonry: Solid masonry units
shall be used for corbeling. The maximum corbeled
projection beyond the face of the wall shall not be
more than Vz of the wall thickness or Vz the wythe
thickness for hollow walls; the maximum projection
of one unit shall not exceed Vithe height of the unit
or V3 the thickness at right angles to the wall. The
top course of corbels shall be a header course when
the corbeled masonry is used to support floor or
roof-framing members
3606.4.3.1 Support conditions: Cavity wall or
masonry veneer construction may be supported on
an eight-inch (203 mm) foundation wall, provided
the eight-inch (203 mm) wall is corbeled with
solid masonry to the width of the wall system
above. The total horizontal projection of the
corbel shall not exceed two inches (5 1 mm) with
individual corbels projecting not more than Vs the
thickness of the unit or Vz the height of the unit.
The top course of all corbels shall be a header
course.
3606.4.4 Allowable stresses: Allowable
compressive stresses in masonry shall not exceed the
values prescribed in Table 3606.4.4 In determining
the stresses in masonry, the effects of all loads and
conditions of loading and the influence of all forces
affecting the design and strength of the several parts
shall be taken into account.
3606.4.4.1 Combined units: In walls or other
structural members composed of different kinds
or grades of units, materials or mortars, the
maximum stress shall not exceed the allowable
stress for the weakest of the combination of units,
materials and mortars of which the member is
composed. The net thickness of any facing unit
which is used to resist stress shall not be less than
IV2 inches (38 mm).
3606.4.5 Piers: The unsupported height of masonry
piers shall not exceed ten times the least dimension
of the pier. When structural clay tile or hollow
concrete masonry units are used for isolated piers to
support beams and girders, the cellular spaces shall
be filled solidly with concrete or Type M or S
mortar. When hollow masonry units are solidly
filled with concrete or Type M S or N mortar, the
allowable compressive stress may be increased as
provided in Table 3606.4 4.
Exception: Unfilled hollow piers may be used if
the unsupported height of the pier is not more
than four times its least dimension.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
537
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
3606.4.5.1 Pier cap: Hollow piers shall be capped
with four inches (102 mm) of solid masonry or
concrete or the cavities of the top course shall be
filled with concrete or grout or other methods
approved by the building official.
TABLE 3606.4.4
ALLOWABLE COMPRESSIVE STRESSES
FOR EMPIRICAL DESIGN OF MASONRY
ALLOWABLE
COMPRESSIVE
STRESSES1
GROSS
CONSTRUCTION;
CROSc
COMPRESSIVE STRENGTH
sectio
NAL
OF UNIT, GROSS AREA
AREA
Type M or
TypeN
S Mortar
Mortar
Solid masonry of brick and other
solid units of clay or shale; sand
lime or concrete brick:
8,000 + psi
350
300
4,500 psi
225
200
2,500 psi
160
140
1,500 psi
115
100
Grouted3 masonry, of clay or shale;
sand-lime or concrete:
4,500 psi
225
200
2,500 psi
160
140
1,500 psi
115
100
Solid masonry of solid concrete
masonry units:
3,000 psi
225
200
2,000 psi
160
140
1,200 psi
115
100
Masonry of hollow load bearing
units:
2,000 psi
140
120
1,500 psi
115
100
1,000 psi
75
70
700 psi
60
55
Hollow walls (cavity or masonry
bounded ) solid units:
2,500 psi
160
140
1,500 psi
115
100
Hollow units
75
70
Stone ashlar masonry:
Granits
720
640
Limestone or marble
450
400
Sandstone or cast stone
360
320
Rubble Stone Masonry:
Coarse, rough or random
120
100 |
For SI: 1 psi = 6.895 kPa.
1. Linear interpolation shall be used for detennining
allowable stresses for masonry units having
comprehensive strengths which are intermediate between
those given in this table.
2. Gross cross-sectional area shall be calculated on the
actual rather than nominal dimensions.
3. See 780 CMR 3606.7 Grouted Masonry.
4. Where floor and roof loads are carried upon one
wythe, the gross cross-sectional area is that of the wythe
under load; if both wythes are loaded, the gross cross-
sectional area is that of the wall minus the area of cavity
between the wythes. Walls bonded with metal ties shall
be considered as cavity walls unless the collar joints are
filled with mortar or grout
3606.4.6 Chases: Chases and recesses in masonry
walls shall not be deeper than Va the wall thickness,
and the maximum length of a horizontal chase or
horizontal projection shall not exceed four feet
(1219 mm), and shall have at least eight inches (203
mm) of masonry in back of the chases and recesses
and between adjacent chases or recesses and the
jambs of openings. Chases and recesses in masonry
walls shall be designed and constructed so as not to
reduce the required strength or required fire
resistance of the wall and in no case shall a chase or
recess be permitted within the required area of a
pier. Masonry directly above chases or recesses
wider than 12 inches (305 mm) shall be supported
on noncombustible lintels.
3606.4.7 Stack bond: In unreinforced masonry
construction where units are laid in stack bond,
longitudinal reinforcement consisting of not less
than two continuous wires each with a minimum
aggregate cross-sectional area of 0.017 square inches
(1 1 mm2) shall be provided in horizontal bed joints
spaced not more than 16 inches (406 mm) on center
vertically.
3606.4.8 Lateral support: Masonry walls shall be
laterally supported in either the horizontal or the
vertical direction. The maximum spacing between
lateral supports shall not exceed the distances
allowed in Table 3606.4.8. Lateral support shall be
provided by cross walls, pilasters, buttresses, or
structural frame members when the limiting distance
is taken horizontally, or by floors or roofs when the
limiting distance is taken vertically.
3606.4.8.1 Horizontal lateral support: Lateral
support in the horizontal direction provided by
intersecting masonry walls shall be provided by
one of the methods defined in 780 CMR
3606.4.8.1.1 or 3606.4.8.1.2.
3606.4.8.1.1 Bonding pattern: 50% of the
units at the intersection shall be laid in an
overlapping masonry bonding pattern, with
alternate units having a bearing of not less than
three inches (76 mm) on the unit below.
538
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - WALL CONSTRUCTION
TABLE 3606.4.8
SPACING OF LATERAL SUPPORT FOR
MASONRY WALLS
CONSTRUCTION
MAXIMUM WALL
LENGTH TO THICKNESS
OR WALL HEIGHT TO
THICKNESS1'2
Bearing Walls
Solid or solid grouted
All others
20
18
Nonbeanng walls
Exterior
Exterior
18
36
For SI: 1 foot = 304.8 mm.
1. Except for cavity walls and cantilevered walls, the
thickness of a wall shall be its nominal thickness
measured perpendicular to the face of the wall. For
ca'vity walls, the thickness shall be determined as the sum
of the nominal thicknesses of the individual wythes. For
cantilever walls, except for parapets, the ratio of the
height to nominal thickness shall not exceed six for solid
masonry, or four for hollow masonry. For parapets, see
780 CMR 3606.4.2.4.
2. An additional unsupported height of six feet is
permitted for gable end walls.
3606.4.8.1.2 Metal reinforcement: Interior
nonload-bearing walls shall be anchored at
their intersections, at vertical intervals of not
more than 16 inches (406 mm) with joint
reinforcement of at least 9 gage, or V* inch (6.4
mm) galvanized mesh hardware cloth.
Intersecting masonry walls, other than interior
nonloadbearing walls, shall be anchored at
vertical intervals of not more than eight inches
(203 mm) with joint reinforcement of at least 9
gage and shall extend at least 30 inches (762
mm) in each direction at the intersection.
Other metal ties, joint reinforcement or
anchors, if used, shall be spaced to provide
equivalent area of anchorage to that required
by 780 CMR 3606.4.8.
3606.4.8.2 Vertical lateral support: Vertical
lateral support of masonry walls shall be provided
in accordance with one of the methods in
780 CMR 3606.4.8.2. 1 or 3606.4.8.2.2.
3606.4.8.2.1 Roof structures: Masonry walls
shall be anchored to roof structures with metal
strap anchors, /4-inch (12.7 mm) bolts, or other
approved anchors spaced not more than six feet
(1829 mm) on center. Anchors shall be
embedded at least 16 inches (406 mm) into the
masonry, or be hooked or welded to bond beam
reinforcement placed not less than six inches
(153 mm) from the top of the wall.
3606.4.8.2.2 Floor diaphragms: Masonry
walls shall be anchored to floor diaphragms at
intervals not to exceed six feet (1829 mm).
Support shall be provided by metal strap
anchors or '/i-inch-diameter (12.7 mm) bolts
installed as shown in Figure 3606.4.10a, or by
other approved methods.
3606.4.9 Lintels: Masonry over openings shall be
supported by steel lintels, reinforced concrete or
masonry lintels or masonry arches, designed to
support load imposed.
3606.4.10 Anchorage. Masonry walls shall be
anchored to floor and roof systems in accordance
with the details shown in Figure 3606.4.10a,
3606.4.10b or 3606.4.10c. Footings may be
considered as points of lateral support.
3606.4.11 Reinforcement: Masonry walls subject to
wind loads of 30 pounds per square foot (1.44
kN/m2) or greater, shall be constructed in accordance
with the requirements of 780 CMR 3606.4.11 and
Figures 3606.4.10b and 3606.4.10c In addition, the
minimum area of reinforcement shall not be less
than 0.002 times the gross cross-sectional area of the
wall, not more than % of which may be used in
either direction. No required vertical reinforcement
shall be less than % inch (9.5 mm) in diameter.
Principal wall reinforcement shall have a maximum
spacing of four feet (1219 mm) on center.
3606.4.12 Protection for reinforcement: All bars
shall be completely embedded in mortar or grout,
loint reinforcement embedded in horizontal mortar
joints shall not have less than 5/s-inch (15.9 mm)
mortar coverage from the exposed face. All other
reinforcement shall have a minimum coverage of
one bar diameter over all bars, but not less than %
inch (19 mm). Where exposed to weather or soil,
the minimum coverage shall be two inches (5 1 mm).
3606.4.13 Beam supports: Beams, girders or other
concentrated loads supported by a wall or column
shall have a bearing of at least three inches (76 mm)
in length measured parallel to the beam upon solid
masonry not less than four inches (102 mm) in
thickness, or upon a meta! bearing plate of adequate
design and dimensions to distribute the load safely,
or upon a continuous reinforced masonry member
projecting not less than four inches (102 mm) from
the face of the wall.
3606.4.13.1 Joist bearing: loists shall have a
bearing of not less than lVi inches (38 mm),
except as provided in 780 CMR 3606.4.13, and
shall be supported in accordance with Figures
3606.4.10b and 3606.4.10c.
3606.4.14 Metal accessories: loint reinforcement,
anchors, ties and wire fabric shall conform to the
following reference standards as listed in
Appendix A: ASTM A 82 for joint reinforcement,
wire anchors and ties; ASTM A 36 for plate, headed
and bent-bar anchors; ASTM A 510 for corrugated
sheet metal anchors and ties; ASTM B 227 for
copper-clad steel wire ties or ASTM A 167 for
stainless steel hardware.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
539
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
3606.4.14.1 Corrosion protection: Minimum
corrosion protection of joint reinforcement,
anchor ties and wire fabric for use in masonry
wall construction shall conform to Table
3606.4.14.1.
TABLE 3606.4.14.1
MINIMUM CORROSION PROTECTION
MASONRY METAL
ACCESSORY
STANDARD
Joint reinforcement, interior
walls
ASTMA641,Classl
Wire ties or anchors in exterior
walls completely embedded in
mortor or grout
ASTMA641,Class3
Wire ties or anchors in exterior
walls not completely embedded
in mortor or grout
ASTMA153,ClassB-2
Joint reinforcement in exterior
walls or interior walls exposed to
moist environment
ASTMA153,ClassB-2
Sheet metal ties or anchors
exposed to weather
ASTMA 153, Class B-2
Sheet metal ties or anchors
completely embedded in mortar
or grout
ASTM A 525, Class G-60
Stainless steel hardware for any
exposure
ASTMA 167, Type 304
540
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - WALL CONSTRUCTION
FIGURE 3606.4.10a
ANCHORAGE REQUIREMENTS FOR MASONRY WALLS
SHEATHfC NALED N ACCORDANCE
WITH TABLE 3606.2.3a
BOLT EMBEDDED 4"
JOIST SPAN
BOLT SIZE AND SPACING
Roof
Floor
Iff
7/g<a>3'-6-
>l2@Z4T
7/8@2"-9~
| I0'-I5'
»/2 @ l'-9"
l/2 @ l'-4"
'/scar-o-
1
is'-ar
V2@ l'-3'
'/8@y-o"
i/2 @ r-rr
7/8@ r-fi"
SHEATHNG NAILED N ACCORDANCE "
WITH TABLE 3606.2.3*
JOISTS
PERPENDCULAR
TO WALL
SEE TABLE ABOVE
FOR BOLT AND SIZE
OFSPACUG
WHERE BOLTS ARE LOCATED IN HOLLOW MASONRY, THE CELLS IN THE COURSES
RECEIVING THE BOLTS SHALL BE GROUTED SOLID
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 psf = 0^0479 kN/rn2
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
541
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
FIGURE 3606.4.10b
REQUIREMENTS FOR REINFORCED GROUTED MASONRY CONSTRUCTION
WHERE WIND LOADS ARE 30 PSF OR GREATER
NOTE: CONTWLOUS BONO BEAU
REOU1REDAT EACH FLOOR OR
CELNQ LEVEL OTHER EQUIVALENT
METHODS OF ANCHDRNG THE ROOF
RUMMQ MEMBERS TO THE WALL
MAYBE APPROVED.
WHERE NTERIOR STUD
PAHTmON MEETS WALL.
BOLT END STUD WITH
1/8" I BOLTS J-O-O.C
-UIN.W GROUT
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 psf = 0.0479 kN.rn^
542
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - WALL CONSTRUCTION
FIGURE 3606.4.10c
REQUIREMENTS FOR REINFORCED HOLLOW-UNIT MASONRY CONSTRUCTION
WHERE WEVD LOADS ARE 30 PSF OR GREATER
NOTE CONTMJOUS BOND
REOUIREDATEACH FLOOR OR BEAM
CEUN3 LEVEL OTHER EQUIVALENT
METHOOS OF ANCHORING THE HOOF
TO THE WALL
UAY BE APPROVED.
WSPSmON OPENNG NOT
REQUIRED IF rSPECTED
ATTHE COURSE
A FULL BED JOINT MUST BE PROVIDED. ALL
CELLS CONTANINQ VERTICAL BARS ARE TO
BE FIXED TO TOP OF WALL PROVIDE
INSPECTION OPENWG AS SHOWN ON DETAIL
■A". HORIZONTAL BARS ARE TO BE LAID AS
SHOWN ON DETAL "B". UNTEL BARS ARE
TO BE LAID AS SHOWN ON SECTION "C".
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. 1 psf = 0.0479 kN/m2
9/1 9/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
543
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
780 CMR 3606.5 UNIT MASONRY
3606.5.1 Placing mortar and masonry units:
3606.5.1.1 Bed and head joints: Unless
otherwise required or indicated on the project
drawings, head and bed joints shall be % inch
(9.5 mm) thick, except that the thickness of the
bed joint of the starting course placed over
foundations shall not be less than Vt inch (6.4
mm) and not more than % inch (19 mm).
3606.5.1.1.1 Mortar joint thickness
tolerance: Mortar joint thickness shall be
within the following tolerances from the
specified dimensions:
bed joint ±Vs inch (3.2 mm)
head joint -V* inch (6.4 mm), +% inch (9.5 mm)
collar joints ... -V* inch (6.4 mm), +% inch (9.5 mm)
Exception: Nonload-bearing masonry
elements and masonry veneers designed and
constructed in accordance with 780 CMR
3607.3.7 are not required to meet these
tolerances
3606.5.1.2 Masonry unit placement: The mortar
shall be sufficiently plastic and units shall be
placed with sufficient pressure to extrude mortar
from the joint and produce a tight joint. Deep
furrowing of bed joints which produces voids
shall not be permitted Any units disturbed to the
extent that the initial bond is broken after initial
placement shall be removed and relaid in fresh
mortar. Surfaces to be in contact with mortar
shall be clean and free of deleterious materials.
3606.5.1.2.1 Solid masonry: All solid
masonry units shall be laid with full head and
bed joints and all interior vertical joints that are
designed to receive mortar shall be filled solid.
3606.5.1.2.2 Hollow masonry: All head and
bed joints of hollow masonry units shall be
filled solidly with mortar. The mortar shall
extend a distance from the face of the
masonry unit that shall measure not less than
the thickness of the face shell
3606.5.2 Installation of wall ties: The installation
of wall ties shall be as follows:
1 . The ends of wall ties shall be embedded in
mortar joints. Wall tie ends shall engage outer
face shells of hollow units by at least lA inch
(12.7 mm). Wire wall ties shall be embedded at
least ll/2 inches (38 mm) into the mortar bed of
solid masonry units or solid grouted hollow units.
2. Wall ties shall not be bent after being
embedded in grout or mortar.
780 CMR 3606.6 MULTIPLE WYTHE
MASONRY
3606.6.1 General: The facing and backing of
multiple wythe masonry walls shall be bonded in
accordance with 780 CMR 3606.6.1.1, 3606.6.1.2 or
3606.6.1.3. In cavity walls, neither the facing nor
the backing shall be less than three inches (76 mm)
nominal in thickness and the cavity shall not be
more than four inches (102 mm) nominal in width.
The backing shall be at least as thick as the facing.
Exception: Cavities may exceed the four-inch
(102 mm) nominal dimension provided tie size
and tie spacing have been established by
calculation.
3606.6.1.1 Bonding with masonry headers:
Bonding with solid or hollow masonry headers
shall comply with 780 CMR 3606.6.1.1.1 and
3606.6.1.1.2.
3606.6.1.1.1 Solid units: Where the facing and
backing (adjacent wythes) of solid masonry
construction are bonded by means of masonry
headers, no less than 4% of the wall surface of
each face shall be composed of headers
extending not less than three inches (76 mm)
into the backing. The distance between
adjacent full-length headers shall not exceed 24
inches (610 mm) either vertically or
horizontally. In walls in which a single header
does not extend through the wall, headers from
the opposite sides shall overlap at least three
inches (76 mm), or headers from opposite sides
shall be covered with another header course
overlapping the header below at least three
inches (76 mm).
3606.6.1.1.2 Hollow units: Where two or more
hollow units are used to make up the thickness
of a wall, the stretcher courses shall be bonded
at vertical intervals not exceeding 34 inches
(864 mm) by lapping at least three inches (76
mm) over the unit below, or by lapping at
vertical intervals not exceeding 17 inches (432
mm) with units which are at least 50% greater
in thickness than the units below.
3606.6.1.2 Bonding with wall ties or joint
reinforcement: Bonding with wall ties or joist
reinforcement shall comply with 780 CMR
3606.6.1.2.1 through 3606. 6.1.2.3
3606.6.1.2.1 Bonding with wall ties: Bonding
with wall ties, except as required by 780 CMR
3606.6.1.2.2, where the facing and backing
(adjacent wythes) of masonry walls are bonded
with /I6-inch-diameter (4.8 mm) wall ties
embedded in the horizontal mortar joints, there
shall be at least one metal tie for each 4'/2
square feet (0 418 m ) of wall area. Ties in
alternate courses shall be staggered. The
maximum vertical distance between ties shall
not exceed 24 inches (610 mm), and the
maximum horizontal distance shall not exceed
36 inches (914 mm). Rods or ties bent to
rectangular shape shall be used with hollow
masonry units laid with the cells vertically. In
other walls, the ends of ties shall be bent to 90-
544
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - WALL CONSTRUCTION
degree angles to provide hooks no less than
two inches (51 mm) long Additional bonding
ties shall be provided at all openings, spaced
not more than three feet (914 mm) apart around
the perimeter and within 12 inches (305 mm)
of the opening.
3606.6.1.2.2 Bonding with adjustable wall
ties: Where the facing and backing (adjacent
wythes) of masonry are bonded with adjustable
wall ties, there shall be at least one tie for each
2% square feet (0.248 m2) of wall area.
Neither the vertical nor horizontal spacing of
the adjustable wall ties shall exceed 24 inches
(610 mm). The maximum vertical offset of
bed joints from one wythe to the other shall be
1 l/i inches (32 mm). The maximum clearance
between connecting parts of the ties shall be
V16 inch (1.6 mm). When pintle legs are used,
ties shall have at least two /16-inch-diameter
(4.8 mm) legs.
3606.6.1.2.3 Bonding with prefabricated
joint reinforcement: Where the facing and
backing (adjacent wythes) of masonry are
bonded with prefabricated joint reinforcement,
there shall be at least one cross wire serving as
a tie for each 2% square feet (0.248 m ) of
wall area. The vertical spacing of the joint
reinforcement shall not exceed 16 inches (406
mm). Cross wires on prefabricated joint
reinforcement shall not be smaller than No. 9
gage. The longitudinal wires shall be
embedded in the mortar.
3606.6.1.3 Bonding with natural or cast stone:
Bonding with natural and cast stone shall conform
to 780 CMR 3606.6.1.3.1 and 3606.6.1 3.2
3606.6.1.3.1 Ashlar masonry: Bonder units in
ashlar masonry that are uniformly distributed,
shall be provided to the extent of not less than
10% of the wall area. Such bonder units shall
extend not less than four inches (102 mm) into
the backing wall.
3606.6.1.3.2 Rubble stone masonry: Rubble
stone masonry 24 inches (610 mm) or less in
thickness shall have bonder units with a
maximum spacing of three feet (914 mm)
vertically and three feet (9 1 4 mm) horizontally,
and if the masonry is of greater thickness than
24 inches (610 mm), shall have one bonder unit
for each six square feet (0.557 nr) of wall
surface on both sides
3606.6.2 Masonry bonding pattern: Masonry laid
in running and stack bond shall conform to
780 CMR 3606.6.2.1 and 3606.6.2.2.
3606.6.2.1 Masonry laid in running bond: In
each wythe of masonry laid in running bond, head
joints in successive courses shall be offset by not
less than one-fourth the unit length, or the
masonry walls shall be reinforced longitudinally
as required in 780 CMR 3606.6.2.2.
3606.6.2.2 Masonry laid in stack bond: Where
unit masonry is laid with less head joint offset
than in 780 CMR 3606.6.2.1, the minimum area
of horizontal reinforcement placed in mortar bed
joints or in bond beams spaced not more than 48
inches (1219 mm) apart, shall be 0.0007 times the
vertical cross-sectional area of the wall
780 CMR 3606.7 GROUTED MASONRY
3606.7.1 General: Grouted multiple- wythe masonry
is a form of construction in which the space between
the wythes is solidly filled with grout. It is not
necessary for the cores of masonry units to be filled
with grout. Grouted hollow unit masonry is a form
of construction in which certain cells of hollow units
are continuously filled with grout.
3606.7.1.1 Mortar and grout: Only Type M or
Type S mortar mix consisting of portland cement,
hydrated lime and sand in accordance with ASTM
C 270. listed in Appendix A, and the proportion
specifications of Table 3606.7.1.1a shall be used
to construct masonry wythes. Grout shall consist
of cementitious material and aggregate in
accordance with ASTM C 476, listed in
Appendix A, and the proportion specifications of
Table 3606. 7.1.1b Type M or Type S mortar to
which sufficient water has been added to produce
pouring consistency can be used as grout
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
545
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3606.7.1.1a
MORTAR PROPORTIONS1
PROPORTIONS BY VOLUME (Cementitious Materials)
Mortar
Type
Protland Cement
or Blended Cement
Masonry Cement
Hydrated Lime or
Lime Putty
Aggregate Ratio
(Measured in Damp,
Loose Conditions)
MSN
Cement-lime
M
S
N
0
1
1
1
1
over V* to V4
over 54 to 1 Vi
over lVi to 254
Not less than 2% and not
more than three times the
sum of separate volumes of
lime, if used, and cement
Masonry
cement
M
M
S
s
N
0
1
54
1
1
!
1
!
For SI: 1 cubic foot = 0.0283 m\ 1 pound = 0.454 kg.
1 . For the purpose of these specifications, the weight of one cubic foot of the respective materials shall be considered to be as
follows: Portland Cement94 lb.
Masonry cementWeight printed on bag
Hydrated lime40 lb.
Lime putty(quicklune)80 lb.
Sand, damp and loose80 lb. of dry sand
2. Two air-entraining materials shall not be combined in mortar.
TABLE 3606.7.1.1b
GROUT PROPORTIONS BY VOLUME FOR MASONRY CONSTRUCTION
TYPE
PORTLAND CEMENT
OR BLENDED CEMENT
SLAG CEMENT
HYDRATED LIME
OR LIME PUTTY
AGGREGATE MEASURED IN A DAMP, LOOSE
CONDITION
Fine
Coarse
Fine
1
0 to '/,„
2% to three times the sum of the
volume of the cementitious
materials
Coarse
1
0 to 710
2lA to three times the sum of the
volume of the cementitious
materials
One to two times the sum
of the volumes of the
cementitious materials
3606.7.1.2 Grouting requirements: Maximum
pour heights and the rninimum dimensions of
spaces provided for grout placement shall
conform to Table 3606. 7.1.2. If the work is
stopped for one hour or longer, the horizontal
construction joints shall be formed by stopping all
tiers at the same elevation and with the grout one
inch (25 mm) below the top.
TABLE 3606.7.1.2
GROUT SPACE DIMENSIONS AND
POUR HEIGHTS
GROUT
TYPE
GROUT
POUR
MAXIMUM
HEIGHT
(feet)
MINIMUM
WIDTH OF
GROUT
SPACES '
(inches)
MINIMUM
GROUT2^ SPACE
DIMENSIONS
FOR GROUTING
CELLS OF
HOLLOW UNITS
(inches = 43 inches)
Fine
1
V,
1'/2X2
5
2
2x3
12
2'A
21/2x3
24
3
3x3
Coarse
1
154
154x3
5
2
2'/2x3
12
2XA
3x3
24
3
3x4
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
1 For grouting between masonry wythes.
2. Grout space dimension is the clear dimension
between any masonry protrusion and shall be increased
by the horizontal projection of the diameters of the
horizontal bars within the cross section of the grout
space.
3 Area of vertical reinforcement shall not exceed 6% of
the area of the grout space.
3606.7.1.3 Grout space (cleaning): Provision
shall be made for cleaning grout space. Mortar
projections which project more than Vz inch (12.7
mm) into grout space and any other foreign matter
shall be removed from grout space prior to
inspection and grouting
3606.7.1.4 Grout placement: Grout shall be a
plastic mix suitable for pumping without
segregation of the constituents and shall be mixed
thoroughly. Grout shall be placed by pumping or
by an approved alternate method and shall be
546
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - WALL CONSTRUCTION
placed before any initial set occurs and in no case
more than IV2 hours after water has been added.
Grouting shall be done in a continuous pour, in lifts
not exceeding four feet (1219 mm) It shall be
consolidated by puddling or mechanical vibrating
during placing and reconsolidated after excess
moisture has been absorbed but before plasticity is
lost.
3606.7.1.4.1 Grout pumped through
aluminum pipes: Grout shall not be pumped
through aluminum pipes
3606.7.1.5 Cleanouts: Where required by the
building official, cleanouts shall be provided as
specified in 780 CMR 3606.7.1.5. The cleanouts
shall be sealed before grouting and after
inspection.
3606.7.1.5.1 Grouted multiple-wythe
masonry: Cleanouts shall be provided at the
bottom course of the exterior wythe at each
pour of grout where such pour exceeds five
feet (1524 mm) in height.
3606.7.1.5.2 Grouted hollow unit masonry:
Cleanouts shall be provided at the bottom
course of each cell to be grouted at each pour
of grout, where such pour exceeds four feet
(1219 mm) in height.
3606.7.1.6 Inspection: Special inspection during
grouting shall be provided where required by the
building official.
3606.7.2 Grouted multiple-wythe masonry:
Grouted multiple-wythe masonry shall conform to
all the requirements specified in 780 CMR 3606. 7.1
and the requirements of 780 CMR 3606.7.2.
3606.7.2.1 Bonding of backup wythe: Where all
interior vertical spaces are filled with grout in
multiple-wythe construction, masonry headers
shall not be permitted Metal wall ties shall be
used in accordance with 780 CMR 3606.6.1.2 to
prevent spreading of the wythes and to maintain
the vertical alignment of the wall. Wall ties shall
be installed in accordance with 780 CMR
3606.6.1.2, when the backup wythe in multiple-
wythe construction is fully grouted.
3606.7.2.2 Grout spaces: Fine grout shall be used
when interior vertical space to receive grout does
not exceed two inches (51 mm) in thickness.
Interior vertical spaces exceeding two inches (5 1
mm) in thickness shall use course or fine grout.
3606.7.2.3 Grout barriers: Vertical grout
barriers or dams shall be built of solid masonry
across the grout space the entire height of the wall
to control the flow of the grout horizontally.
Grout barriers shall not be more than 25 feet
(7620 mm) apart. The grouting of any section of
a wall between control barriers shall be completed
in one day with no interruptions greater than one
hour.
3606.7.3 Reinforced grouted muitiple-wythe
masonry: Reinforced grouted multiple-wythe
masonry shall conform to all the requirements
specified in 780 CMR 3606. 7.1 and 3606. 7.2 and the
requirements of 780 CMR 3606.7.3
3606.7.3.1 Construction: The thickness of grout
or mortar between masonry units and
reinforcement shall not be less than Vi inch (6 4
mm), except that '/4-inch (6 4 mm) bars may be
laid in horizontal mortar joints at least V4 inch
(12.7 mm) thick, and steel wire reinforcement
may be laid in horizontal mortar joints at least
twice the thickness of the wire diameter
3606.7.4 Reinforced hollow unit masonry:
Reinforced hollow unit masonry shall conform to all
the requirements of 780 CMR 3606.7.1 and the
requirements of 780 CMR 3606.7.4.
3606.7.4.1 Construction: Requirements for
construction shall be as follows:
1. All reinforced hollow-unit masonry shall
be built to preserve the unobstructed vertical
continuity of the cells to be filled. Walls and
cross webs forming such cells to be filled shall
be full-bedded in mortar to prevent leakage of
grout. All head and end joints shall be solidly
filled with mortar for a distance in from the
face of the wall or unit not less than the
thickness of the longitudinal face shells. Bond
shall be provided by lapping units in
successive vertical courses.
2 Cells to be filled shall have vertical
alignment sufficient to maintain a clear,
unobstructed continuous vertical cell of
dimensions prescribed in Table 3606. 7.1.2
3. Vertical reinforcement shall be held in
position at top and bottom and at intervals not
exceeding 200 diameters of the reinforcement.
4. All cells containing reinforcement shall be
filled solidly with grout. Grout shall be poured
in lifts of eight-foot (2438 mm) maximum
height. When total grout pour exceeds eight
feet (2438 mm) in height, the grout shall be
placed in lifts not exceeding four feet (1219
mm) and special inspection during grouting
shall be required
5. Horizontal steel shall be fully embedded by
grout in an uninterrupted pour.
780 CMR 3606.8 WINDOWS
3606.8.1 Testing and certification: Windows shall
be tested and certified to indicate compliance with
the requirements of the following specifications:
Aluminum: AAMA (ANSI) 101
Wood: ANSI/NWWDA IS. 2
Polyvinyl Chloride: ASTM D 4099, each as listed
in Appendix A.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
547
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
3606.S.2 Air infiltration: Regardless of the type or
requirements of the windows set forth in the
aforementioned specifications, no window may be
selected whose air infiltration exceeds 0.50 cubic
feet per minute per linear foot (0.236 L/s per mm) of
crack when tested in accordance with ASTM E 283,
as listed in Appendix A, at a pressure differential of
1.56 psf (0.075 kN/m2).
780 CMR 3606.9 SLIDING GLASS DOORS
3606.9.1 Testing and certification: Sliding glass
doors shall be tested and certified to indicate
compliance with the requirements of the following
specifications:
Aluminum: AAMA (ANSI) 101
Wood: ANSI/NWWDA I. S3, each as listed in
Appendix A.
3606.9.2 Air infiltration Regardless of the type or
requirements of the sliding glass doors set forth in
the aforementioned specifications, no sliding glass
door may be selected whose air infiltration exceeds
0.50 cubic feet per minute per square foot (0.236 L/s
per mm2) of door area when tested in accordance
with ASTM E 283, as listed in Appendix A, at a
pressure differential of 1.56 pounds per square foot
(0.075kN/m2).
780 CMR 3606.10 PLYWOOD AND WOOD
STRUCTURAL PANELS
3606.10.1 Identification and grade: Plywood shall
conform to DOC PS 1, DOC PS 2 or HPMA (ANSI)
HP, as listed in Appendix A. Wood structural
panels shall conform to DOC PS 2, as listed in
Appendix A. All panels shall be identified by a
grade mark or certificate of inspection issued by an
approved agency. Wood structural panels shall
comply with the grades specified in Table 3606.2.3b.
3606.10.2 Allowable spans: The maximum
allowable spans for wood structural panel wall
sheathing shall not exceed the values set forth in
Table 3606.2.3b
3606.10.3 Installation: Wood structural panel wall
sheathing shall be attached to framing in accordance
with Table 3606.2.3a. Wood structural panels
marked Exposure 1 or Exterior are considered water-
repellent sheathing under 780 CMR.
780 CMR3606.il PARTICLEBOARD
3606.11.1 Identification and grade: Particleboard
shall conform to ANSI A208.1, as listed in
Appendix A, and shall be so identified by a grade
mark or certificate of inspection issued by an
approved agency. Particleboard shall comply with
the grades specified in Table 3606.2.3c.
548
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR 3607
WALL COVERING
780 CMR 3607.1 - GENERAL
3607.1.1 Application: The provisions of 780 CMR
3607.1 shall control the design and construction of
the interior and exterior wall covering for all
buildings The use of materials or methods of
construction not specified in 780 CMR 3607.1
accomplishing the purposes intended by 780 CMR
36 and approved by the building of in accordance
with 780 CMR 109 shall be accepted as complying
with 780 CMR 36.
3607.1.2 Installation: Products sensitive to
adverse weather shall not be installed until
adequate weather protection for the installation is
provided. Exterior sheathing shall be dry before
applying exterior cover.
780 CMR 36072 INTERIOR COVERING
3607.2.1 General: Interior coverings shall be
installed in accordance with this section and Tables
3607.2.1a, 3607.2.1b, 3607.2.1c and 3607.2.3.4.
Interior finishes and materials shall conform to the
flame spread and smoke-density requirements of
780 CMR 3603
3607.2.2 Interior plaster: Gypsum plaster or
Portland cement plastering materials shall conform
to ASTM C 5, C 28, C 35, C 37, C 59, C 61, C 587.
C 588, C 631, C847, C 897, C 933, C 1032 and C
1047, and shall be installed or applied in
conformance with ASTM C 843, C 844 and C 1063.
each as listed in Appendix A. Plaster shall not be
less than three coats when applied over metal lath
and not less than two coats when applied over other
bases permitted by 780 CMR 3607.2, except that
veneer plaster may be applied in one coat not to
exceed /16 inch (4.76 mm) thickness, provided the
total thickness is as set forth in Table 3607.2.1a.
3607.2.2.1 Support: Support spacing, spacing of
fasteners and size of fasteners for gypsum and
metal lath shall conform with Table 3607.2.3.4
Gypsum lath shall be installed at right angles to
support framing with end joints staggered.
3607.2.3 Gypsum wallboard:
3607.2.3.1 Materials: All gypsum wallboard
materials and accessories shall conform to ASTM
C 36, C 475, C 514, C 960, C 1002 and C 1047 as
listed in Appendix A, and shall be installed in
accordance with the provisions of 780 CMR
3607.2. Adhesives for the installation of gypsum
wallboard shall conform to ASTM C 557 as listed
in Appendix A.
3607.2.3.2 Wood framing: Wood framing
supporting gypsum wallboard shall not be less
than two inches (5 1 mm) nominal thickness in the
least dimension except that wood furring strips
not less than one-inch-by-two inch (25 mm by 5 1
mm) nominal dimension may be used over solid
backing or framing spaced not more than 24
inches (6 1 0 mm) on center.
3607.2.3.3 Steel framing: Steel framing shall not
be less than 1 % inches (32 mm) wide in the least
dimension. Light-gage nonload-bearing steel
framing shall comply with ASTM C 645 as listed
in Appendix A. Load-bearing steel framing and
steel framing from 0.033 inch to 0.1 12 inch (0.838
mm to 2 84 mm) thick shall comply with ASTM
C 955 05 listed in Appendix A.
3607.2.3.4 Application: Support spacing and
size and spacing of fasteners shall comply with
Table 3607.2.3.4 Gypsum wallboard may be
applied at right angles or parallel to framing
members. All edges and ends of gypsum
wallboard shall occur on the framing members,
except those edges and ends which are
perpendicular to the framing members. Interior
gypsum wallboard shall not be installed where it
is exposed to the weather construction.
3607.2.3.5 Fastening: Screws for attaching
gypsum wallboard to wood shall be Type W in
accordance with ASTM C 1002 as listed in
Appendix A and shall penetrate the wood not less
than 5/s inch (15.9 mm). Screws for attaching
gypsum wallboard to light-gage steel shall be
Type S in accordance with ASTM C 1002 as
listed in Appendix A and shall penetrate the steel
not less than V4 inch (6.4 mm). Screws for
attaching gypsum wallboard to steel 0.033 inch to
0.112 inch (0.838 mm to 2.84 mm) thick shall
comply with ASTM C 954 as listed in
Appendix A.
3607.2.4 Bathtub and shower spaces: Bathtub and
shower floors and walls shall be finished with a
smooth, hard and nonabsorbent surface. Ceramic tile
surfaces shall be installed in accordance with ANSI
A 108.1, A108.4, A108.5, A108.6, A108.ll,
A118.1, A 118.3, A 136.1 and A 137.1 as listed in
Appendix A. Such wall surfaces shall extend to a
height of not less than six feet (1829 mm) above the
floor.
3607.2.4.1 Ceramic tile: Gypsum board utilized
as the base or backer board for adhesive
application of ceramic tile or other nonabsorbent
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
549
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
finish material shall conform with ASTM C 630
as listed in Appendix A Water-resistant gypsum
backing board shall be permitted to be used on
ceilings where framing spacing does not exceed
12 inches (305 mm) on center. All cut or exposed
edges, including those at wall intersections, shall
be sealed as recommended by the manufacturer.
3607.2.5 Other finishes: Wood veneer or
hardboard paneling not less than '/t-inch (6.4 mm)
nominal thickness [13/64-inch (5.2 mm) actual] shall
conform to HPMA (ANSI) HP and stud spacing may
not exceed 1 6 inches on center.
3607.2.6 Wood shakes and shingles: Wood shakes
and shingles shall conform to CSSB "Grading Rules
for Wood Shakes and Shingles" as listed in
Appendix A and shall be permitted to be installed
directly to the studs with maximum 24 inches (610
mm) on center spacing; wood veneer harboard
paneling less than '/4-inch (6.4 mm) nominal
thickness must not have less than 3/s-inch (9.5 mm)
gypsum board backer.
TABLE 3607.2.1a
THICKNESS OF PLASTER
PLASTER BASE
FINISHED THICKNESS OF
PLASTER FROM FACE TO
LATH, MASONRY, CONCRETE
Gypsum Plaster
Portland Cement
Mortar
Expanded metal lath
s/s" minimum
%" minimum
Wire lath
5/e" minimum
3/i" minimum
(interior)
%" minimum
(exterior)'
Gypsum lath
Vz" minimum
Masonry walls
Vi" minimum
Vi" minimum
Monolithiaconcrete
walls
s/s" maximum
Vs" maximum
Monolithic concrete
ceilings
3/ » 5
va maximum
Vi" maximum
Gypsum veneer
base
l, „ ■ ■ 1
/16 minimum
lath, exclusive of ribs, or self -furring lath, plaster
thickness shall be Va inch minimum.
2. When measured from face of support or backing.
3. Because masonry and concrete surfaces may vary in
plane, thickness of plaster need not be uniform.
4. When applied over a liquid bonding agent finish coat
may be applied directly to concrete surface.
5. Approved acoustical plaster may be applied directly
to concrete or over base coat plaster, beyond the
maximum plaster thickness shown.
6 Attachment shall be in accordance with Table
3607.2.3.4.
TABLE 3607.2.1b
GYPSUM PLASTER PROPORTIONS
NUMBER
COAT
PLASTER
BASE OR
LATH
MAXIMUM
VOLUME
AGGREGATE PER
100 POUNDS NEAT
PLASTER2
(cubic feet)
Damp
Loose
Sand
Perlite or
Vermiculite
Two-coat
3ase coat
Gypsum lath
2Vz
2
work
3ase coat
Masonry
3
3
Three-coat
•irst coat
Lath
24
2
work
Second coat
Lath
34
5
-irst and
second
;oats
Masonry
3
3
1 Wr
For SI: 1 inch = 25.4 mm
1. When measured from back plane of expanded metal
For SI: 1 inch = 25.4 mm, 1 cubic foot = 0.0283 mJ,
1 pound = 0.454 kg.
1 . Wood-fibered gypsum plaster may be mixed in
the proportions of 100 pounds of gypsum to not
more than one cubic foot of sand where applied on
masonry or concrete.
2. When determining the amount of aggregate in set
plaster, a tolerance of 10% shall be allowed.
3. Combinations of sand and lightweight aggregate
may be used, provided the volume and weight
relationship of the combined aggregate to gypsum
plaster is maintained.
4. If used for both first and second coats, the
volume of aggregate may be 2V2 cubic feet.
5. Where plaster is one inch or more in total
thickness, the proportions for the second coat may
be increased to three cubic feet.
TABLE 3607.2.1c
PORTLAND CEMENT PLASTER
MAXIMUM VOLUME AGGREGATE PER VOLUME CEMENTTTIOUS MATERIAL1
MINIMUM
PERIOD
MOIST
COATS
Portland Cement
Plaster Maximum
Volume Aggregate
per Volume Cement
3
Portland Cement-lime Plaster
Approximate
4
Minimum Thickness
Curing
MINIMUM
COAT
Maximum Volume
Lime per Volume
Cement
Maximum Volume
Sand per Volume
Cement and Lime
BETWEEN
First
4
Va
4
3/a5
48 Hours
487 Hours
Second
5
Va
5
First and Second coats
48 Hours
7 Days8
Finished
39
39
Ve
8
For SI: 1 inch = 25.4 mm, 1 pound = 0.454 kg.
550
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS -WALL COVERING
1 . When determining the amount of aggregate in set plaster, a tolerance of 1 0% may be allowed.
2. From ten to 20 pounds of dry hydrated lime (or an equivalent amount of lime putty) may be added as a plasticizing
agent to each sack of Type I and Type II standard portland cement in base coat plaster.
3. No additions of plasticizing agents shall be made.
4. See Table 3607.2.1a
5 . Measured from face of support or backing to crest of scored plaster.
6. 24 hour minimum period for moist curing of interior portland cement plaster.
7. 24 hour minimum interval between coats of interior portland cement plaster.
8. Finish coat plaster may be applied to interior portland cement base coat after a 48-hour period.
9. For finish coat, plaster up to an equal part of dry hydrated lime by weight (or an equivalent volume of lime putty)
may be added to Type I, Type II and Type HI standard portland cement.
TABLE 3607.2.3.4
APPLICATION AND MINIMUM THICKNESS OF GYPSUM WALLBOARD
THICKNESS
OF GYPSUM
WALLBOARD
(inch)
PLANE OF
FRAMING
SURFACE
LONG
DIMENSION OF
GYPSUM
WALLBOARD
SHEETS IN
RELATION TO
DIRECTION OF
FRAMING
MEMBERS
MAXIMUM
SPACING OF
FRAMING
MEMBERS
[center-to-center
in inches)
MAXIMUM SPACING
OF FASTENERS
(center-to-center, in
inches)
NAILS
TO WOOD
Fastening required without adhesive application.
%
Horizontal
Perpendicular
16
7
12
No. 13 gage 1 Vi" long. I9/M"
Vertical
Either direction
16
8
12
annular-ringed; 4d cooler nail
Horizontal
Either direction
16
7
12
No. 13 gage We" long. "/M"
Vi
Horizontal5
Perpendicular
24
7
12
head, 0.098"diameter, 1 Vi" long,
Vertical
Either direction
24
8
12
annular-ringed; 5d cooler nail
Horizontal
Either direction
16
7
12
No. 13 gage ls/a" long, 1S7M"
%
Horizontal
Perpendicular
24
7
12
head; 0.098" diameter, l3/a" long,
Vertical
Either direction
24
8
12
annular-nnged; 6d cooler nail
With adhesive application.
%
Horizontal
Perpendicular
16
16
16
Same as above for %"
Vertical
Either direction
16
16
24
Horizontal
Either direction3
16
16
16
ViorVs
Perpendicular
24
12
16
As required for 14 and % '
gypsum wallboard, see above
Vertical
Either direction
24
24
24
2% layers
Horizontal
Perpendicular
24
16
16
Base ply nailed as required for
14 gypsum wallboard and face
plv placed with adhesive
Vertical
Either direction
24
24
24
For SI: 1 inch = 25.4 mm
1 . Where the metal framing has a clinching design formed to receive the nails by two edges of metal, the nails shall
not be less than 5/s inch longer than the wallboard thickness and shall have ringed shanks. Where the metal framing
has a nailing groove formed to receive the nails, the nails shall have barbed shanks or be 5d, 13'/2 gage, 1% inches
long, /64-inch head for '/4-inch gypsum wallboard; 6d, 13 gage, l7/e inches long, /M -inch head for %-inch gypsum
wallboard.
2. Two nails spaced not less than two inches apart, or more than 2V2 inches apart may be used where the pairs are
spaced 12 inches on center except around the perimeter of the boards.
3. %-inch single-ply gypsum board shall not be installed if water-based textured finish is applied or to support
insulation above a ceiling. On horizontal applications to receive a water-based texture material, either hand or spray
applied, gypsum board shall be applied perpendicular to framing and board thickness increased from % inch to !4 inch
for 16-inch o.c. framing, and from Vi inch to % inch for 24-inch o.c. framing.
4. Horizontal refers to applications such as ceilings. Vertical refers to applications such as walls.
3607.2.6.1 Attachment: Nails, staples or glue are
permitted for use in attaching shakes or shingles
to the wall, and the shakes or shingles shall be
permitted to be attached directly to the surface
provided the fasteners are appropriate for the type
of wall surface material. When nails or staples are
used, two fasteners shall be provided and shall be
placed so that they are covered by the course
above.
3607.2.6.2 Furring strips: Where furring strips
are used, they shall be one inch by two inches or
one inch by three inches (25 mm by 51 mm or 25
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
551
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
mm by 76 mm), spaced a distance on center equal
to the shake or shingle exposure, and shall be
attached to the wall by nailing through the base
wall material into the studs of the interior spaces.
3607.2.6.3 Bottom course: The bottom course
shall be doubled.
780 CMR 3607.3 EXTERIOR COVERING
3607.3.1 General: All exterior walls shall be
covered with approved materials designed and
installed to provide a barrier against the weather and
insects to enable environmental control of the
interior spaces The exterior coverings in 780 CMR
3607.0 shall be installed in the specified manner
unless otherwise approved.
3607.3.2 Weather-resistant sheathing paper:
Asphalt-saturated felt, free from holes and breaks
and weighing not less than 14 pounds per 100 square
feet (0.683 kg/m2) or other approved weather-
resistant material shall be applied over studs or
sheathing of all exterior walls as required by Table
3607.3.4 Such felt or material shall be applied
horizontally, with the upper layer lapped over the
lower layer not less than two inches (51 mm).
Where joints occur, felt shall be lapped not less than
six inches (153 mm).
3607.3.2.1 Felt or material: Such felt or material
may be omitted.
1. In detached accessory buildings.
2. Under panel siding with shiplap joints or
battens.
3. Under exterior wall finish materials as
permitted in Table 3607.3.4.
4. Under paperbacked stucco lath.
5. Over water-repellent sheathing materials.
3607.3.3 Wood, plywood and wood structural
panel siding: Joints in wood, plywood or wood
structural panel siding shall be made as follows
unless otherwise approved. Vertical joints in panel
siding shall occur over framing members, unless
wood or wood structural panel sheathing is used, and
shall be shiplapped or covered with a batten.
Horizontal joints in panel siding shall be lapped a
minimum of one inch (25 mm) or shall be flashed
with Z-flashing.
3607.3.3.1 Horizontal siding: Horizontal siding
shall be lapped a minimum of one inch (25 mm),
or Vz inch (12.7 mm) if rabbeted, and shall have
the ends caulked, covered with a batten, or sealed
and installed over a strip of flashing.
3607.3.4 Attachments: Unless specified otherwise,
all wall coverings shall be securely fastened in
accordance with Table 3607.3.4 or with other
approved aluminum, stainless steel, zinc-coated, or
other approved corrosion-resistive fasteners.
3607.3.5 Wood shakes and shingles: Wood shakes
and shingles shall conform to CSSB "Grading Rules
for Wood Shakes and Shingles."
3607.3.5.1 Application: Wood shakes or shingles
shall be applied either single-course or double-
course over nominal '/i-inch (12.7 mm) wood-
based sheathing or to furring strips over Vi-inch
(12.7 mm) nominal non-wood sheathing. A
weather-resistant permeable membrane shall be
provided over the sheathing, with horizontal
overlaps in the membrane of not less than two
inches (5 1 mm) and vertical overlaps of not less
than six inches (153 mm). Where furring strips are
used, they shall be one inch by three inches or one
inch by four inches (25 mm by 76 mm or 25 mm
by 102 mm) and shall be fastened horizontally to
the studs with 7d or 8d box nails and shall be
spaced a distance on center equal to the actual
weather exposure of the shakes or shingles, not to
exceed the maximum exposure specified in Table
3607.3.5.2 The spacing between adjacent
shingles to allow for expansion shall not exceed
Vi inch (6.4 mm), and between adjacent shakes,
shall not exceed Vi inch (12.7 mm). The offset
spacing between joints in adjacent courses a
minimum of 1 Vi inches (38 mm).
3607.3.5.2 Weather exposure: The maximum
weather exposure for shakes and shingles shall
not exceed that specified in Table 3607.3.5.2.
3607.3.5.3 Attachment: Each shake or shingle
shall be held in place by two hot-dipped zinc-
coated, stainless steel, or aluminum nails or
staples. The fasteners shall be long enough to
penetrate the sheathing or furring strips by a
minimum of x/z inch (12.7 mm) and shall not be
overdriven.
3607.3.5.3.1 Staple attachment: Staples shall
not be less than 16 gage and shall have a crown
width of not less than 7/16 inch (11 mm), and
the crown of the staples shall be parallel with
the butt of the shake or shingle. In single-
course application, the fasteners shall be
concealed by the course above and shall be
driven approximately one inch (25 mm) above
the butt line of the succeeding course and %
inch (19 mm) from the edge. In double-course
applications, the exposed shake or shingle shall
be face-nailed with two casing nails, driven
approximately two inches (5 1 mm) above the
butt line and % inch (19 mm) from each edge.
Staples shall not be permitted for face-nailing
With shingles wider than eight inches (203
mm), two additional nails shall be required and
shall be nailed approximately one inch (25
mm) apart near the center of the shingle.
3607.3.6 Exterior lath: All lath and lath
attachments shall be of corrosion-resistant materials.
552
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - WALL COVERING
Expanded metal or woven wire lath shall be attached
with 1V2 inch (38 mm) long, 1 1 gage nails having a
/is-inch (1 1 mm) head, or 7/s inch (22 mm) long, 16
gage staples, spaced at no more than six inches (153
mm), or as otherwise approved.
3607.3.7 Masonry veneer, general: All masonry
veneer shall be installed in accordance with
780 CMR 3607.3.7, Table 3607.3.4 and Figure
3607.3.7. Exterior masonry veneer shall not be
laterally supported by wood frame at any point more
than 35 feet (7620 mm) above the adjacent ground
elevation.
Exceptions:
1. Veneers used as interior wall finishes may be
supported on wood floors which are designed to
support the loads imposed.
2. Exterior masonry veneers with an installed
weight of 40 pounds per square foot (195 kg/m )
or less may be supported on wood construction.
When the masonry veneer is supported by wood
construction that adjoins the masonry veneer
supported by the foundation, there shall be a
movement joint between the veneer supported by
the wood construction and the foundation. The
wood construction supporting the masonry veneer
shall be designed to limit deflection to /600 of the
span for the supporting members.
3607.3.7.1 Lintels: Masonry veneer shall not
support any vertical load other than the dead load
of the veneer above. Veneer above openings shall
be supported on lintels of noncombustible
materials and the allowable span shall not exceed
the values set forth in Table 3607.3.7.1. The
lintels shall have a length of bearing of not less
than four inches (102 mm).
3607.3.7.2 Attachment: Masonry veneer shall be
attached to the supporting wall with corrosion-
resistant metal ties.
3607.3.7.2.1 Size and spacing: Veneer ties, if
strand wire, shall not be less in thickness than
No. 9 U.S. gage wire and shall have a hood
embedded in the mortar joint, or if sheet metal,
not less than No. 22 U.S. gage by Ve inch (22
mm) corrugated. Each tie shall be spaced not
more than 24 inches (610 mm) on center
horizontally and shall support not more than
3% square feet (0.302 m2) of wall area.
Exception: In wind areas of more than 30
pounds per square foot (1.44 kN/irr), each
tie shall support not more than two square
feet (0.186 m2) of wall area.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
553
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3607.3.4
WEATHER-RESISTANT SIDING ATTACHMENT AND MINIMUM THICKNESS
NOMINAL
rmcNEss
(inches)
JOINT
TREATMENT
SHEATHING
PAPER
REQUIRED
TYPE OF SUPPORTS FOR THE SIDING MATERIAL AND
FASTENERS^
SIDING
MATERIAL
Wood, or
Wood
structural
Panel
Sheathing
Fiberboard
Sheathing into
Stud
Gypsum
Sheathing
into Stud
Direct to
Studs
Number or
Spacing of
Fasteners
Without
insulation
0.0196
Lap
No
0.120 nail
1 'A" long
0.120 nail
2" long
0.120 nail
2" long
Not allowed
Horizontal
aluminum
0.024
Lap
No
0.120 nail
1 V2" long
0.120 nail
2" long
0.120 nail
2" long
Not allowed
Same as stud
spacing
With
insulation
0.019
Lap
No
0.120 nail
l'/z" long
0.120 nail
2" long
0.120 nail
2V2" long
0120 nail
IV2" long
Brick veneer
Concrete masonry
veneer
2
780 CMR
3607.3
Yes (13)
See 780 CMR 3607 .3.78
Hard board
Board and batten-
vertical
\e
(7)
(7)
0.099 nail
2" long
0.099 nail
2Vi" long
0.099 nail
2" long
0.099 nail
\Va" long
6" panel edges
8" inter, sup.
Hardboard
Lap-siding-horizontal
''|6
(7)
(7)
0.099 nail
2" long
0.099 nail
2'/j" long
0.099 nail
2Va" long
0.099 nail 2"
long
Same as stud
spacing 2 per
bearing
Steel9
29 ga.
Lap
No
0.113nail l3/i"
Staple 1%"
0.113nail23/4"
Staple 2'/2"
0.113 nail
2'A" Staple
l'A"
Not allowed
Same as stud
spacing
Stone veneer
2
780 CMR
3607.3
Yes
See 780 CMR 3607.3 and Figure 3607.3.7
Particalboard panels
3/a-'/2
(7)
O)
6d box nail
6d box nail
6d box nail
6d box nail,
% not
allowed
6" panel edges
%
O)
(7)
6d box nail
8d box nail
8d box nail
6d box nail
Plywood panel
(exterior grade)
3/a
0)
(7)
0.099 nail 2"
Staple 1%"
0.113 nail 2'A"
Staple 2'A"
0.099 nail 2"
Staple 2"
0.099 nail 2°
Staple l3/e"
6" on edges 12"
inter, sup.
14
Vinyl Siding
0.035
Lap
No
0.120 nail 1 14"
Staple l3/<"
0.120 nal 2"
Staple 2'A"
0.120 nail 2"
Staple 2I/2"
Not allowed
Same as stud
spacing
Wood"
Rustic drop
Shiplap
Bevel
Butt tip
3/a Minimum
/32 Average
;;„
Lap
Lap
Lap
No
No
No
Fastener penetration into stud - 1 "
0.1 13 nail
2'A" Staple
Face nailig up to
6" widths, 1 nail
per bearing: 8"
widrhs and over,
2 nails per
bearing
For SI: 1 inch = 25.4 mm.
1. Based on stud spacing of 16 inches o.c. Where studs are spaces 24 inches, siding may be applied to sheathing
approved for that spacing.
2. Nail is a general description and may be T-head, modified round head, or round head with smooth or deformed
shanks.
3. Staples shall have a minimum crown width of 7/16-inch O.D. and be manufactured of minimum No. 16 gage wire.
4. Nails or staples must be aluminum, galvanized, or rust-preventive coated and shall be driven into the studs for
fiberboard or gypsum backing.
5. Aluminum nails shall be used to attach aluminum siding.
6 Aluminum (0.019 inch) may be unbacked only when the maximum panel width is ten inches and the maximum flat
area is eight inches. The tolerance for aluminum siding shall be ±0.002 inch of the nominal dimension.
7. If boards are applied over sheathing or weather resistant membrane, joints need not be treated. Otherwise, vertical
joints must occur at studs and be covered with battens or be lapped.
8. All attachments shall be coated with a corrosion-resistive coating.
9. Shall be of approved type.
10. %-inch plywood may be applied directly to studs spaced 16 inches on center. '/2-inch plywood may be applied
directly to studs spaced at 24 inches on center.
11. Woodboard sidings applied vertically shall be nailed to horizontal nailing strips or blocking set 24 inches o.c.
Nails shall penetrate 1 'A inches into studs, studs and wood sheathing combined, or blocking. A weather-resistant
membrane shall be installed weatherboard fashion under the vertical siding unless the siding boards are lapped or
battens are used.
12. Hardboard siding shall comply with AHA A135.6
13. For masonry veneer, a weather-resistant membrane or building paper is not required over water-repellent sheathing
materials when a one-inch air space is provided between the veneer and the sheathing. When the one-inch space is
554
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2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - WALL COVERING
filled with mortar, a weather-resistant membrane or building paper is required over studs or sheathing
14. Vinyl siding shall comply with ASTM D 3679.
TABLE 3607.3.5.2
MAXIMUM WEATHER EXPOSURE FOR
WOOD SHAKES AND SHINGLES ON
EXTERIOR WALLS
(Dimensions are in
LENGTH
EXPOSURE FOR
SINGLE COURSE
EXPOSURE FOR
DOUBLE COURSE
SHINGLES1
' 16
18
24
VA
12'
14
16
SHAKES1
18
, 24
8'/2
IVA
14
18
For SI: 1 mch = 25.4 mm
1 . Dimensions given are for No. 1 Grade.
2. A maximum ten-inch exposure is permitted for No 2
Grade.
3. A maximum 1 1-inch exposure is permitted for No. 2
Grade.
3607.3.7.2.2 Paper backing required: When
applied over stud construction, the studs shall
be spaced a maximum of 24 inches (610 mm)
on center and approved paper shall first be
applied over the sheathing or wires between
the studs, except as otherwise provided in
780 CMR 3607.3.2 and mortar shall be slushed
into the one-inch (25 mm) space between
facing and paper.
Exception: As an alternate, an air space of
at least one inch (25 mm) may be maintained
between the backing and the veneer, in
which case a weather-resistant membrane or
felt sheathing paper or approved water-
repellent sheathing shall be applied over the
studs.
3607.3.7.2.3 Veneer grouting: In lieu of such
wire ties, an approved method of grouting the
veneer to a paperbacked reinforcement
attached directly to the studs may be used.
3607.3.7.3 Flashing: Flashing shall be located
beneath the first course of masonry above finished
ground level above the foundation wall or slab,
and at other points of support, including
structural floors, shelf angles and lintels when
masonry veneers are designed in accordance with
780 CMR 3607.3. 7. See 780 CMR 3607.3.8 for
additional requirements.
3607.3.7.4 Weepholes Weepholes shall be
provided in the outside of masonry walls at a
maximum spacing of 33 inches (838 mm) on
center Weepholes shall not be less than 3/16 inch
(4.8 mm) in diameter Weepholes shall be located
immediately above the flashing.
3607.3.8 Flashing: Approved corrosion-resistive
flashing shall be provided at top and sides of all
exterior window and door openings in such a
manner as to be leak-proof, except that self-flashing
windows having a continuous lap of not less than
1% inches (28 mm) over the sheathing material
around the perimeter of the opening, including
corners, do not require additional flashing, jamb
flashing may also be omitted when specifically
approved by the building official. Similar flashings
shall be installed at the intersection of chimneys or
other masonry construction with frame or stucco
walls, with projecting lips on both sides under stucco
copings: under and at the ends of masonry, wood or
metal copings and sills; continuously above all
projecting wood trim: where exterior porches, decks
or stairs attach to a wall or floor assembly of wood-
frame construction; at wall and roof intersections.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
555
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
FIGURE 3607 3.1
MASONRY VENEERED WALL DETAIL
3 E
\ i. 4- 4- 4---. I
BUS_DiNG PAPER
OR APPROVED
WATER REPELLENT
SHEATHNSOVER
STUD AS DESCRIBED
IN 780 CMR 3607.3.2
APPROVED TIES
REOURED M SBSMC
ZONES 3 AND 4
1- AIR SPACE OP.
1- MORTARED SPACE
AS DESCRIBED N
7S0CME3S07J.4
MASONRY VENEER WALL SUPPORT ON
FOOTING FOUNDATION WALL OR AS
OESCRBED IN 7g0 CMR 3607J.7
FLASHUG AMD WEEP HOLES1
For SI: 1 inch = 25.4 mm.
1. Location of flashing and weepholes as described in 780 CMR 3607.3.7.3 and 3607 .3.7.4.
TABLE 3607.3.7.1
ALLOWABLE SPANS FOR LINTELS SUPPORTING MASONRY VENEER
size of steel
angle"
NO STORY ABOVE
ONE STORY ABOVE
TWO STORIES ABOVE
NO OF Vz" OR
EQUIVALENT
REINFORCING
BARS
3 x 3 x %
6-0"
3'-6"
3'-0"
1
4 x 3 x V,
8' - 0"
5'-0"
3-0"
1
6x3'/2x'/4
14' -0"
8'-0"
3'-6"
2
2-6x31/2X%
20' - 0"
ll'-O"
5'-0"
4
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
1 Long leg of the angle shall be placed in a vertical position.
2. Depth of reinforced lintels shall not be less than eight inches and all cells of hollow masonry lintels shall be grouted
and solid. Reinforcing bars shall extend not less than eight mches into the support.
3. Steel members indicated are adequate typical examples; other steel members meeting structural design requirements
may be used
556
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR 3608
ROOF-CEILING CONSTRUCTION
3608.1 GENERAL
3608.1.1 Application: The provisions of 780 CMR
3608.1 shall control the design and construction of
the roof-ceiling system for all buildings. The use of
materials or methods of construction not specified in
780 CMR 3608.1 accomplishing the purposes
intended with 780 CMR 36 and approved by the
building official in accordance with 780 CMR 36
and approved by the building official in accordance
with 780 CMR 109 shall be accepted as complying
with 780 CMR 36.
3608.1.2 Requirements: Roof-ceiling construction
shall be capable of supporting all loads imposed
according to 780 CMR 3603.1 and shall transmit the
resulting loads to supporting structural elements.
3608.1.3 Roof drainage: In areas where expansive
or collapsible soils are known to exist or where
required by city or town ordinance or by-law, all
dwellings shall have a controlled method of water
disposal from roofs that will collect and discharge
all roof drainage to the ground surface at least five
feet (1524 mm) from foundation walls or to an
approved drainage system.
780 CMR 360&2 ROOF FRAMING
3608.2.1 Identification and grade: Load-bearing
dimension lumber for rafters, trusses and ceiling
joists shall conform to DOC PS 20 and to other
applicable standards or grading rules, as listed in
Appendix A, and be identified by a grade mark or
certificate of inspection- issued by an approved
agency. The grade mark or certificate shall provide
adequate information to determine Fb, the allowable
stress in bending, and E, the modulus of elasticity.
Approved end jointed lumber may be used
interchangeably with solid-sawn members of the
same species and grade. Blocking shall be a
minimum of utility grade lumber.
Exception: Use of Native Lumber shall be
allowed in accordance with 780 CMR 2303. 0.
3608.2.1.1 Fire-retardant-treated lumber: The
allowable unit stresses for fire-retardant-treated
lumber, including fastener values, shall be
developed from an approved method of
investigation which considers the effects of
anticipated temperature and humidity to which the
fire-retardant lumber will be subjected, the type of
treatment and redrying process. The fire-retardant
treated lumber shall be graded by an approved
agency.
3608.2.2 Design and construction: Roof-ceilings
of wood construction shall be designed and
constructed in accordance with the provisions of
780 CMR 3608.2 or with the AFPA NDS-1991
"National Design Specification for Wood
Construction," the CWC-1987 "Canadian Dimension
Lumber Data Book," the WWPA- 1992 "Western
Lumber Span Tables for Floor and Ceiling Joists and
Roof Rafters," or the "Southern Pine Maximum
Spans for Joists and Rafters," each as listed in
Appendix A. Roof-ceilings shall be constructed in
accordance with Figures 3606.4.10a, 3606.4.10b,
3606.4.10c and 3608.2.4.1 and nailed in accordance
with Table 3606.2.3a
3608.2.2.1 Cathedral ceilings: When ceiling
joists and rafter ties are omitted and the rafters are
used to create a cathedral ceiling, rafter ends shall
be supported on bearing walls, headers or ridge
beams. Rafters shall be attached to supporting
members in accordance with Table 3606.2.3a.
Ridge beams shall be capable of carrying the
imposed roof loads and shall be supported by
structural elements which transmit the loads to the
foundation.
3608.2.3 Framing details: Rafters shall be nailed to
ceiling joists to form a continuous tie between
exterior walls where joists are parallel to the rafters.
Where not parallel, rafters shall be tied with a rafter
tie, located as near the plate as practical. Rafter ties
shall be spaced not more than four feet (1219 mm)
on center. Rafters shall be framed to ridge board or
to each other with gusset plate as a tie. Ridge board
shall be at least one-inch (25 mm) nominal thickness
and not less in depth than the cut end of the rafter.
At all valleys and hips there shall be a valley or hip
rafter not less than two-inch (51 mm) nominal
thickness and not less in depth than the cut end of
the rafter. Hip and valley rafters shall be supported
at the ridge by a brace to a bearing partition or be
designed to carry and distribute the specific load at
that point.
3608.23.1 Ceiling joists lapped: Ends of ceiling
joists shall be lapped a minimum of three inches
(76 mm) or butted over bearing partitions or beam
and toenailed to the bearing member When
ceiling joists are used to provide resistance to
rafter thrust, lapped joists shall be nailed together
and butted joists shall be tied together in a manner
to resist such thrust.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
557
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
3608.2.4 Allowable spans: The unsupported spans
for ceiling joists shall not exceed the values set forth
in Tables 3608.2.4aa through 3608.2.4M The
unsupported spans for rafters shall not exceed the
values set forth in Tables 3608.2.4a through
3608.2.4x. When the roof pitch is less than three
units vertical in 12 units horizontal (25% slope),
members supporting rafters and ceiling joists, such
as ridge beams, hips and valleys, shall be designed
as beams. Selection of rafters shall be based on
lumber properties, snow load zone and deflection
due to live load based on ceiling finish (see table
3603.1.6
3608.2.4.1 Purlins: Purlins may be installed to
reduce the span of rafters as shown in Figure
3608.2.4.1. Purlins shall be sized no less than the
required size of the rafters that they support
Purlins shall be continuous and shall be supported
by two by four (51 by 102) struts installed to
bearing walls at a slope not less than 45 degrees
from the horizontal. The struts shall be spaced not
more than four feet (1219 mm) on center, and the
unbraced length of struts shall not exceed eight
feet (2438 mm).
FIGURE 3608.2.4.1
BRACED RAFTER CONSTRUCTION
RAFTER SPAN
SEE TABLES
3608.2.4a throu.
RIDGE BOARD
7
CEILING JOIST
SEE TABLES
3608.2.4aa through
3608.2.4dd
\
■ FOUNDATION
Nr
-BEARING WALL
For SI: one inch = 25.4 mm, one foot = 304.8 mm.
NOTE: Where ceiling joists run perpendicular to the rafters, rafter ties shall be nailed to the rafters near the
plate line and spaced not more than four feet on center
3608.2.5 Bearing: The ends of each rafter or ceiling
joist shall have not less than VA inches (38 mm) of
bearing on wood or metal and not less than three
inches (76 mm) on masonry.
3608.2.6 Cutting and notching: It shall be unlawful
to notch, cut or pierce wood beams, joists or rafters
in excess of the limitations herein specified, unless
proven safe by structural analysis or suitably
reinforced to transmit all calculated loads. Notches
in the top or bottom of rafter shall not exceed V16 of
the depth of the rafter, shall not be longer than 16
the depth of the member and shall not be located in
the middle third of the span. Notch depth at the ends
of the member shall not exceed V* the rafter depth
Exceptions:
1. A notch over the support is permitted to
extend the full width of the support
2. Notches on cantilevered portions of the
member are permitted to extend the full length of
the cantilever if the strength and deflection of
the cantilever is calculated based on the reduced
member section.
3. The tension side of rafters which are four
inches or greater in nominal thickness, shall not
be notched, except at ends of members.
3608.2.7 Holes: Holes drilled, bored or cut into
rafters shall not be closer than two inches (5 1 mm)
to the top or bottom of the rafters, or to any other
hole located in the rafter. Where the rafter is
notched, the hole shall not be closer than two
558
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF-CEILING CONSTRUCTION
inches to the notch. The diameter of the hole shall
not exceed V3 the depth of the rafter.
3608.2.8 Lateral support: Rafters and ceiling joists
having a depth-to-thickness ratio exceeding five to
one based on nominal dimensions shall be provided
with lateral support at points of bearing to prevent
rotation
3608.2.8.1 Bridging: Rafters and ceiling joists
having a depth-to-thickness ratio exceeding six to
one based on nominal dimensions shall be
supported laterally by solid blocking, diagonal
bridging (wood or metal) or a continuous one-
inch-by-three-inch (25 mm by 76 mm) wood strip
nailed across the rafters or ceiling joists at
intervals not exceeding ten feet (3048 mm).
3608.2.9 Framing of openings: Openings in roof
and ceiling framing shall be framed with headers
between ceiling joists or rafters. When the header
span does not exceed four feet (1219 mm), the
header may be a single member the same size as the
ceiling joist or rafter. When the header span exceeds
four feet (1219 mm), the header and the joists or
rafters that support the header shall be doubled, and
approved hangers shall be used to connect the
header to the joists or rafters.
3608.2.10 Headers: Roof-ceiling framing around
openings shall be provided with headers. The
allowable spans for headers in bearing walls shall
not exceed the values set for in Table 3608.2.6.2.
3608.2.11 Trusses: Wood trusses shall be designed
in accordance with approved engineering practice.
Truss components may be joined by nails, glue,
timber connectors or other approved fastening
devices. The design of metal plate connected wood
trusses shall comply with' TFT QST, TPI PCT and
TPI-1985 "Design Specification for Metal Plate
Connected Wood Trusses", each as listed in
Appendix A. Trusses shall be braced according to
their appropriate engineered design In the absence
of specific bracing requirements, trusses shall be
braced in accordance with TPI BWT, as listed in
Appendix A. Truss members shall not be cut or
altered unless so designed.
3608.2.12 Roof tie-down: Roof assemblies subject
to wind uplift pressures of 20 pounds per square foot
(0.958 kN/m2) or greater, shall have rafter or truss
ties provided in accordance with Table 3608.2.12.
The resulting uplift forces from the rafter or truss
ties shall be transmitted to the foundation.
780 CMR 3608 3 ROOF SHEATHING
3608.3.1 Lumber sheathing: Allowable spans for
lumber used as roof sheathing shall conform to
Table 3608.3.1 Spaced lumber sheathing for wood
shingle and shake roofing shall conform to the
requirements of 780 CMR 3609. 8 and 3609. 9
3608.3.2 Plywood sheathing
3608.3.2.1 Identification and grade: Plywood
and wood structural panels shall conform to DOC
PS 1 or DOC PS 2 as listed in Appendix A, and
shall be identified by grade mark or certificate of
inspection issued by an approved agency.
Plywood and wood structural panels shall comply
with the grades specified in Table 3605. 3.2.1. la
3608.3.2.1.1 Type: All plywood, when
designed to be exposed in outdoor applications,
shall be of an exterior type. Plywood or wood
structural panel roof sheathing exposed to the
underside may be of interior type bonded with
exterior glue, identified as Exposure 1 .
3608.3.2.1.2 Fire-retardant-treated plywood:
The allowable unit stresses for fire-retardant-
treated plywood, including fastener values,
shall be developed from an approved method
of investigation which considers the effects of
anticipated temperature and humidity to which
the fire-retardant plywood will be subjected,
the type of treatment and redrying process.
The fire-retardant-treated plywood shall be
graded by an approved agency.
3608.3.2.1.3 Wood structural panels: Wood
structural-use panels conforming to DOC PS 2,
as listed in Appendix A, includes performance-
rated plywood, oriented strandboard and
composite panels. Oriented strandboard
structural-use panels manufactured in Canada
shall conform to CSA 0437 as listed in
Appendix A.
3608.3.2.2 Allowable spans: The maximum
allowable spans for plywood and wood structural
panel roof sheathing shall not exceed the values
set forth in Table 3605.3.2.1.1a
3608.3.2.3 Installation: Plywood and wood
structural panel roof sheathing shall be installed
with joints staggered or nonstaggered in
accordance with Tables 3605.3.2.1.1a and
3606.2.3a, or APA E 30 as listed in Appendix A.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
559
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3608.2.12
WIND UPLIFT FORCES ON ROOF
TRUSSES AND RAFTERS1 2 3 4
(Pounds Per Tie-Down Connection)
WIND UPLIFT
PRESSURE ON
ROOF (psl)
TOTAL BUILDING WIDTH ROOF
INCLUDING OVERHANG (feet)
24
28
32
36
40
20
192
224
256
288
320
30
432
504
576
648
720
40
672
784
895
1,008
1,120
50
912
1,064
1,216
1,368
1,520
60
1,152
1,344
1,536
1,728
1,920
70
1,392
1,624
1,856
2,088
2,320
80
1,632
1,904
2,176
2,448
2,720
90
1,872
2,184
2,496
2,808
3,120
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, psf =
0.0479 kNnr
1. A continuous load path capable of resisting the
tributary forces shall be provided from tie-down
connections to the foundation
2. Wind uplift forces are based on 24-inch spacing of
roof trusses or rafters. For spacing other than 24 inches,
forces shall be adjusted accordingly.
3. Interpolation is permitted for intermediate values of
wind uplift pressures and building widths.
4. The rated capacity of approved tie-down devices is
permitted to include a V3 increase for wind effects.
5. Tie-down connections shall be provided at bearing
walls for roof trusses or rafters to resist wind uplift
forces.
3608.3.3 Particleboard sheathing:
3608.3.3.1 Identification and grade:
Particleboard roof sheathing shall conform to
Type 2-M-W as set forth in ANSI A208.1 as
listed in Appendix A and shall be so identified by
a grade mark or certificate of inspection issued by
an approved agency.
3608.33.2 Allowable spans: The allowable loads
and spans for particleboard roof sheathing shall
not exceed the values set forth in Table
3608.3.3.2
3608.3.3.3 Installation: Particleboard roof
sheathing shall be installed in accordance with
Tables 3606.2.3a and 3608.3.3.2 Where walls are
subject to wind pressures of 30 pounds per square
foot (1.44 kN/m ) or greater, particleboard roof
sheathing shall be attached to the gable end with
8d common nails spaced at no more than four
inches on center (102 mm), or equivalent
fasteners.
TABLE 3608.3.1
MINIMUM THICKNESS LUMBER ROOF
SHEATHING
RAFTER OR BEAM
SPACING (inches)
MINIMUM NET
THICKNESS (inches)
24
%
48*
60
1V4T&G
72^
For SI: 1 inch = 25.4 mm, 1 psi= 6.895 kPa.
1. Minimum 270 Fb, 340,000 E.
2. Minimum 420 Fb, 660,000 E.
3. Minimum 600 Fb, 1,150,000 E.
TABLE 3803.3.2
ALLOWABLE LOADS FOR
PARTICLEBOARD ROOF SHEATHING' 2 3
GRADE
THICKNESS
(inches)
MAXIMUM
ON-
CENTER
SPACING
LIVE
LOAD
(pounds per
square foot)
TOTAL
LOAD
(pounds per
square foot)
3/S4
16
45
65
V
16
105
105
2-M-W
V
24
30
40
v2
16
110
150
Vi
24
40
55
For SI: 1 inch = 25.4 mm, 1 psi = 6895 kPa.
1 Panels are continuous over two or more spans.
2. Uniform load deflection limitations: Vl80 of the span
under live load plus dead load and V240 of the span under
live load only.
3. The panels may be applied parallel or perpendicular
to the span of the rafters or joists and shall be continuous
over two or more spans. If the panels are applied
perpendicular to roof supports, the end joints of the
panels shall be offset so that four panel comers will not
meet. Cutouts for items such as plumbing and electrical
shall be oversized to avoid a forced fit A '/2-inch gap
must be provided between the panel and concrete
masonry walls. Leave a V,6-inch gap between panels and
nail no closer than % inch from panel edge.
4. Edges shall be tongue and groove or supported with
blocking or edge clips
780 CMR 3608.4 METAL
3608.4.1 General: Elements shall be straight and
free of any defects which would significantly affect
their structural performance.
560
CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF-CEILING CONSTRUCTION
3608. 4.2 Steel Elements: Steel structural elements
in roof-ceiling construction may be either hot-
rolled structural steel shapes or members cold
formed to shape from steel strip or plate or a
fabricated combination thereof. Steel structural
members in roof-ceiling construction shall be
designed in accordance with the AISC
"Specification for the Design", "Fabrication and
Erection of Structural Steel for Buildings" as listed
in Appendix , i.
3608.4.3 Aluminum Elements: Aluminum
structural elements in roof-ceiling systems shall, be
constructed of materials and designed in
accordance with AA SAS 30 as listed in
Appendix A.
780 CMR 3608.5 CEILING FINISHES
3608.5.1 Ceiling installation: Ceilings shall be
installed in accordance with the requirements for
interior wall finishes, as provided in 780 CMR
360Z2.
780 CMR 3608.6 ROOF VENTILATION
3608.6.1 Ventilation required: Enclosed attics and
enclosed rafter spaces formed where ceilings are
applied directly to the underside of roof rafters shall
have cross ventilation for each separate space by
ventilating openings protected against the entrance
of rain or snow. Ventilating openings shall be
provided with corrosion-resistant wire mesh, with
the least dimension being Ve inch (3.2 mm).
3608.6.2 Minimum area: The total net free
ventilating area shall not be less than one to 150 of
the area of the space ventilated except that the total
area is permitted to be reduced to one to 300,
provided at least 50% and not more than 80% of the
required ventilating area is provided by ventilators
located in the upper portion of the space to be
ventilated at least three feet (914 mm) above eave or
cornice vents with the balance of the required
ventilation provided by eave or cornice vents. As an
alternative, the net free cross-ventilation area may be
reduced to one to 300 when a vapor barrier having a
transmission rate not exceeding one perm (57.4
ng/s-nr-Pa) is installed on the warm side of the
ceiling.
3608.6.3 Vent clearance: Where eave or cornice
vents are installed, insulation shall not block the free
flow of air. A minimum of one-inch (25 mm) space
shall be provided between the insulation and the roof
sheathing at the location of the vent.
780 CMR 3608.7 ATTIC ACCESS
3608.7.1 Accessible attic access: A readily
accessible attic access framed opening not less than
22 inches by 30 inches (559 mm by 762 mm) shall
be provided to any attic area having a clear height of
over 30 inches (762 mm).
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
561
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3608.2.4aa
ALLOWABLE SPANS FOR CEILING JOISTS
20 Lbs. per Sq. Ft. Live Load
(Limited attic storage where development of future rooms is not possible)
(Veneer Plaster Ceiling)
DESIGN CRITERIA: Deflection — For 20 lbs. per sq. ft. live load. Limited to span in inches divided by 360.
Strength — Live load of 20 lbs. per sq. ft. plus dead load of 10 lbs. per sq. ft. determines fiber stress value shown.
HOW TO USE TABLES: Enter table with span of joists (upper figure in each square). Determine size and spacing
(first column
) based stress grade (1
ower figu
re in each
square)
ind modu
Ius of ela
sticity (to
p row) ot
lumber tc
) be used.
JOIST SIZE AND
SPACING
MODULUS OF ELASTICITY, "£,'
EM 1,000,000 PSi
(inches)
(inches)
0.4
0.5
0.6
0.7
0.8
0.9
1.0
1.1
1.2
1.3
2x4
12.0
5-5
430
5-10
500
6-2
560
6-6
630
6-10
680
7-1
740
7-4
790
7-7
850
7-10
900
8-0
950
16.0
4-11
470
5-4
550
5-8
620
5-11
690
6-2
750
6-5
810
6-0
870
6-11
930
7-1
990
7-3
1,040
24.0
4-4
540
4-8
630
4-11
710
5-2
790
5-5
860
5-8
930
5-10
1,000
6-0
1,070
6-2
1,130
6-4
1,190
2x6
120
8-6
430
9-2
500
99
560
10-3
630
10-9
680
11-2
740
11-7
790
11-11
850
12-3
900
12-7
950
16.0
7-9
470
8-4
550
8-10
620
9-4
690
99
750
10-2
810
10-6
870
10-10
930
11-2
990
11-5
1,040
24 0
6-9
540
7-3
630
7-9
710
8-2
790
8-6
860
8-10
930
9-2
1,000
9-6
1,070
9-9
1,130
10-0
1.190
2x8
120
11-3
430
12-1
500
12-10
560
13-6
630
14-2
680
14-8
740
15-3
790
15-9
850
16-2
900
16-7
950
16.0
10-2
470
11-0
550
11-8
620
12-3
690
12-10
750
13-4
810
13-10
870
14-3
930
14-8
990
15-1
1,040
24.0
8-11
540
9-7
630
10-2
710
10-9
790
11-3
860
11-8
930
12-1
1,000
12-6
1,070
12-10
1,130
13-2
1,190
2x10
12.0
14-4
430
15-5
500
16-5
560
17-3
630
18-0
680
18-9
740
19-5
790
20- 1
850
20-8
900
21 -2
950
16.0
13-0
470
14-0
550
14-11
620
15-8
690
16-5
750
17-0
810
17-8
870
18-3
930
18-9
990
19-3
1,040
24.0
11-4
540
12-3
630
13-0
710
13-8
790
14-4
860
14-11
930
15-5
1,000
15-11
1,070
16-5
1,130
16-10
1,190
(inches)
(inches)
1.4
1.5
1.6
1.7
1.8
1.9
2.0
2.2
2.4
2x4
12.0
8-3
990
8-5
1,040
8-7
1,090
8-9
1,130
8-11
1,170
9-1
1,220
9-3
1,260
9-7
1,340
9-10
1,420
16.0
7-6
1,090
7-8
1,140
7-10
1.200
8-0
1,240
8-1
1,290
8-3
1,340
8-5
1,390
8-8
1,480
8-11 I
1,570 i
24.0
6-6
1,250
6-8
1,310
6-10
1,370
7-0
1,420
7-1
1,480
7-3
1,530
7-4
1,590
7-7
I 690
7-10
1,790
2x6
12.0
12-11
990
13-3
1,040
13-6
1,090
13-9
1,130
14-1
1,170
14-4
1,220
14-7
1,260
15 0
1 340
15-6
1,420
16.0
11-9
1,090
12-0
1,140
12-3
1,200
12-6
1,240
12-9
1,290
13-0
1,340
13-3
1,390
13-8
1,480
14-1
1,570
24.0
10-3
1,250
10-6
1,310
10-9
1,370
10-11
1,420
11-2
1,480
11-4
1,530
11-7
1,590
11.11
1,690
12-3
1,790
2x8
12.0
17-0
990
17-5
1,040
17-10
1,090
18-2
1,130
18-6
1,170
18-10
1,220
19-2
1,260
19-10
1,340
20-5
1,420
16.0
15-6
1,090
15-10
1,140
16-2
1,200
16-6
1,240
16-10
1,290
17-2
1,340
17-5
1,390
18-0
1,480
18-6
1,570
24.0
13-6
1,250
13-10
1,310
14-2
1,370
14-5
1,420
14-8
1,480
15-0
1,530
15-3
1,590
15-9
1,690
16-2
1,790
2x 10
12.0
21-9
990
22-3
1,040
22-9
1,090
23-2
1,130
23-8
1,170
24-1
1,220
24-6
1,260
25-3
1,340
26-0
1,420
16.0
19-9
1,090
20-2
1,140
20-8
1,200
21-1
1,240
21-6
1.290
21-10
1,340
22-3
1,390
22-11
1,480
23-8
1,570
24.0
17-3
1,250
17-8
1,310
18-0
1,370
18-5
1,420
18-9
1,480
19-1
1,530
19-5
1,590
20-1
1,690
20-8
1,790
For SI: I inch = 25.4 mm
NOTE: The extreme fiber
1 pound per square
stress in bending. "
inch = 6.895 kPa.l
Fb. " in pounds per
I pound per square foot = 0
square inch is shown below
0479 kN/m2.
each span.
562
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF-CEILING CONSTRUCTION
TABLE 3608.2.4bb
ALLOWABLE SPANS FOR CEILING JOISTS
20 Lbs. per Sq. Ft. Live Load
(Limited attic storage where development of future rooms is not possible)
(Gypsum Ceiling)
DESIGN CRITERIA: Deflection — For 20 lbs. per sq. ft. live load. Limited to span in inches divided by 240.
Strength — Live load of 20 lbs per sq. ft. plus dead load of 10 lbs. per sq. ft. determines fiber stress value.
HOW TO USE TABLES: Enter table with span of joists (upper figure in each square). Determine size and
(first column) based stress grade (lower figure in each square) and modulus of elasticity (top row) of lumber to
spacing
be used.
JOIST SIZE AND
SPACING
MODULUS OF ELASTICITY, ••£," IN 1,000,000 PSI
(inches)
(inches)
0.4
0.5
0.6
0.7
0.8
OS
1.0
1.1
1.2
1 J
2x4
12.0
6-2
560
6-8
660
7-1
740
7-6
820
7-10
900
8-1
970
8-5
1,040
8-8
1,110
8-11
1,170
9-2
1,240
16.0
5-8
620
6-1
720
6-5
810
6-9
900
7-1
990
7-5
1,070
7-8
1,140
7-11
1,220
8-1
1,290
8-4
1,360
240
4-11
710
5-4
830
5-8
930
5-11
1,030
6-2
1,130
6-5
1,220
6-8
1,310
6-11
1.400
7-1
1,480
7-3
1.560
2x6
12.0
9-9
560
10-6
660
11-2
740
i 1-9
820
12-3
900
12-9
970
13-3
1,040
13-8
1.110
14-1
1,170
14-5
1.240
16.0
8-10
620
9-6
720
10-2
810
10-8
900
11-2
990
11-7
1,070
12-0
1,140
12-5
1,220
12-9
1,290
13-1
1.360
24.0
7-9
710
8-4
830
8-10
930
9-4
i,030
9-9
1,130
10-2
1,220
10-6
1,310
10-10
1,400
11-2
i ,480
11 -5
1.560
2x8
12.0
12-10
560
13-10
660
14-8
740
15-6
820
16-2
900
16-10
970
17-5
1,040
18-0
1,110
18-6
1,170
19-0
1,240
16.0
11 -8
620
12-7
720
13-4
810
14-1
900
14-8
990
15-3
1,070
15-10
1.140
164
1,220
16-10
1,290
17-3
1,360
24.0
10-2
710
11-0
830
11-8
930
12-3
1,030
12-10
1,130
13-4
1,220
13-10
1,310
14-3
1,400
14-8
1,480
15-1
1,560
2x10
12.0
16-5
560
17-8
660
18-9
740
19-9
820
20-S
900
21 -6
970
22-3
1,040
22-11
1,110
23-8
1,170
24-3
i,240
16.0
14-11
620
16-0
720
17-0
810
17-11
900
18-9
990
19-6
1,070
20-2
1,140
20-10
1,220
21-6
1,290
22-1
1,360
24.0
13-0
710
14-0
830
14-11
930
15-8
1,030
16-5
1,130
17-0
1,220
17-8
1,310
18-3
1,400
189
1,480
19-3
1,560
{inches)
(inches)
1.4
1.5
L6
1.7
1.8
1.9
2.0
2.2
2.4
2x4
12.0
9-5
1,300
9-8
1,360
9-10
1,420
10-0
1,480
10-3
1,540
10-5
1,600
10-7
1.650
10-11
1.760
11-3
1.860
16.0
8-7
1,430
8-9
1,500
8-11
1,570
9-1
1,630
9-4
1,690
9-6
1,760
9-8
1.820
9- 11
1,940
10-3
2.050
24.0
7-6
1,640
7-8
1,720
7-10
1,790
8-0
1,870
8-1
1,940
8-3
2,010
8-5
2,080
8-8
2,220
8-11
2,350
2x6
12.0
14-9
1,300
15-2
1,360
15-6
1,420
15-9
1,480
16-1
1,540
16-4
1,600
16-8
1,650
17-2
1,760
17-8
1,860
16.0
13-5
1,430
13-9
1,500
14-1
1,570
14-4
1,630
14-7
1,690
14-11
1,760
15-2
1,820
15-7
1,940
16-1
2,050
24.0
11-9
1,640
12-0
1,720
12-3
1,790
12-6
1,870
12-9
1,940
13-0
2,010
13-3
2,080
13-8
2,220
14-1
2,350
2x8
12.0
19-6
1,300
19-11
1,360
20-5
1,420
20-10
1,480
21-2
1,540
21-7
1,600
21-11
1,650
22-8
1,760
23-4
1,860
16.0
17-9
1,430
18-2
1,500
18-6
1,570
18-11
1,630
19-3
1,690
19-7
1,760
19-11
1,820
20-7
1,940
21-2
2,050
24.0
15-6
1,640
15-10
1,720
16-2
1,790
16-6
1,870
16-10
1,940
17-2
2,010
17-5
2,080
18-0
2,220
18-6
2,350
2x10
12.0
24-10
1,300
25-5
1,360
26-0
1,420
26-6
1,480
27-1
1,540
27-6
1,600
28-0
1,650
28-11
1,760
29-9
1,860
16.0
22-7
1,430
23-2
1,500
23-8
1,570
24-1
1,630
24-7
1,690
25-0
1,760
25-5
1,820
26-3
1,940
27- 1
2,050
24.0
19-9
1,640
20-2
1,720
20-8
1,790
21-1
1,870
21-6
1,940
21-10
2,010
22-3
2,080
22-11
2,220
23-8
2,350
For SI: I inch = 25.4 mm, I pound per square
NOTE: The extreme fiber stress in bending,
inch = 6.895 kPa, I pound
'Fb, "in pounds per square
per square foot = 0.0479 kN/m2
inch is shown below each span.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
563
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3608.2.4cc
ALLOWABLE SPANS FOR CEILING JOISTS
10 Lbs. per Sq. Ft. Live Load
(No attic storage and roof slope not steeper than 3 in 1 2)
(Veneer Plaster Ceiling)
DESIGN CRITERIA: Deflection-For 10 lbs. per sq. Ft. live load. Limited to span in inches divided by 360.
Strength-Live load of 10 lbs. per sq. Ft. plus dead load of 5 lbs per sq ft. determines fiber stress value
HOW TO USE TABLES: Enter table with span of joists (upper figure in each square) Determine size and
spacing (first column) based stress grade (lower figure in each square) and modulus of elasticity (top row)
of lumber to be used.
JOIST SIZE AND
SPACING
MODULUS OF ELASTICITY, "E"
IN 1,000,000 PSI
(inches)
(inches)
0.4
0.5
0.6
0.7
0.8
03
1.0
1.1
1.2
L3
2x4
120
6-10
340
7-4
400
7-10
450
8-3
500
8-7
540
8-11
590
9-3
630
9-7
670
9-10
710
10-1
750
16.0
6-2
380
6-8
440
7-1
490
7-6
550
7-10
600
8-1
650
690
740
780
830
24.0
5-5
430
5-10
500
6-2
560
6-6
630
6-10
680
7-1
740
7-4
790
7-7
850
7-10
900
8-0
950
2x6
12.0
10-9
340
11-7
400
12-3
450
12-11
500
13-6
540
14-1
590
14-7
630
15-0
670
15-6
710
15-11
750
16.0
9-9
380
10-6
440
11-2
490
11-9
550
12-3
600
12-9
650
13-3
690
13-8
740
14.1
780
14-5
830
24.0
8-6
430
9-2
500
9-9
560
10-3
630
10-9
680
11-2
740
11-7
790
11-11
850
12-3
900
12-7
950
2x8
12.0
14-2
340
15-3
400
16-2
450
17-0
500
17-10
540
18-6
590
19-2
630
19-10
670
20-5
710
20-11
750
16.0
12-10
380
13-10
440
14-8
490
15-6
550
16-2
600
16-10
650
17-5
690
i8-0
740
18-6
780
19-0
830
24.0
11-3
430
12-1
500
12-10
560
13-6
630
14-2
680
14-8
740
15-3
790
15-9
850
16-2
900
16-7
950
2x10
12.0
18-0
340
19-5
400
20-8
450
21-9
500
22-9
540
23-8
590
24-6
630
25-3
670
26-0
710
26-9
750
16.0
16-5
380
17-8
440
18-9
490
19-9
550
20-8
600
21 -6
650
22-3
690
22- 11
740
23-8
780
24-3
830
24.0
14-4
430
15-5
500
16-5
560
17-3
630
18-0
680
18-9
740
19-5
790
20-1
850
20-8
900
21-2
950
(inches)
(inches)
1.4
1.5
1.6
1.7
1.8
1.9
2.0
Z2
2.4
2x4
12.0
10-4
790
10-7
830
10-10
860
900
1 1-3
930
11-6
970
11-8
1,000
12-1
i.070
12-5
1,130
16.0
9-5
870
9-8
910
9-10
950
10-0
990
10-3
1,030
10-5
1,060
10-7
1,100
10 li
1,170
11-3
1,240
24.0
8-3
990
8-5
1,040
8-7
1,090
8-9
1,130
8-11
i.170
9-1
1,220
9-3
1,260
9-7
1.340
9-10
1,420
2x6
12.0
16-3
790
16-8
830
17-0
860
17-4
900
17-8
930
18-0
970
18-4
1,000
18-11
1,070
19-6
1.130
16.0
14-9
870
15-2
910
15-6
950
15-9
990
i6-l
1,030
16-4
1,060
16-8
1,100
17-2
1.170
17-8
1,240
24.0
12-11
990
13-3
1,040
13-6
1,090
13-9
1.130
14-1
1,170
14-4
1,220
14-7
1.260
15-0
1,340
15-6
1,420
2x8
12.0
21 -5
790
21-11
830
22-5
860
22- 11
900
23-4
930
23-9
970
24-2
1.000
24- 1 1
1,070
25-8
1,130
16.0
19-6
870
19-11
910
20-5
950
20-10
990
21-2
1,030
21-7
1,060
21-11
1,100
22-8
1.170
23-4
1,240
24.0
17-0
990
17-5
1,040
17-10
1,090
18-2
1.130
18-6
1,170
18-10
1,220
19-2
1,260
19-10
1,340
20-5
1.420
2x10
12.0
27-5
790
28-0
830
28-7
860
29-2
900
29-9
930
30-4
970
30- 10
1,000
31 - 10
1,070
32-9
1,130
16.0
24-10
870
25-5
910
26-0
950
26-6
990
27-1
1,030
27-6
1,060
28-0
1,100
28-11
1,170
29-9
1,240
24.0
21 -9
990
22-3
1,040
22-9
1,090
23-2
1,130
23-8
1,170
24- i
1,220
24-6
1,260
25-3
1,340
26-0
1,420
For SI: 1 inch = 25.4 mm
NOTE: The extreme fiber
1 pound
stress in
per square inch =
bending, "Fb. " in
6.895 kPa.
pounds per
1 pound per square foot = 0
square inch is shown below
0479 kN/m2.
each span.
564
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF-CEILING CONSTRUCTION
TABLE 3608.2.4dd
ALLOWABLE SPANS FOR CEILING JOISTS
10 Lbs per Sq. Ft Live Load
(No attic storage and roof slope not steeper than 3 in 12)
(Gypsum Ceiling)
DESIGN CRITERIA: Deflection — For 10 lbs. per sq. ft live load. Limited to span in inches divided by 240
Strength — Live load of 10 lbs. per sq. Ft. plus dead load of 5 lbs. per sq. ft. determines fiber stress value.
HOW TO USE TABLES: Enter table with span of joists (upper figure in each square) Determine size and
(first column) based stress grade (lower figure in each square) and modulus of elasticity (top row) of lumber to
spacing
be used.
JOIST SIZE AND
SPACING
MODULUS OF ELASTICITY, "E," IN 1,000,000 PSI
(inches)
(inches)
0.4
0.5
0.6
0.7
0.8
0.9
1.0
1.1
1.2
L3
2x4
12.0
7-10
450
8-5
520
8-11
590
9-5
650
9-10
710
10-3
770
10-7
830
10-11
880
11-3
930
11-7
980
16.0
7-1
490
7-8
570
8-1
650
8-7
720
8-11
780
9-4
850
9-8
910
9-11
970
10-3
1,030
10-6
1,080
24.0
6-2
560
6-8
660
7-1
740
7-6
820
7-10
900
8-1
970
8-5
1,040
8-8
1,110
8-11
1,170
9-2
1,240
2x6
12.0
12-3
450
13-3
520
14-1
590
14-9
650
15-6
710
16-1
770
16-8
830
17-2
880
17-8
930
18-2
980
16.0
11-2
490
12-0
570
12-9
650
13-5
720
14-1
780
14-7
850
15-2
910
15-7
970
16-i
1,030
16-6
1,080
24.0
9-9
560
10-6
660
11-2
740
11-9
820
12-3
900
12-9
970
13-3
1,040
13-8
1,110
14-1
1,170
14-5
1,240
2x8
12.0
16-2
450
17-5
520
18-6
590
19-6
650
20-5
710
21-2
770
21-11
830
22-8
880
23-4
930
24-0
980
16.0
14-8
490
15-10
570
16-10
650
17-9
720
18-6
780
19-3
850
19-11
910
20-7
970
21-2
1,030
21-9
1,080
24.0
12-10
560
13-10
660
14-8
740
15-6
820
16-2
900
16-10
970
17-5
1,040
18-0
1,110
18-6
1,170
19-0
1,240
2x10
12.0
20-8
450
22-3
520
23-8
590
24-10
650
26-0
710
27-1
770
28-0
830
28- 11
880
29-9
930
30-7
980
16.0
18-9
490
20-2
570
21 -6
650
22-7
720
23-8
780
24-7
850
25-5
910
26-3
970
27- i
1,030
27-9
1,080
24.0
16-5
560
17-8
660
18-9
740
19-9
820
20-8
900
21-6
970
22-3
1,040
22-11
1,110
23-8
1,170
24-3
1,240
(inches)
(inches)
1.4
IS
1.6
1.7
1.8
1.9
2.0
2.2
2.4
2x4
12.0
11-10
1,030
12-2
1.080
12-5
1.130
12-8
1,180
12-11
1,220
13-2
1,270
13-4
1,310
13-9
1,400
14-2
1,480
16.0
10-9
1,140
11-0
1,190
11 -3
1,240
11 -6
1,290
11-9
1,340
11-11
1,390
12-2
1,440
12-6
1,540
12- 11
1,630
24,0
9-5
1,300
9-8
1,360
9-10
1,420
10-0
1,480
10-3
1,540
10-5
1,600
10-7
1,650
10-11
1,760
11-3
1,860
2x6
12.0
18-8
1,030
19-1
1,080
19-6
1,130
19-11
1,180
20-3
1,220
20-8
1,270
21-0
1,310
21-8
1,400
22-4
1,480
16.0
16-11
1,140
17-4
1,190
17-8
1,240
18-1
1,290
18-5
1,340
18-9
1,390
19-1
1,440
19-8
1,540
20-3
1,630
240
14-9
1,300
15-2
1,360
15-6
1,420
15-9
1,480
16-1
1,540
16-4
1,600
16-8
1,650
17-2
1,760
17-8
i,860
2x8
12.0
24-7
1,030
25-2
1,080
25-8
1,130
26-2
1,180
26-9
1,220
27-2
1,270
27-8
1,310
28-7
1,400
29-5
1,480
16.0
22-4
1,140
22-10
1,190
23-4
1,240
23-10
1,290
24-3
1,340
24-8
1,390
25-2
1,440
25-11
1,540
26-9
1,630
24.0
19-6
1,300
19-11
1,360
20-5
1,420
20-10
1,480
21-2
1,540
21-7
1,600
21-11
1,650
22-8
1,760
23-4
1,860
2x10
12.0
31-4
1,030
32-1
1,080
32-9
1,130
33-5
1,180
34-1
1,220
34-8
1,270
35-4
1,310
36-5
"1,400
37-6
1,480
160
28-6
1,140
29-2
1,190
29-9
1,240
30-5
1,290
31 -0
1,340
31 -6
1,390
32-1
1,440
33- 1
1,540
34- 1
1,630
24.0
24-10
1,300
25-5
1,360
26-0
1,420
26-6
1,480
27-1
1,540
27-6
1,600
28-0
1,650
28-11
1,760
29-9
1,860
For SI: 1 inch = 25.4 mm,
NOTE: The extreme fiber
1 pound
stress in
per square inch =
bending, "Fb, "in
6.895 kPa,
pounds per
1 pound per square foot = 0.
square inch is shown below
0479 kN/m2.
each span.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
565
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3608.2.4a
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
25 Lbs. per Sq. Ft. Live Load
For Use in Snow Load Zone 1
DESIGN CRITERIA: Strength 25 lbs. per sq. ft. live load plus 1 0 lbs. peT sq .ft. dead load determines fiber stress.
Deflection — For 25 lbs. per sq. ft. live load. Limited to span in inches divided by 180.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (first column)
based on stress grade (top row) and modulus of e
.asticitv (1
jwerfigur
i in each square) of i
umber to 1
e u.sed
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING. "Ft
" (psi)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
2x6
12.0
6-7
.12
7-7
18
8-6
.25
9-4
.33
10-0
41
10-9
.50
11-5
.60
12-0
.70
12-7
.81
13-2
.92
16.0
5-8
.10
6-7
.15
7-4
.21
8-1
.28
8-8
.36
9-4
.43
9-10
.52
10-5
.61
10-1!
.70
il-5
.80
24.0
4-8
.08
5-4
.13
6-0
.18
6-7
.23
7-1
.29
7-7
.35
8-1
.42
8-6
.50
8-11
.57
9-4
.65
2x8
12.0
8-8
.12
10-0
.18
11-2
.25
12-3
.33
13-3
.41
14-2
.50
15-0
.60
15-10
.70
16-7
.81
17-4
.92
16.0
7-6
.10
8-8
.15
9-8
.21
10-7
.28
11-6
.36
12-3
.43
13-0
.52
13-8
61
"|4-4
.70
15-0
.80
24.0
6-2
.08
7-1
13
7-11
.18
8-8
9-4
.29
10-0
.35
10-7
42
11-2
.50
11-9
.57
12-3
.65
2x10
12.0
11-1
.12
12-9
.18
14-3
.25
15.8
.33
16-11
.41
18-1
.50
19-2
.60
20-2
.70
21-2
.81
.92
16.0
9-7
.10
11-1
15
12-4
.21
13-6
.28
14-8
.36
15-8
.43
16-7
.52
17-6
.6!
18-4
.70
19-2
.80
24.0
7-10
.08
9-0
.13
10-1
.18
11-1
11-11
.29
12-9
35
13-6
.42
14-3
.50
15-0
57
15-8
.65
2x12
12.0
13-6
0.12
15-6
0.18
17-4
0.25
19-0
0.33
20-7
0.41
22-0
0.50
23-4
0.60
24-7
0 70
25-9
0.81
26-11
0.92
16.0
11-8
0.10
13-5
0.15
15-0
0.21
16-6
0.28
17-9
0.36
19-0
0.43
20-2
0.52
21-3
0.61
22-3
0.70
0.92
24.0
9-6
0.08
11-0
0.13
12-3
0.18
13-5
0.23
14-6
0.29
15-6
0.35
16-6
0.42
17-4
0.50
18-3
0.57
19-0
0.65
(inches)
(inches)
1300
1400
1500
1600
1700
1800
1900
2000
2100
2200
2x6
12.0
13-8
1.04
14-2
1.16
14-8
1.29
15-2
1.42
15-8
1.55
16-1
1.69
16-7
1.84
17-0
1.98
17-5
2.13
17-10
2.29
16.0
11-10
.90
12-4
1.01
12-9
1.12
13-2
1.23
13-7
1.35
13-11
1.47
14-4
1.59
14-8
1.72
15-1
1.85
15-5
1.98
24.0
9-8
.74
10-0
.82
10-5
.91
10-9
1.00
U-i
1.10
11-5
1.20
11-8
1.30
12-0
1.40
12-4
: 5!
12-7
1.62
2x8
12.0
18-0
1.04
18-9
1.16
19-5
1.29
20-0
1.42
20-8
1.55
21-3
1.69
21-10
1.84
22-4
1.98
22-11
2.13
23-6
2.29
16.0
15-7
.90
16-3
1.01
16-9
1.12
17-4
1.23
17-10
1.35
18-5
1.47
18-1!
1.59
19-5
1.72
19-10
1.85
20-4
1.98
24.0
12-9
.74
13-3
.82
13-8
.9"!
14-2
1.00
14-7
1.10
15-0
1.20
15-5
1.30
15-10
1.40
16-3
1 .51
16-7
1.62
2x 10
12.0
23-0
1.04
23-11
1.16
24-9
1.29
25-6
1.42
26-4
1.55
27-1
1.69
27-10
1.84
28-7
1.98
28-3
2.13
30-0
2.29
16.0
19-11
.90
20-8
1.01
21-5
1.12
22-1
1.23
22-10
1.35
23-5
1.47
24-1
1.59
24-9
1.72
25-4
1.85
25-11
1.98
24.0
16-3
.74
16-11
.82
17-6
.91
18-1
1.00
18-7
1.10
19-2
1.20
19-8
1.30
20-2
1 40
20-8
1.51
21-2
1.62
2x 12
12.0
28-0
1.04
29-1
1.16
30-1
1.29
31-1
1.42
32-0
1.56
33-0
1.70
33-10
1.84
34-9
1.98
35-8
2.13
36-5
2.29
16.0
24-3
0.90
25.2
1.01
26-0
1.12
26-10
1.23
27-9
1.35
28-6
1.47
29-2
1.59
30-0
1.72
30-9
1.85
31-6
1.98
24 0
19-10
0.74
20-7
0.82
21-3
0.91
22-0
1.01
22-8
1.10
23-4
1.20
23-11
1.30
24-7
1.4!
25-2
1.51
25-9
1.62
For SI: 1 inch = 25,4 mm, 1 pound per
NOTE: The modulus of elasticity, "E,1
square mch = 6.895 kPa. 1 pound per square foot = 0.0479 kN/m2.
in 1 ,000,000 pounds per square inch is shown below each span.
566
780 CMR - Sixth Edition corrected - 9/ 19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF-CEILING CONSTRUCTION
TABLE 3608.2.4b
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
25 Lbs. per Sq. Ft Live Load (Supporting Gypsum Wallboard Ceiling)
For Use in Snow Load Zone 1
DESIGN CRITERIA: Strength — 25 lbs. per sq.ft. live load plus 10 lbs. per sq. ft. dead load determines fiber stress.
Deflection — For 25 lbs. per sq. ft. live load. Limited to span in inches divided by 240
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (first column)
based on stress grade (top row) and modulus of elasticity (lower figure in each square) of lumber to be used.
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING, "Ft
." (psi)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
2x6
12.0
6-7
.15
7-7
.24
8-6
.33
9-4
.43
10-0
.55
10-9
.67
11-5
.80
12-0
.94
12-7
1.03
13-2
1.23
16.0
5-8
.13
6-7
.20
7-4
.29
8-1
38
8-8
.47
9-4
58
9-10
.69
10-5
.81
10-11
93
11-5
1.06
24.0
4-8
.11
5-4
.17
6-0
.23
6-7
.31
7-1
.39
7-7
.47
8-1
.56
8-6
.66
8-11
.76
9-4
.87
2x8
12.0
8-8
.15
10-0
.24
11-2
.33
12-3
.43
13-3
.55
14-2
.67
15-0
.80
15-10
.94
16-7
1.08
17-4
1 23
16.0
7-6
.13
8-8
.20
9-8
.29
i0-7
.38
11-6
.47
12-3
.58
13-0
.69
13-8
.81
14-4
.93
15-0
1.06
24.0
6-2
.11
7-1
.17
7-11
.23
8-8
.31
9-4
.39
10-0
.47
10-7
.56
11-2
.66
11-9
76
12-3
.87
2x 10
12.0
11-1
.15
12-9
.24
14-3
.33
15-8
.43
16-11
.55
18-1
.67
19-2
.80
20-2
.94
21-2
1.08
22-1
1.23
16.0
9-7
.13
11-1
.20
12-4
.29
13-6
.38
14-8
47
15-8
.58
16-7
69
17-6
.81
18-4
.93
19-2
1.06
24.0
7-10
.11
9-0
.17
10-1
.23
11-1
.31
11-11
39
12-9
.47
13-6
.56
14-3
.66
15-0
.76
15-8
.87
2x 12
12.0
13-5
.15
15-6
.24
17-4
.33
19-0
.43
20-6
.55
21-11
.67
.80
24-7
.94
25-9
1.08
26-11
1.23
16.0
11-8
13
13-5
20
15-0
.29
16-6
.38
17-9
47
19-0
.58
20-2
69
21-3
.81
22-4
.93
1.06
24.0
9-6
.11
11-0
.17
12-3
23
13-5
.31
14-6
.39
15-6
.47
16-6
.56
17-4
.66
18-2
.76
19-0
.87
(inches)
(inches)
1300
1400
1500
1600
1700
1800
1900
2000
2100
2200
2x6
12.0
13-8
1.39
14-2
1.55
14-8
1.72
15-2
1.89
15-8
2.07
16-1
2.26
16-7
2.45
17-0
2.65
17-5
2.85
17-10
3.06
16.0
11-10
1.20
12-4
1.34
12-9
1.49
13-2
1.64
13-7
1.80
13-11
1.96
14-4
2.12
14-8
2.29
15-1
2.46
15-5
2.64
24.0
9-8
.98
10-0
1.10
lo-5
1.21
10-9
1.34
11-1
1.47
11-5
1.60
11-8
1.73
12-0
1.87
12-4
2.01
12-7
2.16
2x8
12.0
18-0
1.39
18-9
1.55
19-5
1.72
20-0
1.89
20-8
2.07
21-3
2.26
21-10
2.45
22-5
2.65
22-11
2.85
23-6
3.06
16.0
15-7
1.20
16-3
1.34
16-9
1.49
17-4
1.64
17-10
1.80
18-5
1.96
18-11
2.12
19-5
2.29
19-10
2.46
20-4
2.64
24.0
12-9
.98
13-3
1.10
13-8
1.21
14-2
1.34
14-7
1.47
15-0
1.60
15-5
1.73
15-10
1.87
16-3
2.01
16-7
2.16
2x 10
12.0
23-0
1.39
23-11
1.55
24-9
1.72
25-6
1.89
26-4
2.07
27-2
2.26
27-10
2.45
28-7
2.65
29-3
2.85
29-11
3.06
16.0
19-11
1.20
20-8
1.34
21-5
1.49
22-1
1.64
22-10
1.80
23-5
1.96
24-1
2.12
24-9
2.29
25-4
2.46
25-11
2.64
24.0
16-3
.98
16-11
1.10
17-6
1.21
18-1
1.34
18-7
1.47
19-2
1.60
19-8
1.73
20-2
1.87
20-8
2.01
21-2
2.16
2x 12
12.0
28-0
1.39
29-1
1.55
30-1
1.72
31-1
1.89
32-0
2.07
32-11
2.26
33-9
2.45
34-9
2.65
35-7
2.85
36-6
3.06
16.0
24-3
1.20
25-2
1.34
26-0
1.49
26-10
1.64
27-9
1.80
28-6
1.96
29-4
2.12
30-1
2.29
30-9
2.46
31-6
2.64
24.0
19-10
.98
20-6
1.10
21-3
1.21
21-11
1.34
22-8
1.47
23-3
1.60
23-11
1.73
24-7
1.87
25-2
2.01
25-9
2.16
For SI: 1 inch = 25.4 mm, 1 pound per
NOTE: The modulus of elasticity. "E."
square inch = 6.895
in 1 .000.000 pound*
kPa, 1 pound per square foot = 0 0479
per square inch is shown below each s
kN/m2.
pan.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3608.2.4c
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
25 Lbs. per Sq. Ft Live Load (Supporting Veneer Plaster Ceiling)
For Use in Snow Load Zone 1
DESIGN CRITERIA: Strength-25 lbs. per sq.ft. live load plus 10 lbs. per sq. ft. dead load determines fiber stress.
Deflection — For 25 lbs. per sq. ft. live load. Limited to span in inches divided by 360.
RAFTERS: Spar.s are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in eaui square) Determine size and spacing (first column)
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING, "Fb,'
(psi)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
2x6
12.0
6-7
.23
7-7
.35
8-6
.50
9-4
.65
10-0
.82
10-9
1.00
11-5
1.20
12-0
1.40
12-7
1.62
13-2
1.84
16.0
5-8
.20
6-7
.31
7-4
.43
8-1
.56
8-8
.71
9-4
.87
9-10
1.04
10-5
1.21
10-11
1.40
11-5
1.60
24.0
4-8
.16
5-4
.25
6-0
.35
6-7
.46
7-1
.58
7-7
.71
8-1
.85
8-6
.99
8-11
1.14
9-4
1.30
2x8
12.0
8-8
.23
10-0
.35
11-2
.50
12-3
.65
13-3
.82
14-2
1.00
15-0
1.20
15-10
1.40
16-7
1.62
17-4
1.84
16.0
7-6
.20
8-8
.31
9-8
.43
10-7
.56
11-6
.71
12-3
.87
13-0
1.04
13-8
1.21
14-4
1.40
15-0
1.60
24.0
6-2
.16
7-1
.25
7-11
.35
8-8
.46
9-4
.58
10-0
.71
10-7
.85
11-2
99
11-9
1.14
12-3
1.30
2x 10
12.0
11-1
.23
12-9
.35
14-3
.50
15.8
.65
16-11
.82
18-1
1.00
19-2
1.20
20-2
1.40
21-2
1.62
22-1
1.84
16.0
9-7
.20
11-1
.31
12-4
.43
13-6
.56
14-8
.71
15-8
.87
16-7
1.04
17-6
1.21
18-4
1.40
19-2
1.60
24.0
7-10
.16
9-0
.25
10-1
.35
11-1
.46
11-11
.58
12-9
.71
13-6
.85
14-3
.99
15-0
1.14
15-8
1.30
2x12
12.0
13-5
.23
15-6
.35
17-4
.50
19-0
.65
20-6
.82
21-11
1.00
23-3
1.20
24-7
1.40
25-9
1.62
26-11
1.84
16.0
11-8
.20
13-5
.31
15-0
.43
16-6
.56
17-9
.71
19-0
.87
20-2
1.04
21-3
1.21
22-4
1.40
23-3
1.60
24.0
9-6
.16
11-0
.25
12-3
.35
13-5
.46
14-6
.58
15-6
.71
16-6
.85
17-4
.99
18-2
1.14
19-0
1.30
(inches)
(inches)
1300
1400
1500
1600
1700
1800
1900
2000
2100
2200
2x6
12.0
13-8
2.08
14-2
2.32
14-8
2.58
15-2
2.84
15-8
3.11
16-1
3.39
16-6
3.68
17-0
3.97
17-5
4.28
17-10
4.58
16.0
11-10
1.80
12-4
2.01
12-9
2.23
13-2
2.46
13-7
2.69
13-11
2.93
14-4
3.18
14-8
3.44
15-1
3.70
15-5
3.96
24.0
9-8
1.47
10-0
1.64
10-5
1.82
10-9
2.01
11-1
2.20
11-5
2.40
11-8
2.60
12-0
2.81
12-4
3.02
12-7
3.24
2x8
12.0
18-0
2.08
18-9
2.32
19-5
2.58
20-0
2.84
20-8
3.11
21-3
3.39
21-10
3.68
22-5
3.97
22-11
4.28
23-6
4.59
16.0
15-7
1.80
16-3
2.01
16-9
2.23
17-4
2.46
17-10
2.69
18-4
2.93
18-10
3.18
19-4
3.44
19-10
3.70
20-4
3.97
24.0
12-9
1.47
13-3
1.64
13-8
1.82
14-2
2.01
14-7
2.20
15-0
2.40
15-5
2.60
15-10
2.81
16-3
3.02
16-7
3.24
2x 10
12.0
23-0
2.08
23-11
2.32
24-9
2.58
25-7
2.84
26-4
3.11
27-2
3.39
27-10
3.68
28-7
4.28
29-3
4.59
29-11
4.90
16.0
19-11
1.80
20-8
2.01
21-5
2.23
22-1
2.46
22-9
2.69
23-5
2.93
24-1
3.18
24-9
3.44
25-4
3.70
25-11
3.97
24.0
16-3
1.47
16-11
1.64
17-6
1.82
18-1
2.01
18-7
2.10
19-2
2.40
19-8
2.60
20-2
2.81
20-8
3.02
21-2
3.24
2x 12
12.0
28-0
2.08
29-1
2.33
30-2
2.58
31-1
2.84
32-0
3.11
32-11
3.39
33-11
3.68
34-9
3.97
35-7
4.28
36-5
4.59
16.0
24-3
1.80
25-2
2.01
26-0
2.23
26-11
2.46
27-9
2.69
28-6
2.93
29-4
3.18
30-1
3.44
30-10
3.70
31-6
3.97
24.0
19-10
1.47
20-6
1.64
21-3
1.82
21-11
2.01
22-8
2.20
23-3
2.40
23-11
2.60
24-7
2.81
25-2
3.02
25-9
3.24
For SI: 1 inch = 25,4
NOTE: The modulus
mm, 1 pound
of elasticity, '
per square inch =
E," in 1 .000,000
■■ 6.895 kPa,
pounds per
1 pound per square foot = 0.0479 kN/m2.
square inch is shown below each span.
568
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF-CEILING CONSTRUCTION
TABLE 3608.2.4d
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
25 Lbs. per Sq. Ft Live Load
For Use in Snow Load Zone 1
DESIGN CRITERIA: Strength — 25 lbs. per sq. ft.live load plus 15 lbs. per sq.ft. dead load determines fiber stress.
Deflection — For 25 lbs. per sq. ft. live load. Limited to span in inches divided by 180.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (first column)
based on stress grade (top row) and modulus of elasticity (lower figure in each square) of lumber to be used.
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING, "Ft
." (psi)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
2x6
12.0
6-2
0.09
7-1
0.15
7-11
0.20
8-8
0.27
9-5
0.34
10-0
0.41
10-8
0.49
11-3
0.57
11-9
0.66
12-4
0.75
16.0
5-4
.08
6-2
.13
6-10
.18
7-6
.23
8-2
.29
8-8
.36
9-3
.42
9-9
.50
10-2
57
10-8
.65
24.0
4-4
07
5-0
10
5-7
.14
6-2
.19
6-8
.24
7-1
.29
7-6
.35
7-11
.41
8-4
.47
8-8
.53
2x8
12.0
8-1
.09
9-4
.15
10-6
.20
11-6
27
12-5
.34
13-3
.41
14-0
.49
14-10
.57
15-6
.66
16-3
.75
16.0
7-0
.08
8-1
.13
9-1
.18
9-11
.23
10-9
.29
11-6
.36
12-2
.42
12-10
.50
13-5
.57
14-0
.65
24.0
5-9
.07
6-7
.10
7-5
.14
8-1
.19
8-9
.24
9-4
.29
9-11
.35
10-6
.41
11-0
.47
11-6
.53
2\ 10
12.0
10-4
.09
11-11
.15
13-4
.20
14-8
.27
15-10
.34
16-11
.41
17-11
.49
18-11
.57
19-10
.66
20-8
.75
160
8-11
.08
10-4
.13
11-7
.18
12-8
23
13-8
.29
14-8
.36
15-6
.42
16-4
.50
17-2
.57
17-11
.65
24.0
7-4
.07
8-5
.10
9-5
.14
10-4
19
11-2
.24
11-11
.29
12-8
.35
13-4
.41
14-0
.47
14-8
.53
2x 12
12.0
12-7
.09
14-6
.15
16-3
.20
17-9
.27
19-3
.34
20-6
.41
21-9
.49
23-0
.57
24-1
.66
25-2
.75
16.0
10-11
.08
12-7
.13
14-1
.18
15-5
.23
16-8
.29
17-9
.36
18-10
.42
19-11
.50
20-10
.57
21-9
.65
24.0
8-11
.07
10-3
.10
11-6
.14
12-7
.19
13-7
.24
14-6
.29
15-5
.35
16-3
.41
17-0
.47
17-9
.53
(inches)
(inches)
1300
1400
1500
1600
1700
1800
1900
2000
2100
2200
2x6
12.0
12-10
.85
13-3
.95
13-9
1.05
14-2
1.16
14-8
1.27
15-1
1.39
15-6
1.50
15-11
1.62
16-3
1.75
16-8
1.87
16.0
11-1
.74
11-6
.82
11-11
91
12-4
1.01
12-8
1.10
13-1
1.20
13-5
1.30
13-9
1.41
14-1
1.51
14-5
1.63
240
9-1
.60
9-5
.67
9-9
.75
10-0
.82
10-4
.90
10-8
.98
10-11
1.06
11-3
1.15
11-6
1.24
11-9
1.32
2x8
12.0
16-10
85
17-6
.95
18-1
1.05
18-9
1.16
19-4
1.27
19-10
1.39
20-5
1.50
20-11
1.62
21-11
1.75
21-11
1.87
16.0
14-7
.74
15-2
.82
15-8
.91
16-3
1.01
16-9
1.10
17-2
1.20
17-8
1.30
18-1
1.41
18-7
1.51
19-0
1.63
24.0
ll-ll
60
12-5
.67
12-10
.75
13-3.
.82
13-8
.90
14-0
.98
14-5
1.06
14-10
1.15
15-2
1.24
15-6
1.32
2x 10
12.0
21-6
.85
22-4
.95
23-1
1.05
23-11
1.16
24-7
1.27
25-4
1.39
26-0
1.50
26-8
1.62
27-4
1.75
28-0
1.87
16.0
18-8
.74
19-4
.82
20-0
.91
20-8
1.01
21-4
1.10
21-11
1.20
22-6
1.30
23-1
1.41
23-8
1.75
24-3
1.63
24.0
1 5-3
.60
15-10
.67
16-4
.75
16-11
.82
17-5
.90
17-11
.98
18-5
1.06
18-11
1.15
19-4
1.24
19-9
1.32
2x 12
12.0
26-2
0.85
27-2
0.95
28-2
1.05
29-1
1.16
29-11
1.27
30-10
1.39
31-8
1.50
32-6
1.62
33-3
1.75
34-1
1.87
160
22-8
0.74
23-6
0.83
24-4
0.92
25-2
1.01
25-11
1.10
26-8
1.20
27-5
1.30
28-2
1.41
28-10
1.51
29-6
1.63
240
1 8-6
0 60
19-2
0.67
19-10
0.75
20-6
0X2
21-2
0.90
21-9
0.98
22-4
1.06
22-11
1 15
23-6
1.24
24-1
1.32
For SI: I inch = 25.4 mm. I pound per
NOTE: The modulus of clasticitv, "E,"
square inch = 6.895 kPa. 1 pound per square foot =
in 1 ,000,000 pounds per square inch is shown bclo
0.0479
v each s
kN/m2
pan.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
569
780 CiMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3608.2.4e
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
25 Lbs. per Sq. Ft. Live Load (Supporting Gypsum Wallboard Ceiling)
For Use in Snow Load Zone 1
DESIGN CRITERIA: Strength-25 lbs. per sq. ft. live load plus 15 lbs. per sq.ft. dead load determines fiber stress.
Deflection — For 25 lbs. per sq. ft. live load. Limited to span in inches divided by 240.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (first column)
based on stress grade (top row) and modulus of elasticity (lower figure .n each square) of lumber to be used.
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING, "Fb," (psi)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
2x6
12.0
6-2
.13
7-1
.19
7-11
.27
8-8
.36
9-5
.45
10-0
.55
10-8
.65
11-3
.77
11-9
.88
12-4
1.01
16.0
5-4
.11
6-2
.17
6-10
23
7-6
.31
8-2
.39
8-8
.47
9-3
.57
9-9
.66
10-2
.76
10-8
.87
24.0
4-4
.09
5-0
.14
5-7
•19
6-2
.25
6-8
.32
7-1
.39
7-6
.46
7-11
.54
8-4
.62
8-8
.71
2x8
12.0
8-1
.13
9-4
.19
10-6
.27
11-6
.36
12-5
.45
13-3
.55
14-0
.65
14-10
.77
15-6
.88
16-3
1.01
16.0
7-0
.11
8-1
.17
9-1
.23
9-11
.31
10-9
.39
11-6
.47
12-2
.57
12-10
.66
13-5
.76
14-0
.87
24.0
5-9
.09
6-7
.14
7-5
.19
8-1
.25
8-9
.32
9-4
.39
9-11
.46
10-6
.54
11-0
.62
11-6
.71
2x 10
12.0
10-4
.13
11-11
.19
13-4
.27
14-8
.36
15-10
.45
16-11
.55
17-11
.65
18-11
.77
19-10
.88
20-8
1.01
16.0
8-11
.11
10-4
.17
11-7
.23
12-8
.31
13-8
.39
14-8
.47
15-6
.57
16-4
.66
17-2
.76
17-11
.87
24.0
7-4
.09
8-5
.14
9-5
.19
10-4
.25
11-2
.32
11-11
.39
12-8
.46
13-4
.54
14-0
.62
14-8
.71
2x12
12.0
12-7
.13
14-6
.19
16-3
.23
17-9
.36
19-3
.45
20-6
.55
21-9
.65
23-0
.77
24-1
88
25-2
1.01
16.0
10-11
.11
12-7
.17
14-1
.23
15-5
.31
16-8
.39
17-9
.47
18-10
.57
19-11
66
20-10
.76
21-9
.87
24.0
8-11
.09
10-3
.14
11-6
.19
12-7
.25
13-7
.32
14-6
.39
15-5
.46
16-3
.54
17-0
.62
17-9
.71
(Inches)
(inches)
1300
1400
1500
1600
1700
1800
1900
2000
2100
2200
2x6
12.0
12-10
1.13
13-3
1.27
13-9
1.41
14-2
1.55
14-8
1.70
15-1
1.85
15-6
2.00
15-11
2.17
16-3
2.33
16-8
2.5
16.0
11-1
0.98
11-6
1.10
11-11
1.22
12-4
1.34
12-8
1.47
13-1
1.60
13-5
1.74
13-9
1.88
14-1
2.02
14-5
2.17
24.0
9-1
0.80
9-5
0.90
9-9
0.99
10-0
1.10
10-4
1.20
10-8
1.31
10-11
1.42
11-3
1.53
11-6
1.65
11-9
1.77
2x8
12.0
16-10
1.13
17-6
1.27
18-1
1.41
18-9
1.55
19-4
1.70
19-10
1.85
20-5
2.00
20-11
2.17
21-6
2.33
21-11
2.50
16.0
14-7
0.98
15-2
1.10
15-8
1.22
16-3
1.34
16-9
1.47
17-2
1.60
17-8
1.74
18-1
1.88
18-7
2.02
19-0
2.17
24.0
11-11
0.80
12-5
0.90
12-10
0.99
13-3
1.10
13-8
1.20
14-0
1.31
14-5
1.42
14-10
1.53
15-2
1.65
15-5
1.77
2x 10
12.0
21-6
1.13
22-4
1.27
23-1
1.41
23-11
1.55
24-7
1.70
25-4
1.85
26-0
2.00
26-9
2.17
27-4
2.33
28-0
2.50
16.0
18-8
0.98
19-4
1.10
20-0
1.22
20-8
1 34
21-4
1.47
21-11
1.60
22-6
1.74
23-1
1.88
23-8
2.02
24-3
2.17
24.0
15-3
0.80
15-10
0.90
16-4
0.99
16-11
1.10
17-5
1.20
17-11
1.31
18-5
1.42
18-11
1.53
19-4
1.65
19-10
1.77
2x12
12.0
26-2
1.13
27-2
1.27
28-2
1.41
29-1
1.55
29-11
1.70
30-10
1.85
31-8
2.00
32-6
2.17
33-3
2.33
34-1
2.50
16.0
22-8
0.98
23-6
1.10
24-4
1.22
25-2
1.34
25-11
1.47
26-8
1.60
27-5
1.74
28-1
1.88
28-10
2.02
29-6
2.17
24.0
18-6
080
19-3
.90
19-11
.99
20-6
1.10
21-2
1.20
21-9
1.31
22-5
1.42
23-0
1.53
23-6
1.65
24-1
1.77
For SI: 1 inch = 25,4 mm, I pound per
NOTE: The modulus of elasticity , "E,'
square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kN/m2.
in 1 ,000,000 pounds per square inch is shown below each span.
570
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF-CEILING CONSTRUCTION
TABLE 3608.2.4f
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
25 Lbs. per Sq. Ft. Live Load (Supporting Veneer Plaster Ceiling)
For Use in Snow Load Zone 1
DESIGN CRITERIA: Strength-25 lbs. per sq. ft. live load plus 15 lbs. per sq.ft. dead load determines fiber stress.
Deflection — For 25 lbs. per sq. ft. live load. Limited to span in inches divided by 360.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (first column)
based on stress grade (top row) and modulus of elasticity (lower figure in each square) of lumber to be used.
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING, "Fb," (psi)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
2x6
12.0
6-2
.19
7-1
.29
7-11
.41
8-8
.53
9-5
.67
10-0
.82
10-8
.98
11-3
1.15
11-9
1.32
12-4
1.51
16.0
5-4
.16
6-2
.25
6-10
.35
7-6
.46
8-2
.58
8-8
.71
9-3
.85
9-9
.99
10-2
1.15
10-8
1.31
24.0
4-4
.13
5-0
.21
5-7
.29
6-2
.38
6-8
.48
7-1
.58
7-6
.69
7-11
.81
8-4
.94
8-8
1.07
2x8
12.0
8-1
.19
9-4
.29
10-6
.41
11-6
.53
12-5
.67
13-3
.82
14-0
.98
14-10
1.15
15-6
1.32
16-3
1.51
16.0
7-0
.16
8-1
.25
9-1
.35
9-11
.46
10-9
.58
11-6
.71
12-2
.85
12-10
.99
13-5
1.15
14-0
1.31
24.0
5-9
.13
6-7
.21
7-5
.29
8-1
.38
8-9
.48
9-4
.58
9-11
.69
10-6
.81
11-0
.94
11-6
1.07
2x10
12.0
10-4
.19
11-11
.29
13-4
.41
14-8
.53
15-10
.67
16-11
.82
17-11
.98
18-11
1.15
19-10
1.32
20-8
1.51
16.0
8-11
.16
10-4
.25
11-7
.35
12-8
.46
13-8
58
14-8
.71
15-6
.85
16-4
.99
17-2
1.15
17-11
1.31
24.0
7-4
.13
.5-5
.21
9-5
.29
10-4
.38
11-2
.48
11-11
.58
12-8
.69
13-4
.81
14-0
.94
14-8
1.07
2x12
12.0
12-7
.19
14-6
.29
16-3
.41
17-9
.53
19-3
.67
20-6
.82
21-9
.98
23-0
1.15
24-1
1.32
25-2
1.51
16.0
10-11
.16
12-7
.25
14-1
.35
15-5
.46
16-8
.58
17-9
.71
18-10
.85
19-11
.99
20-10
1.15
21-9
1.31
24.0
8-11
.13
10-3
.21
11-6
.29
12-7
.38
13-7
.48
14-6
.58
15-5
.69
16-3
.81
17-0
.94
17-9
1.07
(inches)
(inches)
1300
1400
1500
1600
1700
1800
1900
2000
2100
2200
2x6
12.0
12-10
1.70
13-3
1.90
13-9
2.11
14-2
2.32
14-8
2.55
15-1
2.77
15-6
3.01
15-10
3.25
16-3
3.49
16-8
3.75
16.0
11-1
1.47
.46
1.65
11-11
1.83
12-4
2.01
12-8
2.20
13-1
2.40
13-5
2.61
13-9
2.82
14-1
3.03
14-5
3.25
24.0
9-1
1.20
9-5
1.34
9-9
1.49
10-0
1.64
10-4
1.80
10-8
1.96
10-11
2.13
11-3
2.30
11-6
2.47
11-9
2.65
2x8
12.0
16-10
1.70
17-6
1.90
18-1
2.11
18-9
2.32
19-4
2.55
19-10
2.77
20-5
3.01
20-11
3.25
21-5
3.49
21-11
3.75
16.0
14-7
1.47
15-2
1.65
15-8
183
16-3
2.01
16-9
2.20
17-2
2.40
17-8
2.61
18-2
2.82
18-7
3.03
19-0
3.25
24.0
11-11
1.20
12-5
1.34
12-10
1.49
13-3
1.64
13-8
1.80
14-0
1.96
14-5
2.13
14-10
2.30
15-2
2.47
15-6
2.65
2x 10
12.0
21-6
1.70
22-4
1.90
23-1
2.11
23-11
2.32
24-7
2.55
25-4
2.77
26-0
3.01
26-9
3.25
27-4
3.49
28-0
3.75
16.0
18-8
1.47
19-4
1.65
20-0
1.83
20-8
2.01
21-4
2.20
21-11
2.40
22-6
2.61
23-2
2.82
23-9
3.03
24-3
3.25
24.0
15-3
1.20
15-10
1.34
16-4
1.49
16-11
1.64
17-5
1.80
17-11
1.96
18-5
2.13
18-11
2.30
19-4
2.47
19-10
2.65
2x 12
12.0
26-2
1.70
27-2
1.90
28-2
2.11
29-1
2.32
29-11
2.55
30-10
2.77
31-8
3.01
32-6
3.25
33-3
3.49
34-1
3.75
16.0
22-8
1.47
23-6
1.65
24-4
1.83
25-2
2.01
25-11
220
26-8
2.40
27-5
2.61
28-2
2.82
28-10
3.03
29-6
3.25
24.0
18-6
1.20
19-3
1.34
19-11
1.49
20-6
1.64
21-2
1 SO
21-9
1.96
22-5
2.13
23-0
2.30
23-6
2.47
24-1
2.65
For SI: 1 inch = 25,4 mm, 1 pound per
NOTE: The modulus of elasticity, "E,"
square inch = 6 895 kPa, 1 pound per square foot = 0
in 1 ,000,000 pounds per square inch is shown below
0479
:ach s
kN/m2.
pan.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
571
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3608.2.4g
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
30 Lbs. per Sq. Ft Live Load
For Use in Snow Load Zone 2
DESIGN CRITERIA: Strength — 10 lbs. per sq. fl. dead load plus 30 lbs. per sq. ft. live load determines fiber stress.
Deflection — For 30 lbs. per sq. ft. live load. Limited to span in inches divided by 180.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (last column)
based on stress grade (top row) and modulus of elasticity flower figure in each square) of lumber to be used.
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING
, "Fb," (p
si)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
1300
2x6
12.0
6-2
0.11
7-1
0.17
7-11
0.24
8-8
0.32
9-4
0.40
10-0
0.49
10-8
0.59
11-3
0.69
11-9
0.80
12-4
0.91
12-9
1.02
16.0
5-4
0.10
6-2
0.15
6-10
0.21
7-6
0.28
8-2
0.35
8-8
0.43
9-3
0.51
9-9
0.60
10-2
0.69
10-8
0.78
11-1
0.88
■ 24.0
4-4
0.08
5-0
0.12
5-8
0.17
6-2
0.23
6-8
0.29
7-1
0.35
7-6
0.42
7-11
0.49
8-4
0.56
8.8
0.64
9-1
0.72
2x8
12.0
8-1
0.11
9-4
0.17
10-6
0.24
11-6
0.32
12-4
0.40
13-3
0.49
14-1
0.59
14-10
0.69
15-6
0.80
16-3
0.91
16-10
1.02
16.0
7-0
0.10
8-1
0.15
9-1
0.21
9-11
0.28
10-9
0.35
11-6
0.43
12-2
0.51
12-10
0.60
13-6
0.69
14-1
0.78
14-8
0.88
24.0
5-9
0.08
6-8
0.12
7-5
0.17
8-1
0.23
8-9
0.29
9-4
0.35
9-11
0.42
10-6
0.49
11-0
0.56
11-6
0.64
11-11
0.72
2x10
12.0
10-4
0.11
11-11
0.17
13-4
0.24
14-8
0.32
15-10
0.40
16-11
0.49
17-11
0.59
18-11
0.69
19-11
0.80
20-8
0.91
21-6
1.02
16.0
8-11
0.10
10-4
0.15
11-7
0.21
12-8
0.28
13-8
0.35
14-8
0.43
15-6
0.51
16-4
0.60
17-2
0.69
17-11
0.78
18-8
0.88
24.0
7-4
0.08
8.5
0.12
9-5
0.17
10-4
0.23
11-2
0.29
11-11
0.35
12-8
0.42
13-4
0.49
14-0
0.56
14-8
0.64
15-3
0.72
2x 12
12.0
12-7
0.11
14-6
0.17
16-3
0.24
17-9
0.32
19-3
0.40
20-6
0.49
21-10
0.59
22-11
0.69
24-1
0.80
25-2
0.91
26-2
1.02
16.0
10-11
0.10
12-7
0.15
14-1
0.21
15-5
0.28
16-8
0.35
17-10
0.43
18-10
0.51
19-11
0.60
20-10
0.69
21-10
0.78
22-8
0.88
24.0
8-10
0.08
10-3
0.12
11-6
0.17
12-7
0.23
13-7
0.29
14-6
0.35
15-5
0.42
16-3
0.49
17-0
0.56
17-9
0.64
18-6
0.72
(inches)
(inches)
1400
1500
1600
1700
1800
1900
2000
2100
2200
2300
2400
2x6
12.0
13-3
1.14
13-9
1.27
14-3
1.40
14-8
1.53
15-1
1.67
15-6
1.81
15-10
1.95
16-3
2.10
16-8
2.25
17-0
2.41
17-5
2.57
16.0
11-6
0.99
11-11
1.10
12-4
1.21
12-8
1.32
13-1
1.44
13-5
1.56
13-9
1.69
14-1
1 82
14-6
1.95
14-9
2.08
15-1
2.22
24.0
9-5
0.81
9-9
0.89
10-0
0.99
10-4
1.08
10-8
1.18
10-11
1.27
11-3
1.38
11-6
1.48
11.9
1.59
12-0
1.70
12-3
1.81
2x8
12.0
17-6
1.14
18-2
1.27
18-9
1.40
19-4
1.53
19-10
1.67
20-5
1.81
20-11
1.95
21-6
2.10
21-11
2.25
22-6
2.41
22-11
2.57
16.0
15-2
0.99
15-7
1.10
16-3
1.21
16-9
1.32
17-2
1.44
17-8
1.56
18-2
1.69
18-7
1.82
19-0
1.95
19-5
2.08
19-10
2.22
24.0
12-4
0.81
12-10
0.89
13-3
0.99
13-8
1.08
14-0
1.18
14-5
1.27
14-9
1.38
15-2
1.48
15-6
1.59
15-10
1.70
16-3
1.81
2x 10
12.0
22-4
1.14
23-2
1.27
23-11
1.40
24-8
1.53
25-4
1.67
26-0
1.81
26-9
1.95
27-5
2.10
28-0
2.25
28-8
2.41
29-3
2.57
16.0
19-4
0.99
20-0
1.10
20-8
1.21
21-4
1.32
21-11
1.44
22-7
1.56
32-2
1.69
23-9
1.82
24-3
1.95
24-10
2.08
25-4
2.22
24.0
15-9
0.81
16-4
0.89
16-10
0.99
17-5
1.08
19-11
1.18
18-5
1.27
18-10
1.38
19-4
1.48
19-9
1.59
20-3
1.70
20-8
1.81
2x 12
12.0
27-2
1.14
28-1
1.27
29-1
1.40
29-11
1.53
30-10
1.67
31-8
1.81
32-6
1.95
33-3
2.10
34-1
2.25
34-10
2.41
35-7
2.57
16.0
23-6
0.99
24-4
1.10
25-2
1.21
25-11
1.32
26-8
1.44
27-5
1.56
28-2
1.69
28-10
1.82
29-6
1.95
30-2
2.08
30-10
2.22
24.0
19-3
0.81
19-10
0.89
20-6
0.99
21-2
1 Oh
21-9
1.18
22-4
1.27
22-11
1.38
23-6
1.48
24-1
1.59
24-9
1.70
25-2
1.81
For SI:
NOTE:
1 inch = 25.4 mm, 1 pound per
The modulus of elasticity, "E
square inch = 6.895 kPa, 1 pound per square foot = 0.0479 IcN/mZ.
in 1 .000,000 pounds per square inch is shown below each span.
572
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF-CEILING CONSTRUCTION
TABLE 3608.2.4h
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
30 Lbs. per Sq. Ft Live Load (Supporting Gypsum Ceiling)
For Use in Snow Load Zone 2
DESIGN CRITERIA: Strength— 10 lbs. per sq. ft dead load plus 30 lbs. per sq. ft. live load determines fiber stress.
Deflection — For 30 lbs. per sq. ft. live load. Limited to span in inches divided by 240
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (last column)
based on stress grade (top row) and modulus of elasticity (lower figure in each square) of lumber to be used.
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING, "Ft," (psi)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
1300
2x6
12.0
6-2
0.15
7-1
0.23
7-11
0 32
8-8
0.43
9-5
0.54
10-0
0.66
10-8
0.78
11-3
0.92
11-9
1.06
124
1.21
12-10
1.36
16.0
5-4
0.13
6-2
0.20
6-11
0.28
7-6
0.37
8-2
0.47
8-8
0.57
9-3
0.68
9-9
0.80
10-2
0.92
10-8
1.05
11-1
1.18
24.0
4-4
0.11
5-0
0.16
5-7
0.23
6-2
0.30
6-8
7-1
7-6
7-11
8-4
8-8
9-1
0.38
0.46
0.55
0.65
0.75
0.85
0.96
2x8
12.0
8-1
0.15
9^1
0.23
10-6
0.32
11-6
0.43
12-5
0.54
13-3
0.66
14-0
0.78
14-10
0.92
15-6
1.06
16-3
1.21
16-10
1.36
16.0
7-0
0.13
8-1
0.20
9-1
0.28
9-11
0.37
10-9
0.47
11-6
0.57
12-2
0.68
12-10
0.80
13-5
0.92
14-0
1.05
14-7
1.18
24.0
5-9
0.11
6-7
0.16
7-5
0.23
8-1
0.30
8-9
0.38
9-4
0.46
9-11
0.55
10-6
0.65
11-0
0.75
11-6
0.85
11-11
0.96
2x10
12.0
10-4
0.15
11-11
0.23
13^1
0.32
14-8
0.43
15-10
0.54
16-11
0.66
17-11
0.78
18-11
0.92
19-10
1.06
20-8
1.21
21-6
1.36
16.0
8-11
0.13
10-4
0.20
11-7
0.28
12-8
0.37
13-8
0.47
14-8
0.57
15-6
0.68
16-4
0.80
17-2
0.92
17-11
1.05
18-8
1.18
24.0
7-4
0.11
8-5
0.16
9-5
0.23
10^1
0.30
11-2
0.38
11-11
0.46
12-8
0.55
134
0.65
14-0
0.75
14-8
0.85
15-3
0.96
2x12
12.0
12-7
0.15
14-6
0.23
16-3
0.32
17-9
0.43
. 19-3
0.54
20-6
0.66
21-9
0.78
23-0
0.92
24-1
1.06
25-2
1.21
26-2
1.36
16.0
10-11
0.13
12-7
0.20
14-1
0.28
15-5
0.37
16-8
0.47
17-9
0.57
18-10
0.68
19-11
0.80
20-10
0.92
21-9
1.05
22-8
1.18
24.0
8-11
0.11
10-3
0.16
11-6
0.23
12-7
0.30
13-7
0.38
14-6
0.46
15-5
0.55
16-3
0.65
17-0
0.75
17-9
0.85
18-6
0.96
(inches)
(inches)
1400
1500
1600
1700
1800
1900
2O00
2100
2200
2400
2x6
12.0
13-3
1.52
13-9
1 69
14-2
1.86
14-8
2.04
15-1
2.22
15-6
2.41
15-11
2.60
16-3
2.80
16-8
3.00
17-5
3.42
16.0
11-6
1.32
11-11
1.46
12-4
1.61
12-8
1.76
13-1
1.92
13-5
2.08
13-9
2.25
14-1
2.42
14-5
2.60
15-1
2.96
24.0
9-5
1.08
99
1.19
10-0
1.31
10-4
1.44
10-8
1.57
10-11
1.70
11-3
1.84
11-6
1.98
11-9
2.12
12-4
2.41
2x8
12.0
17-6
1.52
182
1.69
18-9
1.86
19-4
2.04
19-10
2.22
20-5
2.41
20-11
2.60
21-5
2.80
21-11
3.00
22-11
3.42
16.0
15-2
1.32
15-8
1.46
16-3
1.61
16-9
1.76
17-2
1.92
17-8
2.08
18-2
2.25
18-7
2.42
19-0
2.60
19-10
2.96
24.0
12-5
1.08
12-10
1.19
13-3
1.31
13-8
1.44
14-0
1.57
14-5
1.70
14-10
1.84
15-2
1.98
15-6
2.12
16-3
2.41
2x10
12.0
22-4
1.52
23-2
1.69
23-11
1.86
24-7
2.04
25-4
2.22
26-0
2.41
26-8
2.60
27-4
2.80
28-0
3.00
29-3
3.42
16.0
19-4
1.32
20-0
1.46
20-8
1.61
21-4
1.76
21-11
1.92
22-6
2.08
23-2
2.25
23-8
2.42
24-3
2.60
25-4
2.96
24.0
15-10
1.08
16-4
1.19
16-11
1.31
17-5
1.44
17-11
1.57
18-5
1.70
18-11
1.84
19-4
1.98
19-10
2.12
20-8
2.41
2x12
12.0
27-2
1.52
28-2
1.69
29- 1
1.86
29-11
2.04
30- 10
2.22
31 -8
2.41
32-6
2.60
33-3
2.80
34-1
3.00
35-7
3.42
16.0
23-6
1.32
24-4
1.46
25-2
1.61
25-11
1.76
26-8
1.92
27-5
2.08
28-2
2.25
28-10
2.42
29-6
2.60
30-10
2.96
24.0
19-3
1.08
19-11
1.19
20-6
1.31
21-2
1.44
21-9
1.57
22-5
1.70
23-0
1.84
23-6
1.98
24-1
2.12
25-2
2.41
For SI:
NOTE:
1 inch = 25.4 mm, 1 pound per
The modulus of elasticity, "E,"
square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kN/mZ
in 1 ,000,000 pounds per square inch is shown below each span.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
573
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3608.2.4i
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
30 Lbs. per Sq. Ft. Live Load (Supporting Veneer Plaster Ceiling)
For Use in Snow Load Zone 2
DESIGN CRITERIA: Strength — 10 lbs. per sq. fl. dead load plus 30 lbs. per sq. ft. live load determines fiber stress.
Deflection — For 30 lbs. per sq. ft. live load. Limited to span in inches divided by 360.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (last column)
based on stress grade (top row) and modulus of elasticity (lower figure in each square) of lumber to be used.
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING
, "FA," (f
si)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
1300
12.0
6-2
7-1
7-11
8-8
9-5
10-0
10-8
11-3
11-9
12-3
12-10
2x6
0.23
0.35
0.49
0.64
0.81
0.99
1.18
1.38
1.59
1.81
2.04
16.0
5-4
6-2
6-10
7-6
8-2
8-8
9-3
9-9
10-2
10-8
11-1
0.20
0.30
0.42
0.55
0.70
0.85
1.02
1.19
1.38
1.57
1.77
24.0
4-4
5-0
5-7
6-2
6-8
7-1
7-6
7-11
8-4
8-8
9-1
016
0.25
0.34
0.45
0.57
0.70
0.83
0.97
1.12
1.28
1 44
12.0
8-1
9-4
10-6
11-5
12-4
13-3
14-1
14-10
15-6
16-3
16-10
2x8
0.23
0.35
0.49
0.64
0.81
0.99
1.18
1.38
1.59
1.81
2.04
16.0
7-0
8-1
9-1
9-11
10-9
11-6
12-2
12-10
13-5
14-0
14-8
0.20
0.30
0.42
0.55
0.70
0.85
1.02
1.19
1.38
1.57
1.77
24.0
5-9
6-7
7-5
8-1
8-9
9-4
9-11
10-6
11-0
11-6
11-11
0.16
0.25
0.34
0.45
0.57
0.70
0.83
0.97
1.12
1.28
1.44
12.0
10-4
11-11
13-4
14-8
15-10
16-11
17-11
18-11
19-11
20-8
21-6
2x10
0.23
0.35
0.49
0.64
0.81
0.99
1.18
1.38
1.59
1.81
2.04
16.0
8-11
10-4
11-7
12-8
13-8
14-7
15-6
16-4
17-2
17-11
18-8
0.20
0.30
0.42
0.55
0.70
0.85
1.02
1.19
1 38
1.57
1.77
24.0
7-4
8-5
9-5
10-4
11-2
11-11
12-8
13-4
14-0
14-8
15-3
0.16
0.25
0.34
0.45
0.57
0.70
0.83
0.97
1.12
1.28
1.44
12.0
12-7
14-6
16-3
17-10
19-3
20-6
21-9
23-0
24-1
25-2
26-2
2x 12
0.23
0.35
0.49
0.64
0.81
0.99
1.18
1.38
1.59
1.81
2.04
16.0
10-1!
12-7
14-1
15-5
16-8
17-9
18-10
19-11
20-10
21-9
22-8
0.20
0.30
0.42
0.55
0.70
0.85
1.02
1.19
1.38
1.57
1.77
24.0
8-11
10-3
11-6
12-7
13-7
14-6
15-5
16-3
17-0
17-9
18-6
0.16
0.25
0.34
0.45
0.57
0.70
0.83
0.97
1.12
1.28
1.44
(inches)
(inches)
1400
1500
1600
1700
1800
1900
2000
2100
2200
2300
2400
12.0
13-3
13-9
14-3
14-8
15-1
15-6
15-10
16-3
16-8
17-0
17-5
2x6
2.29
2.53
2.79
3.06
3.33
3.61
3.90
4.20
4.50
4.81
5.13
16.0
11-6
11-11
12^»
12-8
13-0
13-5
13-9
14-1
14-5
14-9
15-1
1.98
2.19
2.42
2.65
2.88
3.13
3.38
3.63
3.89
4.16
4.44
24.0
9-4
9-9
10-0
10-4
10-8
10-11
11-3
11-6
11-9
12-0
12-3
1.61
1.79
1.97
2.16
2.35
2.55
2.75
2.96
3.18
3.39
3.62
12.0
17-6
18-1
18-9
19-3
19-10
20-5
20-11
21-5
21-11
22-5
22-11
2.29
2.53
2.79
3.06
3.33
3.61
3.90
4.20
4.50
4.81
5.13
15-2
15-8
16-3
16-9
17-3
17-8
18-1
18-7
19-0
19-5
19-10
1.98
2.19
2.42
2.65
2.88
3.13
3.38
3.63
3.89
4.16
4.44
24.0
12-4
12-10
13-3
13-8
14-0
14-5
14-9
15-2
15-6
15-10
16-3
1.61
1.79
1.97
2.16
2.35
2.55
2.75
2.96
3.18
3.39
3.62
22-4
23-1
23-10
24-7
25-4
26-0
26-9
27-4
28-0
28-8
29-3
2x10
2.29
2.53
2.79
3.06
3.33
3.61
3.90
4.20
4.50
4.81
5.13
16.0
19-4
20-0
20-8
21-4
21-11
22-7
23-2
23-9
24-3
24-10
25-4
1.98
2.19
2.42
2.65
2.88
3.13
3.38
3.63
3.89
4.16
4.44
15-9
16-4
16-10
17-5
19-11
18-5
18-10
19-4
19-10
20-3
20-8
1.61
1.79
1.97
2.16
2.35
2.55
2.75
2.96
3.18
3.39
3.62
27-2
28-1
29-1
29-11
30-10
31-8
32-6
33-3
34-1
34-10
35-7
2.29
2.53
2.79
3.06
3.33
3.61
3.90
4.20
4.50
4.81
5.13
23-6
24-4
25-2
25-11
26-8
27-5
28-2
28-10
29-6
30-2
30-10
1.98
2.19
2.42
2.65
2.88
3.13
3.38
3.63
3.89
4.16
4.44
24.0
19-2
1.61
19-10
1.79
20-6
1.97
21-2
2.16
21-9
2.35
22-4
2.55
22-11
2.75
23-6
2 96
24-1
3.18
24-7
3.39
25-2
3 62
For Si:
NOTE:
1 inch = 25.4 mm, 1 pound per
The modulus of elasticity, "E,"
square mch = 6.895 kPa, 1 pound per square foot = 0.0479 kN/mZ.
in 1,000,000 pounds per square mch is shown below each span.
574
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF-CEILING CONSTRUCTION
TABLE 3608.2.4J
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
30 Lbs. per Sq. Ft. Live Load
For Use in Snow Load Zone 2
DESIGN CRITERIA: Strength — 15 lbs. per sq. ft. dead load plus 30 lbs. per sq. ft live load determines fiber stress
Deflection — For 30 lbs. per sq. ft. live load. Limited to span in inches divided by 180.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacmg (last column)
based on stress grade (top row) and modulus of elasticity flower figure m each square) of lumber to be used.
RAFTER SPACING
AND SIZE
ALLOWABLE EXTREME FIBER STRESS IN BENDING,
'Fb," (psi)
(inches)
(inches)
200
300
400
500
600
700
800
900
1000
1100
1200
1300
2x4
12.0
3-0
0.05
3-8
0.09
4-3
0.15
4-9
0.20
5-3
0.27
5-8
0.34
6-0
0.41
6-5
0.49
6-9
0.58
7-1
0.67
7-5
0.76
7-8
0.86
16.0
2-7
0.04
3-2
0.08
3-8
0.13
4-1
0.18
4-6
0.23
4-11
0.29
5-3
0.36
5-6
0.43
5-10
0.50
6-1
0.58
6-5
0.66
6-8
0.74
24.0
2-2
0.04
2-7
0.07
3-0
0.10
3-4
0.14
3-8
0.19
4-0
0.24
4-3
0.29
4-6
0.35
4-9
0.41
5-0
0.47
5-3
0.54
5-5
0.61
2x6
12.0
4-9
0.05
5-10
0.09
6-8
0.15
7-6
0.20
8-2
0.27
8-10
0.34
9-6
0.41
10-0
0.49
10-7
0.58
11-1
0.67
11-7
0.76
12-1
086
160
4-1
0.04
5-0
0.08
5-10
0.13
6-6
0.18
7-1
0.23
7-8
0.29
8-2
0.36
8-8
0.43
9-2
0.50
9-7
0.58
10-0
0.66
10-5
0.74
240
3-4
0.04
4-1
0.07
4-9
0.10
5-4
0.14
5-10
0.19
6-3
0.24
6-8
0.29
7-1
0.35
7-6
0.41
7-10
0.47
8-2
0.54
8-6
0.61
2x8
12.0
6-3
005
7-8
0.09
8-10
0.15
9-10
0.20
10-10
0.27
11-8
0.34
12-6
0.41
13-3
0.49
13-11
0.58
14-8
0.67
15-3
0.76
15-11
0.86
16.0
5-5
0.04
6-7
0.08
7-8
0.13
8-7
0.18
9-4
0.23
10-1
0.29
10-10
0.36
11-6
0.43
12-1
0.50
12-8
0.58
13-3
0.66
13-9
074
24.0
4-5
0.04
5-5
0.07
6-3
0.10
7-0
0.14
7-8
0.19
8-3
0.24
8-10
0.29
9-4
0.35
9-10
0.41
10-4
047
10-10
0.54
11-3
0.61
2x10
120
8-0
0.05
9-9
0.09
11-3
0.15
12-7
0.20
13-9
0.27
14-11
0.34
15-11
0.41
16-11
0.49
17-10
0.58
18-8
067
19-6
0.76
20-4
086
160
6-11
0.04
8-5
0.08
9-9
0.13
10-11
0.18
11-11
0.23
12-il
0.29
13-9
0.36
14-8
0.43
15-5
0.50
16-2
0.58
16-11
0.66
17-7
074
24.0
5-8
0.04
6-11
0.07
8-0
0.10
8-11
0.14
9-9
0.19
10-6
0.24
11-3
0.29
11-11
0.35
12-7
0.41
13-2
0.47
13-9
0.54
14-4
061
(inches)
(inches)
1400
1500
1600
1700
1800
1900
2000
2 100
2200
2400
2700
3000
2x4
12.0
8-0
0.96
8-3
1.06
8-6
1.17
8-9
1.28
9-0
1.39
9-3
1.51
9-6
1.63
9-9
1.76
10-0
1.88
10-5
2.15
11-1
2.56
16.0
6-11
0.83
7-2
0.92
7-5
1.01
7-7
1.11
7- 10
1.21
8-0
1.31
8-3
1.41
8-5
1.52
8-8
1.63
9-0
1.86
9-7
2.22
10- 1
260
24.0
5-8
0.68
5-10
0.75
6-0
0.83
6-3
0.90
6-5
0.99
6-7
1.07
6-9
1.15
6-11
1.24
7-1
1.33
7-5
1.52
7-10
1.81
8-3
2 12
2x6
12.0
12-6
0.96
13-0
1.06
13-5
1.17
13-10
1.28
14-2
1.39
14-7
1.51
15-0
1.63
15-4
1.76
15-8
1.88
16-5
2.15
17-5
2.56
16.0
10-10
0.83
11-3
0.92
11-7
1.01
11-11
1.11
12-4
1.21
12-8
1.31
13-0
1.41
13-3
1.52
13-7
1.63
14-2
1.86
15-1
2.22
15-11
2.60
24.0
8-10
0.68
9-2
0.75
9-6
0.83
9-9
0.90
10-0
0.99
10-4
1.07
10-7
1.15
10-10
1.24
11-1
1.33
11-7
1.52
12-4
1.81
13-0
2.12
2x8
12.0
16-6
0.96
17-1
1.06
17-8
1.17
18-2
1.28
18-9
1.39
19-3
1.51
19-9
1.63
20-3
1.76
20-8
1.88
21-7
2.15
22-11
2.56
16.0
14-4
0.83
14-10
0.92
15-3
1.01
15-9
1.11
16-3
1.21
16-8
1.31
17-1
1.41
17-6
1.52
17-11
1.63
18-9
1.86
19-10
2.22
20-11
2.60
24.0
11-8
0.68
12-1
0.75
12-6
0.83
12-10
0.90
13-3
0.99
13-7
1.07
13-11
1.15
14-4
1.24
14-8
1.33
15-3
1.52
16-3
1.81
17-1
2.12
2x10
12.0
21-1
0.96
21-10
1.06
22-6
1.17
23-3
1.28
23-1 i
1.39
24-6
1.51
25-2
1.63
25-10
1.76
26-5
1.88
27-7
2.15
29-3
2.56
16.0
18-3
0.83
18-11
0.92
19-6
1.01
20-1
1.11
20-8
1.21
21-3
1.31
21-10
1.41
22-4
1.52
22-10
1.63
23-11
1.86
25-4
2.22
26-8
2.60
24.0
14-11
0.68
15-5
0.75
15-11
0.83
16-5
0.90
16-11
0.99
17-4
1.07
17-10
1.15
18-3
1.24
18-8
1.33
19-6
1.52
20-8
1.81
21-10
2.12
For SI: 1 inch = 25.4
NOTE: The modulus
mm, 1 pound per
of elasticity, "E,"
square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kN/m2.
in 1 ,000,000 pounds peT square inch is shown below each span.
9/1 9/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
575
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3608.2.4k
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
30 Lbs. per Sq. Ft. Live Load (Supporting Gypsum Ceiling)
For Use in Snow Load Zone 2
DESIGN CRITERIA: Strength — 15 lbs. per sq. fl. dead load plus 30 lbs. per sq. ft. live load determines fiber stress.
Deflection — For 30 lbs. per sq. ft. live load. Limited to span in inches divided by 240.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (last column)
based on stress grade (top row) and modulus of elasticity (lower figure in each square) of lumber to be used.
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING
,"F6,"(p
si)
( i nchcs)
(i nches)
300
400
500
600
700
800
900
1000
1100
1200
1300
2x6
12.0
5-10
0.13
6-8
0 19
7-6
0.27
8-2
0.36
8-10
0.45
9-6
0.55
10-0
0.66
10-7
0.77
11-1
0.89
11-7
1.01
12-1
1.14
16.0
5-0
0.11
5-10
0.17
6-6
0.24
7-1
0.31
7-8
0.39
8-2
0.48
8-8
0.57
9-2
0.67
9-7
0.77
10-0
0.88
10-5
0.99
24.0
4-1
0.09
4-9
0.14
5-4
0.19
5-10
0.25
6-3
0.32
6-8
0.39
7-1
0.46
7-6
0.54
7-10
0.63
8-2
0.72
8-6"
0.81
2x8
12.0
7-8
0.13
8-10
0.19
9-10
0.27
10-10
0.36.
11-8
0.45
12-6
0.55
13-3
0.66
13-11
0.77
14-8
0.89
15-3
1.01
15-11
1.14
16.0
6-7
0.11
7-8
0.17
8-7
0.24
9-4
0.31
10-1
0.39
10-10
0.48
11-6
0.57
12-1
0.67
12-8
0.77
13-3
0.88
13-9
0.99
24.0
5-5
0.09
6-3
0.14
7-0
0.19
7-8
0.25
8-3
0.32
8-10
0.39
9-4
0.46
9-10
0.54
10-4
0.63
10-10
0.72
11-3
0.81
2x10
12.0
99
0.13
11-3
0.19
12-7
0.27
13-9
0.36
14-11
0.45
15-11
0.55
16-11
0.66
17-10
0.77
18-8
0.89
19-6
1.01
20-4
1.14
16.0
8-5
0.11
99
0.17
10-11
0.24
11-11
0.31
12-11
0.39
13-9
0.48
14-8
0.57
15-5
0.67
16-2
0.77
16-11
0.88
17-7
0.99
24.0
6-11
0.09
8-0
0.14
8-11
0.19
99
0.25
10-6
0.32
11-3
0.39
11-11
0.46
12-7
0.54
13-2
0.63
13-9
0.72
14-4
0.81
2x12"
12.0
11-10
0.13
13-8
0.19
154
0.27
16-9
0.36
18-1
0.45
194
0.55
20-6
0.66
21-8
0.77
22-8
0.89
23-9
1.01
24-8
1.14
16.0
10-3
0.11
11-10
0.17
13-3
0.24
14-6
0.31
15-8
0.39
16-9
0.48
17-9
0.57
18-9
0.67
19-8
0.77
20-6
0.88
21-5
0.99
24.0
8-5
0.09
9-8
0.14
10-10
0.19
11-10
0.25
12-10
0.32
13-8
0.39
14-6
0.46
15-4
0.54
16-1
0.63
16-9
0.72
17-5
0.81
(inches)
(inches)
1400
1500
1600
1700
1800
1900
2000
2100
2200
2400
2x6
12.0
12-6
1.28
13-0
1.41
13-5
1.56
13-10
1.71
14-2
1.86
14-7
2.02
15-0
2.18
15-4
2.34
15-8
2.51
16-5
2.86
16.0
10-10
1.10
11-3
1.22
11-7
1.35
11-11
1 48
12-4
1.61
12-8
1.75
13-0
1.89
13-3
2.03
13-7
2.18
14-2
2.48
24.0
8-10
0.90
9-2
1.00
9-6
1.10
99
1.21
10-0
1.31
10-4
1.43
10-7
1.54
10-10
1.66
11-1
1.78
11-7
2.02
2x8
120
16-6
1.28
17-1
1.41
17-8
1.56
18-2
1.71
18-9
1.86
19-3
2.02
19-9
2.18
20-3
2.34
20-8
2.51
21-7
2.86
16.0
14-4
1.10
14-10
1.22
15-3
1 35
15-9
1.48
16-3
1.61
16-8
1.75
17-1
1.89
17-6
2.03
17-11
2.18
18-9
2.48
24.0
11-8
0.90
12-1
1.00
12-6
1.10
12-10
1.21
13-3
1.31
13-7
1.43
13-11
1.54
14-4
1.66
14-8
1.78
15-3
2.02
2x10
120
21-1
1.28
21-10
1.41
22-6
1.56
23-3
1.71
23-11
1.86
24-6
2.02
25-2
2.18
25-10
2.34
26-5
2.51
27-7
2.86
16.0
18-3
1.10
18-11
1.22
19-6
1.35
20-1
1.48
20-8
1.61
21-3
1.75
21-10
1.89
22-4
2.03
22-10
2.18
23-11
2.48
24.0
14-11
0.90
15-5
1.00
15-11
1.10
16-5
1.21
16-11
1.31
17-4
1.43
17-10
1.54
18-3
1.66
18-8
1.78
19-6
2.02
2x12
120
25-7
1.28
26-6
1.41
27-5
1.56
28-3
1.71
29-1
1.86
29-10
2.02
30-7
2.18
31-4
2.34
32-1
2.51
33-6
2.86
16.0
22-2
1.10
23-0
1.22
23-9
1.35
24-5
1.48
25-2
1.61
25-10
1.75
26-6
1.89
27-2
2.03
27-10
2.18
29-1
2.48
24.0
18-1
0.90
18-9
1.00
19-4
1.10
20-0
1.21
20-6
1.31
-21-1
1.43
21-8
1.54
22-2
1.66
22-8
1.78
23-9
202
For SI: 1 inch = 25.4 mm, 1 pound
NOTE: The modulus of elasticity
per square inch =
E,"in 1,000,000
: 6.895 kPa
pounds per
1 pound per square foot = 0.0479 kN/m2.
square inch is shown oelow each span.
576
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF-CEILING CONSTRUCTION
TABLE 3608.2.41
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
30 Lbs. per Sq. Ft Live Load (Supporting Plaster Ceiling)
For Use in Snow Load Zone 2
DESIGN CRITERIA: Strength — 15 lbs. per sq ft. dead load plus 30 lbs. per sq.ft. live load determines fiber stress.
Deflection — For 30 lbs. per sq. ft. live load Limited to span in inches divided by 360.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (first column)
based on stress grade (top row) and modulus of elasticity (lower figure m each square) of lumber to be used.
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING, "Ft
." (psi)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
2x6
12.0
5-10
0.19
6-8
0.29
7-6
0.41
8-2
0.54
8-10
0.68
9-6
0.83
10-0
0.99
10-7
1.15
11-1
1.33
11-7
1.52
16.0
5-0
0.16
5-10
0.25
6-6
0.35
7-1
0.46
7-8
0.59
8-2
0.72
8-8
0.85
9-2
1.00
9-7
1.15
10-0
1.31
24.0
4-1
0.13
4-9
0.21
5-4
0.29
5-10
0.38
6-3
0.48
6-8
0.5S
7-1
0.70
7-6
0.82
7-10
0.94
8-2
1.07
2x8
12.0
7-8
0.19
8-10
0.29
9-10
0.41
10-10
0.54
11-8
0.68
12-6
0.83
13-3
0.99
13-11
1.15
14-8
1.33
15-3
1.52
16.0
6-7
0.16
7-8
0.25
8-7
0.35
9-4
0.46
10-1
0.59
10-10
0.72
11-6
0.85
12-1
1.00
12-8
1.15
13-3
1.31
24.0
5-5
0.13
6-3
0.21
7-0
0.29
7-8
0.38
8-3
0.48
8-10
0.58
9-4
0.70
9-10
0.82
10-4
0.94
10-10
1.07
2x 10
12.0
9-9
0.19
11-3
0.29
12-7
0.41
13-9
0.54
14-11
0.68
15-11
0.83
16-11
0.99
17-10
1.15
18-8
1.33
19-6
1.52
16.0
8-5
0.16
9-9
0.25
10-11
0.35
11-11
046
12-11
0.59
13-9
0.72
14-8
0.85
15-5
1.00
16-2
1.15
16-11
1.31
24.0
6-11
013
8-0
0.21
8-11
0.29
99
0.38
10-6
0.48
11-3
0.58
11-11
0.70
12-7
0.82
13-2
0.94
13-9
1.07
2x12
12.0
11-10
0.19
13-8
0.29
15-4
0.41
16-9
0.54
18-i
0.68
19-4
0.83
20-6
0.99
21-8
1.15
22-8
1.33
23-9
1.52
16.0
10-3
0.16
11-10
0.25
13-3
0.35
14-6
0.46
15-8
0.59
16-9
0.72
17-9
0.85
18-9
1.00
19-8
1.15
20-6
1.31
24.0
8-5
0.13
9-8
0.21
10-10
0.29
11-10
0.38
12-10
0.48
13-8
0.58
14-6
0.70
15-4
0.82
16-1
0.94
16-9
1.07
(inches)
(inches)
1300
1400
1500
1600
1700
1800
1900
2000
2100
2200
2x6
12.0
12-1
1.71
12-6
1.91
13-0
2.12
13-5
2.34
13-10
2.56
14-1
2.79
14-6
3.02
15-0
3.27
15-4
3.51
15-8
3.77
16.0
10-5
1.48
10-10
1.66
11-3
1.84
11-7
2.02
11-11
2.22
12-4
2.41
12-8
2.62
12-11
2.82
13-3
3.04
13-11
3.26
24.0
8-6
1.21
8-10
1.35
9-2
1.50
9-6
1.65
9-9
1.81
10-0
1.97
10-4
2.14
10-7
2.31
10-10
2.48
11-1
2.66
2x8
12.0
15-11
1.71
16-6
1.91
17-1
2 12
17-8
2 34
18-2
2.56
18-8
2.79
19-3
3.02
19-9
3.27
20-3
3.51
20-8
3.77
16.0
13-9
1.48
14-4
1.66
14-10
1.84
15-3
2.02
15-9
2.22
16-3
2.41
16-8
2.62
17-1
2.83
17-6
3.04
17-11
3.26
24.0
11-3
1.21
11-8
1.35
12-1
1.50
12-6
165
12-10
1.81
13-3
1.97
13-7
2.14
13-11
2.31
14-4
2.48
14-7
2.66
2x10
12.0
20-4
1.71
21-1
1.91
21-10
2.12
22-6
2.34
23-3
2.56
23-10
2.79
24-6
3.02
25-2
3.27
25-10
3.51
26-5
3.77
16.0
17-7
1.48
18-3
1.66
18-11
1.84
19-6
2.02
20-1
2.22
20-8
2.41
21-3
2.62
21-9
2.83
22-4
3.04
22-10
3.26
24.0
14-4
1.21
14-11
1.35
15-5
1.50
15-11
1.65
16-5
1.81
16-11
1.97
17-4
2.14
17-10
2.3!
18-3
2.48
18-8
2.66
2x12
12.0
24-8
1.71
25-7
1.91
26-6
2.12
27-5
2.34
28-3
2.56
29-1
2.79
29-10
3.02
30-7
3.27
21-4
3.51
32-1
3.77
16.0
21-5
1.48
22-2
1.66
23-0
1.84
23-9
2.02
24-5
2.22
25-2
2.41
25-10
2.62
26-6
2.83
27-2
3.04
27-10
3.26
24.0
17-5
1.21
18-1
1.35
18-9
1.50
19-4
1.65
20-0
1.81
20-6
1.97
21-1
2.14
21-8
2.31
22-2
2.48
22-8
2.66
For SI: 1 inch = 25,4 mm, 1 pound per
NOTE: The modulus of elasticity, "E,"
square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kN/m2.
in 1 ,000,000 pounds per square inch is shown below each span.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
577
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3608.2.4m
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
35 Lbs. per Sq. Ft. Live Load
For Use in Snow Load Zone 3
DESIGN CRITERIA: Strength-35 lbs. per sq. ft. live load plus 10 lbs. per sq. ft. dead load determines fiber stress.
Deflection — For 35 lbs. per sq. ft. live load. Limited to span in inches divided by 1 80.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (first column)
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING, "Fl
" (psi)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
2x6
12.0
5-10
.11
6-8
.17
7-6
.24
8-2
.31
8-10
.39
9-6
.48
10-0
.58
10-7
.67
11-1
.78
11-7
.89
16.0
5-0
.10
5-10
.15
6-6
.21
7-1
.27
7-8
.34
8-2
42
8-8
.50
9-2
.58
9-7
.67
10-0
.77
24.0
4-1
.08
4-9
.12
5-4
.17
5-10
.22
6-3
.28
6-8
.34
7-1
.41
7-6
.48
7-10
.55
8-2
.63
2x8
12.0
7-8
11
8-10
.17
9-10
.24
10-10
.31
11-8
.39
12-6
.48
13-3
.58
13-11
.67
14-8
.78
15-3
.89
16.0
6-7
.10
7-8
.15
8-7
.21
9-4
.27
10-1
.34
10-10
.42
11-6
.50
12-1
58
12-8
.67
13-3
.77
24.0
5-5
.08
6-3
.12
7-0
17
7-8
.22
8-3
.28
8-10
.34
9-4
.41
9-10
.48
10-4
.55
10-10
.63
2x10
12.0
9-9
.11
11-3
.17
12-7
.24
13-9
.31
14-11
.39
15-11
.48
16-11
.58
17-10
.67
18-8
.78
19-6
.89
16.0
8-5
.10
9-9
15
10-11
.21
11-11
.27
12-11
.34
13-9
.42
14-8
.50
15-5
.58
16-2
.67
16-11
.77
24.0
6-11
.08
8-0
.12
8-11
.17
9-9
.22
10-6
.28
11-3
.34
11-11
41
12-7
.48
13-2
.55
13-9
.63
2x 12
12.0
11-10
0.11
13-8
0.17
15-4
0.24
16-9
0.31
18-1
0.39
19-4
0.48
20-6
0.58
21-8
0.67
22-9
0.78
23-9
0.89
16.0
10-3
0.10
11-10
0.15
13-3
0.21
14-6
0.27
15-8
0.34
16-9
0.42
17-8
0.58
18-9
0.58
19-8
0.67
20-6
0.77
24.0
8-4
0.08
9-8
0.12
10-10
0.17
11.10
0.22
12-10
0.28
13-8
0.34
14-6
0.41
15-4
0 48
16-1
0.55
16-9
0.63
(inches)
(inches)
1300
1400
1500
1600
1700
1800
1900
2000
2100
2200
2x6
12.0
12-1
1.00
12-6
1.12
13-0
1.24
13-5
1.36
13-10
1.49
14-2
1.63
14-7
1.76
15-0
1.91
15-4
2.05
15-9
2.2
16.0
10-5
.86
10-10
.97
11-3
1.07
11-7
1.18
11-11
1.29
12-4
1 41
12-8
1.53
13-0
1.65
13-3
1.78
13-7
1.90
24.0
8-6
.71
8-10
.79
9-2
.88
9-6
.96
9-9
1.06
10-0
1.15
10-4
1.25
10-7
1.35
10-10
1.45
11-1
1.55
2x8
12.0
15-11
1.00
16-6
1.12
17-1
1.24
17-8
1.36
18-2
1.49
18-9
1.63
19-3
1.76
19-9
1.91
20-3
2.05
20-8
2.20
16.0
13-9
.86
14-4
.97
14-10
1.07
15-3
1.18
15-9
1.29
16-3
1.41
16-8
1.53
17-1
1.65
17-6
1.78
17-11
1.90
24.0
11-3
.71
11-8
.79
12-1
.88
12-6
.96
12-10
1.06
13-3
1.15
13-7
1.25
13-11
1.35
14-4
1.45
14-8
1.55
2x10
12.0
20-4
1.00
21-1
1.12
21-10
1.24
22-6
1.36
23-3
1.49
23-11
1.63 .
24-6
1.76
25-2
1.91
25-10
2.05
26-5
2.20
160
17-7
.86
18-3
.97
18-11
1.07
19-6
1.18
20-1
1.29
20-8
1.41
21-3
1.53
21-10
1.65
22-4
1.78
22-10
1.90
24.0
14-4
.71
14-11
79
15-5
.88
15-11
.96
16-5
1.06
16-11
1.15
17-4
1.25
17-10
1.35
18-3
1.45
18-8
1.55
2x12
12.0
24-8
1.00
25-7
22-2
26-6
1.24
27-4
1.36
28-3
1.49
29-1
1.63
29-10
1.76
30-7
1.91
31-4
2.05
21-1
2.20
16.0
21-4
0.86
0.97
18-1
22-11
1.07
23-9
1.18
24-5
1.29
25-2
1.41
25-10
1.53
26-6
1.65
27-2
1.78
27-10
1.90
24.0
17-5
0.71
0.79
0.79
18-9
0.87
19-4
0.96
19-11
1.06
20-6
1.15
21-2
1.25
21-8
1.35
22.2
1.45
22-9
1.55
For SI: 1 inch = 25,4 mm, 1 pound per
NOTE: The modulus of elasticity, "E,"
square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kN/m2.
in 1 ,000,000 pounds per square inch is shown below each span.
578
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF-CEILING CONSTRUCTION
TABLE 36082.4n
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
35 Lbs. per Sq. Ft. Live Load (Supporting Gypsum Wallboard Ceiling)
For Use in Snow Load Zone 3
DESIGN CRITERIA: Strength-35 lbs. per sq. ft. live load plus 10 lbs. per sq. ft. dead load determines fiber stress.
Deflection — For 35 lbs. per sq. ft. live load. Limited to span in inches divided by 240.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (first column)
based on stress grade (top row) and modulus of elasticity (lower figure in each square) of lumber to be used.
RAFTER SIZE
AND SPACLNG
ALLOWABLE EXTREME FIBER STRESS IN BENDING, "Fl
." (psi)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
2x6
12.0
5-10
0.15
6-8
0.23
7-6
.32
8-2
.42
8-10
53
9-6
.64
10-0
.77
10-7
.90
11-1
1.04
11-7
1.18
16.0
5-0
.13
5-10
.20
6-6
.27
7-1
.36
7-8
.46
8-2
.56
8-8
.66
9-2
.78
9-7
.90
10-0
1.02
24.0
4-1
.10
4-9
.16
5-4
5-10
.30
6-3
.37
6-8
.45
7-1
.54
7-6
64
7-10
.73
8-2
.83
2x8
12.0
7-8
15
8-10
9-10
.32
10-10
.42
11-8
.53
12-6
.64
13-3
77
13-11
.90
14-8
1.04
15-3
1.18
16.0
6-7
.13
7-8
.20
8-7
.27
9-4
36
10-1
.46
10-10
.56
11-6
.66
12-1
78
12-8
.90
13-3
1.02
24.0
5-5
.10
6-3
.16
7-0
7-8
30
8-3
8-10
45
9-4
.54
9-10
.64
10-4
.73
10-10
.83
2x 10
12.0
9-9
.15
11-3
.23
12-7
.32
13-9
.42
14-11
.53
15-11
.64
16-11
.77
17-10
.90
18-8
1.04
19-6
1.18
16.0
8-5
.13
9-9
.20
10-11
.27
11-11
.36
12-11
.46
13-9
.56
14-8
.66
15-5
.78
16-2
.90
16-11
1.02
24.0
6-11
.10
8-0
.16
8-11
9-9
.20
10-6
11-3
.45
11-11
.54
12-7
.64
13-2
.73
13-9
.83
2x 12
12.0
11-10
.15
13-8
.23
15-4
.32
16-9
.42
18-1
.53
19-4
.64
20-6
77
21-8
.90
22-8
1.04
23-9
1.18
16.0
10-3
.13
11-10
20
13-3
.27
14-6
.36
15-8
.46
16-9
.56
17-9
.66
18-9
.78
19-8
.9"
20-6
1.02
24.0
8-5
.10
9-8
16
10-10
.22
11-10
30
12-10
.37
13-8
.45
14-6
.54
15-4
.64
16-1
73
16-9
.83
(inches)
(inches)
1300
1400
1500
1600
1700
1800
1900
2000
2100
2200
2x6
12.0
12-1
1.33
12-6
1 49
13-0
1.65
13-5
1.82
13-10
1.99
14-2
2.17
14-7
2.35
15-0
2.54
15-4
2^4
15-8
2.93
16.0
10-5
r. is
10-10
1.29
11-3
1.43
11-7
1.57
11-11
1.72
12-4
1.88
12-8
2.04
13-0
2.20
13-3
2.37
13-7
2.54
24.0
8-6
.94
8-10
1 05
9-2
1.17
9-6
1.29
9-9
1.41
10-0
1.53
10-4
1.66
10-7
1.80
10-10
1.93
11-1
2.07
2x8
12.0
15-11
1.33
16-6
1.49
17-1
1.65
17-8
1.82
18-2
1.99
18-9
2.17
19-3
2.35
19-9
2.54
20-3
2.74
20-8
2.93
16.0
13-9
1.15
14-4
1.29
14-10
1.43
15-3
1.57
15-9
172
16-3
1.88
16-8
2.04
17-1
2.20
17-6
2.37
17-11
2.54
24.0
11-3
.94
11-8
1.05
12-1
1.17
12-6
1.29
12-10
1.41
13-3
1.53
13-7
1.66
13-11
1.80
14-4
1.93
14-7
2.07
2x 10
12.0
20-4
1.33
21-1
1.49
21-10
1.65
22-6
1.82
23-3
1.99
23-11
2.17
24-6
2.35
25-2
2.54
25-10
2.74
26-5
2.93
16.0
17-7
1.15
18-3
1.29
18-11
1.43
19-6
1.57
20-1
172
20-8
1.88
21-3
2.04
21-10
2.20
22-4
2.37
22-10
2.54
24.0
14-4
.94
14-11
1.05
15-5
1.17
15-11
1.29
16-5
1.41
16-11
1.53
17-4
1.66
17-10
1.80
18-3
1.93
18-8
2.07
2x 12
12.0
24-8
1.33
25-7
1.49
26-6
1.65
27-4
1.82
28-3
1.99
29-0
2.17
29-10
2.35
30-7
2.54
31-4
2.74
32-1
2.93
16.0
21-5
1.15
22-2
1.29
23-0
1.43
23-9
1.57
24-5
1 72
25-2
1.88
25-10
2.04
26-5
2.20
27-2
2.37
27-10
2.54
24.0
17-5
94
18-1
1.05
18-9
1.17
19-4
1.29
20-0
1.41
20-6
1.53
21-1
1.66
21-8
1.80
22-2
1.93
22-8
2.07
For SI: 1 inch = 25.4 mm. I pound per
NOTE: The modulus of elasticity. "E."
square inch = 6.895 kPa. 1 pound per
in 1 .000,000 pounds per square inch i;
;quare foe
shown bi
t = 0.0479
:low each s
kN/m2.
pan.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
579
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3608.2.4o
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
35 Lbs. per Sq. Ft Live Load (Supporting Veneer Plaster Ceiling)
For Use in Snow Load Zone 3
DESIGN CRITERIA: Strength-35 lbs. per sq. ft. live load plus 10 lbs. per sq. ft. dead load determines fiber stress.
Deflection — For 35 lbs. per sq. ft. live load. Limited to span in inches divided by 360.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (first column)
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING, "Fl
." (P»0
(inches)
(inches)
300
400
500
600
700
800
900
1000
UOO
1200
2x6
12.0
5-10
.22
6-8
.34
7-6
.48
8-2
.63
8-10
.79
9-6
.96
10-0
1.15
10-7
1.35
11-1
1.55
11-7
1.77
16.0
5-0
.19
5-10
.30
6-6
.41
7-1
.54
7-8
.68
8-2
.83
8-8
1.00
9-2
1.17
9-7
1.35
10-0
1.53
24.0
4-1
.16
4-9
.24
5-4
.34
5-10
.44
6-3
.56
6-8
.68
7-1
.81
7-6
.95
7-10
1.10
8-2
1.25
2x8
12.0
7-8
.22
8-10
.34
9-10
.48
10-10
.63
11-8
.79
12-6
.96
13-3
1.15
13-11
1.35
14-8
1.55
15-3
1.77
16.0
6-7
.19
7-8
.30
8-7
.41
9-4
.54
10-1
.68
10-10
.83
11-6
1.00
12-1
1.17
12-8
1.35
13-3
1.53
24.0
5-5
.16
6-3
.24
7-0
.34
7-8
.44
8-3
.56
8-10
.68
9-4
.81
9-10
.95
10-4
1.10
10-10
1.25
2x10
12.0
9-9
.22
11-3
.34
12-7
.48
13-9
.63
14-11
.79
15-11
.96
16-11
1.15
17-10
1.35
18-8
1.55
19-6
1.77
16.0
8-5
.19
9-9
.30
10-11
.41
11-11
.54
12-11
.68
13-9
.83
14-8
1.00
15-5
1.17
16-2
1.35
16-11
1.53
24.0
6-11
.16
8-0
.24
8-11
.34
9-9
.44
10-6
.56
11-3
.68
11-11
.81
12-7
.95
13-2
1.10
13-9
1.25
2x12
12.0
11-10
.22
13-8
.34
15-4
.48
16-9
.63
18-1
.79
19-4
.96
20-6
1.15
21-8
1.35
22-8
1.55
23-9
1.77
16.0
10-3
.19
11-10
.30
13-3
.41
14-6
.54
15-8
.68
16-9
.83
17-9
1.00
18-9
1.17
19-8
1.35
20-6
1.53
24.0
8-5
.16
9-8
.24
10-10
.34
11-10
.44
12-10
.56
13-8
.68
14-6
.81
15-4
.95
16-1
1.10
16-9
1.25
(inches)
(inches)
1300
1400
1500
1600
1700
1800
1900
2000
2100
2200
2x6
12.0
12-1
2.00
12-6
2.23
13-0
2.47
13-4
2.73
13-10
2.99
14-2
3.26
14-7
3.53
14-11
3.81
15-4
4.10
15-8
4.40
16.0
10-5
1.73
10-10
1.93
11-3
2.14
11-7
2.36
11-11
2.59
12-4
2.82
12-7
3.06
12-11
3.30
13-3
3.55
13-7
3.81
24.0
8-6
1.41
8-10
1.58
9-2
1.75
9-6
1.93
9-9
2.11
10-0
2.30
10-4
2.49
10-7
2.69
10-10
2.90
11-1
3.11
2x8
12.0
15-11
2.00
16-6
2.23
17-1
2.47
17-8
2.73
18-2
2.99
18-9
3.26
19-3
3.53
19-9
3.81
20-3
4.10
20-8
4.40
16.0
13-9
1.73
14-4
1.93
14-10
2.14
15-3
2.36
15-9
2.59
16-3
2.82
16-8
3.06
17-1
3.30
17-6
3.55
17-11
3.81
24.0
11-3
1.41
11-8
1.58
12-1
1.75
12-6
1.93
12-10
2.11
13-3
2.30
13-7
2.49
13-11
2.69
14-4
2.90
14-8
3.11
2x 10
12.0
20-4
2.00
21-1
2.23
21-10
2.47
22-6
2.73
23-3
2.99
23-10
3.26
24-6
3.53
2S-2
3.81
25-9
4.10
26-5
4.40
16.0
17-7
1.73
18-3
1.93
18-11
2.14
19-6
2.36
20-1
2.59
20-8
2.82
21-3
3.06
21-9
3.30
22-4
3.55
22-10
3.81
24.0
14-4
1.41
14-11
1.58
15-5
1.75
15-11
1.93
16-5
2.11
16-11
2.30
17-4
2.49
17-9
2.69
18-3
2.90
18-8
3.11
2x 12
12.0
24-8
2.00
25-7
2.23
26-6
2.47
27-4
2.73
28-3
2.99
29-0
3.26
29-10
3.53
30-7
3.81
31-4
4.10
21-1
4.40
16.0
21-5
1.73
22-2
1.93
23-0
2.14
23-9
2.36
24-5
2.59
25-2
2.82
25-10
3.06
26-6
3.30
27-2
3.55
27-10
3.81
24.0
17-5
1 41
18-1
1.58
18-9
1.75
19-4
193
20-0
2.11
20-6
2.30
21-1
2.49
21-8
269
22-2
2.90
22-9
3.11
For SI: 1 inch = 25.4 mm, 1 pound per
NOTE: The modulus of elasticity, "E,"
square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kN/m2.
in 1 ,000,000 pounds per square inch is shown below each span.
580
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF-CEILING CONSTRUCTION
TABLE 36082.4p
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
35 Lbs. per Sq. Ft. Live Load
For Use in Snow Load Zone 3
DESIGN CRITERIA: Strength-35 lbs. per sq. ft. live load plus 15 lbs. per sq. ft. dead load determines fiber stress.
Deflection — For 35 lbs. per sq. ft. live load. Limited to span in inches divided by 180.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (first column)
based on stress grade ("top row ) and modulus of elasticity i lower figure in each square) of lumber to be used
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING, "Ft
." (psi)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
2x6
12.0
5-6
.09
6-4
.15
7-1
.20
7-9
.27
8-5
.34
9-0
.41
9-6
.49
10-0
.58
10-6
.66
11-0
.76
16.0
4-9
.08
5-6
.13
6-2
.18
6-9
7-3
.29
7-9
.36
8-3
.43
8-8
.50
9-1
.57
9-6
.65
24.0
3-11
.07
4-6
.10
5-0
.14
5-6
.19
5-11
.24
6-4
.29
6-9
.35
7-1
.41
7-5 "
.47
_ 7^9~~
.53
2x8
12.0
7-3
.09
8-4
.15
9-4
.20
10-3
.27
11-1
.34
11-10
.41
12-7
.49
13-3
.58
13-11
.66
14-6
.76
16.0
6-3
.08
7-3
.13
8-1
.18
8-11
.23
9-7
.29
10-3
.36
10-10
.43
11-6
.50
12-0
.57
12-7
.65
24.0
5-2
07
5-11
.10
6-7
.14
7-3
.19
7-10
.24
8-4
.29
8-1
.35
9-4
.41
9-10
.47
10-3
.53
2x 10
12.0
9-3
.09
10-8
.15
11-11
.20
13-1
.27
14-2
.34
15-1
.41
16-0
.49
16-11
.58
17-9
.66
18-6
.76
16.0
8-0
.08
9-3
.13
10-4
.18
11-4
.23
12-3
.29
13-1
36
13-10
.43
14-8
.50
15-4
57
16-0
.65
24.0
6-6
.07
7-7
.10
8-5
.14
9-3
.19
10-0
.24
10-8
.29
11-4
.35
11-11
.41
12-6
.47
13-1
.53
2x 12
12.0
11-3
0.09
13-0
0.15
14-6
0.20
15-11
0.27
17-2
0.34
18-4
0.41
19-6
0.49
20.6
0.58
21-6
0.66
22-6
0.76
16.0
9-9
0.08
11-3
0.13
12-7
0.18
13-9
0.23
14-10
0.29
15-11
0.36
16-10
0.43
17-9
0.50
18-8
0.57
19-6
0.65
24.0
8-0
0.07
9-2
0.10
10-3
0.14
11-3
0.19
12-2
0.24
13-0
0.29
13-8
0.35
14-6
0.41
15-3
0.47
15-11
0.53
(inches)
(inches)
1300
1400
1500
1600
1700
1800
1900
2000
2100
2200
2x6
12.0
11-5
.85
11-11
.95
12-4
1.06
12-8
1.16
13-1
1.27
13-6
1.39
13-10
1.51
14-2
1.63
14-7
1.75
14-10
1.88
16.0
9-11
'74
10-3
.83
10-8
.91
11-0
1.01
11-4
1.10
11-8
1.20
12-0
1.30
12-4
1.41
12-7
1.52
12-10
1.62
24 0
8-1
.60
8-5
.67
8-8
.75
9-0
.82
9-3
.90
9-6
.98
9-9
1.07
10-0
1.15
10-3
1.24
10-6
1.33
2x8
12.0
15-1
.85
15-8
.95
16-3
1.06
16-9
1.16
17-3
1.27
17-9
1.39
18-3
1.51
18-9
1.63
19-2
1.75
19-7
1.88
16.0
13-1
.74
13-7
83
14-0
.91
14-6
1.01
14-11
1.10
15-5
1.20
15-10
1.30
16-3
1.41
16-7
1.52
17-0
1.62
24.0
10-8
.60
11-1
.67
11-6
.75
11-10
.82
12-2
.90
12-7
.98
12-11
1.07
13-3
1.15
13-7
1.24
13-10
1.33
2x 10
12.0
19-3
.85
20-0
.95
20-8
1.06
21-4
1.16
22-0
1.27
22-8
1.39
23-3
1.51
23-11
1.63
24-6
1.75
25-0
1.88
16.0
16-8
.74
17-4
.83
17-11
.91
18-6
1.01
19-1
1.10
19-7
1.20
20-2
1.30
20-8
1.41
21-2
1.52
21-8
1.62
24.0
13-7
.60
14-2
.67
14-8
.75
15-1
.82
15-7
.90
16-0
.98
16-6
1.07
16-11
1.15
17-4
1.24
17-9
1.33
2x 12
12.0
23-5
0.85
24-3
0.95
25-2
1.06
21-4
1.16
26-9
1.27
27-6
1.39
28-4
1.51
29-0
1.63
29-9
1.75
30-5
1.88
16.0
20-3
0.74
21-0
0.82
21-9
0.91
22-6
1.01
23-2
1.10
23-10
1.20
24-6
1.30
25-2
1.41
25-9
1.51
26-4
1.62
24.0
16-6
0.60
17-2
0.67
17-9
0.75
18-4
0.82
18-11
0.90
19-6
0.98
20-0
1.07
20-6
1.15
21-0
1.24
21-7
1.33
For SI: 1 inch
NOTE: The n
= 25,4 mm, 1
odulusof clas
pound per
ticity, "E.'
square in
in 1 ,000.(
:h = 6.895
)00 pound
kPa, 1 po
s per squa
und per sc
e inch is s
uare foot =
nown beli
= 0.0479 1
w each sr
N/m2.
an.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
581
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3608.2.4q
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
35 Lbs. per Sq. Ft Live Load (Supporting Gypsum Wallboard Ceiling)
For Use in Snow Load Zone 3
DESIGN CRITERIA: Strength-35 lbs. per sq.ft. live load plus 1 5 lbs. per sq.ft. dead load determines fiber stress.
Deflection — For 35 lbs. per sq. ft. live load. Limited to span in inches divided by 240.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (first column)
based on stress grade (top row) and modulus of elasticity (lower figure in each square) of lumber to be used.
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING, "Fb," (psi)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
12.0
5-6
6-4
7-1
7-9
8-5
9-0
9-6
10-0
10-6
11-0
2x6
.13
.19
.27
.36
.45
.55
.65
.77
.88
1.01
16.0
4-9
5-6
6-2
6-9
7-3
7-9
8-3
8-8
9-1
9-6
.11
.17
.23
.31
.39
.48
.57
.66
.77
.87
24.0
3-11
4-6
5-0
5-6
5-11
6-4
6-9
7-1
7-5
7-9
.09
.14
.19
.25
.32
.39
.46
.54
.63
.71
12.0
7-3
8-4
9-4
10-3
11-1
11-10
12-7
13-3
13-11
14-6
2x8
.13
.19
.27
.36
.45
.55
.65
.77
.88
1.01
16.0
6-3
7-3
8-1
8-11
9-7
10-3
10-10
11-6
12-0
12-7
.11
.17
.23
.31
.39
.48
.57
.66
.77
.87
24.0
5-2
5-11
6-7
7-3
7-10
8-4
8-11
9-4
9-10
10-3
.09
.14
.19
.25
.32
.39
.46
.54
.63
.71
12.0
9-3
10-8
11-11
13-1
14-2
15-1
16-0
16-11
17-9
18-6
2x10
.13
.19
.27
.36
.45
.55
.65
.77
.88
1.01
16.0
8-0
9-3
10-4
11-4
12-3
13-1
13-10
14-8
15-4
16-0
.11
.17
.23
.31
.39
.48
.57
.66
.77
.87
24.0
6-6
7-7
8-5
9-3
10-0
10-8
11-4
11-11
12-6
13-1
.09
.14
.19
.25
.32
.39
.46
.54
.63
.71
12.0
11-3
13-0
14-6
15-11
17-2
18-4
19-6
20-6
21-7
22-6
2x12
.13
.19
.23
.36
.45
.55
.65
.77
.88
1.01
16.0
9-9
11-3
12-7
13-9
14-11
15-11
16-10
17-9
18-8
19-6
.11
.17
.23
.31
.39
.48
.57
.66
.77
.87
24.0
7-11
9-2
10-3
11-3
12-2
13-0
13-9
14-6
15-3
15-11
.09
.14
.19
.25
.32
.39
.46
.54
.63
.71
(inches)
(inches)
1300
1400
1500
1600
1700
1800
1900
2000
2100
2200
12.0
11-5
11-11
12-4
12-8
13-1
13-6
13-10
14-2
14-7
14-10
2x6
1.14
1.27
1.41
1.55
1.70
1.85
2.01
2.17
2.33
2.50
16.0
9-11
.98
10-3
1.10
10-8
1.22
11-0
1.34
11-4
1.47
11-8
1.60
12-0
1.74
12-4
1.88
12-7
2.02
12-10
2.16
24.0
8-1
8-5
8-8
9-0
9-3
9-6
9-9
10-0
10-3
10-6
.80
.90
1.00
1.10
1.20
1.31
1.42
1.53
1.65
1.77
12.0
15-1
15-8
16-3
16-9
17-3
17-9
18-3
18-9
19-2
19-7
2x8
1.14
1.27
1.41
1.55
1.70
1.85
2.01
2.17
2.33
2.50
16.0
13-1
.98
13-7
1.10
14-0
1.22
14-6
1.34
14-11
1.47
15-5
1.60
15-10
1.74
16-3
1.88
16-7
2.02
17-0
2.17
10-8
11-1
11-6
11-10
12-2
12-7
12-11
13-3
13-7
13-10
.80
.90
1.00
1.10
1.20
1.31
1.42
1.53
1.65
1.77
19-3
20-0
20-8
21-4
22-8
22-8
23-3
23-11
24-6
25-0
2x 10
1.14
1.27
1.41
1.55
1.70
1.85
2.01
2.17
2.33
2.50
16-8
17-4
17-11
18-6
19-1
19-7
20-2
20-8
21-2
21-8
.98
1.10
1.22
1.34
1.47
1.60
1.74
1.88
2.02
2.16
13-7
14-2
14-8
15-1
15-7
16-0
16-6
16-11
17-4
17-9
.80
.90
1.00
1.10
1.20
1.31
1.42
1.53
1.65
1.77
23-5
24-4
25-2
26-0
26-9
27-6
28-4
29-0
29-9
30-5
2x 12
1.14
1.27
1.41
1.55
1.70
1.85
2.01
2.17
2.33
2.50
20-3
21-1
21-9
22-6
23-2
23-10
24-6
25-2
25-9
26-4
.98
1.10
1.22
1.34
1.47
1.60
1.74
1.88
2.02
2.16
24.0
16-7
17-2
17-9
18-4
18-11
19-6
20-0
20-6
21-1
21-6
.80
.90
1.00
1.10
1.20
1.31
1.42
1.53
1.65
1.77
For SI: I inch = 25,4 mm, I pound per
NOTE: The modulus of elasticity, "E,"
square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kN/m2.
in 1 ,000,000 pounds per square inch is shown below each span.
582
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
7S0 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF-CEILING CONSTRUCTION
TABLE 3608.2.4r
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
35 Lbs. per Sq. Ft. Live Load (Supporting Veneer Plaster Ceiling)
For Use in Snow Load Zone 3
DESIGN CRITERIA: Strength-35 lbs. per sq ft. live load plus 1 5 lbs per sq. ft.dead load determines fiber stress.
Deflection — For 35 lbs. per sq. ft. live load. Limited to span in inches divided by 360.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing ( li:
projection.
st column"!
based on sires
s crade (top row) and modulus of e
asticitv (1
ower figur
: in each square) of lumber to be used.
R\FTER SIZE
AND SPACLNG
ALLOWABLE EXTREME FIBER STRESS IN SENDING, "Ft
," (psi)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
2x6
12.0
5-6
19
6-4
29
7-1
.41
7-9
S-5
67
9-0
82
9-0
98
10-0
1 15
.0-6
1 33
11-0
1.51
16.0
4-9
16
5-6
6-2
6-9
.46
.58
7-9
8-3
S5
8-8
1 00
9-1
1 15
9-6
1 31
24.0
3-11
13
4-6
.21
5-0
.29
5-6
78
5-11
48
0-4
.58
6-9
69
7-1
.81
7-5
94
7-9
1.07
2x-8
12.0
7-3
.19
8-4
29
9-4
41
10-3
11-1
67
11-10
82
12-7
.98
13-3
115
13-11
1.33
14-6
16.0
6-3
.16
i5
8-1
8-11
.46
.58
10-3
.71
10-10
S5
11-6
1.00
12-U
1.15
12-7
1.31
24.0
5-2
.13
5-11
21
6-7
29
7-3
.38
7-10
48
8-4
58
8-11
69
9-4
.81
9-10
.94
10-3
1.07
2x 10
12.0
9-3
19
10-8
.29
11-11
.41
13-1
.53
14-2
.67
15-1
82
16-0
.98
16-1!
1.15
17-9
1S-6
151
16.0
8-0
.16
9-3
10-4
11-4
46
12-3
13-1
71
13-10
85
14-8
1.00
115
16-0
131
24.0
6-6
.13
.21
8-5
29
9-3
.38
10-0
4S
10-8
.58
11-4
.69
11-11
.81
12-6
.94
13-1
2x 12
120
11-7
.19
13-0
.29
14-6
.41
15-11
17-2
.67
18-4
19-6
.98
20-6
1.15
21-7
1.33
22-6
1 51
16 0
9-9
.16
11-3
25
12-7
.35
13-9
46
14-11
58
15-11
.71
16-10
.85
17-9
1.00
18-8
1.15
19-6
1 31
240
7-11
13
9-2
21
10-3
.29
11-3
.38
12-2
48
13-0
58
13-9
.69
14-6
81
15-3
94
15-11
1 07
(inches)
(inches)
1300
1400
1500
1600
1700
1800
1900
2000
2100
2200
2x6
12 0
11-5
1.70
11-11
1.91
12-4
2.11
12-8
2.33
13-1
2.55
13-6
2.7S
13-10
3.01
14-2
3.25
14-6
3.50
14-10
3.75
16.0
9-1.1,
1.48
10-3
1 65
10-8
1.83
11-0
2.02
11-4
2.21
11-8
2.41
12-0
261
12-3
2.81
12-7
3.03
12-10
3.25
24.0
S-l
1.21
8-5
1.35
8-8
1.49
9-0
1.65
9-3
1.80
9-6
1.96
9-9
2.13
10-0
2.30
10-3
248
10-6
2 65
2x8
12.0
15-1
1.70
15-8
1.91
16-3
2.11
16-9
2.33
17-3
2.55
17-9
2.78
18-3
3.01
18-9
3.25
19-2
3.50
19-7
16.0
13-1
1.48
13-7
1 65
14-0
1.83
14-6
2.02
14-11
221
15-5
2.41
15-9
2.61
16-2
2.81
16-7
303
17-0
3.25
24.0
10-8
1.21
1 1-1
1.35
11-6
1.49
11-10
1.65
12-2
1.80
12-7
1.96
12-11
2.13
13-3
2.30
13-7
2.48
13-10
2.65
2x 10
12.0
19-3
1.70
20-0
1.91
20-8
2.11
21-4
2.33
22-0
2.55
22.8
2.78
23-3
301
23-10
3.25
24-6
3.50
25-0
3.50
16.0
16-8
1.48
17-4
1.65
17-11
1.83
18-6
2.02
19-1
2.21
19-7
2.41
20-2
2.61
20-8
2.81
21-2
3.03
21-8
24.0
13-7
1.21
14-2
1.35
14-8
1.49
15-1
1.65
15-7
1.80
16-0
1.96
16-6
2.13
16-11
2.30
17-4
2.48
17-9
2.65
2x 12
12.0
23-5
1.70
24-4
1.91
25-2
2.11
26-0
2.33
26-9
2.55
27-6
2.78
28-3
3.01
29-0
3.25
20-9
3.50
30-5
375
160
20-3
1 48
21-1
1.65
21-9
1 83
22-6
2.02
23-2
2.21
23-10
241
24-6
2.61
25-2
281
25-9
3.03
26-4
3.25
24 0
16-7
1 21
17-2
135
17-9
1 49
18-4
1.65
18-11
1.80
19-6
1.96
20-0
2 13
20-6
2 30
21-1
2.48
21-o
For SI: 1 inch = 2i,4 mm.
NOTE: The modulus of el
1 pound pc
isticitv, "E,
r square inch = 6.895
" in 1 .000,000 pounds
kPa, 1 pound per
per square inch i;
iquare toot
shown bcli
= 0.0479
w each <
N/m2
pan
2/7/97 (Effective 2/28/97)
780 CMR- Sixth Edition
583
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3608.2.4s
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
40 Lbs. per Sq. Ft Live Load
For Use in Snow Load Zone 4
DESIGN CRITERIA: Strength-40 lbs. per sq. ft. live load plus 10 lbs. per sq. ft. dead load determines fiber stress.
Deflection — For 40 lbs. per sq. ft. live load. Limited to span in inches divided by 1 80.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (first column)
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING
, "Fb," (psi)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
1300
2x6
12.0
5-6
0.11
6-4
0.17
7-1
0.23
7-9
0.30
8-5
0.38
9-0
0.47
9-6
0.56
10-0
0.66
10-6
0.76
11-0
0.86
11-5
0.97
16.0
4-9
0.09
5-6
0.14
6-2
0.20
6-9
0.26
7-3
0.33
7-9
0.41
8-3
0.48
8-8
0.57
9-1
0.66
9-6
0.75
9-11
0.84
24.0
3-10
0.08
4-6
0.12
5-0
0.16
5-6
0.22
5-11
0.27
6-4
0.33
6-9
0.40
7-1
0.47
7-5
0.54
7-9
0.61
8-1
0.69
2x8
12.0
7-3
0.11
8-4
0.17
9-4
0.23
10-3
0.30
11-1
0.38
11-10
0.47
12-6
0.56
13-3
0.66
13-10
0.76
14-6
0.86
15-1
0.97
16.0
6-3
0.09
7-3
0.14
8-1
0.20
8-10
0.26
9-7
0.33
10-3
0.41
10-10
0.48
11-5
0.57
12-0
0.66
12-7
0.75
13-1
0.84
24.0
5-1
0.08
5-11
0.12
6-7
0.16
7-3
0.22
7-10
0.27
8-4
0.33
8-10
0.40
9-4
0.47
9-9
0.54
10-3
0.61
10-8
0.69
2x10
12.0
9-3
0.11
10-8
0.17
11-11
0.23
13-1
0.30
14-1
0.38
15-1
0.47
16-0
0.56
16-10
0.66
17-8
0.76
18-6
0.86
19-3
0.97
16.0
8-0
0.09
9-3
0.14
10-4
0.20
11-4
0.26
12-3
0.33
13-1
0.41
13-10
0.48
14-7
0.57
15-4
0.66
16-0
0.75
16-8
0.84
24.0
6-6
0.08
7-6
0.12
8-5
0.16
9-3
0.22
10-0
0.27
10-8
0.33
11-4
0.40
11-11
0.47
12-6
0.54
13-1
0.61
13-7
0.69
2x12
12.0
11-3
0.11
13-0
0.17
14-6
0.23
15-11
0.30
17-2
0.38
18-4
0.47
19-6
0.56
20-6
0.66
21-6
0.76
22-6
0.86
23-5
0.97
16.0
9-9
0.09
11-3
0.14
12-7
0.20
13-9
n.26
14-10
0.33
15-11
0.41
16-10
0.48
17-9
0.57
18-8
0.66
19-6
0.75
20-3
0.84
24.0
8-0
0.08
9-2
0.12
10-3
0.16
11-3
0.22
12-1
0.27
13-0
0.33
13-9
0.40
14-6
0.47
15-3
0.54
15-11
0.61
16-6
0.69
(inches)
(i nches)
1400
1500
1600
1700
1800
1900
2000
2100
2200
2300
2400
2x6
120
11-10
1.09
12-3
1.20
12-8
1.33
13-1
1.45
13-6
1.58
13-10
1.72
14-2
1.85
14-6
2.00
14-10
2.14
15-3
2.29
15-7
2.44
16.0
10-3
0.94
10-8
1.04
11-0
1.15
11-4
1.26
11-8
1.37
12-0
1.49
12-3
1.61
12-7
1.73
12-11
1.85
13-2
1.98
13-5
2.11
24.0
8-5
0.77
8-8
0.85
9-0
0.94
9-3
1.03
9-6
1.12
9-9
1.22
10-0
1.32
10-3
1.42
10-6
1.52
10-9
1.62
11-0
1.73
2x8
12.0
15-8
1.09
16-2
1.20
16-9
1.33
17-3
1.45
17-9
1.58
18-3
1.72
18-9
1.85
19-2
2.00
19-8
2.14
20-1
2.29
20-6
2.44
16.0
13-7
0.94
14-0
1.04
14-6
1.15
14-11
1.26
15-4
1.37
15-9
1.49
16-2
1.61
16-7
1.73
17-0
1 85
17-4
1.98
17-9
2.11
24.0
11-1
0.77
11-5
0.85
11-10
0.94
12-3
1.03
12-6
1.12
12-11
1.22
13-3
1.32
13-7
1.42
13-10
1.52
14-2
1.62
14-6
1.73
2x10
12.0
20-0
1.09
20-8
1.20
21-4
1.33
22-0
1.45
22-8
1.58
23-3
1.72
23-10
1 85
24-6
2.00
25-0
2.14
25-7
2.29
26-2
2.44
16.0
17-3
0.94
17-11
1.04
18-6
1.15
19-1
1.26
19-8
1.37
20-2
1.49
20-8
1.61
21-2
1.73
21-8
1.85
22-2
1.98
22-8
2.11
24.0
14-1
0.77
14-8
0.85
15-1
0.94
15-7
1.03
16-0
1.12
16-6
1.22
16-10
1.32
17-4
1.42
17-9
1.52
18-1
1.62
18-6
1.73
2x 12
120
24-3
1.09
25-2
1.20
26-0
1.33
26-9
1.45
27-7
1.58
28-3
1.72
29-0
1.85
29-9
2.00
30-5
2.14
31-1
2.29
31-10
2.44
16.0
21-0
0.94
21-9
1.04
22-6
1.15
23-2
1.26
23-10
1.37
24-6
1.49
25-2
1.61
25-9
1.73
26-4
1.85
27-0
1.98
27-7
2.11
24.0
17-2
0.77
17-9
0.85
18-4
0.94
18-11
1.03
19-6
1.12
20-0
1.22
20-6
1.32
21-1
1.42
21-7
1.52
22-0
1.62
22-6
1.73
For SI: 1 inch = 25.4
NOTE: The modulus
mm, I pound per
of elasticity, "E,"
square inch =
in 1,000,000
6 895 kPa, 1 pound per square foot = 0.0479 kN/m2.
pounds per square inch is shown below each span.
584
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS .AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF-CEILING CONSTRUCTION
TABLE 3608.2.4t
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
40 Lbs. per Sq. Ft. Live Load (Supporting Gypsum Ceiling)
For Use in Snow Load Zone 4
DESIGN CRITERIA: Strength-40 lbs. per sq. ft. live load plus 1 0 lbs. per sq. ft. dead load determines fiber stress.
Deflection — For 40 lbs. per sq. ft. live load. Limited to span in inches divided bv 240
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square) Determine size and spacing (first column)
based on stress grade I top row ) and modulus of elasticity { lower figure in each square) of lumber to be used.
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING
"Fft," (p
si)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
1300
2x6
12 0
5-6
0.14
6-4
022
7-1
0 31
7-9
041
8-5
0.51
9-0
0.63
9-6
075
1 0-0
0.88
10-6
1.0!
11-0
1.15
11-5
1.30
16.0
4-9
0.12
5-6
0.19
6-2
0.27
6-9
0.35
7-3
0.44
7-9
0 54
8-3
0.65
8-8
0.76
9- 1
0.88
9-6
1.00
9- li
1 12
24.0
3-11
0.10
4-6
0.16
5-0
0.22
5-6
0.29
5- 11
0.36
6-4
0.44
6-9
0.53
7-1
0.62
7-5
0.71
7-9
0.81
8-1
0.92
2x8
120
7-3
0.14
8-4
0.22
9-4
0.31
10-3
0.41
11-)
0.51
11-10
063
12-7
0.75
13-3
088
13-11
1.01
14-6
1.15
15-1
1 30
16.0
6-3
0 12
7-3
0.19
8-1
0.27
8-11
0.35
9-7
0.44
10-3
0.54
10-11
0.65
11-6
0.76
12-0
0.88
12-7
1.00
1 3- i
1.12
24.0
0 10
5-11
0.16
6-7
0.22
7-3
0 29
7-10
0.36
8-4
0 4.
8-11
0.53
9-4
0.62
9-10
0.75
10-3
0.81
10-8
0.92
2x 10
12.0
9-3
0.14
10-8
0.22
11-1
C.31
12-1
0.41
14-2
0.51
15-!
0 63
16-0
0.75
16-11
088
17-9
1.01
18-6
1.15
19-3
1.30
16.0
8-0
0 12
9-3
0.19
10-4
0.27
11-4
0.35
0.44
13-1
0.54
13-11
0.65
14-8
0.76
15-4
0.88
16-0
1.00
16-8
1.12
24.0
6-6
0 10
0.16
8-5
0.22
9-3
0.29
10-0
0.36
10-8
0 44
11-4
053
11-11
0.62
12-6
0.71
13-1
081
13-7
0.92
2x 12
12.0
11-3
0 14
13-0
0.22
14-6
0.31
15-11
0.41
17-2
0.51
18-4
0.63
19-6
0 75
20-6
0.88
21-7
l.Oi
22-6
1.15
23-5
1.30
16.0
9-9
0.12
11-3
0.19
12-7
0.27
13-9
0.35
ii-l i
0.44
15-11
0.54
i6-ll
0.65
17-9
0.76
18-8
0.88
19-6
i.00
20-3
1.12
24.0
7-1!
0 10
9-2
0.16
10-3
0.22
11-3
0.29
12-1
0.36
13-0
0.44
13-9
0.53
14-6
0.62
15-3
0.71
15-11
0.81
16-7
092
[Inches)1
(Inches)
1400
1500
1600
1700
1600
1900
2000
2100
2200
2300
2400
2x6
120
11-11
1.45
12-4
1.61
12-8
1.77
13-1
1.94
13-6
2.12
13-10
2.3C
14-2
2.48
14-6
2.66
14-10
2.85
15-3
3.05
15-7
3.25
16.0
10-3
1.26
10-8
1.39-
11-0
1.54
1 1-4
1 68
ii-S
1.83
12-0
1.99
12-4
2.15
12-7
2 31
12-1!
2 48
13-2
2.64
13-5
2.82
240
8-5
1.03
8-8
1.14
9-0
1.25
9-3
1.37
9-6
1.50
9-9
1.62
10-0
1.75
10-3
1.89
10-6
2.02
10-9
2.16
11-0
2.30
2x8
12 0
15-8
1.45
16-3
1 6!
16-9
1.77
17-3
1.94
17-9
2.12
18-3
2.30
18-9
2.48
19-2
2.66
19-7
2.85
20-1
3.05
20-6
3.25
16.0
13-7
1.26
14-0
1.39
14-6
1.54
14-11
1.68
15-5
1.83
15-10
1.99
16-3
2.15
16-7
2.31
17-0
2.48
17-4
2.64
17-9
2.82
24.0
11-1
1.03
11-6
1.14
11-10
1.25
12-2
1.37
12-7
1.50
12-11
1.62
13-3
1.75
13-7
1.89
13-11
2.02
14-2
2.16
14-6
2.30
2x 10
120
20-0
1.45
20-8
1.61
21-4
1.77
22-0
1.94
22-8
2.12
23-3
2.30
23-11
2 48
24-6
2.66
25-0
2.85
25-7
3.05
26-2
3.25
160
17-4
1.26
17-11
1.39
18-6
1 54
19-1
1.68
19-7
1.83
20-2
1.99
20-8
2.15
21-2
231
21-8
2 48
22-2
2.64
22-8
2.82
24.0
14-2
1.03
14-8
1.14
15-1
1.25
15-7
1.37
16-0
1.50
16-6
1.62
16-11
1.75
17-4
i.89
17-9
2.02
18-1
2.16
18-6
2.30
2x 12
12.0
24-4
1.45
25-2
1.61
26-0
1.77
26-9
1 94
27-7
2.12
28-a
2.30
29-1
2.48
29-9
2.66
30-5
2.85
31-2
3.05
31-9
3.25
16.0
21-1
1.26
21-9
1.39
22-6
1.54
23-2
1.68
23-10
1.83
24-6
1.99
25-2
2.15
25-9
2.31
26-5
2.48
27-0
2.64
27-7
2.82
24.0
i7-2
1.03
1 7-9
1.14
18-4
1.25
18-11
1.37
19-6
1.50
20-0
1.62
20-6
1.75
21-1
1.89
21-7
2.02
22-0
2.16
22-6
2.30
For SI: 1 inch = 2
NOTE: Themodul
4 mm, 1 pound per
us of elasticity. "E,"
square inch = 6
in 1 .000.000 pounds
kPa, 1 pound per square foot = 0.0479 kN/m
peT square inch is shown below each span
9/1 9/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
585
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3608.2.4u
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
40 Lbs. per Sq. Ft Live Load (Supporting Veneer Plaster Ceiling)
For Use in Snow Load Zone 4
DESIGN CRITERIA: Strength-40 lbs. per sq. ft. live load plus 10 lbs. per sq. ft. dead load determines fiber stress.
Deflection — For 40 lbs. per sq. ft. live load. Limited to span m inches divided by 360.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (first column)
based on stress grade (top row) and modulus of elasticity (lower figure in each square) of lumber to be used.
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING, "Fb," (psi)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
1300
2x6
12.0
5-6
0.22
6-4
033
7-1
0.46
7-9
0.61
8-5
0.77
9-0
0.94
9-6
1.12
10-0
1.31
10-6
1.51
11-0
1.72
11-5
1.94
16.0
4-9
0.19
5-6
0.29
6-2
0.40
6-9
0.53
7-3
0.67
7-9
0.81
8-3
0.97
8-8
1.14
9-1
1.31
9-6
149
9-11
1.68
24.0
3-11
0.15
4-6
0.24
5-0
0.33
5-6
0.43
5-11
0.54
6-4
0.67
6-9
0 79
7-1
0.93
7-5
1.07
7-9
1.22
8-1
1.38
2x8
12.0
7-3
0.22
8-4
0.33
9-4
0.46
10-3
0.61
11-1
0.77
11-10
0.94
12-6
1 12
13-3
1.31
13-10
1.51
14-6
1.72
15-1
1.94
16.0
6-3
0.19
7-3
0.29
8-1
0.40
8-10
0.53
9-7
0.67
10-3
0.81
10-10
0.97
11-5
1.14
12-0
1.31
12-6
1.49
13-1
1.68
24.0
5-1
0.15
5-11
0.24
6-7
0.33
7-3
0.43
7-10
0.54
8-4
0.67
8-10
0.79
9-4
0.93
9-9
1.07
10-3
1.22
10-8
1.38
2x10
12.0
9-3
0.22
10-8
0.33
11-11
0.46
13-1
0.61
14-1
0.77
15-1
0.94
16-0
1.12
16-10
1.31
17-9
1.51
18-6
1.72
19-3
1.94
16.0
8-0
0.19
9-3
0.29
10-4
040
11-4
0.53
12-3
0.67
13-1
0.81
13-10
0.97
14-7
1.14
15-4
1.31
16-0
1.49
16-8
1.68
24.0
6-6
0.15
7-6
0.24
8-6
0.33
9-3
0.43
10-0
0.54
10-8
0.67
11-4
079
11-11
0.93
12-6
1.07
13-1
1.22
13-7
1.38
2x12
12.0
11-3
0.22
13-0
0.33
14-6
0.46
15-11
0.61
17-2
0.77
18-4
0.94
19-6
1 12
20-6
1.31
21-6
1.51
22-6
1.72
23-5
1.94
16.0
9-9
0.19
11-3
0.29
12-7
0.40
13-9
0.53
14-10
0.67
15-11
0.81
16-10
0.97
17-9
1.14
18-8
1.31
19-6
1.49
20-3
1 68
24.0
8-0
0.15
9-2
0.24
10-3
0.33
11-3
0.43
12-2
0.54
13-0
0.67
13-9
0 79
14-6
0.93
15-3
1.07
15-11
1.22
16-7
1.38
(inches)
(inches)
1400
1500
1600
1700
1800
1900
2000
2100
2200
2300
2400
2x6
120
11-10
2.17
12-3
2.41
12-8
2.65
13-1
2.91
13-6
3.17
13-10
3.43
14-2
3.71
14-6
3.99
14-10
4.28
15-3
4.57
15-7
4.88
16.0
10-3
1.88
10-8
2.09
11-0
2.30
11-4
2.52
11-8
2.74
12-0
2.97
12-3
3.21
12-7
3.46
12-11
3.71
13-2
3.96
13-6
4.22
24.0
8-5
1.54
8-9
1.71
9-0
1 88
9-3
2.06
9-6
2.25
9-9
2.44
10-0
2.63
10-3
2.83
10-6
3.04
10-9
3.24
11-0
3.46
2x8
12.0
15-8
2.17
16-2
2.41
16-9
2.65
17-3
2.91
17-9
3.17
18-3
3.43
18-9
3.71
19-2
3.99
19-7
4.28
20-1
4.57
20-6
488
16.0
13-7
1.88
14-0
2.09
14-6
2.30
14-11
2.52
15-4
2.74
15-9
2.97
16-2
3.21
16-7
3.46
17-0
3.71
17-4
3.96
17-9
4.22
24.0
11-1
1.54
11-6
1.71
11-10
1 88
12-3
2.06
12-6
2.25
12-11
2.44
13-3
2.63
13-7
2.83
13-11
3.04
14-2
3.24
14-6
3.46
2x10
12.0
20-0
2.17
20-8
2.41
21-4
2.65
22-0
2.91
22-8
3.17
23-3
3.43
23-10
3.71
24-6
3.99
25-0
4.28
25-7
4.57
26-2
4.88
16.0
17-3
1.88
17-11
2.09
18-6
2.30
19-1
2.52
19-7
2.74
20-2
2.97
20-8
3.21
21-2
3.46
21-8
3.71
22-2
3.96
22-8
4.22
24.0
14-1
1.54
14-7
1.71
15-1
1.88
15-7
2.06
16-0
2.25
16-6
2.44
16-10
2.63
17-4
2.83
17-9
3.04
18-1
3.24
18-6
3.46
2x 12
12 0
24-3
2.17
25-2
2.41
26-0
2.65
26-9
2.91
27-7
3.17
28-3
3.43
29-0
3.71
29-9
3.99
30-5
4.28
31-2
4.57
31-10
4.88
16.0
21-0
1.88
21-9
209
22-6
2.30
23-2
2.52
23-10
2.74
24-6
2.97
25-2
3.21
25-9
3.46
26-4
3.71
27-0
3.96
27-7
4.22
24.0
17-2
1.54
17-9
1.71
18-4
1.88
18-11
2.06
19-6
2.25
20-0
2.44
20-6
2.63
21-1
2.83
21-7
3.04
22-0
3.24
22-6
3 46
For SI: 1 inch = 25.4 mm, 1 pound per
NOTE: The modulus of elasticity, "£,"
square inch =
in 1,000,000
; 6.895 kPa, 1 pound per square foot = 0.0479 kN/m2.
pounds per square inch is shown below each span.
586
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF-CEILING CONSTRUCTION
TABLE 3608.2.4v
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
40 Lbs. per Sq. Ft live Load
For Use in Snow Load Zone 4
DESIGN CRITERIA: Strength-40 lbs. per sq. ft. live load plus i 5 lbs per sq. ft. dead load determines fiber stress.
Deflection — For 35 lbs. per sq. ft. live load. Limited to span in inches divided by 1 80.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (first column)
based on stress grade (top row) and modulus of elasticity (lower figure in each square) of lumber to be used.
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FTBER STRESS IN BENDING, "Fb," (psi)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
1300
2x6
12.0
5-3
0.09
6-1
0.14
6-9
0.20
7-5
0.26
8-0
0.33
8-7
0.41
9-1
0.49
9-7
0.57
10-0
0.66
10-6
0.75
10-1!
0.84
16.0
4-6
0.08
5-3
0.12
5- 10
0.17
6-5
0.23
6- 11
0.29
7-5
0.35
7-10
0.42
8-3
0.49
8-8
0.57
9- 1
0.65
9-5
0.73
24.0
3-8
0.07
4-3
0.10
4-9
0.14
5-3
0.19
5-8
0.24
6-1
0.29
6-5
0.34
6-9
0.40
7-1
0.46
7-5
0.53
7-9
0.60
2x8
12.0
6-11
0.09
8-0
0.14
8-11
0.20
9-9
0.26
10-7
0.33
11-3
0.41
12-0
0.49
12-7
0.57
13-3
0.66
13-10
0.75
14-5
0.84
16.0
6-0
0.08
6-11
0.12
7-9
0.17
8-6
0.23
9-2
0.29
9-9
0.35
10-4
0.42
10-11
0.49
11-6
0.57
12-0
0.65
12-6
0.73
24.0
4-11
0.07
5-8
0.10
6-4
0.14
6-11
0.19
7-6
0.24
8-0
0.29
8-6
0.34
8-11
0.40
9-4
0.46
9-9
0.53
10-2
0.60
2x 10
12.0
8-10
0.09
10-2
0.14
11-5
0.20
12-6
0.26
13-6
0.33
14-5
0.41
15-3
0.49
16-1
0.57
16-11
0.66
17-8
0.75
18-4
0.84
16.0
7-8
0.08
8-10
0.12
9-10
0.17
10-10
0.23
11-8
0.29
12-6
0.35
13-3
0.42
13-1 1
0.49
14-8
0.57
15-3
0.65
15-11
0.73
24.0
6-3
0.07
7-2
0.10
8-1
0.14
8-10
0.19
9-6
0.24
10-2
0.29
10-10
0.34
11-5
0.40
11-11
0.46
12-6
0.53
13-0
0.60
2x12
12.0
10-9
0.09
12-4
0.14
13-10
0.20
15-2
0.26
16-4
0.33
17-6
0.4!
18-7
0.49
19-7
0.57
20-7
0.66
21-6
0.75
22-4
0.84
16.0
9-3
0.08
10-9
0.12
12-0
0.17
13-1
0.23
14-2
0.29
15-2
0.35
16-1
0.42
17-0
0.49
17-9
0.57
18-7
0.65
19-4
0.73
24.0
7-7
0.07
8-9
0.10
9-9
0.14
10-9
0.19
11-7
0.24
12-4
0.29
13-1
0.34
13-10
0.40
14-6
0.46
15-2
0.53
15-9
0.60
(inches)
(inches)
1400
1500
1600
1700
1800
1900
2000
2100
2200
2300
2400
2x6
120
11-4
0.94
11-9
1.05
12-1
1.15
12-6
1.26
12-10
1.38
13-2
i.49
13-6
1.61
13-10
1.73
14-2
1.86
14-6
1 99
14-10
2.12
16.0
9-10
0.82
10-2
0.91
10-6
1.00
10-10
1.09
11-1
1.19
U-5
1.29
11-9
1.40
12-0
1.50
i2-4
1.61
12-7
1.72
12-10
1.83
24.0
8-0
0.67
8-3
0.74
8-7
0.82
8-10
0.89
9-1
0.97
9-4
1.06
9-7
1.14
9-10
1.23
10-0
1.31
10-3
1.41
10-6
1.50
2x8
12.0
14-11
0.94
15-5
1.05
16-0
1.15
16-5
1.26
16-11
1.38
17-5
1.49
17-10
1.61
18-3
1.73
18-9
1.86
19-2
1.99
19-7
2.12
16.0
12-11
0.82
13-5
0.91
13-10
1.00
14-3
1.09
14-8
1.19
15-1
1.29
15-5
1.40
15-10
1.50
16-3
1.61
16-7
1.72
16-11
1.83
24.0
10-7
0.67
10-11
0.74
11-3
0.82
11-8
0.89
12-0
0.97
12-4
1.06
12-7
1.14
12-11
1.23
13-3
1.31
13-6
1.41
13-10
1.50
2x10
12.0
19-1
0.94
19-9
1.05
20-4
1.15
21-0
1.26
21-7
1.38
22-2
i.49
22-9
1.61
23-4
1.73
23- 11
1.86
24-5
1.99
24-11
2.12
16.0
16-6
0.82
17-1
0.91
17-8
1.00
18-2
1.09
18-9
1.19
19-3
1.29
19-9
1.40
20-2
1.50
20-8
1.61
21-2
1.72
21-7
1.83
24.0
13-6
0.67
13-11
0.74
14-5
0.82
14-10
0.89
15-3
0.97
15-8
1.06
16-1
1.14
16-6
1.23
16-11
1.31
17-3
1.41
17-8
1.50
2x12
120
23-2
0.94
24-0
1.05
24-9
1.15
25-6
1.26
26-3
1.38
27-0
1.49
27-8
1.61
28-4
1.73
29-1
1.86
29-9
1.99
30-4
2.12
16.0
20-1
0.82
20-9
0.91
21-5
1.00
22-1
1.09
22-9
1.19
23-4
1.29
24-0
1.40
24-7
1.50
25-2
1.61
25-9
1.72
26-3
1.83
24.0
16-4
0.67
17-0
0.74
17-6
0.82
18-1
0.89
18-7
0.97
19-1
1.06
19-7
1.14
20-1
i.23
20-6
1.31
21-0
1.41
21-5
1.50
For SI: 1 inch = 25.4 mm, 1 pound per
NOTE: The modulus of elasticity, "E,'
square inch =
in 1,000,000
■- 6.895 kPa, 1 pound per square foot = 0 0479 kN/m2
pounds per square inch is shown below each span.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
587
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3608.2.4w
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
40 Lbs. per Sq. Ft Live Load (Supporting Gypsum Ceiling)
For Use in Snow Load Zone 4
DESIGN CRITERIA: Strength — 15 lbs. per sq. ft. dead load plus 40 lbs. per sq. ft. live load determines fiber stress.
Deflection — For 40 lbs. per sq. ft. live load. Limited to span in inches divided by 240.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure m each square). Determine size and spacing (first column)
based on stress grade (top row) and modulus of elasticity (lower figure in each square) of lumber to be used.
RAFTER SIZE
AND SPACING
ALLOWABLE EXTREME FIBER STRESS IN BENDING,
Fb, " (ps
)
(inches)
(inches)
300
400
500
600
700
800
900
1000
1100
1200
1300
12.0
5-3
6-1
6-9
7-5
8-0
8-7
9-1
9-7
10-0
10-6
10-11
0.12
0.19
0.27
0.35
0.44
0.54
0.65
0.76
0.88
1.00
1.13
4-6
5-3
5-10
6-5
6-1!
7-5
7-10
8-3
8-8
9-1
9-5
0.11
0.17
0.23
0.3!
0.39
0.47
0.56
0.66
0.76
L 0.86
098
3-8
4-3
4-9
5-3
5-8
6-1
6-5
6-9
7-1
7-5
7-9
0.09
0.14
0.19
0.25
0.31
0.38
0.46
0.54
0.62
0.71
0.80
12.0
6-11
8-0
8-11
9-9
10-7
1 1-3
12-0
12-7
13-3
13-10
14-5
0.12
0.19
0.27
0.35
0.44
0.54
0.65
0.76
0.88
1.00
1 13
16.0
6-0
6- 11
7-9
8-6
9-2
9-9
10-4
10- 11
11 -6
12-0
12-6
0.11
0.17
0.23
0.31
0.39
0.47
0.56
0.66
0.76
0.86
098
24.0
4-11
5-8
6-4
6-11
7-6
8-0
8-6
8-11
9-4
9-9
10-2
0.09
0.14
0.19
0.25
0.31
0.38
0.46
0.54
0.62
0.71
0.80
12.0
8-10
10-2
11-5
12-6
13-6
14-5
15-3
16-1
16-11
17-8
18-4
2x10
0.12
019
0.27
0.35
0.44
0.54
0.65
0.76
0.88
1.00
1.13
16.0
7-8
8-10
9-10
10-10
11-8
12-6
13-3
13-11
14-8
15-3
15-11
0.11
0.17
0.23
0.31
0.39
0.47
0.56
0.66
0.76
0.86
0.98
24.0
6-3
7-2
8-1
8-10
9-6
10-2
10-10
11-5
11-11
12-6
13-0
0.09
0.14
0.19
0.25
0.31
0.38
0.46
0.54
0.62
0.71
0.80
12.0
10-9
12-5
13- 10
15-2
16-5
17-6
18-7
19-7
20-6
21 -5
22-4
2x12
0.12
0.19
0.27
0.35
0.44
0.54
0.65
0.76
0.88
1.00
1.13
9-3
10-9
12-0
13-2
14-2
15-2
16-1
17-0
17-9
18-7
19-4
160
0.11
0.17
0.23
0.31
0.39
0.47
0.56
0.66
076
086
0.98
24.0
7-7
8-9
9-10
10-9
11-7
12-5
!3-2
13-10
14-6
15-2
15-9
0.09
0 14
0.19
0.25
0.31
0.38
0.46
0.54
0.62
0.71
0.80
(inches)
(inches)
1400
1500
1600
1700
1800
1900
2000
2100
2200
2300
2400
120
11-4
11-9
12-1
12-6
12-10
13-2
13-6
13-10
14-2
14-6
14-10
2x6
1.26
1.40
1.54
1.68
1.83
1.99
2.15
2.31
2.48
2.65
2.82
16.0
9-10
10-2
10-6
10-10
11-1
11-5
11-9
12-0
12-4
12-7
12-10
1.09
1.21
1.33
1.46
i.59
1.72
1.86
2.00
2.15
2.29
2.45
24.0
8-0
8-3
8-7
8- 10
9-1
9-4
9-7
9- 10
10-0
10-3
10-6
0.89
0.99
1.09
1.19
1.30
!.41
1.52
1.63
1.75
1.87
2.00
120
14-11
15-5
16-0
16-5
16-11
17-5
17-10
18-3
18-9
19-2
19-7
1.26
1.40
1.54
1.68
1.83
1.99
2.15
2.31
2.48
2 65
2.82
16.0
12-11
13-5
13-10
14-3
14-8
15-1
15-5
15-10
16-3
16-7
16-11
2x8
1.09
1.21
1.33
1.46
1.59
1.72
1.86
2.00
2.15
2.29
2.45
24.0
10-7
10-11
11-3
11-8
12-0
12-4
12-7
12-11
13-3
13-6
13-10
0.89
0.99
1.09
1.19
1.30
1.41
1.52
1.63
1.75
1.87
2.00
12.0
19-1
19-9
20-4
21 -0
21 -7
22-2
22-9
23-4
23-11
24-5
25-0
2x10
1.26
1.40
1.54
1.68
1.83
1.99
2.15
2.31
2.48
2.65
2.82
16.0
16-6
17-1
17-8
18-2
18-9
19-3
19-9
20-2
20-8
21-2
21-7
1.09
1.21
1.33
1 46
1.59
1.72
1.86
2.00
2.15
2.29
2.45
24.0
13-6
0.89
13-11
0.99
14-5
1.09
14-10
1.19
15-3
1.30
15-8
1.41
16-1
1.52
16-6
1.63
16-11
1 75
17-3
1.87
17-8
2.00
12.0
23-2
24-0
24-9
25-6
26-3
27-0
27-8
28-5
29- 1
29-9
30-4
2x12
1.26
1.40
1.54
1.68
1.83
1.99
2.15
2.31
2.48
2.65
2.00
16.0
20- 1
20-9
21 -5
22-1
22-9
23-5
24-0
24-7
25-2
25-9
26-3
1.09
1.21
1.33
1.46
1.59
1.72
1.86
2.00
2.15
2.29
2.45
24.0
16-5
17-0
17-6
18-1
18-7
19-1
19-7
20-1
20-6
21-0
21 -5
0.89
0.99
1.09
1.19
1.30
1.4!
1.52
1.63
1.75
1.87
2.00
For SI: 1 inch = 25.4
NOTE: The modulus
mm, 1 pound per square inch = 6.895 kPa,
of elasticity. "E," in 1.000,000 pounds per
1 pound per square foot = 0 0479 kN/m2.
square inch is shown below each span.
588
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF-CEILING CONSTRUCTION
TABLE 3608.2.4x
ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS
40 Lbs. per Sq. Ft Live Load (Supporting Veneer Plaster Ceiling)
For Use in Snow Load Zone 4
DESIGN CRITERIA: Strength— 15 lbs. per sq. ft dead load plus 40 lbs. per sq. fl. live load determines fiber stress.
Deflection — For 40 lbs. per sq. fl. live load. Limited to span in inches divided by 360.
RAFTERS: Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection.
HOW TO USE TABLES: Enter table with span of rafters (upper figure in each square). Determine size and spacing (first column)
based on stress grade (top row) and modulus of elasticity (lower figure m each square) of lumber to be used
RAFTER SPACING
AND SIZE
ALLOWABLE EXTREME FIBER STRESS IN BENDING, "F6,'
(psi)
(inches)
(inches)
300
400
500
600
700
300
900
1000
1100
1200
2x6
12.0
5-3
0.19
6-1
0.29
6-9
0.40
7-5
0.53
8-0
0.67
8-7
0.82
9-1
0.97
9-7
1 14
10-0
1 31
10-6
1 50
160
4-6
0.16
5-3
025
5-10
035
6-5
046
6-1 1
058
7-5
071
7-10
084
8-3
099
8-8
1 14
9-1
130
24.0
3-8
0.13
4-3
0.20
4-9
0.28
5-3
0.37
5-8
0.47
6-1
0.58
6-5
6-9
7-1
7-5
0.69
0.81
0.93
1.06
2x8
12.0
6-11
0.19
8-0
0.29
8-11
0.40
9-9
0.53
iO-7
0.67
11-3
0.82
12-0
0.97
12-7
1.14
13-3
1.31
13-10
1.50
16.0
6-0
0.16
6-11
0.25
7-9
0.35
8-6
0.46
9-2
0.58
9-9
0.71
10-4
0.84
10-11
0.99
11-6
1.14
12-0
1.30
24.0
4-11
0.13
5-8
0.20
6-4
0.28
6-11
0.37
7-6
0.47
8-0
0.58
8-6
0.69
8-11
0.81
9-4
.093
9-9
1.06
2x10
12.0
8-10
0.19
10-2
0.29
11-5
040
12-6
053
13-6
067
14-5
082
15-3
097
16-1
1 14
16-11
1 31
17-8
150
16.0
7-8
0.16
8-10
0.25
9-10
0.35
10-10
0.46
11-8
0.58
12-6
0.71
13-3
084
13-1 1
0.99
14-8
1 14
15-3
1.30
24.0
6-3
0.1 3
7-2
0.20
8-1
0.28
8-10
0.37
9-6
0.47
10-2
0.58
10-10
0.69
11-5
0.8 1
11-11
0.93
12-6
1.06
2x12
12.0
10-9
0.19
12-5
0.29
13-10
0.40
15-2
0.53
16-5
0.67
17-6
0.82
18-7
0.97
19-7
1.14
20-6
1.31
21-5
1.50
16.0
9-3
0.16
10-9
0.25
12-0
0.35
13-2
0.46
14-2
0.58
15-2
0.71
16-1
0.84
17-0
0.99
17-9
1.14
18-7
1 30
24 0
7-7
0.13
8-9
0.20
9-10
0.28
10-9
0.37
! 1-7
0.47
12-5
0.58
13-2
0.69
13-10
0.81
14-6
0.93
15-2
1.06
(inches)
(inches)
1300
1400
1500
1600
1700
1800
1900
2000
2100
2200
2x6
12.0
10-11
1.69
11-4
1.89
11-9
2.09
12-1
2.31
12-6
2.53
12-10
2.75
13-2
2.98
13-6
3.22
13-10
3.47
14-2
3.72
16.0
9-5
1.46
9-10
1.63
10-2
1.81
10-6
2.00
10-10
2.19
11-1
2.38
11-5
2.58
11-9
2.79
12-0
3.00
12-3
3.22
24.0
7-9
1.19
8-0
1.33
8-3
1.48
8-7
1.63
8-10
1.79
9-1
1.95
9-4
2.11
9-7
2.28
9-10
2.45
10-0
2.63
2x8
12.0
14-5
1.69
14-11
1.89
15-5
2.09
16-0
2.31
16-5
2.53
16-11
2.75
17-5
2.98
17-10
3.22
18-4
3.47
18-9
3.72
16.0
12-6
1.46
12-11
1.63
13-5
1.81
13-10
2.00
14-3
2.19
14-8
2.38
15-1
2.58
15-6
2.79
15-10
3.00
16-2
3.22
24.0
10-2
1.19
10-7
1.33
10-11
1.48
11-3
1.63
11-8
1.79
12-0
1.95
12-4
2.11
12-7
2.28
12-11
2.45
13-3
2.63
2x10
12.0
18-4
1.69
19-1
1.89
19-9
2.09
20-4
2.31
21-0
2.53
21-7
2.75
22-2
2.98
22-9
3.22
23-4
3.47
23-10
3.72
16.0
15-11
1.46
16-6
1.63
17-1
1.81
17-8
2.00
18-2
2.19
18-9
2.38
19-3
2.58
19-9
2.79
20-2
3.00
20-8
3.22
24.0
13-0
1.19
13-6
1.33
13-11
1.48
14-5
1.63
14-10
1.79
15-3
1.95
15-8
2.11
16-1
2.28
16-6
2.45
16-10
2.63
2x12
120
22-4
1.69
23-2
1.89
24-0
2.09
24-9
2.31
25-6
2.53
26-3
2.75
27-0
2.98
27-9
3.22
28-4
3.47
29-1
3.72
16.0
19-4
1.46
20-1
1.63
20-9
1.81
21-5
2.00
22-1
2.19
22-9
2.38
23-5
2.58
24-0
2.79
24-7
3.00
25-2
3.22
24.0
15-9
1.19
16-5
1.33
17-0
1.48
17-6
1.63
18-1
1.79
18-7
1 95
19-1
2.11
19-7
2.28
20-1
2.45
20-6
2.63
For SI: 1 inch = 25.4 mm, 1 pound per
NOTE: The modulus of elasticity, "E,"
square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kN/m2.
in 1 ,000,000 pounds per square inch is shown below each span.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
589
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
590 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR 3609
ROOF COVERINGS
3609.1 GENERAL
3609.1.1 Application: The provisions of 780 CMR
3609.1 shall control the design and construction of
roof coverings for all buildings. Roof coverings
shall be listed for their intended use. Materials for
which listing is not available shall be required to be
approved by the State Board of Building
Regulations and Standards in accordance with
780 CMR 109.3.4.
3609.1.2 Requirements: The roof covering shall be
capable of accommodating the loads indicated in
780 CMR 3603.1 and provide a barrier against the
weather to protect supporting elements and the
structure beneath.
3609.1.3 Roofing covering materials: Roofs shall
be covered with materials as set forth in 780 CMR
3609.3 through 3609.9. Classified roofing shall
conform to UL 790, as listed in Appendix A, and
shall be installed when the edge of the roof is less
than three feet (914 mm) from a property line or as
required by city or town ordinance or bylaw. The
roofing materials set forth in 780 CMR 3609.4
through 3609. 6 and concrete slabs may be accepted
as Class A roofing.
780 CMR 3609.2 DECK PREPARATION
3609.2.1 Supporting construction: Roofing shall
be applied only when the supporting roof
construction is clean and dry.
3609.2.2 Single layer underlayment: When a
single ply of underlayment is required, it shall be
laid parallel to the eaves with a two-inch (5 1 mm)
top lap and four-inch (102 mm) end lap nailed
sufficiently to hold in place.
3609.23 Multiple layer underlayment: When two
layers of underlayment are required, they shall be
laid shingle fashion parallel to the eaves with 19-
inch (483 mm) top lap and 12-inch (305 mm) end
lap, with end laps located at least six feet (1829 mm)
from end laps in the preceding course, and blind
nailed sufficiently to hold in place.
780 CMR 36093 ASPHALT SHINGLES
3609.3.1 General: Asphalt shingles shall be applied
only to solidly sheathed roofs Asphalt shingles shall
be applied according to the manufacturer's printed
instructions and 780 CMR 36.
3609.3.2 Slopes of four units vertical in 12 units
horizontal (33% slope) or greater: Asphalt
shingle roofs shall have an underlayment of not less
than one ply of No. 15 felt, applied as required in
780 CMR 3609.2 and Table 3609.3.4
3609.3.3 Slopes less than four units vertical in 12
units horizontal (33% slope) but not less than two
units vertical in 12 units horizontal (17% slope):
Nominally double-coverage asphalt shingles may be
installed on slopes as low as two units vertical in 12
units horizontal ( 1 7% slope), provided the shingles
are approved self-sealing shingles or are hand sealed
and are installed with an underlayment consisting of
two layers of No. 1 5 felt, applied as required in
780 CMR 3609.2 and Table 3609.3.4. The two
layers of felt shall be cemented together, in addition
to the required nailing, from the eaves up the roof to
overlie a point 24 inches (610 mm) inside the
interior wall line of the building. Asphalt shingles
shall not be used on roofs with slopes less than two
units vertical in 12 units horizontal (17% slope).
3609.3.4 Fasteners: Asphalt shingles shall be
fastened according to the manufacturer's printed
instructions and Table 3609.3.4.
3609.3.5 Valley flashing: Roof valleys shall be
flashed by one of the methods listed in 780 CMR
3609.3.5.1 through 3609.3.5.3 Asphalt shingles
shall be applied according to the manufacturer's
printed instructions.
3609.3.5.1 Sheet metal: Open roof valleys may
be provided of not less than No. 28 gage
galvanized corrosion-resistant sheet metal and
shall extend at least eight inches (203 mm) from
the center line each way. Sections of flashing
shall be jointed to provide an adequate water lock.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
591
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3609.3.4
ASPHALT SHINGLE APPLICATION
ROOF OF SLOPE
NOT PERMITTED BELOW 2:12
2:12 to less than 4:12 4:12 and over
DECK REQUIREMENT
Asphalt shingles shall be fastened to solidly sheathed roofs. Sheathing shall conform to Tables
3605.3.2.1.1a and 3608.3.3.2
UNDERLAYMENT
Temperate climate
Asphalt strip shingles may be installed on slopes as
low as two inches in twelve inches, provided the
shingles are approved self-sealing or are hand
sealed and are installed with an underlayment
consisting of two layers of nonperforated Type 1 5
felt applied shingle fashion. Starting with an 1 8-
inch-wide sheet and a 36-inch-wide sheet over the
eaves, each subsequent sheet shall be lapped 1 9
inches horizontally.
One layer nonperforated Type 1 5 felt lapped
two inches horizontally and four inches
vertically to shed water.
Severe climate:
In areas subject to wind-
driven snow or roof ice
buildup.
Same as for temperate climate, and additionally the
two layers shall be solid cemented together with
approved cementing material between the plies
extending from the eave up the roof to a line 24
inches inside the exterior wall line of the building.
One layer nonperforated Type 1 5 felt lapped
two inches horizontally and four inches
vertically to shed water.
ATTACHMENT
Type of fasteners
Corrosion-resistant nails, minimum 1 2-gage %-inch head, or approved corrosion-resistant
staples, minimum 16-gage 1!/16-inch-crown width.
Fasteners shall be long enough to penetrate into the sheathing % inch or through the thickness of
the sheathing, whichever is less.
No. of fasteners1
four per 36-40 inch strip
two per nine- 1 8-inch strip
Exposure
Field of roof
Per manufacturer's instructions included with packages of shingles.
Hips and ridges
Hip and ridge weather exposures shall not exceed those permitted for the field of the roof
Method
Per manufacturer's instructions included with packages of shingles.
FLASHINGS
Valleys
Other buildings
Per 780 CMR 3609.3.5
Per 780 CMR 3609.3.6 and 3609.3.7
For SI". 1 inch = 25 4 mm.
1. Figures shown are for normal application. For special conditions such as mansard application and where roofs are
in special wind regions, shingles shall be attached per manufacturer's instructions.
3609.3.5.2 Roll roofing: Woven or closed
valleys may be constructed by centering 36-inch-
wide (914 mm) roll roofing material not less than
Type 50 in the valley over the underlayment.
3609.3.5.3 Multiple layer flashing: Roof valley
flashing may be of laced composition shingles,
applied in an approved manner, with an underlay
not less than 30-pound (14 kg) felt extending ten
inches (254 mm) from the center line each way, or
shall be of two layers of 90-pound (41 kg)
mineral-surfaced cap sheet cemented together
with the bottom layer not less than 12 inches (305
mm) wide laid face down and the top layer not
less than 24 inches (610 mm) wide laid face up.
3609.3.6 Side wall flashing: Flashing against a
vertical sidewall shall be by the step-flashing
method.
Exception: Other methods shall be permitted
when installed in accordance with the shingle
manufacturer's printed instructions.
3609.3.7 Other flashing: Flashings against vertical
front wall, as well as soil stack, vent pipe and
chimney flashing, shall be applied according to
asphalt shingle manufacturer's printed instructions.
3609.3.8 Hips and ridges: Hip and ridge shingles
shall be fastened according to the manufacturer's
printed instructions and Table 3609.3.4.
780 CMR 3609.4 SLATE SHINGLES
3609.4.1 General: Slate shingles shall be applied in
an approved manner and securely fastened with
corrosion-resistant nails or corrosion-resistant nails
and wire.
3609.4.2 Slate shingles: Slate shingles shall
conform to ASTM C406 as listed in Appendix A.
Slate shingles shall not be installed on roof slopes
below two units vertical in 12 units horizontal
(2:12). Double-layer No. 15 felt underlayment shall
be required on roof slopes below four units vertical
in 12 units horizontal (4:12). Single-layer No. IS
felt underlayment shall be required on all other
roof slopes. Slate shingles shall be secured to the
roof with two fasteners per slate The minimum
slate headlap shall be three inches (76 mm).
3609.4.3 Valleys: Roof valley flashing shall be
provided of not less than No. 28 gage galvanized
corrosion-resistant sheet metal and shall extend at
least 1 1 inches (279 mm) from the center line each
592
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF COVERING
way and shall have a splash diverter rib not less than
one inch (25 mm) high at the flow line formed as
part of the flashing. Sections of flashing shall have
an end lap of not less than six inches (153 mm) and
shall be provided with an adequate water lock.
780 CMR 3609.5 METAL
3609.5.1 General: Flat sheets or shingles shall be
applied only to solid sheathed roofs. Metal roofing
shall be applied in an approved manner consistent
with the manufacturer's recommendations.
3609.5.2 Materials: Metal roofing shall conform to
AA ASM 35, or ASTM A 361 or B 209, cs listed in
Appendix A.
3609.5.3 Metal shingles: Metal shingles shall not
be installed on roof slopes below four units vertical
in 12 units horizontal (4:12). Single-layer
underlayment of No. 30 felt is required for all
metal shingles other than flat metal shingles on all
roof slopes.
780 CMR 3609.6 TILE, CLAY OR
CONCRETE SHINGLES
3609.6.1 Attachment: All roof tile shall be securely
fastened with corrosion-resistant nails or corrosion-
resistant nails and wire, or other approved means.
3609.6.2 Interlocking clay or cement tile:
Interlocking clay or cement tile shall be installed
only over solid sheathing or spaced structural
sheathing boards. Interlocking clay or cement tile
shall not be installed on roof slopes below four
units vertical in 12 units horizontal (4:12).
Horizontal battens shall be required on roof slopes
over seven units vertical in 12 units horizontal
(7:12). Single-layer underlayment is required over
solid sheathing on all roof slopes. Reinforced
underlayment shall be required where spaced
sheathing is installed Regardless of roof slope, the
first three tile courses and all tile within three feet
(914 mm) of roof edges, changes in roof slope or
changes in slope direction, shall be fastened to the
roof. For the field of the roof, fastening is not
required on roof slopes below five units vertical in
12 units horizontal (5:12); every tile course shall be
fastened on roof slopes five units vertical in 12
units horizontal (5:12) to less than 12 units vertical
in 12 units horizontal (12:12); and every tile shall
be fastened on roof slopes 12 units vertical in 12
units horizontal (12:12) and over. Tile overlap
shall be in accordance with approved
manufacturer's installation instructions.
3609.6.3 Noninterlocking clay or cement tile:
Noninterlocking clay or cement tile shall not be
installed on roof slopes below 2'A units vertical in
12 units horizontal (2'A:12). Double-layer
underlayment is required on roof slopes below
three units vertical in 12 units horizontal (3:12).
Single-layer underlayment is required on all other
roof slopes. Noninterlocking clay or cement tile
shall be secured to the roof with two fasteners per
tile. The minimum tile overlap shall be three
inches (76 mm).
3609.6.4 Tile lugs: Tile with projection anchor lugs
at the bottom of the tile shall be held in position by
means of one-inch-by-two-inch wood (25 mm by 51
mm) stripping, treated to resist moisture
deterioration, nailed to the roof sheathing over the
underlayment or other approved means.
3609.6.5 Nailing and flashing: Nailing and valley
flashing shall be the same as required for slate
shingles.
780 CMR 3609.7 BUnVT-UP ROOFING
3609.7.1 Decking: Built-Up roofing shall be
applied only to solid surface roof decks.
3609.7.2 Materials: Built-Up roofing shall conform
to UL 55 A as listed in Appendix A.
3609.7.3 Underlayment: An underlayment of one
layer sheathing paper is required under built-up
roofing assemblies when the roof deck is constructed
of sheathing boards Underlayment is to be applied as
specified in 780 CMR 3609.2
3609.7.4 Base ply: On nailable decks, a base ply is
to be fastened to the deck in accordance with the
manufacturer's published specifications and Table
3609.3.4
3609.7.4.1 Nonnailabie decks: On nonnailable
decks, cast-in-place concrete or precast concrete,
a base ply required by manufacturer's
specification shall be cemented or spot mopped to
a primed deck as required by the type of deck
material, using not less than 20 pounds (9.1 kg)
per square of hot asphalt for solid mopping, or not
less than ten pounds (4.5 kg) per square for spot
mopping, or not less than 1 Vi gallons (5.7 L) per
square of cold bituminous compound, or 25
pounds (11 kg) per square of coal-tar pitch, in
accordance with the manufacturer's published
specifications. If a base ply is not used, a
minimum of three roofing plies applied shingle
fashion shall be solidly cemented to the primed
deck and cemented together, using no less
cementing material than that specified for a
solidly cemented base ply.
3609.7.4.2 Insulated decks: On insulated decks,
a vapor retarder shall be installed between the
deck and the insulation. Insulation shall be of a
rigid type suitable for application of a roof
covering. The insulation must be properly
attached using mechanical fasteners Type II or
Type HI asphalt in accordance with ASTM D 3 12,
as listed in Appendix A, and installed in
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
593
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
accordance with the manufacturer 's published ply
specifications. The insulation may be taped if
required. A base ply required by the
manufacturer's specification shall be solidly
cemented to the insulation, using no less
cementing material than that specified for a
solidly cemented base ply to a primed nonnailable
deck. If a base ply is not used, a minimum of
three roofing plies applied shingle fashion shall be
solidly cemented to the insulation and cemented
together, using no less cementing material than
that specified for a solidly cemented base ply.
3609.7.5 Membrane over base ply: A minimum of
two successive layers of roofing plies shall be
solidly cemented shingle fashion to the base ply,
using no less cementing material than that specified
for a solidly cemented base ply.
3609.7.6 Surfacing: The built-up roofing assembly
shall be surfaced by one of the methods described in
780 CMR 3609. 7.6.1 and 3609. 7.6.2.
3609.7.6.1 Mineral aggregate roofs: Mineral
aggregate surfaced roofs shall be surfaced with
not less than 60 pounds (27 kg) of hot asphalt or
75 pounds (34 kg) of coal-tar pitch in which is
embedded not less than 400 pounds (181 kg) of
gravel or 300 pounds (136 kg) of crushed slag per
roofing square.
3609.7.6.2 Mineral-surfaced cap roofs: Mineral-
surfaced cap sheets shall be cemented to the
roofing plies using no less cementing material
than specified for between the plies.
780 CMR 3609.8 WOOD SHINGLES
3609.8.1 Sheathing requirements: Wood shingles
shall be applied to roofs with solid or spaced
sheathing. Spaced sheathing boards shall not be less
than one inch by four inch (25 mm by 102 mm)
nominal dimensions and shall be spaced on centers
a distance equal to the actual weather exposure of
the shingles, not to exceed the dimensions set forth
in Table 3609.8 3.3.
3609.8.2 Materials: Wood shingle roofing shall
conform to CSSB "Grading and Packing Rules for
Centigrade Red Cedar Shingles," as listed in
Appendix A.
3609.8.3 Installation: Wood shingles shall be laid
with a side lap of not less than 154 inches (38 mm).
Joints in adjacent courses shall be offset a minimum
of l!4 inches (38 mm) and no two joints in alternate
courses shall be in direct alignment. Spacing
between shingles shall not be less than lA inch (6.4
mm) or more than % inch (9.5 mm). Wood shingles
shall be fastened to the sheathing in accordance with
Table 3609.8.3.
3609.8.3.1 Roof slope: Shingles shall not be
installed on a roof having a slope less than three
units vertical in 12 units horizontal (25% slope)
On roofs having slopes of three units vertical in
12 units horizontal (25% slope) and seven inches
(178 mm) from the center line each way for slopes
of 12 inches (305 mm) to less than four units
vertical in 12 units horizontal (33% slope),
shingles shall be installed with reduced exposures
or they shall be installed over an underlayment of
not less than one ply of No. 1 5 felt, applied as
required in 780 CMR 3609.2
3609.8.3.2 Valley flashing: Roof valley flashing
shall not be less than No. 28 gage corrosion-
resistant sheet metal and shall extend ten inches
(254 mm) from the center line each way for roofs
having slopes less than 12 units vertical in 12
units horizontal (100% slope) and greater.
Sections of flashing shall have an end lap of not
less than four inches (102 mm).
3609.8.3.3 Weather exposure: Weather
exposures shall not exceed those set forth in Table
3609.8.3.3. Hip and ridge weather exposures
shall not exceed those permitted for the field of
the roof Wood shingle hip and ridge units shall
conform to CSSB "Grading Rules for Shake Hip
and Ridge based on the Standards of the Cedar
Shake and Shingle Bureau," as listed in
Appendix A. Nails used to fasten hip and ridge
units shall be longer than those used in the field of
the roof in order to penetrate the sheathing Va-
inch (19 mm) minimum.
3609.8.3.4 Label required: Each bundle of
shingles shall be identified by a label of an
approved grading or inspection bureau or agency.
780 CMR 3609.9 WOOD SHAKES
3609.9.1 Sheathing requirements: Wood shakes
shall be applied to roofs with solid or spaced
sheathing. Spaced sheathing boards shall not be less
than one-inch-by-by-inch (25 mm by 102 mm)
nominal dimensions for shakes installed at
maximum 7/4-inch (190 mm) exposures and shall be
spaced on centers a distance equal to the actual
weather exposure of the shakes, not to exceed the
dimensions set forth in Table 3609.8.3.3. For 24-
inch (610 mm) shakes used in ten-inch (254 mm)
exposure, the spaced sheathing shall be either one-
inch-by-four-inch (25 mm by 102 mm) nominal
dimension board spaced on centers a distance equal
to the weather exposure with an additional one-inch-
by-four-inch (25 mm by 102 mm) board placed
between these boards, or one-inch-by-six-inch (25
mm by 153 mm) nominal dimension boards spaced
on centers a distance equal to the weather exposure
The shakes shall be applied over an underlayment as
required in Table 3609.8.3.
594
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF COVERING
TABLE 3609.8.3
WOOD SHINGLE OR SHAKE APPLICATION
ROOF SLOPE
WOOD SHINGLES
Not permitted below 3:12
See Table 3609.8.3.3
WOOD SHAKES
Not permitted below 4:12
See Table 3609.8.3.3
DECK REQUIREMENT
Wood shingles shall be applied to roofs
having solid or spaced sheathing in
accordance with 780 CMR 3609.8. 1
Wood shakes shall be applied to roofs having solid or
spaced sheathing in accordance with 780 CMR
3609 9.1
UNDERLAYMENT
Temperate climate
No Requirements
One 18-inch-wide interlayment of Type 30 felt
shingled between each course in such a manner that
no felt is exposed to the weather below the shake
butts.
Severe climate:
In areas subject to
roof ice buildup
Two lavers of nonperforated Type 15 felt
applied shingle fashion shall be installed and
solid cemented together with approved
cementing materia! between the plies
extending from the eaves to a line 36 inches
inside the exterior wall line of the building
Sheathing shall be solid and the shakes shall be
applied over a layer of nonperforated Type 1 5 felt
applied shingle fashion. Two layers of nonperforated
Type 1 5 felt applied shingle fashion shall be installed
and solid cemented together with approved cementing
material between the plies extending from the eaves
up the roof to a lme 36 mches mside the exterior wall
line of the buiiding
ATTACHMENT
Type of fasteners
Corrosion-resistant nails, minimum No. 14
Vi-gage, /3;-inch head, or corrosion-resistant
staples when approved by the building
official.
Corrosion-resistant nails, minimum No. 13-gage. 73;-
uich head, or corrosion-resistant staples when
approved by the building official
Fasteners shall be long enough to penetrate into the sheathing % inch or through the thickness of the
sheathing, whichever is less
No. of fasteners
two per shingle |rwo per shake
Exposure
Field of roof
Hips and ridges
Weather exposures shall not exceed those set forth in Table 3609.8 3.3
Hip and ndge weather exposures shall not exceed those permitted for the field of the roof.
Method
Shingles shall be laid with a side lap of not
less than 1 Vi inches between joints in
adjacent courses, and not in direct alignment
in alternate courses. Spacing between
shingles shall be approximately V* inch.
Each shingle shall be fastened with two nails
only, positioned approximately V* inch from
each edge and approximately one mch above
the exposure line Starter course at the eaves
shall be doubled.
Shakes shall be laid with a side lap of not less than
1 Vi mches between joints in adjacent courses.
Spacing between shakes shall not be less than Vs mch
or more than % inch except for preservative-treated
wood shakes which shall have a spacing not less than
'/« inch or more than % mch. Shakes shall be fastened
to the sheathing with two nails only, positioned
approximately one mch from each edge and
approximately two mches above the exposure line.
The starter course at the eaves shall be doubled The
bottom or first layer may be either shakes or shingles.
1 5-inch or 1 8-inch shakes may be used for the starter
course at the eaves and final course at the ndge
FLASHINGS
Valleys
Other flashings
Per 780 CMR 3609.8.3.2 and 3609.9.3 .3
Per accepted practice.
For SI: 1 inch = 25.4 mm.
1 When approved by the building official wood shakes may be installed on a slope of not less than three units vertical
in 12 units horizontal (25% slope) when underlayment of not less than nonperforated Type 15 felt is installed
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
595
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
TABLE 3609.8.3.3
WOOD SHINGLE AND SHAKE MAXIMUM
WEATHER EXPOSURES
GRADE
LENGTH
(inches)
LESS THAN 4" IN
12" (inches)
(Minimum 3" in 12"
Permitted)
4" IN 12"
AND
STEEPER
(inches)
WOOD SHINGLES
No. 1
16
3%
5
No.21
16
3V4
4
No. 31
16
3
314
No. 1
18
4%
514
No.21
18
4
414
No. 31
18
314
4
No. 1
24
5V.
714
No.21
24
5'/2
614
No. 31
24
5
514
WOOD SHAKES2
No. 1
18
714
VA
No.2
183
Not Permitted
514
No. 1
24
10
10
No.2
24j
Not Permitted
714
For SI: 1 inch = 25.4 mm.
1. To be used only when specifically permitted by the
building official.
2. Exposure of 24-inch resawn handsplit shakes shall
not exceed 714 inches regardless of the roof slope.
3. No. 2 grade wood shakes pertain to Taper-sawn
shakes only.
3609.9.2 Materials: Wood shake shall conform to
CSSB "Grading and Packing Rules for Certi-Split
Red Cedar Shakes" or "Grading Rules for Certi-
Sawn Taper-Sawn Cedar Shakes," each as listed in
Appendix A.
3609.9.3 Installation: Preservative treated wood
shakes shall conform to CSSB "Wood Shakes
(Preservative Treated) based on Grading and
Packing Rules for Treated Southern Pine Taper
Sawn Shakes of the Cedar Shake and Shingle
Bureau," as listed in Appendix A- Wood shakes
shall be fastened to the sheathing in accordance with
Table 36 09. 8.3.
3609.9.3.1 Shake and shingle placement: The
starter course at the eaves shall be doubled and
the bottom layer shall be either 15-, 1 8- or 24-inch
(381, 457 or 610 mm) wood shakes or wood
shingles. Fifteen-inch (381 mm) or 18-inch (457
mm) wood shakes may be used for the final
course at the ridge. Shakes shall be interlaid with
18-inch-wide (451 mm) strips of not less than No.
30 felt shingled between each course in such a
manner that no felt is exposed to the weather by
positioning the lower edge of each felt strip above
the butt end of the shake it covers a distance equal
to twice the weather exposure.
3609.9.3.2 Roof slope: Shakes shall not be
installed on a roof having a slope less than four
units vertical in 12 units horizontal (33% slope)
unless they are installed over an underlayment of
not less than No. 15 felt, applied as required in
780 CMR 3 609. 2.
3609.9.3.3 Valley flashing: Roof valley flashing
shall not be less than No 28 gage corrosion-
resistant sheet metal and shall extend at least 1 1
inches (279 mm) from the center line each way.
Sections of flashing shall have an end lap of not
less than four inches (102 mm).
3609.9.3.4 Weather exposure: Weather
exposures shall not exceed those set forth in Table
3609.8.3.3. Hip and ridge weather exposures shall
not exceed those permitted for the field of the
roof Wood shake hip and ridge units shall
conform to CSSB "Grading Rules for Shake Hip
and Ridge based on the Standards of the Cedar
Shake and Shingle Bureau," as listed in
Appendix A. Nails used to fasten hip and ridge
units shall be longer than those used in the field of
the roof in order to penetrate the sheathing % inch
(19 mm) minimum.
3609.9.3.5 Label Required: Each bundle of
shakes shall be identified by a label of an
approved grading or inspection bureau or agency.
780 CMR 3609.10 REROOFING
3609.10.1 General: Materials and methods used for
repair, replacement or recovering an existing roof
shall comply with 780 CMR 3601. 1 7 and 3609.1.1.
When the repair replacement or recovering within
any 12-month period exceeds 25% of the roof
covering of the building, the entire roof covering
shall comply with the requirements for new roofing.
3609.10.2 Structural and construction loads: The
existing roof system shall be capable of supporting
all equipment loads encountered during installation
as well as the loads resulting from the new roofing
materials.
3609.10.3 Recovering vs. replacement: New roof
covering shall not be installed without first removing
existing roof coverings when any of the following
conditions occur:
1. When the existing roof or roof covering is
water soaked or deteriorated to the point of being
unacceptable as a base for additional roofing.
2. When the existing roof covering is wood
shake, slate, clay or cement tile; except when the
new roof covering is installed in accordance with
approved industry standards.
3. When the existing roof has three or more
layers of any type of roofing.
Exception: The removal of existing roof
coverings shall not be required where complete
596
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - ROOF COVERING
and separate roofing systems are provided which 3609.10.4 Reinstallation of materials: The
transmit all roof loads directly to the structural reinstallation of existing roof covering materials
system of the building and which do not bear which have been removed is not permitted,
upon the existing roof
3609.10.5 Flashings: Flashings shall be
reconstructed in accordance with approved
manufacturer's instruction.
2/7/97 (Effective 2/28/97) 780 CMR - Sixth Edition 597
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
598 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR 3610
CHIMNEYS, FIREPLACES AND SOLID FUEL-FIRED APPLIANCES
3610.1 GENERAL
3610.1.1 Scope: The provisions of 780 CMR 3610
shall control the design, construction, listing and/or
installation of chimneys, fireplaces and solid fuel-
fired appliances in one- and two-family buildings
3610.2 Masonry chimneys, general: Masonry
chimneys shall be constructed, anchored, supported
and reinforced as required in 780 CMR 36 10 and the
applicable provisions of 780 CMR 3603, 3604 and
3606. Chimneys shall be structurally sound, durable,
smoke tight and capable of conveying flue gases to
the exterior safely.
Chimneys in wood-frame buildings, shall, at a
minimum, be anchored laterally at the ceiling lines
and at each floor line which is more than six feet
above grade except when entirely within the
framework of the building. Anchors, bolts, and
straps so utilized shall be listed for such use and
utilized in accordance with their listing.
3610.2.1 Support: Masonry chimneys shall be
supported on foundations of solid masonry or
concrete at least 12 inches (305 mm) thick and at
least six inches (153 mm) beyond each side of the
exterior dimensions of the chimney. Footings
shall be founded on natural undisturbed earth
below frostline. In areas not subject to freezing,
footings shall be located a minimum of 12 inches
(305 mm) below finished grade.
3610.2.2 Corbeling: Masonry chimneys shall not
be corbeled more than six inches (153 mm) from
a wall or foundation, nor shall a chimney be
corbeled from a wall or foundation which is less
than 12 inches (305 mm) in thickness unless it
projects equally on each side of the wall, except
that on the second story of a two-story dwelling,
corbeling of chimneys on the exterior of the
enclosing walls may equal the wall thickness. The
projection of a single course shall not exceed one-
half the unit height or one third of the unit bed
depth, whichever is less.
3610.2.3 Changes in dimension: The chimney
wall or chimney flue lining shall not change in
size or shape w-.thin six inches (153 mm) above or
below where the chimney passes through floor
components, ceiling components or roof
components.
3610.2.4 Additional load: Chimneys shall not
support loads other than their own weight unless
they are designed and constructed to support the
additional load.
3610.2.5 Termination Chimneys shall extend at
least two feet (610 mm) higher than any portion of
the building within ten feet (3048 mm), but shall
not be less than three feet (914 mm) above the
point where the chimnev passes through the roof
3610.2.6 Wall thickness. Masonry chimney walls
shall be constructed of solid masonry units with
not less than four inches (102 mm) nominal
thickness.
3610.2.7 Flue lining (material) All masonry
chimneys shall be lined with fireclay flue liners
not less than s/s inch (15 9 mm) in thickness or
with other approved liner of material that will
resist, without cracking or softening, a
temperature of 1.800 *F (9S2CC).
Note Lined masonry chimneys may require
additional metai liners when such chimneys
convey the exhaust products of gas-fired or oil-
fired appliances - refer also to 248 CMR or
527 CMR as applicable.
3610.2.8 Flue lining (installation): Fiue liners
shall extend from a point not less than eight
inches (203 mm) below the lowest inlet or as
otherwise required by 248 CMR or 527 CMR if
applicable, or, in the case of fireplaces, from the
top of the smoke chamber, to a point above the
enclosing walls. Fireclay flue liners shall be laid
with tight mortar joints left smooth on the inside
and installed to maintain a '^-inch-wide (12 7
mm) air space separating the flue liners from the
interior face of the chimney masonry walls. Flue
lining shall be supported on all sides
3610.2.9 Multiple flues: When two or more flues
are located in the same chimney, masonry wythes
shall be built between adjacent flue linings The
masonry wythes shall be at least four inches (102
mm) thick and bonded into the walls of the
chimney.
Exception: When venting only one appliance,
two flues may adjoin each other in the same
chimney with only the flue lining separation
between them The joints of the adjacent flue
linings shall be staggered at least seven inches
(178 mm).
3610.2.10 Flue area (appliance): Chimney flues
shall not be smaller in area than that of the area of
the connector from the appliance The sizing and
installation of a chimney flue to which multiple-
appliance venting systems are connected shall be
in accordance with 780 CMR 3621.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
599
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Figure 3610.2.11
FLUE SIZES FOR MASONRY CHIMNEYS1
20 x 20
16 x 20
16 x 16
12 x 16
12 x 12
8 xl6
8 x 12
8x8
^
— 3000
y.
2800
2600
^^
^"'
2400
^^~
224
2000
1800
^
MOO
140
.
110
1000
■
S3
■
J .
200
I 1
1
>2-
IS2
_1U1
< t!
Zw-^
2i
3 1
4 1
S 1
6 1
HE
C
7 1
K3HT.I
>FCCW
1
a 1
4EASU
busti
DP OF
9 2
REDFf
wca
FLUE
■0 2
W3MFL
\MBER
FT)
1 22 23 24 »„, J
DOR q!z«
<
For SI: 1 inch = 25.4 mm. 1 foot = 304.8 mm, 1 square
inch = 645.16 mm".
1. When using figure 3610.2.11. select the smaller flue
size when the opening and height selected for the
fireplace and chimney, respectively, intersect between
standard flue sizes.
3610.2.11 Flue area (masonry fireplace): The
cross-sectional area of the chimney flue shall be
determined in accordance with Figure 3610.2. 1 1 .
For square or rectangular flues, the nominal flue
size shown or a size providing equivalent cross-
sectional area shall be used For round flues, the
size selected shall be at least equal to the effective
flue area determined in accordance with Figure
3610.2.11. The height of the chimney shall be
measured from the firebox floor to the top of the
last chimney flue tile. Individual flue tiles shall
not have a cross-sectional area less than 50 square
inches (0.032 m") for round flues or 64 square
inches (0.041 m ) for square or rectangular flues.
Unlined chimneys shall have a minimum cross-
sectional area of 100 square inches (0.064 m2).
3610.2.12 Inlet: Inlets to masonry chimneys shall
enter from the side. Inlets shall have a thimble of
fireclay, rigid refractory material or metal that
will prevent the connector from pulling out of the
inlet or from extending beyond the wall of the
liner
3610.2.13 Masonry chimney cleanout openings:
Cleanout openings shall be provided within six
inches (153 mm) of the base of every masonry
chimney
Exception: Chimneys serving masonry fireplaces.
3610.2.14 Chimney clearances: A portion of a
masonry chimney located in the interior of the
building or within the exterior wall of the building
shall have a minimum air space clearance to
combustibles of two inches (51 mm). Chimneys
located entirely outside the exterior walls of the
building, are permitted to have combustible
matenai m contact with the chimney exterior
surfaces. Masonry chimneys equipped with a
chimney lining system listed and labeled for use
in chimneys in contact with combustibles in
accordance with UL 1777, and installed in
accordance with the manufacturer's installation
instructions, are permitted to have combustible
material in contact with their exterior surfaces.
600
780 CMR - Sixth Edition corrected- 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - CHIMNEYS, FIREPLACES AND
SOLID FUEL-FIRED APPLIANCES
The requirements of 780 CMR 3610.2.14 shall
not eliminate the requirement for noncombustible
firestopping in accordance with 780 CMR
3610.2.15.
3610.2.15 Chimney firestopping: See 780 CMR
3606.2.7.
3610.2.16 Chimney crickets Chimney shall be
provided with crickets when the dimension
parallel to the ridgeline is greater than 30 inches
(762 mm) and does not intersect the ridgeline.
The intersection of the cricket and the chimney
shall be flashed and counterflashed in the same
manner as normal roof-chimney intersections
Crickets shall be constructed in conformity with
Figure 3610.2.16 and Table 3610 2.16.
3610.4 Masonry fireplaces, general: Masonry
fireplaces shall conform to the requirements of
780 CMR 3610.4.1 through 3610.4.7.
Note: Masonry fireplaces may be prescriptively
constructed or may be of the "Rumford" type or
may be of contemporary design; refer,
additionally to the BOCA National Mechanical
Code. Brick Institute of America, Technical Notes
and NFPA 21 1 as listed in Appendix A - also see
Figures 3610.4.1a, lb, lc, Id,, le, If and lg.
3610.4.1 Fireplace support: Fireplace
foundations and supporting walls shall be
anchored, supported and reinforced as required in
780 CMR 3610.4.1 through 3610.4.7, Table
3610.4.1, Figure 3610.4.1a and the applicable
provisions of 780 CMR 3603 and 3604.
Figure 3610.2.16
CHIMNEY CRICKET
Table 3610.2.16
CRICKET DIMENSIONS
ROOF SLOPE
H
12- 12
1/2 of W
8- 12
1/3 of W
6- 12
1/4 of W
4- 12
1/6 of W
3 - 12
1/8 of W
3610.3 Factory-built chimneys, general: Factory-
built chimneys shall be tested and listed to UL-103
or CAN/ULC-S629-M87 as found in Appendix A
and shall be installed, operated and maintained in
accordance with the conditions of their listing and
the manufacturer's requirements. Factory-built
chimneys that are listed as part of an assembly with
factory-built fireplaces shall conform to 780 CMR
3610.5.1.
Exception: Masonry fireplaces other than
those that are prescriptively constructed shall
comply with the requirements of 780 CMR
3610.4.1 through 3610.4.7 but may be of a
design other than shown in Figure 3610.4.1a-
also see Figures 3610.4.1b, lc, Id,, le, If and
lg-
Foundations for masonry fireplaces and
their chimneys shall be constructed of concrete
or solid masonry at least 12 inches (305 mm)
thick and extend at least six inches (153 mm)
beyond the face of the fireplace or supporting
wall on all sides. Footings shall be founded on
natural undisturbed earth or engineered fill
below frost depth. In areas not subjected to
freezing, footings shall be at least 12 inches
(305 mm) below finished grade.
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
601
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Table 3610.6.4.1
REQUIREMENTS FOR MASONRY FIREPLACES AND CHIMNEYS
ITEM
LETTER
REQUIREMENTS
Hearth slab thickness
A
4""
Hearth extension
(each side of opening)
B
8" fireplace opening < 6 sq. ft.
12" fireplace opening > 6 sq ft
Hearth extension
(front of opening)
C
1 6" fireplace opening < 6 sq. ft
20" fireplace opening > 6 sq. ft
Hearth slab reinforcing
D
Reinforced as necessary to cam' its own weight
and all imposed loads
Thickness of wall of firebox
E
10" solid brick or 8" where a firebrick lining is
used Joints in firebrick 1/4" max
Distance from top of opening to throat
F
S"
Smoke chamber edge of shelf
Rear wall - thickness
Front wall - thickness
G
6"
8"
Chimney
Vertical reinforcing
Seismic load reinforcement not required in
Massachusetts
Horizontal reinforcing
Seismic load reinforcement not iequired m
Massachusetts
Bond beams
K
No specified requirements
Fireplace lintel
L
Noncombustible material
Walls with flue lining
M
Refer to 780 CMR 3610.2.8
Walls with unlined flue
N
Unlined chimneys are not allowed to be
constructed in Massachusetts
Distances between adjacent flues
Refer to 780 CMR 3610.2.9
Effective flue area
(based on area of fireplace opening)
P
Refer to 7S0 CMR 3610 2. 10 and 3610.2. 1 1
Clearances
Wood frame and
combustible material
Above roof
R
Refer to 780 CMR 3610.2.14 and 3610.4.7
2" at 10' (780 CMR 3610.2.5)
Anchorage
Seismic load reinforcement not required in
Massachusetts but also refer to 780 CMR 3610.2
Footing
Thickness
Width
T
12" mm.
6" each side of fireplace wall
For SI: 1 inch = 304.8 mm
I. The letters m this column refer to Figure 3610.4.
602
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - CHIMNEYS, FIREPLACES AND
SOLID FUEL-FIRED APPLIANCES
Figure 3610.4.1a
FIREPLACE AND CHIMNEY DETAILS
UASONRY CAP
— u©
=i^i
W3
. 7WCX
MASONRY UWTS
/T?, VERTICAL RON FORCING
^25" L>P tf SPutOl
TO FOOTlNC OOWELS
-ossaabT1 —
KyxFOOTWC W10TH 9"
1^S53DS5TREE
STAHONC fwepuce
W\\X— NA1URAI.
CONCRCTE
FOCTTTMC
8RICK FIREBOX AND CHIMNEY-
SECTIONAL SIDE VIEW ON WOOD FLOOR
BRICK FIREBOX AND BLOCK CHIMNEY-
SECTIONAL SIDE VIEW ON CONCRETE SUB
2/7/97 Effective (2/28/97)
780 CMR - Sixth Edition
603
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Figures 3610.4.1b through 3610.4.1g
TYPICAL FIREPLACE DETAILS
Figure 3 10.4. Id
RUMFORD REQUIREMENTS
604
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - CHIMNEYS, FIREPLACES AND
SOLID FUEL-FIRED APPLIANCES
3610.4.2 Seismic reinforcing: Not applicable in
Massachusetts.
3610.4.2.1 Seismic anchorage: Not applicable
in Massachusetts.
3610.4.3 Fireplace walls: Masonry fireplaces
shall be constructed of solid masonry units, stone
or reinforced concrete in accordance with Figure
3610.4. la. When a lining of firebrick at least two
inches (5 1 mm) in thickness is provided, the total
thickness of back and sides, including the lining,
shall not be less than eight inches (203 mm).
When no lining is provided, the thickness of back
and sides shall not be less than ten inches (254
mm).
3610.4.3.1 Walls, steel fireplace units: Steel
fireplace units shall be listed in accordance
with UL 127 as found in Appendix A and shall
be installed, operated and maintained
according to their listing, the manufacturer's
requirements and any applicable requirements
of 780 CMR. Such fireplaces incorporating a
fire box liner of not less than V* inch (6.4 mm)
in thickness and an air chamber, may be
installed with masonry to provide a total
thickness at the back and sides of not less than
eight inches (203 mm), of which not less than
four inches (102 mm) shall be of solid
masonry. Warm-air ducts employed with steel
fireplace units of the circulating air type shall
be constructed of metal or masonry.
3610.4.4 Lintel: Masonry over a fireplace
opening shall be supported by a lintel of
noncombustible material. The minimum required
bearing length on each end of the fireplace
opening shall be four inches (102 mm).
3610.4.5 Hearth extension material: Hearth
extensions shall be of masonry or concrete at least
two inches (51 mm) thick and supported by
noncombustible materials and reinforced to carry
its own weight and all imposed loads. The hearth
extension shall be readily distinguishable from the
surrounding floor. Combustible forms and centers
used during the construction of the hearth
extension shall be removed after the construction
is complete.
Exception: When the bottom of the firebox
opening is raised at least eight inches (203
mm) above the top of the hearth extension, a
hearth extension of not less than % inch-thick
(9.51 mm) brick, concrete, stone, tile or other
approved noncombustible material may be
used.
3610.4.6 Hearth extension: The hearth and the
hearth extension shall extend a minimum of 36
inches (914 mm) from the back of the firebox to
the end of the hearth extension. Hearth
extensions shall extend at least 16 inches (406
mm) in front of, and at least eight inches (203
mm) beyond, each side of the fireplace opening.
Where the fireplace opening is six square feet
(0.557 m2) or larger, the hearth extension shall
extend at least 20 inches (508 mm) in front of, and
at least 12 inches (305 mm) beyond, each side of
the fireplace opening.
3610.4.7 Fireplace clearance: Wood or
combustible framing shall not be placed within
two inches (51 mm) of the outside face of a
masonry fireplace and not less than six inches
(153 mm) from the inside surface of the nearest
flue lining. Wood framing and other combustible
material shall not be placed within two inches (5 1
mm) of the back surface of a masonry fireplace.
See Figures 3610.4.7a and 7b.
2/7/97 Effective (2/28/97)
780 CMR - Sixth Edition
605
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Figure 3610.4.7a
CONSTRUCTION REQUIREMENTS FOR A TYPICAL MASONRY FIREPLACE
IN A WOOD FRAME WALL
UIN. CLEARANCE FROM COUBUST18LES
HEARTH EXTENSION
Figure 3610.4.7b
REQUIRED CLEARANCES FROM AMSONRY FIREPLACE TO COMBUSTIBLES
SUOKE CHAMBER
C0UBUST19LE MATERIAL
PROJECTING WORE
THAN I 1/2'
FIREPLACE WALL
3610.5 Factory-built fireplaces, general: Factory-
built fireplaces shall conform to the requirements of
780 CMR 3610.5.1 through 3610.5.4.
3610.5.1 Installation: Factory-built fireplaces
that consist of a fire chamber assembly, one or
more chimney sections, a roof assembly and other
parts shall be tested and listed to UL-127 as found
in Appendix A. Such fireplaces may be installed
when complying with all the following
provisions:
1. The fire chamber assembly is installed to
provide clear clearance to combustible
materials not less than set forth in the listing.
2. The chimney sections are installed to
provide clearance to combustible material not
less than specified in the listing and if the
fireplace chimney extends through floors and
ceilings, factory-furnished firestops or firestop
spacers shall be installed. Portions of chimneys
which extend through rooms or closets are to
be enclosed to avoid personal contact, contact
of combustible material, and damage to the
chimney.
3. Hearth extensions shall not be less than %-
inch-thick (9.5 mm) millboard, hollow metal,
stone, tile or other approved noncombustible
material. Such hearth extensions may be
placed on combustible subflooring or finish
flooring. The hearth extension shall be readily
distinguished from the surrounding floor.
Note: Where floor protection underneath, to
the sides, back or in front of factory-built
fireplaces is required via testing/listing
and/or manufacturer's requirments, refer to
606
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - CHIMNEYS, FIREPLACES AND
SOLID FUEL-FIRED APPLIANCES
floor protector requirements of 780 CMR
3610.6.7.1 and 3610.6,7,1,1.
4. Hearth extensions shall extend not less than
16 inches (406 mm) in front of and at least
eight inches (203 mm) beyond both sides of the
fireplace opening.
Exception: Where tested/listed extensions
are identified, such hearth extension shall be
allowed and required.
5. Factory-built fireplaces shall be installed in
accordance with their listing and the
manufacturer's installation instructions.
6. The supporting structure for a hearth
extension shall be at the same level as the
supporting structure for the fire place unit
unless otherwise authorized by the listing.
3610.6
3610.6.1 Solid fuel-fired appliances, general:
Solid fuel-fired appliances employed for comfort
heating include, but are not limited to, room
heaters and stoves, fireplace inserts, furnaces and
boilers; additionally, the fuel for such appliances
includes, but is not limited to: wood and wood
pellets, coal and various other solid fuels such as
nut shells and corn, etc. Solid fuel-burning
appliances shall be tested and listed by approved
agencies and installed, operated and maintained in
accordance with such listing, the manufacturers'
requirements and otherwise conform to the
requirements of 780 CMR 3610.6.
Note 1: No solid fuel-burning appliance shall
be installed in Massachusetts unless such
appliance conforms to all applicable
requirements of 780 CMR 3610.6, including
the testing and listing of all clearances to
combustibles and identification of required
floor protection.
Note 2: In the absence of explicit requirements
of 780 CMR 3610.6, the applicable
requirements of NFPA 21 1 and/or the BOCA
National Mechanical Code, as listed in
Appendix. A, shall apply.
3610.6.1.1 Listing standards, Room heaters,
stoves and fireplace inserts: Room heaters,
stoves and fireplace stoves (inserts), employed
for comfort heating shall be listed and tested to
UL 1482 and/or ANSIAJL 737 as found in
Appendix A and as applicable; all such
appliances shall bear labeling as required in
780 CMR 3610.6.2 or 3610.6.3 as applicable.
3610.6.1.2 Listing standards, all pellet fueled
solid fuel-burning appliances: All pellet
solid fuel-burning appliances sold for use in
Massachusetts shall conform to 780 CMR
3610.6.1.1 and additionally comply with the
certification program set forth by the State
Board of Building Regulations and Standards
(for pellet appliance certification information,
contact the State Board of Building
Regulations and Standards).
Note: Commencing January 1, 1998, all
pellet solid fuel-burning appliances shall be
tested and listed to ASTM E 1509 as found
in Appendix A and shall bear such labeling
as required in 780 CMR 3610.6.2
3610.6.2 Solid fuel-burning appliance labeling
(not central heating appliances): Every solid
fuel-burning appliance utilized for comfort
heating shall bear a permanent and legible
factory-applied label supplied to the manufacturer
and controlled by an approved testing agency;
such label shall contain the following information:
1. Manufacturer's name and trademark;
2. Model and/or identification number of the
appliance;
3. Type(s) of fuel(s) approved;
4. Testing laboratory's name or trademark
and location;
5. Date tested;
6. Clearances to combustibles
(a) Above top
(b) From front
(c) From back
(d) From sides
7. Floor protection
8. National test standard(s)
9. Label serial number
3610.6.3 Solid fuel-burning central heating
appliance labeling: Every solid fuel-burning
boiler or warm air furnace shall bear a permanent
and legible factory-applied label supplied to the
manufacturer and controlled by an approved
testing agency; such label shall contain the
following information:
1. Manufacturer's name and trademark;
2. Model and/or identification number of the
appliance;
3. Type(s) of fuel(s) approved;
4. Testing laboratory's name or trademark
and location;
5. Date tested;
6. Clearances to combustibles
(a) Above top
(b) From front
(c) From back
(d) From sides
7. Floor protection if applicable
8. National test standard(s)
9. Label serial number
10. Type of appliance (boiler or warm air
furnace)
1 1 . Every boiler, pressure vessel, or pressure
relief device must be stamped in accordance
with the requirements of the ASME Boiler and
Pressure Vessel Code. ASME stamping shall
also be required for boilers, pressure vessels
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and pressure relief devices produced outside
the United State of America. Where required
by the ASME Boiler and Pressure Vessel
Code, ASME stamping may be affixed directly
to the appliance in lieu of on the data plate.
3610.6.3 Hazardous locations: Solid fuel-
burning appliances shall not be installed in
hazardous locations (any location considered to be
a fire hazard for flammable vapors, dust,
combustible fibers or other highly combustible
substances).
Exception: solid fuel-fired appliances listed
for such locations.
3610.6.4 Air for combustion and ventilation:
Solid fuel-burning appliances shall be installed in
a location and manner to assure satisfactory
combustion of fuel, proper chimney draft and
maintenance of safe operating temperatures.
Combustion air may be obtained from interior
spaces when the interior space containing the
appliance has a volume, in cubic feet equal to
one-twentieth (1/20) of the output Btu rating of
all fuel-burning appliances in the space. When
buildings are so tight as to preclude adequate
infiltration, provisions shall be made to introduce
outside air for combustion and ventilation.
3610. 6.. 5 Chimney connection: All solid fuel-
burning appliances shall be connected to
chimneys in accordance with their listing, the
manufacturer's requirements and the requirements
of780CMR36.
Exception: Solid fuel-burning appliances listed
for exhaust vent termination other than through
a chimney.
3610.6.5.1 Chimney connector clearance to
combustibles: See 780 CMR Table 3610.6.5. 1 .
3610.6.5.2 Chimney flue size: For solid fuel-
burning comfort heating appliances for one-
and two family use, the cross-sectional area of
the flue shall not be less than the cross-
sectional area of the appliance flue collar. The
cross-sectional area of the flue shall not be
more than three times the cross-sectional area
of the flue collar of the appliance.
,1,2
Table 3610..6.5.1
CHIMNEY AND/OR VENT CONNECTOR CLEARANCES TO
COMBUSTIBLE MATERIALS/SOLID FUEL-BURNING APPLIANCES ONLY
Description of Appliance
Connector Type
Minimum
Clearance
(in)
Minimum
Clearance
(mm)
Residential-Type Appliances
Single-wall Metal Pipe
Connector
18
457
Residential-Type Appliances
Type L Vent Piping
Connector
9
229
Low-heat Appliances
Boilers, Furnaces, Water Heaters
Single-wall Metal Pipe
Connector
18
457
Medium-Heat Appliances
Single-wall Metal Pipe
Connector
36
914
High-Heat Appliances
Masonry or Metal
Connector
Note 3
Note 3
1. For greater detail and guidance, refer to NFPA 211, Section 6-5.
2. For Chimney Connectors tested and listed for other clearances to combustibles, such tested, listed
clearances shall apply.
3. Clearances shall be based on engineering calculations and, good engineering practice - Refer to NFPA
211, Section 6-5
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ONE AND TWO FAMILY DWELLINGS - CHIMNEYS, FIREPLACES AND
SOLID FUEL-FIRED APPLIANCES
3610.6.6 Connection to masonry fireplaces: A
solid fuel-burning appliance such as a stove or
fireplace insert shall be permitted to use a
masonry fireplace flue where the following
conditions are met:
1 . There is a connector that extends from the
appliance to the flue liner;
2. The cross-sectional area of the flue is no
more than three times the cross-sectional area
of the flue collar of the appliance but never less
than the appliance exhaust collar cross-
sectional area;
3. If the appliance vents directly through the
chimney wall above the smoke chamber of the
fireplace, there shall be a noncombustible seal
below the entry point of the connector, sealing
the fireplace from the appliance;
4. The installation shall be such that the
chimney system can be inspected and cleaned;
5. Means shall be provided to prevent dilution
of combustion products in the chimney flue
with air from the habitable space.
3610.6.7 Mounting (placing) of residential solid
fuel-burning appliances: Residential type solid
fuel-burning appliances shall be tested and listed
by approved agencies and such appliances, when
mounted (placed) on combustible or
noncombustible materials, shall be installed in
accordance with their listing and the
manufacturer's requirements.
Exceptions: SeeNFPA211, Section 9-5.1.1.1
(all such exceptions pertain to placing of such
appliances on well supported concrete bases,
concrete slabs, properly stabilized,
noncombustible soils or on approved,
noncombustible assemblies of two hour fire
resistance with floors constructed of
noncombustible materials).
3610.6.7.1 Floor protection: Floor protection
shall satisfy all listing requirements.
3610.6.7.1.1 Floor protectors - definition:
Floor protectors are noncombustible
surfacing applied to the combustible or
noncombustible floor area underneath and
extending in front, to the sides and to the
rear of a heat producing appliance. For
purposes of 780 CMR 3610.6.7, floor
protectors must be noncombustible and
have the necessary thermal conductivity to
satisfy the appliance tested/listing floor
protection requirements.
Note 1: Refer to Appendix K for
information on floor protector thermal
conductivity calculations
Note 2: Various "hearth rugs", "mats",
"tile board", "hearth board" and similar
products, sold as floor protectors may be
noncombustible but may not satisfy
thermal conductivity requirements to
comply with 780 CMR 3610.6.7. 1.
3610.6.8 Appliance clearances: Solid fuel-
burning appliances shall be installed in
accordance with the manufacturer's tested, listed
clearances (also see 780 CMR 3610.6. 11.1 for
used solid fuel-burning appliance clearance
requirements).
3610.6.8.1 Clearance reductions: Tested,
listed clearances to combustibles shall only be
permitted to be reduced in accordance with the
requirements of NFPA 21 1, Section 9-6.1 and
9-6.2.
Note that an engineered protection system is
required to achieve a reduced clearance
installation except when appliances are
installed in rooms that are large in
comparison to the size of the appliance - see
NFPA 211, Section 9-6.1.
3610.6.9 Supply ducts: When a solid fuel-
burning appliance utilizes supply ducts such ducts
conveying heated air shall be fabricated of
noncombustible materials.
Exception: Combustible ducts specifically
tested and listed for such purpose.
3610.6.9.1 Supply duct clearance to
combustibles: Supply ducts conveying heated
air shall have a clearance to combustibles of
not less than 1 2 inches for the first ten feet of
distance from the appliance plenum/bonnet.
Exception: ducts specifically tested and
listed for such purpose.
3610.6.10 Multiple flue connections: A solid
fuel-burning appliance and a fossil fuel-burning
appliance shall not be vented into a common flue
of a masonry chimney unless such common
connection is allowed by 248 CMR or 527 CMR
as applicable. If allowed, the common flue shall
be of such size to serve all appliances connected
if such appliances were operated simultaneously.
Note that 248 CMR and 527 CMR are
enforced by Gas Inspectors and the Heads of
Fire Departments, respectively.
3610.6.10.1 Multiple flue connections not
allowed: A solid fuel-burning appliance shall
not share a common flue with a working
fireplace nor with another solid fuel-burning
appliance (also see 780 CMR 3610.6.10
above).
Exception: 780 CMR 3610.6.6.
3610.6.11 Used solid fuel-burning appliances -
installation inspection: Used solid fuel-burning
appliances that predate the listing requirements set
forth in 780 CMR 3610 may be utilized but the
installation of such appliances shall otherwise
conform to the requirements of 780 CMR 3610
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and such installations shall be inspected by the
Building Official (or Fire Official in such towns
that utilize the Fire Official for such inspection
purposes).
3610.6.11.1 Used solid fuel-burning
appliance clearances to combustibles: In the
absence of tested, listed clearances and floor
protection requirements, used solid fuel-
burning appliances shall be required to be
installed in accordance with the clearances of
Table 3610.6.1 1. Floor protection requirements
shall be evaluated by engineering methods or
otherwise four inches of % inch millboard
having a thermal conductivity of :
k = 0.84 (Btu) (inch) / (foot2) (hour) (°F)
or an equivalent noncombustible floor
protector of the same overall thermal
conductivity shall be required (also see
780 CMR 3610.6.7.1.1).
Exception 1: If tested, listed clearances
and/or floor protection requirements are
documentable for the specific used
appliance being installed, then such
clearances and/or floor protection may be
utilized.
Exception 2: If known tested, listed
clearances are greater than those of Table
3610.6.11, then such clearances must be
maintained.
Exception 3: If existing floor protection
can be demonstrated to have been adequate
for previous installations of said used solid
fuel-burning appliances then such
previously utilized floor protection shall be
allowed. If calculations demonstrate that
the existing floor protection has a thermal
conductivity lower than that set by
780 CMR 3610.6.11.1 and adequacy has
otherwise been demonstrated, then the
existing floor protection must be
maintained.
Table 3610.6.111,2'3
STANDARD CLEARANCES TO COMBUSTIBLES FOR SOLID FUEL-BURNING
APPLIANCES
Appliance Type
Clearance
Above Top of
Appliance
(inches)
Clearance from
Front of
Appliance
(inches)
Clearance from
Back of
Appliance
(inches)
Clearance from
Sides of
Appliance
(inches)
Room Heaters;
Fireplace Stoves;
Combination
36
36
36
36
1. For reduced clearance requirements, see 780 CMR 3610. 6.8. 1
2. Adequate clearance for maintenance and cleaning shall be provided.
3. Provisions for solid fuel storage - solid fuel shall not be stored any closer than 36 inches from the sides,
front or back of the solid fuel-burning appliance.
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780 CMR 3611
MECHANICAL ADMINISTRATION
(This Section is Entirely Unique to Massachusetts)
3611.1 GENERAL
3611.1.1 Scope. The provisions of 780 CMR 3611
shall establish the general scope of the mechanical
system and equipment requirements of 780 CMR.
3611.1.2 Definitions: General
provided in 780 CMR 3612.1
definitions are
3611.1.3 Application: In addition to the general
administration requirements of 780 CMR 1, the
provisions of 780 CMR 361 1 - 780 CMR 3622 snail
apply; additionally, in the absence of specific
criteria set forth in such sections, the International
Mechanical Code, as listed in Appendix A shall
apply.
Note: This supplementing of the administrative
provisions is necessary, in part, as the regulatory
requirements of other State Agencies legally
impact the design, installation and maintenance of
fossil fuel-fired appliances; i.e., 527 CMR for oil-
fired appliances and 248 CMR for gas-fired
appliances and specifically 527 CMR 12 as the
Massachusetts Electrical Code.
3611.1.4 Conformity; Conformity with the
applicable Code of Massachusetts Regulations
(527 CMR and 248 CMR) or otherwise with the
applicable provisions of 780 CMR 361 1 - 780 CMR
3622 is required.
780 CMR 361 1.2 - EXISTING MECHANICAL
SYSTEMS
3611.2.1 Additions, alterations, repairs or
replacement: Additions, alterations, repairs or
replacement shall be made to existing mechanical
systems in accordance with the requirements of the
applicable CMR (527 CMR or 248 CMR ) except
that in the absence of other CMR regulatory control,
in an existing one- or two-family detached home,
any new mechanical system shall conform to
780 CMR for new construction to the fullest extent
practical. However, individual components of an
existing mechanical system may be repaired or
replaced without requiring that system to comply
with 7S0 CMR for new construction, provided such
component repair or replacement shall not cause an
existing system to become unsafe, unsanitary or
overloaded.
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NON-TEXT PAGE
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780 CMR 3612
MECHANICAL DEFINITIONS
3612.1 GENERAL
3612.1.1 Scope: Unless otherwise expressly stated,
the following terms shall, for the purpose of
780 CMR, have the meanings indicated in
780 CMR 3612.1. Words used in the present tense
include the future; the singular number includes the
plural and the plural the singular. Where terms are
not defined in 780 CMR 3612.1 and are defined in
780 CMR 2 they shall have the meanings ascribed
to them in 780 CMR 2. Where terms are not
defined in 780 CMR 2 or 780 CMR 3612.1, they
shall have their ordinarily accepted meanings.
Note: Such definitional terms are provided to
establish a uniform technical language
consistent with definitional terms of 527 CMR,
248 CMR, NFPA-31, NFPA-54 and the
International Mechanical Code, as applicable.
780 CMR 3612.2.1 - GENERAL
MECHANICAL DEFINITIONS
ACCESSIBLE: Signifies access that requires the
removal of an access panel or similar removable
obstruction.
ACCESSIBLE, READILY: Signifies access
without the necessity for removing a panel or
similar obstruction.
AIR CIRCULATION, FORCED A means of
providing space conditioning utilizing movement
of air through ducts or plenums by mechanical
means
AER-CONDITIONING SYSTEM: An air-
conditioning system consists of heat exchangers,
blowers, filters, supply, exhaust and return-air
systems and shall include any apparatus installed
in connection therewith
ALTERATION: A change in an air-conditioning,
heating, ventilating or refrigeration system that
involves an extension, addition or change to the
arrangement, type or purpose of the original
installation.
APPLIANCE: A device which utilizes fuel or other
forms of energy to produce light, heat, power,
refrigeration or air-conditioning. This definition
shall also include a vented decorative gas
appliance and decorative gas appliances for
installation in vented solid-fuel-burning
fireplaces Unlisted gas-fired log lighters shall not
be considered appliances
BOILER, HOT WATER HEATING: A self-
contained appliance from which hot water is
circulated for heating purposes and then returned
to the boiler, and which operates at water
pressures not exceeding 160 pounds per square
inch gage (psig) (1 102 kPa gage) and at water
temperatures not exceeding 250°F (121 °C) near
the boiler outlet.
BRAZED JOINTS: A joint obtained by the joining
of metal parts with metals or alloys that melt at a
temperature above 1,000°F (538°C) but lower than
the melting temperature of the parts to be joined.
Btu/h: The listed maximum capacity of any
appliance, absorption unit or burner expressed in
British thermal units input per hour.
CHIMNEY: (See also "Vent") One or more
passageways, vertical or nearly so, for conveying
flue gases to the outside atmosphere.
CHIMNEY CONNECTOR: A pipe that connects
a fuel-burning appliance to a chimney.
CLOSET: A small room or chamber used for
storage.
COMBUSTIBLE MATERIAL: Any material not
defined as noncombustible.
COMBUSTION AER: The air provided to fuel-
burning equipment including air for fuel
combustion, draft hood dilution and ventilation of
the equipment enclosure.
CONCEALED GAS PIPING: Piping that is
enclosed in the building construction without
means of access.
CONDENSATE: The liquid which separates from
a gas due to a reduction in temperature, e.g., water
that condenses from flue gases and water that
condenses from air circulating through the cooling
coil in air-conditioning equipment.
CONDENSING APPLIANCE: An appliance that
condenses water generated by the burning of
fuels.
CONDITIONED AIR: Air treated to control its
temperature, relative humidity or quality.
CONDITIONED SPACE: The space contained
within a building which is conditioned directly or
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indirectly by heating the operation of a cooling
appliance.
CONFINED SPACE: A room or space having a
volume less than 50 cubic feet per 1,000 Btu/h
(4X3 LAV) of the aggregate input rating of all
fuel-burning appliances installed in that space.
CONTROL, LIMIT: An automatic control
responsive to changes in liquid flow or level,
pressure, or temperature for limiting the operation
of an appliance.
CONTROL, PRIMARY SAFETY: A safety
control responsive directly to flame properties that
* senses the presence or absence of flame and, in
event of ignition failure or unintentional flame
extinguishment, automatically causes shutdown of
mechanical equipment.
CONVECTOR: A system incorporating heating
element in an enclosure in which air enters an
opening below the heating element, is heated and
leaves the enclosure through an opening located
above the heating element.
CONVENIENCE OUTLET, GAS: A permanently
mounted hand-operated device for connecting and
disconnecting an appliance to the gas supply
piping conforming to AGA Requirement 7-90.
The device includes an integral, manually
operated gas valve so that the appliances can be
disconnected only when the valve is in the closed
position.
DAMPER, VOLUME: A device that will restrict,
retard or direct the flow of air in any duct, or the
products of combustion of heat-producing
equipment, vent connector, vent or chimney.
DECORATIVE GAS APPLIANCE, VENTED: A
vented appliance installed for the aesthetic effect
of the flames rather than functional effects.
DECORATIVE GAS APPLIANCES FOR
INSTALLATION IN VENTED SOLID-FUEL-
BURNING FIREPLACES: A self-contained,
freestanding, fuel-gas-burning appliance designed
for installation only in a vented solid-fuel-burning
fireplace and whose primary function lies in the
aesthetic effect of the flame.
DILUTION AIR: Air that enters a draft hood or
draft regulator and mixes with flue gases.
DIRECT-VENT APPLIANCE: A fuel-burning
appliance with a sealed combustion system that
draws all air for combustion from the outside
atmosphere and discharges all flue gases to the
outside atmosphere.
DRAFT: The flow of gases or air through chimney,
flue or equipment caused by pressure differences.
Mechanical or induced: The draft developed by
fan, air, steam jet or other mechanical means.
Natural: The draft developed by the difference in
temperature of hot gases and outside atmosphere.
DRAFT HOOD: A device built into an appliance, or
a part of the vent connector from an appliance,
which is designed to (1) provide for the ready
escape of the flue gases from the appliance in the
event of no draft, backdraft or stoppage beyond
the draft hood, (2) prevent a backdraft from
entering the appliance, and (3) neutralize the
effect of stack action of the chimney or gas vent
on the operation of the appliance.
DRAFT REGULATOR: A device which functions
to maintain a desired draft in the appliance by
automatically reducing the draft to the desired
value.
DUCT SYSTEM: A duct system is a continuous
passageway for the transmission of air which, in
addition to ducts, may include duct fittings,
dampers, plenums, fans and accessory airhandling
equipment.
EQUIPMENT: A general term including materials,
fittings, devices, appliances and apparatus used as
part of or in connection with installations
regulated by 780 CMR 36.
EVAPORATIVE COOLER: A device used for
reducing air temperature by the process of
evaporating water into an airstream.
EXCESS AIR: Air which passes through the
combustion chamber and the appliance flue in
excess of that which is theoretically required for
complete combustion.
EXHAUST HOOD, FULL OPENING: An exhaust
hood with an opening at least equal to the
diameter of the connecting vent.
FACTORY-BUILT CHIMNEY: A chimney
composed of listed and labeled factory-built
components assembled in accordance with the
manufacturer's installation instructions to form the
completed chimney.
FIREPLACE: A listed and labeled factory-built or
site-built hearth and fire chamber constructed of
noncombustible material for use with solid fuels
and provided with a chimney.
FIREPLACE STOVE: A freestanding, chimney-
connected solid-fuel-burning heater with or without
doors connected to the chimney.
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ONE AND TWO FAMILY DWELLINGS - MECHANICAL DEFINITIONS
FLAME-SPREAD INDEX: A numerical index
indicating the relative surface-burning behavior of
a material tested in accordance with ASTM E 84.
FLOOR FURNACE: A self-contained furnace
suspended from the floor of the space being
heated, taking air for combustion from outside
such space, and with means for lighting the
appliance from such space.
FLUE: See "Vent."
FLUE, APPLIANCE: The passages within an
appliance through which combustion products
pass from the combustion chamber to the flue
-collar.
FLUE COLLAR: The portion of a fuel-burning
appliance designed for the attachment of a draft
hood, vent connector or venting system.
FLUE GASES: Products of combustion plus excess
air in appliance flues or heat exchangers.
FUEL-PIPING SYSTEM: All piping, tubing,
valves and. fittings used to connect fuel utilization
equipment to the point of fuel delivery.
FURNACE, WARM-AIR: A vented heating
appliance designed or arranged to discharge
heated air into a conditioned space.
GAS: Fuel gas, such as natural gas, manufactured
gas, undiluted liquefied petroleum gas (vapor
phase only), liquefied petroleum gas-air mixture
or mixtures of these gases.
GAS PRESSURE
"Regulator "
REGULATOR
See
HEAT PUMP: An appliance having heating or
heating/cooling capability and which uses
refrigerants to extract heat from air, liquid or
other sources.
HIGH-TEMPERATURE (H.T.) CHIMNEY: A
high temperature chimney complying with the
requirements of UL 103. A Type H.T. chimney is
identifiable by the markings "Type H.T." on each
chimney pipe section.
LABELED: Devices, equipment or materials to
which have been affixed a label, seal, symbol or
other identifying mark of a testing laboratory,
inspection agency or other organization concerned
with product evaluation that maintains periodic
inspection of the production of the above labeled
items which attests to compliance with a specific
standard
LISTED and LISTING: Terms referring to
equipment which is shown in a list published by
an approved testing agency qualified and
equipped for experimental testing and maintaining
an adequate periodic inspection of current
productions and whose listing states that the
equipment complies with nationally recognized
standards when installed in accordance with the
manufacturer's installation instructions.
LOG LIGHTER, GAS-FIRED: An unlisted
manually operated gas-fired solid-fuel ignition
device for installation in a vented solid-fuel-
burning fireplace.
LOW-PRESSURE GAS SUPPLY SYSTEM: A
gas supply system with gas pressure at or below
0.5 psig (3.44 kPa gage).
LP GAS: Liquefied petroleum gas composed
predominately of propane, propylene, butanes or
butylenes, or mixtures thereof which are gaseous
under normal atmospheric conditions, but can be
liquefied under moderate pressure at normal
temperatures.
MANUFACTURER'S INSTALLATION
INSTRUCTIONS: Printed instructions included
with equipment as part of the conditions of listing
and labeling.
MASONRY CHIMNEY: A field-constructed
chimney of masonry units, bricks, stones, labeled
masonry chimney units, or reinforced portland
cement concrete, lined with suitable chimney flue
liners.
MECHANICAL EXHAUST SYSTEM
Equipment installed in a venting system to
provide an induced draft.
MEDIUM-PRESSURE GAS SUPPLY
SYSTEMS: A gas supply system with gas pressure
exceeding 0.5 psig (3.44 kPa gage) but not
exceeding 5 psig (34 kPa gage).
NONCOMBUSTIBLE MATERIAL Materials
that pass the test procedure for defining
noncombustibility of elementary materials set forth
in ASTM E 136.
NONCONDITIONED SPACE A space that is
isolated from conditioned space by insulated walls,
floors or ceilings.
PLENUM: A chamber which forms part of an air-
circulation system other than the occupied space
being conditioned.
PURGE: To clear of air, gas or other foreign
substances
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QUICK-DISCONNECT DEVICE: A hand-
operated device that provides a means for
connecting and disconnecting an applianceto a gas
supply and that is equipped with an automatic
means to shut off the gas supply when the device
is disconnected.
REFRIGERANT: A substance used to produce
refrigeration by its expansion or evaporation.
REFRIGERANT COMPRESSOR: A specific
machine, with or without accessories, for
compressing a given refrigerant vapor.
REFRIGERATING SYSTEM: A combination of
interconnected refrigerant-containing parts
constituting one closed refrigerant circuit in which
a refrigerant is circulated for the purpose of
extracting heat. In a direct cooling system, the
refrigeration is circulated through a heat
exchanger located in an air passage. In an indirect
cooling system, a secondary working fluid is
cooled by the refrigerating system and circulated
through a heat exchanger located in an air
passage.
REGULATOR: A device for reducing, controlling
and maintaining the pressure in a portion of a
piping system downstream of the device.
REGULATOR VENT: The opening in the
atmospheric side of the regulator housing
permitting the movement of air to compensate for
the movement of the regulator diaphragm.
RETURN AER: Air removed from a conditioned
space through openings, ducts, plenums or
concealed spaces to the heat exchanger of a
heating, cooling or ventilating system.
ROOM HEATER: A freestanding heating
appliance installed in the space being heated and
not connected to ducts.
SERVICE PIPING: The piping and equipment
between the street gas main and the gas-piping
system inlet, which is installed by and is under the
control and maintenance of the serving gas
supplier.
SMOKE-DEVELOPED RATING: A numerical
index indicating the relative density of smoke
produced by burning assigned to a material tested
in accordance with ASTM E 84.
SUPPLY AIR: Air delivered to a conditioned space
through ducts or plenums from the heat exchanger
of a heating, cooling or ventilating system.
TYPE B VENT: A listed and labeled vent
conforming to UL 44 1 for venting gas appliances
with draft hoods and other gas appliances listed
for use with Type B vents.
TYPE BW VENT: A listed and labeled vent
conforming to UL 1 441 for venting gas-fired
vented wall furnaces listed for use with Type BW
vents.
TYPE L VENT: A listed and labeled vent
conforming to UL 641 for venting oil-burning
appliances listed for use with Type L vents or
with listed gas appliances.
UNUSUALLY TIGHT CONSTRUCTION:
Construction in which:
1 . Walls and ceilings exposed to the outside
atmosphere have a continuous water vapor
retarder with a rating of one perm [57.4 ng/(s-
m2 Pa)] or less with openings gasketed or
sealed, and
2. Weatherstripping has been added on
openable windows and doors, and
3. Caulking or sealants are applied to areas
such as joints around window and door frames
between sole plates and floors, between wall-
ceiling joints, between wall panels, at
penetrations for plumbing, electrical and gas
lines, and at other openings.
VENT: A passageway for conveying flue gases from
fuel-fired appliances, or their vent connectors, to
the outside atmosphere.
VENT COLLAR: see "flue collar."
VENT CONNECTOR: That portion of a venting
system which connects the flue collar or draft
hood of an appliance to a vent.
VENT DAMPER DEVICE, AUTOMATIC: A
device intended for installation in the venting
system, in the outlet of or downstream of the
appliance draft hood, of an individual,
automatically operated fuel-burning appliance and
which is designed to automatically open the
venting system when the appliance is in operation
and to automatically close off the venting system
when the appliance is in a standby or shutdown
condition.
VENT GASES: Products of combustion from fuel-
burning appliances, plus excess air and dilution
air, in the venting system above the draft hood or
draft regulator.
VENTED GAS APPLIANCE CATEGORIES
The following categories are used to differentiate
gas utilization equipment according to vent
pressure and flue gas temperature.
Category I. An appliance that operates with a
nonpositive vent connector pressure and with
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a flue gas temperature at least 140°F (60°C) VENTILATION: The process of supplying or
above its dewpoint. removing conditioned or unconditioned air by
Category n. An appliance that operates with natural or mechanical means to or from any space,
a nonpositive vent connector pressure and with
a flue gas temperature less than 140°F (60 °C) VENTING: Removal of combustion products to the
above its dewpoint. outdoors.
Category III. An appliance that operates with
a positive vent pressure and with a flue gas WATER HEATER: A closed vessel in which water
temperature at least 140°F (60 °C) above its is heated by the combustion of fuels, electricity or
dewpoint. other energy source and withdrawn for use
Category TV. An appliance that operates with external to the vessel at pressures not exceeding
a positive vent pressure and with a flue gas 160 psig (1102 kPa gage), including the apparatus
temperature less than 140°F (60°C) above its by which heat is generated and all controls and
dewpoint. devices necessary to prevent water temperatures
from exceeding 210°F (99°C).
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780 CMR 3613
GENERAL MECHANICAL SYSTEM REQUIREMENTS
(This Section is Entirely Unique to Massachusetts)
3613.1 GENERAL
3613.1.1 Scope: The provisions of 780 CMR 3613.0
shall govern the installation of mechanical systems
not specifically addressed elsewhere in 780 CMR
36.
780 CMR 3613.2 APPROVAL
3613.2.1 Heating and cooling appliances: Fossil-
fueled heating and cooling appliances shaii be listed
and bear the label of an approved agency in
accordance with the requirements of 527 CMR or
248 CMR as applicable, other heating and cooling
appliances not under the jurisdictional control of
527 CMR or 248 CMR shall be provided with listing
labeling information as set forth in 780 CMR
3613.3.1, 3613.3.2, or 3613.3.3'as applicable or
otherwise be approved by the BBRS when such
approval is necessary.
Note: for solid fuel-burning appliances, see
780 CMR 3610.
780 CMR 36133 LABELING OF
EQUIPMENT NOT UNDER THE CONTROL
OF 527 CMR OR 248 CMR
3613.3.1 General: All appliances shall bear a
permanent and legible factory-applied label which
shall include the following information:
1. Name or trademark of the manufacturer
2. The model and serial number.
3. Identity of the agency certifying compliance
of equipment with approved standards.
4. Clearances from combustible construction for
heat-producing appliances.
3613.3.2 Fuel-burning appliances: The listing and
label for fuel-burning appliances, except wood
stoves and fireplaces (for solid fuel-burning
appliances and fireplaces see 780 CMR 3610.1),
shall also indicate:
1. The type of fuel approved for use with the
appliance.
2. The input or output ratings.
3. Instructions for the lighting operation and shut
off of the appliance.
3613.3.3 Other than fuel-burning appliances:
When the design, installation and maintanence of
other than fuel-burning appliances falls under the
jurisdiction of 780 CMR, the listing and label for
such appliances shall also indicate:
1 The output rating in Btu/h or kw.
2. The electrical rating in volts, amperes (or
watts) and, for other than single phase, the
number of phases.
3. The electrical rating in volts, amperes or watts
of each field-replaceable electrical component.
4. Amount and type of refrigerant, and factory
test pressures or pressures applied for heat pumps
and refrigeration cooling equipment.
780 CMR 3613.4 TYPE OF FUEL
3613.4.1 Appliances: Each appliance shall be
designed for use with the type of fuel to which it is
to be connected. Appliances shall not be converted
from fuel specified on the rating plate for use with a
different fuel without conforming to the applicable
requirements of 527 CMR or 248 CMR for oil or
gaseous fuels respectivley or otherwise securing
approval from the BBRS for other types of
appliances.
780 CMR 3613.5 APPLIANCE ACCESS
1305.1 Appliance access for inspection service,
repair and replacement: Fossil fueled appliances
shall conform to the access requirements set fort in
527 CMR or 248 CMR as applicable; additionally,
all appliances shall be accessible for inspection,
service, repair and replacement without removing
permanent construction. In the absence of
manufacturer's listing/installation requirements,
thirty inches (762 mm) of working space and
platform shall be provided in front of the control
side to service an appliance not otherwise under the
jurisdictional control of 527 CMR or 248 CMR .
Note: solid-fuel burning appliances shall comply
with the applicable requirements of 780 CMR
3610.
780 CMR 3613.6 CLEARANCES FROM
COMBUSTIBLE CONSTRUCTION
3613.6.1 Appliance clearance Appliances shall
comply with the clearance requirements of
527 CMR or 248 CMR as applicable or: if not under
the jurisdictional control of 527 CMR or 248 CMR
shall have clearances from combustible materials in
accordance the manufacturer's listing requirements
or in the absence of such information, in accordance
with Figure 3613.6.1 and Tables 3613.6.1a and
3613.6.1b as applicable. Forms of protection with
ventilated air space shall conform to the following
requirements:
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1. Not less than one-inch (25 mm) air space shall
be provided between the protection and
combustible wall surface.
2. Air circulation shall be provided by having
edges of the wall protection open at least one inch
(25 mm).
3. If the wall protection is mounted on a single
flat wall away from corners, air circulation shall
be provided by having the bottom and top edges,
or the side and top edges open at least one inch
(25 mm).
4. Wall protection covering two walls in a corner
shall be open at the bottom and top edges at least
one inch (25 mm).
780 CMR 3613.7 APPLIANCE
ENSTALLATION
3613.7.1 General: Fossil fuel-fired appliances shall
be installed in accordance with the applicable
requirements of 527 CMR or 248 CMR. The
installation of appliances not under the jurisdictional
control of 527 CMR or 248 CMR shall conform to
the conditions of the manufacturer's listing/
installaion requirements. The manufacturer's
operating instructions shall remain attached to the
appliance or otherwise be provided to the installer
and end-user of such appliances.
FIGURE 3613.6.1 - REDUCED CLEARANCE DIAGRAM
CONSTRUCTION USING COMBUSTIBLE
MATERIAL PLASTERED OR UNPLASTERED
SHEET METAL
OR OTHER
PROTECTION
Note:
"A" equals the required clearance with no protection, specified in Table 3613.6. la. "B" equals the reduced
clearance permitted with Table 3613.6.1b. The protection applied to the construction using combustible
material shall extend far enough in each direction to make "C" equal to "A".
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TABLE 3613.6.1a
STANDARD INSTALLATION CLEARANCES FOR HEATING APPLIANCE
CLEARANCE (inches)
Above Top
From Front
From Back
From Sides
Boilers and Water Heaters:
Automatic oil or combination gas and oil-
6
24
6
6
Automatic gas-
6
18
6
6
Solid-
6
48
6
6
Electnc-
6
18
6
6
Ccntral Furnaces:
Automatic oil or combination gas and oil-
6
24
6
6
Automaf.c gas-
6
IS
6
6
Solid-
18
48
18
18
Electric-
6
18
6
6
Floor Furnaces
Automatic oil or combination gas and oil-
36
12
12
12
Automatic eas-
36
12
12
12
Room Heaters:
Circulating tvpe:
Oil or solid fuel-
36
24
12
12
Gas-
36
24
12
12
Radiant or other type:
Oil or solid fuel-
36
36
36
36
Gas-
36
36
18
18
Gas with double metal or ceramic back-
36
36
12
18
Fireplace stove:
Solid fuel-
48
54
48
48
For SI: 1 inch = 25.4 mm.
1. Reductions in the required clearance shall be permitted in accordance with Table 3613.6.1b.
2. Same clearances required from top and sides of warm air bonnet or plenum of central furnaces.
3. Room heaters shall be installed on noncombustible floors.
TABLE 1306.1b
REDUCED CLEARANCES WITH SPECIFIED FORMS OF PROTECTION (inches)
WHERE REQUIRED CLEARANCE WITH NO PROTECTION IS
TYPE OF PROTECTION
36 19 12
r>
CLEARANCE MAY BE REDUCED TO
'/z-inch noncombustible insulation board over one-
Wall
Ceiling
WaU
Ceiling
Wall
Ceiling
Wall
Ceiling
inch giass fiber or mineral wood butts with no air
space
18
24
9
12
6
8
3
4
Vj-inch-thick noncomnustible insulation board with
ventilated air space
12
18
6
9
4
6
2
3
24-gage sheet metal with ventilated air space
12
18
6
9
4
6
2
3
3 'A- inch thick masonry wall with air space
12
-
6
4
-
2
-
For SI: = 1 inch = 25.4 mm. 1 pound per cubic foot = 0.1572 kN/m", °F = 1.8°C + 32, 1 (Btu-inch)/(square foot hour-
°F)= 1.721 W/(m-K).
Notes:
1. Required clearances shall be measured as shown in Figure 3613.6.1.
2. The clearance between the appliance and the face of the protection shall not be reduced below that shown in the
table. Required clearances between those shown in the table may be interpolated.
3. With all clearance reduction svstems using ventilated are space, air circulation shall be provided as described in
780 CMR 3613.6.1.
4. Spacers and ties shall be noncombustible and shall not be used directly behind an appliance or a connector.
5. Mineral wood butts shall have a minimum density of eight pounds per cubic foot and a minimum melting point of
L500°F.
6. Insulation material shall have a thermal conductivity of 1 .0 (Btu-in.)/(sq. ft.-hr°F) or less.
7. A single wall connector passing through the masonry wall shall have at least Yi inch of open ventilated air space
between the connector and the masonrv.
3613.7.1.1 Additional installation
requirements/appliances located in garages:
The requirements of 527 CMR or 248 CMR shall
be met when fossil fueled heating and/or cooling
appliances are to be located in a garage;
additionally, all appliances shall be protected
from impact by automobiles. Appliances that
generate a glow, spark or flame capable of
igniting gasoline vapors and located in a garage
shall be installed with burners, burner ienition
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devices, or heating elements and switches at least 780 CMR 3613.8 CONTROL DEVICES
18 inches (457 mm) above the floor level or as 3618.8.1 Oil-fired and gas-fired appliances: See
further required by 527 CMR or 248 CMR when 527 CMR or 248 CMR as applicable,
applicable. When such appliances are enclosed in
a separate compartment having access only from 36138.2 Electric duct heaters: Electric duct
outside of the garage, such appliances may be heatgrs sha], be equipped with an automatic reset air
installed at floor level, provided that the required QUt|et temperature-limit control that will limit the
combustion air is taken from and discharged to oudet aif temPerature to no more than 200°F
the exterior of the garage. (93 ° C). The electric elements of the heater shall be
equipped with fusible links or a manual reset
3613.7.2 Electrical appliances: Electrical temperature-limit control that will prevent air
appliances shall be installed in accordance with ternperature ;n the immediate vicinity of the heating
527 CMR 12. elements from exceeding 25°F (121 °C).
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780 CMR 3614
HEATING AND COOLING EQUIPMENT
(This Section is Entirely Unique to Massachusetts)
3614.1 GENERAL
3614.1.1 General: All heating and cooling
appliances that are fossil-fuel fired shall conform to
the requirements of 780 CMR 3614.0.
Note 1: Solid fuel burning appliances shall
conform to the requirements of 780 CMR 3610.
Note 2: Boilers and water heaters shall
additionally comply with the requirements of
248 CMR and 527 CMR, as applicable.
3614.1.2 Installation: Heating and cooling
equipment installation shall be in accordance with
the specific requirements of 527 CMR for oil fired
equipment and 248 CMR for gas-fired equipment or
otherwise in accordance with the general
requirements of 780 CMR 36 when such equipment
is not under the jurisdictional control of 527 CMR or
248 CMR.
Note 1: When explicit requirements of 527 CMR
and/or 248 CMR apply, enforcement of such
explicit requirements lies with the Head of the
Fire Department of the jurisdiction (or his
designee) for matters controlled under 527 CMR
and with the Gas Inspector of the jurisdiction for
matters controlled under 248 CMR.
Note 2: 248 CMR explicitly regulates the size,
type, listing and installation criteria for gas-fired
appliances, associated connector, equipment
venting, including chimney flue size and liner
criteria and combustion air and appliance venting
criteria.
Note 3: 527 CMR explicitly regulates the size,
type, listing and installation criteria for oil-fired
appliances, associated connector piping,
combustion air and appliance ventilation criteria
and certain aspects of equipment venting criteria
but otherwise defaults to 780 CMR for chimney
flue size and liner criteria.
Note 4: Where flue liner size and/or material is
otherwise not controlled by 527 CMR or
248 CMR, flue size and material type shall
conform to the requirements of 780 CMR and the
appliance manufacturer's listing/installation
requirements.
3614.1.3 Ventilation requirements: See 780 CMR
3617.1
3614.1.4 Exhaust system requirements: See
780 CMR 3618.1.
3614.1.5 Duct construction requirements: See
780 CMR 3619.1.
3614.1.6 Combustion air requirements: See
780 CMR 3620.1.
3614.1.7 Chimney and vent requirements: See
780 CMR 3 62 1 . 1 and 780 CMR 3610, generally.
3614.1.8 Access: Heating and cooling equipment
shall be located relative to building construction and
other equipment in such manner as to permit
maintenance, servicing and replacement. Refer to
the specific requirements of 527 CMR or 248 CMR
as applicable; otherwise such equipment access shall
comply to applicable requirements of 780 CMR 36
and the manufacturer's specific listing/installation
requirements.
3614.1.9 Sizing: Comfort heating and cooling
equipment shall be sized according 780 CMR
3603.21.
3614.1.10 Heating and cooling equipment room
installations: Refer to the specific requirements of
527 CMR or 248 CMR as applicable or otherwise
such installations shall comply to applicable
requirements of 780 CMR 36 and the manufacturer's
specific listing/installation requirements.
3614.1.10.1 Additional installation
requirements/attic installations: Refer to the
specific requirements of 527 CMR or 248 CMR
as applicable; otherwise such installations shall
comply to applicable requirements of 780 CMR
36 and the manufacturer's specific listing/
installation requirements.
Note that attic installation of heating
equipment and associated duct/piping requires
care that heating system heat loss to the attic
space does not lead to roof winter ice
damming. Materials acceptable to the building
official shall be presented to demonstrate that
heating system heat loss to the attic space will
not result in heat loss to the space sufficient to
promote roof ice damming. To reduce heat
loss to the attic space, if the attic heating
system is insulated or placed in an isolated,
insulated space, such approach shall in no way
violate manufacturer's listing requirements of
the heating equipment nor preclude proper
combustion air, ventilation or exhaust of such
equipment and/or space.
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3614.1.10.1.1 Electricity required: For attic
installations, a permanent electric outlet and
lighting fixture shall be provided near the
equipment which shall be controlled by a
switch and installed in accordance with
527 CMR 12.00.
3614.1.10.2 Additional installation
requirements/crawl space installations: Refer to
527 CMR or 248 CMR as applicable or in the
absence of such jurisdictional guidance,
equipment supported from the ground shall be
level and firmly supported on frost-protected
construction extending not less than three inches
(76 mm) above the adjoining ground. Equipment
suspended from the floor shall have a clearance of
not less than six inches (153 mm) from the
ground.
3614.1.10.2.1 Electricity required: A
permanent electric outlet and lighting fixture
shall be provided near the equipment
controlled by a switch and installed in
accordance with 527 CMR 12.
3614.1.10.3 Additional installation
requirements/exterior installations: Refer to the
specific requirements of 527 CMR or 248 CMR
as applicable, or in the absence of such
jurisdictional guidance such supports and
foundations shall prevent excessive vibration,
settlement, or movement of the equipment.
Supports and foundations shall be level and
conform to the manufacturer's installation
instructions and be frost-protected.
780 CMR 3614.1.11
boilers:
Fossil fired furnaces and
3614.1.11.1 General: All fossil-fired furnaces
and boilers shall conform to the requirements of
527 CMR or 248 CMR as applicable. Such
furnaces and boilers shall not be installed in a
room designed to be used as a storage closet
unless allowed by both the manufacturer and by
either 527 CMR or 248 CMR as applicable.
Furnaces and boilers located in a bedroom or
bathroom shall be installed in a sealed enclosure
such that combustion air will not be taken from
the living space unless such furnaces or boilers
are of a direct vent type.
Exception: Unless required by 527 CMR or
248 CMR, direct vent furnaces are not required
to be installed within an enclosure.
3614.1.11.1.1 Clearances: Refer to the
specific requirements of 527 CMR or
248 CMR as applicable, or otherwise
clearances to combustibles shall comply with
applicable requirements of 780 CMR 36 and
the manufacturer's specific listing/installation
requirements.
3614.1.12 Electric furnaces: Electric furnaces shall
be constructed in accordance with UL 1096. Electric
furnaces shall be installed in compliance with
780 CMR 36, their listing, the manufacturer's
installation instructions and 527 CMR 12.00.
780 CMR 3614.2 HEAT PUMP EQUIPMENT
3614.2.1 Heating elements: Heat pump equipment
utilizing supplemental electric heating elements shall
have such elements constructed in accordance with
UL 559 and installed in accordance with 527 CMR
12.00.
3614.2.1 Foundations and supports: Supports
and foundations for the outdoor unit of a heat
pump shall be raised at least three inches (76 mm)
above the ground to permit free drainage of
defrost water, shall conform to the manufacturer's
installation instructions and be frost-protected.
780 CMR 3614-3 REFRIGERATION
COOLING EQWPMENT
3614.3.1 Compliance: When applicable,
refrigeration cooling equipment and its
installation shall comply with M.G.L. c. 146,
§§42 through 45 A, 81 and 528 CMR 11.
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780 CMR 3615
ELECTRIC RESISTANCE HEATING
780 CMR 3615.1 GENERAL
3615.1.1 General: Electric baseboard convectors
shall be listed and labeled and shall be installed in
accordance with the manufacturer's installation
instructions and 527 CMR 12.00.
780 CMR 3615.2 RADIANT HEATING
SYSTEMS
3615.2.1 General: Radiant heating systems shall be
listed and labeled and shall be installed in
accordance with the manufacturer's installation
instructions and 527 CMR 12.00.
3615.2.2 Clearances: Clearances for radiant heating
panels or elements to any wiring, outlet boxes, and
junction boxes used for installing electrical devices
or mounting lighting fixtures shall comply with
manufacturer's listing requirements and 527 CMR
12.00.
3615.2.3 Installation of radiant panels on wood
framing: Radiant panels installed on wood framing
shall only be so installed if so listed by the
manufacturer and additionally shall conform to the
following requirements:
1. Heating panels shall be installed parallel to
framing members and secured to the surface of
framing members or mounted between framing
members.
2. Panels shall be nailed or stapled only though
the unheated portions provided for this purpose
and shall not be fastened at any point closer than
Vt inch (6.4 mm) from an element.
3. Unless listed and labeled for field cutting,
heating panels shall be installed as complete units.
3615.2.4 Installation of radiant panels in concrete
or masonry: Radiant heating systems installed in
concrete or masonry shall only installed if so listed
by the manufacturer and additionally conform to the
following requirements:
1. Radiant heating systems shall be identified as
being suitable for the installation and shall be
secured in place as specified in the manufacturer's
installation instructions.
2. Radiant heating panels or radiant heating
panel sets shall not be installed where they bridge
expansion joints unless protected from expansion
and contraction.
3615.2.5 Installation of radiant panels in gypsum
assemblies: Radiant heating systems shall only be
used in gypsum assemblies when so listed by the
manufacturer and such panel operating temperatures
shall not exceed 125°F (52°C).
3615.2.6 Finish surfaces: Finish materials installed
over radiant heating panels or systems shall be
installed in accordance with the manufacturer's
installation instructions. Surfaces shall be secured so
that nails or other fastenings do not pierce the
radiant heating elements.
780 CMR 36153 DUCT HEATERS
3615.3.1 General: Electric duct heaters shall be
listed and labeled and shall be installed in
accordance with the manufacturer's installation
instructions and 527 CMR 12.
3615.3.2 Installation: Electric duct heaters shall be
installed so that they will not create a fire hazard.
Class I ducts, duct coverings and linings shall be
interrupted at each heater to provide the clearances
specified in the manufacturer's installation
instructions. Such interruptions are not required for
duct heaters listed and labeled for zero clearance
from combustible materials. Insulation installed in
the immediate area of each heater shall be classified
for the maximum temperature produced on the duct
surface.
3615.3.3 Installation with heat pumps and air
conditioners: Duct heaters located within four feet
(1219 mm) of a heat pump or air conditioner shall be
listed and labeled for such installations. The heat
pump or air conditioner shall additionally be listed
and labeled for such duct heater installations.
3615.3.4 Access: Duct heaters shall be accessible for
servicing, and clearance shall be maintained to
permit adjustment, servicing, and replacement of
controls and heating elements in accordance with the
manufacturer's listing/installation requirements and
otherwise in accordance with any applicable
requirements of 780 CMR 36.
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626 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR 3616
VENTED FLOOR, WALL AND ROOM HEATERS
780 CMR 3616.1 GENERAL
3616.1.1 General: Vented floor furnaces, vented
wall furnaces and room heaters shall conform to the
listing, design, installation and maintenance
requirements of 527 CMR or 248 CMR and
otherwise shall be installed in accordance with
applicable requirements of 780 CMR 36 and the
manufacturer's listing/installation instructions.
> Exception: Solid fuel burning appliances shall
conform to the requirements of 780 CMR 3610.
3616.1.2 Clearances: Vented floor furnaces, vented
wall furnaces and room heaters shall be installed in
accordance with clearance installation requirements
of 527 CMR or 248 CMR and otherwise installed in
accordance with the applicable requirements of
780 CMR 36 and the manufacturer's listing
/installation requirements.
3616.1.3 Location: Location of vented floor
furnaces, vented wall furnaces and room heaters
shall conform to the requirements of 527 CMR or
248 CMR and otherwise be installed in accordance
with the applicable requirements of 780 CMR 36
and the manufacturer's listing/installation
requirements.
3616.1.4 Access: Access to vented floor furnaces,
vented wall furnaces and room heaters shall be in
accordance with the requirements of 527 CMR or
248 CMR and otherwise shall be provided in
accordance with the applicable requirements of
780 CMR 36 and the manufacturer's listing
/installation requirements.
3616.1.5 Installation: Vented floor furnace, vented
wall furnace and room heater installations shall
conform to the requirements of 527 CMR or
248 CMR and otherwise conform with the
applicable requirements of 780 CMR 36 and the
manufacturer's listing/installation requirements
780 CMR 3616.2 VENTED WALL
FURNACES/ADDITIONAL REQUIREMENTS
3616.2.1 Location: The location of vented wall
furnaces falling under the jurisdiction of 780 CMR
3616.1.6 shall conform to the following
requirements:
1. Vented wall furnaces shall be located not less
than six inches (153 mm) from adjoining walls at
inside corners.
2. Vented wall furnaces shall not be located
where a door can swing within 12 inches (305
mm) of the furnace air inlet or outlet and shall not
be installed less than 18 inches (457 mm) below
overhead projections.
3616.2.2 Installation: Vented wall furnace
installations shall conform to the following
requirements:
1. Required wall thicknesses shall be in
accordance with the manufacturer's installation
instructions.
2. Ducts shall not be attached to a wall furnace.
Casing extensions or boots shall only be installed
when listed as part of a listed and labeled
appliance.
780 CMR 3616.3 VENTED ROOM
HEATERS/ADDITIONAL REQLTREMENTS
3616.3.1 Location: A room heater shall be placed so
as not to cause a hazard to walls, floors, curtains and
drapes, or to the free movement of persons.
3616.3.2 Installation: Room heaters shall be
installed on noncombustible floors or on approved
floor protectors for combustible floors (see
780 CMR 3610). Such floor protectors shall be
constructed of noncombustible materials. The
noncombustible floor or floor protector shall extend
at least 16" beyond the appliance on all sides unless
the room heater manufacturer has listing/installation
requirements that allow for less than an 18"
extension.
3616.3.3 Solid-fuel-burning heaters See 780 CMR
3616.10.
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628 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR 3617
VENTILATION AIR SUPPLY
3617.1.1 Ventilation required: General building a building space, in which case the ventilation
ventilation shall be in accordance with 780 CMR criteria, as dictated by appliance requirements shall
3603.6 unless specific appliance ventilation apply,
requirements impose greater ventilation criteria on
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630 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR 3618
EXHAUST SYSTEMS
780 CMR3618.1 CLOTHES DRYER
EXHAUST
3618.1.1 General: Dryer vent systems shall be
independent of all other systems and shall convey
the moisture to the outdoors - no dryer vent shall
terminate in the interior space of a building unless
such dryer system is listed for such application and
has been approved by the BBRS if necessary;
additionally, the following criteria shall be satisfied:
1 . Gas fired clothes dryers shall be installed in
accordance with the requirements of 248 CMR,
and such exhaust vent systems shall also have a
backdraft damper located on the building interior
side of the vent termination unless otherwise
prohibited by listing or by 248 CMR;
2. For clothes dryers generally, vents shall not be
connected with sheet-metal screws or fastening
means which extend into the vent. Exhaust vents
shall be equipped with a backdraft damper. Vents
shall be constructed of minimum 0.016-inch-thick
(0.406 mm) rigid metal ducts, having smooth
interior surfaces with joints running in the
direction of air flow, except that;
3. Approved flexible duct connectors may be
used in connection with domestic dryer exhausts
unless otherwise prohibited by equipment listing
or 248 CMR. Flexible duct connectors shall not
be concealed within construction.
3618.1.2 Exhaust vent size: The minimum diameter
of the exhaust vent shall be in accordance with
780 CMR 3618.1.3, but shall be at least the diameter
of the appliance outlet.
3618.1.3 Length limitation: The maximum length
of a four-inch (102 mm) diameter exhaust vent shall
not exceed 25 feet (7620 mm) from the dryer
location to wall or roof termination, and shall
terminate with a full opening exhaust hood. A
reduction in maximum length of 2.5 feet (762 mm)
for each 45-degree bend and five feet (1524 mm) for
each 90-degree bend shall apply. Installations when
this length is exceeded shall be installed in
accordance with the manufacturer's installation
instructions.
780 CMR 3618.2 RANGE HOODS
3618.2.1 General: Gas-fired appliances shall
conform to the requirements of 248 CMR and
otherwise all range hoods shall be vented to the
outdoors by a single-wall duct constructed of
galvanized steel, stainless steel or copper. The duct
serving the hood shall have a smooth interior
surface, be substantially air tight and shall be
equipped with a backdraft damper. Vents serving
range hoods shall not terminate in an attic or crawl
space or areas inside the building but shall vent
directly to the building exterior.
Exception: Listed labeled unvented range hoods
shall be allowed and shall be installed in
accordance with the terms of their listing.
780 CMR 36183 ENSTALLATION OF
MICROWAVE OVENS
3618.3.1 Installation of microwave oven over a
cooking appliance: The installation of a listed and
labeled cooking appliance or microwave oven over
a listed and labeled cooking appliance shall conform
to the terms of the upper appliance's listing and label
and the manufacturer's installation instructions.
780 CMR 3618.4 OVERHEAD
VENTOATING HOODS
3618.4.1 General: Gas-fired appliances shall
conform to the requirements of 248 CMR and
otherwise domestic open-top broiler units shall be
provided with a metal ventilating hood, not less than
28 gage, with a clearance of not less than 'A inch (6.4
mm) between the hood and the underside of
combustible material or cabinets. A clearance of at
least 24 inches (610 mm) shall be maintained
between the cooking surface and the combustible
material or cabinet. The hood shall be at least as
wide as the broiler unit and shall extend over the
. entire unit.
Exception: Broiler units incorporating an integral
exhaust system, and listed and labeled for use
without a ventilating hood, need not be provided
with a ventilating hood.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
632 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR 3619
DUCT SYSTEMS
780 CMR 3619.1 DUCT CONSTRUCTION
3619.1.1 Materials - duct construction: Ducts and
duct materials used for a duct serving heating and
cooling equipment shall be fabricated in accordance
with the provisions of 780 CMR 3619.1.
3619.1.1.1 Above ground duct systems: Above
ground duct systems shall conform to the
following:
1. Equipment connected to duct systems shall
have a 250°F (121 °C) temperature limit
control.
2. Factory-made air ducts shall be constructed
of Class 1 or Class 2 materials as designated in
Table 3619.1.1a. Class 2 materials shall not be
used for ducts located within the first three feet
(914 mm) of the bonnet, plenum or casing of
the heating unit.
3. Minimum thicknesses of metal duct
material shall be listed in Table 3619.1.1b.
Galvanized steel shall conform to ASTM A
525.
4. Gypsum products may be used as ducts or
plenums, provided that the air temperature
does not exceed 125°F (52°C) and exposed
surfaces are not subject to condensation.
5. Return ducts, except those portions directly
above the heating surface or closer than two
feet (610 mm) to the heating unit casing, shall
be constructed of materials having a flame-
spread rating not greater than 200.
6. Structural areas between studs or partitions
to be used as return ducts shall be isolated from
unused spaces with tight-fitting stops of sheet
metal, or with wood not less than 2-inch (5 1
mm) nominal thickness.
3619.1.1.2 Underground duct systems.
Underground duct systems shall be constructed of
approved concrete, clay, metal or plastic. The
maximum duct temperature for plastic ducts shall
not be greater than 150°F(66°C). Plastic pipe and
fittings shall conform to cell classification 12454-
B of ASTM D 1248 or ASTM D 1784, and
external loading properties of ASTM D 2412.
3619.1.2 Factory-made ducts: Factory-made air
ducts or duct material shall be approved for the use
intended, and shall be installed in accordance with
the manufacturer's installation instructions. Each
portion of a factory-made air duct system shall bear
a listing and label indicating compliance with UL
181 andUL 181A.
3619.1.2.1 Duct insulation materials: Duct
insulation materials shall conform to the
following requirements:
1. Duct insulation shall comply with the
energy conservation requirements of 780 CMR
3603.21.;
2. Duct coverings and linings shall have a
flame-spread rating not greater than 25, and a
smoke-developed rating not greater than 50.
3. Duct coverings and duct linings shall
withstand a test temperature of 250°F (121 °C)
minimum.
4. Blanket insulation and factory-insulated
flexible duct shall be labeled with the R-value,
flame-spread rating, and smoke-developed
rating.
3619.1.2.2 Vibration isolators: Vibration
isolators installed between mechanical equipment
and metal ducts shall be fabricated from approved
materials and shall not exceed ten inches (254
mm) in length.
3619.1.3 Installation: Duct installation shall
comply with 780 CMR 3619.1.3.1 through
3619.1.3.8.
3619.1.3.1 Duct sizing: Supply and return ducts
shall be sized according to ACCA Manual D or
SMACNA Installation Standards for Residential
Heating and Air Conditioning Systems or other
approved methods.
3619.1.3.2 Joints and seams. Joints of duct
systems shall be made substantially air tight by
means of tapes, mastics or gasketing. Crimp joints
for round ducts shall have a contact lap of at least
l'/2 inches (38 mm) and shall be mechanically
fastened by means of at least three sheet metal
screws equally spaced around the joint.
TABLE 3619.1.1a
CLASSIFICATION OF FACTORY-MADE
Am DUCTS
DUCT CLASS
MAXIMUM FLAME
SPREAD RATING
0
1
0
25
50
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TABLE 3619 Lib
GAGES OF METAL DUCTS AND PLENUMS USED FOR HEATING OR COOLING
TYPE OF DUCT
SIZE (INCHES)
NOMINAL
THICKNESS (inches)
EQUIVALENT
GALVANIZED
SHEET GAGE
APPROXIMATE
ALUMINUM B. & S.
GAGE
Round ducts and enclosed
reccaneular ducts
14 or less
over 14
0.016
0 019
30
28
26
24
Exposed rectangular ducts
14 or less
over 14
0.019
0.022
28
26
24
For SI: 1 inch = 25.4 mm.
3619.1.3.3 Support: Metal ducts shall be
supported by one-inch (2mm) by lS-gage metal
straps, 12-gage galvanized wire at intervals not
exceeding ten feet (304S mm). Nonmetallic ducts
shall be supported in accordance with the
manufacturer's installation instructions.
3619.1.3.4 Firestopping: Duct installations shall
be firestopped in accordance with 780 CMR
3606.2.7.
3619.1.3.5 Duct insulation: Duct insulation shall
be installed in accordance with the following
requirements:
1. .All ductwork shall be insulated in
accordance with 780 CMR 3603.21.
2. Vapor retarders with a maximum
permeance of 0.05 perm [(2.87 ng/(s m2 Pa)],
or aluminum foil with a minimum thickness of
two mils (0.051 mm), shall be installed on
cooling supply ducts that pass through
nonconditioned spaces conducive to
condensation.
3. Exterior ducts shall be protected with
weatherproof covering capable of ultraviolet
(UV) protection.
4. Duct coverings shall not penetrate a
firestopped wall or floor.
3619.1.3.6 Ducts in slabs: Ducts shall be listed
and labeled for underground installation. Metallic
ducts not having an approved protective coating
shall be completely encased in a minimum of two
inches (51 mm) of concrete. Metallic ducts having
an approved protective coating and nonmetallic
ducts shall be installed in accordance with the
manufacturer's installation instructions.
3619.1.3.7 Factory-made air ducts: Factory-
made air ducts shall not be installed in or on the
ground, in tile or metal pipe, or within masonry or
concrete.
3619.1.3.8 Metal duct separation: Metal ducts
shall be installed with at least four inches (102
mm) separation from earth.
3619.1.4 Under-floor plenums: An under-floor
space used as a supply plenum shall conform to the
requirements of 780 CMR 3619.1.4. Fuel gas lines
and plumbing waste cleanouts shall not be located
within the space.
3619.1.4.1 General: The space shall be cleaned of
loose combustible materials and scrap, and shall
be tightly enclosed. The ground surface of the
space shall be covered with a moisture barrier
having a minimum thickness of four mils (0,102
mm).
3619.1.4.2 Materials: The under-floor space,
including the sidewall insulation, shall be formed
by materials having flamespread ratings not
greater than 200.
3619.1.4.3 Furnace connections: A duct shall
extend from the furnace supply outlet to not less
than sixinches (153 mm) below the combustible
framing. This duct shall comply with the
provisions of 780 CMR 3616.2.1. A
noncombustible receptacle shall be installed
below the floor opening into the plenum in
accordance with the following requirements:
1. The receptacle shall be securely suspended
from the floor members and shall not be more
than 18 inches (457 mm) below the floor
opening.
2. The area of the receptacle shall extend
three inches (76 mm) beyond the opening on
all sides.
3. The perimeter of the receptacle shall have
a vertical lip at least one inch (25 mm) high at
the open sides.
3619.1.4.4 Access: Access to an under-floor
plenum shall be provided through an opening in
the floor with minimum dimensions of 18 inches
by 24 inches (457 mm by 610 mm).
3619.1.4.5 Furnace controls: Furnace controls
shall conform to the applicable requirements, of
527 CMR or 248 CMR
Exception: For solid fuel burning appliances
see 780 CMR 3610.
780 CMR 3619.2 RETURN AIR
3619.2.1 Return air: Return air shall be taken from
inside the dwelling, but may be diluted with outdoor
3619.2.2 Required area: The total unobstructed
area of return ducts or openings to a warm-air
furnace shall be in accordance with the
manufacturer's installation instructions, but not less
than two square inches (1290 mm') for each 1,000
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ONE AND TWO FAMILY DWELLINGS - DUCT SYSTEMS
Btu/h (293 W) input rating of the furnace. The
minimum unobstructed total area of the return air
ducts or openings to a central air-conditioning unit
and/or heat pump shall be in accordance with the
manufacturer's installation instructions, but shall not
be less than six square inches (3870 mm") for each
1.000 Btu/h (293 W) nominal cooling output rating.
3619.2.3 Prohibited sources: Return air for a warm-
air furnace shall not be taken from bathrooms,
kitchens, garages or other dwelling units. Outdoor
air shall not be taken from within ten feet (3048 mm)
of an appliance or plumbing vent outlet that is
located less than three feet (914 mm) above the air
inlet.
3619.2.4 Inlet opening protection: Outdoor air
inlets shall be covered with screen having no less
than Vi-inch (6.4 mm) openings and no greater than
'/2-inch (12.7 mm) openings.
780 CIVDR 3619.3 - SUPPLY AIR
3619.3.1 General: The minimum unobstructed total
area of supply ducts from a warm-air furnace shall
be in accordance with the manufacturer's installation
instructions, but shall not be less than two square
inches (1290 mm2) for each 1,000 Btu/h (293 W)
input rating of the furnace. The minimum
unobstructed total area of the supply air ducts from
a central air-conditioning unit and/or heat pump
shall be in accordance with the manufacturer's
installation instructions, but shall not be less than six
square inches (3870 mm") for each 1,000 Btu/h
(293 W) nominal cooling output rating. Dampers,
grilles or registers installed for the purpose of
controlling the supply airflow shall not be
considered as obstructions.
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NON-TEXT PAGE
636 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR 3620
COMBUSTION AIR
3620.1 General: Combustion air requirements of
780 CMR 3620 are intended to apply only when the
requirements of 248 CMR or 527 CMR, as
applicable, do not apply.
3620.1.1 Air supply: Fuel-burning equipment
shall be provided with a supply of air for fuel
combustion, draft hood dilution and ventilation of
the space in which the equipment is installed. The
methods of providing combustion air in this
chapter do not apply to direct vent appliances,
listed cooking appliances, refrigerators and
domestic clothes dryers.
3620.1.1.1 Buildings of unusually tight
construction: In buildings of unusually tight
construction, combustion air shall be obtained
from outside the sealed thermal envelope. In
buildings of ordinary tightness insofar as
infiltration is concerned, all or a portion of the
combustion air for fuel-burning appliances may
be obtained from infiltration when the room or
space has a volume of 50 cubic feet per 1,000
Btu/h (4.83 LAV) input.
3620.1.2 Exhaust and ventilation system: Air
requirements for operation of exhaust fans,
kitchen ventilation systems, clothes dryers, and
fireplaces shall be considered in determining the
adequacy of a space to provide combustion air.
3620.1.3 Volume dampers prohibited: Volume
dampers shall not be installed in combustion air
openings.
3620.1.4 Prohibited sources: Combustion air
ducts and openings shall not connect appliance
enclosures with space in which the operation of a
fan may adversely affect the flow of combustion
air. Combustion air shall not be obtained from an
area in which flammable vapors present a hazard.
3620.1.5 Opening area: The free area of each
opening shall be used for determining combustion
air. Unless otherwise specified by the
manufacturer or determined by actual
measurement, the free area shall be considered
75% of the gross area for metal louvers and 25%
of the gross area for wood louvers.
3620.2 All air from inside the building, general:
The requirements of 780 CMR 3620.2.1 through
3620.2.3 shall apply when all combustion air is
taken from inside the building.
Note: also see 780 CMR 3610, generally, for
fireplaces and solid fuel-burning appliances.
3620.2.1 Required volume: If the volume of the
space in which fuel-burning appliances are
installed is greater than 50 cubic feet per 1 ,000
Btu/h (4.83 LAV) of aggregate input rating in
buildings of ordinary tightness insofar as
infiltration is concerned, normal infiltration shall
be regarded as adequate to provide combustion
air. Rooms communicating directly with the space
in which the appliances are installed through
openings not furnished with doors shall be
considered part of the required volume.
3620.2.2 Confined space: Where the space in
which the appliance is located does not meet the
criterion specified in 780 CMR 3620.2.1, two
permanent openings to adjacent spaces shall be
provided so that the combined volume of all
spaces meets the criterion. One opening shall be
within 12 inches (305 mm) of the top and one
within 12 inches (305 mm) of the bottom of the
space, as illustrated in Figure 3620.2.2. Each
opening shall have free area equal to a minimum
of one square inch per 1,000 Btu/h (2.20 mm2AV)
input rating of all appliances installed within the
space, but not less than 100 square inches (0.064
m2).
3620.2.3 Unusually tight construction: If the
space is of adequate volume in accordance with
780 CMR 3620.2.1 or 3620.2.2, but is within a
building sealed so tightly that infiltration air is not
adequate for combustion, combustion air shall be
obtained from outdoors or from spaces freely
communicating with the outdoors in accordance
with 780 CMR 3620.3 or 3620.4.
3620.3 AH combustion air from outside the
building, general: The requirements of 780 CMR
3620.3.1 through 3620.3.5 shall apply when all
combustion air is taken from outside the building.
3620.3.1 Outdoor air: When the space in which
fuel-burning appliances are located does not meet
the criterion for indoor air specified in 780 CMR
3620.2, outside combustion Jr shall be supplied
through openings or ducts, as illustrated in
Figures 3620.3.1, 3620.3.3a, 3620.3.3b and
3620.4. One opening shall be within 12 inches
(305 mm) of the top of the enclosure, and one
within 12 inches (305 mm) of the bottom of the
enclosure. Openings are permitted to connect to
spaces directly communicating with the outdoors,
such as ventilated crawl spaces or ventilated attic
spaces. The same duct or opening shall not serve
both combustion air openings. The duct serving
the upper opening shall be level or extend upward
from the appliance space
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3620.3.2 Size of opening: When communicating
with the outdoors by means of vertical ducts, each
opening shall have a free area of at least one
square inch per 4,000 Btu/h (0.550 rrurr/W) of
total input rating of all appliances in the space. If
horizontal ducts are used, each opening shall have
a free area of at least one square inch per 2,000
Btu/h (1.10 mnr/W) of total input of all
appliances in the space. Ducts shall be of the
same minimum cross-sectional area as the
required free area of the openings to which they
connect. The minimum cross-sectional dimension
of rectangular air ducts shall be three inches (76
mm).
3620.3.3 Attic combustion air: Combustion air
obtained from an attic area, as illustrated in Figure
3620.3.3a, shall be in accordance with the
following:
1. The attic ventilation shall be sufficient to
provide the required volume of combustion air.
2. The combustion air opening shall be
provided with a metal sleeve extending from
the appliance enclosure to at least six inches
(153 mm) above the top of the ceiling joists
and ceiling insulation.
3. An inlet air duct within an outlet air duct
shall be an acceptable means of supplying attic
combustion air to an appliance room provided
that the inlet duct extends at least 12 inches
(305 mm) above the top of the outlet duct in
the attic space, as illustrated in Figure
3620.3.3b.
4. The end of ducts that terminate in an attic
shall not be screened.
3620.3.4 Under-floor combustion air:
Combustion air obtained from under-floor areas,
as illustrated in Figure 3620.3.4, shall have a free
opening area to the outside equivalent to not less
than twice the required combustion air opening.
3620.3.5 Opening requirements: Outside
combustion air openings shall be covered with
corrosion-resistant screen or equivalent protection
having no less than Vi-inch (6.4 mm) openings,
and not greater than VS-inch (12.7 mm) openings.
3620.4 Combined use of indoor and outdoor air
for combustion, general: The requirements of 780
CMR 3620.4.1 through 3620.4.2 shall apply when
required combustion air consists of both indoor and
outdoor air.
3620.4.1 Supply method: When the space in
which fuel-burning appliances are located does
not meet the criterion for indoor air specified in
780 CMR 3620.2, combustion air supplied by a
combined use of indoor and outdoor air shall be
supplied through openings and ducts extending to
the appliance room or to the vicinity of the
appliance.
3620.4.2 Openings and supply ducts: Two
openings for ventilation shall be located and sized
in accordance with 7S0 CMR 3620.2.2. In
addition, there shall be one opening directly
communicating with the outdoors or to such
spaces (crawl space or attic) that freely
communicates with the outdoors. This opening
shall have free area of at least one square inch per
5,000 Btu/h (0.440 mm2/W) of total input of all
appliances in the space. Ducts shall be of the
same minimum cross-sectional area as the
required free area of the opening. Ducts
admitting outdoor air may be connected to the
return air side of the heating system.
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ONE AND TWO FAMILY DWELLINGS - COMBUSTION AIR
Figure 3620.2.2
EQUIPMENT LOCATED IN CONFINED SPACES -
ALL AIR FROM ADJACENT SPACES WITHIN THE BUILDING
CHIMNEY OR GAS VENT
For SI: 1 square inch = 645. 16 mm2, 1 Btu/h = 0.293 1 W.
NOTE: Each opening shall have a free area of not less than one square inch per 1,000 Btu/h of the total input
rating of all equipment in the enclosure, but not less than 100 square inches.
2/7/97 (Effective 2/28/97)
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Figure 3620.3.1
EQUIPMENT LOCATED IN CONFINED SPACES -
ALL AIR TAKEN FROM OUTDOORS
J— CHIMNEY OR GAS VENT
O
INLET AIR DUCT
I I
i i ~r
For SI: 1 Btu/h = 0.2931 W.
NOTES: Each air duct opening shall have a free area of not less than one square inch per 2,000 Btu/h of the
total input rating of all equipment in the enclosure.
FIGURE 3620.3.3a
EQUIPMENT LOCATED IN CONFINED SPACES -
ALL AIR FROM OUTDOORS THROUGH VENTILATED ATTIC
VENTILATION LOUVERS
(EACH END OF ATTIC)
INLET AIR DUCT
(ENDS 1 FOOT ABOVE FLOOR)
For SI: 1 inch = 25.4 mm, 1 square inch = 645. 16 mm", 1 Btu/h = 0.293 1 W.
NOTE: The inlet and outlet air openings shall each have a free area of not less than one square inch per 4,000
Btu/h of the total input rating of all equipment in the enclosure.
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ONE AND TWO FAMILY DWELLINGS - COMBUSTION AIR
Figure 3620.3.3b
EQUIPMENT LOCATED IN CONFINES SPACES -
ALL AIR FROM OUTDOORS THROUGH VENTILATED ATTIC
(Alternative Method)
VENTILATION LOUVERS
(EACH END OF ATTIC)
INLET AIR OUCT
(ENDS WITHIN 1 FOOT OF THE FLOOR)
For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 mm2, 1 Btu/h = 0.2931 W.
NOTE: The inlet and outlet air openings shall each have a free area of not less than one square inch per 4,000
Btu/h of the total input of all equipment in the enclosure.
Figure 3620.4
EQUIPMENT LOCATED IN CONFINED SPACES -
INLET AHl FROM VENTILATED CRAWL SPACE AND OUTLET AIR
TO VENTILATED ATTIC
CHIMNEY OR GAS VENT
VENTILATION LOUVERS
(EACH END OF ATTIC)
VENTILATION LOUVERS FOR UNHEATED CRAWL SPACE
For SI: 1 square inch = 645. 16 mm2, 1 Btu/h = 0.293 1 W.
NOTE: The inlet and outlet air openings shall each have a free area of not less than one square inch per 4,000
Btu/h of the total input of all equipment in the enclosure.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
641
780 CMR STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
642 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/07)
780 CMR 3621
CHIMNEYS AND VENTS
3621.1 GENERAL
NOTE The requirements of 780 CMR 3621 are
to be recognized in conjunction with applicable
requirements of 248 CMR and/or 527 CMR for
gas-fired and oil-fired appliances respectively;
also note that 24S CMR is enforced by Gas
Inspectors and 527 CMR is enforced by the Heads
of Fire Departments
3621.1.1 Vent required: Fuel-burning appliances
shall be vented to the outside in accordance with
their listing and label and manufacturer's installation
instructions. Venting systems shall consist of
approved chimneys or vents, or venting assemblies
which are integral parts of labeled appliances.
3621.1.2 Draft requirements A venting system
shall satisfy the draft requirement of the equipment
in accordance with the manufacturer's installation
instructions and shall be constructed and installed to
develop a positive flow to convey combustion
products to the outside atmosphere.
3621.1.3 Inspection of chimneys Before
connecting a vent connector to a chimney, the
chimney passageway shall be cleaned and free of
obstructions. When inspection reveals that an
existing chimney is not safe for the intended
application, it shall be rebuilt to conform to
780 CMR 3610.2 if the chimney is a masonry
chimney (or applicable requirements of 248 CMR or
527 CMR), lined or relined with an approved liner,
or replaced with an approved vent or chimney.
3621.1.4 Mechanical draft systems: A mechanical
draft system shall be used only with equipment listed
and labeled for such use. Provision shall be made to
prevent the flow of fuel to the equipment when the
draft system is not operating. Forced draft systems
and all portions of induced draft systems under
positive pressure during operation shall be designed
and installed so as to prevent leakage of flue gases
into a building.
3621.1.5 Direct vent appliances: Direct vent
appliances shall be listed and labeled and shall be
installed in accordance with the manufacturer's
installation instructions
3621.1.6 Support Venting systems shall be
adequately supported for the weight of the material
used.
3621.1.7 Duct penetrations Vents or vent
connectors shall not extend into or through supply
and return air ducts or plenums.
3621.1.8 Firestopping Vent and chimney
installations shall be firestopped in accordance with
780 CMR 3606.2. 7
3621.1.9 Unused openings: Unused openings in any
venting system shall be closed or capped.
780 CMR 3621.2 - VENT COMPONENTS
3621.2.1 Draft hoods: Unless otherwise allowed by
24S CMR or 527 CMR as applicable, draft hoods
shall be located in the same room or space as the
combustion air openings for the appliances.
3621.2.2 Vent dampers: Vent dampers shall comply
with 7S0 CMR 3621.2 2.1 and 3621.2 2.2.
3621.2.2.1 Manually operated: Unless
otherwise allowed by 24S CMR or 527 CMR as
applicable, manually operated dampers shall not
be installed except in connectors or chimneys of
solid fuel-burning appliances.
3621.2.2.2 Automatically operated:
Automatically operated dampers shall be installed
in accordance with the requirements of 24S CMR
or 527 CMR if applicable and otherwise in
accordance with the terms of their listing and
labtl and the manufacturer's requirements and
shall be installed to prevent firing of the burner
unless the damper is opened to a safe position.
Automatic dampers shall conform to ANSI
Z21.66.
3621.2.3 Draft regulators: For oil-fired appliances
required to be connected to a chimnev, draft
regulators shall be provided as required bv
527 CMR. Draft regulators provided for solid-fuel-
burning appliances to reduce draft intensity shall be
installed and set in accordance with the
manufacturer's installation and operation
requirements.
3621.2.3.1 Location: When required by
248 CMR or 527 CMR or the manufacturer's
installation/operation requirements, draft
regulators shall be installed in the same room or
enclosure as the appliance such that no difference
in pressure between the air at the regulator and the
combustion air supply will exist.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
643
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
780CMR362L3 CHIMNEY AND VENT
CONNECTORS
3621.3.1 Chimney and vent connectors:
Connectors shall be used to connect fuel-burning
appliances to a vertical chimney or vent unless the
chimney or vent is attached directly to the appliance.
3621.3.2 Connectors for gas appliances: See
248 CMR
3621.3.3 Connectors for oil and solid fuel
appliances: For connector requirements for oil-
fired appliances, see 527 CMR. For solid fuel-
burning appliances, connectors compatible with the
listed appliance shall be utilized and may include,
but not be limited to factory-built chimney material.
Type L vent material. Type PL vent material or
single-wall metal pipe having resistance to corrosion
and heat, and thickness not less than that of
galvanized steel as specified in Table 3621.3.3.
Table 3621.3.3
THICKNESS FOR SLNGLE-WALL
METAL PIPE CONNECTORS
Diameter of
Connector (in)
Sheet Metal
Gage Number
Less than 6
26
6 to 10
24
For SI: 1 inch = =25.4 mm
3621.3.4 Installation Unless otherwise permitted
by 248 CMR or 527 CMR if applicable, the
following requirements shall be met: vent and
chimney connectors shall be installed in accordance
with the appliance manufacturer's installation
instructions and within the space that the appliance
is located. Appliances shall be located as close as
practical to the vent or chimney. Connectors shall be
as short and straight as possible and installed with a
rise of not less than 'A inch (6.4 mm) to the foot run.
Connectors shall be securely supported and joints
shall be fastened with sheet metal screws and rivets.
Devices that obstruct the flow of flue gases shall not
be installed in a connector unless listed and labeled
or approved for such installations.
3621.3.4.1 Location. When the connector serving
a gas appliance with a draft hood is located in
nonconditioned space, that portion of the
connector shall conform to the requirements of
248 CMR.
3621.3.4.2 Floors ceiling and wall penetrations:
A chimney connector or vent connector shall not
pass through any floor, ceiling, wall, or partition
unless the connector is listed and labeled for wall
pass-through, or is routed through a device listed
and labeled for wall pass-through and is installed
in accordance with the conditions of its listing and
label. Connectors for listed and labeled gas
appliances with draft hoods, and oil-fired
appliances listed and labeled for Type L vents,
passing through walls or partitions shall be in
accordance with the following:
1 . Type B or Type L vent material for gas
appliances and Type L vent material for oil
appliances shall be installed with not less than
listed and labeled clearances to combustible
material.
2. Single-wall metal pipe shall be guarded by
a ventilated metal thimble not less than four
inches (102 mm) larger in diameter than the
vent connector.
3621.3.4.3 Length: Unless otherwise permitted
by 248 CMR or 527 CMR if applicable, the
horizontal run of an uninsulated connector to a
natural draft chimney shall not exceed 75% of the
height of the vertical portion of the chimney
above the connector. The horizontal run of a listed
connector to a natural draft chimney shall not
exceed 100% of the height of the vertical portion
of the chimney above the connector.
3621.3.4.4 Size: A connector shall not be smaller
than the flue collar of the appliance.
Exception: When the appliance is otherwise
listed for such connector application and the
respective requirements of 248 CMR or
527 CMR if applicable, so allow.
3621.3.4.5 Clearance: Connectors shall be
installed with clearance to combustibles as set
forth in NFPA 211, Section 6-5.1. Reduced
clearances to combustible material shall be in
accordance with NFPA 21 1, Section 6-5.1.2.
3621.3.4.6 Access: The entire length of a
connector shall be accessible for inspection,
cleaning and replacement.
3621.3.4.7 Fireplace connection: An appliance
shall not be connected to a chimney flue serving
a fireplace unless the fireplace opening is sealed
or the chimney flue which vents the fireplace is
permanently sealed below the connection. (Also
see 780 CMR 3610.6.5.2).
780 3621.4 VENTS
3621.4.1 Type of vent required: Gas-fired and oil-
fired appliances shall be vented in accordance with
248 CMR or 527 CMR as applicable. Solid fuel-
burning appliances shall be vented in accordance
with the requirements of 780 CMR 3610.6.5.2 and
3610.6.6 and additionally in accordance with their
listing and manufacturer's requirements, as
applicable.
3621.4.2 Termination: Vent termination shall
comply with 780 CMR 3621.4.2. 1 and 3621.4.2.6.
3621.4.2.1 Through the roof: Vents passing
through a roof shall extend through flashing and
terminate in accordance with the manufacturer's
installation requirements
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ONE AND TWO FAMILY DWELLINGS - DUCT SYSTEMS
3621.4.2.2 Natural draft appliances: Vents for
natural draft fossil fuel-fired appliances shall
terminate at heights above the highest connected
appliance in accordance with the requirements of
248 CMR or 527 CMR as applicable, otherwise
such vents shall terminate at least five feet (1524
mm) above the highest connected appliance
outlet, and natural draft gas vents serving wall
furnaces shall terminate at an elevation at least 12
feet (3658 mm) above the bottom of the furnace.
Also see 780 CMR 3610 generally.
3621.4.2.3 Type B or BW vent: See 248 CMR.
3621.4.2.4 Type L vent: For oil-fired appliances,
see 527 CMR (in the absence of guidance from
527 CMR such vents shall terminate not less than
2 feet (610 mm) above any portion of the building
within ten feet (3048 mm)).
3621.4.2.5 Direct vent appliances: See
248 CMR or 527 CMR if applicable, otherwise,
the vent terminal of a direct vent appliance with
an input of 50,000 Btu/h (14 655 W) or less shall
be located not less than nine inches (229 mm)
from any opening through which vent gases could
enter a building. The vent terminal of a direct
vent appliance having an input exceeding 50,000
Btu/h (14 655 W) shall be located not less than 12
inches (305 mm) from the opening. The bottom
of a vent terminal and an air intake shall be
located at least 12 inches (305 mm) above grade
and in all cases shall comply to manufacturer's
installation requirements when such requirements
exceed the criteria of 780 CMR 3621.4.2.5.
3621.4.2.6 Mechanical draft systems
Mechanical draft systems other than direct vent
systems shall be installed in accordance with
248 CMR or 527 CMR if applicable, otherwise
such svstems shall be installed in accordance with
their listing and the manufacturer's installation
requirements.
3621.4.3 Installation: Type B, Type BW and
Type L vents shall be installed in accordance with
the applicable requirements of 248 CMR or
527 CMR and otherwise in accordance with the
terms of their listing and label and the
manufacturer's installation instructions. For venting
systems for listed and labeled Category II, 111 and
IV gas appliances, see 248 CMR and the
manufacturer's installation instructions.
3621.4.3.1 Size of single appliance venting
systems: Except as otherwise allowed by
248 CMR or 527 CMR as applicable, an
individual vent for a single appliance shall have a
cross-sectional area equal to or greater than the
area of the connector to the appliance, but not less
than seven square inches (45 15 mnr) except
where the vent is an integral part of a listed and
labeled appliance. Also see 780 CMR 3610
generally.
3621.4.3.2 Size of multiple-appliance venting
systems. For gas-fired and oil-fired appliances,
see 248 CMR or 527 CMR as applicable. For
other appliances see 780 CMR 3610 generally.
Note 1: Connectors serving appliances
operating under natural draft shall not be
connected into any portion of a mechanical
draft system operating under positive pressure.
Note 2: Solid fuel-burning appliances shall
not be connected to a vent serving another
appliance burning other fuels except as noted
in 780 CMR 3610.6. 10.
3621.4.3.3 Size of solid fuel vents: See
780 CMR 3610.6.5.2.
3621.5 MASONRY AND FACTORY-BUILT
CHIMNEYS
3621.5.1 Masonry and factory-built chimneys -
general: Masonry and factory-built chimneys shall
be built and installed in accordance with 780 CMR
3610.
3621.5.2 Installation of factory-built chimneys
Factory-built chimneys and chimney units shall be
installed in accordance with the manufacturer's
installation instructions such that flue gas
temperatures in the chimney shall not exceed the
limits specified in their listing and label. Factory-
built chimneys for use with wood-burning
appliances shall be Type HT - Also see 780 CMR
3610.3.
3621.5.3 Masonry chimney connection: Unless
otherwise allowed by 248 CMR or 527 CMR, if
applicable: a chimney connector shall enter a
masonry chimney not less than six inches (153 mm)
above the bottom of the chimney, except that if six
inches (153 mm) are not available, a cleanout shall
be provided by installing a capped tee in the
connector next to the chimney. A connector
entering a masonry chimney shall extend through,
but not beyond the wall and shall be flush with the
inner face of the liner. Connectors, or thimbles,
when used, shall be firmly cemented into the
masonry.
3621.5.4 Size of masonry chimneys: The effective
area of a natural draft chimney flue for one
appliance shall not be less than the area of the
connector to the appliance. Chimneys connected to
more than one appliance shall not be less than the
area of the largest connector plus 50% of the areas of
additional vent connectors - also see 780 CMR
3610.2.10 and 3610.2.11.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
780 CMR STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
3621.5.4.1 Size of chimney for single gas 3621.5.4.2 Size of chimney for multiple gas
appliance: See 248 CMR appliance. See 248 CMR.
646 780 CMR - Sixth Edition 2/7/97 (Effective 2/2S/97)
780 CMR 3622
SOLAR SYSTEMS
3622.1 Solar systems, general: 780 CMR 3622
provides for construction, installation, alteration, and
repair of equipment and systems utilizing solar
energy to provide space heating or cooling, hot
water heating, and swimming pool heating.
NOTE 1: Also see energy conservation
provisions, 780 CMR 3603.
NOTE 2: Solar systems shall conform to all
applicable requirements of 248 CMR.
3622.2 Installation: Installation of solar energy
systems shall comply with 780 CMR 3622.2.1
through 3622.2.7.
3622.2.1 Access: Solar energy collectors,
controls, dampers, fans, blowers, and pumps shall
be accessible for inspection, maintenance, repair,
and replacement.
3622.2.2 Roof-mounted collectors: The roof
shall be constructed to support the loads imposed
by roof-mounted solar collectors . Roof-mounted
solar collectors that serve as a roof covering shall
conform to the requirements for roof coverings in
780 CMR 3609. When mounted on or above the
roof coverings, the collectors and supporting
structure shall be constructed of noncombustible
materials or fire-retardant-treated wood equivalent
to that required for the roof construction and such
mounting shall be engineered to ensure proper
structural support, unless the collector and
mounting design satisfies the criteria set forth in
Table 3622.2, including all Table notes.
3622.2.3 Pressure and temperature relief:
System components containing fluids shall be
protected with pressure- and temperature-relief
valves. Relief devices shall be installed in
sections of the system such that a section cannot
be valved offor isolated from a relief device.
Such pressure and. or pressure-temperature relief
devices shall conform to all pertinent
requirements of 248 CMR or ASME Boiler and
Pressure Vessel Rules as applicable.
3622.2.4 Vacuum relief: System components that
may be subjected to pressure drops below
atmospheric pressure during operation or
shutdown shall be protected by a vacuum-relief
valve.
3622.2.5 Protection from freezing: System
components shall be protected from damage by
freezing of heat-transfer liquids at the lowest
ambient temperatures during operation.
3622.2.6 Expansion tanks: Expansion tanks in
solar energy systems shall be installed in
accordance with 248 CMR and possess ASME
Boiler and Pressure Vessel stamps if applicable.
3622.2.7 Roof penetrations: Roof penetrations
shall be flashed and waterproofed in accordance
with 780 CMR 3609.
3622.3 Labeling: Labeling shall comply with
780 CMR 3622.3.1 and 3622.3.2.
Exception: Collectors and/or thermal storage
units that are site-built except such labeling that
would otherwise be required by state and/or
federal agencies having jurisdiction.
3622.3.1 Collectors: Collectors shall be listed and
labeled to show the manufacturer's name, model,
serial number, collector weight, maximum
allowable temperatures and pressures, and the
type of heat transfer fluids allowed
3622.3.2 Thermal storage units: Pressurized
thermal storage units shall be listed and labeled to
show the manufacturer's name, model, serial
number, maximum and minimum allowable
operating temperatures and pressures, and the
type of heat transfer fluids allowed
3622.4 Prohibited heat transfer fluids: Flammable
gases and liquids shall not be used as heat transfer
fluids.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
647
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Table 3622.2
ALLOWABLE SPANS FOR ROOF RAFTERS
SUPPORTING CERTAIN SOLAR COLLECTORS
50LAR y/\ol'^
COLLECTOR-^/ \ >"
SOLAR
COLLECTOR. 1
Ik A\oftcr
// I twam
II \ 3'"Q"
%0^
Cj^jL
CONDITION A
CONDITION B
Member
800 psi (spruce
1200 psi (hemfir or
SOOpsi (spruce or
1299 psi (hemfir or
or better
better)
better
better)
MAX SPAN
MAX SPAN
MAX SPAN
MAX SPAN
LRC
HRC
LRC
HRC
LRC
HRC
LRC
HRC
2x6
12" o.c.
9-1
8-8
11-3
10-8
7-0
6-9
8-10
8-6
16" o.c.
7-11
7-5 .
9-9
9-3
6-0
5-10
7-6
7-3
24" o.c
6-8
6-0
7-11
7-5
4-10
4-9
6-0
5-10
2x8
12" o.c.
12-2
11-7
15-1
14-4
9-7
9-3
12-0
11-7
16" o.c.
10-6
10-0
13-0
12-4
8-2
7-11
10-3
9-11
24" o.c.
8-6
8-1
10-6
10-0
6-5
6-3
8-2
7-11
2x 10
12" o c.
15-9
14-11
19-6
18-5
12-7
12-1
15-9
15-2
16" o.c.
13-6
12-10
16-9
15-10
10-9
10-4
13-5
12-11
24" o.c.
10-11
10-5
13-6
12-10
8-6
8-3
10-8
10-4
2x 12
12" o.c.
19-4
18-4
23-11
22-7
15-8
15-0
19-7
18-10
16" o.c.
16-8
15-9
20-6
19-5
13-4
12-10
16-9
16-1
24" o.c.
13-5
12-9
16-7
15-9
10-8
10-3
13-4
12-10
CRITICAL NOTES TO TABLE 3622.2
ALLOWABLE SPANS FOR ROOF RAFTERS
SUPPORTING SOLAR COLLECTORS
HOW TO USE TABLE 3622.2:
1. Check to determine that none of the maximum
conditions listed below are exceeded (see all Notes)
a. maximum pitch of collectors - 20:12 (60°)
b. maximum collector weight - seven lbs. per sq.
ft.
c. maximum length of collector - nine ft.
2. Determine whether Condition A or Condition B
applies.
3. Inspect roof rafters and determine their size,
spacing & type of wood. (Most are hemfir or better).
4. Determine whether light roof construction (LRC-
asphalt, wood shingles, etc.) or heavy roof
construction (HRC-slate, tile shingles, etc.) applies.
5 Read allowable span from tables. Rafter spans
are measured along the horizontal projection and
loads are considered as applied on the horizontal
projection.
ADDITIONAL CONSTRUCTION CRITERIA
Provide solid blocking between each panel
connection to roof. Lag bolt or through bolt panel
connection to rafters or blocking.
For situations exceeding any maximum condition
listed above or not shown in Condition A or B, the
structure shall be approved by a licensed
professional engineer or registered architect
DESIGN CRITERIA (Table 3622.2)
Strength: ten lbs per sq. ft. (Light roof construction-
LRC) or 15 lbs. per sq. ft. (heavy roof construction-
HRC) as noted plus 30 lbs. per sq. ft. live load plus
load of drifting snow plus loads of solar collectors
determine fiber stress.
Deflection: For 30 lbs. per sq. ft. live load,
deflection shall be limited to span in inches divided
by 180.
648
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
APPENDIX A
Parti
REFERENCED STANDARDS
The following is a listing of the standards referenced in 780 CMR, the effective date of the standard, the
promulgating agency of the standard and the section(s) of 780 CMR that refer to the standard.
AA
Aluminum Association
900 19th Street, N.W.
Suite 300
Washington, D.C. 20006
Standard reference _. .
Title
number
Referenced in
780 CMR Section
number
ASM 35-80 Specification for Aluminum Sheet Metal Work in Building Construction
SAS 30-94 Specification for Aluminum Structures
2002.1,3609.5.2
.. .. 2002.1,3608.4.3
AAMA
American Architectural Manufactures Association
Suite 310
1540 Dundee Road
Palatine, IL 60067
Standard reference
number
Referenced in
780 CMR Section
number
1402-86
101-88
Standard Specifications for Aluminum Siding, Soffit and Fascia
Volentary Specification for Aluminum Prime Windows and Glass Doors
1405.3.4
3606.8.1, 3606.9.1
AASHTO
Standard reference
number
American Association of State Highway and Transportation Officials
444 North Capitol Street, N.W.
Suite 225
Washington, D.C. 20001
Referenced in
780 CMR Section
number
HB-15-92
Standard Specifications for Highway Bridges 1606.1.1
ACI
American Concrete Institute
P.O. Box 19150
Detroit, Michigan 48219
Standard reference
number
Referenced in
780 CMR Section
number
Building Code Requirements for Structural Concrete .
Concrete Code
1705.4.1, 1705.4.2, 1705.4.3,
Table 1705.4.4, 1705.4.5,
1810.2,1821.3.6,1901.1,
1901.2, 1903.1, 1903.4,
1903.5.2, 1903.6.2, 1903.6.3,
1906.1,1906.2,1906.4.2,
1906.5.1, 1906.6.1, 1906.7,
1907.1.3,1907.1.4,1908.1,
1908.2,1908.2.1, 1908.3.1,
1908.3.4, 1908.5.2, 1908.8.2,
1910.1, 1910.3.1, 1910.5,
1910.6.2, 1910.6.5,3604.4.1
1815.4, 1815.7
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
649
7S0 CMR STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Standard reference
number
Title
Referenced in
780 CMR Section
number
318.1-89 Building Code Requirements for Structural Plain Concrcie-with 1992 Revisions. 18i0.2. 1812.3.2,
1901.2. 1904.1.
1904 2.1904.3.3.
360 4 J. I
506 2-90 Specification for Materials. Proportioning, and Application of Shortcrete 191 1.9
ACI 530/ASCE Building Code Requirements for Masonry Structures
5 TMS402-95
ACI 530 1. Specifications for Masonrv Structures
ASCE6/TMS
602-95
707.3 1705 5, Table 1705.5.
1812.3.2. Table 1812.3.2.
2101.1.1.2101.1 2.2104.2.
2104.2.1.2104.3.2104.4.
2106.3.1, 3604.4. 1, 3606.4. 1
Table 1705 5.
2112.1 1
AFP A
American Forest and Paper Association
1111 19™ Street, N\V, Suite 800
Washington, D.C. 20036
Standard reference
number
Till.
Referenced in
780 CMR Section
number
NDS-91
(National Design) Specification for Wood Construction Design Val
for Wood Construction
AHA
American Hardboard Association
520 N. Hicks Road
Palatine. Illinois 60067
Standard reference
number
Referenced in
780 CMR Section
number
A135.4-95 Basic Hardboard .
A 135.6-90 Hardboard Siding .
Cellulosic Fiber Board
1405.3.1
. 1405.3.2.2309.7.
Table 3607.3.4
2309 1.
Table 3606.2 3(a)
A ISC
American Institute of Stee! Construction, Inc.
Suite 3100
One East VVacker Drive
Chicago, Illinois 60601-2001
Standard
Referenced in
reference
Title
"SO CMR Section
number
number
ASD-89 Specification for Structural Steel Buildings - Allowable Stress Design and
Plastic Design
LFRD-93 Load and Resistance Factor Design Specifications for Structural Steel
Buildings
AISC-92 Seismic Provisions for Structural Steel Buildings
Table 1705.3.2. 2203.1.
2203.5.2208.1
Table 1705.3.2.2203.1.
2203.5.2208.1
2203.2.2203.2.1
650
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX A
AISI
American Iron and Steel Institute
Suite 1300
1010 17th Street, N.W.
Washington, D.C. 20036-4700
Standard reference
number
_. . Referenced in
780 CMR Section number
Criteria for Structural Applications of Steel Cables for Buildings 2207.2
Specification for Design of Cold- Formed Steel Structural Members -
with 1989 Addendum 2206.1,2206.3 2206.3.1
Load and Resistance Factor Design Specification for Cold-Formed
Steel Structural Members 2206.1. 2206.3. 2206.3.1
AISI-73
CFSD-ASD-86
CFSD-LRFD-91
AITC
American Institute of Timber Construction
Suite 407
1818 S.E. Mill Plain Blvd.
Vancouver, Washington 98684
Standard reference
number
Referenced in
Title 780 CMR Section
number
Standard for Heavy Timber Construction 2304. 1
Standard for Preservative treatment of Structural Glued Laminated Timber 2313.1.1
Standard for Tongue and Groove Heavy Timber Roof Decking 2304.1
Standard Specifications for Structural Glued Laminated Timber of Softwood
Species (Design) 2304. 1
Standard Specifications for Hardwood Glued Laminated Timber 2304. 1
Structural Glued Laminated Timber 2304. 1
108-93
109-90
112-93
117-93
119-96
A190.1-92
ANSI
American National Standards Institute
11 West 42nd Street
New York, New York 10036
Standard reference
number
Referenced in
Title 780 CMR Section
number
Specifications for the installation of Ceramic Tile with Portland Cement
Mortar 2105.10, 3607.2
Installation of Ceramic Tile with Organic Adhesives or Water Cleanable Tile
Setting Epoxy Adhesive 2105.10.7, 3607.2
Installation of Ceramic Tile with Dry-Set Portland Cement Mortar or Latex-
Portland Cement Mortar 2105. 10.1, 2105.10..
3607.2
Installation of Ceramic Tile with Chemical Resistant. Water Cleanable Tile
Setting and Grouting Epoxy 2105.10.4 3607.2
Specifications for Electrically Conductive Ceramic Tile Installed with
Conductive Dry-Set Portland Cement Mortar 2105.10.,
Installation of Ceramic Tile with Chemical Resistant Furan Mortar and Grout 2 105. 10
Installation of Ceramic Tile with Modified Epoxy Emulsion Mortar/Grout 2105.10
Installation of Grout in Tilework 2105.10
Installation of Interior Ccmentitious Backer Units 3607.2
Specifications for Dry-Set Portland Cement Mortar 2 105. 10
Specifications for Conductive Dry-Set Portland Cement Mortar 2105. 10.2. 3607.2.
Specifications for Chemical Resistant Water Cleanable Tile Setting and
Grouting Epoxy and Water Cleanable Tile Setting Epoxy Adhesive 2105.10.4, 3607.2
Specifications for Latex-Portland Cement Mortar 2105.10
Specifications for Chemical Resistant Furan ■ 2105.10.
Specifications for Ceramic Tile Grouts 2105. 10.
Specifications for Modified Epoxy Emulsion Mortar/Grout 2105.10.
Specification for Organic Adhesives for Installation of Ceramic Tile, Types
I and II 2105.10.7,3607.2.
Specifications for Ceramic Tile 2105.4. 3607.2.
A108.1-92
A108.4-92
A108.5-92
A108.6-92
A 108.7-92
A108.8-92
A 108.9-92
A 108. 10-92
A 108. 11-90
Al 18.1-92
A 118.2-92
Al 18.3-92
A 1 18.4-92
A 118.5-92
A 118.6-92
A 118.8-92
A 136. 1-92
A137.1-88
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780 CMR - Sixth Edition
651
7S0 CMR: STATE BOARD OF BUILD[NG REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
_ . . , Referenced in
Standard relerence _.,, ->onox/r.c- .
. Title 780 CMR Section
number ,
number
A208.1-93 Wood Particleboard 2308. 1. 2308 2,
3605.3.3.1,
3606.11.1,3608.3.3.1
Z97. 1-84 Safety Performance Specifications and Methods of Test for Safety Glazing
Materials Used in Buildings 2405. 1, 3603.8.3
Z2 1.66-85 Electrically Operated Automatic Vent Damper Devices for Use with Gas-fired
Appliances 3621.2.2.2
NWWDA Industry Standard for Wood Window Units 3606.8. 1
I.S.2-87
NWWDA Industry Standard for Wood Sliding Doors 3606.9.1
I. S. 3-88
APA
American Plywood Association
P.O.Box 11700
Tacoma, WA 9841 1
Standard reference
number
Referenced in
780 CMR Section
number
E30-90
Design and Construction Guide: Residential and Commercial 3608.3.2.3
ASCE American Society of Civil Engineers
345 East 47th Street
New York, NY 10017
_ . . ,, Referenced in
Standard reference _... -ion™«T>c .-
, Title 780 CMR Section
number ,
number
ASCE 3-84 Specifications for the Design and Construction of Composite Slabs 2206.1.1
ASCE 5/ACI Building Code Requirements for Masonry Structures 707.3, 1705.5,
530/TMS 402-95 Table 1705.5, 1812.3.2
Table 1812.3.2,
2101.1.1, 2101.1.2,
2104.2,2104.3.2104.4,
2106.3.1
ASCE 6/ACI Specifications for Masonry Structures 2112.1.1
530. 1/TMS 602-95
ASCE 7-95 Minimum Design Loads for Buildings and Other Structures 1604.2, 1605.1
1611.1.1, 1611.12,
1611.12.2, 3603.1.2(b)
ASCE 8-SSD- Specifications for Design of Cold-Formed Stainless Steel Structural
LRFD/ASD-90 Members 2206.1. 2206.3. 2206.3.1
ASHRAE American Society of Heating,
Refrigerating and Air Conditioning Engineers
1791 Tullie Circle, N.E.
Atlanta, Georgia 30329-2305
Standard reference
number
Referenced in
780 CMR Section
number
90 1-1989 Energy Codefor Commercial and High Rise Residential Buildings 1314.5.2
652
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX A
ASME American Society of Mechanical Engineers
345 East 47th Street
New York, New York 10017
Standard reference
number
Referenced in
780 CMR Section
number
1-81(85) Scheme for Identification of Piping Systems 416.15.3
.3-93 Chemical Plant and Petroleum Refinery Piping 416.15
ASTM American Society for Testing Materials
1916 Race Street
Philadelphia, Pennsylvania 19103
Standard _ ,
_. , Referenced m
reterenCe Tltle 780 CMR Section number
number
A6-95c Specification for General Requirements for Rolled Steel Plates, Shapes, Sheet
Piling, and Bars for Structural Use Table 1705.3.2
A36-94 Specification for Structural Steel 1818.1, 2105.9.5,
3606.4.14
A82-95 Specification for Steel Wire, Plain, for Concrete Reinforcement 2105.9.2 2105.9.5,
3606.4.14
A153-95 Specification for Zinc Coating (Hot Dip) on Iron and Steel Hardware 2105.9.6,
Table 3606. 14.1
A167-94a Specification for Stainless and Heat-Resisting Chromium-Nickel steel Plate,
Sheet, and Strip 2105.9.2, 2105.9.5,
2105.9.6, 3604.. 14,
Table 3606. 14.1
A 185 -94 Specification for Steel Welded Wire Fabric, Plain, for Concrete Reinforcement
2105.9.4, 2105.9.5
{Note: ASTMA256 - 82 has been discontinued and not replaced by ASTM)
A252-93 Specification for Welded and Seamless Steel Pipe Piles 1818.1, 1819.1
A283-93a Specification for Low and Intermediate Tensile Strength Carbon Steel Plates 1818.1, 1819.1
A361-94 Specification for Steel Sheet. Zinc-Coated (Galvanized) by Hot-Dip Process for
Roofing and Siding .' 1507.3.7, 3609.5.2
A366-91 Specification for Steel, Sheet, Carbon. Cold-Rolled Commercial Quality 2105.9.5
A4 16-94a Specification for Steel Strand, Uncoated Seven Wire for Prestressed Concrete 1821.3.2
A496-95 Specification for Steel Wire, Deformed, for Concrete Reinforcement 2105.9.3
A 497-95 Specification for Steel Welded Wire Fabric, Deformed, for Concrete
Reinforcement 2105.9.4
A5 10-82 Specification for Wire Rods and Course Round Wire, Carbon Steel 3606.4. 14
A 525-9 lb Specification for General Requirements for Steel Sheet, Zinc - Coated
(Galvanized) by the Hot - Dip Process 2105.9.6,
Table 3606.14.1,
3619.1.1.1.3
A 568-95 Specification for Steel Sheet. Carbon and High - Strength, Low - Alloy, Hot -
Rolled and Cold - Rolled, General Requirements for Table 1705.3.2
A 572 -94c Specification for High - Strength Low Alloy Columbium - Vanadium Steels of
Structural Quality 1818.1
A 588 -94 Specification for High - Strength Low Alloy Structural Steel with 50 ksi (345
Mpa) Minimum Yield Point to 4 in. (100 mm) Thick 1818.1
A 615 -95c Specification for Deformed and Plain Billet - Steel Bars for Concrete
Reinforcement 2105.9.1
A 616 -95b Specification for Rail - Steel Deformed and Plain Bars for Concrete
Reinforcement 2105.9. 1
A 617 -95b Specification for Axle - Steel Deformed and Plain Bars for Concrete
Reinforcement 2105.9.1
A 641 -92 Specification for Zinc-Coated (Galvanized) Carbon Steel Wire 2105.9.6,
Table 3606.4.14.1
A 706 -95b Specification for Low - Alloy Steel Deformed Bars for Concrete Reinforcement. . . . 1906.5.2, 2105.9. 1
A 755 -95 Specification for Steel Sheet, Metallic - Coated by the Hot - Dip Process and
Prepaintcd by the Coil - Coating Process for Exterior Exposed Building
Products 1507.3.7
B 10 1-92 Specification for Lead - Coated Copper Sheets 1507.3.7
2/7/97 (Effective 2/28/97) 780 CMR - Sixth Edition 653
780 CMR: STATE BOARD OF BUILDING REGULATIONS .AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Standard
reference
number
— . . Referenced in
780 CMR Section number
Specification for Aluminum and Aluminum-Alloy Seet and Plate 3609.5.2
Specifiation for Hard-Drawn Copper-Clad Steel Wire 3606.4. 14
Specification for Quicklime for Structural Purposes (Re-approved 1992) Table 2505.2. 3607.2.2
Specifications for Gypsum Plasters Table 2505.2, 3607.2.2
Practice for Making and Curing Concrete Test Specimens in the Field 1908.3.2
Specifications for Concrete Aggregates 1906.3, Table 1907.1.1
Specifications for Structural Clay Load-Bearing Wall Tile 2105.2,
Table 3603. 1.2(a)
Specifications for Inorganic Aggregates for Use in Gypsum Plaster Table 2505.2, 3607.2.2
Specifications for Gypsum Wallboard Table 2503.2,
3607.2.3.1
Specifications for Gypsum Lath Table 2505.2, 3607.2.2
Test Method for Compressive Strength of Cylindrical Concrete Specimens 1908.3.2
Specification for Concrete Building Brick 2105.1. 3602.2
Specification for Structural Clay Non-Load-Bearing Tile 2104.7.3, 2105.2
Specifications for Gypsum Casting and Molding Plaster Table 2505.2, 3607.2.2
Specifications for Gypsum Keene's Cement Table 2505.2, 3607.2.2
Specifications for Building Brick (Solid Masonry Units made from from Clay or
Shale) 2105.2. 3602.2
Test Methods of Sampling and Testing Brick and Structural Clay Tile 21 12.5
Specifications for Calcium Silicate Face Bnck (Sand Lime Brick) 2105.1, 3602.2
Specifications for Gypsum Sheathing Board Table 2503.2,
Table 3606.2.3(a)
Hollow Load-Bearing Concrete Masonry Units 3602.2
Specifications for Ready-Mix Concrete 1908.5. 1
Specifications for Ceramic Glazed Structural Clay Facing Tile, Facing Bnck and
Solid Masonry Units 2105.2
Nonioad-Beanng Concrete Masonry Units 3602.2
Solid Load-Bearing Concrete Masonry Unit 3602.2
Specification for Portland Cement 1906.2, 1907.1.2.1.
1907.1.2.2.3, 1908.2.1,
1908.2.2. Table 2505.2,
3604.2.2
Practice for Sampling Freshly Mixed Concrete 1908.3.2
Specification for Finishing Hydrated Lime Table 2505.2
Specification for Cellulosic Fiber Insulating Board 2309.1,
Table 3606.2.3(a)
Specification for Structural Clay Facing Tile 2105.2
Specification for Facing Brick (Solid Masonry Units Made from Clay or Shale) 2105.2. 3602.2
Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method 1907.1.1
Specification for Air-Entraining Admixtures for Concrete 1906.6 2
Specification for Mortar for Unit 2105.7, 3606.7.1.1
Specification for Lightweight Aggregates for Structural Concrete 1906.3
Specification for Roofing Slate 1507.2.7, 3609.4.2
Test Methods for Joint Treatment Materials for Gypsum Board Construction Table 2503.2
Specification for Joint Compound and Joint Tape for Finishing Gypsum Board Table 2503 2,
3607.2.3.1
Specification for Grout for Masonry 2105.11,3606.7.1.1
Specification for Chemical Admixtures for Concrete 1906.6.2
Specification for Marbie Dimension Stone (Exterior) 2105.3
Specification for Nails for the Application of Gypsum Wallboard Table 2503.2,
3607.2.3.1
Specification for Structural Insulating Formboard (Cellulosic Fiber) 2309. 1
Specification for Adhesives for Fastening Gypsum Wallboard to Wood Framing 3607.2.3. 1
Specification for Limestone Dimension Stone 2105.3
Specification for Preformed Cellular Polytyrenc Thermal Insulation 3604.3.3
Specification for Gypsum Veneer Plaster Table 2505.2,
3607.2.2
Specification for Gypsum Base for Veneer Plasters Table 2505.2,
3607.2.2
Specification for Blended Hydraulic Cements 1907. 1.2. 1,
1907.1.2.2.1,
1907.1.2.2.2. 1908.2.2,
3604.2.2
B 209-89
B 227-80
C 5 -79,
C 28-92
C 31-95
C 33-93
C 34-93
C 35-95
C 36-92
C 37-92
C 39-94
C 55-95
t 56-93
C 59-91
C 61-95
C 62-95a
C 67-94
C 73-95
C 79-95
C 90-85
C 94-95
C 126-95
C129-85
C 145-85
C 150-95
C 172-90
C 206-84
C 208-95
C 212-93
C216-95a
C231-91b
C 260-95
C 270-95
C 330-89
C 406-89
C 474-94
C 475-94
C476-95
C494-92
C503-89
C5 14-94
C532-88
C 557-93
C 568-89
C 578-87
C 587-91
C 588-95
C 595-95a
654
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX A
Standard
reference
number
j- , Referenced in
780 CMR Section number
Specification for Granite Dimension Stone 2105.3
Specification Quartz- Based Dimension Stone 2105.3
Specification for Fly Ash and Raw or Calcined Natural Pozzolan for Use as a
Mineral Admixture in Portland Cement Concrete 1502.6.3, 1906.6.3,
1907.1.2.1
Specification for Slate Dimension Stone 2105.3
Specification for Water - Resistant Gypsum Backing Board Table 2503.2,
Table 2505.2,
3607.2.4.1
Specification for Bonding Compounds for Interior Plastering Table 2505.2, 3607.2.2
Specification for Non-Load (Axis) Bearing Steel Studs, Runners (Track), and
Rigid Furring Channels for Screw Application of Gypsum Board Table 2503.2,
Table 2505.2.
3607.2.3.3
Specification for Hollow Brick (Hollow Masonry Units Made from Clay or
Shale) 2105.2, 3602.2
Specification for Concrete Made by Volumetric Batching and Continuous
Mixing 1908.5. 1
Specification for Prefaced Concrete and Calcium Silicate Masonry Units 2105.1
Specification for Installation of Steel Framing Members to Receive Screw-
Attached Gypsum Board Table 2504. 1
Specification for High- Solids Content, Cold Liquid- Applied Elastometric
Waterproofing Membrane for Use With Separate Wearing Course 1507.3.6
Specification for Installation of Interior Lathing and Furring Table 2504. 1
Specification for Application of Interior Gypsum Plaster Table 2504. 1
Specification for Application of Gypsum Veneer Plaster Table 2504.1, 3607.2.2
Specification for Application of Gypsum Base to Receive Gypsum Veneer
Plaster Table 2504. 1, 3607.2.2
Specification for Metal Lath (Re-approved 1992) Table 2505.2, 3607.2.2
Specification for Packaged, Dry, Combined Materials for Surface Bonding
Mortar ' 1813.3.2.2, 2105.8,
3604.6.1
Specification for Aggregate for Job-Mixed Portland Cement-Based Plasters .... Table 2505.2, 3607.2.2
Specification for Application of Portland Cement Based-Plaster 2506.3
Specification for Surface-Applied Bonding Agents for Exterior Plastering Table 2505.2
Specification for Welded Wire Lath (Re-approved 1990) Table 2505.2, 3607.2.2
Practice for Construction of Dry-stacked. Surface-Bonded Walls 2105.8, 2106.4
Specification for Steel Drill Screws for the Application of Gypsum Board or
Metal Plaster Bases to Steel Studs from 0.033 in. (0.84 mm) to 0.1 12 in. (2.84
mm) in Thickness Table 2503.2, 2505.2,
3607.2.3.5
Specification for Load Bearing (Transverse and Axial) Steel Studs, Runners
(Track), and Bracing or Bridging for Screw Application of Gypsum and Metal
Plaster Bases Table 2505.2,
3607.2.3.3
Specification for High- Solids Content, Cold Liquid- Applied Elastometric
Waterproofing Membrane with Integral Wearing Surface 1507.3.6
Specification for Ground Granulated Blast - Furnace Slag for Use in Concrete
and Mortars 1906.6.4, 1907.1.2.1,
1907.1.2.2.2.3607.2.3.1
Specifications for Predecorated Gypsum Board
Specification for Drill Screws for the Application of Gypsum Board or Metal
Plaster Bases Table 2503.2.
Table 2505.2,
3607.2.3.1,3607.2.3.5
Specification for Installation of Load Bearing (Transverse and Axial) Steel Studs
Accessories and Related Accessories Table 2504. 1
Specification for Spray - Applied Rigid Cellular Polyurethane Thermal
Insulation 1507.3.5
Specification for Woven Wire Plaster Base (Re-approvcd 1990) 3607.2.2
Specification for Accessories for Gypsum Wallboard and Gypsum Veneer Base
(Re-approved 1990) 3607.2.2, 3607.2.3 1
Specification for Installation of Lathing and Furring for Portland Cement - Based
Plaster 2506.3. 3607.2.2
C 615-92
C 616-95
C 618-95
C 629-89
C 630-95
C 631 -95a
C 645-95a
C 652-95c
C 685-95
C 744-95a
C 754-95a
C 836-89a
C 841-90
C 842-85
C 843-94
C844-85
C847-93
C887-95
C897-95a
C926-95
C932-85
C933-85
C946-91
C954-93
C955-95b
C957-93
C 989-95
C960-91
CI 002-93
C 1007-83
CI 029-90
C1032-86
C 1047-85
C 1063- 95a
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
655
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Standard n e . ■
_... Referenced in
refer!nce Tltle 780 CMR Sect.on number
number
C1088-94 Specification for Thin Veneer Brick Units Made from Clay or Shale 2105.2
D1586
D25-91 Specification for Round Timber Piles 1822.1
D56-93 Test Method for Flash Point by Tag Closed Tester 307.2
D93-94 Test Methods for Flash Point by Pensky-Martens Closed Tester Table 307.2
D224-89 Specification for Smooth- Surfaced Asphalt Roll Roofing (Organic Felt) 1507.2.2
D225-95 Specification for Asphalt Shingles (Organic Felt) Surfaced With Mineral
Granules '. 1507.2.3
D226-95 Specification for Asphalt- Saturated Organic Felt Used in Roofing and
Waterproofing Table 1507.3.1
D227-95 Specification for Coal-Tar Saturated Organic Felt Used in Roofing and
Waterproofing Table 1507.3.1
D2487
D2488
D249-89 Specification for Asphalt Roll Roofing (Organic Felt) Surfaced with Mineral
Granules 1507.2.2
D2938
D3 12-95 Specification for Asphalt Used in Roofing Table 1507.3. 1,
3609.7.4.2
D323-94 Test Method for Vapor Pressure of Petroleum Products (Reid Method) 307.2
D368 Tension Load Test 1801
D371-89 Specification for Asphalt Roll Roofing (Organic Felt) Surfaced with Mineral
Granules; Wide- Selvage 1507.2.2
D450-91 Specification for Coal-Tar Pitch Used in Roofing, Dampproofing, and
Waterproofing Table 1507.3. 1
(Note 568-77 has been discontinued and not replaced by ASTM)
D635-91 Test Method for Rate of Burning and/or Extent and Time of Burning of Self-
Supporting Plastics in a Horizontal Position 2601.2, 2604.1
Dl 143-81 Test Method for Piles under Static Axial Compressive Load 1817.4.2
D1227-87 Specification for Emulsified Asphalt Used as a Protective Coating for Roofing 1507.3.6
D1248-84 Specification for Polystyrene Plastics Molding and Extrusion Materials 3619.1.1.2
(1989)
D1557 Test methods for Moisture-Density Relations of Soils and Soil Aggregate
Mixtures Using 10-lb. (4.54-kg) Rammer and 18-in. (457-mm) Drop 1804.3.2, 1805.3
D 1586-84 Method for Penetration Test and Split Barrel Sampling of Soils 1805.3
D1761-88 Test Methods for Mechanical Fasteners in Wood 2312.1,2312.2,2312.3
D 1 784-90 Specification for Rigid Poly (Vinyl Chloride) (PFC) Compounds and Chlorinated
Poly (Vinyl Chloride) (CPVC) Compounds 3619.1.1.2
D1863- 86 Specification for Mineral Aggregate Used on Built-Up Roofs Table 1507.3.1
D 1929-93 Test Method for Ignition Properties of Plastics 2601.2, 2604.2
D2 178-89 Specification for Asphalt Glass Felt Used in Roofing and Waterproofing Table 1507.3.1
D24 12-87 Test Method for Determination of External Loading Characteristics of Plastic
Pipe by Parallel-Plate Loading 3619.1.1.2
D2487 Classification of Soils for Engineering Purposes (Unified Soil Classification
System)
D2488 Practice for description and Identification of Soils (Visual-Manual Procedure)
D2626-95 Specification for Asphalt-Saturated and Coated Organic Felt Base Sheet Used in
Roofing Table 1507.3.1
(Note: D2277-87 has been discontinued and not replaced by ASTM)
D2843-93 Test Method for Density of Smoke from the Burning or Decomposition of
Plastics 2601.2, 2604.1
D2898-94 Methods for Accelerated Weathering of Fire-Retardant Tested Wood for Fire
Testing 1506.2, 2310.3
D2938
D3 161-8 1 Test Method for Wind Resistance of Asphalt Shingles 1505.2.3
D3462-93a Specification for Asphalt Shingles Made from Glass Felt and Surfaced with
Mineral Granules 1507.2.3
D3468-90 Specification for Liquid- Applied Neoprene and Chlorosulfonated Polyethylene
Used in Roofing and Waterproofing 1507.3.6
D3672-86 Specification for Venting Asphalt - Saturated and Coated Inorganic Felt Base
Sheet Used in Roofing Table 1507.3. 1
D3679-88 Rigid Poly (Vinyl Chloride) (PVC) Siding Table 3607.3.4
D3689-90 Test Method Individual Piles under Static Axial Tensile Load 1817.7
D3746-85 Test Method for Impact Resistance of Bituminous Roofing Systems 1505.3.2
656
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX A
Standard
c _.., Referenced m
reference Title ^onr-xmc . u
, 7sU CMK Section number
number
D3909-95a Specification for Asphalt Roll Roofing (Glass Felt) Surfaced with Mineral
Granules 1507.2.2,
Table 1507.3.1
D3966-90 Test Method for Piles Under Lateral Loads 1817.6.2
D4099-89 Specification for Poly (Vinyl Chloride) (PVC) Prime Wndows ' 3606.8. 1
D4272-90a Test Method for Total Energy Impact of Plastic Films by Dart Drop 1505.3.2
D4434-87 Specification for Poly (Vinyl Chloride) Sheet Roofing 1507.3.3
D4601-95 Specification for Asphalt Coated Glass Fiber Base Sheet Used in Roofing Table 1507.3.1
D4637-87 Specification for Vulcanized Rubber Sheet Used in Single-Ply Roof Membrane 1507.3.2
D5055-95a Specification for Establishing and Monitoring Structural Capacities of
Prefabricated Wood I-Joists 23 13.5
E72-95 Methods of Conducting Strength Tests of Panels for Building Construction 2305.7
E84-95b Test Method for Surface Burning Characteristics of Building Materials 412.3.6.3, 704.4.1.2,
722.2, 722.3, 80T.2,
803.3.2,2310.2,
2601.2,2603.3,
2603.6.3, 2603.7.4,
2604.1,2805.2.2,
3603.17.1.1,
3603.17.2.6,3603.17.3,
3603.18.3,3603.19.1,
3603.19.2
E90-90 Test Method for Laboratory Measurement of Airborne Sound Transmission Loss
of Building Partitions 1214.2, 3603.4.3.1
E96-90 Standard Test for Water Vapor Transmission of Materials
E108-95 Test Methods for Fire Tests of Roof Coverings 1506.1, 1506.2,
2608.2, 2608.3
El 19-95a Test Methods for Fire Tests of Building Construction and Materials 412.3.6.2, 704.1.1,
705.4,707.7.2,707.7.3,
707.8.1.2,709.6.1,
709.6.2, 709.6.4,
709.7.1.2,713.4.2,
2105.2,2603.4,
3603.4.1
E136-95 Test Method for Behavior of Materials in Vertical Tube Furnace at 750°C 704.4.1.1,3612.2
E152-81a Methods of Fire Tests of Door Assemblies 716.1,716.1.1,
3603.17.3
E163-84 Methods of Fire Tests of Window Assemblies 718.1,719.1
E283-9 1 Test Method for Rate of Air Leakage Through Exterior Windows, Curtain Walls,
and Doors Under Specified PressureDifferences Across the Specimen 3606.8.2, 3606.9.2
E492-90 Test Method for Laboratory Measurement of Impact Sound Transmission
Through Floor-Ceiling Assemblies Using the Tapping Machine 1214.3, 3603.4.3.3
E648-95 Test Method for Critical Radiant Flux of Floor-Covering Systems Using a
Radiant Heat Energy Source 805.2
E814-94b Test Method for Fire Tests of Through-Penetration Fire Stops 707.7.2, 707.7.3,
709.6.1,709.6.2,
713.4.1
E838-81 Practice for Performing Accelerated Outdoor Weathering Using Concentrated
Natural Sunlight 1505.3.1
E970-89 Test Method for Critical Rdiant Flax of Exposed Attic Floor Insulation Using a
Radiant Heat Energy Sources 3603. 19.4
E1509- Specification for Room Heaters, Pellet Fuel-Burning Type 3610.1.2.1,3610.6.13
G23-95 Practice for Operating Light- Exposure Apparatus (Carbon- Arc Type) With and
Without Water for Exposure of Nonmetallic Materials 1505.3. 1
G26-95 Practice for Operating Light- Exposure Apparatus (Xenon- Arc Type) With and
Without Water for Exposure of Nonmetallic Materials 1505.3. 1
G53-95 Practice for Operating Light- and Water- Exposure Apparatus (Fluorescent UV -
Condensation Type) for Exposure of Nonmetallic Materials 1505.3. 1
2/7/97 (Effective 2/28/97) 780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
AWPA
American Wood Preservers Association
P.O. Box 286
Woodstock, Maryland 21163-02S6
Standard _. . Referenced in
reference number 780 CMR Section number
Cl-95 All Timber Products -Preservative Treatment by Pressure Processes 1506.3, 23 1 1.3,
3603.22.3.1
C2-95 Lumber, Timber, Bridge Ties and Mine Ties -Preservative Treatment by
Pressure Processes 1808.1, 1808.2, 2311.3,
2311.4,2311.5,2311.7,
3603.22.3.1
C3-95 Piles - Preservative Treatment by Pressure Processes 1808.1, 1822.2,
3603.22.3.1
C4-95 Poles - Preservative Treatment by Pressure Processes 1808.2, 3603.22.3.1
C9-95 Plywood- Preservative Treatment by Pressure Processes 2311.3,2311.4,2311.5,
2311.7,3603.22.3.1
C 15-90 Wood for Commercial-Residential Constrruction Preservative Treatment
by Pressure Process 3603.22.3. 1
CI 8-90 Standard for Pressure-treated Material in Marine Construction 3603.22.3.1
C20-93 Structural Lumber - Fire- Retardant Treatment Pressure Processes 2310.2,3603.22.3.1
C22-93 Lumber and Plywood for Permanent Wood Foundations - Preservative
Treatment by Pressure Processes 1808.3, 3603.22.3.1,
3604.2.1.2,3605.4.3
C23-84 Round Poles and Posts Used in Building Construction, Preservative
Treatment by Pressure Process 3603.22.3. 1
C24-86 Sawn Timber Piles Used for Residential Commerce Building 3603.22.3. 1
C27-93 Plywood- Fire-Retardant Treatment by Pressure Process 23 10.2, 3603.22.3.1
C28-90 Standard for Preservative Treatment of Structural Glues-Laminated
Members and Laminations Before Cluing of Southern Pine, Pacific
Coast Douglas Fir, Hem-fir and Western Hemlock by Pressure Process
M4-95 Standard for the Care of Preservative- Treated Wood Products 1822.2
Pl/P 13-95 Standard for Coal Tar Creosote for Land and Fresh Water and Marine
(Coastal Water) Use 2311.3, 3603.22.3.1
P2-95 Standard for Creosote Solutions 2311.3,3603.22.3.1
P3-89 Standard for Creosote - Petroleum Oill Solution 3603.22.3.1
P5-95 Standards for Waterborne Preservatives 2311.3, 3603.22.3.1,
3604.2.1.2
P8-95 Standards for Oil- Borne Preservatives 231 1.3, 3603.22.3.1
P9-92 Standards for Solvents and Formulations for Oiganic Preservative Systems 23 1 1.3
AWS
American Welding Society
550 N.W. LejeuneRoad
P.O. Box 351040
Miami, Florida 33135
Standard reference
number
Referenced in
780 CMR Section
number
Dl.1-92
D 1.4-92
Structural Welding Code- Steel
Structural Welding Code- Reinforced Steel
1705.3.3.2
. 1906.5.2
658
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
7S0 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX A
BOCA
Building Officials and Code Administrators International
4051 West Flossmoor Road
Country Club Hills, Illinois 60477-5795
Standard reference
number
Title
Referenced m
7S0 CMR Section number
BNFOC-93
BNMC-93
BNPC-9?
BOCA National Fire Prevention Code
BOCA National Mechanical Code
BOCA National Plumbing Code
307.5. 307.8. Table 307.8(1). Table 307.8(2). 408.6
415.L 417.1. 417.2.1. 417.3. 417.5. 417.5.1
417.5.2,417.5.3.417.5 5. 417.6. 417.6.1. 417.6.3
418.1. 418.2. 418.2.1. 418.3, 418.3.1. 41S.3.2
418.3.3. 418.4. 418.5. 419.2.3. 705.2.1. 707.1.1
901.2,3103
. . 201.3. 307.8. 408.4. 1. 408.5. 41 1.3. 416.9. 417.1
417.3. 418.3.1.4.418.3.2. 418.3 2.3. 41S.3.3
418.3.4. 419.2. 419.2.1. 602.4.2. 602.4.3. 717.2
722.2.913.1. 1203.1, 1208.3. 1209.1. 1210.3.
21 14.2. 21 14.9. 2305. 12. 2801.2. 2802.1. 2802.3
2804.1. 2805.2.3. 2805.2.4. 2808.3. 281 1.1, 3 107.6
3309.2.3603.6.7
.. 201.3. 408.4. 418.3.4. 602.4.3. 1212.7. 1813.5
CGSB
Canadian General Standards Board
Technical Information Unit
PCI, Phase III, Place Du Portage
Hull, Ottawa, Canada K1A IG6
Standard reference
number
Referenced in
7S0 CMR Section
number
37-GP-52M-84 Roofing and Waterproofing Membrane. Sheet Applied. Elastometric 1505.3.2, 1507.3.2
37-GP-54M-79 Roofing and Waterproofing Membrane, Sheet Applied. Flexible. Polyvinyl
Chloride '...'. 1507.3.3
37GP-56M-80 Membrane. Modified. Bituminous. Prefabricated, and Reinforced for Roofing -
with Dec. 1985 revision 1507.3.4
CPSC
Consumer Product Safety Commission
Office of the Secretary
Washington, D.C. 20207
Standard reference
number
Referenced in
7S0 CMR Section
number
Safety Standard for Architectural Glazing 2405.1, 2406.1,
2407.2.3603.20.4.1
Interim Safetv Standard for Cellulose Insulation 722.4
16CFR
Part 1201-77
16CFR
Part 1209-86
I6CFR Part 1404-86 Cellulose Insulation 722.4
16CFR Part 1500-84 Hazardous Substances and Articles, Administration and Enforcement
Regulations 307.2
16CFR. Part 1630 Standard for die Surface Flammabihty of Carpets and Rugs 805.3, 805.5
(DOCFF-D-70
CSA
Canadian Standards Association
178 Rex Dale Boulevard
Rex Dale, Ontario. Canada M9W1R3
Standard reference
number
Title
Referenced in
780 CMR Section number
CSA 0437-M92
OSB and Wafcrboard
3605.2.1.2. 3608.2 1 3
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
Standard
Title
Referenced in
reference number
780 CMR Section
number
7S0 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
CSSB Cedar Shake and Shingle Bureau
515 116™ Avenue, NE, Suite 275
Bellevue, WA 98004
CSSB-84 Grading and Packing Rules for Certigrade Red Cedar Shingles (Revised
February 1, 1984) 3609.8.2
CSSB-85 Grading and Packing Rules for Cert-Split Red Cedar Shakes (Revised
October 1, 1985) 3609.9.2
CSSB-90 Grading Rules for Shake Hip and Ridge based on the Standards of the Cedar
Shake and Shingle Bureau 3609.8.3.3, 3609.9.3.4
CSSB-90 Grading Rules for Certi-Sawn Taper-Sawn Cedar Shakes (Revised May 30, 3609.9.2
1990)
CSSB-90 Wood Shakes (Preservative Treated) based on Grading and Packing Rules for
Treated Southern Pine Taper-Sawn Shakes of the Cedar Shake and Shingle
Bureau 3609.9.3
CSSB-93 Grading Rules for Wood Shakes and Shingles 3607.2.6, 3607.3.5
Exterior and Interior Walls - Design and Application Manual for, 1989
New Roof Coverings - Red Cedar Shingle and Shake Design and
Application Manual for, 1989
Red Cedar Shingles - Grading Rules for Certi-Grade, 1984
Wood Shakes -
Grading Rules for Certi-Sawn Taper Sawn Red Cedar Shakes, 198 1
Grading Rules for Certi-Split Red Cedar Shakes, 1985
Wood Shingles -
Grading Rules for Certi-Grade Shingles. 1984
cwc
Canadian Wood Council
1730 St. Laurent Boulevard - Suite 350
Ottawa, Ontario, Canada K1G 5L1
Standard reference
number
Title
Referenced in
780 CMR Section
number
CWC-87
Canadian Dimension Lumber Data Book 3608.2.2
DOC United States Department of Commerce
National Institute of Standards and Technology
Gaithersburg, MD 20899
Standard reference Referenced in
number 780 CMR Section number
PS 1-95 Construction and Industrial Plywood 2306.4.6, 2307.1, 3606.10.1,
3608.3.2.1, Table 3604.4.3.3
PS 2-95 Performance Standard for Wood- Based Structural- Use Panels 2307. 1, 3604.4.3.3,
3605.3.2.1,3605.3.2.1.2,
3606.10.13608.3.2.1
PS 20-94 American Softwood Lumber Standard -with 1991 Amendments 2302.1, 3604.4.3.1,
3605.2.1,3606.2,3608.2.1
FF-1(CPSC 16 CFR, Standard for the Surface Flammabilitv of Carpet and Rugs 805.3, 805.5
Part 1630) -70
DO I n U.S. Department of Transportation
c/o Superintendent of Documents
U.S. Government Printing Office
Washington, D.C. 20402-9325
Referenced in
Standard reference number Title 780 CMR Section
number
49 CFR. Part 100-178 Specification for Transportation of Explosive and Other Dangerous Articles,
& 179-199 -88 Shipping Containers 307 2
660 7S0 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX A
EIA Electronics Industries Association
2001 Pennsylvania Avenue, NW
Washington, D.C. 20006
„ , . c Referenced in
Standard reference _. , _,„„
, Title 780 CMR Section
number
number
222-E-91 Structural Standards for Steel Antenna Towers and Antenna Supporting
Structures 3 108.4
F\I Factory Mutual Engineering Corporation
Standards Laboratories Department
1151 Boston Providence Turnpike
Norwood, Massachusetts 02062
, . , Referenced in
Standard reference .„„„,.„(. .
Title 780 CMR Section
number .
number
4450-90 Approval Standard for Class I Insulated Steel Deck Roofs -with Supplement
(July 1992) 1505.2.2, 2603.4.1.5
4470-86 Approval Standard for Class 1 Roof Coverings -with Supplement 3 (August
1992) 1505.2.2, 1505.3.2
4880-94 Test Procedure for Building Corner Fire Test 2603.8,3605.17.3
GA
Gypsum Association
103 Orrington Avenue, Suite 1210
Evanston. IL 60201
Standard reference
number
Title
Referenced in
780 CMR Section
number
GA 253-93
Recommended Specification for the Application of Gypsum Seathing Table 3606.2.3(a)
HP MA
Hardwood Plywood Manufactures Association
1825 Michael Faraday Drive, P.O. Box 2789
Reston, Virginia 22090-2789
Standard reference
number
Referenced in
780 CMR Section number
HP-83
HP-SG-
Hardwood and Decorative Plywood
Structural Design Guide for Hardwood Plywood Wall Panels
. .. 2307.1,3607.2.5
2307.1,3605.3.2.1,
3606.10.1
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
661
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
MASSACHUSETTS, COMMONWEALTH OF
CODE OF MASSACHUSETTS REGULATIONS (CMR)
Specific numbers have been established by the Massachusetts Office of the Secretary of State to identify for reference
purposes all rules and regulations promulgated by agencies of the Commonwealth of Massachusetts. These numbers
are designated as "Code of Massachusetts Regulations" (CMR's).
Board of State Examiners of Plumbers and Gas Fitters
100 Cambridge Street
Boston, MA 02202
248 CMR 2.00
248 CMR 4.00 -7.00
Massachusetts State Plumbing Code
Massachusetts Fuel Gas Code
711 CMR 3.00
Outdoor AdvertisingBoard
100 Cambridge Street, Floor 20
Boston, MA 02002
Control and Restriction of Billboards, Signs and Other Advertising Devices
105 CMR 130.000
105 CMR 140.000
105 CMR 151.000
105 CMR
105 CMR 400.000
105CMR410.000
105 CMR 420.000
105 CMR 430.000
105 CMR 435. 000
105 CMR 440.000
105 CMR 590:000
Department of Public Health
150 Tremont
Boston, MA 02111
Hospital Licensure
Licensure of Clinics
Designer's Guide (Bureau of Planning and Construction) Dispensaries and Clinics,
December 21, 1966-
General Standards of Construction for Long Term Care Facilities in Massachusetts
Intensive Care Unit Amendment, October 1, 1972
State Sanitary Code Chapter I: General Administrative Procedures
Minimum Standards of Fitness for Human Habitation (State Sanitary Code: Chapter II:
Housing and Sanitation Standards for Farm Labor Camps (State Sanitary Code: Chapter III)
Minimum Sanitation and Safety Standards for Recreational Camps for Children (State
Sanitary Code: Chapter IV)
Minimum Standards for Swimming Pools (State Sanitary Code: Chapter V)
Minimum Standards for Developed Family Type Campgrounds (State Sanitary Code:
Chapter VI)
State Sanitary Code Chapter X - Minimum Sanitation Standards for Food Establishments
454 CMR 2.00
454 CMR 10.00
454 CMR 11.00
454 CMR 12.00
454 CMR 16.00
454 CMR 19 00:
Division of Industrial Safety
100 Cambridge Street, 11th Floor
Boston, MA 02202
Toilets in Industrial Establishments
Industrial Bulletin No. 4
Construction Industry Rules and Regulations
Industrial Bulletin No. 12
Structural Painting Safety Code
Industrial Bulletin No. 13
Requirements for the Care of Employees Injured or Taken 111 in Industrial Establishments
Industrial Bulletin No. 14
Lighting Code for Factories, Workshops, Manufacturing, Mechanical and Mercantile
Establishments
Industrial Bulletin No. IS
Window Cleaning
Industrial Bulletin No. 21
662
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS .AND STANDARDS
APPENDIX A
Architectural Access Board
Department of Public Safety
One Ashburton Place, 13 th Floor
Boston, MA 02108
521 CMR 1.00 - 47.00 Architectural Access Board Regulations
522 CMR 2.00
522 CMR 3.00
522 CMR 4.00
522 CMR 5.00
522 CMR 6.00
522 CMR 7.00
522 CMR 8.00
522 CMR 9.00
522 CMR 10.00
522 CMR 11.00
522 CMR 12.00
Board of Boiler Rules
Department of Public Safety
One Ashburton Place, Roon 1301
Boston, MA 02108
Construction of Power Boilers
Power Boilers. Power Reactor Vessels and Piping and Unfired Pressure Vessels as Used i
Atomic Energy Installations
Steam and Hot Water Boilers and Heat Storage Sources
Heating Boilers
Low Pressure Heating Boilers
Air Tanks
Air Tanks
Refrigeration and Air Conditioning Systems
Material Specifications
Welding Specifications
Fiberglass-reinforced Plastic Pressure Vessels
Board of Elevator Regulations
One Ashburton Place, Roon 1301
Boston, MA 02108
524 CMR 2.00 - 1 1 .00 Elevator and Escalator Regulations
524 CMR 15.00-34.00 Elevator. Dumbwaiter, Escalator, and Moving Walk Regulations
527 CMR 3.00
527 CMR 4.00
527 CMR 5.00
527 CMR 6.00
527 CMR 7.00
527 CMR 9.00
527 CMR 10.00
527 CMR 12.00
527 CMR 14.00
527CMR21.00
Board of Fire Prevention and Regulation
1010 Commonwealth Avenue
Boston, MA 02215
Dry Cleaning and Dry Dyeing and the Keeping. Storage and Use of Cleaning and Dyeing
Fluids
Oil Burning Equipment
Operation and Maintenance of Buildings or Other Structures Used as Garages, Service
Stations and the Related Storage, Keeping and Use of Gasoline or Other Motor Fuel
Liquefied Petroleum Gas Containers and Systems
Manufacture and Handling of Plastics
Tanks and Containers
Prevention of Fire in Buildings and in or on Ships
1993 National Electrical Code (Amendments)
Flammable and Combustible Liquids, Flammible Solids or Flammable Gases
Decorations, Curtains. Draperies, Blinds and Other Window Treatments
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
663
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NCMA National Concrete Masonry Association
2302 Horse Pen Road, P.O. Box 781
Herndon, VA 22070
Standard reference _. . Referenced in
number 780 CMR Section number
NCMA Design and Construction of Plain and Reinforced Concrete Masonry
TR68-A-75 Basement and Foundation Walls 3604.4.1
NFPA National Fire Protection Association
Batterymarch Park
Quincy, Massachusetts 02269
Standard reference _. . Referenced in
number 780 CMR Section number
10-94 Portable Fire Extinguishers 920.2
1 1-94 Low Expansion Foam And Combined Agent Systems 91 1.1, 91 1.5
1 1A-94 Medium and High Expansion Foam Systems 91 1. 1, 91 1.5
12-93 Carbon Dioxide Extinguishing Systems 909.1, 909.5
12A-92 Halon 1301 Fire Extinguishing Systems 912.1, 912.5
12B-90 Halon 121 1 Fire Extinguishing Systems 912.1, 912.5
13-96 Installation of Sprinkler Svstems 412.7, 416.4, 706.2,
906.2.1,906.9.1,907.2.1,
917.7.3
1 3D-96 Installation of Spri:ikler Systems in One- and Two- Family Dwellings and
Mobile Homes .' 906.2.3
13 R-94 Installation of Sprinkler Svstems in Residential Occupancies Up to Four
Stories in Height . . . . * 906.2.2, 923. 1
14-95 Standpipe and Hose Systems 914.1, 914.5, 914.12.1
15-96 Water Spray Fixed Systems for Fire Protection 908. 1, 908.4
16-95 Deluge Foam- Water Sprinkler and Spray Systems 911.1,911.5
17-94 Dry Chemical Extinguishing System 910.1, 910.5
17A-94 Wet Chemical Extinguishing Systems 913.1,913.5
20-96 Installation of Centrifugal Fire Pumps 924.1
22-96 Standard for Water Tanks for Private Fire Protection
24-95 Installation of Private Fire Service Mains 417.6.3. 906.9.1, 914.6.1
25-95 Inspection. Testing, and Maintenance of Water-Based Fire Protection
Systems 901.4
30-96 Flammable and Combustible Liquids Code 307.8, 416.14, 418.3.2.
419.2.3
30A-96 Automotive and Marine Service Station Code 408.6, 417.6.6
32-96 Dry Cleaning Plants 418.3.4
33-95 Spray Application Using Flammable and Combustible Materials 307.8, 419.1
34-95 Dipping and Coating Processes Using Flammable or Combustible Liquids 307.8, 419.1
40-94 Cellulose Nitrate Motion Picture Film 411.1
50-96 Bulk Oxygen Systems at Consumer Sites 28 10. 1
5 1-92 Oxygen-Fuel Gas Systems for Welding, Cutting and Allied Processes 2810.1
61-95 Prevention of Fire and Dust Explosions in Agricultural Food Products
Facilities 418.3.1
65-93 Processing and Finishing of Aluminum 418.3.1
69-92 Explosion Prevention Systems 417.5.1.2
70-96 National Electrical Code 416.11,416.14.6,
416.15.2,602.4.4,
1405.4.3,3102.6.3.
3102.13.1, 3107.6
72-96 National Fire Alarm Code 403.6, 417.5.3, 917.1,
917.6,917.7,917.8.1.
917.9,917.10,918.1,
918.8,919.1,919.6,
921.4,923.1
80-95 Fire Doors and Windows 716 2. 716.5.
1017.4.4
80A-96 Protection of Buildings from Exterior Fire Exposures
82-94 Incinerators. Waste and Linen Handling Systems and Equipment 2807 1
90A-96 Installation of Air Conditioning and Ventilation Systems
90B-96 Installation of Warm Air Heating and Air Conditioning Systems
664 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
7S0 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX A
Standard reference
number
_. . Referenced in
780 CMR Section number
Smoke Control Systems
Smoke Management System in Malls. Atria and Alrge Areas
Ventilation Control and Fire Protection of Commercial Cooking
Operations
Health Care Facilities 2809.1, 2809.2
Life Safety Code
Assembly Seating. Tents and Membrane Structures 3 104.4
Coal Preparation Plants 418.3.1
Standard for Fixed Guidevvay Systems
General Storage 426.0
Rack Storage of Materials 507.1, Table 922.2
Storage of Rubber Tires 426.0
Safeguarding Construction. Alteration and Demolition Operations 915.1, 914.7.2,
903.1.5
Standard Test Method for Potential Heat of Building Materials 3603.17.2.5
Aircraft Hangers
Construction and Protection of Airport Terminal Buildings
Roof-top Heliport Construction and Protection 15 1 1.3
Storage of Liquid and Solid Oxidizers
Explosive Material Code 417.5.1
Access Highways, Tunnels. Bridges, Air Right Structures
Manufacture of Aluminum or Magnesium Powder 418.3.1
Prevention of Fire, and Dust Explosions in the Chemical, Dye,
Pharmaceutical, and Plastics Industries 418.3.1
Prevention of Sulfur Fires and Explosions 418.3.1
Prevention of Fires and Explosions in Wood Processing and
Woodworking Facilities 418.3.1
Standard Methods of Fire Tests for Flame Resistant Textiles and Films 807.2, 807.2.2,
3102.6.4.2,3103.3.2,
3104.5
Identification of the Fire Hazards of Materials 416.2,416.15.1
Installation of Water Mist Fire Protection Systems
Pulverized Fuel Systems 418.3.1
92A-96
92B-95
96-96
99-96
104-94
102-95
120-94
130-95
231-95
231C-95
231D-94
241-96
259-87
409-95
416-93
418-95
430-95
495-96
502-96
651-93
654-94
655-93
664-93
704-96
750-96
850-96
NFoPA
(AFPA)
American Forest and Paper Association*
1250 Connecticut Avenue, N.W./ Suite 200
Washington, D.C. 20036
Standard reference
number
Title
Referenced in
7S0 CMR Section number
NDS-91 National Design Specification for Wood Construction -with 1991
Supplement: Design Values for Wood Construction 2303. 1, 2304. 1,
2305. 14. 1, 2306.4, 2306.4.5. 1,
2306.4.5.2,2306.4.6,
2306.4.6.1.1,2306.4.6.2.1,
2306.4.7.1.1,2306.4.7.2.1,
2312.1,2312.4,2313.3.1,
2313.3.2
TR7-87 Basic Requirements for Permanent Wood Foundation Svstem 1808.3.1813.3.2311.3.3
"The National Forest Products .Association (NFoPA) has changed their name to the American Forest and Paper
.Association (AFPA). The referenced standard in this code are identified with the designation NFoPA.
2/7/97 (Effective 2/28/97)
"SO CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STAND ARDS
THE MASSACHUSETTS STATE BUILD[NG CODE
RCSC
Research Council On Structural Connections
c/o American Institute of Steel Construction, Inc.
Suite 3100
One East Wacker Drive
Chicago, IL 60601-2001
Standard reference
number
Referenced in
7S0 CMR Section
number
RCSC-85
RCSC-88
Specifications for Structural Joints Using A325 or A490 Bolts
Specification for Load and Resistance Design
1705.3.3.1
RMA Rubber Manufacturers Association
1200 K Street, N.W.
Washington, D.C. 20005
Referenced in
Title 780 CMR Section
number
RP-1- 90 Minimum Requirements for Non- Reinforced Black EPDM Rubber Sheets 1507.3.2
RP-2-90 Minimum Requirements for Fabric- Reinforced Black EPDM Rubber Sheets 1507.3.2
RP-3-85 Minimum Requirements for Fabric- Reinforced Black Polychlorprene Rubber
Sheets 1507.3.2
Standard reference
number
SJI
Steel Joist Institute
1205 48th Avenue North
Suite A
Myrtle Beach. South Carolina 29577
Standard reference
number
Referenced in
780 CMR Section
number
Standard Specifications. Load Tables and Weight Tables for Steel Joists and Joist
Girders
SMACNA Sheet Metal and Air Conditioning Contractors
National Association, Inc.
4201 Lafayette Center Drive
Chantilly, VA 22021
Standard reference
number
Title
Referenced in
7S0 CMR Section
number
SMACN'A-88 Installation Standards for Residential Heating and Air Conditioning Systems
TFS
Texas Forest Service
Forest Products Laboratory
P.O. Box 310
Lufkin, Texas 75902-0310
Standard
reference
number
Referenced in
780 CMR
Section number
TFS-90
Grading Rules for Preservative Treated Southern Yellow Pine Tapersawn Shakes 1507_19
666
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX A
TMS
The Masonry Council
Suite B
2619 Spruce Street
Boulder, CO 80302-3808
Standard reference
number
Title
Referenced in
780 CMR Section number
TMS 402/ACI 530/ Building Code Requirements for Masonrv Structures
ASCE 5-95
707.3, 1705.5, Table 1705.5, 1812.3.2,
Table 18 12.3.2, 210 1. 1 . 1, 21 01. 1 .2,
2104.2,2104.3, 2104.4.2106.3.1
TMS602/ACI Specifications for Masonrv Structures Table 1705.5,2104.2.2112.1.1
530. 1/ASCE 6-95
TPI
Truss Plate Institute Inc.
Suite 200
583 D'Onofrio Drive
Madison, Wisconsin 53719
Standard reference
number
_. . Referenced in
780 CMR Section number
Design Specification for Metal Plate Connected Parallel Chord Wood
Trusses 2305.14.1,2313.3.2,
3605.2.10,3608.2.11
National Design Standard for Metal Plate Connected Wood Truss 2305.15, 2313.3.1,
Construction 3605.2. 10, 3608.2. 1 1
Bracing Wood Trusses: Commentary and Recommendations 3605.2. 10, 3608.2. 1 1
Quality Standard for Metal Plate Connected Wood Trusses 3605.2. 10. 3608.2. 1 1
PCT-
TPI 1-95
TPI BWT-76
TPI QST-89
UL
Underwriters Laboratories, Inc.
333 Pfingsten Road
Northbrook, Illinois 60062
Standard reference
number
Referenced in
Title 780 CMR Section
number
Standard for Safety Tin- Clad Fire -with Revisions through May 1985 716.2
Standard for Safety Sliding Hardware for Standard. Horizontally Mounted Tin-
Clad Fire Doors -with Revisions through October 1984 716.2
Standard for Safety Swinging Hardware for Standard Tin-Clad Fire Doors
Mounted Singly and in Pairs -with Revisions through October 1984 716.2
Material for Built-up Roof Covenngs (Revised 1989) 3609.7.2
Standard for Safety Chimneys, Factory Built, Residential Type and Building
Heating Appliance -with Revisions through February 1989 720.6.4, 3612.2
Standard for Safety Factory-Built Fireplaces -with Revisions through June, 1992 720.6.4
Factory-Made Air Ducts and Air Connectors (Revised November, 1990) 3619.1.2
Closure System for Use with Rigid Air Ducts and Connectors 3619. 1.2
Standard for Safety Single and Multiple Station Smoke Detectors -with
Revisions through February 1989 409.5. 1
Standard for Safety Smoke Detectors for Fire Protective Signaling Systems -with
Revisions through May 1989 409.5. 1
Gas Vents 3612.2
Fire Dampers
Heat Pumps (Revised December, 1987) 3614.3.1
Standard for Safety Tests for Uplift Resistance of Roof Assemblies -with
Revisions through December 1989 1505.2.2
Low-Temperature Venting Systems, Type L 36 12.2
Tests for Fire Resistance of Roof Covering Material (Revised, 1989) 3609.1.3
Standard for Safety Test for Flame Propagation and Smoke-Density Values for
Electrical and Optical-Fiber Cables used in Spaces Transporting
Environmental Air 2805 2.5
Standard for Safety Wind Resistance of Prepared Roof Covering Materials -with
Revisions through July, 1981 1505.2.3
10A-93
14B-93
14C-93
55A-83
103-94
127-88
181-90
181A-90
217-93
268-89
441-86
555-95
559-85
580-94
641-86
790-83
910-95
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
667
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Standard reference
number
Referenced in
Title 780 CMR Section
number
Outline of Investigation for Insulated Wall Construction 3603. 17.3
Electric Central Air Heating Equipment (Revised January, 1988) 3614.1.12
Standard for Safety Fire Test of Roof Deck Constructions 2603.4. 1.5
Fire Test of Interior Finish Material -with Revisions through March 1991 2603.8, 3603.17.3
Chimney Liners (Revised November, 1989) 3610.1.14
Standard for Safety Fire Test Pneumatic Tubing for Flame and Smoke
Characteristics -with Revisions through April 1991 2805.2.6
Fire Tests of Plastic Sprinkler Pipe for Flame and Smoke Characteristics 2805.2.1
Outline of Proposed Investigation for Insulated Wall Construction 2603.8
1040-71
1096-86
1256,-85
1715-94
1777-88
1820-94
1887-95
1040-89
use
United States Code
c/o Superintendent of Documents
U.S. Government Printing Office
Washington, D.C. 20402-9325
Standard reference
number
Referenced in
780 CMR Section
number
Title 18; Importation, Manufacture, Distribution and Storage of Explosive Materials 307.2
Chapter 40-70
WWPA
Western Lumber
Standard reference
number
Referenced in
780 CMR Section
number
WWPA-92
Western Lumber Span Tables for Floor and Ceiling Joists and Roof Rafters 3608.2.2
668
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR Appendix B
Appendix B contains the following information and documentation;
Appendix B-l
A) Sample Uniform Building Permit Application Form for One and Two Family Dwellings and Accessory
Buildings. This application form is not mandated by 780 CMR, however, the information requested on the
form is the minimum information required to satisfy 780 CMR 1 10 4
B) Sample Uniform Building Permit Application Form for Any Building Other than One and Two Family
Dwellings and Accessory Buildings This application form is not mandated by 780 CMR however, the
information requested on the form is the minimum information required to satisfy the requirements of
780 CMR 110.4.
Appendix B-2
Application Forms required to file an appeal with the State Building Code Appeals Board in accordance
with 780 CMR 122.0.
Appendix B-3
Official Interpretations of the Building Code issued by the BBRS under authority of M.G.L. c 143, § 94(e).
These interpretations have been made over the period since the promulgation of the first Edition of
780 CMR on January 1, 1975. Interpretations are identified by number, in order of interpretation, followed
by the year of the interpretation. The edition of 780 under which the interpretation was made is indicated
for each Official Interpretation
2/7/97 (Effective 2/28/97) 780 CMR - Sixth Edition 669
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
APPENDIX B-l
SAMPLE BUILDING PERMIT APPLICATION FORMS
The following sample building permit application forms have been developed to simplify the building permit
application process for the applicant and provide the building department with sufficient detail, in a
standardized and concise form. Wherever possible the forms utilize a check off process for ease of use
The sample application forms also reference certain Massachusetts General Laws which impact the issuance
of the building permit.
The primary objective in the development of these application forms is to promote standardization throughout
the Commonwealth. Standardization will benefit both the building permit applicant and the building
department.
The sample application forms are not mandatory, but their use is strongly suggested. The information
contained on the sample application forms, however, is the minimum required to be contained on a building
permit application consistent with 780 CMR 1 10.4
Application forms have been developed for;
• One and two family dwellings and accessory buildings thereto and;
• All other buildings and structures.
670 780 CMR - Sixth Edition corrected - 9/1 9/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX B
The Commonwealth of Massachusetts
State Board of Building Regulations and
Standards
Massachusetts State Building Code
780 CMR
FOR MUNICIPALITY USE
APPLICATION TO CONSTRUCT. REPAIR. RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING
This Section For Official Use Only
Building Permit Number:
Date Issued:
Signature:
Building Commissioner/Inspector of Buildings
SECTION 1 - SITE INFORMATION
1.1 Property Address:
1.2 Assessors Map & Parcel Number:
Map Number
Parcel Number
1.3 Zoning Information
1.4 Property Dimensions:
Zoning District
1.5 Building Setbacks (ft)
Front Yard
Required
Required
Required
Provided i
/
1.6 Water Supply (M.G.L. c. 40, § 54) 1.7 Flood Zone Information: 1.8 Sewage Disposal System:
Public D Private D Zone: Outside Flood Zone □ Municipal c On site disposal system
SECTION 2 - PROPERTY OWNERSHIP/ AUTHORIZED AGENT
2. 1 Owner of Record:
Address for Service:
Signature
Telepho
2.2 Authorized Agent:
Address for Service:
Telepho
SECTION 3 - CONSTRUCTION SERVICES
3. 1 Licensed Construction Supervisor:
Licensed Construction Supervisor:
Signature
Not Applicable D
Expiration Date
3.2 Registered Home Improvement Contractor:
Not Applicable C
Company Name
Registration Number
Expiration Date
Signature
Telephone
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
671
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
SECTION 4 - WORKERS* COMPENSATION INSURANCE AFFIDAVIT {M.G.L. c. 152, § 25C(6))
Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this
affidavit will result in the denial of the issuance of the building permit
Signed Affidavit Attached Yes o
SECTION S - DESCRIPTION OF PROPOSED WORK {check all applicable)
New Construction
Existing Building
Repair(s)
O Alteration(s)
Accessory Bldg.
Demolition
Other D Specify:
Brief Description of Proposed Work:
SECTION 6 - ESTIMATED CONSTRUCTION COSTS
Estimated Cost (Dollars) to be
completed by permit applicant
Official Use Only
1. Building
(a) Building Permit Fee
Multiplier
2. Electrical
(b) Estimated Total Cost of
Construction from (6)
3. Plumbing
4. Mechanical (HVAC)
5. Fire Protection
Building Permit Fee
(a) x (b)
6. Total = (1+2 + 3 + 4 + 5)
Check Number
SECTION 7a - OWNER AUTHORIZATION - TO BE COMPLETED WHEN
OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT
hereby authorize
my behalf, in all matters relative to work authorized by this building permit application.
_. as Owner of the subject property
to act on
Signature of Owner
SECTION 7b - OWNER/AUTHORIZED AGENT DECLARATION
I. . . as Owner/ Authorized Agent
hereby declare that the statements and information on the foregoing application are true and accurate, to the best of my
knowledge and belief.
Signed under the pains and penalties of perjury.
Signature of Owner/Agent
672
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX B
The Commonwealth of Massachusetts
State Board of Building Regulations and
Standards
Massachusetts State Building Code
780 CMR
FOR MUNICIPALITY USE
APPLICATION TO CONSTRUCT. REPAIR, RENOVATE, CHANGE THE USE OR OCCUPANCY OF, OR DEMOLISH ANY
BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING
This Section For Official Use Only
Building Permit Number:
Date Issued:
Signature:
Building Commissioner/Inspector of Buildings
SECTION 1 - SITE INFORMATION
1. 1 Property Address:
1.2 Assessors Map & Parcel Number:
Map Number
Parcel Number
1.3 Zoning Information:
1.4 Property Dimensions:
Zoning District
Proposed Us
ontage (ft)
1.5 Building Setbacks (ft)
Front Yard
Required
Required
Required
/
1.6 Water Supply (M.G.L. c. 40. § 541 1.7 Flood Zone Information: 1.8 Sewage Disposal System:
Public D Private n Zone: Outside Flood Zone c Municipal □ On site disposal system
SECTION 2 - PROPERTY OWNERSHIP/AUTHORIZED AGENT
2.1 Owner of Record:
Signature
2.2 Authorized Agent:
Telephone
SECTION 3 - CONSTRUCTION SERVICES FOR PROJECTS LESS THAN 35,000 CUBIC FEET OF ENCLOSED SPACE
3. 1 Licensed Construction Supervisor:
Licensed ConstrucUon Supervls
Signature
Telepho
Not Applicable a
License Number
Expiration Date
3.2 Registered Home Improvement Contractor:
Not Applicable □
Company Name
Registration Numbe
Expiration Date
Telephon
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
673
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
SECTION 4 -WORKERS' COMPENSATION INSURANCE AFFIDAVIT (M.G.L. c. 152 g 25C(6))
Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this
affidavit will result in the denial of the issuance of the building permit.
Signed Affidavit Attached Yes □ No □
SECTION 5- PROFESSIONAL DESIGN AND CONSTRUCTION SERVICES - FOR BUILDINGS AND STRUCTURES SUBJECT
TO CONSTRUCTION CONTROL PURSUANT TO 780 CMR 116 [CONTAINING MORE THAN 35.0O0 C.F. OF ENCLOSED
SPACE)
5.1 Registered Architect:
Not Applicable a
Name (Registrant):
Registration Number
Address
Expiration Date
Signature Telephone
5.2 Registered Professional Engineer(s):
Name
Area of Responsibility
Address
Registration Number
Signature Telephone
Expiration Date
Name
Area of Responsibility
Address
Registration Number
Signature Telephone
Expiration Date
Name
Area of Responsibility
Address
Registration Number
Signature Telephone
Expiration Date
Name
Area of Responsibility
Address
Registration Number
Signature Telephone
Expiration Date
5.3 General Contractor
Not Applicable a
Company Name:
Responsible In Charge of Construction
Address
Signature Telephone
674
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX :
SECTION 6 - DESCRIPTION OF PROPOSED WORK (check all applicable
New Construction □
Existing Building
Repalrtsl
AHeration(s) □
Accessory Bldg. D
Demolition D
Other □ Specify:
Brief Description of Proposed Work:
SECTION 7 - USE GROUP AND CONSTRUCTION TYPE
USE GROUP (Check as applicable)
CONSTRUCTION TYPE
A Assembly
A-l
A- 4
E Educational
H High Hazard
I Institutional
R Residential
Specify:
M Mixed Use
Specify.
S Special Use
Specify:
COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS. ADDHIONS AND/OR CHANGE IN USE
Existing Use Gr
Existing Hazard Index 780 CMR 34):
Proposed Use Group:
Proposed Hazard index 780 CMR 34)
SECTION 8 BUILDING HEIGHT AND AREA
BUILDING AREA
Existing (if applicable)
Proposed
Number of Floors or stories include
basement levels
Floor Area per Floor (sf)
Total Area (sf)
Total Height (ft)
SECTION 9- STRUCTURAL PEER REVIEW (780 CMR 110.1 1)
Independent Structural Engineering Structural Peer Review Required
SECTION 10a - OWNER AUTHORIZATION - TO BE COMPLETED WHEN
OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT
hereby authorize
my behalf. In all matters relative to work authorized by this building permit application.
as Owner of the subject property
to act on
Signature of Owner
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
675
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
SECTION 10b - OWNER/AUTHORIZED AGENT DECLARATION
I , as Owner/ Authorized Agent
hereby declare that the statements and Information on the foregoing application are true and accurate, to the best of my
knowledge and belief.
Signed under the pains and penalties of perjury.
Print Name
Signature of Owner/ Agent Date
SECTION 11 - ESTIMATED CONSTRUCTION COSTS
Item
Estimated Cost (Dollars) to be
completed by permit applicant
Official Use Only
1. Building
(a) Building Permit Fee
Multiplier
2. Electrical
(b) Estimated Total Costof
Construction from (6)
3. Plumbing
Building Permit Fee (a) z (b)
4. Mechanical (HVAC)
5. Fire Protection
6. Total = (1 + 2 + 3 + 4+ 5)
Check Number
676
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX B
Appendix B-2
State Building Code Appeals Board Filing Instructions and Application Forms
2/7/07 (Effective 2/28/97) 780 CMR - Sixth Edition 677
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
(execcc/use, (17uUc& of crctAuo Cfafetu,
istlbloaxmacjL Sria£e> Guice, Z$tu/t£ina,
W,LU<£LWELD @a^, Jfa^zcAu^ 02408 """ST"
KATHLEEN M. OTOOLE THOMAS L. ROGERS
S~™c<7 TEL: (617) 727-3200 FAX: (617) 227-1754 A*nmb.tor
STATE BUILDING CODE APPEALS BOARD - FILING INSTRUCTIONS
Note: Appeals are held pursuant to 801 CMR 1.02 Informal/Fair Hearing Rules
The procedure outlined below must be followed when filing a Building Code Appeal:
1. The appellant must be in receipt of a letter of denial from the local Building Official as required under
780 CMR 111.1 of the State Building Code. An appeal must be filed within 45 days of the date of the letter
of denial. An appeal may be filed either with the local Building Code Appeals Board, if one has been
established, or directly with the State Building Code Appeals Board.
2. Two documents are required to be completed by the appellant or his/her representative - the Appeal
Application Form (2 pages) and the Service Notice (1 page).
The Service Notice, which gives notice to the building official that an appeal is being filed, should include
the date appearing on the appeal form and the name and address of the Building Official under the section
"PERSON/ AGENCY SERVED". The Method of Service should list one of the following procedures as
set forth in Section 121.2.1 of the State Building Code.
A. Personally; or
B Registered or Certified Mail, return receipt requested; or
C. By any person authorized to serve civil process.
The Date of Service is the date when a copy of the appeal is delivered or mailed to the Building Official
or other party entitled.
The Service Notice must be signed by the appellant or his/her representative and the signature must be
notarized.
The Appeal Application Form (2 pages) must be completed in total. The application will be reviewed
for completeness prior to a hearing being scheduled. Applications determined to be incomplete will be
returned to the applicant for correction. Questions relating to completing the application should be
directed to your local building department or this office.
3. One complete copy of the appeal filing, including the original of the Service Notice, must be delivered
to the Building Official or the official entitled. Four complete copies of the appeal filing, including the
original plus three copies of the Appeal Application form, four copies of the Service Notice and four copies
of the letter of denial, together with a check for $150.00 (filing fee)payable to the Commonwealth of
Massachusetts must be filed with this office, if the appeal is made directly to the State Building Code
Appeals Board. (Filing fee requirements for filings before a local Building Code Appeals Board may differ
from the fees prescribed for submission to the State Building Code Appeals Board).
ALL CASES WTT.I. BF HEARD ON THE SCHEDULED DATE
POSTPONEMENTS WILL NOT BE GRANTED.
678 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX ]
(oxecu&ue' €yj&ce> of cruJdio Jafetu<
S/ia/e- ZOacLfd a£3otu/ckna, dneau/aManA. and- .TtasiclajLcL,
&ne. srfJdujUan, &tace, - £%aorn,-/301
W,LLc"LWELD ®o^, JL^cAuAeO. 02108 KNTAjOTHrrsuM.
KATHLEEN M. OTOOLE
s^uy TEL: (817) 727J200 FAX: (6171 227-1754
STATE USE ONLY
Fee Received:
Check No.:
'Received By:
STATE BUILDING CODE APPEALS BOARD
APPEAL APPLICATION FORM
DOCKET NUMBER: DATE:
(State Use Only)
The undersigned hereby appeals to the State Board of Building Regulations and Standarus from the decision
of the:
Building Official from the City/Town of:
Board of Appeals from the City/Town of:
Other Municipal Agency/Official entitled:
State Agency/Official entitled:
OTHER: .
Dated: 19 , having been aggrieved by such (check as appropriate)
Interpretation o Order o Requirement o Direction o
Failure to Act o Other o Explain_
All appropriate code sections must be identified. All written supporting documentation must be
submitted with this application. Parties may present written material at the hearing. However, the
Board reserves the right to continue the proceeding if such material warrants extensive review.
State Briefly desired relief:
APPELLANT:
ADDRESS FOR SERVICE:
Telephone No.
ADDRESS OF SUBIECT PROPERTY:
APPELLANT'S CONNECTION TO SUBJECT PROPERTY:
SIGNATURE OF APPELLANT/REPRESENTATIVE (NAME - PLEASE PR[NT)
2/7/97 (Effective 2/28/97) 780 CMR - Sixth Edition 679
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
DESCRIPTION OF BUILDING OR STRUCTURE RELATIVE TO THE MASSACHUSETTS
STATE BUILDING CODE (780 CMR 6th EDITION) (Check as appropriate)
Check Here if Building is a One or Two Family Dwelling □ Proceed to section entitled "Brief Description
of the Proposed Work!' - Do not complete the tables below
DESCRIPTION OF PROPOSED WORK (check all applicable)
New Construction] Existing Building D Repaiits)
a Alteration(s) □ I Addition
Accessory Bldg. a
Demolition
Other □ Specify:
Brief Description of Proposed Work:
USE GROUP AND CONSTRUCTION TYPE
USE GROUP (Check as applicable)
CONSTRUCTION TYPE
A Assembly
A-l
A-4
A-2
A-5
E Educational
F Factory
H High Hazard
I Institutional
M Mercantile
R Residential
S Storage
U Utility
Specify: .
M Mixed Use
Specify:
S Special Use
Specify:_
COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS, ADDITIONS
AND /OR CHANGE IN USE
Existing Use Group:
Existing Hazard Index (780 CMR 34):
Proposed Use Group:
Proposed Hazard Index (780 CMR 34):
BUILDING HEIGHT AND AREA
BUILDING AREA
Existing (if applicable)
Proposed
Number of Floors or stories include
basement levels
Floor Area per Floor (sf)
Total Area (sf)
Total Height (ft)
Brief Description of the Proposed Work:
680
7S0 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX B
SflcUe- &ooj^ o£ cStu/ckfiO' Soj&judatLaiu, and Crtasit/axck'
isncttojunacJi Snd/e- £//pce< ZGiu/dings
@ne, S&ALis/osv &lace. - !$oosrv/S01
SSaUdrv, ^JtaiAacAuAe&K 0& '-/OS
TEL: (817) 727J200 FAX: (617) 227-1754
WILLIAM F WELD
KATHLEEN M. OTOOLE
STATE BUILDING CODE APPEALS BOARD - SERVICE NOTICE
for the
Appellant/Petitioner
in an appeal filed with the
State Building Code Appeals Board on
19
HEREBY SWEAR UNDER THE PAINS AND PENALTIES OF PERJURY THAT IN ACCORDANCE
WITH THE PROCEDURES ADOPTED BY THE STATE BOARD OF BUILDING REGULATIONS AND
STANDARDS AND SECTION 122.3.1 OF THE STATE BUILDING CODE, I SERVED OR CAUSED TO
BE SERVED, A COPY OF THIS APPEAL APPLICATION ON THE FOLLOWING PERSON(S) IN THE
FOLLOWING MANNER:
NAME AND ADDRESS OF
PERSON/AGENCY SERVED
METHOD OF SERVICE
DATE OF SERVICE
Signature: APPELLANT/PETITIONER
On the
Day of
PERSONALLY APPEARED
BEFORE ME THE ABOVE NAMED
(Type or Print the Name of the Appellant)
AND ACKNOWLEDGED AND SWORE THE ABOVE STATEMENTS TO BE TRUE.
NOTARY PUBLIC
MY COMMISSION EXPIRES
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
681
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Appendix B-3
Official Interpretations of the State Building Code Pursuant to M.G.L. c. 143, § 94(e)
682 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX B
Official Interpretation No. 1-85
DATE: October 30, 1985
SUBJECT: State Building Code Section 108.5.1
Question 1: Section 108.5.1 requires the periodic inspection of certain buildings, and the issuance of
Certificates of Inspection for these buildings on a regular basis. The standard form Certificate
of Inspection which was developed by the Commonwealth states that "The means of egress
are sufficient for the following number of persons" and provides space for the listing of
permitted occupancy load by story and by place of assembly Is it the intent of the Code to
require a complete periodic reinspection of the entire building or is such an inspection limited
to the building's egress system?
Answer 1: No. Section 108.5.1 states in part "A Certificate of Inspection as herein specified shall not be
issued until an inspection is made certifying that the building or structure or parts thereof
complies with ALL the applicable requirements of this Code ..." (emphasis supplied) The
periodic reinspection is not necessarily limited to the building's egress system but may extend
throughout to the entire building, or parts thereof requiring certification The Certificate of
Inspection serves as a spot check to ensure that other Code mandated procedures have been
followed (e.g. permits obtained for alterations) and that the building has been maintained in
a safe condition. The building has been maintained in a safe condition The building official
is free to use his judgment in determining how extensive a periodic inspection need be.
Question 2: Do Code requirements for periodic reinspection include a requirement to reinspect by wiring,
plumbing, gas fitting and elevator inspectors for compliance with the various applicable
specialized codes9
Answer 2: No. The Massachusetts State Building Code does not include a requirement for periodic
reinspection by plumbing, wiring, gas fitting or other various specialized code enforcement
officials. However, periodic inspections conducted by the building official may reveal
conditions that would require further attention by local wiring, plumbing, gas or elevator
inspectors.
Question 3: May a professional consultant assume or be granted the powers and duties of the Building
Official to issue permits and certificates or may he merely submit a report for the Building
Official's review and acceptance?
Answer 3 Section 114.1 states in part, "The Building Commissioner or Inspector of Buildings shall
examine or cause to be examined all applications for permits and amendments thereto within
30 days after filing. ... If he is satisfied that the proposed work conforms to the requirements
of this Code and all pertinent law applicable thereto, he shall issue a permit." Only a Building
Official, appointed in accordance with Section 107 to enforce the building code may issue
building permits and/or related certificates. A professional consultant may submit a report for
the Building Official's review, but the issuance or denial of the permit or certificate is
ultimately the Building Official's responsibility
Question 4: May such a professional consultant be hired by a municipality to perform inspections in the
absence of any "unusual technical issues" as described in Section 108.5, or should the
consultant more properly be engaged by the building owner in the absence of unusual technical
issues?
Answer 4: A professional consultant or expert retained by a municipality in the absence of any "unusual
technical issues" to perform inspections would be required to meet the criteria and
qualifications outlined in M.G.L. c. 143, § 3, and would be deemed a local inspector, and
subject to all pertinent requirements of Code and law However, a Building Official may
review and/or accept reports from other qualified personnel, per Section 111.21 (see Question
3).
9/19/97 (Effective 2/28/97) - correction 780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Ouestion 5: What, if any, liability under the Code would a municipality assume in utilizing a professional
consultant for the various functions described above?
Answer 5: Opinions relative to broad legal questions of liability are beyond the purpose and scope of the
Board of Building Regulations and Standards Therefore, we must decline to answer this
question, and would direct the municipality to its legal advisor(s) for such and opinion.
Official Interpretation No. 2-85
DATE: October 30, 1985
SUBJECT: State Building Code Section 1 19.3
Ouestion J: Do All existing buildings have a legal use group classification , whether in use or not?
Answer J: Yes. Section 202.1 states "All buildings and structures shall be classified with respect to use
in one (1) of the use groups listed ...". The use group classification is based on the purpose for
which a building or structure is designed, used or intended to be used A use group
classification is required to be assigned to a building or structure whether in actual use or not.
Question 2: On what is the legal use based7
Answer 2: The Massachusetts State Building Code defines use as "The purpose for which the building
or structure is designed, used or intended to be used." The lawful use and/or use group
classification of an existing building may be based upon the Building Official's records
pertaining to the particular structure. In the case of a vacant structure, the last legal use of
record would apply
Question 3. Does the legal use change or cease to exist when ownership changes?
Answer 3 : No. A change in ownership of a building would not change the use group classification of the
building or cause the use to cease. A change of use and/or occupancy may take place
regardless of ownership when done in accordance with a permit issued by the Building
Official.
Does the use have any relationship with ownership7
The use and ownership are only related in that the owner, as defined by Code, is responsible
to comply with the applicable sections of the Code as regard to use, and must obtain a permit
to change the use of a building
Ouestion 4: Is there ever any such thing as "abandonment" of a use group classification, so that an existing
building has no use group9
Answer 4. No All buildings are required to be classified with respect to their use. The discontinuance
or "abandonment" of the actual using of a building or structure would not change the use group
classification For example, a vacant office building (formerly legally occupied) would
remain in use group "B" (Business Buildings), the last lawful use of the building, until a permit
was obtained to change that use.
Ouestion 5: Upon request by an owner for a certificate of use and occupancy, is the Building Official
obligated to cite in writing any violation of law or orders pending?
Answer 5: Yes. If there are violations of law or orders pending, the provisions of Section 121.0 would
apply Section 121.2.1 states that every notice or order authorized by this Code shall be in
writing and shall be served on the person responsible.
Ouestion 6: Can the use of a building or portion of a building, subsequent to January 1, 1975, legally
change without the issuance of a building permit and a certificate of use and occupancy7
Answer 6: No. Section 113.0 and Section 1 13.1 state that a permit is required "...to change the use or
occupancy of a building or structure...".
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Section 1 19.0 and Section 119.2 state " A building or structure, in whole or in part, altered to
change from one use group to another: to a different use within the same use group... shall not
be occupied or used until the certificate shall have been issued certifying that the work has
been completed in accordance with the provisions of the approved permits...".
The Massachusetts State Building Code became effective on lanuary 1, 1975. All changes of
use or occupancy subsequent to lanuary 1, 1975 would be subject to the provisions of the
Code.
Official Interpretation No. 3-85
DATE: October 30, 1985
SUBJECT: State Building Code Section 609 .3
Massachusetts State Building Code Section 609.2 requires not less than two approved
independent exitways serving every building except as modified in Section 609.3.
Massachusetts State Building Code Section 609.3 also allows one exitway in a building of the
use group and characteristics as specified in Table 609.
Massachusetts State Building Code Section 609.3 also allows one exitway from the first story
of a building when the first story is 2,000 square feet or less in area and with an occupancy
load not exceeding 50 persons. Egress from other stories shall comply with Article 6.
Massachusetts State Building Code Section 609.2 also specifies not less than two approved
independent exitways serving every story, except in one and two family dwellings and as
modified in Section 609.3.
It is our interpretation that Section 609.3 deals with two distinct and separate building design
configurations. In its first essence, Section 609.3 provides for certain buildings (those
complying with Table 609)which are required to have only one exitway. The remaining
sentences in Section 609.3 describe conditions (less than 50 occupants and less than 2,000
square feet in area) in which the first story only of any building is required to have only one
exitway. Table 609 does not relate to the latter case.
Official Interpretation No. 4-85
DATE: October 30, 1985
SUBJECT: State Building Code Table 214 and Section 217.4
An existing three story building is proposed to be of type 3-C constriction. The exterior walls have a fire
separation of 30 feet or more and the walls themselves are non-bearing. The loads are carried by a
structural steel frame and there are structural beams and columns within the exterior wall which are part
of the load bearing system. Therefore, the steel frame is load bearing. The walls themselves are
essentially curtain walls.
Question: Are the beams and columns which are on the exterior part of the building, required as load
bearing members, to have a two hour fire rating?
Answer: No. Table 214, line 8 of the State Building Code establishes the fire resistance rating required
for the columns and framing(beams) and does not require a fire resistance rating for columns
or beams for the proposed condition. However, it should be noted that, per Section 91 1.6,
beams which support walls required to be fire resistance rated must be protected to afford not
less than the fire resistance rating of the wall supported and, when supporting masonry walls,
must carry a minimum fire resistance of one hour. Further, it should be noted that, if the
framing supports a required fire separation wall such as an exitway enclosure, Section 909.4
would require this framing to be protected to afford a fire resistance rating equal to the wall
supported.
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Answer: No. The exit stairway requirements described in Sections 616 and 2101 of the Code are
intended to provide a stairway of certain minimum exit capacity, with the full width being
available for occupant egress, at an incline that results in motion familiar to the occupants.
Alternate tread stairways are intended for use where floor space is limited and therefore a
steeper than usual incline is required. The steeper incline, when descending the stairway,
requires an unfamiliar foot motion more downward and less outward than that typically
required. Imposing such an unfamiliar motion on occupants exiting the building during a life
threatening situation is unwarranted.
The Lapeyre Alternating Tread Stair exceeds the maximum incline permitted by Sections 616
and 2101 and will, therefore, require an unfamiliar motion by the occupants.
In addition, the overall width of these stairs does not meet the minimum width requirement of
Sections 616 and 2101, nor would the exit capacity be equal to that of a full stairway if the
minimum width were satisfied since these stairs do not permit parallel egress of individuals.
The Lapeyre Alternating Tread Stair is, therefore, not permitted as an element of a required
means of egress.
Official Interpretation No. 13-88
DATE: October 25, 1988
SUBJECT: State Building Code Section 2108
Question: A single family dwelling is to be constructed with a fuel-fired water heater in the basement and
a fireplace lined with a 2 inch thick refractory brick on the first floor. What construction is
required to separate the water heater flue from the firebox and smoke chamber of the fireplace
at the first floor? What separation is required within the chimney?
Answer: Section 2108.7.2 requires that the firebox of a fireplace constructed of solid masonry and lined
with refractory brick have back and side walls of at least 8 inches total thickness.
Section 2108.7.4.5 requires that the walls of the smoke chamber be a minimum of eight inches
thick. Thus a minimum of eight inches of solid masonry is required in these locations. Once
the elevation of the fireplace flue is reached, Section 2108.3.2.4 allows two adjoining flues to
be contained in the same chimney, so long as the flue liner joints are staggered at least seven
inches. If this staggering of flue liner joints is not provided, or if more than two flues are
present, Section 2108.3.2.5 requires that masonry flue partitions of at least four inch thickness,
bonded into the chimney walls, be constructed to separate the flues.
Official Interpretation No. 14-89
DATE: March 28, 1989
SUBJECT: State Building Code Section 437 and 616.8
Question 1: Section 437.1.3.2 provides that "At least one required exitway shall be accessible without
passage through an atrium." Section 437.2.2, which speaks to the enclosure of atriums,
contains an exception which provides that "The adjacent spaces of any three (3) floors of the
atrium shall not be required to be separated from the atrium; however, these spaces shall be
included in the atrium volume according to Section 437.2." Is it the intent of Section 437.1.3.2
to require at least one required exitway to be accessible without passage through an atrium on
those floors exempted by Section 437.2.2 from the requirement for separation from the atrium?
Answer 1: No. The exception in Section 437.2.2 allows the designer to eliminate atrium separations on
any three floors so long as the additional spaces on these floors are added to the atrium volume
for purposes of sizing the smoke control requirements of the atrium. What this allowance
essentially does is to add these adjacent spaces to the atrium. It is impossible to provide an exit
which is accessible without passage through an atrium for spaces within that atrium. The
provisions of Section 437.1.3.2 are intended to ensure that spaces outside the atrium need not
depend on the viability of the atrium in order to gain access to an exitway. Therefore, these
provisions are not applicable for any spaces which are already included in the atrium space,
including those spaces added when the exception in Section 437.2.2 is applied.
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Question 2: Is it the intent of the Code that stairways conforming to Section 616.8 and escalators
conforming to Article 16 be subject to the requirements of Section 437.3. 1?
Answer 2: Not necessarily. It is intended that unenclosed supplemental stairways be prohibited from
connections with (required) exit stairways and exitway access corridors, and that these
unenclosed supplemental stairways be equipped with a draft stop conforming to Section
437.3.1. While there are no provisions in the Code text to require that escalators be classified
and protected as floor openings, it is possible that escalators can be so classified. However,
escalators may also be enclosed in fire resistance rated construction, or may be located within
an atrium. A supplemental stairway may also be enclosed in fire resistance rated construction,
or may be located in an atrium, and may therefore not be classified as a floor opening.
Sequential Gap - Official Interpretation Number 15
Official Interpretation No. 16-89
DATE: August 29, 1989
SUBJECT: State Building Code Ssections 616
Question: Does the installation of a handicapped stair lift in a required exit stairway constitute an
obstruction to the means of egress?
Answer: Yes. Section 616 of the State Building Code makes the following provisions:
"Stairways shall not reduce in width in the direction of exit travel. Projections into a stairway
are prohibited except for handrails as indicated in Section 616.5.1 and for stairway stringers
which may project not more than one and one-half inches." (616.2.3)
"The least dimension of landings and platforms shall be not less than the required width of
stairway." (616.3.1)
"Stairways shall have continuous guards and handrails on both sides..." (616.5)
"An exitway enclosure shall not be used for any purpose other than means of egress." (616.9.2)
Moreover, Section 605 states that "It shall be unlawful to obstruct, or reduce in any manner,
the clear widths of any doorway, hallway, passageway or any other exitway required by the
provisions of this code." Section 605 also requires that "All required means of egress
components shall at all times be maintained in a safe usable condition."
Handicapped stair lifts installed in required egress stairs can conceivably violate all of the
above sections. When in use, such lifts render at least a portion of a stairway unusable. Even
when not in use, the lift equipment projects into the required width, interferes with the use of
handrails, and presents a potential tripping hazard to persons using the stair. Also, the
introduction of this equipment into a stair enclosure does, in a sense utilize an exitway
enclosure as an elevator shaft, and there is the possibility that the equipment, motor, and wiring
can catch fire, thereby rendering the exitway unusable. There is also reason to expect that loss
of primary electrical power in an emergency situation could disable the lift in a position where
it would present a greater obstruction than when not in use. For these reasons, we conclude
that the installation of inclined stairway chairlifts in required exitway stairways is potentially
hazardous, and is therefore not permitted. However, the building official may allow the
installation of such lifts in stairways which are not a component of the required means of
egress, so long as the building official determines that the particular installation is not
hazardous. It is the policy of the Department of Public Safety, Division of Inspection, Elevator
Section to require a letter of approval from the building official before granting a permit for
an inclined stairway chairlift.
Official Interpretation No. 17-89
DATE: October 24, 1989
SUBJECT: State Building Code Section 1216
Question: Under the new (ASME/ANSI A 17 1) elevator code, smoke detectors are required in the
elevator lobby for elevator control Are these same smoke detectors required to be tied into
the fire alarm system?
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Answer: Yes. NfiPA 72 A, the applicable fire protection standard referenced in Section 1216. 1, requires
that these detectors be tied into the fire alarm system.
Official Interpretation No. 18-90
DATE: February 27, 1990
SUBJECT: State Building Cods Section 1QQ6.2
Question: Is the "direct venting" (through-the-sidewall combustion product exhaust venting) of "listed"
comfort heating and comfort cooling appliances allowed in lieu of venting to a masonry
chimney as required in Section 1004 of the State Building Code?
Answer: Yes, Section 1006 of the State Building Code (the Code) defines "listed appliances" and
Section 1006.2 addressing appliances to be vented states:
- "Appliances shall be connected to a listed venting system or provided with other means
for exhausting the flue gasses to the outside atmosphere in accordance with the venting
system selection chart contained in the mechanical code listed in Appendix B."
In Section 1001.2, the Code recognizes that appliances required to be vented "shall be
connected to a vent or chimney..." and in Section 1002 addresses the performance test and
acceptance criteria to insure safe and proper performance of the venting system.
Direct venting systems that are "listed" or are part of a listed appliance conform to the
requirements of the Code.
Official Interpretation No. 19-90
DATE: December 11, 1990
SUBJECTS: of Section 602.1 of the Fifth Edition of the State Building Code and. BBRS Approval of the
Use of Power Venters
In order to immediately correct an inadvertent oversight in Section 602. 1 of the Fifth Edition of the State
Building Code, at is meeting of November 20, 1990, the Board unanimously voted that it should reflect
the provisions of M.G.L. c. 148, §§ 26A and 26A'/i and, therefore, should read -
602.1 Applicability: the provisions of this section shall apply to all buildings more than 70 feet
above mean grade, except that the provisions of this section shall not apply to airport traffic
control towers conforming to the requirements of Section 616.0.
By way of clarification, Section 602.1, as cited in the Fifth Edition, is in conflict with statutory
requirements of 2 counts:
1 . It ties high rise provisions to floors used for human occupancy and located more than 70
feet above the lowest level of fire department vehicle access; whereas, the governing statues
identify high rise buildings as all buildings of more than 70 feet in height above the mean
grade; and
2. The cited section in the Fifth Edition measures from the lowest level of fire department
vehicle access; whereas, the statutes measure from mean grade.
As you know, statutory requirements govern and in this case also reference the high rise
provisions of the State Building Code.
POWER VENTERS
Power Venters, as contained in Section 2513 of the Fifth Edition, are ONLY allowed for use
WITH GAS OR OIL FERED comfort heating and/or cooling appliances. Approval from the
BBRS is required for use with solid fuel burning appliances.
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Official Interpretation No. 21-91
DATE: July 30, 1991
SUBJECT: Section 908 1 of the Fifth Edition of the State Building Code as related to attached dwelling
units (Use Group R-3). in which the units are separated bv interior lot lines.
Question: a) When side by side attached single family dwelling units (Use Group R-3) are constructed
such that the exterior wall of each is located at the lot line which divides them, will two one-
hour rated wood stud walls comply with Section 908.1 (Fire Walls and Party Walls) of the 5th
Edition of the Code?
b) Could the two walls referred to in question a) above be supported on a single foundation
wall.
A/mver: a) For multiple attached single family dwelling units, (Use Group R-3), which are separated
by interior lot lines, the intent of section 908.1 is satisfied by the construction of a single fire
separation wall having a fireresistance rating of one-hour. Such fire separation walls may be
used between attached dwelling units providing that the wall construction meets the
requirements of Section 910 and the sound transmission ratings of Section 714. and that the
allowable area limitations between fire walls of Table 501 are not exceeded. Fire walls,
constructed in accordance with Section 908, are required when the allowable area limitations
of table 501 are reached, (e.g. 4800 sf per floor for multiple attached single family dwelling
units, Use Group R-3).
b) The wall referenced in answer a) above may be supported one a single concrete or masonry
foundation wall of equivalent or greater fire resistance rating.
Discussion: Section 908. 1 of the Code requires party walls to be constructed as fire walls if an interior lot
line is present. Furthermore, the fire walls "....shall be constructed of any approved
noncombustible materials providing the required strength and fireresistance rating specified
in Table 401 for the type of construction, but not less than the fire grading of the use group
specified in Table 902. Strength ".
The argument can be made that such party walls can be considered to be exterior walls, thus
causing the requirements of section 908.1 to be in conflict with the exterior wall fireresistance
requirements of Table 906.2 (for fire separations of five feet or less).
Table 906.2 requires an exterior wall fireresistance rating of one hour for a fire separation
distance of zero feet. If two dwelling units were constructed on adjacent lots and each were
constructed on the common lot line, such that the fire separation distance of each unit was zero,
Table 906.2 would require each exterior wall to have a fireresistance rating of one hour.
However, Code requirements for multiple single family attached dwelling units when interior
lot lines are not present, table 401 would simply require the construction of dwelling unit
separation walls with a fireresistance rating of one hour, between dwelling units. It would
appear to be inconsistent to require the same R-3 structure to have a greater degree of fire
safety due simply to the separation of the dwelling units by an imaginary lot line.
Official Interpretation No. 22-91
DATE: September 24, 1991
SUBJECT: Section 2102. 4(\) of the Fifth Edition of the State Building Code as it relates to reconstruction
in Coastal High Hazard Areas following Storm Damage.
At a regular meeting of the Board of Building Regulations and Standards held on Tuesday 24, September
1991, the Board approved the following interpretation of Section 2102.4(1) of the 5th Edition of the
Massachusetts State Building Code, effective immediately.
Question: When a structure is located in a Coastal High Hazard Area ("V" zone) and is swept from its
foundations during a storm, and the building remains intact but the foundation system is
completely destroyed, does the code require that the structure be constructed on an elevated
pile foundation, in accordance with Section 2102.4 ?
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Answer: Yes. The structure, as described would be considered to be substantially damaged and as such
would be required to be provided with a new foundation system. Section 3203.3, the
foundation system would constitute a "new system", as defined in Section 3201 and therefore
would be required to be constructed to meet the requirements for new construction. Since the
structure is located within a "V" zone, Section 2102.4(1) would require the structure to be
elevated on piles.
Question: When a structure is located in a Coastal High Hazard Area ("V" zone) and is swept from its
foundations during a storm, and both the building and foundation system remain intact and if
the costs associated in relocating the building onto its existing foundation system are less than
50% of the market value of the structure prior to the damage, does the code require that the
structure be constructed on a raised pile foundation, in accordance with Section 2102.4 ?
Answer: No. If both the foundation system and structure are intact and the cost associated in relocating
the structure to its pre-damaged condition, then the structure is permitted to be relocated on the
existing foundation unless, in the opinion of the building official, under Section 101.3— the-
proposed reconstruction would constitute an unsafe structural condition, in which case the
structure should be elevated in accordance with Section 2102.4(1).
Official Interpretation No. 23-91
DATE: September 30, 1991
SUBJECT: Section 816 of the Fifth Edition of the State Building Code as It Relates to Requirements for
Stairways
Date of Interpretation:
The State Board of Building Regulations and Standards, at it's regular monthly meeting of September 24,
1991, affirmed the following requirements:
Question: To what extent are the provisions of Massachusetts State Building Code, Section 816,
applicable to a stairway providing access to an attic area in a business establishment; said attic
area used for the storage of stock used in conjunction with that business?
Answer: Section 816, INTERIOR STAIRWAYS, (in conjunction with Section 819, EXTERIOR
STAIRWAYS), of the Fifth Edition of the Massachusetts State Building Code requires that all
stairways, whether interior or exterior, required or supplemental, must be so constructed to
satisfy the applicable requirements imposed for interior exit stairways.
This means that for interior or exterior, required or supplemental stairways, the width,
headroom, stairway allowed width restrictions, the allowed dimensions of platforms and
landings, the acceptable vertical rise between landings and platforms, riser height and tread
depth and the dimensional uniformity required between adjacent risers and treads and the
requirements for stairway guards and handrails are controlled by the requirements of Section
816.
Note 1: If classified as a mezzanine, then the subject attic area would fall under the requirements of
Section 605 of the State Building Code; otherwise such area would be treated as an additional
story of the building, with the resulting classification determining what applicable State
Building Code requirements apply.
Note 2: Only fixed, interior or exterior, required or supplemental stairways (dimensions and
handrail/guardrail requirements) are controlled by Section 816 - ladder type stairs and "pull-
down", non-fixed stair systems are not explicitly regulated by the Building Code.
Note 3: Article 34, Section 3401, still controls dimensions and handrail/guardrail requirements for
fixed stairways in one and two family detached dwellings.
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APPENDIX B
Official Interpretation No. 24-92
DATE: January 28, 1992
SUBJECT: Section 1205 of the Fifth Edition of the State Building Code as it relates to Frost Protection for
Fence Posts
At a regular meeting of the Board of Building Regulations and Standards held on Tuesday 28, January,
1992, the Board approved the following interpretation of Section 1205 of the 5th Edition of the
Massachusetts Slate Building Code, effective immediately.
Question: Is it the intent of the Code to require a four foot deep concrete footing to the posts of a fence
up to six feet in height ?
Answer: No. The requirement of section 1205, which requires protection against frost for footings for
permanent structures is not applicable to minor fences such as described in the above question.
In certain fence applications, post embedment depths of four feet or more may indeed be
required for fences of unusual size, or fences which are subjected to unusual loading conditions
(such as a prison security fence, for instance which, in addition to wind loads, may also be
subjected to vehicle impact loads). However, it is not the intent of the Code to require frost
protection for fences which are only four feet in height.
As an example consider the construction of a four foot high chain link fence, erected as a
property line demarkation. The required post embedment depth is determined by a number of
factors including; the height of the fence; the applied horizontal loads; the nature of the soil
and; the intended function of the fence. Specific reference related to post embedment depths
can be found in ASTM F 567-84 " Standard Practice for Installation of Chain Link Fence",
and although not specifically referenced in the Code, is a recognized national standard of
practice. Sections 4.1 and 4.8 of ASTM F 567-84 specify minimum post embedment depths
of 24 inches and 36 inches, for concrete encased and driven posts, respectively, when used in
the construction of a four foot high chain link fence. For this particular type of fence, it is
unlikely that movement due to frost heave would result in a life safety hazard or cause serious
damage. However, it is incumbent upon the designer to make this determination on a site
specific basis (and to submit his determination to the local building official for approval) and
prepare the design accordingly.
In summary, the intent of the Code relating to these issues is expressed in Section 3 1 1 .0, USE
GROUP U, UTILITY AND MISCELLANEOUS USES, which states ..." Buildings and
Structures of an accessory character. shall be constructed equipped and maintained to
meet the requirements of this code commensurate with the fire and life hazard incidental to
their use, [emphasis added] Utility and miscellaneous uses shall include fences over 6 feet
high, tanks, cooling towers, retaining walls and buildings such as private garages, carports,
sheds and agricultural buildings". The phrase "commensurate with the fire and life hazard
incidental to their use" is the key phrase to consider, as it provides the necessary guidance to
the designer and building code official to avoid the "blanket" literal interpretation of the
requirements of Section 1205 and other inappropriate sections of the Code.
Official Interpretation No. 25-92
DATE: January 28, 1992
SUBJECT: Section 921.6 2 of the Fifth Edition of the State Building Code as it relates to Firestopping
At a regular meeting of the Board of Building Regulations and Standards held on Tuesday 28 January,
1992, the Board approved the following interpretation of Section 921.6.2 of the 5th Edition of the
Massachusetts State Building Code, effective immediately.
Question: In a building which has suspended ceilings and vertical partitions extending to the underside
or suspended horizontal membrane of the ceiling, is it the intent of Section 921.6.2 to require
firestopping at the top of the partitions to eliminate the open connection between the vertical
wall openings and the horizontal ceiling space ?
If firestopping is required, is the requirement applicable to combustible and noncombustible
construction ?
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Answer: If the vertical partition does not penetrate the ceiling membrane, (i.e. if the partition terminates
at the underside of the plane of the ceiling) there is effectively no connection between the
horizontal space above the ceiling and the vertical space within the partition, therefore
firestopping is not required. If, however, the vertical partition penetrated the plane of the
ceiling, firestopping would be required at the interface of the ceiling and partition. For this
situation, the firestopping would be required whether the partition and ceiling materials were
combustible or noncombustible.
Official Interpretation No. 26-92
DATE: January 28, 1992
SUBJECT: Sections 706.1 and 707.1 of the Fifth Edition of the State Building Code as related to
Mechanical Ventilation of Non Public Bathrooms
At a regular meeting of the Board of Building Regulations and Standards held on Tuesday 28, January,
1992, the Board approved the following interpretation of Section 706.1 and 707.1 of the 5th Edition of
the Massachusetts State Building Code, effective immediately.
Question: Can a bathroom exhaust fan exhaust into an enclosed ventilated attic space which has soffit
vents in conjunction with continuous ridge vents or eaves vents.
Answer: No. Section 707.1 requires that " Mechanical ventilation, when provided, shall conform to
the requirements of the BOCA National Mechanical Code listed in Appendix A, unless
expressly defined within this Code, and may be substituted for the requirements for natural
ventilation."
Article 16 of the BOCA National Mechanical Code (1987) lists the required mechanical
ventilation air in Table 1602.2.
Section M-1604.1 (Mechanical Exhaust) of the BOCA National Mechanical Code (1987)
states, in part, that ".... The exhaust shall discharge directly to an approved location on the
exterior of the building".
Warm, moist air exhausted from bathroom spaces would condense in the cooler attic space,
even if the attic space were adequately ventilated. Moisture from condensation will eventually
cause damage to wood framing members (or sheathing), insulation and ceiling materials and
may pose a threat of fire if electrical circuitry is contacted.
Sequential Gap 27 and 28
Official Interpretation No. 29-92
DATE: January 12, 1993
SUBJECT: Articles 6. 8 and 9
Smoke Protection in Egress Corridors of Fully Suppressed Buildings
Question 1: In a fully sprinklered building, is it the intent of Section 810.4.1 of the Fifth Edition of the
Massachusetts State Building Code (the Code) that egress corridors be constructed so as to
serve as an effective barrier to limit the transfer of smoke?
Answer 1: Yes, for USE GROUPS where "sleeping uses" are involved.
The BOCA National Building Code/1987 Commentary, for Section 810.4.1 (the Massachusetts
Code, utilizes the BOCA Building Code language for this Section) states that Section 810.4.1
"...acknowledges that an automatic fire suppression system can serve to control or eliminate
fire development which could threaten the exit access corridor. The nonsleeping occupancies
are permitted to have nonrated corridors if the suppression system is installed throughout the
area served by the corridor as well as the corridor itself. "In the sleeping uses ...the corridor
fireresistance is reduced to one-half hour. The purpose of the fireresistance rated corridor is
not only to provide a fire endurance capability, but mainly to provide a quality of construction
that would ensure such walls would serve effectively as barriers to smoke. The dwelling unit
(sleeping uses) separation walls, while reduced to one-half hour, are to be constructed tight to
the ceiling above (tight to the underside of the floor/roof deck above or tight to the lated
floor/ceiling assembly above), to complete the barrier to smoke function."
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The interpretation provided above is no! meant to imply that Section 8 10.4 requires satisfying
Section 911 - "SMOKE BARRIERS", as "SMOKE BARRIERS" are unique to certain
"defend-in-place" concepts, specifically associated with Section 610.5, 1-2 USE.
Note that Section 810.4.1 does allow that when an approved fire suppression system is
installed and supervised in accordance with Section 1020.1, parts 1, 2 or 3, and has its water
flow alarm device connected to an approved central station system, proprietary system or
remote station system of the jurisdiction, a fire resistance rating for exit access corridors, and
tenant separation walls which are also corridor walls, is not required in USE GROUPS A B,
E, F, M and S.
Question 2: In a fully sprinklered building of USE GROUP 1-2, is it the intent of Section 610.4 of the Fifth
Edition of the Massachusetts State Building Code (the Code) that egress corridors be
constructed so as to serve as an effective barrier to limit the transfer of smoke?
Answer 2: Yes - Section 610.4 clearly states that "...in buildings equipped throughout with an approved
automatic fire suppression system, the corridor wall fireresistance rating is not required
provided the corridor walls form a barrier to limit the transfer of smoke."
The BOCA National Building Code/1987 Commentary, for Section 610.4 (the Massachusetts
Code, utilizes the BOCA Building Code language for this Section) states that "...if the building
is protected throughout with an automatic fire suppression system, thereby reducing the
possibility that a fire will develop which is life-threatening to persons outside the room of
origin, the corridor walls need only be able to resist the passage of smoke."
"...when the building is protected with an automatic fire suppression system, the primary
concern is to contain the smoke since the suppression system is expected to suppress and
thereby contain the fire."
The interpretation provided above is noj meant to imply that Section 610.4 requires satisfying
Section 911 - "SMOKE BARRIERS", unless a wall of the exit access corridor is intended to
be a "SMOKE BARRIER" wall. "SMOKE BARRIERS" are unique to certain "defend-in-
place" concepts, specifically associated with Section 610.5, 1-2 USE.
Question 3: In fully sprinklered buildings of USE GROUPS R-l, R-2 and 1-2, is it the intent of the Code
that smoke dampers be provided at duct penetrations through the unrated corridor walls?
Answer 3: No, provided in the case of the 1-2 USE, the corridor wall is not a portion of a "SMOKE
BARRIER" (Section 911.5 would require a smoke damper in a "SMOKE BARRIER"/I-2
USE).
Note that the Code is effectively silent on the use of "smoke dampers", but does provide
guidance in Section 918, on the use of "fire dampers". Section 918.2 states that "fire dampers"
shall be provided at locations where air distribution systems penetrate assemblies required to
have a fireresistance rating", thus the R- 1 and R-2 USES, having a one-half hour rating would
require "fire dampers" but not smoke dampers" - the 1-2 USE corridor walls, if not a portion
of a "SMOKE BARRIER" - Section 91 1 - would not be rated and would not require a "fire
damper".
Exceptions to Section 918.2 "fire damper" requirements include exception no. 3 to Section
918.2, where:
Exception 3 states that a fire damper is not required "...at penetrations of tenant separation and
corridor walls in buildings equipped throughout with an approved automatic fire suppression
system." Here, the 1987 Commentary states that "since an automatic fire suppression system
reduces the potential for duct collapse, fire dampers are not required to protect penetrations of
tenant separation and corridor walls in buildings protected throughout with an approved
automatic suppression system."
Utilizing this same reasoning, a smoke damper would not be required as it is not expected that
a fire can develop sufficiently in R-l and R-2 or 1-2 buildings that are fully suppressed, thus
the level of "passive defense" required in corridor construction (where such corridor walls are
not part of a "SMOKE BARRIER" A-2 USE), is limited to the corridor walls being constructed
tight to the ceiling above (tight to the underside of the floor/roof deck above or tight to the
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rated floor/ceiling assembly above), to complete the barrier to smoke function and thus limit
the transfer of smoke in the exit corridors of these "sleeping occupancies.
Question 4: In fully sprinkJered buildings of USE GROUP 1-2, is it the intent of the Code to allow the use
of flexible duct (designed, listed and installed per the requirements of Section M-303 of the
BOCA National Mechanical Code/ 1987)?
Answer 4: Yes. As is noted in answers #1, #2, and #3 above, the Code now places great emphasis on
"active defense" in the form of full suppression and would allow the use of flexible duct when
designed, listed and installed per the BOCA National Mechanical Code/1987 and additionally
satisfies the requirements of NFiPA-90A in the case of the 1-2 USE.
Official Interpretation No. 30-93
DATE: March 9, 1993
SUBJECT: of Table 401. Item 12 of the Fifth Edition of the State Building Code as it relates to the Use
of Skylights in Fire resistance Rated Roof Construction
Question: Is it the intent of the Code to allow the use of unrated skylights in roof construction that is
required to have a fire resistance rating under the provisions of item 12 of table 401, by virtue
of the type of construction and height from the floor to the lowest structural member ?
Answer: Yes. The intent of the fire resistance rating requirements of table 401 are (in protected
construction) to offer a degree of protection to the structural members of the roof system in
order to prevent premature structural collapse of the roof.
For a particular type of construction, the degree of fire resistance required by table 401 to be
provided for the roof construction is consistent with the protection required for the remainder
of the structural elements of the building. Damage caused to a skylight during a fire event will
not promote premature structural collapse of a rated roof system.
Question: Is it the intent of the code to allow a roof assembly, which is required to be rated under table
401 (item 12), to be constructed wholly of non rated skylights.
Answer: Yes. Provided that the following conditions exist:
a. the structural members of the roof system are protected in accordance with the
requirements of table 401;
b. the subject building does not require the roof to be rated under the provisions of section
906.5. If the roof system is required to be rated due to vertical protection issues of section
906.5, unrated skylights are prohibited from being located within fifteen feet of the adjacent
building.
Question: Are opening protectees required, in accordance with Section 906.5, for exterior wall openings
which are located less than fifteen feet vertically above the roof of an adjacent lower building,
if the adjacent lower building has a roof assembly fire resistance rating of one hour or greater
and the roof assembly contains unrated glass skylights ?
Answer: Yes. Section 906.5 requires opening protectives for exterior wall openings in an adjacent
higher building if the openings are located less than fifteen feet vertically above the lower roof
and the adjacent buildings are separated horizontally by a distance less than fifteen feet, unless,
the roof construction of the lower roof has a fire resistance rating of one hour or greater. Fire
in the lower building may be a source of exposure to openings in an adjacent higher building
if the fire were to breech the roof construction. If the roof of the lower building has a fire
resistance rating which affords the degree of safety against collapse of the roof, the potential
for spread of fire to the adjacent (and taller) building would exist if fire penetrated the skylights
and if the skylights were located within fifteen feet vertically and fifteen feet horizontally of
the skylight. Section 906.5 does not require exterior wall opening protectives, even if the
lower adjacent roof assembly is unrated provided that the buildings are separated horizontally
by a fire separation distance of over fifteen feet.
Therefore skylights would be permitted in rated roof construction of the lower roof without the
need for exterior wall opening protectives if either the buildings were separated horizontally
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fifteen feet greater, if the skylights were a distance of fifteen feet or more from the adjacent
exterior wall, or if the adjacent exterior wall openings were greater than fifteen feet above the
lower roof level.
Official Interpretation No. 31-93
DATE: April 13,1993
SUBJECT: of Section 1133 and Section 201.0 Definitions fownerl of the Fifth Edition of the State
Building Code as it relates to the definition of owner.
Question 1:
Answer 1:
If a contractor is hired by an owner, is the contractor considered an agent under the
definition of owner (Section 201.0) ?
Yes
Question 2: What information would be necessary to qualify that the contractor was an agent ?
Answer 2: The contractor would need to produce (1) a letter stating that he/she has been granted the
authority to act as an agent or (2) a copy of a written contract signed by the owner and the
contractor as specified.
Question 3: Can a city or town refuse to issue a permit to a contractor with (1) a letter stating that they
may act as an agent or (2) with a signed contract between the two parties to remodel or
construct a structure simply because he/she is not the owner of the structure or property ?
Answer 3: No. The definition of owner (Section 201.0 owner) states " Every person who alone or
jointly or severally with others
(b) has care, charge or control of any building or structure in any capacity ". The
contractor is considered to have control, care or charge of the building during the time of
construction as ling as the contractor has a letter stating that he/she is authorized to take out
a permit ( act as an agent of the owner) or the contractor has a signed contract with the
owner.
Official Interpretation No. 32-93
DATE: May 14, 1993
SUBJECT: of Section 827.1 of the Fifth Edition of the Massachusetts State Building Code as it relates
to when guardrails are required.
Question I: Is the 30 inch elevation intended to be the limit above which guardrails are required to be
installed in accordance with Section 827.1 ?
Answer 1: Yes. It is generally established in the BOCA National Building Code (1987) that when the
height difference between the walking surface and the adjacent lower walking surface or
grade is 30 inches or greater, guardrails are required to be provided.
Question 2: Is the 30 inch difference in elevation intended to be the point at which guardrails are required
for ramps in addition to stairs or walking surfaces ?
Answer: No. Ramps are required to be provided with guardrails (if the ramp has an open side)
irrespective of the difference in elevation between the ramp and the adjacent walking
surface.
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Official Interpretation No. 33-93
DATE: May 14, 1993
SUBJECT: Section 1 14 3 of the Fifth Edition of the Massachusetts State Building Code as it relates
building permit extensions
Question: May a building official, if work has not begun as required under a building permit, within
the six month period after the issuance of such permit, issue an extension of time for a period
of more than six months.
Answer: No. Section 1 14.3 states that the building permit shall be considered abandoned unless the
work authorized by it shall have commenced within six months after its issuance. Section
1 14.3 permits the building commissioner or inspector of buildings, for cause, to grant one
or more extensions of time, for periods not exceeding six months, {emphasis added}.
Building permit extensions may be granted for periods of greater than six months by
variance from a local or State Building Code Appeals Board pursuant to sections 126 of the
Building Code.
Official Interpretation No. 34-93
DATE: September 28, 1993
SUBJECT: Requirements of the Fifth Edition of the Massachusetts State Building Code for "Permanent
Foundations". "Frost-Protected Foundations" and the Building Inspector's Responsibilities
Under "Doubtful U-.e Classification"
Question 1: Do Sections 1205.1 or 3402.3.4 of the Massachusetts State Building Code (the Code)
mandate that all buildings and structures that are constructed, be placed on "permanent",
frost-protected foundation systems?
Answer 1: No. Neither Section 1205. 1, nor 3402.3.4 mandate permanent supports for all buildings and
structures, but rather state that where permanent supports exist, they shall be frost-protected
in a certain way (in order for supports to be considered "permanent", they must satisfy the
requirements of either Section 1205.1 or 3402.3.4 of the Code).
Question 2: Does the State Building Code allow for other than frost-protected foundation systems or
permanent foundation systems for new construction building and structures?
Answer 2: Yes.
(The issue of when such non-permanent foundation systems should be allowed, often arises
when the Building Official is confronted with a "Doubtful Use" or "Utility Use" building -
typically, storage sheds, carports, landscape type structures such as detached gazebos, etc.).
Question 3: As the Code does allow for other than frost-protected or permanent foundation systems in
buildings and structures, what Code guidance is provided to assess whether or not frost-
protected/permanent foundation systems are required for new construction buildings and
structures?
Answer 3: Article 3 of the Code, Sections 301 through 313, address USE classification, and review of
same will lead the reader to Sections 311.1 and 312.1 of the Code.
Section 311.1, in part, states: "Buildings and structures of an accessory character and
miscellaneous structures not classified in any specific use group shall be constructed,
equipped and maintained to meet the requirements of this code commensurate with the fire
and life hazard incidental to their use. Utility and miscellaneous uses shall include... carports,
sheds and agricultural buildings." (note underlining emphasis added).
Section 312.1, in part, states: "When a building or structure is proposed for a use not
specifically provided for in this code, or the classification of which is doubtful, such building
or structure siiall be included in the use group which it most nearly resembles in respect to
the existing or proposed life and fire hazard, and it shall be so classified by the building
official." (note underlining emphasis added).
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Review of these. Article 3 subsections, reveals that use classification, under utility or
doubtful use, allows - in fact, mandates - that the Building Official make a judgement call
and that the classification of use be commensurate with the fire and life hazard incidental to
the use of the structure. On this basis, if, in the judgement of the Building Official (which
is required to be made under Section 312.1), a utility type structure, such as a shed, would
have a low fire and life hazard, the Building Official could allow a non-frost-protected, non-
permanent foundation system.
Official Interpretation No. 35-94
DATE: April 12, 1994
SUBJECT: Referenced Standards adopted as listed in Appendix A.
Question: Some of the reference standards, as listed in Appendix A, give the local authority having
jurisdiction the power to amend or vary the requirements of certain provisions contained
within the standard. Does this mean that a building official may, (or the fire official, when
reviewing plans pursuant to article 10) when requested, or on his or her own initiative, waive
or vary said requirements.
Answer: No. The Board adopts the technical content of the reference standards, as written, but retains
jurisdiction to adjudicate all variance requests pursuant to M.G.L. c. 143, § 100. The
variance must be pursued through the appeals process pursuant to Section 126 of the
Building Code and must be heard at the State level or by local or regional Building Code
Appeals Board if local or regional boards exist within your jurisdiction.
Official Interpretation No. 36-94
DATE: April 12, 1994
SUBJECT: Design of Connections in Structural Steel Braced Frames
1113.5 72
Sections 1113 5 2 2(a) and
Question: What design force should be considered for the members of a braced frame constructed of
structural steel 9
Answer: The connection of members in a structural steel braced frame shall be designed for not less
than the lesser of the following forces;
a. 1 .25 (one point twenty five) times the force determined in accordance with Section
1113.4.1, without the allowable Vfe (one third) stress increase or;
b. The full axial capacity of the member, based on 0.6 (zero point six) Fy multiplied by the
member gross cross sectional area.
This is a minimum requirement and may be followed in lieu of Section 1 1 13.5.7.2.
DATE: April 12, 1994
SUBJECT: Formal Interpretation Number 36-94
The seismic advisory committee, at its meeting of April 7, 1994, voted to approve the attached formal
interpretation number 36-94 relating to the design of connections in structural steel frames. Vie
request for the interpretation was submitted by Weidlinger Associates, Inc. on December 6, 1993.
Advisory Ruling No. 1-94
DATE: April 14, 1994
SUBJECT: Section 1 19.1 of the Fifth Edition of the Massachusetts State Building Code as it relates to
the Issuance of the Certificate of Occupancy
Question:
If a conflict occurs between a building official and other local agencies as to whether or not
a certificate of use and occupancy (c/o) is to issue for a building or structure, what action
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should the building official take pursuant to Section 119.1 of the Fifth Edition of the
Massachusetts State Building Code?
Answer: The building official has the authority to issue a c/o pursuant to Section 1 19.1. If a conflict
is created with other local agencies as a result of the issuance of the c/o, the aggrieved
party/parties may, in accordance with M.G.L. c. 143, §100, appeal to the State Building Code
Appeals Board Any person aggrieved by a decision of the State Building Code Appeals
Board may appeal to a court of law or equity in conformance with M.G.L. C.30A §14.
Official Interpretation No. 38-94
DATE: August, 16, 1994
SUBJECT: Use of a Registered Professional Engineers Seal as Required under Section s 1 13.5.2 and
127
Discussion: Section 1 13.5 2 requires the seal of a qualified registered professional engineer or architect
be contained on all plans and specifications for buildings and structures containing over
35,000 cubic feet of enclosed space. Additionally section 127.2.1 requires that all plans
computations and specifications involving new construction, alterations repairs, expansions
or additions shall be prepared by a registered professional architect or engineer and
shall bear his signature and seal
The Board of Registration of Professional Engineers and Land Surveyors (the Board of
Registration) is the Board having statutory authority to register professional engineers in the
Commonwealth of Massachusetts. The Board of Registration registers engineers by
discipline, perhaps the those most related to the construction of buildings and structures
being civil, mechanical, HVAC, structural, sanitary, electrical and fire protection.
Question I: Consider the situation where a set of plans and specifications are filed with the building
official at the permit application stage for an automatic fire suppression (sprinkler) system.
The plans and specifications bear the seal and signature of a Massachusetts Registered
Professional Structural (or any other discipline) Engineer. Do the plans, as filed comply
with section 1113.5.2 and 127.2.1 ? Additionally, is it required that the discipline of the
engineer to be shown on the plans ?
Answer 1: The plans and specifications may be sealed by an engineer of any discipline with the
following conditions;.
The Board of Registration's regulations 250 CMR are the rules and regulations relating to
the practice of engineering and land surveying.
The Board of Registration initially registers an engineer in one branch of engineering only,
following a determination that the engineer has been found competent by education,
experience and specific examination passed by the registrant. The branch of engineering in
which the engineer is registered shall either be included as part of the seal, or shall be
handwritten above the registrant's signature (250 CMR 3.05(2).
The Board of Registration's regulations 250 CMR 3.05(7) requires the engineer to limit
professional practice to areas of professional competence as demonstrated to and approved
by (emphasis added} the Board of Registration.
The Board of Registration does not limit the engineer to the discipline in which he/she is
registered but allows the registrant to practice in branches of engineering outside that
indicated on his/her seal provided that he he/she has demonstrated competence to the Board
of Registration. (250 CMR 3.05(6) A registrant who wishes to practice engineering in an
area of competence other than that in which registered may request a determination of
competence by submitting such evidence as may be required by the Board of Registration).
The Board of Registrations regulations mandate that the burden of proof of competence rests
with the registrant should a question be raised as to that competence. The Board of
Registration is the only authority empowered to determine competency and will do so if
requested by the registrant or any person or entity. The entity could be a city or town and
an individual could be the building official acting in his official capacity or acting as a
private citizen.
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Question 2: Under the requirements of construction control (section 127), does the building official (or
the fire official when reviewing plans pursuant to Article 10) have to accept the seal of any
Massachusetts registered professional engineer even if the discipline noted on said seal is
not the discipline associated with the reports, design, plans or specifications under the
building permit review ?
Answer 2: No, the building official (or the fire official when reviewing plans pursuant to Article 10)
does not have to accept the seal. In the case where the seal is a different discipline than the
work contained in the report, design, plans or specifications, or where the reviewing official
believes there is a question of competency, the building official, may require that the
registered professional engineer demonstrate competence, in accordance with the Board of
Registration's regulations (250 CMR 3.05(6) or (7)). When the registrant's competency is
questioned, it is incumbent upon the registrant to apply to the Board of Registration for a
determination of competency. It is not the responsibility of the building (or fire) official to
make a determination relative to competency, but it is perfectly permissible for a building
(or fire) official to request that the registrant prove
Official Interpretation No. 39-94
DATE: July 12, 1994
SUBJECT:
The Impact on the State Building Code Due to the May 17. 1994 Emergency Updating of
Reference Standards in Appendix A fNFiPA Reference Standards')
Question J: At its May 17, 1994 Public Hearing, the Board, via emergency adoption, updated numerous
NFiPA reference standards in Appendix A of the Code - did the Board, by this action, intend
to cause substantive changes to the explicit regulatory requirements of the Code proper?
Answer J: No. The Board was simply updating Appendix A reference standards to reflect currently
available NFiPA reference standards; there was no intention to change explicit requirements
of the Code proper.
Question 2: As NFiPA 72-1993, the "NATIONAL FIRE ALARM CODE" is one of the reference
standards that was updated at the May 17, 1994 Public hearing and as Section 2-2.1.1.1 of
NFiPA 72-93 requires that in new residential construction, there be smoke detectors installed
in each sleeping room, would this requirement supersede smoke detector requirements
historically mandated by the Code?
Answer 2: No. As indicated in the response to the first question, above, there was no intention on the
part of the Board to cause substantive changes to the explicit requirements of the Code when
Appendix A reference standards were updated in May of 1994.
Also, Section 101.4 of Article 1 of the Code states that: "Where differences occur between
provisions of this Code and referenced standards, the provisions of this Code shall apply."
In the case of smoke detector requirements for residential occupancies. Section 1018 of the
Code is explicitly prescriptive relative to the required location for smoke detectors and
therefore supersedes the installation requirements of NFiPA 72-93.
Official Interpretation No. 41-94
DATE: August 15, 1994
SUBJECT: Section 109. 1.1.1 - The Use of Municipal Construction Supervisor Licenses in
Municipalities Where Such Licensing was Established Prior to January 1. 1975
Background'Discussion:
Section 109.1.1.1 does not prohibit a municipality from requiring a license for individuals
engaged in directly supervising persons engaged in construction, reconstruction,
alteration. ..in those categories of buildings and structures for which the BBRS is not
requiring a license.
Section 109 1.1.1 goes on to say; provided that those municipalities which have established
licensing requirements for construction supervisors prior to January 1, 1975 may maintain
their existing licensing requirements.
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As a result of a Building Code Appeal, a BBRS Appeals Board, on March 18, 1992,
unanimously agreed that no municipality can implement building licensing regulations that
conflict with those promulgated by the Commonwealth. The City of Boston was ordered: (1)
"to immediately issue appropriate building permits to the appellants, provided such work
falls within the scope of their State Construction Supervisor's Licenses"; (2) "to immediately
cease the illegal activity of denying building permits to holders of valid State Construction
Supervisor's Licenses, provided such work falls within the scope of such State Construction
Supervisor's Licenses"; and (3) to immediately cease the illegal activity of issuing building
permits to holders of Boston Builders Licenses, but who do not hold a valid State
Construction Supervisor's License, where such work falls within the scope of the State
Construction Supervisor's License program."
Question: Considering the current practice of many Building Departments requiring a State
Construction Supervisor's License (CSL) or a Municipal Construction License (of that
Municipality, only) and where such Municipal License was established prior to January 1,
1975, is the Board, via the Board of Appeal ruling of March 18, 1992, ruling that all building
permits awarded to holders of such Municipal Licenses are invalid and illegal?
Also, is it the Board's intent to propose a Code Change to Section 109.1.1.1 eliminating
Construction Licensing by Municipalities when such Municipal Licensing was established
prior to January 1, 1975?
Answer: The Board decision of March 18, 1992 was tied to the City of Boston refusing to issue
building permits to holders of State CSL's and was based on the language of St. 1972, c. 802,
§ 75, which states "All by-laws and ordinances of cities and towns in conflict with the state
building code shall cease to be effective on January 1, 1975."
The Board is charged with promulgating a single uniform building code for the
Commonwealth and Section 109.1.1.1 of the Code is an explicit portion of said Code and
may be formally interpreted by the Board. To this end, it is the Board's position that Section
109. 1.1.1, for Municipalities that had appropriate construction supervisor licensing programs
in effect prior to January 1, 1975, such Municipalities may maintain their existing practices
of accepting either their local Municipal construction supervisor license or the State CSL -
Note that a building permit may not be denied to holders of valid State CSLs (provided such
work falls within the scope of the State CSL) even though such holders of the State CSL do
not have the Municipal construction supervisor's license, also note that the holder of a local
Municipal construction supervisor license may not utilize that license in another
Municipality but must possess the State CSL when performing building permittable work
within the scope of the State CSL in a community without a valid, local Municipal
construction supervisor license program.
Official Interpretation No. 42-94
DATE: September 13, 1994
SUBJECT: Section 1011.2- Acceptable Discharge Testing of Wet Chemical Range Hood Extinguishing
Systems
Background/Discussion:
Section 1011.2, "TESTS", in part, states that: "a completed system shall be tested by a
discharge of wet chemical in sufficient amounts to verify that the system is properly installed
and functional."
In reality, that portion of the sprinkler installation industry installing specialized commercial
kitchen suppression tests the various pre-engineered wet chemical systems, not by
discharging wet chemical, but rather by utilizing pressurized gas - this industry approach
allows for determination that piping to spray nozzle integrity exists and that nozzles are not
blocked, but does not create a clean-up problem nor does such testing wet up the internals
of the piping /nozzle system.
NfiPA 17A, "STANDARD ON WET CHEMICAL EXTINGUISHING SYSTEMS"
and which is referenced in Section 1011 defines pre-engineered wet chemical extinguishing
systems as those having predetermined flow rates, nozzle pressures, and quantities of liquid
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agent. Such systems may have specific pipe sizes, maximum and minimum pipe lengths,
flexible hose specifications, number of fittings, and number and types of nozzles prescribed
by a testing laboratory. The hazards protected by these pre-engineered systems are
specifically limited as to type and size by a testing laboratory. Limitations on hazards that
can be protected and piping and nozzle configurations are contained in the manufacturer's
listed installation and maintenance manual which is part of the listing.
Question:
Answer:
NfiPA 17A also notes that where required by the authority having jurisdiction, the approval
tests shall include a discharge of wet chemical (such a test is not mandated, however, by
NFiPA 17 A) - the Standard further notes that the method of verification shall be acceptable
to the authority having jurisdiction.
Discussions with a major manufacturer of pre-engineered wet chemical range hood
extinguishing systems indicates that since the basic system is a pre-engineered listed
product, acceptance testing of the entire wet chemical/piping/nozzle system need only
consist of ensuring piping integrity and further ensuring that the installed nozzles are not
blocked and a full, wet chemical discharge for acceptance testing of a pre-engineered system
is not necessary and a simplified gas discharge test would suffice.
For pre-engineered wet chemical range hood extinguishing systems as discussed in Section
1011 of the Code, is it acceptable to substitute a pressurized gas discharge test for the full
wet chemical discharge test as required by Section 101 1.2?
YES, for pre-engineered systems, since such systems are tested, listed systems, it is
sufficient for acceptance testing that a simple gas discharge test that ensures down stream
piping integrity and further ensures that spray nozzles are not blocked, would be an
acceptable test approach since the intent of the Code is to ensure that the installed range
hood extinguishing system is functioning.
Note that it would also be acceptable to test in accordance with the pre-engineered system
manufacturer's recommendations.
Official Interpretation No. 43-95
DATE: May 9, 1995
SUBJECT: Section 600 3 - Impact of Section 600.3 on Egress Requirements of Sections 63
638
636 and
Background Discussion:
Section 600.3 is language excerpted directly from the 1987 BOCA National Building Code
and directly adopted into the Fifth Edition of the Massachusetts State Building Code - it's
noted that the requirements of Section 600.3 of the 1987 BOCA National Building Code
were dropped in the 1990 version of the BOCA National Building Code and additionally,
such requirements are also absent in the latest, 1993 BOCA National Building Code.
In the current Massachusetts State Building Code, Section 600.3 , "MEANS OF EGRESS"
states: "The means of egress for buildings of special uses and occupancies shall conform to
the requirements of Article 8, except as is modified by more restrictive provisions of this
article for specific uses."
This language is sufficiently broad so that one current interpretation of this Section is to
require in Section 631, 636 and 638 residences EXIT SIGNS and LIGHTS in accordance
with Section 823 of Article 8 and MEANS OF EGRESS LIGHTING in accordance with
Section 824 of the Code.
Section 631, "GROUP RESIDENCE"; Section 636, "LIMITED GROUP RESIDENCE",
and Section 638, "GROUP DWELLING UNITS" are sections of the Code that were
developed on a consensus basis in conjunction with DMR/DMH/OFC** input and the
specific requirements contained within these sections are intended to stand alone as express
life-safety requirements for these special uses .
The adoption of Section 600.3 of the 1987 BOCA National Building Code was nol intended
to impose additional signage and lighting requirements in these dwelling units although
should certain of these dwelling units be located, for example, in an R-2 USE apartment
building, the common egress areas of the apartment building would be required by Code to
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possess exit signage and lighting appropriate to the building but exit signage and/or lighting
for the dwelling unit proper and not expressly required by Section 63 1 or 636 or 638 would
not be required in the dwelling unit.
** Department of Mental Retardation (DMR); Department of Mental Health (DMH);
Office for Children (OFC)
Question: Does Section 600.3, "MEANS OF EGRESS" of the Code require that the requirements of
Section 823, "EXIT SIGNS AND LIGHTS" and/or Section 824, "MEANS OF EGRESS
LIGHTING" automatically be imposed on dwelling units falling under Sections 631, 636
and 638 respectively?
Answer: No. Numerous dwelling units with respect to Sections 63 1, 636 or 638 are found in one- or
two-family buildings of R-4 or R-3 USE and it is not the intention of the Code to require exit
signage or means of egress lighting in such dwelling units unless expressly required by the
special Section. For example, the specific requirements of Section 636.3.3.10 requires
MEANS OF EGRESS LIGHTING in accordance with Section 824, but nowhere in Section
636 is there a requirement for EXIT SIGNS and EXIT LIGHTS.
Residences licensed under Sections 631, 636 and 638 are defined as RESIDENTIAL USES
and are noj classified as INSTITUTIONAL USE; therefore only the Iighting/signage
requirements of 63 1, 636 and 638 proper are to be imposed on the dwelling units of these
residences - note the deliberate term "dwelling unit" as opposed to the term "building". A
Section 638 "GROUP DWELLING UNIT" , for example, could be found in an R-2 USE
apartment building, and by Code, the common egress areas of the R-2 building would
require exit signage, lights and means of egress lighting, but the Section 638 dwelling unit
proper would not require such signage and lighting unless expressly required by Section 638
and /or other sections of Code expressly referenced in Section 638.
Official Interpretation No. 44-95
DATE: lune 13, 1995
SUBJECT: Use Group Classification - Warehouse-Mercantile Buildings and Structures.
Discussion: Recent trends in retail marketing and sales have seen an upsurge in the numbers of the
"warehouse-mercantile" type stores. These kinds of facilities utilize bulk storage on the
actual sales floor area in racks. Commodities stored and sold range from hardware and
household items through floorcoverings, cabinetry, lumber paint, adhesives and other
building materials, flammables, aerosols, pool chemicals and fertilizers. The building
typically functions as both a warehouse and a retail establishment, and the amounts of each
type of product stored is typically orders of magnitude greater than a typical mercantile
establishment. Furthermore, there is usually no dedicated storage area separate from gross
sales area. Aisles are used for staging product prior to storage in the high rack storage
system, in addition to merchandizing. Typically, mercantile stores which utilize separated
storage and sales areas are designed as mixed use buildings, and conform to the separated
or non separated requirements of the code. The increasingly popular trend of the warehouse-
mercantile occupancies has raised a question as to which use group is most appropriate for
such occupancies. Depending upon the amounts and types of product stored, it is possible
that the building could consist of a variety of uses such as; Mercantile (M), Low Hazard
Storage (S-2), Moderate Hazard Storage (S-J) and High Hazard (H) and/or other uses.
Question: Since the State Building Code does not specifically address warehouse retail (retail
warehouse) type occupancies or use groups (occupancies consisting of open type floor plan
utilizing rack storage type structures consisting of any combination of horizontal, vertical
or diagonal members that support stored material or displayed material generally exceeding
12 feet in height), is it the intent of the code to classify such uses as Mercantile, Use Group
M, based on the stock of goods for sale and accessibility to the public?
Answer: No. Due to the life and fire hazard as noted in Section 312, Doubtful Use Classification, this
type of occupancy should be classified Doubtful Use Group until sufficient information is
provided to the satisfaction of the Building Official in order that the Building Official can
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APPENDIX B
determine the appropriate use (or uses) which it most resembles in terms of life and fire
hazard in accordance with section 3 12.
Regardless of the Use Group classifications determined by the Building Official, it is the
responsibility of the permit applicant in accordance with section 1 1 3 {Application for
Permit), to provide sufficient information to show the nature and character of the work. As
part of this section, the Building Official shall forward the available information to the Head
of the Fire Department for review and approval of the applicable sections of Article 6,
Special Use and Occupancy Requirements and Article 10, Fire Protection Systems.
As addressed in Article 10, Section 1001.2, the information presented must be "... of
sufficient detail to evaluate the hazard and the effectiveness of the system. The details of the
hazards shall include materials involved, the location and arrangement, and the exposure to
the hazard."
To properly address the particular issues and acquire the required information for such a
review as identified in Section 1001.2, any plans, documents and reports which are
submitted to the Building Official in accordance with sections 113 and 127 must bear the
seal of a qualified professional engineer or architect when required by the building code or
statute. Since Section 1001.2 addresses special fire protection features, it shall be noted that
the Building Official and the Head of the Fire Department should refer to the official
interpretation No. 38-94 Relating to the Use of Registered Professional Engineers Seal as
required under Section 1 13.5.2 and 127, to determine whether the information submitted is
sufficient and properly documented and sealed by engineers qualified in fire protection
concerns, (see Official Interpretation No. 38-94)
Unless the necessary information and documentation is properly submitted in sufficient
detail per Section 1001.2, the Head of the Fire Department will not be capable of proper
evaluation and analysis of the hazards and exposures to property and life and any associated
fire and life safety systems provided and therefore can not approve the plans. In order for the
Head of the Fire Department to approve plans and specifications per Section 1 13. 5( Plans
and Specifications).
Sufficient details and supporting documentation should be included to address, as a
minimum, the following;
Material storage/display arrangement
Segregation/separation of incompatible/hazardous materials
Emergency evacuation plans (number and location of exits)
Warehousing operations (open and closed)
Employee training and drills
Management participation (housekeeping)
Fire initiation and development
Spread of smoke and toxic products
Smoke exhaust venting
Fire Suppression Systems
Standpipe systems (21'2" vs. I"2 outlets)
Requirements for rack sprinklers (NFiPA 23 1C)
Adequacy of water supplies
Egress relative to rack aisles (blockage/obstructions)
Occupant evacuation time
Fire alarm systems (automatic and manual)
Fire Department notification (master box/central station service)
Occupant notification
Fire Department site and building entry access
Seasonal changes in merchandising (introduction of additional flammable and
hazardous material)
Access to floor/merchandising plan (periodic review)
Review of other agency requirements (CMR 527, Fire Prevention Regulations)
Review of other nationally recognized engineering standards relative to fire hazards
and life safety
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If sufficient client information is not provided to the Head of the Fire Department as
identified above, then the Building Official shall classify the building as Doubtful Use Group
per Section 3 12, Doubtful Use Classification, and the structure shall be included in the use
group it most nearly resembles, (such as a Use Group H, High Hazard Uses, Section 306 or
as described in Section 308, Mercantile Uses, Use Group M, or as the Building Official so
deems until adequate information is provided as per Section 1001.2, to determine otherwise.
If sufficient information is submitted in detail satisfactory to the Building Official and the
Head of the Fire Department to achieve the desired level of life safety and fire hazard
protection, then the building could be classified Use Group M or other as determined by the
Building Official in cooperation with the Head of the Fire Department.
Official Interpretation No. 45-96
DATE: June 27, 1996
SUBJECT: Impacts of M.G.L. c. 148, §§ 26G, 26H and 261
At a regular meeting of the Board of Building Regulations and Standards held on Thursday 27, June
1996, the Board approved the following interpretation of the application of M.G.L. c. 148, § 26G, 26H
and 261 as they impact the building permit process.
Discussion: M.G.L. c. 148, §§ 26G, 26H and 261 are "local option statutes". These are state laws which
are not applicable in a municipality until a municipality elects to adopt them, at which time
they become law in that municipality. The statutes are "Fire Safety Statutes", and require
the installation of automatic sprinkler systems in specific buildings identified in the statutes.
Once adopted, they are enforced by the Head of the Local Fire Department (the Fire Chief).
In summary, the statutes require the following
Statute fivf.G.L.)(a)
Requirements
Appeal Provision
c. 148, §260™
Automatic Sprinkler System in:
1) New buildings over 7,500 sf
2) Additions to existing buildings
(addition only) over 7,500 sf
3) Major alterations to existing
buildings over 7,500 sf
Automatic Sprinkler
Appeals Board
c. 148, § 26H
Automatic Sprinkler System in lodging
and boarding houses
Automatic Sprinkler
Appeals Board
c. 148, § 261
Sprinkler system installation in;
1) New multiple family dwellings
containing four or more dwelling
units.
2) Substantially rehabilitated buildings
in multi family dwellings containing
four or more dwelling units.
State Fire Marshal
Notes:
(a) Refer to statute for exact wording
(b) Residential uses exempted
In some municipalities, the adoption of these statutes has created an apparent regulatory
conflict and has, in extreme cases resulted in omission of sprinkler systems at the outset of
construction resulting in lawsuits and court judgments requiring the installation of the
sprinkler systems after occupancy. Needless to say, such cases have proved to be extremely
costly.
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APPENDIX B
Question: How do these particular statutes affect the responsibilities of the Building Official in the
enforcement of the State Building Code'' In particular, what action does the Building
Official take at the building permit application stage9
Answer: In accordance with the provisions of M.G.L. c. 1 43, § 3, the Building Official is empowered
to enforce the provisions of the State Building Code and the Architectural Access Board
Regulations (521 CMR). The Fire Chief is empowered to enforce the provisions of M.G.L.
c. 148, §§ 26G. 26Hcmd26I.
The statutes link the requirement to install the automatic sprinkler to the building code by
requiring the installation to be "....in accordance with the provisions of the state building
code" . This language shall be properly interpreted as "...An accordance with standards
referenced for the installation of an automatic sprinkler system", e.g. NFiPA 13, 13R or
13D, etc. Such interpretation would also extend to the permitting requirements of Article 1.
The Building Official's approach in municipalities which have adopted said statutes shall
be.
The Building Official should become generally aware of the requirements of M.G.L. c. 148,
§§26G.26Hand26I.
If a building permit application is made which may trigger the enforcement of the statutes,
the determination is (by law) made by the Fire Chief It is clear in the subject statutes that
the Fire Chief is the sole authority to determine whether or not a particular construction
activity is subject to said statutes and the municipality and its agents, including the Building
Official are bound by this determination. The permit applicant is provided avenues of
administrative appeal from the Fire Chiefs determination, by way of the State Fire Marshal
or the Automatic Sprinkler Appeals Board. Once a determination has been made by the Fire
Chief that the statute is applicable, the Building Official must ensure, at the building permit
application stage, that provision has been made for the design and installation of the
automatic sprinkler system. If plans submitted at the building permit application stage do
not include the sprinkler system, the application shall be denied based on non compliance
with Section 113 of the Massachusetts State Building Code, i.e. incomplete plans and/or
application materials.
If an appeal is taken, the Building Official, pending the outcome of the appeal, may issue a
permit in part and shall, in writing, concurrently notify the Fire Chief and the permit
applicant. Said notification must clearly identify the limits placed on the construction.
In communities which have adopted the provisions of M.G.L. c. 148, § 26H, a certificate of
inspection, as required by Table 108 for a lodging or boarding house, shall not be issued if
an automatic sprinkler system has not been installed within the time provided for by said
statute, providing that the Building Official has been notified by the Fire Chief of the date
of the adoption of said statute. If an appeal is pending a temporary certificate of inspection
may be issued and renewed, each for periods not exceeding 30 days, pending the outcome
of the appeal.
This interpretation is made to foster cooperation between building and fire officials in this
particular area of law which has caused some confusion in the past.
Official Interpretation No. 46-96
DATE: June 27, 1996
SUBJECT: Handrails and Guardrails in One and Two Family Dwellings
Section 3401 . 1 1 of the Fifth Edition of the State Building Code
At a regular meeting of the Board of Building Regulations and Standards held on Thursday 27, June 1996,
the Board approved the following interpretation of the application of Section 3401. 1 1 of the Fifth Edition
of the Stale Building Code.
Section 3401 1 1 states that ". . . Handrails having [a] minimum and maximum height of
thirty (30) inches and thirty-four (34) inches, respectively, measured vertically from the
nosing of the treads shall be provided on at least one (1) side of stairways of three (3) or
more risers. Open sides of all stairs shall be similarly protected by guards. . .
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Question 1: Is it the intent of Section 3401.1 1 to require both handrails and guardrails set at different
heights on the open sides of stairs in a one or two family dwelling?
Answer 1: No. It is the opinion of the Board that the word similarly refers to the handrail description,
which means that the open side of the stair must be protected with a guardrail that also acts
as a handrail. It is not necessary to provide a guardrail set at 36 inches in height with a
handrail set between 30 and 34 inches.
Question 2: At what height should the guardrail be set?
Answer 2: The guardrail may be set between 30 and 34 inches in height measured vertically from the
nosing of the tread. If a handrail is provided on the opposite side of the stair, it shall be set
at the same height..
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APPENDIX C
RECOMMENDED FASTENING SCHEDULE
Building element
Nail size and type
Number and location
Stud to sole plate
8d common
1 6d common
4 toe-nail or 2 direct-nail
Stud to cap plate
16d common
2 toe-nail or 2 direct-nail
Double studs
1 Od common
1 2" o.c. direct
Corner studs
16d common
24" o.c. direct
Sole plate to joist or blocking
1 6d common
16" o.c.
Double cap plate
lOd common
1 6" o.c. direct
Cap plate laps
lOd common
2 direct-nail
Ribbon strip, 6" or less
1 Od common
2 each direct bearing
Ribbon strip, 6" or more
lOd common
3 each direct bearing
Roof rafter to plate
8d common
3 toe-nail
Roof rafter to ridge
1 6d common
2 toe-nail or direct nail
Jack rafter to hip
1 Od common
1 6d common
3 toe-nail or 2 direct-nail
Floor joists to studs
(No ceiling joists)
1 Od common
1 Od common
5 direct or 3 direct
Floor joists to studs
(With ceiling joists)
1 Od common
2 direct
Floor joists to sill or girder
3d common
3 toe-nail
Ledger strip
16d common
3 each direct
Ceiling joists to plate
1 6d common
3 toe-nail
Ceiling joists (laps over partition)
lOd common
3 direct-nail
Ceiling joists (parallel to rafter)
I Od common
3 direct
Collar beam
1 Od common
3 direct
Bridging to joists
8d common
2 each direct end
Diagonal brace (to stud & plate)
8d common
2 each direct bearing
Tail beams to headers
(When nailing permitted)
20d common
1 each end 4 sq. ft. floor area
Header beams to trimmers
20d common
1 each end 8 sq. ft. floor area
1" roof decking
(over 6" in width)
8d common
8d common
2 ea. direct rafter
3 each direct rafter
1 " subfloonng (6" or less)
8d common
2 each direct joist
1 " subfloonng (8" or more)
8d common
3 each direct joist
2" subfloonng
1 6d common
2 each direct joist
1 " wall sheathing (8" or less in width)
8d common
2 each direct stud
1 " wall sheathing (over 8" in width)
8d common
3 each direct stud
Plywood roof & wall sheathing
('/z" or less)
(%" or greater)
(5/16", %",or '/=")
6d common
8d common
1 6 gauge galvanized wire staples, %"
minimum crown; length of 1 " plus
plywood thickness
Same as immediately above
6" o.c. direct edges & 12" o.c intermediate
6" o.c. direct edges & 12" o.c. intermediate
4" o.c. edges & 8" o.c. intermediate
2'A" o.c. edges & 5" o.c. intermediate
Plywood subflooring:
CO
(%",%")
(1", 1V4")
('//)
6d common or 6d annular or spiral thread
8d common or 8d annular or spiral thread
lOd common or 8d ring shank or 8d
annular or spiral thread
1 6d galvanized wire staples
%" minimum crown. 1 %" length
6" o.c. direct edges & 10" o.c. intermediate
6" o.c. direct edges & 10" o.c. intermediate
6" o.c. direct edges & 6" o.c. intermediate
4" o.c. edges & 7" o.c. intermediate
2'/i" o.c. edge 4" o.c. intermediate
Built-up girders and beams
20d common
32" o.c. direct
Continuous header to stud
8d common
4 toe nail
Continuous header, two pieces
16d common
16" o.c. direct
'/;" liber board sheathing
114" galvanized roofing nail or 16 gauge
staple. 1 'A" long with min. crown of 7/16"
3" o.c. exterior edge 6" o.c intermediate
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Building element
Nail size and type
Number and location
25/32" fiber board sheathing
lJ/<" galvanized rooting nail or 8d common
nail or 1 6 gauge staple, 1 14" long with
nun. crown of 7/16"
3" o.c. exterior edge 6" ox. intermediate
Gypsum sheathing
12 gauge l3/«" large head corrosion-
resistant
4" o.c. on edge 8" o.c. intermediate
Particle board underlayment ('/«"-%")
6d annular threaded
6" o.c. direct edges 10" o.c. intermediate
Panicle board roof and wall sheathing
14" or less
6d common
6" o.c. direct edges 12" o.c. intermediate
%" or greater
8d common
6" o.c. direct edges 12" o.c. intermediate
Particle board subflooring
(%" or greater)
8d common
6" o.c. direct edges 12" o.c. intermediate
Shingles, wood"
No. 1 4 B&S Gage corrosion resistive
2 each bearing
Weather boarding
8d corrosion
2 each bearing
Note a: Shingle nails shall penetrate not less than 3/i" into nailing strips, sheathing or supporting construction except
as otherwise provided in 780 CMR 1225.4.4.
Table C-l
Maximum Spacing of Gypsum Wallboard Fasteners
(For nonfireresistance rated construction assemblies)
Thickness of
gypsum
wallboard
(inch)
Plane of
framing
surface
Long dimension of
gypsum wall-board
sheets in relation to
direction of framing
members
Maximum
spacing of
framing members
(ccnter-to-centcr
in inches)
Maximum spacing
of fasteners
(center-to- center
in inches)
Nails Screws
Nails to wood
!4
Horizontal
Horizontal
Vertical
Either direction
16
24
24
7 12
No. 13 gage, 1%"
long, 19/54" head
No. 098 gage, W."
long. Annular ringed
5d cooler nail
Perpendicular
7 12
Either direction
8 12
%
Horizontal
Horizontal
Vertical
Either direction
16
24
24
7 12
No. 13 gage, 1%"
long, 19/64" head
No .098 gage, 1%"
long, Annual ringed 6d
cooler nail
Perpendicular
7 12
Either direction
8 12
Fastening required with adhesive a
pplication
14
Horizontal
Either direction
16
16
16
As required for !4"
or
Perpendicular
24
12
16
and %" gypsum
%
Vertical
Either direction
24
wallboard, see
above
2 layers
Horizontal
Perpendicular
24
16
16
Base ply nailed as
each %"
required for 14"
(V«" total)
Vertical
Either direction
24
24
24
gypsum wallboard
and face ply placed
with adhesive
Notes to Table C-l:
Note a. Where the metal framing has a clinching design formed to receive the nails by two edges of metal, the nails
shall be not less than 5/a inch longer than the wallboard thickness, and shall have ringed shanks. Where the metal
framing has a nailing groove formed to receive the nails, the nails shall have barbed shanks or be 5d cooler nail (No.
13 14 gage, 1% inches long, 15/64 inch head) for 'A inch gypsum wallboard; 6d cooler (No. 13 gage, 17/b inches long,
15/64 head) for s/s-inch gypsum wallboard.
Note b. Two nails at 2 inches to 2'A inches apart may be used if the pairs are spaced 12 inches center-to-center except
around perimeters.
Note c. Screws shall be No. 6 with tapered head and long enough to penetrate into wood framing not less than 5/a inch
and metal framing not less than 'A inch
Note d. All nails shall meet ASTM C5 14 or Federal Specification FF-N- 1 05C.
Note e. For fireresistance rated construction, see the pertinent fire test information.
Notef. 1 inch = 25 4 mm.
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APPENDIX C
Table C-2
Allowable Shear for Wind or Seismic Forces in Pounds Per Foot
For Vertical Diaphragms of Lath and Plaster or Gypsum Board Frame Wall Assemblies
Type of material
Thickness of
Material
Wall
Construction
Nail spacing
maximum
(in inches)
Shear
value
Minimum nail size
Gypsum lath, plain or perforated
%" Lath and
V-i Plaster
Unblocked
5
100
No. 13 gage, lVs" long, 19/64" head,
plasterboard blued nail.
'A" x 2'x 8'
Unblocked
4
75
No. 1 1 gage, 1 '/<" long, 7/64" head,
Gypsum sheathing board
'/2"x4'
!4"x4'
Blocked
Unblocked
7
diamond point, galvanized.
7
175
100
5d Cooler nails
1/2"
Unblocked
4
Blocked
7
4
4
100
Gypsum Wallboard
125
OY Veneer base
5/8"
Blocked
Two ply
Base ply 9
Face ply 7
150
175
250
6d cooler nails
Base ply-6d cooler nails
Face plv-8d cooler nails
Note a. These vertical diaphragms shall not be used to resist loads imposed by masonry or concrete construction.
Values are for short time loading due to wind or earthquake and must be reduced 25% for normal loading
Note b. Applies to nailing at all studs, top and bottom plates and blocking.
Note c. Values shown are for gypsum board applied to one side only. The shear values may be doubled when identical
materials are applied to both sides of wall
Note d. 1 inch=25.4 mm.
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NON-TEXT PAGE
712 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
APPENDIX D
GUIDANCE FOR SELECTION OF FOUNDATION MATERIAL CLASSES
IN TABLE 1804.3
D-101.0 Purpose: The purpose of Appendix D is to
provide guidance for the selection of the material
class and consistency in place when using Table
1804.3.
D-102.0 Application: Appendix D is provided only
as a general guide to engineering judgment. All
available data should be evaluated and professional
engineering judgment exercised in selection of the
appropriate material classification for use with Table
1804.3 The references on soil and rock
classification and typical ranges of index properties
provided in this appendix should not be considered
to be code requirements.
D-103.0 Classification of Soil: Guidelines for
generally accepted engineering practice in the
description and classification of soils are provided in
ASTM D2488-84 Description and identification of
Soils (Visual-Manual Procedure) and ASTM D2487-
85 Classification of Soils for Engineering Purposes
D-104.0 Classification of Rock Guidelines for
generally accepted engineering practice in the
description and classification of rocks are provided
in Chapter 1 of Design Manual 7 1 - Soil Mechanics,
Naval Facilities Engineering Command, May 1982
(NAVFACDM-7 1)
D-105.0 Typical Index Properties: Typical ranges
of index properties for the Material Classes listed in
Table 1804.3 are provided in Table D-l
TABLE D-l
TYPICAL RANGE OF INDEX PROPERTIES
Material
Class
Description
Consistency
in Place
Rock Quality
Designation
(RQD%)
Unconfined
Compressive
Strength
(PSF)
Standard
Penetration
Resistance
(Blows/Foot)
la
lb
Massive bedrock - granite, diorite, gabbro.
nasalt, gneiss,
quartzite, well-cemented conglomerate
Hard rock, minor
lointing
Hard sound rock,
moderate jointing
>75
50 to 75
>8000
2
Folliated bedrock
Medium hard rock minor
lointing
>50
>8000
3
Sedimentary bedrock-cementation shale, silt-
stone, sandstone, limestone, dolomite,
conglomerate
Soft rock, moderate
jointing
>50
4
Weakly cemented sedimentary bedrock -
compaction shale or other similar rock in
sound condition
Very soft rock
<50
5
Weathered bedrock - any of the above except
shale
Very soft rock,
weathered and/or major
lointing and fracturing
<50
6
Slightly cemented sand and/or gravel, glacial
till (basal or lodgement), haropan
Very dense
>50
7
Gravel, widely graded sand and gravel, and
granular abiauon till
Very dense
Dense
Medium dense
Loose
Very loose
>50
41-50
16-40
8-15
<8
8
Sands and non-plastic silty sands with little
or no gravel (except for Class 9 materials
Dense
Medium dense
Loose
Verv loose
>30
11-30
6-10
<6
9
Fine sand, silty sand and non-plastic
inorganic silt
Dense
Medium dense
ioose
Very loose
>30
11-30
6-10
<6
10
Inorganic sandy or silty clay, clayey sand,
clayey slit, clay or varved clay low to high
plasticity
Hard
Stiff
Medium
Soft
>20
9-20
4-8
<4
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
713
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
ll 1 1 [Organic soils - peat organic silt, organic clav I - I I I ||
Notes to table D-l
Note 1: For discussion of ROD values see Deere, D.U., Rock Mechanics in Engineering Practice (Chapter 1). Stagg
and Zinkiewicz, Eds., 1968. John Wiley and Sons. Inc.
Note 2: For determination of Unconfined Compressive Strength see ASTM D2938.
Note 3:For determination of Standard Penetration Resistance N-value see ASTM D1586 The presence of large
particles (coarse gravel, cobbies, boulders) may cause N-values to be unrealistically high Such values should not be
used Also standard penetration resistance should not be used over depths less than five feet.
714 780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
APPENDIX E
PROCEDURE FOR ACCOUNTING FOR SERIES
AND PARALLEL HEAT FLOW PATHS
El: For envelope assemblies containing metal
framing: The Ui shall be determined by using one
of the following methods:
1. Results from laboratory or field test
measurements. One of the procedures specified in
780 CMR 3 10S.2 shall be used.
2. The thermal resistance of those roof and wall
assemblies listed in Tables E-l and E-2 shall be
.corrected using the following procedures:
The total resistance of the heat flow path (Rt)
is determined from the Equation E-l:
Rt = Rj - Re
Where:
R = 1/U
Rt = the total resistance of the envelope
assembly.
Ri for: i = 1 to n. is the resistance of the series
elements.
Re is the equivalent resistance of the element
containing the parallel path, and the value of
Re is:
Re = R value of insulation x Fc
(where Fc is the parallel path correction factor)
The Parallel Path correction Factors (Fc) may be
obtained from tests conducted using procedures
listing in 780 CMR 3 108.2. Parallel Path Correction
Factors for some envelope assemblies are listed in
Tables E-l and E-2.
Table E-l
ROOFS: PARALLEL PATH
CORRECTION FACTORS'
Table E-2
WALL SECTIONS WITH METAL STUDS:
PARALLEL PATH CORRECTION FACTORS
Bndeed
R-vIlue ° " 10 15 -° 25 30 40
45
50
tion 1.0 0.96 0.92 0.88 0.85 0.79 0.76 0.73
0.71
0.69
Factor
Size of
Gauge of
Spacing of
.Members
Stud
Framing
:n4
18- 16
16" ox.
2 \ 4
18- 16
24" o.c.
2x6
18- 16
16"o.c.
2x6
IS- 16
24" o.c.
Cavity
Insulation
R-Value
R-ll
R-ll
R-ll
R-ll
Corrcctio
n Factor
0.50
060
0.40
0.45
Table E-3
CALCULATION PROCEDURES FOR
EVALUATING ALL SERIES
AND PARALLEL HEAT FLOW PATHS
Metal
BRIDGE TYPE
Metal
Non-Metal
Type of Material
to uhuch bridge
is attached
Thermal
Bridges in
Sheet Metal
Construction
Method
Parallel Path
Non-Metal
Zone Method
Parallel Path
Note 1. Table E-l values are based upon: Metal trusses
with 4-ft. spacing that penetrate the insulation, and 0.66
inch diameter crossmembers e\ erv one ft.
3. For elements with internal metallic structures
bonded on one or both sides to a metal skin or
covering, the "Thermal Bridges in Sheet Metal
Construction," the calculation procedure as
specified in "Thermal Bridges in Sheet Metal
Construction." Studies in Building Physics
(Johannesson. Gudni. 1981. Division of Building
Technology, Lund Institute of Technology, Lund,
Sweden. Report of TVBH-3007) shall be used.
4. For elements other than those covered above,
. the zone method described in Chapter 23 of the
ASHRAE Handbook, 1985 Fundamentals Volume
shall be used. The formulas on pages 23.13-14
shall be used for calculation.
E2: For envelope assemblies containing Non-
metal Framing, the Ui shall be determined from
results from one of the laboratory or field test
measurements specified in 780 CMR 3 108.2 or from
the ASHRAE series parallel method. Formulas in
Chapter 23, page 23.2 of the ASHRAE Handbook,
1985 Fundamentals Volume shall be used for these
calculations.
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NON-TEXT PAGE
716 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
APPENDIX F
REFERENCE DATA FOR REPAIR, ALTERATION, ADDITION AND
CHANGE OF USE OF EXISTING BUILDINGS
PART ONE- GUIDELINES
APPLICATION
FOR
F-101 PURPOSE
F-101.1 Intent of 780 CMR 34 The purpose of
Appendix F is to provide guidance to users of
780 CMR (the Massachusetts State Building Code)
as to techniques of acceptable practice which can be
used to assess the acceptability of various methods
of meeting the intent of code provisions of 780 CMR
34 on a case-by-case basis. The purpose of the
provisions in 780 CMR 34 and Appendix F is to
allow the repair, alteration addition, and change of
use of existing buildings without requiring the entire
building to be brought up to new construction
requirements, while still providing for the public
health, safety and general welfare. The provisions of
780 CMR 34 and Appendix F recognize that the
provisions of 780 CMR for new construction reflect
the latest improvements in materials, construction
techniques, standards of living and safety and,
therefor, may preclude the repair, alteration,
addition, or change of use of existing buildings that
have demonstrated their usefulness and safety.
F-102.0 SCOPE
F-102.1 Techniques: Appendix F is intended to
demonstrate techniques of analysis and compliance
with 780 CMR 34 in the repair, alteration, addition,
and change of use of existing buildings.
F-103.0
F-103.1 General conditions: Conceptually, it is
the intent of 780 CMR 34 and Appendix F to allow
repair, alteration, addition, or change of use of
existing buildings without meeting all new
construction requirements under the following
general conditions:
1 . all hazardous conditions must be corrected;
2. the existing building becomes the minimum
performance standard; and
3. the degree of compliance of the building after
changes must not be below that existing before
the changes, except that nothing in 780 CMR 34
will require compliance with requirements more
stringent than that required for new construction.
F-1O4.0 IMPLEMENTATION
F-104.1 Framework: Implementation of the above
concept requires that a framework be established for
evaluating the condition of the building; determining
the potential for modification; and establishing the
acceptability of proposed changes.
F-104.2 Evaluation of existing building:
Evaluation of existing conditions in a structure is
required to determine the existence of any hazardous
conditions, which must be corrected; and to provide
a basis for evaluating the impact of the proposed
changes on the performance of the building.
The following list of evaluation tools described in
Appendix F- 1 04. 1 . 1 through F- 1 04.2. 7 can be used
for determining the condition of the structure.
However, this list is not necessarily complete and
the use of other methods should not be precluded.
F-104.2.1 Available documentation of existing
building: Prime sources of design information for
existing buildings are the architectural and
engineering drawings and specifications used in
the construction of the building. Although the
passing of time often obscures depositaries of
such documents, the following are likely
prospects in attempting to locate such
information:
1. If the building is currently in use, an
individual or office responsible for its
management may have retained drawings and
specifications to facilitate maintenance. A
building manager, resident engineer,
superintendent, custodian, stationary engineer
or plant engineer may be the most direct
contact at the building site.
2. Other potential sources (especially if the
building is not in use) include the original
designer-architect or engineer.
3. The building department which issued the
permit for construction may have
documentation.
4. Documentation may have been retained by
the general contractor or numerous
subcontractors; i.e.: the mason, carpenter,
plumber, electrician, HVAC installer, steel
erector, etc., as well as manufacturers of
component parts, as potential sources of
documentation.
5. In the case of large corporations or
government agencies, a separate contracting
officer may have developed a technical file on
the erection of a building.
6. In some cases, individual consultants are
contracted to serve as "clerk-of-the-works" and
pursue the inspection of a building project
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from start to finish with the keeping of a file
likely.
7. Insurance companies sometimes maintain
drawings or records of their insured buildings.
8. Historical or archaeological societies may
have considered a building to be important
enough to develop a file of documentation.
F- 104.2.2 Field surveys: Having drawn upon
available documentation to help evaluate a
building's condition, such documentation may be
augmented by on-site data acquired through field
survey. The most obvious approach is to make
use of detailed visual examination to confirm
and/or alter any previously available information
pertaining to the building.
F- 104.2.3 Testing: Testing is a tool that may be
used in evaluating the condition of a building or
structure or parts thereof when other methods of
evaluation will not suffice. Testing may be
initiated voluntarily on the part of the permit
applicant or may be required by the building
official in the absence of approved rules as
indicated in 780 CMR 109.0, 1 16.0, and 34. The
costs of all such tests are to be borne by the
permit applicant and should, therefore, be
required by the building official only when other
methods of evaluation prove inadequate or
insufficient. Such testing should be conducted by
an approved testing agency under the supervision
of a registered architect or engineer. The report of
the tests shall be submitted to the building official
and shall include the details of test procedures,
references to any accepted test standards used, the
results of the tests and any conclusions drawn
from the test results.
F-104.2.4 Nondestructive testing: This includes
techniques where the structural integrity of the
building is not affected, such as the following:
1. analyzing various portions of the building
to determine dimensions, types and condition
of materials, etc.;
2. portable apparatus for impact testing;
3. load application short of failure to
determine capacity of materials and
components;
4. magnetic methods for detecting flaws in
ferrous metal;
5. proximity magnetometers (locating rebars
in concrete, concealed ferrous fasteners, etc.),
6. electronic means for measuring the sonic
modulus of elasticity of concrete and masonry
in assessing its soundness;
7. ultrasonic transmission or reflective
methods in detecting flaws in various
materials; and
8. x-ray or infrared-ray photographic
techniques used to evaluate portions of
elements whose integrity is questionable.
F-104.2.6 Destructive testing: In destructive
testing a sample of the building could be removed
and tested (e.g., concrete core), or components of
the building could be reconstructed and tested in
the laboratory.
F-104.2.7 Laboratory analysis: In some cases,
tests can be performed in the laboratory. Such
tests might include the following:
1 . chemical or metallurgical test;
2. optical or electronic microscopic examin-
ation which can help identify and evaluate the
soundness of materials where decay or other
molecular degradation is involved;
3. conventional laboratory tests for deter-
mining physical properties (strength, ductility,
absorption, solubility, permeability, stiffness,
etc.; and/or
4. testing of a scale model of the building
(computer model, wind tunnel model, etc.).
F-104.3 Evaluation of change in performance
level: It is necessary to determine if the level of
performance of the building after alteration is below
that which existed before the change. The hazard
level could be increased for certain attributes (such
as fire safety) while decreased for other attributes
(such as floor loads) for a given alteration. The
evaluation of the change in hazard levels of each
attribute can be accomplished using various tools
singly or in combination as described below in
Appendix F - 1 04. 3 . 1 through F-l 04.3.5.
F-104.3.1 Data on archaic systems: Performance
data on architectural and structural systems
encountered are tabulated in Appendix F, Part
Four. This data can be compared to the proposed
altered systems to determine if the performance is
adversely affected.
F-104.3.2 Compliance alternatives'. Alternate
solutions tabulated in Appendix F, Part Two were
developed from appeal data and from accepted
practice. The list is not all-inclusive and should
not preclude consideration of other alternatives.
F-104.3.3 Analysis methods: Analytical methods
based on good engineering practice may be used
to determine changes in performance levels.
F-104.3.4 Test methods: Test procedures as
discussed in Appendix F-104.2.3 through F-
104.2.6 can be used to evaluate the performance
of existing construction.
F-104.3. 5 Professional judgement: Professional
judgement based on previous experience with
similar buildings should be used to the fullest
extent possible.
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APPENDIX F
PART TWO- SUGGESTED COMPLIANCE
ALTERNATIVES
F-201.0 PURPOSE AND SCOPE
F-201.1 Purpose: The purpose of Appendix F-201.0
is to assist the building official and those regulated
by 780 CMR in judging the acceptability of
compliance alternatives to specific provisions
required by 780 CMR.
F-201.2 Application: Appendix F-201.0 contains
generally acceptable compliance alternatives and
examples. The examples are solely for the purpose
of illustrating principles which can be applied to the
solution of code compliance problems and are not
necessarily acceptable under all circumstances. It is
recognized that all building systems interact with
each other. Therefore, any consideration of
compliance alternatives must take into account all
existing and proposed conditions to determine their
acceptability. The principles applied can be used for
the solution of similar compliance problems in other
buildings and occupancy groups. Commentaries are
provided where the philosophy in establishing the
alternatives is not obvious. The examples were
developed from appeal data and accepted practice.
They are not all-inclusive and should not preclude
consideration of other alternatives.
Note: It is anticipated that additional compliance
alternatives will be added to Appendix F-201.0
through the mechanism of appeal decisions and
from results of research being conducted by
various organizations in the field of relative
permanence of life safety systems.
F-202.0 COMPLIANCE ALTERNATIVES
FOR EGRESS REQUIREMENTS
F-202.1 Number of exits:
F-202.1.1 General compliance alternatives:
1. Provide connecting fire balconies.
2. Provide alternate egress facilities (windows,
etc.).
3. Provide a fire escape.
4. Provide fire-rated areas of refuge.
F-202.1.2 Examples:
Example 1 involves a five-story Building of Use
Group B without a fire suppression system and
with only one means of egress.
Solution A. Add one or more fire escapes as
may be necessary to provide all tenants with
reasonable access to two means of egress in
separate directions. Access to a street, public
way or area of refuge shall be provided at the
termination of the fire escape.
Solution B. Add connecting fire balconies
across fire walls if the above solution is
impractical due to construction difficulties.
Example 2 involves a building of Use Group R-2
occupancy with an apartment in the basement
There is only one means of egress from the
basement.
Solution A. Provide egress windows in each
apartment that comply with 780 CMR 10.
F-202.2 Travel Distance:
F-202.2.1 General Compliance Alternatives:
1. Add detection system.
2. Add a partial fire suppression system.
3. Add smoke doors.
4. Increase fireresistance rating of corridor
walls and doors.
F-202.2.2 Example: This example involves a four
story building of Use Group R-2 without a fire
suppression system. The length of exitway access
travel is 150 feet.
Solution A. Add a partial fire suppression
system off the domestic water supply (if
adequate) in the exit access corridor.
Solution B. Subdivide corridor into segments,
if less than 100 feet, with smoke doors.
Solution C. If not required by other sections
of 780 CMR, install smoke and fire detectors
with audible alarms in the corridor.
Solution D. Increase the fireresistance rating
of the exit access corridor from one hour to
two hours and provide "B" label self-closing or
automatic closing fire doors in all openings
into the corridor.
F-202.3 Enclosure of exitways:
F-202.3.I General Compliance alternatives:
1. Improve enclosure of exitway.
2. Add a partial fire suppression system.
3. Add a detection system.
F-202.3. 2 Examples: This example involves a
four story row building of Use Group R-2 with
connecting fire balconies and an interior stair.
The stair is enclosed with lath and plaster, wood
stud partitions and paneled doors.
Solution A. Cover partitions on the apartment
side with 5/s" Type X gypsum wallboard or its
equivalent. Replace or build up panel doors
until minimum solid portion is 1%" and install
self-closers.
Solution B. Provide a heat and smoke
detection system in the stairwell with an alarm
audible to all tenants. Provide self-closers on
all stairwell doors.
Solution C. Provide a partial fire suppression
system in the stairwell off the domestic water
supply (if adequate). Provide self-closers on
all stairwell doors.
F-202.3.3 Commentary: The above example,
while pertaining to a four story, Use Group R-2
building, can also be applied to other buildings of
occupancies and floor levels. The principle that
the degree of code compliance may not be
reduced should be remembered If the existing
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THE MASSACHUSETTS STATE BUILDING CODE
enclosure is of fireresi stive construction, it must
be maintained The primary principle to
remember, in the required enclosure of exitway, is
that an enclosure must be provided, whether
fireresistive or not, so as to provide a smoke
■ barrier. The purpose of providing a smoke barrier
is to prevent the passage of smoke from a fire on
one floor to the exitways and exit access corridors
of other floors and thus render them unusable for
egress. This principle is illustrated by solutions
A B, and C in the above example.
F-203.0 COMPLIANCE ALTERNATIVES
FOR FIRE HAZARDS
F-203.1 Fire separations and partitions;
F-203.1.1 General compliance alternatives:
1. Improve fire separation.
2. Add a fire suppression system.
3. Add a detection system.
F-203.1.2 Examples: Example 1 involves a
three story building of Type 3 A construction,
containing a Mercantile (M) Use Group, on the
first floor and occupancy Business (B) Use on the
second and third floors. The required separation
is three hours.
Solution A. Add a fire suppression system to
the first and second floors.
Solution B. Add % inch Type X gypsum
wallboard or its equivalent to the underside of
the second floor and install a system of smoke
and heat detectors with audible alarms on the
first and second floors.
Example 2 involves the separation between two
tenants of wood lath and plaster on a wood studs
partition. The required separation is one hour.
Solution A. Add % inch Type X gypsum
wallboard or its equivalent to either side of the
existing partition.
Example 3 involves a building of Use Group B
with unrated exit access corridors.
Solution A. Install a partial fire suppression
system in the exit access corridors.
Solution B. Add % inch Type X gypsum
wallboard or its equivalent to either side of the
corridor partition and install self-closers on all
corridor doors.
Solution C. Install a smoke and heat detection
system in the corridor with and alarm audible
to all tenants on the floor and install self-
closers on all corridor doors.
F-203.2 Openings and exterior wall protection:
F-203.2.1 General compliance alternatives:
1 . Add fire suppression system.
2. Improve fireresistance.
3. Remove or improve openings.
F-203.2.2 Examples: Example 1 involves a two
story of Type 5B construction building, with Use
Group M, on the first floor the basement and
upper floors. The distance between the building
and the side lot line is five feet and- ten— feet
between it and the adjacent building. The
adjacent building is of Type 5B construction and
Use Group R-2. The former occupant was a
grocery store; the new occupant is a hardware
store.
Solution A. Install a deluge sprinkler system
along the interior side of the wall affected.
Solution B. Add % inch Type X gypsum
wallboard to interior side of the wall affected.
Example 2 is the same as example 1 but with
double-hung wood windows in affected wall.
Solution A. Remove windows and close
opening with one hour fireresistive
construction.
Solution B. Remove windows and install fire
windows.
Solution C. Install a deluge sprinkler system
as in solution A to example 1.
PART THREE- DETAILED CLASSIFICATION
OF OCCUPANCY BY HAZARD
INDEX NUMBER AND USE
GROUP
Appendix F, Part Three provides a more detailed
guide for users of 780 CMR to determine hazard
index numbers and use groups for various types of
occupancies. It supplements 780 CMR 3 and Table
34 contained in 780 CMR 3404.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX F
TABLE F-l
HAZARD INDEX AND USE GROUP CLASSIFICATION
Use of Structure
Hazard Index No.
Advertising Displays Manufacture including billboards
Airport or other aircraft landing or service facility (see also: Helicopter
rooftop landing facility
Amusement park, indoor
Animal
Crematorium
Hospital, kennel, pound
Apartment (see Residences)
Appliances
Manufacture
Sales
Arenas
Asphalt
Processing and products manufacture
Athletic equipment
Manufacture
Sales
Auditoriums
Automobile and other motor vehicles
Gasoline service station
Rental agency within a building
Repair
Repair incidental to auto sales with limitation
Sales within a building
Wrecking
Washing
Awning manufacturer
Baked goods shop
Bakeries
Banks
Banquet halls
Barber shops
Beauty shops
Beverages
Bottling
Manufacture
Alcoholic
Less than 0.5% alcohol r§> 60°
Bicycle
Manufacture
Rental or repair conducted within a building
Sales
Billiard Parlor
Blacksmith shops
Blueprinting, etc. establishments
Boarding house
Boats or ships
Building or repair of boats
Bone distillation
Bowling alleys
Broom or brush manufacture
Building materials
Wholesale business in roofed structures
Bus terminals or stations
Business schools or colleges
F
A-3
F-2
B
F-l
M
A-3
3
F-l
3
M
6
A-l with stage
3
A- 1 without stage
4
A-3
3
M
2
B
3
S-l
3
S-l
3
M
3
F
3
S-l
3
F-l
3
M
3
F-l
2
B
5
A-3
2
B
2
B
2
Camera and other photo equipment
Manufacture except film sales
Sales
8
3
H
F-l
3
3
3
F-l
S-l
M
4
A-3
3
F-l
3
F-l
2
R-l orR-2
3
F-l
3
F-l
4
A-3
3
F-l
3
M or S-l
4
A-3
4,2 or other
A-4, B or dependent
upon use
3
3
M
M
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THE MASSACHUSETTS STATE BUILDING CODE
TABLE F-l (continued)
HAZARD INDEX AND USE GROUP CLASSIFICATION
Use of Structur
Hazard Index No.
Canvas or canvas products
Manufacture or repair
Carpet and rug
Cleaning establishments
Manufacture or repair
Catering for outside consumption
Cemeteries
Crematory in cemetery
Mausoleum, crypt, columbarium
Mortuary chapel in cemetery
Ceramics products manufacture, including pottery, small glazed tile and
similar items
Charcoal, fuel, briquettes, or lampblack manufacture
Chemicals
Packaging
Manufacture
Churches or other places of worship
Circuses, temporary
Cleaning (see Drycleaning & dying; Laundries; Automobiles, washing)
Clothing
Manufacture
Rental establishment
Retail sales
Tailoring, custom manufacture or repair (see also Feathers; Felt; Fur;
Leather)
Clubs
Private
Nightclubs (see Eating & drinking establishments)
Coal, coke or tar products
Manufacture
Colleges and Universities
Classroom buildings
Dormitories
Fraternities or sororities
Community centers
Convalescent homes (see Nursing homes)
Convents
Cosmetics or toiletries manufacture
Cotton ginning
Cotton wadding or linters manufacture
Courthouses
Crematoriums
Ani nal
Human
Dance halls
Day care agencies
Day nurseries
Dental offices (see Medical & dental)
Department stores
Dormitories
Dressmaking shops, custom
Drinking places (see Eating & drinking establishments)
Drive-in restaurants
Drug stores
Dry cleaning and dying establishments
Dwellings (see Residences)
8 or 3
H.F-1
3
F-l
3
F-l
3
F-2
1
S-2
4
A-4
3
F-2
8
H
H or F- 1 depending on
8 or 3
nature of material
H or F- 1 depending on
8 or 3
nature of material
4
A-4
4
A-3
H or F- 1 depending on
8 or 3
nature of material
3
M
3
M
3
M
4
A-3 without residence
8
H
4
A-3
2
R-2
2
R-2
4 or 2
A-3, or B
2
R-2
8
H
8
H
8
H
2 or 4
B or A-3
3
F-2
3
F-2
7
A-2
4
1-2 or E
4
1-2
3
M
2
R-l or R-2
8
H
5
A-3
3
M
H or F- 1 depending on
8 or 3
solvents used
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APPENDIX F
TABLE F-l (continued)
HAZARD INDEX AND USE GROUP CLASSIFICATION
Use of Structure
Hazard Indi
:x No.
Use Grc
5
A-3
4
A-3
7
A-2
3
F-l
3
F-l
3
F-l
3
M
Eating or drinking establishments
Lunchrooms, restaurants, cafeterias, etc., primarily enclosed
Dnve-m
With entertainment or dancing
Electric
Power or steam generating plants
Substation
Electrical appliances, bulbs, wiring, supplies, etc.
Manufacture
Sales
Electronic components & supplies
Manufacture or repair
Feathers
Curing, dyeing, washing or bulk processing
Manufacturing exclusive of above
F'elt
Curing, dyeing, washing or bulk processing
Products manufacture, exclusive of above
Fertilizer manufacture
Film, photographic, manufacture
Storage and studios
Fire stations
Fish processing
Florida shops
Food
Product processing except meat & fish
Retail sales
Fraternities or sororities
Funeral establishments
Fur
Curing, dyeing, finishing, tanning
Products manufacture exclusive of above
Garage (see Parking garage)
Garbage incineration or reduction
Gas
Manufacture
Public utility stations for metering or regulating
Storage
2500 cu. ft. or less
more than 2500 cu. ft.
Gasoline service station (see Automobiles)
Gelatin manufacture
Generating plants, electric or steam
Gift shops
Glass products from previously manufactured
Glue manufacture
Golf
Indoor courses or driving ranges
Gymnasiums
Grain storage
Hair
Curing, dyeing, washing, bulk processing
Product manufacture exclusive of above
Hardware
Manufacture
Retail sales
Hat bodies manufacture
Helicopter landing facility, rooftop
Home occupations
Homes for the aged
Hosiery manufacture
8
H
8
H
3
F-l
3
F-l
8
H
3 or 8
F-l orH
3 or 8
F-l orH
2
B
3
F-l
3
M
3
F-l
3
M
2
R- 1 or R-:
4
A-3
8
H
3
F-l
M
F-2
F-l
A-3
A-3
H
F-l
F-l
F-l
M
F-l
S-l
B
1-2
F-l
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TABLE F-l (continued)
HAZARD INDEX AM) USE GROUP CLASSIFICATION
Use of Structure
Hazard Index No.
Use Group
Hospitals
Including convalescent, nursing, or rest homes and sanitariums, provided
custodial care is not provided for drug addicts, alcoholics, mentally ill
or mentally deficient
For care of drug addicts, mentally ill, or mentally deficient
Research or teaching laboratories
(see also Animal hospitals)
Hotels
Ice manufacturing (dry or natural)
Ice skating rinks
Incineration or reduction of garbage, offal, or dead animals
Industry uses (see specific items)
Without resulting noise, vibration, special danger, hazard, dust, smoke,
fumes, etc.
Other than above
Ink or inked ribbon manufacture
Jewelry
Kennels (see Animal)
Laboratories
Research laboratory not accessory to school or hospital
Scientific research or teaching laboratory, non-profit, accessory to school,
or hospital, subject to limitations
Laundries
Hand laundry
Self service; pick-up and delivery station of laundry or dry cleaner
Steam laundries without limitations
Leather
Curing, dyeing, finishing or tanning
Product manufacture exclusive of above
Libraries
Linoleum or oilcloth manufacture
Liquor sales, package
Luggage manufacture
Lumber (see Wood)
Manufacturing
Matches manufacture
Mattress manufacture and renovation
Meat Markets
Slaughtering or packaging
Medical & dental offices
(see also Laboratories; Orthopedic & medical appliances; Hospitals)
Meeting hall
Metals, manufacture
Reduction, refining or smelting
Monasteries
Motels
Motor freight stations (see trucking terminals)
Museums
Musical instruments manufacture
Newspaper publishing
Newsstands
Novelty products manufacture
Nursing Homes
Offices
Oilcloth manufacture
Optical equipment or similar precision instruments manufacture
Orphanages
Orthopedic or medical appliance manufacture
Paint, turpentine or vamish
Manufacture
Spraying booths
4
1-2
5
1-3
2
B
2
R-l
3
F-2
4
A-3
3
F-l
3
F-2
3 or 8
F-l orH
3
F-l
3
F-l
2
B
2
B
2
B
3
F-l
3
F-l
3
F-l
4
A-3
3
F-l
3
M
3
F-l
3 or 8
F-lorH
8
H
3
F-l
3
M
3
F-l
2
B
4
A-3
3
F-2
8
H
2
R2
2
R-l
3
F-l
3
F-l
3
M
3
F-l
4
1-2
2
B
3
F-l
3
F-l
3
1-2
3
F-l
8
H
8
II
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APPENDIX F
TABLE F-l (continued)
HAZARD INDEX AND USE GROUP CIASSEFICATION
Use of Structure
Hazard Index No.
Use Group
Paper products manufacture
3
F-l
Parish houses
4
A-3
Parking garages
Group 1
3
S-l
Group 2
1
S-2
Petroleum or petroleum products
Refining
8
H
Storage
3
S-l
Pharmaceutical products manufacture
3
F-l
Photography studio
2
B
Plastics
Product manufacture
8
H
Raw, manufacture
8
H
Police stations
2
B
Pool rooms
4
A-3
Post offices
2
B
Printing
Plant
3
F-l
Printing or newspaper publishing
3
F-l
Prisons & other correctional or detention institutions
5
1-3
Pumping station or substation, water or sewage
3
F-2
Radio
3
Sales
5
M
Studios with audience
2
A-l-B
Studios without audience
B
Railroad
Freight terminal
4
A-3
Passenger station
3
S-l
Recreation
Center, indoor
4
A-3
Community center building
4
A-3
Rectories
2
R-2
Residences
One-family
2
R-3,orR-4
Two-family
2
R-3,orR-4
Apartment
2
R-2
Temporary duelling structure
2
R-3
Boarding or lodging house
2
R-l or R-2
Dormitory
2
R-l or R-2
Fraternity or sorority
2
R-l or R-2
Hotel, motel apartment with accessory services
2
R-l
Convents, monasteries, rectories
2
R-2
Research laboratories ( see Laboratories)
Restaurant, lunch room, cafeteria or other establishments primarily for eating
5
A-3
Retail business
3
M
Stores with combustible or flammable goods constructing a high hazard
8
H
Rubber
Manufacture (natural or synthetic), including tires, tubes, or similar
products
8
H
Products (exclusive or processing) including washers, gloves, footwear
bathing caps and the like
3
F-l
Sanatariums
Not providing custodial care for drug addicts, alcoholics, mentally ill, or
mentally deficient
4
1-2
Providing care for the above
5
1-3
Schools
4
E
Seminaries
4 or 2
A-4&R-1
Settlement houses (depending on nature of activities)
4 or 2
A-3 or B
Sewage
Disposal plant
3
F-l
Pumping station
3
F-l or F-2
Shoddy manufacture
8
H
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THE MASSACHUSETTS STATE BUILDING CODE
TABLE F-l (continued)
HAZARD INDEX AND USE GROUP CLASSIFICATION
Use of Structure
Hazard Index No.
Use Group
Hospitals
Including convalescent, nursing, or rest homes and sanitariums, provided
custodial care is not provided for drug addicts, alcoholics, mentally ill
or mentally deficient
For care of drug addicts, mentally ill, or mentally deficient
Research or teaching laboratories
(see also Animal hospitals)
4
5
2
1-2
1-3
B
Hotels
2
R-l
Ice manufacturing (dry or natural)
Ice skating rinks
Incineration or reduction of garbage, offal, or dead animals
3
4
3
F-2
A-3
F-l
Industry uses (see specific items)
Without resulting noise, vibration, special danger, hazard, dust, smoke,
fumes, etc.
Other than above
3
3 or 8
F-2
F-IorH
Ink or inked ribbon manufacture
3
F-l
Jewelry
3
F-l
Kennels (see Animal)
Laboratories
Research laboratory not accessory to school or hospital
Scientific research or teaching laboratory, non-profit, accessory to school,
or hospital, subject to limitations
2
2
B
B
Laundries
Hand laundry
Self service, pick-up and delivery station of laundry or dry cleaner
2
B
Steam laundries without limitations
3
F-l
Leather
Curing, dyeing, finishing or tanning
Product manufacture exclusive of above
3
3
F-l
F-l
Libraries
4
A-3
Linoleum or oilcloth manufacture
3
F-l
Liquor sales, package
Luggage manufacture
3
3
M
F-l
Lumber (see Wood)
Manufacturing
3 or 8
F-l or H
Matches manufacture
8
H
Mattress manufacture and renovation
3
F-l
Meat Markets
Slaughtering or packaging
Medical & dental offices
(see also Laboratories', Orthopedic & medical appliances; Hospitals)
3
3
2
M
F-l
B
Meeting hall
4
A-3
Metals, manufacture
Reduction, refining or smelting
Monasteries
3
8
2
F-2
H
R2
Motels
2
R-l
Motor freight stations (see trucking terminals)
Museums
Musical instruments manufacture
3
F-l
Newspaper publishing
Newsstands
3
3
F-l
M
Novelty products manufacture
3
F-l
Nursing Homes
4
1-2
Offices
2
B
Oilcloth manufacture
3
F-l
Optical equipment or similar precision instruments manufacture
3
F-l
Orphanages
3
1-2
Orthopedic or medical appliance manufacture
3
F-l
Paint, turpentine or varnish
Manufacture
Spraying booths
8
8
H
H
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APPENDIX F
TABLE F-l (continued)
HAZARD INDEX AND USE GROUP CLASSIFICATION
Use of Structure
Hazard Index No.
Use Group
Paper products manufacture
3
F-l
Parish houses
4
A-3
Parking garages
Group 1
3
S-l
Group 2
1
S-2
Petroleum or petroleum products
Refining
8
H
Storage
3
S-l
Pharmaceutical products manufacture
3
F-I
Photography studio
2
B
Plastics
Product manufacture
8
H
Raw, manufacture
8
H
Police stations
2
_B_
Pool rooms
4
A-3
Post offices
2
B
Printing
Plant
3
F-l
Printing or newspaper publishing
3
F-l
Prisons & other correctional or detention institutions
5
1-3
Pumping station or substation, water or sewage
3
F-2
Radio
3
Sales
5
M
Studios with audience
2
A-l-B
Studios without audience
B
Railroad
Freight terminal
4
A-3
Passenger station
3
S-l
Recreation
Center, indoor
4
A-3
Community center building
4
A-3
Rectories
2
R-2
Residences
One-family
2
R-3,orR-4
Two-family
2
R-3,orR-4
Apartment
2
R-2
Temporary dwelling structure
2
R-3
Boarding or lodging house
2
R-l or R-2
Dormitory
2
R-l or R-2
Fraternity or sorority
2
R-l or R-2
Hotel, motel apartment with accessory services
2
R-l
Convents, monasteries, rectories
2
R-2
Research laboratories ( see Laboratories)
Restaurant, lunch room, cafeteria or other establishments primarily for eating
5
A-3
Retail business
3
M
Stores with combustible or flammable goods constructing
; a high hazard
8
H
Rubber
Manufacture (natural or synthetic), including tires, tubes,
or similar
products
8
H
Products (exclusive or processing) including washers, gloves, footwear
bathing caps and the like
3
F-l
Sanatariums
Not providing custodial care for drug addicts, alcoholics,
mentally ill, or
mentally deficient
4
1-2
Providing care for the above
5
1-3
Schools
4
E
Seminaries
4 or 2
A-4&R-1
Settlement houses (depending on nature of activities)
4 or 2
A-3 or B
Sewage
Disposal plant
3
F-l
Pumping station
3
F-l or F-2
Shoddy manufacture
8
H
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THE MASSACHUSETTS STATE BUILDING CODE
TABLE F-l (continued)
HAZARD INDEX AND USE GROUP CLASSIFICATION
Use of Structure
Hazard Index No.
Use Group
3
2
F-l
B
3
F-l
3
A-3
4
A-3
8
3
H
F-l
8
H
3
3
F-l
M
3
S-l
4
A-5
3 or 1
S-lorS-2
depending on nature of
materials
Shoes
Manufacture
Repair shop
Silverware manufacture, plate or sterling
Size manufacture
Skating rinks
Soap and detergents
Manufacturing, including fat rendering
Packaging
Solvent extracting
Sporting or athletic goods
Manufacture
Stores
Stables
Stadiums
Wholesale business, including accessory storage other than flammable liquids,
gases and explosives, in roofed structures
Stores (see Retail stores; or specific items)
Tailor shops, custom
Tanning (see leather, Fur)
Taxidermist shops
Telephone exchanges
Automatic
Non-automatic
Television
Sales
Studios
Textiles
Manufacture, including knit & yard goods, thread or cordage, spinning,
weaving, dyeing & printing, shoddy manufacture
Theaters
Tires, manufacture
Tobacco products manufacture including curing
Tools & hardware
Manufacture
Sales
Toys
Manufacture
Trailer park (see Mobile homes)
Truck
Repairs
Sales
Trucking terminals
Turpentine manufacture
Warehouses
Waterpumping stations
Wax products manufacture
B
B
M
M
A- 1 with scenery
A- 1 np scenery
B no audience
F-l
A- 1 with scenery
A-l no scenery, motion
picture
H
F-l
F-l
M
S-l
M
S-l
H
H, S-l, or S-2 depending
on nature of materials
F-2
H
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX F
PART FOUR- ARCHAIC CONSTRUCTION
SYSTEMS
F-401.0 PURPOSE AND SCOPE
F-401.1 Purpose: The purpose of of Appendix F,
Part Four is to assist the building official and those
regulated by780 CMR in evaluating the properties
of archaic construction systems.
F-401.2 Scope: Appendix F, Part Four contains data
on construction systems no longer in general use but
which may be encountered in older existing
buildings. It is meant to be used for assessing
existing conditions when evaluating how proposed
changes will impact upon the performance of the
building.
F-401.3 Application: In any given problem, all
available data should be collected and professional
judgement exercised in arriving at decisions.
Evaluative judgment should be used when test data
does not exist or when applying the data contained
in this standard.
F-402.0 ARCHAIC FIRERESISTIVE
SYSTEMS
F-402.1 General: Appendix F, Part Four contains a
list of fireresistive materials and construction which
are not necessarily currently in common use. Some
of the hourly ratings contained in the listing predate
ASTM E-119 that is in current use. The hourly
ratings may be higher or lower if tested according to
ASTM E 119. In addition to the data contained
herein, see Report BMS92, Building Materials and
Structures, dated October 7, 1942, National Bureau
of Standards. The data listed below is extracted
from the Boston Building Code, circa 1943.
F-402.2 Fireresistive materials and construction:
F-402.2.1 Minimum qualities: Materials, to be
given the fireresistive ratings specified in this
part, shall have the following minimum qualities
set forth in Appendix F F-402.2.2 through F-
402.2.19.
F-402.2.2 Class 1 concrete: Concrete of Class 1
shall be so proportioned as to have a strength of at
least 1500 pounds per square inch (psi) and the
coarse aggregate shall consist of limestone, trap
rock, blast furnace slag, cinders containing not
more that 20% of combustive material, burned
clay or shale.
F-402.2.3 Class 2 concrete: Concrete of Class 2
shall be so proportioned as to have a strength of at
least 1500 pounds psi, the coarse aggregate
consisting of sandstone, granite, quartzite,
siliceous gravel or other similar material not over
one inch in size.
F-402.2.4 Masonry: Masonry shall be laid in
lime-cement or cement mortar, or approved
masonry cement mortar, except that masonry of
gypsum tile shall, and masonry of structural clay
tile may, be laid in gypsum mortar. Masonry shall
be thoroughly bonded by breaking joints in
successive courses or by the use of metal ties.
F-402.2. 5 Brick: Brick shall be burned clay or
shale, concrete or sand-lime brick of Grade C or
better.
F-402.2.6 Stone: Stone shall be limestone,
marble, slate or equally fireresistive natural stone.
Sandstone, granite or other stone which, because
of its crystalline structure or for other reason, is
less fireresistive, shall not be considered fire
protection for structural metal, but may be used in
a masonry wall not less that 12 inches thick
required to have fireresistance. Stone masonry
shall have the same fireresistive rating as brick
masonry.
F-402.2.7 Cast stone: Cast stone masonry shall
have the same fireresistive rating as brick
masonry.
F-402.2.8 Concrete blocks: Concrete blocks,
whether solid or hollow, shall have as coarse
aggregate limestone, trap rock, blast furnace slag,
cinders containing not more than 20% of
combustible material, burned clay or shale.
F-402.2.9 Structural ciay tile: Structural clay tile
shall conform to the specifications for load-
bearing tile, floor tile or partition tile. Where
partition tile is specified load-bearing tile may be
used.
F-402.2.10 Gypsum. Gypsum tile or pre-cast
gypsum concrete, whether solid or hollow, shall
conform to Standard Specifications for Gypsum
Partition Tile or Block of the American Society
for Testing Materials and shall not contain more
than 3% by weight of wood or other combustible
binder or filler.
F-402.2.1 1 Gypsum concrete: Gypsum concrete
shall not contain more than 12/4 by weight of
wood or other combustive binder or filler and
shall have a compressive strength of at least 500
psi. It shall not be used where exposed to the
elements.
F-402.2. 12 Lath: Expanded metal or wire lath as
a base or reinforcement for plastering shall weigh
not less that 2.2 pounds per square yard and shall
have not less than 2Vi meshes per inch.
F-402.2. 13 Metal mesh for masonry: Metal
mesh reinforcement specified for masonry fire
protection of structural metal shall consist of wire
lath strips the full thickness of the masonry, laid
in the beds thereof, or its approved equivalent.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
F-402.14 Metal mesh for concrete: Metal mesh
reinforcement specified for concrete fire
protection of structural metal shall consist of wire
mesh weighing not less than IV2 pounds per
square yard with wire spaced not over four inches,
or not less than No. 1 1 gauge steel wire spaced
not over four inches apart, or its approved
equivalent.
F-402.2.15 Cement plaster: Cement plaster
shall be proportioned of one part Portland cement,
and not more than two parts of sand measured by
volume dry and loose to which may be added lime
putty or hydrated lime not exceeding 1 5% of the
cement.
F-402.2.16 Gypsum plaster: Gypsum plaster,
except where otherwise specified, may contain
sand, not in excess of three times the weight of
the gypsum.
F-402.2.17 Lime plaster: Lime plaster shall
consist of a mixture of one part lime, not over
three parts sand, and water.
F-402.2.18 Pneumatically projected mortar:
Pneumatically projected mortar made of Portland
cement, sand nd water shall be rated for fire
protection the same as Class 1 concrete.
F-402.2.19 Concrete fill: Concrete fill, where
specified in this appendix in connection with
hollow masonry units shall consist of Class 1 or
Class 2 concrete poured in the hollow spaces of
the units as they are laid.
F-402.2.20 Reinforced concrete: Portland
cement concrete or gypsum concrete poured in
place as fire protection for beams, trusses and
other horizontal or inclined members of structural
steel and pneumatically projected mortar applied
to structural steel as fire protection shall be
reinforced with metal mesh reinforcement.
Concrete protection for vertical columns of
structural metal shall have reinforcing consisting
of No. 5 wire spaced not over eight inches apart
or its equivalent. Reinforcement shall be wrapped
around the structural member and so arranged as
to be completely embedded in the fire protection
material and to ensure its integrity.
F-402.2.21 Reinforced plaster: Plaster used as
fire protection or to resist the spread of fire shall
be reinforced with metal lath, except plaster less
than one inch thick or masonry or concrete.
F-402.2.22 Replacement material: In the
protection of structural metal including
reinforcement, Vi inch of cement or gypsum
plaster may replace an equal thickness of poured
concrete or pneumatically projected mortar as
protective material; and one inch of cement or
gypsum plaster reinforced with metal lath may
replace an equal thickness of poured concrete,
pneumatically projected mortar or masonry
protection.
F-402.2.23 Plaster: Where plaster is required
without other specification, it shall consist of Vz
inch of cement or gypsum plaster, except that only
gypsum plaster shall be used on gypsum masonry.
F-402.2.24 Thickness: In this appendix, except
where otherwise specifically stated, the thickness
given in a list of materials applies to the next
following item only, and not to the total thickness
where additional materials are specified.
F-402.2.25 Embedding limitations: Pipes, wires,
conduits and ducts shall not be embedded in or
placed behind the fire-protective materials
required for the protection of struetwal-steel or
iron except as otherwise provided in this
paragraph. Above fire-protective hung ceilings
and within the enclosed space in building of
Type 1 and Type 2 construction within which,
other than the enclosure, fire protection of steel is
not required, pipes, wires, conduits and ducts may
be placed, provided they are so arranged and so
secured that they will not, either by expanding in
the event of fire, or otherwise impair, the
effectiveness of the enclosing protective
materials. Electric conduits and wires and gas
pipes may be embedded in concrete or masonry
fire protection of structural steel where the
protective material is reinforced with wire mesh,
provided they shall have protective covering
except over the tops of beams and girders, at least
as thick as required for the steel.
F-402.2.26 Damage protection: In factories,
garages, warehouses and other buildings in which
the fire-protective covering required for steel or
iron columns may be damaged by the movement
of vehicles, materials or equipment, such covering
shall be protected by metal or other material in a
manner satisfactory to the building official.
F-402.2.27 Firestopping: Firestopping shall
mean the stopping off or enclosure at the ends and
wherever else specified of the spaced between
studs of partitions, joists of floors and roofs and
other similar spaces to prevent drafts of air and
the communication of fire from one such space to
another. Fire-stopping shall consist of wood not
less than 1 V2 inches thick, of sheet metal not less
than No. 24 gauge or of masonry, or a
combination of such materials. Firestopping shall
be tightly fitted in the space to be filled, about
pipes, wires and ducts and, if cut or disturbed in
the placement of pipes, wires and ducts, shall be
repaired.
F-402.3 Fire protection of steel columns:
F-402.3.1 Protective thickness: Structural steel
columns required to have fire protection of a
given rating shall be covered on all sides with
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX F
protective material having not less than the
thickness necessary for the required rating.
Except where "no fill" is specified, re-entrant and
other accessible spaces behind the specified outer
protection shall be filled with concrete or brick
masonry or the material of the outer protection.
F-402.3.2 Fireresistance rating: Materials shall
be assumed to afford to steel columns fire
protection of the rating indicated in the following
Appendix F-402.3.3 through F-402.3.6:
F-402.3.3 Four hour rating:
1 . Two inches Class 1 concrete.
2. Three inches Class 2 concrete, metal mesh
reinforcement.
3 . 3 Vi inches brick masonry.
4. Two layers two inch structural clay
partition tile masonry, metal mesh in beds.
5. Two inches structural clay partition tile
masonry, concrete fill, metal mesh in beds, %
inch gypsum plaster.
6. Four inches structural clay partition tile
masonry, concrete fill, metal mesh in beds, 5/s
inch lime plaster.
7. Four inches structural clay partition tile or
concrete block masonry, concrete fill, plaster.
8. Three inches hollow gypsum tile masonry
and plaster.
9. Two inches gypsum concrete, metal mesh
reinforcement.
10. Two inches solid gypsum tile masonry
and plaster.
11. Three inches solid cinder concrete block
masonry and plaster.
12. Four inches hollow cinder concrete block
masonry and plaster
F-402.3.4 Three hour rating:
1. 1% inches Class 1 concrete.
2. Two inches Class 2 concrete, metal mesh
reinforcement.
3. Two inches gypsum concrete.
4. Two inches solid cinder concrete block
masonry and plaster.
5. Two inches structural clay partition tile
masonry, concrete fill.
6. Four inches structural clay partition tile
masonry, concrete fill, metal mesh in beds, 5/s
inch lime plaster.
F-402.3.5 Two hour rating:
1 . \Vi inches Class 1 concrete.
2. Two inches Class 2 concrete, metal mesh
reinforcement.
3. One inch Class 1 or Class 2 concrete
encased in standard weight steel or wrought
iron pipe
4. Two inches structural clay partition tile
masonry and plaster.
5. Two layers plaster, each on metal lath, with
% inch air space between, two inches total
thickness.
6. Two inches gypsum concrete.
7. Two inches solid or three inches hollow
gypsum tile masonry.
F-402.3.6 One hour rating:
1 . One inch Class 1 concrete.
2. lYi inches Class 2 concrete with metal
mesh reinforcement.
3. 2% inches brick masonry.
4. Two inches structural clay partition tile or
concrete block masonry.
5. One inch cement or gypsum plaster on
metal lath.
F-402.3.7 Thickness: The thickness of protection
on the outer edges of lugs or brackets need not
exceed one inch.
F-402.4 Fire protection of cast iron columns:
F-402.4.1 Protective thickness: Cast iron
columns required to have fire protection of a
given rating shall be covered on all sides with
protective materials having not less than the
thickness necessary for the required rating. Re-
entrant spaces, if any on the exterior of cast iron
columns, and other accessible spaces behind the
specified protection, shall be filled with Class 1
concrete or brick masonry or the material of the
outer protection.
F-402.4.2 Fireresistance rating: Materials shall
be assumed to afford to cast iron columns fire
protection of the rating indicating in the following
Appendix F-402.4.3 through F-402.4.5:
F-402.4.3 Four hour rating: Cast iron columns
shall not be used where the protection of a four
hour rating is required.
F-402.4.4 Three hour rating:
1. Two inches Class 2 concrete.
2. Three inches Class 2 Concrete, metal mesh
reinforcement.
3 . Two inches structural clay partition tile or
concrete block masonry concrete fill.
4. 1 Vi inches cement or gypsum plaster on
metal lath and metal furring to form Vi inch air
space.
5. l'/i inches Class 1 concrete.
6. Two inches Class 2 concrete with metal
mesh reinforcement.
F-402.4.5 One hour rating:
1 . One inch Class 1 concrete.
2. 1V2 inches Class 2 concrete with metal
mesh reinforcement.
3. One inch cement or gypsum plaster on
metal lath.
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F-402.5 Fire protection of steel in reinforced
concrete columns:
F-402.5.1 Protection thickness: The main steel
reinforcement, including spiral reinforcement and
- ties larger than Vi inch, in reinforced concrete
columns required to have fire protection of a
given rating shall be covered with concrete having
not less than the thickness listed in Appendix F-
402.5 for the rating indicating in the following
Appendix F-402.5. 2 through F-402.5. 6.
F-402.5.2 Four hour rating:
1 . 1/4 inches Class 1 concrete.
2. Two inches Class 2 concrete.
F-402.5.3 Three hour rating: 1 XA inches Class 1
or Class 2 concrete.
F-402.5.4 Two hour rating:
1 . One inch Class 1 concrete.
2. 1 Vz inches Class 2 concrete.
F-402.5. 5 One hour rating: One inch Class 1 or
Class 2 concrete.
F-402.5. 6 Ties less than Vi inch: The thickness
of protection on column ties not larger than Vz
inch may be Vz inch may be Vz inch thinner than
that listed above.
F-402.6 Fire protection of steel beams, girders,
and trusses:
F-402.6. 2 Protective thickness: Steel beams,
girders and trusses or the members of trusses,
required to have fire protection of a given rating,
shall be covered on all sides with material having
not less than the thickness necessary for the
required rating.
F-402.6.3 Four hour rating:
1 . Two inches Class 1 concrete.
2. Three inches Class 2 concrete.
3. Three inches structural clay partition tile or
concrete block masonry and plaster.
4. Three inches hollow gypsum tile masonry
and plaster.
5. Two inches gypsum concrete.
6. Two inches solid gypsum tile masonry and
plaster.
F-402.6.4 Three hour rating:
1 1% inches Class 1 concrete.
2. 2Vz inches Class 2 concrete.
3. Two inches gypsum concrete.
4. Two inches structural clay partition tile, or
concrete block masonry and plaster.
5. Two inches solid, or three inches hollow
gypsum tile masonry.
F-402.6. 5 Two (2) hour rating:
1 . 1 Vz inches of Class 2 concrete
2. Two inches gypsum concrete.
F-402.6. 6 One hour rating:
1 One inch Class 1 concrete.
2. 1 Vz inches Class 2 concrete.
3. Va inch or cement or gypsum plaster on
metal lath.
F-402.7 Fire protection of steel in reinforced
concrete beams:
F-402.7. 1 Protective thickness: The main steel
reinforcement, including stirrups larger than Vz
inch, in reinforced concrete beams, girders and
trusses, including the ribs of reinforced concrete
ribbed floors or roofs where one or both sides of
the ribs, in addition to the soffit, are exposed to
fire, required to have fire protection of a given
rating, shall be covered on all sides with concrete
having not less than the thickness listed in
Appendix F-402.7 for the required rating. Where
a reinforced concrete floor or roof has a flush
ceiling formed with approved permanent masonry
filler between ribs, the reinforcement shall have
the protection required for reinforcing steel of
floors and roofs in Appendix F-402.8.
F-402.7.2 Four hour rating:
1 . 1 Vz inches Class 1 concrete.
2. Two inches Class 2 concrete.
F-402.7.3 Three hour rating: 1V2 inches Class 1
or Class 2 concrete.
F-402.7.4 Two hour rating:
1. One inch Class 1 concrete.
2. 1 Vz inches Class 2 concrete.
F-402.7. 5 One hour rating: One inch Class 1 or
Class 2 concrete.
F-402.7.6 Stirrups less than Vi inch: The
thickness of protection on stirrups not larger than
Vz inch may be less than that listed by not more
than Vi inch.
F-402.8 Fire protection of steel reinforcing in
floors and roofs:
F-402.8. 1 Protection thickness: The steel
reinforcement in reinforced concrete floors and
roofs with flush or plane ceiling, such that the
exposure to fire is on the soffit only, required to
have fire protection of a given rating, shall be
covered with concrete having not less than the
thickness listed in Appenfix F-402.8 for the
required rating. In floors or roofs having
reinforced concrete ribs where the concrete
surrounding the steel reinforcement is exposed to
fire on one or both sides in addition to the soffit,
such reinforcement shall have the protection
specified in Appendix F-402.7 for steel in
reinforced concrete beams.
F-402.8.2 Four hour rating:
1. One inch Class 1 concrete.
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2. 1 'A inches Class 2 concrete.
F-402.8.3 Three hour rating: One inch Class 1
or Class 2 concrete.
F-402.8.4 Two hour rating:
1. V» inch Class 1 concrete.
2. One inch Class 2 concrete.
F-402.8.5 One hour rating: 3A inch Class 1 or
Class 2 concrete.
F-402.9 Fireresistive floor and roof construction:
F-402.9.1 Protective thickness: Floors and roofs
required to have resistance of a given rating to the
spread of fire shall have such thickness of the
materials of which it is constructed, as shall be
'necessary for the required rating, and structural
metal forming a part of such floors or roofs shall
have protection against fire of such required
rating. Floors and roofs required to have two hour
or longer resistance to fire be constructed of
noncombustible materials. Granolithic, burned
clay tile, ceramic tile or other similar
incombustible floor finish of a given thickness
may be substituted for an equal thickness, and
sand, cinder or other incombustible filling
material, with or without embedded wooden
screeds, may be substituted for % its thickness, of
the floor or roof construction material specified in
Appendix F-402.9, provided that such floors and
roofs shall have adequate thickness for structural
purposes.
F-402.9. 2 Fireresistance rating: Floor or roof
construction shall be assumed to afford resistance
to the spread of fire of the rating indicated in the
following Appendix F-402.9. 3 through F-4029.6:
F-402.9.3 Four hour rating:
1. Four inches solid slab of reinforced
Portland cement concrete or reinforced precast
gypsum concrete.
2. Four inches solid masonry arched or slabs
3. Four inches structural clay floor tile
masonry arches or slabs with top covering of
not less than two inches of solid masonry or
reinforced concrete.
4. Five inches combination reinforced
Portland cement concrete slab consisting of
permanent fillers of concrete block, gypsum or
structural clay tile and 1 Vi inches of concrete
topping; but if structural clay partition tiles are
used for fillers, they shall be plastered on the
soffit.
F-402.9.4 Three hour rating
1. Three inches solid slab of reinforced
Portland cement concrete or reinforced precast
gypsum concrete.
2. Three inches solid masonry arches or slabs.
3. Four inches structural clay floor tile
masonry, arches or slabs with top covering of
not less than 1 Vz inches of solid masonry or
reinforced concrete.
4. Four inches combination reinforced
Portland cement concrete slab consisting of
permanent fillers of concrete block, gypsum or
structural clay tile and one inch concrete
topping; but if structural clay partition tiles are
used for fillers, they shall be plastered on the
soffit.
F-402.9.5 Two hour rating:
1. 2V2 inches solid slab of reinforced Portland
cement concrete or reinforced precast gypsum
concrete.
2. 2/4 inches solid masonry arches or slabs.
3. Three inches structural clay floor tile
masonry, arches or slabs with top covering of
not less than one inch of solid masonry or
reinforced concrete.
F-402.9. 6 One hour rating:
1. Three inches structural clay floor tile
masonry, arches or slabs with all joints
thoroughly filled with cement or gypsum
mortar.
2. Wood floor or roof construction with joists
not less than l5/s inches in least dimension,
firestopped, double board floor, approved
asbestos felt between lay of boards, and with a
ceiling of at least Vt inch cement or gypsum
plaster on metal lath.
3. Steel beams or steel joists not more than 36
inches apart on centers with noncombustible
floor and a ceiling of at least % inch cement or
gypsum plaster on metal lath furring.
F-402.10 Fireresistive ceiling construction:
F-402.10.1 Protective thickness: Ceilings
required to afford fire protection of a given rating
to the floor or roof framing under which it is
supported shall be of fireresistive materials of at
least the thickness necessary for the given rating.
A fireresistive ceiling and all hangers and
fastenings necessary for its support to the
protected framing shall be of noncombustible
materials. It shall be capable of sustaining its own
weight without exceeding allowable stresses.
Metal reinforcement in such a ceiling shall be
protected from fire as specified in Appendix F-
402.8 for reinforcing in a floor.
F-402.10.2 Fireresistance rating: Ceiling
construction shall be assumed to afford to floor or
roof framing fire protection of the rating indicated
in the following Appendix F-402. 10.3 through F-
402.10.6.
F-402. 10.3 Four hour rating:
1 . 2V2 inches solid slab of reinforced Portland
cement concrete or reinforced precast gypsum
concrete.
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2. Two inches precast reinforced gypsum
concrete, plastered.
F-402.10.4 Three hour rating:
1. Two inches solid slab of reinforced
Portland cement concrete or reinforced precast
gypsum concrete.
2. Two inches precast reinforced gypsum
concrete, lapped or rabbeted joints.
F-402.10.5 Two hour rating: \Vz inches solid
slab of reinforced Portland cement concrete or
reinforced precast gypsum concrete.
F-402.10.6 One hour rating: % inch cement or
gypsum plaster on metal lath.
F-402.11 Fireresistive bearing walls and
partitions:
F-402.11. 1 Protective thickness: Bearing walls
and partitions required to have resistance to fire or
the spread of fire of a given rating shall be
constructed of fireresistive materials and shall
have at least the thickness necessary for the
required rating. Walls required to have two hour
or longer rating shall be of noncombustible
materials. Steel reinforcement in reinforced
concrete walls shall have the same protection for
the given rating as is required in Appendix F-
402.9 for floors.
F-402.11.2 Fireresistance rating: Bearing walls
and partitions shall be assumed to have resistance
to fire and the spread of fire of the rating indicated
in the following Appendix F-402. 1 1 .3 through F-
40211.6:
F-402.11.3 Four hour rating:
1 . Eight inches solid brick masonry.
2. 12 inches hollow wall of brick masonry,
minimum eight inch masonry thickness.
3. 12 inches structural clay load-bearing tile
masonry with two units and not less than three
cells in the thickness of the wall.
4. Eight inches structural clay load-bearing
tile masonry with one unit and not less than
two cells in the thickness of the wall, plastered
both sides.
5. 12 inches concrete block masonry with one
unit and not less than two cells in the thickness
of the wall.
6. Eight inches one piece concrete block
masonry with shells and webs at least P/2
inches thick, plastered both sides.
7. 12 inches total thickness of brick masonry
facing bonded to structural clay load-bearing
tile masonry backing.
8. Eight inches solid concrete.
9. Six inches solid reinforced concrete.
10. A steel or reinforced concrete frame
bearing wall in which the steel has fire
protection of four hour rating, with panel
filling as specified in Appendix F-402. 12 for a
nonbearing wall of four hour rating.
F-402.11. 4 Three hour rating:
1. Eight inches structural clay load-bearing
tile masonry with two units and not less than
four cells in the thickness of the wall.
2. 12 inches structural clay load-bearing tile
masonry with one unit and not less than three
cells in the thickness if the wall.
3. Eight inches one piece concrete block
masonry with shells and webs not less than 1 Vz
inches thick, plastered both sides.
4. Eight inches one piece concrete block
masonry with shells and webs not less than two
inches thick.
5. Five inches solid reinforced concrete.
6. A steel or reinforced concrete frame
bearing wall in which the steel has fire
protection of three hour rating, with panel
filling as specified in Appemdix F-402. 12 for
a nonbearing wall of three hour rating.
F-402.11.5 Two hour rating:
1. Eight inches structural clay load-bearing
tile masonry with not less than three cells in
the thickness of the wall.
2. Eight inches concrete block masonry with
shells and webs not less than 1 Vz inches thick.
3. A steel or reinforced concrete frame
bearing wall in which the steel has fire
protection of two hour rating, with panel filling
as specified in Appendix F-402. 12 for a
nonbearing wall of two hour rating.
F-402.11.6 One hour rating:
1. A steel or wooden stud bearing wall
covered on both sides with one inch cement or
gypsum plaster on metal lath, firestopped if of
wood.
2. A steel or reinforced concrete frame
bearing wall in which the steel has fire
protection of one hour rating, with panel filling
as specified in Appendix F-402. 12 for a
nonbearing wall of one hour rating.
F-402. 12 Fireresistive nonbearing walls and
partitions:
F-402. 12.1 Protective thickness: Nonbearing
walls and partitions required to have resistance to
fire and the spread of fire of a given rating shall
be constructed of fireresistive materials and shall
have at least the thickness necessary for the
required rating. Walls required to have two hour
or longer rating shall be of incombustible
materials. Steel reinforcement in reinforced
concrete walls shall have the same protection for
the given rating as is required in Appendix F-
402.8.
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APPENDIX F
F-402.12.2 Fireresistance rating Nonhealing
walls and partitions shall be assumed to have
resistance to fire and the spread of fire of the
rating indicated in the following Appendix F-
402.12.3 through F-402. 12. 6.
F-402.12.3 Four hour rating:
1 . Eight inches solid brick masonry.
2. 3'/2 inches solid brick masonry, plastered
goth sides.
3. Six inches structural clay load-bearing tile,
plastered both sides.
4. Six inches solid concrete.
5. Four inches solid reinforced concrete.
6. Any wall which, as a bearing wall, has a
three hour or four hour rating in Appendix F-
402.1 1, except the steel or reinforced concrete
frame bearing wall.
F-402. 12.4 Three hour rating:
1. 3 Vi inches solid brick masonry.
2. Four inches structural clay load-bearing
tile, plastered both sides.
3. Four inches solid concrete.
4. Three inches reinforced concrete.
5. Any wall which, as a bearing wall, has a
two hour rating in Appendix F-402. 1 1 except
the steel or reinforced concrete frame bearing
wall.
F-402.12.5 Two hour rating:
1. Three inches gypsum tile masonry
plastered both sides except in exterior walls.
2. Eight inches structural clay partition tile
masonry, plastered both sides.
3 . Eight inches structural clay load-bearing tile,
with three cells in the thickness of the wall.
4. 2'/2 inches solid cement or sanded gypsum
plaster on metal lath and noncombustible
studding.
5. Three inches total thickness of hollow wall, %
inch cement or gypsum plaster on metal lath and
noncombustible studding.
6. Three inches total thickness of hollow wall, 3A
inch cement or gypsum plaster on metal lath and
wooden studding, firestopped.
F-402. 13 Fireresistive doors:
F-402.13.1 General: Doors which are required to
be fire doors, fireresistive doors, or of fireresistive
construction shall conform to the requirements of
Appendix F-402. 13 and Appendix F-402. 14
F-402. 13.2 Classification: Fire doors shall be
classified for the proposes of this code as Class A,
Class B, and Class C.
F-402.13.3 Class A fire doors: Class A fire doors
shall be doors of the following construction and as
specified in Appendix F-402. 14:
1 Tin-clad, three ply wood core, sliding.
2. Tin-clad, three ply wood core, swinging
single leaf, doorway not over six feet wide.
3. Tin-clad, three ply wood core, swinging in
pairs, doorway not over feet wide.
4. Hollow metal, swinging single leaf,
doorway not over four feet wide.
5. Hollow metal, swinging in pairs, doorway
not over eight feet wide.
6. Sheet metal, sliding, single, doorway not
over ten feet wide.
7. Sheet metal, sliding in pairs, doorway not
over 12 feet wide.
8. Sheet metal, swinging single leaf, doorway
not over feet wide.
9. Sheet metal, swinging in pairs, doorway
not over ten feet wide.
10. Steel rolling doorway not over 12 feet
wide.
1 1 . Steel plate, doorway not over four feet
wide.
12. Any other construction equal or superior
to a tin-clad three ply wood core door in a
standard fire test, for resistance to fire, the
spread of fire and smoke, and transmission of
heat.
F-402.13.4 Class B fire doors: Class B fire doors
shall be doors of the following construction and as
specified in Appendix F-402. 14:
1 . Tin-clad, three ply wood core.
2. Tin-clad, two ply wood core, sliding,
doorway not over ten feet wide.
3. Tin-clad, two ply wood core, swinging
single leaf, doorway not over six feet wide.
4. Tin-clad, two ply wood core, swinging in
pairs, doorway not over ten feet wide.
5. Hollow metal, sliding, doorway not over
eight feet wide.
6. Metal-clad, paneled, swinging single leaf,
doorway not over three feet wide.
7. Metal-clad, paneled, swinging in pairs,
doorway not over six feet wide.
8. Any other construction equal or superior to
a tin-clad two ply wood core door in a standard
fire test, for resistance to fire, the spread of fire
and smoke, and transmission of heat.
F-402. 13.5 Class C fire doors: Class C Fire
doors shall be doors of the following construction
and as specified in Appendix F-402. 14:
1. Metal-clad, paneled, swinging single leaf,
doorway not over four feet wide.
2. Metal-clad, paneled, swinging in pairs,
doorway not over eight feet wide.
F-402. 13.6 Substitution: A Class A door may be
used where Class b or Class C is specified; a
Class B door may be used where Class C is
specified. Two Class B or Class C doors on
opposite sides of the wall may be used where a
single Class A or Class B door is specified.
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F-402.13.7 Overlap: Fireresistive doors, when
closed, shall completely cover the doorways in the
walls and partitions or the openings in the floors
or roofs to which they ar fitted. A swinging fire
door shall either overlap both jambs and the head
of the opening not less than four inches or be
fitted to a fireresistive frame with a rabbet the full
thickness of the door and with not less than Vi
inch overlap on the door. A sliding fire door,
except in enclosures about passenger elevators,
shall overlap both jambs and the head of the
opening not less than four inches. A sliding fire
door in an enclosure about a passenger elevator
shall overlap jambs, head and adjoining panels not
less than 'A inch. Fire doors shall fit closely at the
floor with clearance of not over V* inch.
'F-402.13.8 Thresholds: In buildings with
combustible floors, doorways required to have
fire doors shall have noncombustible thresholds
the full thickness of the wall, extending at least
four inches from the face of the wall where a door
is hung and extending laterally at least six inches
behind each jamb of the doorway. Thresholds
may be flush with the floor.
F-402.13.9 Rabbeted frame: The rabbeted frame
of a swinging fire door shall be constructed of
structural steel built into the concrete, masonry or
other fireresistive material of the wall about the
opening and secured thereto, except that the
rabbeted frame of a Class B or C door may be of
wood, covered with sheet metal not less than No.
26 gauge in thickness, secured to the wall in the
opening.
F-402.13.10 Fit: Fire doors when closed shall fit
tightly against the wall or frame so as to provide
an effective stop for fire and smoke. Except for
the metal-covered wooden frame specified in
Appendix F-402. 10, combustible material shall
not intervene between the door and the
fireresistive material of the wall, floor or roof to
which it is fitted.
F-402.13.11 Hardware: Hinge hardware for fire
doors shall be of malleable iron or rolled
structural steel not less than % inch thick except
that tubular steel track for sliding doors may be
not less than Va inch thick. Equivalent thickness
of solid bronze or brass may be used. Fire doors
shall not depend upon cords, cables or chains to
support them in closed position except in elevator
shafts.
F-402.13.12 Tracks: Tracks for sliding fire doors
shall be so supported that a track hanger comes at
each door hanger when the door is closed. Track
hangers shall be secured to wood stud walls by
through bolts and to concrete walls by through
bolts or approved built-in inserts. Expansion
shields shall not be used to support fire doors.
F-402. 13.13 Hinges: Hinges for swinging fire
doors, except in wooden stud walls, shall be
riveted or through-bolted to the structural steel
frame of the opening, through-bolted to the wall
if of masonry or concrete or secured by approved
inserts in the concrete or built into masonry in an
approved manner
F-402.13.14 Strap hinges: Strap hinges and
sliding door hangers shall be secured to fire doors
by through-bolting, riveting or welding.
Swinging fire doors in rabbeted frames, except
tin-clad, wood core doors, may be hung on butts.
Other swinging fire doors shall have strap hinges.
F-402. 13.15 Straps, locks and latches: Sliding
fire doors shall have adequate stops for the closed
position. Swinging Class A fire doors shall have
surface lathes or unit locks. Class B and C doors
shall have surface latches, unit or mortise locks.
The latch bolts of unit or mortise locks on fire
doors shall have a throw of Vt inch. When
mounted in pairs, fire doors shall be rabbeted by
means of an astragal or otherwise where they
come together. One of a pair of swinging fire
doors shall have push bolts at top and bottom with
a throw of % inch and the other shall be held by
latch to the first.
F-402.13.16 Opening hardware: Except in
detention buildings, fire doors hung in required
exits shall be so fitted with hardware that they can
be opened from inside without use of a key when
the building is occupied.
F-402. 14 Fire door construction:
F-402. 14.1 Fastening: In the construction of fire
doors, solder shall not be used except for filling
joints. Sheet metal shall be fastened to wood by
nailing and to metal frame by bolting, riveting or
welding.
F-402. 14.2 Glass: Class A doors shall not have
glass panels. Class B doors may have glass
panels not larger than 100 square inches in
exposed area nor more than 12 inches in width or
height. Class C doors amy have glass panels not
larger than 2,016 square inches in total exposed
area, and any single light shall not have an
exposed area exceeding 1,296 square inches.
Glass in fire doors shall be wire glass not less than
lA inch thick and shall be set 5/s inch in grooves
% of an inch deep.
F-402.14.3: Deleted
F-402. 14.4 Tin-clay, two ply: In-clad, two ply
wood core doors shall be shall be constructed in
accordance with the specifications of the National
Board of Fire Underwriters for such doors in
Class B openings and shall bear the label of the
Underwriters' Laboratories to this effect.
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APPENDIX F
F-402.14.5 Hollow metals: Hollow metal doors
shall have substantial stiles and rails of heavy
pressed steel, reinforced for hinges and other
hardware. Panels shall be of sheet filled with
asbestos board or other approved insulating
materials. The door shall be assembled by
welding or riveting.
F-402.14.6 Sheet metals: Sheet metal doors
shall be constructed with a rolled steel rigid frame
covered both sides with V16 inch asbestos board
and No. 26 gauge corrugated steel metal, with
corrugations vertical on one side and horizontal
on the other, bound on the edges with rolled steel
or pressed steel shapes.
F-402.14.7 Steel rolling: A steel rolling fire door
shall be constructed of sheet steel interlocking
slats, sliding in grooves, counterweighted by
springs, with the roller and mechanism enclosed
in heavy sheet metal.
F-402.14.8 Steel plate: A steel plate fire door
shall be constructed of not less than No. 12 gauge
steel plate mounted on a rolled steel frame,
assembled by welding or riveting.
F-402.14.9 Metal clad: A metal clad, paneled
fire door shall have a wood core with stiles and
rails not less than 1% inches thick covered with
No. 26 gauge sheet steel; panels % inch thick
covered with No. 26 gauge sheet steel, set % inch
in grooves; joints of metal lapped and well nailed.
F-402.14.10 Class A label: A door properly
bearing the Underwriters' label certifying that it is
suitable for the protection of a Class A opening
shall be acceptable as a Class A door.
F-402.14.11 Class B label: A door properly
bearing the Underwriters' label certifying that it is
suitable for the protection of a Class B opening
shall be acceptable as a Class B door, except that
metal clad doors wider than three feet shall not be
accepted as Class B doors.
F-402. 14.12 Class C label: A door properly
bearing the Underwriters' label certifying that it is
suitable for the protection of a Class C opening
shall be acceptable as a Class C door.
F-402. 15 Fireresistive shutters: Shutters required
to be fire shutters or fireresistive shutters shall be
constructed and hung as specified for Class B
fireresistive doors in Appendix F-402. 13 and F-
402.14.
F-402.16 Fireresistive windows:
F-402. 16.1 General: Windows which are
required to be fire windows, fireresistive
windows, or of fireresistive construction shall
conform to the requirements of Appendix F-
402.16
F-402. 16.2 Moveable: Firereisistive windows
may be fixed or arranged to open and close.
Fixed fireresistive windows shall be so secured in
the walls in which they are placed that they may
expand in case of fire without buckling.
Moveable firereisitive windows shall be opened
or closed in one of the following manners:
1. One or more sashes may slide horizontally
in a fireresistive frame.
2. One or more sashes may slide vertically
with counterweights or with tow sashes
counterbalanced and hung on chains. If a sash
is closed in raised position, it shall have a
fastening.
3. A sash may be hinged at top, bottom, or
either side.
4. A sash may be pivoted at top and bottom or
at the sides.
5. A sash may be arranged to open and close
in any other approved manner, with approved
hardware.
F-402. 16.3 Sash: Moveable sashes in
fireresistive windows shall be furred to
fireresistive frames of the same or similar
construction. Both sashes and frames, and metal
mullions between window units, shall be so fitted
in the walls in which they are placed as to be
continuous with the fireresistive material of the
wall and so secured that they may expand in case
of fire without buckling.
F-402. 16.4 Glass: Glass in firereisistive
windows shall be wired glass not less than Va
inch thick and the area of a single light shall not
exceed 720 square inches. Glass shall be set %
inch grooves at least Vz inch deep. Glass shall be
secured by glazing angles or molding screwed to
the sash and forming continuous grooves for the
glass.
F-402.16. 5 Construction: Fireresistive windows
shall be of the following construction:
1. Hollow sheet metal sashes and frames
fabricated by pressing, welding, riveting or
crimping without the use of solder or other
fusible alloy, except for filling joints, and
bearing the label of Underwriters' Laboratories.
2. Rolled steel or pressed steel sashes
fabricated by pressing, welding, riveting or
crimping, of a make and style approved by the
commissioner.
3. Any other approved constructions as
fireresistive as that specified in Appendix F-
402.16.5 item.
F-402. 16.6 Hollow sheet metal: Fired
fireresistive windows of hollow sheet metal
construction shall not exceed seven feet in width
not ten feet in height. Fireresistive windows of
hollow sheet metal construction with moveable
sashes shall not exceed six feet in width nor ten
feet in heitjht
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
735
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
F-402.16.7 Rolled steel: Fireresistive windows
of rolled steel construction shall not exceed 84
square feet in area not 12 feet in either height or
width.
F-402. 16.8 Wind pressure: Fireresistive
windows and their fastenings shall be capable of
resisting the wind pressure on the wall of the
building applied either on he inside or the outside
of the window exceeding allowable stresses.
F-402.16.9 Substitution: Where fireresistive
windows are required, wooden windows and plain
glass may be substituted provided the openings
are protection by fireresistive doors or shutters,
or, in buildings of approved occupancy and
construction, by an approved system of open
sprinklers.
F-402.17 Fireresistive roof covering:
F-402.I7.1 Classification: Roof covering allowed
under this code shall be classified as fire-retardant
or ordinary, according to resistance to fire outside,
as provided in Appendix F-402. 17. Fire-retardant
roof covering is the more firereisistive and may be
used where fire-retardant roofing is specified.
Roof covering less fireresistive than ordinary roof
covering shall not be used on any building.
F-402.17.2 Fire-retardant roofing: Fire-
retardant roofing shall be any roof covering than
meets the requirements of Class A or Class B
roofing under the specifications of the
Underwriters' Laboratories, Inc. The following
roof covering shall be assumed to meet the
requirements for fire-retardant roofing:
1. Built-up roofing consisting of successive
layers of roofing felt impregnated with asphalt;
a final layer of asphalt in which, while molten,
is embedded a continuous layer of roofing
gravel or slag.
2. Built-up roofing consisting of successive
layers of roofing felt impregnated with coal tar;
a final layer of tar in which, while molten, is
embedded a continuous layer of roofing gravel
or slag.
3. Built-up roofing consisting of successive
layers of roofing felt impregnated with asphalt;
a final layer of asbestos roofing felt
impregnated with asphalt weighing not less
than 14 pounds per 100 square feet, or a final
layer of asphalt-saturated prepared roofing
coated with granulated slate or other similar
material.
4. Built-up roofing consisting of successive
layers of roofing felt impregnated with tar or
asphalt and a finish of burned clay floor tile,
stone flagging, cement concrete or other
similar material.
5. Sheet metal with locked and soldered joints
not less than No. 26 gauge in thickness.
6. Shingles of natural slate.
7. Shingles of burned clay tile.
8. Shingles of sheet metal not less than No. 26
gauge in thickness.
9. Shingles of asbestos board not less than Vs
inch thick.
10. Shingles of asphalt saturated felt surfaced
with granulated slate or other similar material
and carrying the Underwriters Class "C" label.
1 1. Corrugated sheet metal with lapped joints
not less than No. 26 gauge in thickness.
12. Corrugated asbestos board not less than
3/I6) inch thick.
F-402. 17.3 Ordinary roofing: Ordinary roofing
shall be of any roof covering which meets the
requirements of Class C roofing under the
specifications of the Underwriters' Laboratories,
Inc. The following roof covering shall be
assumed to meet the requirements for ordinary
roofing:
1 . Built-up roofing consisting of successive
layers of roofing felt impregnated with asphalt,
coal tar or other approved material, not equal
in fireresistance to a fire-retardant roofing.
2. Prepared roofing consisting of felt or fabric
impregnated or coated, or both, with asphalt,
tar or other approved material or shingles of
such prepared roofing, not equal in
fireresistance to fire-retardant roofing.
3. Canvas stretched tightly and coated with
paint.
F-402. 17.4 Means of securing: Built up roofing
shall be secured to the roof deck in the following
manner:
1 . Over masonry slab, the first layer shall be
laid in molted asphalt or tar mopped on the
roof deck, after the deck is properly primed, or
by nailing a layer of building paper to nailing
inserts other than wood placed in the deck.
2. Over wood decks, the built-up roofing shall
be secured by nailing a layer of building paper
to the roof deck over which the prepared
roofing is to be laid with the first layer laid in
molten asphalt or tar.
3. Roofings other than built-up roofings, such
as shingles, slates, and tile roll roofing shall be
well secured to the deck by nailing, bolting,
wiring, or other approved methods.
736
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
APPENDIX G
UNIT DEAD LOADS FOR DESIGN PURPOSES
The intent of 780 CMR Appendix G is to assist the designer and building official in establishing the
minimum weights for materials commonly used in building construction. Some material assemblies have
a range in weight. A typical figure is indicated, but when there is reason to suspect a considerable
deviation, the actual weight should be determined.
Note on use of 780 CMR Appendix G tables: When making calculations based on the tables in 780 CMR
Appendix G, the weights of masonry include mortar but not plaster. For plaster, add 5 psf for each face
plastered. Values given represent averages. In some cases there is a considerable range of weight for the
same construction. For metric conversion, 1 psf equals 4.882 kg/m3.
Table G-l
UNIT DESIGN DEAD LOADS FOR CONCRETE SLABS
Concrete slabs
Pounds per square foot
Concrete, reinforced stone, per inch of thickness
Concrete, reinforced lightweight sand, per inch of thickness
Concrete, reinforced, lightweight, per inch of thickness
Concrete, plain stone, per inch of thickness
Concrete, plain, lightweight, per inch of thickness
12'/2
9'/2
9
12
8/2
Table G-2
UNIT DESIGN DEAD LOADS FOR RIBBED SLABS
Pounds per square foot
Ribbed slabs
Width of rib, in inches
Depth in inches
(rib depth plus slab
thickness)*
4
5
6
7
8
9
12-inch clay tile fillers
(normal
weight concrete)
4 plus 2
49
51
52
54
-
-
6 plus 2
60
63
65
67
-
-
8 plus 2'/2
79
82
85
87
-
-
10 plus 3
96
100
103
106
-
.
12 plus 3
108
112
116
120
-
-
20-inch wide
forms:
45
48
50
50
.
.
6 plus 2'/2
51
54
57
60
-
.
8 plus 2'/2
57
60
64
68
.
-
10plus2'/2
63
67
72
76
-
-
12 plus 2'/2
-
74
79
84
-
-
14 plus 2/2
-
-
88
93
98
-
16 plus 2/2
-
-
-
111
118
-
20 plus 2/2
-
Make appropriate allowances for tapered ends.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
737
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Table G-2 (continued)
UNIT DESIGN DEAD LOADS FOR RIBBED SLABS
Ribbed slabs
Depth,, in inches
(rib depth plus slab
thickness)*
Pounds Per square foot
Width of rib, in inches
4
5
6
7
8
9
30-inch wide
forms:
6 plus 2'/2
8 plus 2'/2
10plus2'/2
12 plus 2 Vi
14 plus 2'/2
16 plus 2 Vi
20 plus 2Vz
41
45
49
53
43
47
52
57
62
45
50
55
60
66
72
47
53
58
64
70
76
90
80
95
101
Two-way clay tile fillers
(12x12):
4 plus 2
6 plus 2
8 plus 2/2
10 plus 3
12 plus 3
61
87
100
121
136
62
89
103
126
141
64
90
107
131
146
-
-
-
Table G-3
UNIT DESIGN DEAD LOADS FOR WAFFLE SLABS
Waffle slabs
Depth, in inches
(Rib depth plus slab thickness)
Pounds per square foot
19x19, 5@24
6 plus 2Vi
8 plus 2'/2
10 plus 2V2
12 plus 2 1/2
30x30, 6@36
8 plus 3
10 plus 3
12 plus 3
14 plus 3
16 plus 3
20 plus 3
66
78
84
101
73
83
95
106
114
135
738
780 CMR - Sixth Edition
2/7/97 (Effective 2/28/97)
CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX G
Table G-4
UNIT DESIGN DEAD LOADS FOR FLOOR FINISH
Floor finish
Pounds per square foot
Double Vs-inch wood on sleepers, light concrete fill
19
Double Vs-inch wood on sleepers, stone concrete fill
28
Single Vs-inch wood on sleepers, light concrete fill
16
Single Vs-inch wood on sleepers, light concrete fill
25
3 -inch wood block on mastic, no fill
10
1-inch cement finish on stone concrete fill
32
1-inch terrazzo on stone concrete fill
32
Marble and mortar on stone concrete fill
33
Linoleum on stone concrete fill
32
Linoleum on light concrete fill
22
l'/i-inch asphalt mastic flooring
IS
3-inch wood block on !/;-inch mortar base
16
Solid flat tile on 1-inch mortar base
23
2-inch asphalt block, !4- mortar
30
1-inch terrazzo, 2-inch stone concrete
32
Floor finish tile per inch depth
12
Cement finish per inch depth
12
Gypsum slabs per inch depth
4
Precast concrete plank per inch
(as determined by test)
Hardwood flooring per inch depth
4
Underflooring per inch depth
3
Linoleum
2
Asphalt tile
2
Brick pavers per inch thickness
10
Table G-5
UNIT DESIGN DEAD LOADS FOR WATERPROOFLNG
Waterproofina
Pounds per square foot
Five-plv membrane
5
Table G-6
UNIT DESIGN DEAD LOADS FOR FLOOR FILL
Floor Fill
Pounds per square foot
Cinder fill, per inch
Cinder concrete per inch
Lightweight concrete, per inch
Sand, per inch
Stone, concrete, per inch
5
9
7
8
12
Table G-7
UNIT DESIGN DEAD LOADS FOR WOOD JOIST FLOORS
Wood joist floors (no plaster)
- double wood floor joist sizes in inches
Pounds per square foot
12-inch 16-inch
spacing spacing
2x6
6
5
2x8
6
6
2x 10
7
6
2x 12
8
7
3x6
7
6
3x8
8
7
3x 10
9
8
3x 12
11
9
3x 14
12
10
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
739
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Table G-8
UNIT DESIGN DEAD LOADS FOR MATERIALS
Materials Pounds per cubic foot
Cast-stone masonry (cement, stone, sand) 144
Cinder fill 57
Concrete, plain:
Cinder 108
Expanded slag aggregate 100
Haydite (burned clay aggregate) 90
Slag 132
Stone (including gravel) 144
Vermiculite and perlite aggregate,
nonloadbearing 25-50
Other light aggregate, loadbearing , . , . . ■ , 70-105
Concrete, reinforced:
Cinder Ill
Slag 138
Stone (including gravel) 150
Earth (dry) 96
Earth (damp) 108
Earth (wet) 120
Cork 15
Masonry, ashler:
Granite 168
Limestone, crystalline 168
Limestone, oolitic 135
Marble 173
Sandstone 144
Masonry, rubble mortar:
Granite 153
Limestone, crystalline 147
Limestone, oolitic 138
Marble 156
Sandstone 137
Rubble stone masonry 156
Terra cotta, architectural:
Voids filled 120
Voids unfilled 72
Timber, seasoned:
Ash, commercial white 41
Cypress, southern 32
Fir, Douglas, Coast region 34
Oak, commercial reds and whites 45
Redwood 28
Spruce, red, white, and Sitka 28
Southern pine, short leaf 39
Southern pine, long leaf 48
Timber, hemlock 30
740 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX G
Table G-9
UNIT DESIGN DEAD LOADS FOR ROOF AND WALL COVERINGS
Roof and wall coverings
Pounds per square foot
Asphalt shingles
2
Cement asbestos shingles
4
Cement tile
16
Clay tile (for mortar add 10 lb):
2-inch book tile
12
3-inch book tile
20
Roman
12
Ludowici
19
Composition:
10
Three-ply ready roofing
Four-ply felt and gravel
1
Five-ply felt and gravel
5'/2
Copper or tin
6
Corrugated asbestos cement roofing
1
Fiber board, Vi inch
1-3
Formed sheet steel
(see manufacturer)
Formed steel decking
2
Gypsum sheathing, '/; inch
3/4
Rigid insulation, Vi inch
3
Sheet lead
8
Skylight, metal frame, %-inch wired glass
7
Slate 3/16-inch
10
Slate Vi inch
20
Spanish tile
3
Wood sheathing, per inch thickness
3
Wood shinales
Table G-10
UNIT DESIGN DEAD LOADS FOR SUSPENDED CEILINGS
Suspended ceilings
Pounds per square foot
Cement on wood lath
12
Cement on metal lath
15
Gypsum on wood or metal lath
10
Plaster on tile or concrete
5
Suspended metal lath and gypsum plaster
10
Suspended metal lath and cement plaster
15
Plaster on wood lath
8
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Table G-ll
UNIT DESIGN DEAD LOADS FOR UNPLASTERED WALLS AND PARTITIONS
Walls and partitions (unplastered) Pounds per square foot
inch clay brick, high absorption 34
inch clay brick, medium absorption 39
inch clay brick, low absorption 46
inch sand/lime brick 38
•inch concrete brick, heavy aggregate 46
4 -inch concrete, light aggregate 33
8 7inch clay brick, high absorption 69
8 -inch clay brick, medium absorption 79
8 -inch clay brick, low absorption 89
8 -inch sand/lime brick 74
8 -inch concrete brick, heavy aggregate 89
8 -inch concrete brick, light aggregate 68
12 -inch common brick 120
12 -inch pressed brick 130
12 -inch sand/lime brick 105
12'/2 - inch concrete brick, heavy aggregate 130
12'/i - inch concrete brick, light aggregate 98
17
17
17
17
17
17
22
22
22 -i
22 -:
22-
22 -
4-i
4
nch clay brick, high absorption 134
nch clay brick, medium absorption 155
nch clay brick, low absorption 173
nch sand/lime brick 138
nch concrete brick, heavy aggregate 174
nch concrete brick, light aggregate 130
nch clay brick, high absorption 168
nch clay brick, medium absorption 194
nch clay brick, low absorption 216
nch sand/lime brick 173
nch concrete brick, heavy aggregate 216
nch concrete brick, light aggregate 160
nch brick, 4 inch load bearing structural clay - tile backing 60
nch brick, 8 inch loadbearing structural clay - tile backing 75
8 -inch brick, 4 inch loadbearing structural clay - tile backing 102
8 -inch combination brick and concrete block 72
12 -inch combination brick and concrete block •. 90
8 -inch loadbearing structural clay tile 42
12 -inch loadbearing structural clay tile 58
8 -inch concrete block, heavy aggregate 55
12 -inch concrete block, heavy aggregate 85
8 -inch concrete block, light aggregate 38
1 2 -inch concrete block, light aggregate 55
2 -inch furring tile, one side of masonry wall, - add to above figures 12
4 -inch hollow concrete block - stone aggregate 30
-lightweight 20
6 -inch hollow concrete block - stone aggregate 42
-lightweight 30
8 -inch hollow concrete block 55
-lightweight 38
10 -inch hollow concrete block - stone aggregate 62
-lightweight 46
12 -inch hollow concrete block - stone aggregate 85
-lightweight 55
4 -inch solid concrete block - stone aggregate 45
-lightweight 34
6 -solid concrete block - stone aggregate 50
-lightweight 37
742 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX G
Table G-ll (continued)
UNIT DESIGN DEAD LOADS FOR UNPLASTERED WALLS AND PARTITIONS
Walls and partitions (unplastered) Pounds per square foot
8 -inch solid concrete block - stone aggregate 67
-lightweight 48
10 -inch solid concrete block - stone aggregate 84
-lightweight 52
12 -inch concrete block - stone aggregate 108
-lightweight 72
4 -inch loadbearing clay tile 24
6 -inch loadbearing clay tile 36
2 -inch nonloadbearing clay tile 1 !
3 -inch nonloadbearing clay tile 18
4 -inch nonloadbearing clay tile 20
' 6 -inch nonloadbearing clay tile 30
8 -inch nonloadbearing clay tile 36
10 -inch nonloadbearing clay tile 40
4 -inch nonloadbearing hollow concrete block 20
6 -inch nonloadbearing hollow concrete block 30
8 -inch nonloadbearing hollow concrete block 40
T.C. 1 Vi-inch split terra cotta furring 8
2 -inch split terra cotta furring 10
3 -inch split terra cotta furring 12
2 -inch hollow gypsum block 9.5
3 -inch hollow gypsum block 10
4 -inch hollow gypsum block 15
5 -inch hollow gypsum block 18
6 -inch hollow gypsum block 24
2 -inch solid gypsum block 12
3 -inch solid gypsum block 18
4 -inch solid gypsum block 24
2 -inch facing tile 15
4 -inch facing tile 25
6 -inch facing tile 38
2 -inch solid plaster 20
4 -inch solid plaster 32
4 -inch hollow plaster 22
Wood studs 2x4, unplastered 4
Wood studs 2x4, plastered one side 12
Wood studs 2x4, plastered two sides 20
4 -inch glass block 18
Table G-12
UNIT DESIGN DEAD LOADS FOR LATH AND PLASTER PARTITIONS
Lath and plaster partitions Pounds per square foot
nch solid cement on metal lath 25
nch solid gypsum on metal lath 18
nch solid gypsum on gypsum lath 18
nch metal studs, gypsum and metal lath both sides 18
nch metal studs, gypsum and metal lath both sides 19
nch metal studs, gypsum and metal lath both sides 20
nch wood studs, plaster and wood lath both sides 18
nch wood studs, plaster and metal lath both sides 18
nch wood studs, plaster and plaster boards both sides 18
nch wood studs, unplastered gypsum board both sides (dry wall) 10
2/7/97 (Effective 2/28/97) 780 CMR - Sixth Edition 743
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Table G-13
UNIT DESIGN DEAD LOADS FOR PLASTER WORK
Plaster Work Pounds per square foot
Gypsum (one side) 5
Cement (one side) 10
Gypsum on wood lath 8
Gypsum on metal lath 8
Gypsum on plaster board or fiber board 8
Cement on wood lath 10
Cement on metal lath 10
744 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
APPENDIX H
HISTORIC STRUCTURES
Historic structures eligible for individual listing in the National Register of Historic Places, qualifying as
totally preserved buildings (see 780 CMR 3409.0).
Acton Faulkner Homestead, High Street
Agawam Capt. Charles Leonard House, Main Street
Amesbury Rocky Hill Meetinghouse, Portsmouth Road
Arlington Fowle-Reed-Wyman House, 64 Old Mystic Street
Jason Russell, 7 Jason Street
Old Schwamb Mill, 17 Mill Lane
Barre Barre Historical Society, Common Street
Barnstable Barnstable Custom House, Route 6A
Bedford Job Lane House, 295 North Road
Beverly John Balch House, 448 Cabot Street
Capt. John Cabot House, 1 17 Cabot Street
Rev. John Hale House, 39 Hale Street
Boston Gleason House, Beacon Street
James Blake House, E. Cottage Street (Dor.)
Clapp Houses, 105 Boston Street (Dor.)
Loring-Greenough House, 12 South Street (JP)
Old State House, 15 State Street
Pierce House, 24 Oakten Avenue (Dor.)
South End Historical Soc, 532 Mass. Avenue
Isabella Stewart Gardner Museum, 280 The Fenway
Boxford Holyoke-French House, Elm Street
Sylvanius-Thayer Birthplace, 786 Washington St
Brookline Edward Devotion House, 347 Harvard Street
Burlington Francis Wyman House, Francis Wyman Road
Cambridge Cooper-Frost- Austin House, 21 Linnaean St.
Charlton Ryder Tavern, Stafford Street
Chelmsford Old Chelmsford Garrison House, 105 Garrison Road
Chelsea Gov. Bellingham-Cary House, 34 Parker Street
Cohasset Caleb Lothrop House, 14 Summer Street
Danvers Fowler House, 1 66 High Street
Rebecca Nurse House
Glen Magna House
Dennis Josiah Dennis Manse, Nobscuset Road
West Schoolhouse
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Duxbury Gershom Bradford House, 93 1 Tremont Street
King Caesar House, King Caesar Road
Gloucester Beauport, Eastern Pt. Blvd.
Hammond Castle, 80 Hesperus Avenue
Hadley Hadley Farm Museum, Russell Street
Porter Phelps Huntinghouse, 130 River Drive
Haverhill The Whittier House, 305 Whittier Road
Holyoke Wisteriahurst, 238 Cabot Street
Ipswich Castle Hill, Argilla Road
Lee Merrell Tavern, Route 1 02
Lexington Buckman Tavern, 1 Bedford Street
Sanderson House, 3 14 Massachusetts Ave.
Monroe Tavern, 1332 Massachusetts Ave.
Lincoln The Grange, Codman Road
Lowell Whistler House, Worthen Street
Lynnfield Meetinghouse
Medford Peak House, 347 Main Street
Milton Dr. Amos Holbrook House, 203 Adams Street
Daniel Vose House, 1370 Canton Avenue
Nantucket Whaling Museum, Broad Street
Fire Hose Cart House, 8 Gardner Street
Greater Light, 8 Howard Court
Old Gaol, 15 Vestal Street
1800 House, 4 Mill Street
Old Mill, 50 Prospect Street
Hawden House, 96 Main Street
Nathaniel Macy House, 12 Liberty Street
Thomas Macy Warehouse, 10 Straight Wharf
Fair Street Museum, 7 Fair Street
Quaker Meeting House, 7 Fair Street
New Bedford Benjamin Rodman House, 50 North Second Street
New Salem Whitaker-Clary House, Elm Street
Newbury Tristram Coffin House, 1 6 High Road
Spencer-Pierce-Little House, Little Lane
Newton Jackson Homestead, 527 Washington Street
No. Andover Parson Barnard House, Osgood Street
No. Easton Old Colony Railroad Station, Oliver Street
Norwood Fred Holland Day, 93 Bay Street
Orleans French Cable Station, Cove Road
746 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
APPENDIX H
Oxford Clara Barton Homestead, Clara Barton Road
Peabody Gen. Gideon Foster House, 35 Washington Street
Pittsfield Herman melville House, 78 Holmes Road
Plymouth Plymouth Antiquarian Society, 126 Water Street
Harlow Old Ft. House, 19 Sandwich Street
Pilgrim Hall, 75 Court Street
Richard Sparrow House, 42 Summer Street
Quincy Adams Academy, 8 Adams
Quincy Homestead, 34 Butler Street
Josiah Quincy House, 20 Muirhead Street
Randolph Johnathan Belcher House, 360 N. Main
Reading Parker Tavern, 103 Washington Street
Rockport Old Castle, Castle Lane
Salem House of 7 Gables, 46-54 Turner Street
Essex Institute, Essex Street
The Norbone House
Witch Museum
Crowningshield Bently, Essex Street
Gardner-Pingree House, 128 Essex Street
Gedney House, 21 High Street
Cox House, 19 High Street
Sandwich Hoxie House, 18 Water Street
Eldred House, 4 Water Street
Wing Fort House, Spring Hill Road
Sheffield Col. John Ashley House, Cooper Hill Road
Shrewsbury Gen. Artemas Ward Homestead, Main Street
Springfield Alexander House, State Street
George Walter Vincent Smith Art Museum
Stockbridge Naumkeag, Prospect Hill
Swansea The Luther Store, 160 Old Warren Road
The Martin House, 22 Stoney Hill Road
Taunton Old Colony Historical Society, 66 Church Green
Parson Capen House
Watertown Edmund Fowle House, 26 Marshall Street
Wenham Claflin-Richard House, 132 Main
West Springfield Josiah Day House, 70 Park Street
Weston Gold Ball Tavern, Old Post Road
Woburn Loammi Baldwin Mansion, 2 Alfred Street
Wilmington Harden Tavern, 436 Salem Street
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Worcester Timothy Paine House, 140 Lincoln Street
National Historic Landmarks
Amesbury John Greenleaf Whittier Home, 86 Friend Street
Boston African Meeting House, 8 Smith Court
Nichols House, 55 Mt. Vernon Street
Brook Farm, 678 Baker Street (Rox.)
Christ Church, 191 Salem Street
Faneuil Hall, Dock Square
1st Harrison Gray Otis House, 141 Beacon Street
Paul Revere House, 19 North Street
Concord Ralph Waldo Emerson House, 28 Cambridge Tpk.
The Old Manse
Orchard House, 299 Lexington Road
Dedham Fairbanks House
Deerfield Old Deerfield Village Historic District
Hancock Hancock Shaker Village
Harvard Fruitlands, Prospect Street
Hingham Old Ship Meetinghouse, Main Street
Ipswich John Whipple House, 53 S. Main Street
Lexington Hancock Clarke House, 35 Hancock Street
Marblehead Jeremiah Lee House, Washington Street
King Hooper Mansion, Hooper Street
Marshfield Daniel Webster Law Office, Webster Street
Medford Peter Tufts House, 350 Riverside Drive
Isaac Royal House, 1 5 George Street
Milton Capt. R. B. Forbes House, 215 Adams
Nantucket Nantucket Historic District
Jethro Coffin House, Sunset Hill
New Bedford New Bedford Historic District
Newburyport Caleb Cushing House, 98 High Street
Quincy John Adams Birthplace, 133 Franklin Street
John Quincy Adams Birthplace, 141 Franklin Street
Salem Peabody Museum
The Custom House, 178 Derby Street
Saugus Scotch Boardman House, 117 Howard Street
Stockbridge Chesterwood, Williamsville Road
The Mission House, Main Street
Waltham The Vale, Lyman Street
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Gore Place, 52 Gore Street
Woburn Count Rumford Birthplace, 90 Elm Street
Worcester American Antiquarian Society, 185 Salisbury Street
Historic structures determined eligible for listing in the National Register of Historic Places not qualifying
as totally preserved buildings (see Partially preserved buildings, 780 CMR 3409.0). Refer to:
1 . National Register of Historic Places,
U.S. Federal Register, February 1, 1978, Part II.
2. National Register of Historic Place (additions). Contact the Massachusetts Historical
Commission at the Massachusetts Archives Building, 220 Morrissey Boulevard, Boston, MA
02125.
Historic districts listed in the National Register of Historic Places. Refer to:
1. National Register of Historic Places, U.S. Federal Register, February 1, 1979, Part II.
2. National Register of Historic Place (additions). Contact the Massachusetts Historical
Commission at the Massachusetts Archives Building, 220 Morrissey Boulevard, Boston, MA
02125.
Structures proposed for certification as partially preserved not listed in the national register of historic places.
Refer to Massachusetts Historical Commission Inventory Forms.
Contact the Massachusetts Flistorical Commission at the Massachusetts Archives Building, 220
Morrissey Boulevard, Boston, MA 02125.
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APPENDIX I
INDEPENDENT STRUCTURAL ENGINEER REVIEW
1-1 Primary structure: For the purposes of the
independent structural engineering review, the
primary structure shall be defined as the structural
frame, the load supporting parts of floors, roofs, and
walls, and the foundations. Cladding, cladding
framing, stairs, equipment supports, ceiling supports,
non-load bearing partitions, and railings are
excluded from this definition of primary structure.
1-2 Reviewing engineer: The reviewing engineer
shall be engaged by the owner.
1-2.1 Qualifications: The reviewing engineer
shall be a registered professional engineer,
registered in Massachusetts, qualified by
experience and training and who shall have had
structural design experience with buildings or
structures similar to that covered by the
application for the building permit. The reviewing
engineer shall be impartial, and shall be
independent of the architect of record, structural
engineer of record, and contractors and suppliers
who will be involved in the construction of the
structure.
1-3 Criteria for review: The reviewing engineer
shall review the plans and specifications submitted
with the application for the building permit for
compliance with the structural and foundation design
provisions of the Code. The reviewing engineer shall
perform the following tasks:
1 . Check to assure that the design loads conform
with 780 CMR;
2. Check that other design criteria, and design
assumptions, conform to 780 CMR and are in
accordance with accepted engineering practice;
3. Review geotechnical and other engineering
investigations that are related to the structural
design to determine if the design properly
incorporates the results and recommendations of
the investigations;
4. Check that the organization of the structure is
conceptually correct ; and
5. Make independent calculations for a
representative fraction of systems, members, and
details to check their adequacy The number of
representative systems, members, and details shall
be sufficient to form a basis for the reviewer's
conclusions.
1-3.1 Structural Calculations: The structural
calculations prepared by the structural engineer of
record shall be submitted to the reviewing
engineer, upon the reviewing engineer's request,
for his or her reference only. The reviewing
engineer shall not be obligated to review or check
these calculations. If the design criteria and
design assumptions are not shown on the
drawings or in the computations, the structural
engineer of record shall provide a statement of
these criteria and assumptions for the review.
1-4 Structural engineer of record: The structural
engineer of record shall retain sole responsibility for
the structural design, and the activities and reports of
the reviewing engineer shall not relieve the
structural engineer of record of this responsibility.
1-5 Report and follow-up:
1. The reviewing engineer shall prepare a report
to the building official stating whether or not the
structural design shown on the drawings and the
specifications conform with the structural and
foundation requirements of 780 CMR. Said
report shall be based on the review as prescribed
in this appendix and shall include a summary of
all deficiencies, if any, which cannot be resolved
with the structural engineer of record.
2. The structural engineer of record shall review
the report of the reviewing engineer, and notify
the building official in writing, whether or not he
agrees with or disputes the conclusions and
recommendations of the reviewing engineer.
3. Unresolved disputes between the structural
engineer of record and the reviewing engineer
shall be submitted by the building official, the
owner, the structural engineer of record or the
reviewing engineer to the Structural Peer Review
Advisory Board for resolution.
4. Any changes to the structural design
subsequent to the original submission of the plans
and specifications shall be shown on revised
drawings and specifications, submitted with an
amendment to the application for permit. The
reviewing engineer shall review the changes on
the revised drawings and specifications, and, if
the original report does not account for the
changes in said drawings and specifications, a
supplementary report relating to the changes and
prepared by the reviewing engineer shall be made
to the building official.
1-6 Foundation permits: When the plans and
specifications are partially complete and an
application is made for a foundation permit, the
reviewing engineer may review the foundation plans
and specifications on a conditional basis, provided
that the reviewing engineer is given sufficient
documentation so that he can perform Appendix 1-3
Tasks 1, 2, 3, and 4 for the whole structure, and so
that he can perform Appendix 1-3 Task 5 for that
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part of the foundation covered by the application for specifications as prescribed in Appendix 1-3, the
foundation permit. The reviewing engineer shall reviewing engineer shall reperform Tasks 1, 2, 3,
prepare a report on that part of the foundation and 4, as necessary, to include all the revisions to the
covered by the application for foundation permit, as design subsequent to the application for the
prescribed in Appendix 1-5, stating all conditions foundation permit,
upon which the report is based. When the reviewing
engineer reviews the completed plans and
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APPENDIX J
ENERGY PROVISIONS
(This Appendix is entirely unique to Massachusetts)
J1.0 GENERAL
J1.0 Scope: Appendix J sets forth requirements for
the effective use of energy in structures.
Jl.l Compliance: Buildings shall be deemed to be
in compliance with Appendix J when built to the
provisions of the following:
1. component design (Appendix J8.0, J9.0 and
780 CMR 1310 through 1312); or
2. buildings utilizing nondepletable energy
sources (780 CMR 13 16.0).
J1.2 Other regulations: Appendix J is not intended
to abridge any safety or health provisions required
under any other applicable codes or ordinances.
J1.3 Existing buildings: Nothing in Appendix J
shall require the removal, alteration, or
abandonment, or prevent the continuance of the use
and occupancy of, a lawfully existing building,
unless provided otherwise specifically by
Appendix J.
J1.4 Exempt buildings: The following buildings are
exempt from the provisions of Appendix J, with the
exception of 780 CMR 1313.0 dealing with lighting
requirements:
1. Buildings and structures or portions thereof
whose peak design rate of energy usage is less
than one watt per square foot or 3.4 Btu/h per
square foot of floor area for all purposes;
2. Buildings which are neither heated nor cooled;
3. Greenhouses that are free-standing, or attached
to a building and separated by a wall having the
same thermal value as an exterior wall, and
provided with a separate temperature control
system;
4. Buildings with less than 100 square feet of
gross floor area.
J2.0 EXISTING BUILDINGS
J2.1 Additions to existing buildings: Additions to
existing buildings or structures shall be made
without making the entire building or structure
comply. The new construction shall conform to the
provisions of Appendix J as they relate to the
addition only.
J2.2 Alterations to existing buildings: See
780 CMR 34.
J3.0 PLANS AND SPECIFICATIONS
J3.1 Scope: 780 CMR J3.0 applies to all buildings.
J3.2 General: Plans, specifications and necessary
computations shall be submitted to indicate
conformance with 780 CMR J3.0 and other
applicable sections of 780 CMR.
J3.3 Details: The data submitted shall show all
pertinent information and features to be incorporated
into the building, including but not limited to: the
exterior envelope component materials; the R values
of the respective elements; the U values of the
overall assembly; calculations of overall Uo of the
walls, roof/ceiling, and floors; the size and type of
apparatus and equipment; controls; lighting
requirements; and other pertinent data to indicate
conformance to Appendix J. Where required by the
Board of Building Regulations and Standards or the
local enforcement official, such data shall be
submitted on forms specified.
J3.4 Calculation procedures: Calculation
procedures shall be in accordance with data in the
ASHRAE Handbook, 1993 Fundamentals Volume.
J4.0 MATERIALS AND EQUIPMENT
J4.1 Identification Where practicable, all materials
and equipment referenced in 780 CMR J3.2 shall be
marked in order to show compliance with
Appendix J.
J4.2 Maintenance information: Service systems
which require preventive maintenance to maintain
efficient operation shall be furnished with complete
necessary maintenance information. Required
routine maintenance actions, as specified by the
manufacturer, shall be stated clearly and
incorporated on a readily accessible label on the
equipment. Such label may be limited to identifying,
by title or publication number, the operation and
maintenance manual for that particular model and
type of product.
J5.0 DESIGN CONDITIONS
J5.1 Scope: 780 CMR J5.0 applies to all buildings.
J5.2 General: The criteria of 780 CMR J5.0
establish the minimum requirements for the thermal
design of the exterior envelope of buildings and for
HVAC systems and equipment.
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J5.3 Thermal performance: A building that is
designed to be both heated and cooled shall meet the
more stringent of the heating or cooling
requirements as provided in Appendix J when
requirements differ.
J5.4 Design parameters: The design parameters
listed in Tables J5.1 and J5.2 shall be used for
calculations required under Appendix J.
J5.4.1 Indoor design temperature: Indoor
design temperature shall be 72 °F for heating and
78 °F for cooling.
J5.4.2 Design humidity: Indoor design relative
humidity for heating shall not exceed 30%. For
cooling, the actual design relative humidity within
the comfort envelope as defined in ASHRAE
Standard 55-92 listed in Appendix A shall be
selected for minimum total HVAC system energy
use in accordance with accepted practice.
J5.5 Ventilation: Ventilation air shall conform to
the requirements specified in the mechanical code
listed in Appendix A.
Table J5.1
DESIGN TEMPERATURES
HEATING DEGREE DAYS BASE 65
HDD65
Outside Ambient
Heating Degrees
Cooling Degrees
Cooling Degrees
Heating Degree
(°F)
(°F)
(°F)
Days
Location
Dry Bulb
Wet Bulb
Winter
Summer
Summer
Base 65
Boston
9
88
74
5634
Clinton
2
87
73
6517
Fall River
9
84
73
5774
Frammgham
6
86
73
6144
Gloucester
5
86
74
-
Greenfield
-2
85
73
-
Lawrence
0
87
74
6195
Lowell
1
88
74
6056
New Bedford
9
82
73
5395
Pittsfield
-3
84
72
7578
Springfield
0
87
73
5844
Taunton
9
86
74
6184
Worcester
4
84
72
6989
Table J6
INSULATION MATERIALS STANDARDS
Material
Standard
Mineral Fiber
blanketfoatt
loose-fill
ASTMC665-91
ASTM C-764-94
Mineral Cellular
perlite
vermiculite
perlite board
cellular glass block
ASTMC549-81/R1986
ASTM 0516-80,011990
ASTMC728-91
ASTMC552-91
Organic Fiber
cellulose fiber board
cellulose loose fill
ASTM C208-94
16 CFR Part 1209
Organic Cellular
polystyrene board
urethane board
flexible unicellular
polyurethane or polyisocyanurate with foil face
polvurcthane or polvisocvanurate with felt face
ASTM C578-92
ASTMC591-85
ASTM C534-94
F.S. HH-1-1972-1 (ASTM C1289)
F.S. HH-1-1972-2 (ASTM C1289)
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ENERGY PROVISIONS
J6.0 BUILDING INSULATION
SPECIFICATIONS
J6.1 General: Insulating materials must conform to
the Federal Specifications (F.S.), the American
Society for Testing Materials (ASTM) Test
Standards, or the Code of Federal Regulations (CFR)
as listed in Table J6.
J6.2 Moisture control: The design of buildings for
energy conservation shall not create conditions of
accelerated deterioration from moisture
condensation (additionally, see 780 CMR 12 for
attic and under-floor space ventilation).
J6.3 Installation:
J6.3.1 Recessed light fixtures: Only IC labeled
recessed lights allowing direct contact with
insulating materials shall be used in areas
separating conditioned and unconditioned spaces.
Exception: Wattage levels for which IC
fixtures are not available.
J6.3.2 High heat sources: A clearance of three
inches from any high heat source, including but
not limited to chimneys, flues and vents, shall be
maintained for combustible insulating materials.
J6.3.3.0 Foam plastics:
J6.3.3.1 General: Except where specifically
exempted by 780 CMR 2603 foam plastics
shall have a flame spread rating of not more
than 75 and shall have a smoke developed
rating of not more than 450 when tested in
accordance with approved standards in the
thickness intended for use.
J6.3.3.2 Urea formaldehyde foams: Urea
formaldehyde foams shall not be used in any
building.
J6.3.3.3 Liquid foams: Liquid foams must
meet minimum standards set forth in HUD
"Use of Materials" Bulletin No. 74.
J6.3.3.4 Specific requirements: The
following requirements shall apply to all uses
of foam plastics in or on the walls, ceilings, or
in attics, roof or floors, crawl spaces or similar
areas, and may be used in the following
locations:
1. Within the cavity of a masonry or
concrete wall.
2. On the room side surface of walls or
ceilings or other surfaces provided the foam
plastic is fully protected from the interior of
the building by a thermal barrier of Vi inch
gypsum wallboard having a finish rating of
not less than 1 5 minutes or other approved
material having an equivalent finish rating.
Thermal barriers shall be installed in a
manner that they will remain in place for a
minimum of 15 minutes under the same test
conditions.
3. Foam plastic trim covering not more
than 10% of the wall or ceiling area may be
used provided such trim:
(a) has a density of not less than 20
pounds per cubic foot;
(b) has a maximum thickness of Vi inch
and a maximum width of four inches; and
(c) has a flame spread rating no greater
than 75.
J6.3.4 Walls: Batt/blanket insulation with a
vapor barrier attached shall be stapled to the sides
or faces of wall studs at intervals of eight inches
on center vertically. Where batt/blanket
insulation is of a "friction fit" design and a poly
vapor barrier is employed, the vapor barrier shall
be affixed to the interior face of the wall studs in
accordance with the insulation manufacturer's
recommendations.
J6.3.5 Cavities: All cavities between rough
framing and door and window heads, jambs, and
sills shall be filled with insulation and covered
with a vapor barrier meeting the criteria of
780 CMR J7.
J6.3.6.1 Perimeter insulation: Perimeter
insulation for slab on grade construction in
buildings of Use Group R of three stories or
less shall be installed so that the concrete to
concrete contact between the foundation wall
and the floor slab is broken and the insulation
extends downward the thickness of the slab
and then extends four feet vertically down
from, or four feet horizontally beneath, the
floor slab. Perimeter insulation may be
installed in alternative locations if installed in
a manner to thermally isolate the floor from the
exterior.
J6.3.7 Foundation wall insulation:
1 . For interior foundation wall insulation, the
entire gross wall area extending from the top of
the band joist to the floor shall be insulated in
accordance with Table J9. 1 .
2. For exterior foundation wall insulation, the
insulation shall extend from the top of the
foundation to a minimum of eight feet below
grade or to foundation footing, whichever is
less. All exterior basement and foundation wall
insulation shall be suitably protected so as to
prevent deterioration caused by ultra-violet
light or insect damage in accordance with
manufacturer's instructions
J 6.4 Fire safety relating to insulation: See
780 CMR 722 and 2603.
J6.5: Labeling
J6.5.1 Batt and blanket and rigid board
Insulation of this type shall be labeled according
to type, manufacturer or distributor, R value of the
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insulation at the labeled thickness, and material
specification as listed in Table J6.
J6.5.2 Blown, poured, or sprayed on types:
Insulation of these types shall be labeled
according to type, manufacturer, recommended
insulation density, thickness and R value, fire
safety requirements and material specifications as
listed in Table J6.
J7.0 AIR INFILTRATION AND MOISTURE
CONTROL
J7.1 Vapor barriers: A vapor barrier of 1.0 perm or
less shall be installed on the winter warm side of
walls, ceilings and floors enclosing a conditioned
space.
Exception: Vapor barriers may be eliminated
with adequate ventilation as defined in 780 CMR
12 (See 780 CMR 1210).
J7.2 Taping: All tears in the vapor barrier shall be
taped or sealed.
J7.3 Air leakage for low-rise residential
buildings:
1 . The requirements of this section shall apply
to those locations separating outdoor ambient
conditions from interior spaces that are heated or
mechanically cooled and are not applicable to the
separation of interior conditioned spaces from
each other.
2. The following openings in the exterior
building envelope shall be caulked, gasketed,
weatherstripped, foamed or otherwise sealed to
limit infiltration:
a. Around window and door frames, between
the unit and the rough framing;
b. Between all exterior wall soleplates and the
structural floor, using two rows of caulking or
alternate approved procedure;
c. Over all framing joints where floors over
conditioned spaces intersect exterior walls,
using a water vapor permeable infiltration
barrier or alternate approved technique;
d. Around openings for plumbing, electricity,
telephone and gas lines inwalls, ceilings and
floors;
e. At openings in the ceiling, such as where
the ceiling panels meet interior and exterior
walls, at exposed beam and masonry fireplaces;
f. At the mudsill, in addition to normal sill
sealer in conditioned basements and
conditioned crawispaces; and,
g. At all other openings in the exterior
building envelope.
h. See additional requirements for attic and
crawl space access, 780 CMR 1211.
3. Electrical outlet plate gaskets shall be
installed on all receptacle, switch, or other
electrical boxes in walls separating conditioned
from unconditioned space.
4. Heating ducts shall be sealed at all joints and
corners as specified in 13 10. 9.
5. Interior openings between conditioned and
non-conditioned space shall be sealed using
sealant, closed-cell gasket material, permanent
tape, or another method that limits infiltration.
J7.4 Air leakage requirements for fenestration
and doors:
J7.4.1 Windows shall have an air leakage rate
of 0.34 cfm per foot of operable sash crack in
accordance with the following standards as
applicable:
ANSI/AANA 101-88, Aluminum Prime
Windows,
ASTM D 4099-89, Specifications for
Polyvinylchloride (PCV) Prime Windows,
ANSI/NWWDA I.S. 2-87, Wood Window
Units (Improved Performance Rating Only).
AAMA 101 V- 1986, Polyvinyl Chloride (PVC)
Prime Windows and Sliding Glass Doors,
AAMA 1701.2-1985 Prime Windows and
Sliding Glass Doors/Manufactured Housing,
each as listed in Appendix A.
J7.4.2 Sliding Doors shall meet one of the
following standards for air leakage:
ANSI/AANA 101-88, Aluminum Sliding Glass
Doors, or
ANSI/NWWDA I.S. 3-88, Wood Sliding Patio
Doors.
AAMA 101V-1986, Polyvinyl Chloride (PVC)
Prime Windows and Sliding Glass Doors,
AAMA 1701.2-1985 Prime Windows and
Sliding Glass Doors/Manufactured Housing,
each as listed in Appendix A.
J7.4.3 Commercial entrance swinging or
revolving doors shall limit air leakage to a rate not
to exceed 1 .2 cfm per square foot of door area, at
standard test conditions.
J7.4.4 Residential swinging doors shall limit air
leakage to a rate not to exceed 0.5 cfm per square
foot of door area, at standard test conditions.
J7.4.5 Spaces that have regular high volume
traffic through the building envelopes such as
retail store entrances and loading bays, shall be
designed accounting for the steady state air
transfer between conditioned and unconditioned
or exterior space.
J7.5 VENTILATION
J7.5.1 Attic ventilation: Enclosed attics, and
enclosed rafter spaces formed where ceilings are
applied direct to the underside of roof rafters, shall
have cross-ventilation for each separate space by
ventilating openings protected against the entrance
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of rain and snow, sized by the criteria in 780 CMR
1210.
J7.5.1.1 With a ceiling vapor barrier installed:
Attics with a ceiling vapor barrier must be
ventilated with screened openings of at least one
square foot of free vent area for each 300 square
feet of ceiling area.
J7.5.1.2 Without a ceiling vapor barrier
installed: Attics without a ceiling vapor barrier
installed shall be ventilated with screened
openings of at least one square foot of free vent
area for each 150 square feet of ceiling area.
J7.5.1.3 Eave vents: When eave vents are
installed, adequate baffling shall be provided to
deflect the incoming air above the surface of the
insulation. Baffles shall be installed prior to
insulation, and shall be installed over the exterior
wall at an angle to provide a two inch minimum
clearance under the roof deck for upward flow of
ventilation air to the fixed vents in the upper
portion of the attic.
J7.5.1.4 Ridge or gable vent: When eave vents
are installed, the ridge or gable vent must be at
least three feet above the level of the eave vents.
J7.5.2 Underfloor space ventilation:
J7.5.2.1 With a ground vapor barrier:
Underfloor spaces with an approved vapor barrier
installed on the ground surface shall be ventilated
with screened openings of one square foot of vent
area for each 1,500 square feet of crawl space.
Vents shall be positioned to provide cross
ventilation. See 780 CMR 1210.
J8.0 COMPONENT DESIGN
J8.1 Scope: All low rise residential buildings that
are heated or mechanically cooled shall be
constructed so as to provide the required thermal
performance of the various components listed in
780 CMR J8.0, J9.0 and 780 CMR 1310 through
1312, and to provide the lighting switching
requirements of 780 CMR 1313.2.2.1.
J8.2 Thermal Performance: Information on
thermal properties, performance of building
envelope sections and components, and heat transfer
shall be obtained from laboratory or field test
measurements, or when information is not available
from these sources, then such information may be
obtained from the ASHRAE Handbook, 1993 of
Fundamentals as listed in Appendix A.
When laboratory or field test measurements are
used, they shall be conducted in accordance with
ASTM standards:
1. C-177-85/R1993, Standard Test Method for
Steady-State Thermal Transmission Properties by
Means of the Guarded Hot Plate,
2. C-5 1 8-9 1 , Steady-State Thermal Transmission
Properties by Means of the Heat Flow Meter,
3. C-236-89/R1993, Standard Test Method for
Steady-State Thermal Performance of Building
Assemblies by Means of a Guarded Hot Box, or
4. C-976-90, Thermal Performance of Building
Assemblies by Means of a Calibrated Hot Box,
each as listed in Appendix A.
To determine thermal conductance through window
assemblies the following ASTM or American
Architectural Manufacturers Association (AAMA)
standards shall be used.
1. AAMA 1503.1-1988, Test Method of Thermal
Transmittance of Windows, Doors and Glazed
Wall Sections,
2. ASTM C-236-89/R1993, Standard Test
Method for Steady-State Thermal Performance of
Building Assemblies by Means of Guarded Hot
Box, or
3. ASTM C-976-90, Thermal Performance of
Building Assemblies by Means of a Calibrated
Hot Box, each as listed in Appendix A.
When using any of the three test procedures above,
a 15 mile per hour wind shall be applied
perpendicular to the glazing.
J8.3 Gross wall area: For the purposes of
Appendix J, the gross area of exterior walls consists
of all opaque wall areas, including foundation walls,
areas between floor spandrels, peripheral edges of
floors, window areas including sash, and door areas,
where such surfaces enclose a heated or
mechanically cooled space including interstitial
areas between two such spaces, but excluding vents,
grills and pipes.
J8.4 Roof assembly: For the purpose of Appendix J,
a roof assembly shall be considered as all
components of the roof/ceiling envelope through
which heat flows, thereby creating a building
transmission heat loss or gain, where such assembly
encloses a heated or mechanically cooled space.
J8.4.1 Gross roof area: The gross area of a roof
assembly consists of the total interior surface of
such assembly, including skylights, exposed to the
heated or mechanically cooled space.
J8.4.2 Ceiling plenums: Where air ceiling
plenums are employed, the roof/ceiling assembly
shall:
1. for thermal transmittance purposes not
include the ceiling proper nor the plenum space
as part of the assembly; and
2. for gross area purposes be based upon the
interior face of the upper plenum surface.
J8.5 Swimming pools: All pool enclosures shall be
designed in accordance with the 1993 edition of the
ASHRAE Applications Handbook, as listed in
Appendix A.
Such pool enclosures shall have a maximum
overall (roof/gables/sidewalls) U value of 0.25.
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J9.0 EXTERIOR ENVELOPE
REQUIREMENTS FOR LOW RISE
RESroENTIAL BUILDINGS
J9.1 Criteria for low rise residential buildings:
The following requirements shall apply to all
buildings and structures or portions thereof in use
groups R-l, R-2, R-3, and R-4 (hotels, muiti-family,
and one- and two-family) that are heated or
mechanically cooled and not more than three stories
high.
1. All buildings in these use groups shall
conform to the thermal transmittance values in
Table J9.1 or shall be designed to satisfy the
requirements of 780 CMR J9.3 or shall be
designed to satisfy the requirements of 780 CMR
1315.
2. An overall (Jo value of 0.167 for structures
heated by oil, gas or heat pumps, or an overall Uo
of 0.105 for structures heated by electric
resistance may be used for the combination of
walls, doors and windows containing heated space
in lieu of the separate U values listed for walls,
doors and windows. The overall Uo of 0.167 or
0.105 shall be used when the windows exceed
15% of the gross exterior wall area.
3. For purposes of 780 CMR J9.0 only, framing
members shall not be included in the calculations
of R and U values.
TABLE J9.1
MAXIMUM U VALUES AND MINIMUM R VALUES OF WALLS,
ROOF/CEILING, AND FLOORS
FOR RESIDENTIAL BUILDINGS OF J9.1
ELEMENT
DESCRIPTION
U VALUE
TOTAL
R
VALUE
NOTES
Walls
All wall construction containing
heated or mechanically cooled space
0.08
12.5
1
Electric resis'.mce heating
0.05
20.0
1
Foundation Walls
Including Band Joist
Containing heated or mechanically
cooled space
0.08
12.5
-
Containing unheated space
0.08
12.5
4
Roof/Ceiling
Assembly
All roof construction containing
heated or mechanically cooled space
0.033
30.0
Windows
All construction enclosing heated or
mechanically cooled space
0.65
1.54
2
Electric resistance heating
0.40
2.50
6.7
Doors
All construction enclosing heated or
mechanically cooled space
0.40
2.50
-
Floors
Floor sections over areas exposed to
outside air or unheated space
0.05
20.0
3
Slab on grade beneath conditioned
space
10.0
5
Note 1: These values may be used when the doors and windows do not exceed 15% of the gross exterior wall area.
When doors and windows exceed 15% of the gross wall area, see 780 CMR J9.1, item 2.
Note 2: Double glazed primary windows or single glaze primary windows with storm windows will satisfy the
required U value of 0.65.
Note 3: Insulation may be omitted from floors over unheated areas when foundation walls are provided with a U
value of 0.08.
Note 4: The U value requirement of zero point zero eight for foundation walls may be omitted when floors over
unheated spaces are provided with a U value of 0.05.
Note 5: R value for perimeter insulation (see 780 CMR J6.4.6).
Note 6: When doors and windows do not exceed 15% of the gross exterior wall area, this value may be used. When
doors and windows do not exceed 10% of the gross exterior wall area, windows having a U value of 0.65 (R value of
1.54) may be used. When windows and doors exceed 15% of the gross exterior wall area, see 780 CMR J9.1, item 2.
Note 7: Double glazed primary windows with storm windows or most triple glazed primary windows or double
glazed low emissivity primary windows will satisfy the required U value of 0.40.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
ENERGY PROVISIONS
J9.2 Calculation of Uo: Separate overall thermal
transmittance values shall be calculated for wall
assemblies, roof/ceiling assemblies, and floors-
Equation 1 is provided as an example of the Uo
calculation for walls.
Equation 1:
Overall wall Uo = Uw Aw ± Ug Ag -
UdAd
Where:
Uo =
Aw =
Uw =
Aw =
Ug =
Ag =
Ud:
Ad:
average or combined transmittance of the
gross exterior wall; (Btu/hr-ft"-cF).
gross exterior wall area, (ft ).
thermal transmittance of the components
of the opaque wall; (Btu/hr-ft*-°F).
opaque wall area, (ft')
thermal transmittance of the windows,
(Btu/hr-ft2-°F).
window area; (ft ).
thermal transmittance of the door or
similar opening; (Btu/hr-fT-°F).
door area; (ft ).
NOTE Where Ug is determined by test, it shall
be calculated using the procedure contained in
780 CMR 1314.3.2.2 including calculation for
framing, sash, edge effects, and all other factors
pertinent to the complete window assembly.
J9.3 Alternates: The stated Uo (or U) value of any-
one assembly, such as roof/ceiling, wall, or floor,
may be increased and the Uo (or U) value for other
components decreased provided that the overall heat
gain or loss for the entire building envelope does not
exceed the total resulting from conformance to the
stated Uo (or U) values.
J10.0 HEATING, VENTILATING AND AIR
CONDITIONING (HVAQ SYSTEMS
(See 780 CMR 1310.0.)
J11.0 HEATING, VENTILATION AND ABR
CONDITIONING EQUD7MENT
(See 780 CMR 1311.0.)
J12.0 ELECTRIC POWER DISTRIBUTION
(See 780 CMR 1312.0.)
J13.0 LIGHTING SYSTEMS
(See 780 CMR 1313.0.)
J14.0 BUILDING UTILIZING SOLAR,
GEOTHERMIC, WIND, OR OTHER
NONDEPLETABLE ENERGY SOURCES AS
ALTERNATIVE DESIGNS
(See 780 CMR 1316.0.)
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
759
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
760 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
APPENDIX K
FLOOR PROTECTOR THERMAL CONDUCTIVITY CALCULATIONS
(Reference 780 CMR 3610.7.1 and 3610.6.7.1.1)
OVERVIEW
Floor protection requirements for heat producing
appliances are typically included as part of the
tested/listed installation criteria for such appliances.
Such floor protection, listed as a thermal
conductivity factor is often developed utilizing
NFPA SUBJECT 1618, "OUTLINE OF
INVESTIGATION FOR WALL PROTECTORS,
FLOOR PROTECTORS, AND HEARTH
EXTENSIONS". (Note that an NFPA SUBJECT is
not treated nor maintained in the same manner as an
NFPA STANDARD).
When floor protection is developed utilizing NFPA
1618, the SUBJECT methodology establishes floor
protection relative to % inch millboard having a
baseline thermal conductivity of:
k = 0.84 (Btu) (inch) / (foot2) (hour) (°F)
The minimum necessary, required thermal
conductivity of an appliance is identified in the
test/listing report and the required floor protection
thermal conductivity may necessarily be lower than
k = 0.S4; i.e., require more than one or more layers
of 3/8 inch millboard or other noncombustible
material having a thermal conductivity of less than
k=0.84.
Note that the lower the algebraic value of "k", the
lower the thermal conductivity and the less heat per
given time that is transferred across the floor
protector.
Note that in the following discussions it is necessary
to maintain consistent dimensions - i.e.; in dealing
with the thickness of materials, do not mix feet with
inches, but rather keep all dimensions in inches.
COMPLIANCE
If the manufacturer of the appliance specifies an
acceptable material and thickness for floor
protection it is necessary, utilizing that specific
material with specific thermal conductivity, k, to
meet or exceed the thickness specified in order to
assure compliance with the listed floor protection
requirements of the appliance.
ESTABLISHING EQUIVALENCY
If it is determined that another material of different
thermal conductivity is desired to be utilized for
floor protection (i.e., perhaps for aesthetic reasons or
in order to minimize the thickness of the floor
protector) and noting that the thermal conductivity,
k, is linear as a function of thickness (for a given
single material) then:
k,/t, = k2/t2,
where:
k = thermal conductivity in
(Btu) (inch) / (foot2) (hour) (°F) and
t = thickness in inches
and therefore knowing any three of the variables of
k and t allows one to solve for the remaining
variable; i.e., :
Knowing kT, t, and t2, one can solve for k2:
k2 =(k,)(t2)/(t,)
Knowing kb tj and k2, one can solve for t2:
t2 = (k2)(t,)/(k,)
COMPOSITE FLOOR PROTECTOR
ASSEMBLIES
When an assembly consists of more than one
material, the assembly is defined as a composite
"material".
When a floor protector is constructed of more than
one material, i.e., some form of backer board with
decorative tile over, it is helpful to first establish the
thermal resistance, r, of each material as thermal
resistances may be directly added together and then
convert the resulting total R to an equivalent
thermal conductivity.
r = (foot2) (hour) (°F)/(Btu) (inch) and;
R = (r) (t)
where r is for a particular material in the composite
and t is the thickness of that particular material.
Thus for the two-material example of backer board
plus decorative tile,
**• total — **■ backer Board "• decorative tile
and;
"■ backer board — V r backer board/ V ' backer board/
and;
R1,le=(r„1e)(t.ile)
RELATIONSHIP BETWEEN k AND R
By definition:
R = ( 1/k) ( t ) for each distinct material
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
762 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR Rl
CONCRETE TESTING LABORATORIES LICENSING
780CMRR1.1 ADMINISTRATION
Rl.1.1 Title As authorized by St. 1972, c. 802, and
in accordance with 780 CMR 123.0, establishing the
Construction Materials Safety Board,780 CMR Rl
is adopted for Licensing of Concrete Testing
Laboratories.
Rl.1.2 Definitions Unless otherwise expressly
stated in 780 CMR, the following terms shall, for the
purpose of 780 CMR Rl, have the meaning
indicated in780 CMR R1.2:
Accredited Laboratory: A laboratory which has
been licensed in accordance with 780 CMR Rl
bytheBBRS.
BBRS: State Board of Building Regulations and
Standards
Board: Construction Materials Safety Board
(CMSB).
Branch Laboratories: A branch of a Testing
Laboratory physically removed from the
location of the headquarters or main testing
facility of the Testing laboratory.
Laboratories: Testing laboratory, branch
laboratory, and project laboratory.
Person: Individual, partnership, corporation,
trust, joint venture, etc.
Pre-Qualifying Agency. Construction Materials
Safety Board (CMSB).
Project Laboratory: A temporary on-site
facility providing concrete testing services for
a specific project under the direction of a
testing or branch laboratory licensed by the
Commonwealth of Massachusetts.
Testing Agency: National Bureau of Standards
Cement and Concrete Reference Laboratory
(CCRL), the Army Corps of Engineers, or
other agency designated by the BBRS.
Testing Laboratory: A proprietorship,
corporation, partnership or agency which
conforms to the requirements of ASTM E 329-
72 as modified in 780 CMR Rl.
Rl.1.3 Licensing All laboratories defined by
780 CMR Rl.1.2 as Testing Laboratories, Branch
Laboratories and Project Laboratories which are
engaged in the testing of concrete and concrete
materials for use in buildings and structures subject
to control according to the provisions of 780 CMR
116 will be licensed by the BBRS in accordance
with 780 CMR Rl.
Rl.1.4 Application for Licensing Each laboratory
desiring to obtain such license shall make
application to the BBRS upon such form and in such
manner as the BBRS shall prescribe and shall
furnish evidence satisfactory to the BBRS that the
laboratory equipment meets the requirements of
780 CMR R1.2 and its management personnel are
qualified in accordance with 780 CMR R1.4 and .5.
Such application shall also include payment of the
licensing fee set forth in 780 CMR Rl. 1.8.
Rl.1.5 Pre-qualifying Agency The BBRS hereby
designates the Construction Materials Safety Board
as its Pre-Qualifying Agency, provided, however,
that the BBRS may revoke such designation at any
time, and may designate any other agency or
agencies which it deems qualified, from time to
time, to act as its Pre-Qualifying Agency. The Pre-
Qualifying Agency shall examine, or cause to be
examined, the evaluation performed by the Testing
Agency and the personnel on each Concrete Testing
Laboratory application and make its
recommendation to the BBRS regarding such
license.
Rl.1.6 Testing Agency The BBRS hereby
designates the Cement and Concrete Reference
Laboratory of the National Bureau of Standards and
the Army Corps of Engineers as the agencies to
examine and evaluate all laboratories desiring to be
licensed in the practice of concrete testing, provided,
however, that the BBRS may revoke such
designation at any time, and may designate any other
agency or agencies which it deems qualified, from
time to time, to act as its Testing Agency.
Rl.1.7 Notification of Testing and Testing
Results The Testing Agency shall notify the
applicant of the date for evaluation. The BBRS shall
be informed by the Testing Agency/Pre-Qualifying
Agency of the evaluation results and
recommendations.
Rl.1.8 Licensing Fee The fee for licensing shall be
$150.00 per annum or in accordance with the fee
schedule established by the BBRS from time to time.
Rl.1.9 Number and Classification Each
laboratory so licensed by the BBRS shall be issued
a number and classification.
Rl.1.10 Renewals Commencing January 1, 1978,
all licenses issued shall expire on December 31 of
the year issued. Within 30 days before the
expiration date of any such license, the
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780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Administrator of the BBRS shall forward to each
laboratory so licensed an application form for
renewal. Said renewals shall be returned to the
BBRS by December 31. The said Executive
Director, upon receipt of the completed form and
fee, shall renew the license for a period of one year
or notify such applicant of the BBRS's refusal with
reasons thereof.
Rl.1.11 Penalties Any such person and/or
laboratory who fails to comply with the
requirements of 780 CMR Rl . 1 or who files a false
report shall be subject to the penalties and actions as
prescribed in 780 CMR 118.
780 CMR R1.2 LABORATORY LICENSING
REQUIREMENTS
Rl.2.1 ASTM Testing Requirements Except as
modified in 780 CMR Rl, all testing laboratories
including branch laboratories shall conform to
Sections 5 and 6 of the ASTM E 329-72 standard
requirements for testing of concrete and its
constituent materials.
Exception: The following sections of ASTM E
329-72 shall not apply:
Sections 2.2; 2.3; 2.7; 3.2.7; 3.3; 3.4 C360 of
6.2; 7; 8; 9 and 10.
Rl.2.2 ASTM Equipment and Personnel
Requirements: All laboratories subject to
780 CMR R1.0 shall be approved and licensed in
accordance with the ASTM E 329-72 standard for
the performance of those functions recommended in
standard ASTM E 329-72, for equipment and
personnel, as modified in 780 CMR Rl .
780CMRRL3 PRE-QUALJFICATION
REQUIREMENTS FOR LABORATORIES
Rl.3.1 Evaluation:
a. Testing and branch laboratories subject to
780 CMR Rl shall be examined and evaluated,
upon notification from the BBRS, by a testing
agency designated by the BBRS. The interval
between such examination and evaluation shall
not exceed three years.
b. Project laboratory equipment which is used in
the testing of concrete materials for use in
buildings and structures subject to the provisions
of 780 CMR shall conform to the requirements of
ASTM E 329 as modified by 780 CMR Rl .2.
c. Reports of evaluations by the testing agency
shall be filed with the BBRS within ten days of
receipt of the report by the laboratory, unless a
waiver is granted by the laboratory to have the
report sent directly to the BBRS by the testing
agency.
d. Laboratory deficiencies cited in the report of
the testing agency shall be corrected within 30
days of the date of issue of the report and shall be
so certified by an affidavit submitted by the
laboratory on a form supplied by the BBRS.
Rl.3.2 Review of Deficiencies: Laboratories which
fail to meet the requirements of 780 CMR Rl.3.1
items c. and d. shall be subject to review and
revocation of their license by the BBRS.
RI.3.3 Testing Machines: Compression testing
machines used for testing materials subject to
780 CMR Rl shall be calibrated and verified, with
equipment traceable to the National Bureau of
Standards, at least annually or as required by the
BBRS, and the results submitted to the BBRS.
780CMRR1.4 PERSONNEL
The management and supervision of each laboratory
subject to 780 CMR R1.4 shall be in accordance
with the following requirements:
Rl.4.1 Required: Each accredited licensed
Concrete Testing Laboratory must have an
individual approved by the BBRS in each of three
distinctly different categories: Director of Testing
Services, Supervisory Laboratory Technician and
Supervisory Field Technician. An individual may
fill more than one position at the particular
laboratory if he meets all the qualifications for each
position, but he may not fill positions concurrently
at a separate (branch or project) laboratory. The
project laboratory must have a full-time resident
supervisory laboratory technician qualified in
accordance with 780 CMR Rl .4.
Rl.4.2 Filing of Qualifications: Each individual
being certified for a position must submit their
credentials and qualifications under penalty of
perjury with their signature notarized. Individuals
applying for certification in more than one category
must file separate applications for each position as
described in 780 CMR R1.5. Application for
certification shall be filed within 30 days of
employment for such duties. It is the responsibility
of the Director of Testing Services to notify the
BBRS within seven days of any vacancy of any
position. Any vacant position shall be filled within
30 days.
780CMRRL5 QUALIFICATIONS
Rl.5.1 Qualifications for Director of Testing
Services: The testing services of each laboratory
(main, branch or project) shall be under the direction
of a Director of Testing Services who shall be a full-
time resident employee of that laboratory and shall
be qualified in accordance with any one of the
following three sets of requirements:
a. He or she shall be a Professional Engineer,
registered in the Commonwealth of Massachusetts
with a least five years of experience in responsible
charge of work related to Structural Engineering,
Construction Engineering or Construction
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2/7/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
CONCRETE TESTING LABORATORIES LICENSING RULES AND REGULATIONS
Materials Testing. He shall be subject to
demonstrate his ability to interpret the results of
tests of concrete and concrete aggregates as stated
in ASTM E 329-72; or,
b. He or she shall have a Bachelor's Degree in
Engineering from an accredited institution and an
additional total of three years' experience
performing tests on concrete and concrete
materials which shall include two years as a
laboratory technician or supervisor. He shall be
subject to demonstrate his ability to interpret the
results of tests of concrete and concrete
aggregates as stated in ASTM E 329-72; or
c. He or she shall have at least eight years'
experience including five years' experience as a
laboratory technician or supervisor and shall be
subject to demonstrate his ability to interpret the
results of tests of concrete and concrete
aggregates as stated in ASTM E 329-72.
Rl.5.2 Qualifications for Supervisory
Laboratory Technician: A Supervisory Laboratory
Technician shall have at least five years' experience
performing tests on construction materials including
concrete and concrete aggregates. He or she shall be
subject to demonstrate his ability to perform
correctly tests of concrete and aggregates as stated in
ASTM E 329-72. "Class A" accreditation by the
Pre-Qualifying Agency shall be required as
qualification for concrete only. (See 780 CMR R2
Concrete Testing Personnel Licensing Rules and
Regulations.)
Rl.5.3 Qualifications for Supervisory Field
Technician: A Supervisory Field Technician shall
have at least five years' experience performing tests
on construction materials including concrete. He or
she shall be subject to demonstrate either by oral or
written examination, or both, his ability to perform
correctly the tests of concrete as stated in ASTM E
329-72. "Class A" accreditation by the Pre-
Qualifying Agency shall be required as qualification
for concrete only. (See 780 CMR R2 Concrete
Testing Personnel Licensing Rules and Regulations.)
780CMRR1.6 PRO JECT AFFIDAVIT
In accordance with 780 CMR 110.12, those
structures subject to control as required in 780 CMR
1 16, affidavits must be submitted with the building
permit application that the individuals and testing
laboratories responsible for carrying out the duties of
780 CMR 1 16 have been licensed and registered by
the BBRS.
Rl.6.1 Affidavit: Form Number BBRS-L-303-76,
as furnished by the licensed laboratory (sample
submitted to each laboratory) shall be used by the
licensed laboratory for each building project.
Rl.6.2 Notice of Termination: The building
official shall receive written notification of the
termination of laboratory functions certifying that
the owner has also been so notified. Such
termination shall be effective no earlier than three
working days from the notification received by the
building official.
Rl.6.3 Successor Laboratory: If concrete testing
is to be continued for the said project by a successor
laboratory, such notice shall be given to the building
official and a new project affidavit shall be filed
with the building official.
780CMRR1.7 REVOCATION AND
SUSPENSION PROCEDURES
Rl.7.1 Revocation and Suspension: The BBRS on
its own initiative or upon the recommendation of the
Construction Materials Safety Board may suspend or
revoke the license of any Testing Laboratory or
Project Laboratory found to be in noncompliance
with 780 CMR Rl, 780 CMR, or the Standards of
good practice. Notice of suspension or revocation of
such license shall be in writing with the reasons for
suspension or revocation clearly set forth therein,
and served in accordance with 780 CMR 1 18.6.
Rl.7.2 Notice and Conference: Prior to
suspension, revocation, or refusal to renew the
license of an accredited laboratory, written notice of
such intent shall be served by the Construction
Materials Safety Board of BBRS in accordance with
780 CMR 1 18.6. Within ten calendar days of receipt
of such notice, the affected accredited laboratory
may request a conference before a three member
panel designated by the Chairman of the
Construction Materials Safety Board, who will hear
facts and make their recommendations to the
Construction Materials Safety Board.
Rl.7.3 Effect of: Upon suspension or revocation of
the license, the accredited laboratory shall
immediately cease engaging in the testing of
concrete and concrete materials for use in buildings
and structures which are subject to the provision of
780 CMR and no action brought before the Board of
Appeals as specified in 780 CMR R 1.8.1 or in any
court of competent jurisdiction shall stay the said
suspension or revocation unless said Board of
Appeals or court shall issue an order for a stay of the
BBRS's suspension or revocation.
780CMRR1.8 APPEALS
Rl.8.1 Building Code Appeals Board: Any
laboratory or individual aggrieved by the suspension
or revocation of their license or by an interpretation,
order, requirement, direction or failure to act under
780 CMR Rl may appeal to the State Building Code
Appeals Board as provided in 780 CMR 122;
however, entry of an appeal from the BBRS's order
of revocation or suspension shall not stay such
revocation or suspension unless so ordered by the
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780 CMR - Sixth Edition
765
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
State Building Code Appeals Board in a preliminary 122.3.2 dealing with procedure required for
hearing conducted expressly for the purpose of a hearing on such stay,
stay in accordance with that part of 780 CMR
766 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR R2
CONCRETE TESTING PERSONNEL LICENSING
780 OVER R2.1 ADMINISTRATION
R2.1.1 Title: As authorized by St. 1972, c. 802,
and in accordance with 780 CMR 123.0 establishing
the Construction Materials Safety Board, 780 CMR
R2 is adopted for Concrete Testing Personnel.
R2.1.2 Definitions: Unless otherwise expressly
stated in 780 CMR the following terms, for the
purpose of 780 CMR R2, shall have the meaning
indicated in 780 CMR R2. 1 .2.
BBRS: State Board of Building Regulations and
Standards
Board: Construction Materials Safety Board
(CMSB)
Concrete Testing Personnel: A person issued a
Class "A" license by the BBRS authorizing
such person to test/inspect concrete.
Field Concrete Technician: A person issued a
Class "A" license by the BBRS to test concrete
in the field.
Pre-Qualifying Agency: Construction Materials
Safety Board (CMSB)
Testing Agency: Massachusetts Construction
Industry Board (MCIB)
R2.1.3 Licensing: All Concrete Personnel engaged
in the testing/inspection of concrete for use in
buildings and structures subject to control according
to the provisions of 780 CMR 116.0 shall be
licensed by the BBRS in accordance with 780 CMR
R2.
R2.1.4 Application for Licensing: Each person
desiring to obtain such license shall make
application to the BBRS upon such form and in such
manner as the BBRS shall prescribe and shall
furnish evidence satisfactory to the BBRS that he is
qualified to be licensed in accordance with
780 CMR R2.
R2.1.5 Pre-qualifying Agency The BBRS hereby
designates the Construction Materials Safety Board
as its Pre-Qualifying Agency, provided however,
that the BBRS may revoke such designation at any
time and may designate any other agency or
agencies which it deems qualified, from time to
time, to act as its Pre-Qualifying Agency. The Pre-
Qualification Agency shall examine, or cause to be
examined, the examination results and evaluation
performed by the Testing Agency on each Concrete
Testing Personnel Application and make its
recommendation to the BBRS regarding such
license.
R2.1.6 Testing Agency: The BBRS hereby
designates the Massachusetts Construction Industry
Board (MCIB) as the agency to examine and
evaluate all persons desiring to be licensed in the
practice of concrete testing, provided, however, that
the BBRS may revoke such designation at any time,
and may designate any other agency or agencies
which it deems qualified, from time to time, to act as
its Testing Agency. The Testing Agency shall
submit all examination results and evaluation on
each Concrete Testing Application and make its
recommendations to the Pre-Qualification Agency
regarding such license.
R2.1.7 Examination: Accompanied by the
application, there shall be paid to the Testing
Agency an initial examination fee to cover the cost
of such testing. The Testing Agency may also assess
fees for partial or complete retesting. The Testing
Agency is authorized to require the applicant to
provide all required test equipment.
R2.1.8 Notification of Examination and
Examination Results: The Testing Agency shall
notify the applicant of the time and place for the
examination. The BBRS shall be informed by the
Testing Agency/Pre-Qualifying Agency of the
examination results, evaluation and
recommendations. Within 14 days therefrom, the
BBRS shall notify the applicant of its decision. If
the applicant fails fully or partially, he may request
of the Testing Agency a retesting. If the applicant is
notified by the BBRS that he has met all the
requirements herein established, he shall submit to
the said BBRS, the license fee in accordance with
780 CMR 2.1.9, and his 1%" x 1V4", full face, black
and white or color photograph.
R2.1.9 Licensing Fee: The fee for licensing shall
be $50 in accordance with the fee schedule
established by the BBRS Concrete Testing
Personnel employed for that purpose by a
municipality or county or the federal government, or
the Commonwealth or any department, commission,
agency or authority of, or created by, the
Commonwealth, shall be exempt from this fee.
R2.1.10 Number and Classification: Each person
so licensed by the BBRS shall be issued a number
and classification.
2/7/97 (Effective 2/28/97)
780 CMR - Sixth Edition
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
R2.1.11 Renewals: Licenses shall be valid for two
years and the license renewal fee shall be $50
dollars. Within 30 days before the expiration date of
any such license, the Administrator of the BBRS
shall forward to each person so licensed an
application form for renewal. The said
Administrator, upon receipt of the completed form
and fee, shall renew the license for a period of two
years or notify such applicant of the BBRS's refusal
with the reasons thereof. An applicant shall submit
a renewal application with fees within one year of
the expiration date of the license. Failure to submit
a renewal application within this time period shall be
cause for examination or re-examination. Upon
successful completion of a Class A Technician's
examination said applicant is eligible to be licensed
upon submittal of an application and fee. Said
application and fee shall be submitted within one
year of the date of the examination. Failure to
acquire a license within this time period shall be
cause for examination or re-examination.
780CMRR2.2 PRE-QUALIFICATION
REQUIREMENTS FOR PERSONS
DESIROUS OF BEING LICENSED FOR
CONCRETE TESTING
R2.2.1 Evaluation: Field Concrete Technicians,
subject to 780 CMR R2, shall be examined and
evaluated by the Massachusetts Construction
Industry Board to determine the applicant's
knowledge and ability to perform the following
ASTM Standard Test Procedures:
a. ASTMC172: Sampling Fresh Concrete
b. ASTM CHS: Test for Slump
c. ASTM C3 1 : Making and Curing Test
Specimens in the Field
d. ASTMC231: Test for Air Content - Pressure
Method
e. ASTM CI 73: Test for Air Content -
Volumetric Method
f. ASTM CI 38: Test for Weight per Cubic Foot
(Density)
g. ASTM CI 92: Storage and Transportation of
Test Cylinders
The applicant's performance of these tests is to be
observed and evaluated by two qualified jurors
designated by the Testing Agency (MCEB), using
detailed data sheets. The said jurors' evaluations are
appraised by the Certification Committee of the
Testing Agency and reappraised by the Board of
Trustees of the said Testing Agency. Three
categories of performance are to be used in the final
evaluation process as follows:
1. PASS: The applicant has satisfactorily
completed the examination.
2. PARTIAL: The applicant has failed one of
the five performance tests and
must take a partial re-test.
3. FAIL: The applicant has failed two or
more of the five performance
tests and must take a complete re-
test.
780CMRR2-3 REVOCATION AND
SUSPENSION PROCEDURES
R2.3.1 Revocation and Suspension: The BBRS on
its own initiative or upon the recommendation of the
Construction Materials Safety Board or the
Massachusetts Construction Industry Board, may
suspend or revoke the licenses of any one so
engaged in the practice of Concrete Testing found to
be in noncompliance with 780 CMR R2, 780 CMR
or the standards of good practice. Notice of
suspension or revocation of such license shall be in
writing with the reasons for suspension or revocation
clearly set forth therein, and served in accordance
with 780 CMR 118.6.
R2.3.2 Notice of Conference. Prior to suspension,
revocation or refusal to renew such license, written
notice of such intent shall be served by the Pre-
Qualifying Agency or BBRS in accordance with
780 CMR 1 18.6. Within ten calendar days of receipt
of such notice, the affected licensee may request a
hearing before a three member panel designated by
the chairman of the said agency, who will hear facts
and make recommendations to the Pre-Qualifying
Agency.
R2.3.3 Effect of Suspension or Revocation of
License: Upon suspension or revocation of the
license, the licensee shall immediately cease
engaging in the testing of concrete and concrete
materials for use in buildings and structures which
are subject to the provision of 780 CMR and no
action brought before the State Building Code
Appeals Board as specified in 780 CMR R2.4. 1 or in
any court of competent jurisdiction shall stay the
said suspension or revocation unless said Appeals
Board or court shall issue an order for a stay of the
BBRS's suspension or revocation.
780CMRR2.4 APPEALS
R2.4.1 Massachusetts State Building Code
Appeals Board Any one engaged in the practice of
Concrete Testing aggrieved by the suspension or
revocation of their license or by an interpretation,
order, requirement, direction or failure to act under
780 CMR R2 may appeal to the State Building Code
Appeals Board as provided in 780 CMR 122.0;
however, entry of an appeal from the BBRS's order
of revocation or suspension shall not stay such
revocation or suspension unless so ordered by the
said Appeals Board in a preliminary hearing
conducted expressly for the purpose of a stay in
accordance with that part of 780 CMR 122.3.2
dealing with the procedure required for a hearing on
such stay.
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780 CMR R3
MANUFACTURED BUILDINGS, BUILDING COMPONENTS
AND MOBILE HOMES
PART I GENERAL
780 CMR R3.1 ADMINISTRATION
R3.1.1Title: The BBRS, Massachusetts Board of
Fire Prevention Regulations (Massachusetts Board
of State Examiners of Electricians), and the
Massachusetts Board of State Examiners of
Plumbers and Gas Fitters herewith adopt the Rules
and Regulations for Manufactured Buildings,
Manufactured Building Components and
Manufactured Homes.
R3.1.2 Definitions Unless otherwise expressly
stated in 780 CMR, the following terms shall, for the
purpose of 780 CMR R3, have the meaning
indicated in 780 CMR R3. 1.2:
Approval: Approval by the State Board of Building
Regulations and Standards (BBRS)
Building System: Plans, specifications and
documentation for a system of manufactured
buildings or for a type or a system of
manufactured building components, which may
include structural, electrical, mechanical,
plumbing and fire protection systems and other
systems affecting health and safety, including
variations which are submitted as part of the
building system.
Certification: Any manufactured building,
manufactured building component or
manufactured home which meets the provisions
of the applicable Codes and Rules and
Regulations pursuant thereto; and which has been
labeled accordingly.
Code: 780 CMR or Specialized Codes as defined
herein.
Department - DPS: The Department of Public
Safety, Division of Inspections.
Inspection Agency: Independent agency,
sometimes referred to as "third-party agency",
retained by the manufacturer and approved by
BBRS to perform inspections and evaluations of
building systems, compliance assurance
programs, manufactured buildings, and
manufactured building components.
Installation: The process of affixing, or assembling
and affixing a manufactured building.
manufactured building component or
manufactured home on the building site, and
connecting it to utilities, and/or to an existing
building. Installation may also mean the
connecting of two or more manufactured housing
units designed and approved to be so connected
for use as a dwelling.
Installer of Manufactured Building: An individual,
who on the basis of training and experience, has
been certified by a specific manufacturer of
manufactured building as competent to supervise
the placement and connection required to install
the manufactured homes of that manufacturer.
Said certification by the manufacturer shall be in
writing, and the certified installer shall be issued
picture identification by the manufacturer in
verification of his\her certification.
Label: An approved device or seal evidencing
certification in accordance with the applicable
Codes and Rules and Regulations promulgated
pursuant thereto.
Local Enforcement Agency: A department or
agency in a municipality charged with the
enforcement of 780 CMR and appropriate
specialized codes which include, but are not
limited to, 248 CMR (the State Plumbing and Gas
Fitting code) and 527 CMR 12.00 (the State
Electrical Code) as listed in Appendix A.
Manufactured Building: Any manufactured
building which has concealed elements, such as
electrical, mechanical, plumbing, fire protection,
insulation, and other systems affecting health and
safety, and which is manufactured or assembled in
accordance with 780 CMR and pertinent
regulations, in manufacturing facilities, on or off
the building site. Also, any manufactured
building as defined above which does not have
concealed elements, but which has been approved
by the BBRS at the request of the manufacturer.
"Manufactured building" does not mean
"manufactured home".
Manufactured Building Component: Any
manufactured subsystem, manufactured
subassembly, or other system designed for use in
or as part of a structure having concealed
elements such as electrical, mechanical, plumbing
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and fire protection systems and other systems
affecting health and safety.
Manufactured Homes (Housing): As defined in 24
CFR, Part 3280.2, a structure, transportable in
Qne or more sections, which in the traveling
mode, is eight body feet or more in width or forty
body feet or more in length, or, when erected on
site, is 320 or more square feet, and which is built
on a permanent chassis and designed to be used as
a dwelling with or without a permanent
foundation when connected to the required
utilities, and includes the plumbing, heating, air-
conditioning, and electrical systems contained
therein. Calculations used to determine the
number of square feet in a structure will be based
on the structure's exterior dimensions measured at
the largest horizontal projections when erected on
site. These dimensions will include all
expandable rooms, cabinets, and other projections
containing interior space, but do not include bay
windows. (See 24 CFR, Part 3280.2 for a more
detailed description of manufactured homes as
defined by the Department of Housing and Urban
Development.)
Specialized Code: All building codes, rules or
regulations pertaining to building construction,
reconstruction, alteration, repair or demolition
promulgated by and under the authority of the
various agencies which have been authorized
from time to time by the General Court of the
Commonwealth of Massachusetts. The
specialized codes shall include, but not be limited
to. 248 CMR (the State Plumbing and Gas Fitting
Code )and 527 CMR 12.00 (the Electrical Code)
as listed in Appendix A.
State Administrative Agencies: Boards,
commissions, departments or agencies authorized
to promulgate, adopt and amend codes and rules
and regulations relating to buildings and
structures and parts thereof and limited to the
BBRS, Massachusetts Board of Fire Prevention
Regulations, Massachusetts State Examiners of
Electricians, and the Massachusetts Board of State
Examiners of Plumbers and Gas Fitters.
State Enforcement Agencies: Boards,
commissions, departments or agencies authorized
to enforce the provisions of the codes and rules
and regulations which have been promulgated,
adopted and amended and which relate to
buildings or structures and parts thereof and
limited to the Department of Public Safety,
Massachusetts Board of State Examiners of
Plumbers and Gas Fitters, and the Massachusetts
State Examiners of Electricians.
R1.3 Scope:
1. 780 CMR R3 shall govern the design,
manufacture, handling, storage, transportation and
installation of manufactured buildings, and
manufactured building components intended for
installation in this State and/or manufactured in
this State for shipment to any other state in which
such building, building components, or
manufactured homes and the labels thereon are
accepted.
2. The Federal Manufactured Home
Construction and Safety Standards promulgated
by the Department of Housing and Urban
Development govern the design, manufacture,
handling, storage and transportation of
manufactured homes for installation in this state.
3. Subject to local zoning ordinances and by-
laws, manufactured buildings, manufactured
building components or manufactured homes may
be sold for, delivered to, or installed on, building
sites located in any jurisdiction of this State if
such buildings, building components or
manufactured homes have been approved and
certified pursuant to the applicable Codes and
780 CMR R3.
R3.1.4 Administration and Enforcement: The
BBRS and the State Enforcement Agencies shall
enforce all provisions of 780 CMR R3. The State
Enforcement Agencies shall have the responsibility
for evaluating and recommending approval to the
BBRS of building systems, and for inspecting and
recommending certification of manufactured
buildings and manufactured building components for
compliance with 780 CMR R3 and the applicable
codes. The State Enforcement Agencies and the
local enforcement agencies shall accept
manufactured buildings, manufactured building
components, building systems and compliance
assurance programs labeled and certified by
inspection agencies approved by the BBRS and
those manufactured homes certified as in
conformance with the Federal standards by the
application of the applicable required HUD label.
R3.1.5 Authorization of Third Party Inspections:
Upon recommendation of the State Enforcement
Agencies, the BBRS may authorize inspection
agencies, sometimes referred to as third party
inspection agencies, to perform all or part of the
inspection and certification of manufactured
buildings and manufactured building components,
building systems and compliance assurance
programs, including either or both the issuance and
the attachment of labels thereto. The BBRS may
suspend or revoke and such authorization for cause.
R3.1.6 Approvals and Compliance: Upon the
recommendation of the State Enforcement Agencies,
the BBRS may approve building systems and
compliance assurance programs which compiy with
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the codes, standards, specifications and requirements
and 780 CMR R3.
R3.1.7 Time of Manufacture: For purposes of
780 CMR R3, a manufactured building,
manufactured building component or manufactured
home is deemed to be manufactured at such time as
the label is attached to it in accordance with the
approved compliance assurance program.
R3.1.8 Retroactive Changes: No changes in the
codes, standards, specifications and requirements of
780 CMR R3 shall apply retroactively.
R3.I.9 Amendments: The State Administrative
Agencies shall notify the BBRS, and the BBRS shall
notify all interested parties including State
Enforcement Agencies, inspection agencies,
manufacturers with approved building systems, and
local governmental jurisdictions of all amendments
to 780 CMR R3, and each manufacturer shall have
no more than 180 days following the sending of
notification to submit, to the BBRS compliance
assurance program revisions in order to comply with
such amendments. Where imminent danger to life
safety is involved, the State Administrative Agencies
may require that immediate effect be given such
amendments to the codes, standards, specifications
and requirements so adopted.
780 CMR R3.2 COMPLIANCE ASSURANCE
PROGRAMS
RR3.2.1 Approval: In order to obtain approval for
manufactured buildings or manufactured building
components a manufacturer shall submit a building
system for evaluation to the BBRS for approvals in
accordance with 780 CMR R3.
R3.2.2 Suitability: Prior to a full evaluation, the
State Enforcement Agencies shall determine that
building systems and/or the application for approval
of the compliance assurance program submitted to it
are suitable for processing. In the event that the
application is found to be unsuitable for processing,
the applicant shall be notified in writing of such
unsuitability and the basis thereof, within 30 days of
the date the application is received by the BBRS. In
such event, all but $25 of the fee will be returned
and the findings of unsuitability will be without
prejudice. Any subsequent submission shall be
treated as a new application.
R3.2.3 Requisites: The State Enforcement
Agencies may require tests to determine whether a
compliance assurance program meets the codes,
standards and requirements of the evaluation of
plans, specifications and documentation. The
procedures used shall be reviewed and evaluated by
the BBRS in accordance with 780 CMR R3. The
costs of such tests shall be borne by the applicant.
R3.2.4 Notification of Disapproval: In the event a
compliance assurance program is disapproved by the
BBRS, the BBRS shall notify the applicant with a
written explanation of the reasons for such
disapproval thereto.
R3.2.5 Approval - Evidence: Approval of a
compliance assurance program shall be evidenced by
a letter of certification issued by the BBRS.
R3.2.6 Approval - Report: The State Enforcement
Agencies shall prepare and the BBRS shall issue to
the applicant a building system approval report
which shall include therein any conditions imposed
for its use.
R2.7 Approval - Variations. A building system
and compliance assurance program or any
amendment there to which has been approved, shall
not be varied in any way without prior written
authorization by the BBRS. All amendments shall
be in writing and shall be made a part of the written
record of the approval.
R2.8 Amendments - Proposed: Amendments to
compliance assurance programs may be proposed by
submitting to the BBRS for its approval, appropriate
plans, specifications, or documentation showing the
effect of the proposed amendment on each building
system and the required fee.
R3.2.9 Compliance Assurance Program: A
manufacturer shall obtain approval from the BBRS
of a compliance assurance program for his building
system. Buildings or building components shall be
manufactured in accordance with an approved
program in order to be certified. Compliance
assurance programs shall be submitted to the BBRS
for its approval in accordance with 780 CMR R3.
780 CMR R3 _3 CERTIFICATION
Manufactured buildings or manufactured building
components or manufactured homes, accepted by the
State Enforcement Agencies and an inspection
agency as having been manufactured according to an
approved building system and an approved
compliance assurance program, shall be certified by
the BBRS upon the recommendation of the State
Enforcement Agencies as complying with the
requirements of the applicable codes and 780 CMR
R3. Certification shall be evidenced by the
attachment of a label to each certified manufactured
building or manufactured building component (or
groups of components).
R3.3.1 Manufacturer's Data Plate:
R3.3.1.1 Contents: The following information
shall be placed directly or by reference on one or
more permanent manufacturer's data plates in the
vicinity of the electrical distribution panel or in
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some other designated location acceptable to the
State Enforcement Agencies, on the manufactured
building or manufactured building component
where it will be readily accessible for inspection:
a. Manufacturer's name and address;
b. Serial number of the unit;
c. Label serial number;
d. Name and date of applicable building,
plumbing, gas and electrical codes and issue of
their accumulative supplements complied with;
e. Model designation and name of
manufacturer of major factory-installed
appliances;
f Identification of permissible type of gas for
appliance and directions for water and drain
connection;
g. Snow, wind, seismic and other live loads;
h. Electrical ratings - instructions and
warnings on voltage;
i. Special conditions or limitations on use of
the units, including unsuitability for areas in
which specified environmental conditions
prevail;
j. Methods of assembly or joining multiple
units;
k. Type of construction, including fire rating,
occupancy class, and interior finish flame
spread class;
1. Building height and story limitation;
m. Floor area; and
n. Minimum side yard requirements for fire
rating
If, in the opinion of the State Administrative
Agencies, the shape or size of a building
component is such that this information cannot be
attached to it permanently, the information may
be placed in a manual crated with the component
or on a tag attached to the crate in which the
component is shipped, if the information is not
such that the future occupant of the building
should know it. If the occupant will need to know
the information, it shall be contained in a manual
which shall be presented to the occupant upon
transfer of possession. If life safety is involved,
the item in question shall be plainly labeled.
R3.3.2 Labels: Each manufactured building or
manufactured building component which is certified
pursuant to the applicable codes and 780 CMR R3,
shall have permanently attached thereto, in a visible
location as shown on the approved building system,
an approved label which cannot be removed
therefrom without destroying such label.
R3.3.2.1 Contents: An approved label shall bear
the following information:
a. "This label certifies that this building (or
building component) has been manufactured in
accordance with an approved building system
and compliance assurance program approved
by the Commonwealth of Massachusetts Board
of Building Regulations and Standards and
inspected by .";
b. Label serial number;
c. Building system approval number;
d. Manufacturer's serial number;
e. The words "See data plate located on
."; and
f. Date of manufacture.
At the direction of the BBRS labels and data
plates may be limited in size and content for
components whose shape and size does not permit
the full information to be placed thereon.
R3.3.2.2 Issuance: The approved label shall be
issued by the BBRS or its agents in accordance
with the following:
a. If the BBRS delegated the issuance of
labels to an inspection agency, the agency shall
be required to obtain approval from the BBRS
for the manner in which they are handled;
b. Labels must be serially numbered;
c. A manufacturer's compliance assurance
program submitted in accordance with
780 CMR R3 shall include requirements for
issuance, possession of, attachment of and
accounting for all labels to assure that labels
are attached only to manufactured buildings,
manufactured building components, or
manufactured homes manufactured pursuant to
an approved building system and inspected
pursuant to an approved compliance assurance
program; and
d. Upon request of the inspection agency, the
BBRS may determine that the manufacturer's
record of compliance is such that the
inspection agency need not maintain an
inspector in a given plant at all times,
inspection agency may entrust labels to the
custody of one or more employees of the
manufacturer, who shall be charged with
controlling the use of the such labels. Such
employees shall not be given custody of more
labels than are necessary. If the conditions of
custody are violated, the BBRS or an
inspection agency shall immediately regain
possession of all labels that have not been
applied to the manufactured buildings or
manufactured building components and shall
take such further action with respect to future
labeling, as it may deem necessary to assure
compliance with the applicable codes and
780 CMR R3.
R3.3.3 Records of Labels: Permanent records shall
be kept of the handling of all labels, indicating at
least how may labels have been applied to
manufactured buildings or manufactured building
components (or groups of components), which labels
have been applied to which buildings or building
components, the disposition of any damaged or
rejected labels, and the location and custody of all
unused labels. Such records shall be maintained by
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the manufacturer or by the inspection agency. A
copy of such records covering attachment of each
label shall be sent to the BBRS on the tenth of each
month and the BBRS shall forward all such records
to the State Enforcement Agencies.
R3.3.4 Attachment of Labels: The inspection
agency shall attach in consecutive numerical
sequence labels to manufactured buildings or
manufactured building components manufactured in
accordance with an approved building system and
meeting the requirements of an approved compliance
assurance program.
Manufacturers shall attach labels in the same
manner to manufactured buildings or building
components manufactured in accordance with an
approved building system and meeting the
requirements of an approved compliance assurance
program.
Manufacturers shall attach labels in the same
manner to manufactured buildings or building
components manufactured in accordance with a
approved compliance assurance program, if custody
of the labels has been entrusted to them in
accordance with 780 CMR R3.3.3.4.
R3.3.5 Suspension and Revocation: The BBRS
may suspend or revoke, or cause to be suspended or
revoked, the certification of any manufactured
building or manufactured building component which
the State Enforcement Agencies or an inspection
agency finds not to comply with the applicable codes
or 780 CMR R3, or which has been manufactured
pursuant to a building system or a compliance
assurance program for which approval has been
suspended or revoked, or which has not been
manufactured in accordance with the approved
compliance assurance program. The State
Enforcement Agencies or an inspection agency shall
remove or cause to be removed, labels from any
such manufactured building, manufactured building
component or manufactured home until it is brought
into compliance with the applicable codes and
780 CMR R3. Notice of suspension or revocation of
certification shall be in writing with the reasons for
suspension or revocation clearly set forth therein.
a. Upon suspension or revocation of the approval
of any building system or compliance assurance
program, no further labels shall be attached to any
manufactured buildings or manufactured building
components manufactured pursuant to the
buiiding system or compliance assurance program
with respect to which the approval was suspended
or revoked. Upon termination of such suspension
or revocation, labels may again be attached to the
manufactured building or manufactured building
components manufactured after the date approval
was reinstated. Should any building or building
component have been manufactured during the
period of suspension or revocation, it shall not be
labeled unless the State Enforcement Agencies or
inspection agency have inspected such building or
building component and is satisfied that all
requirements for certification have been met. If
the State Enforcement Agency acts under
780 CMR R3.3.5, it must notify the inspection
agency.
b. The manufacturer shall return all labels
allocated for a manufactured building or
manufactured building component to the BBRS
no later than 30 days from the effective date of
any suspension or revocation of the State
Enforcement Agencies or inspection agency, of
the building system or compliance assurance
program pursuant to which the manufactured
building or manufactured building component is
being manufactured. The manufacturer shall also
return to the BBRS all labels which it determines
for any reason are no longer needed.
R3.6 Variations of Certified Units: Manufactured
buildings, manufactured building components or
manufactured homes certified and labeled pursuant
to the applicable codes and 780 CMR R3 shall not
be varied in any way prior to the issuance of a
certificate of occupancy without resubmission to the
BBRS for its approval of the variation and of the
unit which includes the variation. The State
Enforcement Agencies or an inspection agency shall
inspect the manufactured building, manufactured
building component or manufactured home wherever
it is located and such inspection may include such
tests or destructive or nondestructive disassembly as
the State Enforcement Agencies or an inspection
agency deems necessary to assure compliance with
the applicable Codes and 780 CMR R3. Local
Enforcement Agencies may be designated by the
BBRS or State Enforcement Agencies as inspection
agencies for such purposes.
780 CMR R3.4 INSPECTION BY THE STATE
ENFORCEMENT AGENCIES OR THEIR
AGENTS
The State Enforcement Agencies shall make, or
cause to be made, such inspections of the entire
processing of manufacturing, certifying, handling,
storing and transporting of manufactured buildings
or manufactured building components produced
pursuant to approved building systems as they deem
necessary.
R3.4.1 Inspection of Facilities: As part of the
process of evaluating building systems and
compliance assurance programs, the State
Enforcement Agencies shall inspect, or cause to be
inspected, the manufacturing facilities in which the
buildings or building components are to be
manufactured.
R3.4.2 Inspection According to Compliance
Assurance Programs: The State Enforcement
Agencies or an inspection agency shall make such
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inspections as may be required by an approved
compliance assurance program, or as may be
deemed necessary by the State Enforcement
Agencies.
R3.4.3 Inspection of Damaged Components: Prior
to- the issuance of a certificate of occupancy, the
State Enforcement Agencies or an inspection agency
shall inspect, or cause to be inspected, certified
manufactured buildings or manufactured building
components which it determines to have been
sufficiently damaged after certification to warrant
such inspection and to take such action with regard
to such buildings or building components as is
authorized hereof, or as is otherwise necessary to
eliminate dangerous conditions. The local
enforcement agencies may be designated by the
BBRS or the State Enforcement Agencies as the
inspection agency.
R3.4.3.1 Repairing Damaged Components:
The State Enforcement Agencies or an inspection
agency shall require manufactured buildings or
manufactured building components which are so
damaged as to no longer comply with the
applicable Codes and 780 CMR R3, to be repaired
and made to comply within a reasonable time; or
if they are so damaged that they cannot be
brought into compliance, the State Enforcement
Agencies or inspection agency shall order that the
labels be removed from such buildings, building
components or manufactured homes. A report
under this section shall be filed with the
inspection agency, BBRS and State Enforcement
Agency.
R3.4.3.2 Irreparably Damaged Components:
Irreparably damaged buildings or building
components shall be disposed of by the
manufacturer.
R3.4.4 Monitoring Inspection Agency: The State
Enforcement Agencies or their designated agents
shall examine each approved inspection agency, at
any reasonable time, and without prior
announcement, in order to monitor the reliability of
each agency and of its monitoring of each
compliance assurance program,. Each such
examination shall investigate the adequacy of all
procedures used by the agency in monitoring
compliance assurance programs including
inspection, tests, production methods, process
controls, operator performance, materials, receipts,
storage and handling, workmanship standards,
records and all other activities which implement the
compliance assurance program in the manufacturing
facility, during transport, on-site, and at critical
subcontractors' facilities. The results of such
examinations shall be filed with the office of the
BBRS. Copies of such reports shall be sent to the
inspection agency and the State Enforcement
Agencies. Inspection agencies shall be specifically
notified by the BBRS of any deficiencies and of the
manner and time by which such deficiencies must be
eliminated. If deemed necessary by the State
Enforcement Agencies an inspection agency's
approval may be suspended or revoked by the BBRS
as provided herein.
R3.4.4.1 Prior to Approval: Such examinations
may also be conducted before approving an
inspection agency.
R3..5 Inspection by Disassembly: No inspection
entailing disassembly, damage to or destruction of
certified manufactured buildings, manufactured
building components or manufactured homes shall
be conducted except to implement 780 CMR R3.
780 CMR R3.5 LOCAL ENFORCEMENT
AGENCY PROCEDURES AND INSPECTIONS
R3.5.1 Issuance of building permits: Upon
application and in conformity with the provisions of
780 CMR, the building official shall issue building
permits for installation of certified manufactured
buildings, manufactured building components or
manufactured housing.
R3.5.1.1 Licensed Construction Supervisors
and Certified Installers: A construction
supervisor, duly licensed in accordance with
780 CMR R5, shall, in accordance with 780 CMR
108.3.5, act as the agent for the owner for the
purpose of applying for and obtaining any and all
building permits required for the field erection of
all one or two family manufactured dwellings
subject to the provisions of 780 CMR 35 and
applicable 780 CMR R3.
As part of the building permit application
process, the licensed construction supervisor shall
submit to the building official, in writing, the
name of the installer, who shall be duly certified
by the manufacturer to install said manufacturer's
product, and is identified as a certified installer of
manufactured buildings (certified installer) by
said manufacturer. The certified installer shall be
responsible for the safe and proper placement and
connection of the manufactured home units in
accordance with 780 CMR 35, 780 CMR R3 and
specialized codes as listed in Appendix A
The licensed construction supervisor shall be
responsible for the construction of the foundation
system, and all pertinent site work, in accordance
with 780 CMR 35 and 780 CMR R3 listed in
Appendix A The licensed construction
supervisor shall provide at least 48 hours notice to
the building official before the placement and
connection of such units shall begin An
application to local enforcement agencies for an
appropriate permit shall, when requested, in
addition to any other requirements contain:
R3.5.1.2 Permit Application - Statement of
Content: A statement that the work to be
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performed under such permit is to include the
installation of a certified manufactured building,
manufactured building component or
manufactured home in accordance with the
provisions of the applicable codes, the statement
to be signed by the applicant or his agent, with the
appropriate address.
R3.5.13 Permit Application - Building System:
A true copy of the approved building system with
respect to which the manufactured building or
manufactured building component was
manufactured or is to be manufactured, where one
has not previously been furnished to that local
enforcement agency.
R3. 5.1.4 Permit Application - Building System
Approval: A copy of the Building System Report,
as approved by the BBRS, where it has not
previously been furnished to the Local
Enforcement Agency.
R3. 5.2 Inspection of Site Preparation and Service
Connections: Appropriate local enforcement
agencies shall inspect site preparation work
including foundations, not within the scope of the
approval and certification, and the structural,
mechanical, plumbing and electrical connections
among units, for compliance with applicable law,
rules and regulations.
R3.53 Compliance with Instructions: Appropriate
local enforcement agencies shall inspect all
manufactured buildings, manufactured building
components or manufactured homes upon, or
promptly after, installation at the building site to
determine whether all instructions in the Building
System Approval Report or conditions listed on the
manufacturer's data plate have been followed.
This may include tests for tightness of plumbing
and mechanical systems, and for malfunctions in the
electrical system and a visual inspection for obvious
nonconformity with the approved building system.
R3.5.3.1 Disassembly Prohibited: Unauthorized
destructive disassembly of certified buildings and
building components and mobile homes shall not
be performed in order to conduct such tests or
inspections, except as provided in 780 CMR
R3.3.4.3, nor shall there be imposed standards or
test criteria different from those adopted by the
State Enforcement Agencies or specified in the
Building System Approval Report, or the
"HUD's" Manufactured Home Construction and
Safety Standards.
R3.5.3.2 Opening Panels: Nondestructive
disassembly may be performed only to the extent
of opening access panels and cover plates.
R3.5.4 Noncomplying New Units: Local
enforcement agencies shall report to the BBRS in
accordance with 780 CMR R3.5.6 any
noncomplying manufactured buildings and building
components.
R3.5.5 Certificates of Occupancy: Appropriate
local inspectors shall issue certificates of occupancy
for certified manufactured buildings and
manufactured homes containing certified building
components which otherwise comply with all the
applicable codes, after they have been installed and
inspected pursuant to the applicable codes and
780 CMR R3, provided that any manufactured
building or manufactured building component found
not to comply with the Building System Approval
Report or any manufactured home found not to
comply with "Hud's" Manufactured Home
Construction and Safety Standards shall be brought
into compliance before such certificate of occupancy
shall be issued.
R3.5.6 Reporting of Violations to Department of
Public Safety: When any local enforcement agency
is making an inspection and finds violations or
suspected violations, it shall report the details of the
violations in writing to the BBRS. Where violations
are hazardous to occupants, a certificate of
occupancy shall not be issued and the building shall
not be occupied before such hazards are corrected.
If the violations are not hazardous, a temporary
certificate of occupancy may be issued.
780 CMR R3.6 FEES
R3.6.1 Deposit for Application to the BBRS: A
deposit shall be required upon application to the
BBRS to perform any of the functions in 780 CMR
R3.
R3.6.2 Establishment of Fees: Fees charged by the
BBRS for functions performed shall be in
accordance with the fee schedule established by the
State Administrative Agencies as specified in
780 CMR R3. 18.
780 CMR R3.7 NOTIFICATION OF
CHANGES IN NAME, ADDRESS,
OWNERSHIP OR LOCATION
R3.7.1 Notification by Manufacturers:
Manufacturers shall notify the BBRS in writing
within ten days of any of the following occurrences:
a. The corporate name is changed;
b. The main address of the company is changed;
c. There is a change in 25% or more of the
ownership interest of the company within a 1 2
month period;
d. The location of any manufacturing facility is
changed;
e. A new manufacturing facility is established; or
f. There are changes in principal officers of the
firm.
The BBRS shall notify the State Administrative
Agencies of such occurrences.
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R3.7.2 Notification by Inspection Agencies:
Inspection agencies shall notify the BBRS in writing
within ten days of any of the following occurrences:
a. The company name is changed;
b The main address of the company is changed;
,c. There is a change in 25% or more of the
ownership interest or control of the company
within a 12 month period;
d. The location of any testing facility is changed;
e. A new testing facility is established; or
f. There are changes in principal officers and key
supervisory and responsible personnel of the firm.
The BBRS shall notify the State Administrative
Agencies of such occurrences.
780 CMR R3.8 PROPRIETARY
INFORMATION
All information relating to building systems and
compliance assurance programs which the
manufacturer or other party considers proprietary
shall be so designated by him at the time of its
submission, and shall be so held by the State
Enforcement Agencies and State Administrative
Agencies, except as the State Administrative
Agencies determine in each case, that disclosure is
necessary to carry out the purposes of the applicable
codes and 780 CMR R3.
PARTE REQUIREMENTS FOR
SUBMISSION OF BUILDING
SYSTEMS AND COMPLIANCE
ASSURANCE PROGRAMS
780 CMR R3.9 BUILDING SYSTEMS
Building systems shall meet the requirements set
forth below to be evaluated for compliance with the
standards, specifications and requirements adopted
by the State Administrative Agencies.
R3.9.1 General Requirements:
R3.9.1.1 Plans, Specifications and
Documentation: Building systems, including all
plans, specifications and other documentation,
shall be submitted in quadruplicate to the BBRS
who shall act as the depository and disburser of
all such items. The BBRS shall forward to the
appropriate State Enforcement Agencies plans,
specifications and documentation for their
recommendations.
R3.9.1.2 Form and Fees: Building systems shall
be submitted in the form prescribed by the BBRS
and shall be accompanied by all required fees.
R3.9.1.3 Identification: All documents
submitted with the application shall be identified
to indicate the manufacturer's name, office
address and address of the manufacturing facility.
R3.9.1.4 Plans Showing Elements: Plans shall
be submitted showing all elements relating to
specific systems on properly identifiable sheets.
R3.9.1.5 Application - Approved Architect or
Engineer: Each building system application shall
bear the signature and seal of an approved
registered architect or registered professional
engineer certifying that the building system
complies with the applicable codes and standards
promulgated herein.
R3.9.1.6 On-site Work Identified: All work to
be performed on-site, including connection of all
systems, equipment and appliances, shall be
identified and distinguished from work to be
performed in the manufacturing facility.
R3.9.1.7 Space for State Administrative
Agencies Approval Stamp: A 3" x 4" blank
rectangular space shall be provided on all sheets
of plans near the title box for the BBRS's stamp of
approval.
R3.9.1.8 Material Grade and Quality: Grade,
quality and identification of all material shall be
specified.
R3.9.1.9 Calculations and Test Reports: Design
calculations and test reports shall be specified.
R3.9. 1.9.1 Drawings to Scale: Drawings shall
be drawn to scale and be legible.
R3.9. 1.9.2 Label and Data Plate Location:
Drawings shall indicate the location of the
approved label and data plate.
R3.9.1.9.3 Drawings Dated and Identified:
Drawings shall be dated and identified. The
number of sheets in each set shall be indicated.
R3.9.2 Required Construction Details: Building
systems for manufactured buildings shall provide or
show, but not be limited to, the details listed below
including the method of their testing or evaluation,
or both. These requirements shall apply to the
building systems for building components only to
the extent deemed necessary by the State
Enforcement Agencies to permit a proper evaluation
of the building component
R3.9.2.1 General:
a. Details and methods of installation of
manufactured buildings or manufactured
building components on foundations and/or to
each other.
b. All exterior elevations.
c. Cross sections as necessary to identify
major building components.
d. Details of flashing, such as at openings and
at penetrations through roofs and
subcomponent connections. Indicate flashing
material and gauge to be used
e Attic access and attic ventilation.
f. Exterior wall, roof and soffit material as
well as finish.
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g. Interior wall and ceiling finish material.
h. Fire separation walls.
i. Sizes, locations and types of doors,
windows and fire/smoke detectors.
j. Recommended foundation plans, vents and
underfloor access.
R3.9.2.2 Building Classification:
a. Occupancy or use.
b. Area, height, and number of stories.
c. Type of construction.
d. Fireresistance ratings.
R3.9.2.3 Space and Fire Safety:
a. Details of fire resistance rated assemblies
for all stairway enclosures, doors, walls, floors,
ceilings, partitions, columns, roof and shaft
enclosures.
b. Detail of Fire Protection Systems.
c. Details as to width of all aisles, exits,
corridors, passageways and stairway
enclosures.
d. Toxicity and flame spread classification of
finished materials.
R3.9.2.4 Structural Detail Requirements:
a. Engineer's calculations of structural
members, where appropriate.
b. Structural and framing details of all floors,
roof and walls.
c. Details and stress diagrams of roof trusses.
d. Details of reinforcing steel.
e. Complete loading schedule.
f Column loads and column schedule
g. Lintel schedule.
h. Size, spacing and details of all structural
elements.
i. Grade or quality of all structural elements
(lumber, steel, etc.).
j. Elevation of structural elements, walls or
sections thereof, providing resistance to
vertical loads or lateral forces.
k. Complete details of all structural
connections.
R3.9.2.5 Mechanical Detail Requirements:
a. Location of all equipment and appliances.
Indicate equipment and appliances listed or
labeled by approved agencies.
b. Heat loss and heat gain calculations.
c. Manufacturer's name, make, model,
number, BTU, input and output rating of all
equipment and appliances, as appropriate, or
the equal thereof.
d. Duct and register locations, sizes, and
materials.
e. Clearances from combustible material or
surfaces for all ducts, flues and chimneys.
f. Method of providing required combustion
air and return air.
g. Location of flues, vents and chimneys and
clearances from air intakes and other vents and
flues.
h. Details regarding dampers in ducts
penetrating fire separations.
i. Complete drawings of fire sprinkler system,
standpipe system or smoke/fire alarm system
as required.
j. Detail of elevator or escalator system,
including method of emergency operation.
k. Duct and piping insulation thickness.
1. Ventilation air calculations.
R3.9.2.6 Plumbing Detail Requirements:
a. Plan or schematic drawing of the plumbing
layout, including but not limited to, size of
piping, fitting, traps and vents, cleanouts and
valves, gas, water, and drainage system.
b. Plumbing materials, and location of all
equipment and appliances to be used. Indicate
fixture unit capacity of system(s) and the make,
model, and rating/capacity of equipment and
appliances. Indicate equipment and appliances
listed or labeled by approved agencies.
c. Make and model of safety controls (such as
for water heaters), their location, and whether
listed or labeled by approved agencies.
d. How piping is to be supported and intervals
of support.
e. Location of vents above roofs and required
clearances, including but not limited to
clearances from air intakes, other vents and
flues.
f. Methods of testing.
R3.9.2.7 Electrical Detail Requirements:
a. Plan of service equipment, including
service entrance, conductors, service raceway
and clearances above ground and above
structures.
b. Method and detail for grounding service
equipment.
c. Single line diagram of the entire electrical
installation.
d. Load calculations for service and feeders.
e. Sizes of all feeders and branch circuits.
f. Size, rating and location of main
disconnect/overcurrent protective devices.
g. Method of interconnection between
manufactured buildings or manufactured
building components and location of
connections.
h. Location of all outlets and junction boxes.
i. Method of mounting fixtures and wiring
installations.
j. Lighting power calculations.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
780 CMR R3.10 COMPLIANCE ASSURANCE
PROGRAMS FOR MANUFACTURED
BUILDINGS AND MANUFACTURED
BUILDING COMPONENTS
Compliance assurance programs shall be
approved if they meet the requirements set forth in
780 CMR R3.3.10. It is the manufacturer's
responsibility to execute every aspect of this
program. The manufacturer shall continue to be
responsible for all corrective actions required and
the- contractual relationship between the
manufacturer and the inspection agency shall not
diminish such responsibility. The manufacturer
shall cooperate with the inspection agency by
providing the inspection agency with all necessary
reports, information, documents, records, facilities,
equipment, samples and other assistance for assuring
compliance.
The manufacturer's compliance assurance
program shall be submitted to the BBRS in the form
of a compliance assurance manual which shall
contain complete documentation of all compliance
assurance activities of both the manufacturer and the
inspection agency. The manual shall be
comprehensively indexed, and shall treat the
material listed here in detail, as follows:
R3.10.1 Organization Requirements:
a. A procedure for periodic revision of the
manual;
b. An organizational structure for implementing
and maintaining the compliance assurance
program and its functional relationship to other
elements of the organization structure of the
manufacturer, which structure shall provide for
independence from the production department;
Company officers and employees in charge of the
compliance assurances program must be
identified, and their training and qualifications
specified;
c. A uniform system of audit (in-depth analysis
of program effectiveness and means to identify
deficiencies) to monitor program performance
periodically;
d. Complete and reliable records of
manufacturing and site operations, if any (suitable
means of storage, preservation and accessibility of
copies of forms to be utilized shall be included);
e. A system to control changes in production or
inspection procedures;
f A system to assure that working drawings and
specifications, working instructions and standards,
procurement documents, etc. conform to the
approved building system;
g. A serial number system for buildings or
building components; and
h. The method of safekeeping, handling and
attaching labels and identification of those
employees responsible therefor.
R3.10.2 Materials Control
a. Procedure to assure effective control over
procurement sources to ensure that materials,
supplies and other items used in production and
site operations, if any, conform to the approved
plans, specifications and quality requirements;
b. Procedures for inspection of materials,
supplies and other items at the point of receipt;
c. Method of protection of materials, supplies
and other items against deterioration prior to their
incorporation in the certified buildings or building
component; and
d. Provision for disposal of rejected materials,
supplies and other items.
R3.10.3 Production Control:
a. Procedures for timely remedial and preventive
measures to assure product quality;
b. Provision, maintenance and use of testing and
inspection;
c. Provision for frequency of sampling
inspections;
d. Provision of necessary authority to reject
defective work and carry out compliance
assurance functions, notwithstanding any conflict
with production department goals and needs;
e. A schematic of the manufacturing operation
showing the location of inspection stations, and
"hold" points for mandatory inspection
characteristics;
f. Inspection and test procedures, including
accept/reject criteria and mandatory inspection
characteristics;
g. Standards of workmanship; and
h. Provision of disposal of rejects.
R3.10.4 Finished Product Control:
a. Procedure for final inspection of all
manufactured buildings or manufactured building
components before shipment to the site or storage
point, including identification and labeling;
b. Procedures for handling and storing all
finished manufactured buildings or manufactured
building components, both at the manufacturing
plant or other storage point and after delivery to
the building site;
c. Procedures for packing, packaging and
shipping operations and related inspections; and
d. Procedures for transportation, including all
measures to protect against damage while in
transit, and setting forth the modes of
transportation to be utilized and the carrying
equipment and procedures.
R3.10.5 Installation Control:
a. Installation procedures including component
placement, equipment and procedures, field
erection and finishing work, utility connection
instructions and all appropriate on-site inspection
criteria and test descriptions; and
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b. Organizational provisions for field repair and
disposal of rejects.
R3.10.6 Permission for Inspection: The
manufacturer shall provide the BBRS with written
permission, signed and notarized, for the State
Enforcement Agencies to inspect his manufacturing
facilities, his products, and building sites under his
control at any reasonable time without prior
announcement.
R3.10.7 Inspections by the State Enforcement
Agencies: The Compliance Assurance Manual shall
contain detailed plans for inspections by the State
Enforcement Agencies or inspection agency.
PART IH APPROVAL OF INSPECTION
AGENCIES
780 CMR R3.ll REQUIREMENTS FOR
SUBMISSION
An inspection agency seeking approval shall
submit a quadruplicate application to the BBRS
which shall include the items listed in 780 CMR
3.11.
R3.11.1 Articles of Incorporation: The original
Articles of Incorporation of the agency and all
subsequent amendments thereto, as filed in the State
of Incorporation.
R3.11.2 By-laws: The by-laws of the organization,
if any.
R3.11.3 Business Affiliations of Members: The
names, addresses and business affiliations of all
members of the Board of Directors and of top
management personnel.
R3.11.4 Stock : Individual interests representing
more than 10% of the outstanding ownership
reflecting the financial interest of the agency's
Board of Directors and top management personnel.
R3.1 1.5 Certifications: Certification by the agency
that:
a. Its Board of Directors, as a body, and its
technical personnel, as individuals, can exercise
independence of judgment; and
b. Its activities pursuant hereto will result in no
financial benefit to the agency via stock
ownership, or other financial interests in any
producer, supplier or vendor of products involved,
other than through standard published fees for
services rendered.
R3.1 1.6 Experience of Directors: Names, years of
experience, state in which professionally registered
and other qualifications of the directors of inspection
or evaluation programs.
R3.11.7 Experience of Employees: Names and
years of experience of employees practicing in the
following disciplines: architecture, structural
engineering, mechanical engineering, electrical
engineering, fire protection and other branches of
engineering; the state in which each is registered and
the service each performs.
R3.11.8 Organization Chart: An organization
chart showing management and supervisory persons
including the number of graduate engineers and
architects, and the names of all consulting engineers
or architects, designating which are full-time and
which are part-time employees.
R3.11.9 Number and Location of Personnel:
Number and location of factory inspectors,
supervisors, and other technicians, including
evaluators of factory inspectors and the
qualifications of each specialized group, including
records of work experience, licenses held and other
pertinent qualifications; description of types of work
each group and each technician is expected to
perform and the qualifications of each group and
each technician to perform the work assigned.
R3. 11.10 Employees Training Programs: An
outline of the training program, if any, of the agency
to assure that all inspectors, evaluators and other
technicians are properly trained to do each job
assigned to them.
R3.ll.ll Employee Supervision: An outline of the
general procedures for supervision of inspectors and
evaluators, including checking and evaluation of
their work.
R3. 11.12 Non-employees Relationships: All
engineers, technicians and other personnel who will
perform services for the organization but who are
not employees of the organization, and the
supervisory and other relationships which each will
have to the agency.
R3.ll.13 Products Evaluated:
Type of products, components, equipment, structures
and other items which the organization has
evaluated, tested or inspected and the number of
years of experience the organization has had with
each, and the type of codes, standards, specifications
and requirements with respect to which the
organization has had experience in providing
evaluation, inspection or testing services, and the
number of years experience with each.
R3. 11.14 Frequency Capability: Description of
the frequency with which the agency is capable of
performing inspections or evaluations.
R3. 11.15 State Approved in: List of the states in
which the agency is now approved to inspect or
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THE MASSACHUSETTS STATE BUILDING CODE
evaluate manufactured buildings or manufactured
building components or parts thereof for compliance
with approved building systems.
780 CMR R3. 12 PROCEDURES FOR
APPROVING INSPECTION AGENCIES
R3.12.1 Qualifications: Upon the recommendation
of the State Enforcement Agencies, the BBRS may
approve inspection agencies which meet the
requirements of the applicable codes and 780 CMR
3.0 and which the State Administrative Agencies
find otherwise qualified to perform the functions
proposed to be delegated to them.
R3.I2.2 Suitability of Application: Prior to a full
evaluation of an application for approval, the BBRS
shall determine whether such application is
unsuitable for processing. In the event the
application is found to be suitable for processing, the
applicant shall be notified in writing of such
unsuitability and the basis thereof within 30 days of
the date of the application is received by the BBRS.
In such event, all but $25.00 of the fee will be
returned, and the rulings of unsuitability shall be
without prejudice. Any subsequent submission shall
be treated as a new application.
R3.12.3 Approvals: In the event of approval of the
BBRS, an inspection agency shall be notified by a
letter from the BBRS indicating such approval and
stating specifically the functions which the applicant
has been approved to perform. Such approval shall
not constitute the actual delegation of such
functions.
780 CMR R3. 13 SUSPENSION AND
REVOCATION
R3.13.1 Grounds. The BBRS may suspend or
revoke its approval of any inspection agency if the
approval was issued in error; was issued on the basis
of incorrect information; was issued in violation of
any of the applicable Codes or 780 CMR R3; if the
inspection agency violates any of the applicable
Codes or 780 CMR R3; if examination discloses that
the agency failed to perform properly; or for such
other cause as may be deemed sufficient by the State
Enforcement Agencies to warrant such action.
R3.13.2 Procedures:
R3. 13.2.1 General: If the BBRS suspends or
revokes the approval of an inspection agency, the
inspection agency shall be given notice in writing
from the BBRS of the suspension or revocation
with the reasons therefore set forth therein.
Manufacturers being evaluated or inspected by
such agencies, all local enforcement agencies
within this State, and the State Enforcement
Agencies shall also be notified in writing of such
suspension or revocation. Such notices shall
contain instructions to the manufacturer and to the
local enforcement agency as to the procedures to
be followed regarding manufactured buildings or
manufactured building components previously
certified by an agency whose approval has been
suspended or revoked.
R3. 13.2.2 Records: An inspection agency whose
approval has been suspended or revoked shall
within 90 days of the suspension or revocation
deliver to the custody of the BBRS the originals
of all records required to be maintained during the
course of the inspection agency's operations
pursuant to the applicable codes and 780 CMR
R3.0
R3. 13.2.3 Labels: An inspection agency for
which approval has been suspended or revoked
shall within 90 days of the suspension or
revocation deliver to the custody of the BBRS all
labels in the agency's possession, under its
control, or for which it is responsible pursuant to
the applicable codes and 780 CMR 3.0.
PART IV RECIPROCITY
If the BBRS finds that the standards for the
manufacture and inspection of manufactured
buildings or manufactured building components
prescribed by statute or rules and regulations of
another state, governmental agency or private
agency meet the objectives of the applicable codes
and 780 CMR 3.0, and are enforced satisfactorily by
such other state or other agency, or by their agents,
the State Enforcement Agencies shall accept
manufactured buildings or manufactured building
components which have been certified by such other
state or other agency, and the BBRS shall assure or
be assured that the appropriate label is attached
thereto. The standards of another state or agency
shall not be deemed to adequately be enforced unless
such other state or agency provides for notification
to the Department of suspensions or revocations of
approvals issued by that other state or agency in a
manner satisfactory to the BBRS and State
Enforcement Agencies and so notify the BBRS. The
BBRS shall notify the State Enforcement Agencies
of any action taken under 780 CMR R3.3. 13.
780 CMR R3.14 PROCEDURES FOR
GRANTING OR REFUSING RECffROCTTY
TO ANOTHER JURISDICTION
R3.14.1 Evaluation: The State Enforcement
Agencies may evaluate the statute, codes, rules and
regulations of another state or other state or other
agency at any time.
R3.14.2 Methods of Extending Reciprocity: If the
BBRS find that the standards prescribed by the
statute or rules and regulations of another state or
another agency meet the objectives of the
appropriate codes and that 780 CMR 3.0 are
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satisfactorily enforced, it may upon the
recommendation of the State Enforcement Agencies,
as provided in 780 CMR 3.2. 1, extend reciprocity to
that jurisdiction by:
a. Giving notice to any requesting manufacturer;
b. Giving notice to the Administrative Agency of
the other jurisdiction;
c. Giving notice to the State Enforcement
Agencies and all local enforcement agencies in
this state.
R3.14.3 Rejections: If the standards of the other
state or other agency do not meet the objectives of
the appropriate codes or are inadequately enforced,
or both, reciprocity shall not be extended. In that
event, the BBRS shall notify any requesting
manufacturer and the Administrative Agency of the
other state or other agency of the refusal and the
reasons therefore.
780 CMR R3.15 PROCEDURES FOR
RECIPROCITY CERTIFYING
MANUFACTURED BUILDINGS OR
BUILDING COMPONENTS
A manufacturer from a jurisdiction to which
reciprocity has been extended shall submit to the
BBRS evidence that his building system and
compliance assurance program have been approved
by such state or other agency. The BBRS shall
verify the approval and shall notify the State
Enforcement Agencies, local enforcement agencies
and the manufacturer in writing of such verification
and that properly labeled buildings or building
components of his manufacture will be accepted.
780 CMR R3.16 SUSPENSION AND
REVOCATION
The BBRS shall suspend or revoke, or cause to be
suspended or revoked, the acceptance or certification
or both of such reciprocally certified manufactured
buildings or manufactured building components if
the State Enforcement Agencies determine that the
standards for the manufacture and inspection of
which manufactured buildings or manufactured
building components of such other state or other
agency do not meet the objectives of the appropriate
codes and 780 CMR R3.0, or that such standards are
not being enforced to the satisfaction of the State
Enforcement Agencies. If such other state or other
agency or its agents should suspend or revoke its
approval and certification, the acceptance of
certification or both granted under 780 CMR 3.16
shall be revoked or suspended accordingly. Notice
to the State Enforcement Agencies, local
enforcement agencies, manufacturer and to the
Administrative Agency of such other state or agency
of such suspension or revocation shall be in writing
with the reasons for such suspension or revocations
set forth therein. Appeals from such suspension or
revocations shall receive timely review.
PART V APPEALS
780 CMR R3.17 HEARINGS
All hearings shall comply with the applicable
sections of the applicable codes and the Rules and
Regulations thereof established for the purpose of
appeal.
PART VI SCHEDULE OF FEES
780 CMR R3.18 ESTABLISHMENT
The following is the SCHEDULE OF FEES
established by the BBRS for certifying manufactured
buildings or manufactured building components.
Fees shall be made payable to the "Commonwealth
of Massachusetts Board of Building Regulations and
Standards" and shall accompany all applications for
certification.
R3.18.1 Compliance Assurance Programs and
Building Systems: An initial fee of $500.00 shall be
charged each manufacturer for its certified
compliance assurance program for each plant
desiring certification. There shall be an additional
charge of $500.00 for the certified building system
except that there shall be no such additional charge
per building component. The maximum fee charged
under 780 CMR 3.18 shall be $1,000.00 for each
manufacturing plant.
R3.18.2 Third Party Inspection Agencies: An
initial fee of $500.00 shall be charged to each third
party inspection agency.
R3.18.3 Annual Renewal Fees:
a One year from the date of certification of the
manufacturer and every year thereafter
certification is in effect, there shall be paid an
annual renewal fee of $500.00 for each such
certification.
b. One year from the date of certification of the
Third Party Inspection Agency, and every year
thereafter certification is in effect, there shall be
paid an annual renewal fee of $250.00.
R3.18.4 Labels
a. A fee of $12.50 per unit of a manufactured
building shall be charged for each label issued by
the BBRS.
Note: A "unit" as used in 780 CMR 3.18 shall
mean any building or proportion thereof which
is towed or shipped separately to be somehow
tied together at the site.
b. A fee of $1.00 per building component shall
be charged for each label issued by the BBRS for
building components.
Note: Manufacturers of building components
shall be permitted to use any labels as
approved by the BBRS If such labels are
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supplied by any source other than the BBRS, d. Upon satisfactory proof to theBBRS of lost or
there shall be no charge for such labels. stolen labels, not the result of negligence, labels
c. Mutilated labels may be replaced at the option maY be replaced at a cost of $2.00 each.
of the BBRS at a cost of $2.00 each. e- Labels sha11 be Purchased from the BBRS by
the inspection agency or manufacturer.
782 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
780 CMR R4
USE OF NATIVE LUMBER
780CMRR4.1 ADMINISTRATION
R4.1.1 Title: As authorized by St. 1972, 802,
and
in accordance with 780 CMR 123 establishing the
Construction Materials Safety Board, 780 CMR R4
is ■ adopted for Controlling the Use of Native
Lumber.
R4.1.2 Definitions Unless otherwise expressly
stated in 780 CMR the following terms shall, for the
purpose of 780 CMR R4, have the meaning
indicated in 780 CMR R4. 1 .2.
BBRS: State Board of Building Regulations and
Standards
Board: Construction Materials Safety Board
Native Lumber: Native lumber is wood
processed in the Commonwealth of
Massachusetts by a mill registered in
accordance with the regulations of the BBRS.
Such wood is ungraded but is stamped or
certified in accordance with the requirements
of 780 CMR 2303.1.1. For the purpose this
definition, native lumber shall be restricted to
use in one-and two-story dwellings, barns,
sheds, agricultural and accessary buildings and
structures and other uses as permitted by
780 CMR 23.
Person: Individual, partnership, corporation,
trust, joint venture, etc.
Wood Producers: Persons or corporations in the
business of milling wood into native lumber
within the Commonwealth of Massachusetts.
R4.1.3 Registrants: No person shall engage in the
producing of native lumber for use in buildings or
structures within the Commonwealth of
Massachusetts unless registered by the BBRS.
R4.1.4 Application for Registration: Each person
desiring to obtain registration as a wood producer of
native lumber shall make application to the BBRS
upon such form and in such manner as the BBRS
shall prescribe and shall furnish evidence
satisfactory to the BBRS that he is qualified to be
registered in accordance with 780 CMR R4.
R4.1.5 Application Fee: Applications shall be
accompanied by a registration fee of $25.00 This
initial registration fee shall be for two years.
Registration shall be reviewed every two years in
accordance 780 CMR R4 The fee thereafter for a
year renewal shall be $10.00.
R4.1.6 Renewals: Registration shall be valid for
two years and shall be renewed biennially. Within
30 days before the expiration date of any such
registration, the Administrator of the BBRS shall
forward to each person so registered an application
form for renewal. The said Executive Director, upon
receipt of the completed form and fee, shall renew
the registration for a period of two years or notify
such applicant of his refusal with reasons thereof.
Any application for renewal of registration which
has expired shall require the payment of a new
registration fee.
R4.1.7 Pre-qualifying Agency: The BBRS hereby
designates the Massachusetts Wood Producers'
Association as its pre-qualifying agency, providing,
however, that the BBRS may revoke such
designation at any time and may designate any other
agency or agencies which it deems qualified, from
time to time, to act as its pre-qualifying agency for
pre-examination registration.
R4.1.8 Penalties: Any such person who fails to
comply with the requirements of 780 CMR 4 or
who files a false report shall be subject to the
penalties and actions as prescribed in 780 CMR 1 18.
780 CMR 4. 2 REGISTRATION
4.2.1 Stamp: Each person registered by the BBRS
shall be issued a name and number for use in
stamping or certifying the native lumber which he
produces.
4.2.2 Stamp Contents: Each stamp filed with the
BBRS shall be a minimum of two inches by four
inches with a minimum of 36 pt. letters and shall
contain the following information:
a. Name of native lumber producer;
b. Registration number; and
c. Species of wood.
4.2.3 Stamp Use: Each piece of native lumber
produced shall bear the stamp so registered with the
BBRS.
4.2.4 Stamp - Unlawful Use: Each registered mill
shall be assigned an individual number. It shall be
unlawful to use such registration number in any mill
other than the mill so registered.
R4.2.5 Stamp - Manufacture: Each producer shall
be responsible for the manufacture and use of his
stamp in accordance with the requirements of the
BBRS and 7S0 CMR R4.
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780 CMR R43 REVOCATION AND
SUSPENSION PROCEDURES
R4.3.1 Revocation and Suspension: The BBRS on
its own initiative or upon the recommendation of the
Construction Materials Safety Board may suspend or
revbke the registration of any such mill registered in
accordance with 780 CMR R4, 780 CMR or the
standards of good practice. Notice of suspension or
revocation of such registration shall be in writing
with the reasons for suspension or revocation clearly
set forth therein, and served in accordance with
780 CMR 118.6.
R4.3.2 Notice and Conference: Prior to
suspension or revocation of the registration of any
such mill so registered, written notice of such intent
shall be served by the Construction Materials Safety
Board in accordance with 780 CMR 118.6. Within
ten calendar days of receipt of such notice, the
affected mill may request a conference before a three
member panel designated by the Chairman of the
Construction Materials Safety Board, who will hear
facts and make their recommendations to the
Construction Materials Safety Board.
R4.3.3 Effect of: Upon suspension or revocation of
the registration of any such mill so registered, such
mill shall immediately cease engaging in the
stamping or certifying of native lumber. The filing
of an appeal with the State Building Code Appeals
Board shall stay such suspension or revocation
subject to 780 CMR 122.3.2.
780CMRR4.4 APPEALS
R4.4.1 Building Code Appeals Board: Anyone
aggrieved by the decision of the BBRS, the
Construction Materials Safety Board, the
Massachusetts Wood Producers' Association or
others may appeal to the State Building Code
Appeals Board in accordance with 780 CMR 122.
780 CMR R4.5 QUALIFICATION
R4.5.1 Evaluation: Evaluation by the pre-
qualifying agency shall be required prior to
registration of a mill subject to 780 CMR R4. The
agency shall examine and evaluate the application of
all mills and make its recommendations to the
Construction Materials Safety Board. The
Construction Materials Safety Board shall make its
recommendations to the BBRS who shall act on the
application of the mill so requesting registration.
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2/7/97 (Effective 2/28/97)
780 CMR R5
CONSTRUCTION SUPERVISORS
780 CMR R5 covers the licensing rules and regulations for construction supervisors as defined in 780 CMR
109.11.
780 CMR R5.1 GENERAL
R5.1.1 Title: As authorized by M.G.L.
143.
§ 94(i). the BBRS herewith establishes the Rules and
Regulations for Licensing Construction Supervisors.
R5.1.2 Definitions: Unless otherwise expressly
stated in 780 CMR the following terms shall, for the
purpose of 780 CMR R5. have the meaning
indicated in 780 CMR R5. 1 .2:
BBRS: State Board of Building Regulations and
Standards
Construction Supervisor: Any individual directly
supervising persons engaged in construction,
reconstruction, alteration, repair, removal or
demolition involving any activity regulated by
any provision of 780 CMR. Such term shall also
apply to persons supervising themselves.
A licensed construction supervisor shall be
required for the installation of all manufactured
one and two family homes as required by
780 CMR 3508.1.1.
Licensed Designee: Any individual designated by
the license holder to be present, in the absence of
said license holder, during any of the periods
stated in 780 CMR R5.2. 12 Such designee shall
also hold a Construction Supervisor's License, but
his name or license number need not be contained
on the building permit application.
License Review Committee (Committee): The
Committee(s) established by the Chairman of the
BBRS to carry out the disposition of complaints
against licensed constructon supervisors.
Recognition: The approval by the BBRS of an
application and related documents by one desirous
of being licensed as a construction supervisor.
R5.1.3 Scope:
1. 780 CMR R5 shall govern the testing and
licensing of individuals who are found to possess
the requisite qualifications to be licensed as
qualified to have charge or control of
construction, reconstruction, alteration, repair,
removal or demolition of buildings or structures.
2 Except for those structures governed by
Construction Control as regulated by 780 CMR
116.0, any individual directly supervising persons
engaged in construction, reconstruction,
alteration, repair, removal or demolition involving
the structural elements of buildings and structures
shall be licensed according to 780 CMR R5.
R5.1.4 Administration and Enforcement The
BBRS shall administer and enforce the provisions of
780 CMR R5. The BBRS or those designated by it,
shall administer examinations, under 780 CMR R5.
of persons desirous of being registered as qualified
to receive a license as a construction supervisor
R5.1.5 License Review Committee The
Chairman of the BBRS shall appoint a License
Review Committee, hereafter referred to as the
"Committee", which shall consist of any three
members of the BBRS who shall serve for one year
or until their successors are appointed, whichever is
later The said Chairman shall appoint a Chairman
of the Committee who shall serve until his successor
is appointed The Chairman of the BBRS may
establish and abolish as many Committees as he/she
feels appropriate from time to time.
R5.1.6 Meetings: The Committee shall meet at
such times as the Chairman deems it necessary to
carry out its function established herein by the
BBRS
R5.1.7 Cities and Towns:
5.1.7.1 Existing Licensed Construction
Supervisors: (Historical Note) All individuals
directly supervising persons engaged in
construction, reconstruction, alteration, repair,
removal or demolition involving structural
elements of buildings or structures who are duly
licensed and qualified on January 1, 1981 within
any city or town shall be allowed to continue in
such capacity under the Rules and Regulations
established by such jurisdiction until
December 31. 1981. Such duly licensed person
shall only be allowed to engage in such practice
only within the city or town granting such
licensing.
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780 CMR R52 REGISTRATION AND
LICENSING
R5.2.1 Experience: (Historical Note) Each
applicant for license must prove to the Board that he
has had at least three years of experience in building
construction or design in the field in which he
desires to be licensed, together with any technical
knowledge the Board may require him to possess.
R5.2.1.1 Other Requisites: Any person who
met one of the following requisites shall be
licensed by the Board without testing until July 1,
1982.
1 . Filed with the BBRS prior to July 1, 1982
an application and applicable documents
including an affidavit on a form provided by
the BBRS attesting to his meeting the
following qualifications:
a. A registered professional architect or
engineer; or
b. A four-year undergraduate degree in a
field related to building construction or
design and at least one year, out of the
previous ten years, of experience in the
supervision of building construction or
design; or
c. At least three years, out of the previous
ten years, of experience in the supervision of
building construction or design and a
general knowledge of the quality and
strength of building materials; a general
knowledge of the accepted requirements for
building construction, fire prevention, light,
ventilation and safe exits; and a general
knowledge of other equipment and materials
essential for safety, comfort and
convenience of the occupants of a building
or structure.
R5.2.2 Examinations: Examinations shall be held
only by appointment. All applications must be filed
in accordance with the Massachusetts Constructon
Supervisor (MACS) Candidate bulletin of
Information.
R5.2.3 License Approval: A majority vote of the
members of the Board shall be required to grant a
license.
R5.2.4 Expiration: Licenses issued pursuant to
these rules and regulations shall expire three years
from the date of issuance which shall be noted on
said license and may be renewed.
A renewal of an original license shall be for
periods of two years and a renewal license shall
expire two years from the date of issuance which
shall be noted on said license and may be renewed.
A renewal license shall not be issued unless
application therefore is made within one year of the
date of expiration of the most recently issued
license. Failure to submit a renewal application and
to acquire a license within this time period shall be
cause for examination or re-examination
R5.2.5 Fees: Any and all fees charged for
examination, for license fees, or for licensed renewal
fees shall be determined by the Commonwealth and
enforced by the BBRS Examination fees are to be
established from time to as necessary.
R5.2.5.1 Building Official Fees: The BBRS shall
grant a license at no fee to any building official
who, as a condition of his employment requires
such license; provided that such person meets the
necessary qualifications for licensure and
provided further, that such license shall be
authorized for use only during the course of
employment and shall be appropriately stamped to
indicate as such.
R5.2.6 Procedure for Obtaining a License:
R5.2.6.1 Application: Applications shall be
submitted on forms supplied by the BBRS or its
authorized agent.
R5.2.6.2 Forms: The applicable forms may be
mailed to the appropriate testing agency as
detailed in the Massachusetts Candidates Bulletin
(MACS). It shall be the responsibility of the
applicant to assure that the required forms are
received by the testing agency. All forms shall be
accompanied by the required license fee
R5.2.6.3 Records: The BBRS shall keep a copy
of the application and a computer file listing all
licensed construction supen'isors.
R5.2.6.4 Notification of Examination Date:
Upon receipt of a fully completed application, an
examination date shall be set and the applicant so
notified.
R5.2.7 False Statements: Any false statement on
the application or references shall be sufficient
reason to refuse to issue a license, or to suspend or
revoke a license if issued
R5.2.8 Cause for Suspension or Revocation: Any
false statement on the application for license, or in
answer to any subsequent request for information,
shall be cause for suspension or revocation of
license. Any violation of a provision of 780 CMR
shall be cause for suspension or revocation of a
license as the committee sees fit, or any false
statement as identified in 780 CMR R5.2.7, or work
performed without a building permit as identified in
780CMRR5.2.9.1.1
R5.2.9 Procedure for Suspension And/or
Revocation of License:
R5.2.9.1 Complaints: Upon receipt of a written
complaint from a building official, or upon
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
CONSTRUCTION SUPERVISORS RULES AND REGULATIONS
written complaint from other persons, or upon
complaint of the Board itself, the License Review
Committee in its discretion, shall determine
whether or not a hearing shall be held It shall not
be considered as a complaint if such work was
performed prior to his/her being licensed or prior
to January 1, 1982, whichever is later.
R5.2.9.1.1 Basis of Complaint: Only work
related to a specific building permit shall be the
basis of such complaint- Any work requiring a
building permit which is performed without
such permit shall be considered cause for
suspension or revocation.
R5.2.9.2 Hearings on Complaints: If the
Committee shall so determine that a hearing shall
>be held, it shall give at least seven days notice to
the complainant and license holder in accordance
with 780 CMR 118 6 The sending of notice to
the address recorded on the records of the BBRS
shall be deemed sufficient notice to the license
holder
R5.2.9.3 Notice of Hearing: The notice of
hearing shall contain:
1 . The name of the complainant.
2. A copy of the complaint.
3. The date, time and place of said hearing.
The complete file of complaint is available for
inspection at the Office of the BBRS during its
regular hours
The license holder may present oral and written
evidence to refute or mitigate any charge
contained in the complaint and present witnesses
in his behalf.
Anyone may be represented by legal counsel.
All license holders shall have his/her license in
his possession at the time of the hearing
R5.2.9.4 Continuation of Hearings: The
Committee in its discretion may continue the date
for hearing upon request by the license holder or
complainant or the Committee itself.
R5.2.9.5 Timing of Decision: The Committee
shall make a decision within ten days after the
hearing. A written decision shall be issued within
30 days of the hearing date.
R5.2.9.6 Vote of License Review Committee: A
vote of at least two members of the Committee is
required to make a decision pursuant to 780 CMR
R5.2.3.
R5.2.9.6.1 Decisions: This decision shall be
final and binding upon the license holder and
the complainant. If the Committee votes to
revoke or suspend the license of a construction
supen'isor at the time of the hearing, the holder
shall immediately surrender said license to the
Committee.
R5.2.9.7 Suspension, Revocation or
Continuance: If, after notice has been duly
given, a licensee shall not attend a hearing, the
Committee may in its discretion immediately
suspend/revoke said license or proceed with the
hearing so scheduled and make decision on the
evidence so presented, or continue the hearing to
another date.
R5.2.9.8 Notice of Suspension or Revocation:
In the event that the Committee votes to suspend
or revoke said license pursuant to this hearing, the
license holder upon notice of the decision shall
immediately comply with the said orders. A
refusal to comply shall automatically revoke the
licensee's right to supervise construction
R5.2.9.8.1 Terms of Suspension: Suspension
bv the Committee shall be for a definite term.
R5.2.9.8.2 Reapplication: Any licensee
whose license has been revoked by the
Committee may reapply for a license in
accordance with these Rules and Regulations
only after seeking and receiving approval to
reapply from the Committee.
R5.2.10 Appeal: Any person aggrieved by a
decision of the Committee may appeal such decision
to a court of law or equity in conformance with
M.G.L c. 30A § 14.
R5.2.11 Change of Address The license holder
shall have the responsibility of reporting any change
of address and/or change of circumstance to the
BBRS The information on file at the BBRS shall be
deemed accurate unless changed by the license
holder.
R5.2.12 On-site Presence of Supervisor: A
licensed individual or a licensed designee shall be
present on the site at some point to approve
construction, reconstruction, alterations, removal or
demolition involving the following work.
! . Excavation
2. Foundation (pouring or other)
3 . Decking
4. Rough framing
5. Finished framing
6. Chimneys
a. Excavation/foundation.
b. At the top of the smoke chamber and support
of the flue liner.
c. When erection of the chimney is completed.
Exception A licensed construction supervisor
shall be required for installation of manufactured
one and two family homes as required by
780 CMR 3508. 1.1.
R5.2.13 Lost/stolen Licenses: License holders are
required to keep the license in their possession at all
times during the course of construction at any and all
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
building sites. If said license is lost, stolen or
mutilated, it shall be the responsibility of the license
holder to notify the BBRS.
R5.2.14 Requirement to Show License: Any
building official may require the license holder to
produce the license at any time on a job site
R5.2.15 Responsibility of Each License Holder:
R5.2.15.1 Responsibility for Work: The license
holder shall be fully and completely responsible
for all work for which he is supervising. He shall
be responsible for seeing that all work is done
pursuant to 780 CMR and the drawings as
approved by the Building Official.
R5.2.15.2 Responsibility to Supervise Work:
The license holder shall be responsible to
supervise the construction, reconstruction,
alteration, repair, removal or demolition involving
any activity regulated by any provision of
780 CMR only pursuant to 780 CMR and all other
applicable Laws of the Commonwealth even
though he, the license holder, is not the permit
holder but only a subcontractor or contractor to
the permit holder.
R5.2.15.3 Notification of Violations: The
license holder shall immediately notify the
building official in writing of the discovery of any
violations which are covered by the building
permit.
R5.2.15.4 Willful Violation: Any licensee who
shall willfully violate 780 CMR R5.2.15.1.
5.2.15.2 or 52.15.3 or any other Sections of
780 CMR R5 and any procedures, as amended,
shall be subject to revocation or suspension of
license by the Committee.
R5.2.16 Permit Applications: All building permit
applications shall contain the name, signature and
license number of the construction supervisor who
is to supervise those persons engaged in
construction, reconstruction, alteration, repair,
removal or demolition as regulated by 780 CMR
108.3.5 and 780 CMR R5 in the event that such
licensee is no longer supervising said persons, the
work shall immediately cease until a successor
license holder is substituted on the records of the
building department.
R5.2.17 GENDER OF TERMS: The term "he" as
used in 780 CMR R5 shall include the pronoun "he"
and/or "she."
780 CMR R5 3 ADMINISTRATION
R5.3.1 Identification: The BBRS shall issue a card
or a certificate or other form of identification.
R5.3.2 Records of Licensees: The BBRS shall
maintain a computer listing which will be available
to the public at the office of the BBRS containing all
licenses issued by the BBRS.
R5.3.3 Examination: The Board shall determine
whether an examination shall be required, or shall be
oral or written and shall determine the content of the
examination, if applicable.
R5.3.4 Subject to Rules, Regulations and
Procedures: All persons licensed shall be subject to
these regulations as well as other rules, regulations,
and procedures promulgated by this BBRS.
R5.3.5 Fees: Any and all fees charged for license
fees, examination fees, renewal fees, and registration
fees shall be determined by the Commonwealth and
enforced by the BBRS. Examination fees shall be
established from time to time as necessary.
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780CMR R6
REGISTRATION AND ENFORCEMENT OF
HOME IMPROVEMENT CONTRACTOR PROGRAM
FORWARD
780 CMR R6 covers the registration of home improvement contractors and subcontractors and enforcement of the
requirements of M.G.L. c 142A as they pertain to home improvement contractors and subcontractors. Other
regulations applicable to the Home Improvement Contractor program include:
201 CMR 14.00 Operation of the home improvement arbitration program authorized by M.G.L. c. 142A,
promulgated by the secretary of the Executive Office of Consumer Affairs and Business Regulations.
201 CMR 15.00 Operation of the home improvement guaranty fund, promulgated by the secretary of the Executive
Office of Consumer Affairs and Business Regulations.
780 CMR R6.1 General Provisions
R6.1.1 Title
R6.1.2 Definitions
R6.1.3 Scope
R6. 1 .4 Administration and Enforcement
R6. 1 .4. 1 Director responsibility
R6. 1.4.2 Advisory board
R6. 1 .5 Persons Who Must Register
R6- 1.5.1 Filing of application
R6. 1.5.2 Designated individual
R6. 1.5.3 Liability
R6. 1 .6 Persons Exempt From Registration
780 CMR
R6.2.1
R6.2.
R6.2
R6.2
R6.2
R6.2
R6.2
R6.2.2
R6.2
R6.2
R6.2
R6.2
R6.2.3
R6.2.4
R6.2
R6.2
R6.2.5
R6.2
R6.2
R6.2
R6.2 Registration Procedure
Applicant Actions
1.1 Application
1.2 Supporting documentation
1.3 Mailing address
1.4 Certified check/money order
1.5 Lost/destroyed certificate
1.6 Licensee liability
Director's Action on Application
2.1 Issuance of certificate
2.2 Grounds for refusal to register
2.3 Application refused
2.4 Record retention
Duration of Registration
Fees to be Paid Upon Registration or
Renewal
4.1 Registration and renewal fee
4.2 Contribution to guaranty fund -
initial registration
Responsibilities of Each Registrant
5.1 Changes in status
5.2 Display of certificate number
5.3 Return of certificate
780 CMR R6.3 Enforcement Procedure
R6.3.1 Notification of Violation
R6.3.2 Consideration of Factors
R6.3.3 Letter of Reprimand
R6.3.4 Suspension, Revocation, Administrative
Penalties
R6.3.4. 1 Hearing procedure
R6.3.5 Injunction, Restitution
R6.3.6 Fines and Criminal Penalties
780 CMR R6.4 Enforcement Actions
R6.4. 1 Administrative Penalties
R6.4. 1 . 1 Allowable actions
R6.4.1.2 Pendency of claims
R6.4.2 Fine", and Criminal Penalties
R6.4.2. 1 Sought by attorney general or
district attorney
R6.4.2.2 Operating without certificate
R6.4.2.3 Other violations
R6.4.3 Injunction, Restitution
R6.4.3.1 Order from superior court
R6.4.3.2 Director bond not required
R6.4.4 Permit Requirements, Prohibited Acts
and Penalties
R6.4.4.1 Permit requirements
R6.4.4.2 Prohibited acts
R6.4.4.3 Penalties
R6.4.4.4 Deceptive act
780 CMR R6.5 Contracts
R6. 5 . 1 Contract in Writing
R6.5.2 Contents of Contract
R6.5.2. 1 Documents and information
R6.5.2.2 Permit notice
R6.5.2.3 Acceleration of payment
R6. 5 . 2 . 4 Copy to owner
R6.5.2.5 Alternative dispute resolution
R6.5.3 Dispute Resolution
R6.5.3.1 Court action
R6.5.3.2 Owner right to arbitration
R6 5.3.3 Contractor right to arbitration
R6.5.4 Validity of contract
780 CMR R6.6 Supplementary Identification
Cards
R6.6 1 Definitions
R.6.6.2 Certificates of registrants
R.6.6.2.2 Non-Individual Registrants
R6.6.3 Fees
R6 6.4 Expiration
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
780 CMR R6.1 GENERAL PROVISIONS
R6.1.1 Title: 780 CMR R6 is authorized and
promulgated by the administrator of the State Board
of Building Regulations and Standards under the
authority of M.G.L. c. 142A.
R6.1.2 Definitions:
Application: The form provided by the director
which, along with other documentation and fee(s)
that may be required, must be duly filed to
become a registered home improvement
contractor or subcontractor.
Advertisement: Any commercial message in any
newspaper, magazine, leaflet, flyer, catalog,
display space in the telephone book, on radio,
television, public address system, or made in
person, by letter or other printed material, or any
interior or exterior sign or display, including on a
vehicle, which is delivered or made available to
an owner by a registrant in any manner
whatsoever.
Applicant: Any person who files an application to
become registered as a home improvement
contractor or subcontractor.
BBRS: The State Board of Building Regulations and
Standards
Certificate: The document provided to the registrant
which lists the certificate number and other
information required by the director.
Certificate number: See registration number.
Clear and Conspicuous: The material
representation being disclosed is often point type
and is so presented as to be readily noticed and
understood by a reasonable person. Language in
the body of a contract is "conspicuous" if it is in
larger or contrasting type or color, or underscored.
Contract: Unless specifically noted otherwise in
the text, a written agreement between a home
improvement contractor and an owner contained
in one or more documents for the performance of
certain residential contracting work, including all
labor, material, goods and services set forth under
said agreement for a total amount exceeding
$1,000.00.
Contractor: Any person who, through himself or
others, undertakes, offers to undertake, purports to
have the capacity to undertake, or submits a bid
for construction work. (See "home improvement
contractor")
Director: The administrator of the State Board of
Building Regulations and Standards, an agency
within the executive office of public safety,
established by M.G.L. c. 6A, § 19.
Employee: For the purposes of 780 CMR 6 in
determining the number of employees of an
applicant for registration, any individual engaged
in construction related activities who, in the
weekly pay period prior to the date of registration
worked 20 or more hours for the registrant and for
whom, the registrant withheld or was required to
withhold federal or state income taxes and who,
during the same pay period, was not otherwise
paid or had such taxes withheld by any other
registrant. Included would be all construction
workers, supervisors, sales personnel, designers,
estimators, active partners and officers of
corporations.
Fund: The residential contractor's guaranty fund.
See "guaranty fund".
Fund administrator: the administrator of the
residential contractor's guaranty fund, appointed
by the secretary of the Executive Office of
Consumer Affairs and Business Regulation.
Guaranty fund: The residential contractor's
guaranty fund. A fund out of which an owner, as
defined herein, aggrieved by a registrant(s) may
be paid part or all of their damages under rules
and regulations promulgated by the secretary of
the Executive Office of Consumer Affairs and
Business Regulation.
Home improvement contractor: Any person who
owns or operates a contracting business who,
through himself or others, undertakes, purports to
have the capacity to undertake, offers to
undertake, or submits a bid for residential
contracting work to an owner, as such work is
defined in 780 CMR 6 and M.G.L. c. 142 A, and
such work for each project is in a total amount in
excess of $1,000, and is registered or required to
be registered in accordance with M.G.L. c. 142A
and 780 CMR 6.
Homeowner: See "owner".
Local consumer group: A local or regional agency
which deals with the resolution of consumer
problems and who is determined eligible by the
attorney general under standards set by the
attorney general in accordance with M.G.L. c. 12,
§11G.
Mortgage broker: Any person, who, for
compensation or gain, or in the expectation of
compensation or gain, directly or indirectly
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CONTRACTOR REGISTRATION AND ENFORCEMENT OF HOME IMPROVEMENT
CONTRACTOR PROGRAM
negotiates, places, assists in placement, finds or
offers to negotiate, place, assist in placement of
mortgage loans on residential property for others,
or as otherwise defined in M.G.L. c. 255E.
Mortgage lender: Any person engaged in the
business of making mortgage loans, or issuing
commitments to fund mortgage loans, or
accepting applications or fees associated with the
making of mortgage loans which are secured by a
mortgage on residential property, or as otherwise
defined in M.G.L. c. 25 5E.
Mortgage loan: A loan to any person made
primarily for personal, family, or household
purposes, secured wholly or partially by a
mortgage on a residential property, or as
otherwise defined by M.G.L c. 255E.
Owner: Any homeowner of a building which is an
existing building at the time of a contract that is
owner occupied, containing at least one but not
more than four dwelling units, or a tenant
authorized by the homeowner thereof, who orders,
contracts for, or purchases the services of a
contractor or subcontractor. An owner occupying
a condominium unit in a building containing no
more than four dwelling units qualifies as an
owner under this definition, provided the owner
owns a total of not more than four condominium
units. A condominium association does not
qualify as an owner.
Owner-occupied The residential building of at least
one but not more than four dwelling units and
occupied by the owner as a primary residence.
Permit: For the purposes of 7S0 CMR R6, any
construction-related permit, excluding any
permits required by the owner which are not
considered construction-related, such as zoning,
environmental, historical commission, and the
like.
Person: Any individual, partnership, corporation,
society, trust, association, or any other legal
entity.
Registrant: Any duly registered home improvement
contractor or subcontractor.
Registration number: The number assigned to the
applicant after he has been approved for
registration by the director and the Board of
Building Regulations and Standards.
Residential contracting: The reconstruction,
alteration, renovation, repair, modernization,
conversion, improvement, removal or demolition
or the construction of an addition to any pre-
existing owner-occupied building containing at
least one but not more than four dwelling units,
which building or portion thereof is used or
designed to be used as a residence or dwelling
unit, or to structures which are adjacent and
accessory to such residence or building, including
but not necessarily limited to: garages, sheds,
cabanas, poolhouses, gazebos.
Salesperson: any person, other than a supplier of
materials or a laborer, who solicits, offers,
negotiates, executes, or otherwise endeavors to
procure by any means whatsoever, directly or
indirectly, a contract for residential contracting
services from an owner on behalf of a home
improvement contractor or subcontractor.
Secretary: The secretary of the Executive Office of
Consumer Affairs and Business Regulations.
Subcontract: A contract, written or verbal, in any
amount, between a home improvement contractor
and a subcontractor or between two
subcontractors for the performance of any part of
the home improvement contractor's or
subcontractor's contract.
Subcontractor: Any person, other than a supplier
of only materials, who enters into a contract,
written or verbal, with a home improvement
contractor for the performance of any part of a
home improvement contractor's contract with an
owner for residential contracting, or who enters
into a contract with any other subcontractor for
the performance of any part of the subcontractor's
contract.
R6.1.3 Scope
R6. 1.3.1 M.G.L. c. 142A and 780 CMR R6
require the registration of persons who engage in
residential contracting work as defined in
780 CMR R6 and M.G.L. c. 142A after July 1,
1992, and define the requirements of M.G.L.
c. 142 A and enforcement of these requirements,
as they pertain to home improvement contractors
and subcontractors.
R6. 1.3.2 Except for those persons who are
specifically exempt from the provisions of
7S0 CMR R6 and M.G.L. c. 142A all contractors
and subcontractors who engage in residential
contracting as defined in 780 CMR R6 and
M.G.L. c. 142A shall be subject to and shall
comply with 780 CMR R6 and M.G.L. c. 142A.
R6.1.4 Administration and Enforcement:
R6. 1.4.1 Director responsibility: The director
shall promulgate and enforce the provisions of
780 CMR R6 and M.G.L. c. 142A as to all home
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improvement contractors and subcontractors who
are registered or required to register.
R6. 1.4.2 Advisory board: The director may
appoint an advisory board which may review
proposed suspensions, revocations, and
administrative penalties against any registrants,
and shall make recommendations to the director
relative thereto. The advisory board shall include
six members, any four of whom will constitute a
quorum; the fund administrator, a representative
of the attorney general, a representative of a
consumer group appointed by the secretary, a
representative of the Massachusetts Homebuilders
Association who is a registered home
improvement contractor or subcontractor, a
Representative of the National Association of the
Remodeling Industry, and a BBRS staff member.
R6.1.5 Persons Who Must Register:
R6. 1.5.1 General: All home improvement
contractors and subcontractors, as defined in
7S0 CMR R6, except those exempt in 780 CMR
R6.1.6, shall register with the director by filing an
application prescribed by the director.
R6.1.5.2 Designated individual: In the case of
registration by a corporation or partnership, an
individual shall be designated to be responsible
for the corporation's or partnership's residential
contracting work.
R6.1.5.3 Liability: The corporation or
partnership and its designee shall be jointly and
severally liable for the payment of the registration
fee, the payment to the guaranty fund, and for
violations of any provisions of 780 CMR R6,
including actions by the registrant's employees,
subcontractors or salespersons.
R6.1.6 Persons Exempt From Registration or
Renewal: Any person exempt from registration
under 780 CMR R6.1.6, and does not voluntarily
register, is not subject to any of the provisions of
780 CMR R6 or M.G.L. c. I42A. Persons exempt
from registration are:
1. the Commonwealth or its political
subdivisions;
2. any school, public or private, offering as part
of a vocational education program courses and
training in any aspects of home construction or
home improvements;
3. electricians, plumbers, architects or any other
persons who are required by law to attain
standards of competency or experience as a
prerequisite to licensure for and engaging in such
trade or profession and who are acting exclusively
within the scope of the profession for which they
are currently licensed pursuant to such law,
construction supervisors excepted.
4. persons dealing in the sale of goods or
materials who neither arrange to perform nor
perform directly or indirectly any work or labor in
connection with the installation of or application
of the goods or materials;
5. any owner personally doing residential
contracting work on his/her own home;
6. any individual who performs construction
related labor or services for a home improvement
contractor or subcontractor, for wages or salary
and who does not act in the capacity of a home
improvement contractor or subcontractor;
7. any contractor or subcontractor who works on
one residential contracting undertaking or project
by one or more contracts where the aggregate
contract price to the owner is less than S1,000;
provided, however, that the contract is not in an
amount of less than $1,000 for the purpose of
evading 780 CMR R6 or M.G.L. c. 142A.
8. any person who engages in the business of a
home improvement contractor or subcontractor on
other than a full-time basis, and who has earned in
gross revenues from residential contracting work,
less than S5,000 in the previous 12-month period;
9. any person acting as a home improvement
contractor or subcontractor who was enrolled as a
full-time student in a secondary school or college
with degree granting authority from the
government of the state in which the school is
located, for the immediately preceding academic
semester and is also enrolled as a full-time student
for the next academic semester, in the same or a
similar degree granting secondary school or
college provided that at least % of the number of
employees of the contractor or subcontractor are
similarly enrolled in secondary schools or
colleges and that the home improvement
contractor or subcontractor does not reasonably
expect to earn or does not in fact earn, in gross
revenues, more than $5,000 from residential
contracting work;
10. persons who install any or all of the
following:
• central heating,
• air-conditioning systems,
• energy-conservation devices, or
• provides conservation services conducted by
or on behalf of a public utility under a
program approved by the department of public
utilities;
1 1 . any contractor or subcontractor who works
exclusively in any of the following home
improvement areas:
• landscaping;
• interior painting or wall covering;
• finished floor covering, including, but not
limited to, carpeting, vinyl, tile, non-structural
hardwood;
• fencing or freestanding masonry walls;
• above-ground swimming pools;
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CONTRACTOR PROGRAM
• shutter or awning installation;
• ground level patios; includes flagstone,
concrete, block, and wood set directly onto the
ground; excludes decks which are supported
above ground.
• asphalt and driveway installation and
maintenance.
780 CMR R6.2 REGISTRATION
PROCEDURE
R6.2.1 Applicant Actions:
R6.2.1.1 Application: Each applicant for
registration as a home improvement contractor or
subcontractor shall submit a completed copy of an
application form supplied by the director and
necessary supporting documents to the director,
along with such fees as required by the provisions
of 780 CMR R6.2.4, and M.G.L. c. 142A.
R6.2.1.2 Supporting documentation:
Supporting documentation shall include, as
applicable:
1. For corporations: an official document
which lists the names and addresses of officers,
directors, and major stockholders such as: a
copy of the articles of incorporation, a current
annual report as filed with the Secretary of
State, a copy of the registration as a foreign
corporation filed with the Secretary of State, or
any other documentation which lists the names
and addresses of officers, directors, and major
stockholders, will be accepted in lieu of listing
these names on the application.
2. For partnerships: either a copy of the
current partnership agreement containing the
requested information, or listing of the names
and addresses of all partners on the application
form.
3 For all non-corporate applicants: a copy
of the business registration certificate filed
with a city or town pursuant to M.G.L. c. 110,
§ 5, if applicable.
R6.2.1.3 Mailing address: The application,
supporting documentation and fees may be mailed
or delivered as follows:
Director
Home Improvement Contractor Registration
One Ashburton Place, Room 1301
Boston, MA 02108
It shall be the responsibility of the applicant to
assure that the required registration material is
received by the director.
R6.2.1.4 Certified check/money order: All
applications shall be accompanied by the
registration fee or by evidence of exemption, and
by the fee for the guaranty fund. Fees shall be in
the form of a money order or certified check.
Two money orders or certified checks shall be
included - one for the registration fee, if required,
and one for the guaranty fund. Make checks or
money orders payable to the Commonwealth of
Massachusetts.
As noted in 780 CMR R6.2.4.1.2, licensed
individual construction supervisors and individual
motor vehicle repair shops who desire to register
are exempt from the registration fee only; there
are no exemptions to the requirement for a
contribution to the guaranty find.
R6.2.1.5 Lost/destroyed certificate of
registration: Upon receipt of a nominal fee as
established by the Commonwealth, and a
completed affidavit provided by the director, that
a certificate of registration has been lost or
destroyed, a replacement certificate clearly
identified as such, shall be issued by the director.
R6.2.1.6 Licensee liabilities: The provisions of
780 CMR R6 and those of M.G.L. c. 142A shall
not be construed to relieve or lessen the
responsibility of any person registered under
780 CMR R6 and M.G.L. c. 142A or licensed
under M.G.L. c. 143, § 94(i), nor shall the
Commonwealth be deemed to have assumed any
such liability by reason of the issuance of
registration or licensure.
R6.2.2 Director's Action on Application:
R6.2.2.1 Issuance of certificate: Upon receipt of
a completed application form, supporting
documentation, and the proper fee(s) therefor, the
director shall:
• ascertain whether such applicant meets all of
the registration requirements and there are no
grounds for rejection as specified in 780 CMR
R6.2.2.2;
• if all requirements are met, the Director,
within 30 days of receipt of the application
shall assign a registration number, with the
approval of the BBRS;
• prepare and send by first class mail to such
applicant, at the address stated on the
registration form, a certificate indicating the
applicant's registration number, name, address,
name of the entity of the applicant, and such
other information as is deemed necessary by
the director. The registration certificate is not
transferable to any other person.
R6.2.2.2 Grounds for refusal to register or
renew: No application for registration or renewal
conforming to 780 CMR R6 and M.G.L. c. 142A
may be denied except for a finding by the director
that the applicant has done one or more of the
following acts which are grounds for denial after
the effective date of 780 CMR R6:
1. made material omissions or mis-
representations of fact on the home
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THE MASSACHUSETTS STATE BUILDING CODE
improvement contractor or subcontractor
application for registration or renewal and
supporting documentation or on an application
for licensure or renewal under M.G.L. c. 143,
§ 94(i). (construction supervisor license);
2. failed to pay either the registration fee or the
payment to the fund as required under
780 CMR R6.2.4.
3. failed consistently to perform contracts or
has performed said contracts in an
unworkmanlike manner or has failed to
complete said contracts with no good cause or
has engaged in fraud or bad faith with respect
to said contracts;
4. failed to meet or has violated any of the
requirements for registered home improvement
contractors or subcontractors as defined in
780 CMR R6, or has performed or is
attempting to perform any act prohibited by
780 CMR R6 and M.G.L. c. 142A.
5. is under suspension or revocation of
registration as a home improvement contractor
or subcontractor;
6. has failed to repay the guaranty fund for
any payments made by the fund on the
registrant's account.
R6.2.2.3 Application refused: If the application
is refused, the director shall, within thirty days of
the application, notify the applicant in writing by
first class mail of the reasons for the rejection.
R6.2.2.3.1: If applicable, the applicant may
correct the deficiencies in the application
material and return the corrected data to the
director within ten days of the date of mailing
of the director's notice of refusal, who will then
assign a registration number and issue a
certificate.
R6. 2.2.3. 2: If the grounds for rejection are
based upon substantive grounds for refusal of
780 CMR R6.2.2.2, and M.G.L. 142A, the
applicant may request that the director
reconsider the application as submitted by
stating his/her reasons therefore, in writing,
within ten days of the date of mailing of the
notice of the director's rejection of the
application.
R6.2.2.4 Record retention: The director shall
keep a record of the date the application and all
pertinent documents are received. In addition, the
director shall keep on file, in convenient form and
open to public inspection, all applications for
registration, copies of certificates issued, and the
names of all home improvement contractors or
subcontractors whose registration has been
revoked, suspended or surrendered
R6.2.3 Duration of Registration
R6. 2.3.1 Initial registration: Each such
registration shall be in effect for two years from
the date of issuance, unless suspended or revoked
prior to that time, as provided in 780 CMR R6
and M.G.L. c. 142A.
R6. 2.3.2 Renewal of registration: Not less than
90 days before the date of the expiration of such
registration, the director shall send or cause to be
sent. to each registered contractor or
subcontractor, at the address on record, a notice
for renewal of the registration and a copy of all
forms necessary for such renewal, by first class
mail, along with a schedule of such fees as are
necessary for said renewal. Renewals will remain
in effect for two years from date of renewal if not
suspended or revoked prior to that time. The
responsibility for timely renewal of registration
remains with the registrant, notwithstanding this
notice An applicant shall submit a renewal
application with fees within one year of the
expiration date of the registration. Failure to
submit a renewal application within this time
period shall subject the applicant to a fee equal to
the amount for initial registration.
R6.2.4 Fees to be Paid Upon Registration or
Renewal:
R6.2.4.1 Registration and renewal fee: All
home improvement contractors and
subcontractors, except those that are exempt from
the registration or renewal fee in 780 CMR
R6 2 4 1.2, shall, at the time of registration or
renewal, pay to the Commonwealth, a fee in the
amount of the fee then being charged for the
construction supervisor's license under M.G.L.
c. 143, §94(i).
R6.2.4.1.2 Exemptions from registration
and renewal fee:
1. Every individual construction supervisor
licensed by the BBRS in accordance with
M.G.L. c. 143, § 94(i), and every individual
motor vehicle repair shop registered in
accordance with M.G.L. c. 100A, § 2, who
desires to be registered or renew their
registration as a home improvement
contractor or subcontractor, and whose
license or registration fee has been paid and
is current, shall be deemed to have paid the
registration fee required by 780 CMR
R6.2.4.1.
2. If the applicant is a corporation or
partnership and the named individual
responsible for home improvement
contracting work is a licensed construction
supervisor and a substantial owner (10% or
more of ownership), the applicant entity is
exempt from the registration and renewal fee.
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CONTRACTOR PROGRAM
R6.2.4.2 Contribution to guaranty fund - initial
registration: At the time of initial registration,
contractors and subcontractors shall also pay to
the Commonwealth, in a separate certified check
or money order from the above stated registration
fee, if any, a fee payable to the guaranty fund.
R6.2.4.2.1 The fee paid by contractors and
subcontractors to the guaranty fund shall be
determined based on the number of employees
(active construction-related personnel) of the
home improvement contractor or
subcontractor, as defined in 780 CMR R6. 1.2,
on the date of initial registration, as follows:
1 . Zero to 3 employees $ 1 00.00
2. 4 employees up to and including 10 $200.00
3. 1 1 employees up to and including 30 $300.00
4. More than 30 employees $500.00
R6.2.4.2.2: The fee to the guaranty fund shall
be paid by every registered home improvement
contractor and subcontractor regardless of
whether such registrant is exempt from paying
the registration fee because of the home
improvement contractor or subcontractor's
status as a licensed construction supervisor or
registered motor vehicle repair shop owner.
R6. 2. 4.2.3: Any registrant who fails to
accurately determine the number of employees
and pay the correct fee therefor shall be
deemed to have failed to pay the fees required
for registration and shall be subject to
enforcement action by the director, in
accordance with 780 CMR R6.2.2.2, 4.1 and
4.3.
R6.2.4.2.4: No home improvement contractor
or subcontractor shall be required to pay the
contribution to the guaranty fund more than
once unless the fund administrator determines
that the amount of the fund is insufficient to
maintain it at a level commensurate with
claims made against the fund. If such a
determination is so made, after conducting a
public hearing, the director, in consultation
with the fund administrator, may assess each
registered home improvement contractor or
subcontractor an appropriate fee, the amount to
be determined by the commissioner of
administration and finance, which shall not
exceed the amount of the original assessment;
provided, however, that the director shall not
assess any registrant more than once in any 12
month period.
R6.2.5 Responsibilities of Each Registrant:
R6.2.5.1 Changes in status: Each registrant
shall be responsible for reporting, in writing,
within thirty days, changes in trade name or
address or additions of business name(s), and any
other pertinent changes in circumstances to the
director.
R6.2.5.2 Display of certificate number: Every
contract, building permit and advertisement for
residential contracting as defined in 780 CMR R6
shall display the home improvement contractor's
or subcontractor's certificate of registration
number.
R6.2.5.3 Return of certificate: Upon the
expiration, termination or voluntary surrender of
a registration, the registrant shall deliver the
certificate to the director who shall cancel the
registration and endorse the date of expiration,
termination or surrender. In such case, no further
residential contracting work will be engaged in by
the contractor or subcontractor.
780 CMR R6_5 ENFORCEMENT
PROCEDURES
R6.3.1 Notification of Violation: The fund
administrator shall notify the director if a registrant
fails to repay the fund for any payment made from
the fund to an owner because of the conduct of said
registrant. In addition, the secretary, attorney
general, district attorney, or local consumer groups
as defined in 780 CMR R6.1.2, shall advise the
director of orders resulting from arbitration or court
action, cr other significant complaint activity against
individual registrants, accompanied by a
recommendation for enforcement action against a
registrant. Significant complaint activity shall
include but not necessarily be limited to:
1. repeated acts prohibited under 780 CMR
R6.4.4;
2. a flagrant complaint or complaints involving
substantial harm to an owner or owners.
Nothing in 780 CMR R6.3.1 shall preclude the
director from initiating enforcement action on his
own initiative.
R6.3.2 Consideration of Factors: The director,
upon receipt of the notification under 780 CMR
R6.3.1 shall consider the pertinent factors in the
particular situation, and decide what enforcement
action in accordance with 780 CMR R6.4, if any,
shall be taken against the registrant considering,
among any other pertinent factors, the
recommendations of the secretary, attorney general,
district attorney, and/or the local consumer group(s),
the severity of the violation(s), the frequency of
repetitive violations, the harm to the complainant or
the general public, and the impact upon the
registrant
R6.3.3 Letter of Reprimand: The director, on his
own initiative, may send a letter of reprimand to the
registrant containing the facts of the situation, which
may include that the incident has been noted on the
registrant's official records, and the possibility of
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more severe disciplinary action in the event of
repetitive violations.
R6.3.4 Suspension, Revocation, Administrative
Penalty: The director may institute a suspension or
revocation of registrant's certificate of registration,
or administrative penalty against a registrant, subject
to the following hearing provisions:
R6.3.4.1 Hearing procedure:
R6.3.4.1.1 Notice of hearing:
1. The director shall give at least 14 days
notice of a scheduled hearing to the
registrant, and all parties to the hearing i.e.,
the secretary, the attorney general, the
district attorney, and/or the local consumer
group from whom the recommendation for
enforcement action was received. Notice to
the registrant will be deemed sufficient if it is
mailed to the most recent address of record in
the director's file.
2. The notice of hearing shall contain, at
minimum:
a. The nature of the violation;
b. A statement of the enforcement action
recommendation;
c. The date, time and place for the
hearing;
d. Notice that the registrant may be
represented by legal counsel;
e. Advise that the complete investigation
file is available for review at the office of
the director during regular business hours;
f. Notice that the registrant may present
written and oral testimony and evidence to
mitigate any planned enforcement action.
3. The hearing will be conducted by the
director or a hearings officer appointed by
the director.
R6.3.4.1.2 Rescheduling of hearing: The
director, at his discretion, may delay and
reschedule the date for such hearing upon
written request of the registrant, the secretary,
the attorney general, a district attorney, or the
involved local consumer group, provided the
request is received not less than seven days
prior to such hearing.
R6.3.4.1.3 Decision: Following the close of
the hearing, the director shall issue a written
decision on the violation within 14 working
days. A copy of the decision shall be sent to
the registrant, the secretary, the attorney
general, the involved district attorney and local
consumer group.
R6.3.4.1.4 Appeal: Any party to the hearing
who is aggrieved by the decision may appeal
under the applicable provisions of the
Massachusetts Administrative Procedures Act,
M.G.L. c. 30A.
R6.3.5. Injunctions, Restitution: The director, on
his own initiative, may institute court action in
accordance with 780 CMR R6.4.3, to obtain a
permanent or temporary injunction or an order
requiring restitution or completion of a home
improvement contractor's contract with an owner.
R6.3.6 Fines and Criminal Penalties: The attorney
general or a district attorney may initiate court
action on his own initiative in accordance with
780 CMR R6.4.2.
780 CMR R6.4 ENFORCEMENT ACTIONS
R6.4.1 Administrative Penalties: If the director
determines that any registrant is liable for a violation
of any of the provisions of 780 CMR R6 or M.G.L.
c. 142 A, the director may institute one or more of
the following actions:
R6.4.1.1 Allowable actions:
1. suspend the registrant's certificate of
registration for such period of time as shall be
determined by the director;
2. revoke the registrant's certificate of
registration;
3. send a letter of reprimand to the registrant;
4. assess an administrative penalty not to
exceed $2,000, payable within 30 days of the
date of the order of assessment, for each
violation of any provisions of 780 CMR R6
and M.G.L. c. 142A committed by the home
improvement contractor(s) or subcontractors)
who are registered or required to be registered
under 780 CMR R6. This penalty shall be
deposited to the fund.
R6.4.1.2 Pendency of a claim: The pendency of
a claim against the fund shall not limit the director
from taking enforcement action against any
registrant pursuant to 780 CMR R6 or M.G.L
c. 142 A.
R6.4.2 Fines and Criminal Penalties:
R6.4.2.1 Sought by attorney general or district
attorney: Fines and imprisonment specified in
780 CMR R6 and M.G.L. c. 142A may be sought
by the attorney general or a district attorney, and
such fines and imprisonment shall be in addition
to any administrative penalty otherwise applicable
thereto.
R6.4.2.2 Operating without a certificate: Any
home improvement contractor or subcontractor
who shall knowingly, willfully, or negligently
operate without obtaining a certificate of
registration as required by 780 CMR R6 and
M.G.L. c. 142A and who is not otherwise exempt
from the registration requirements or any home
improvement contractor or subcontractor who
continues to operate after revocation of or during
suspension of, or who had failed to renew his
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CONTRACTOR PROGRAM
certificate of registration, shall be punished by a fine
not exceeding $5,000 or imprisonment not
exceeding two years or both.
R6. 4.2.3 Other violations: Any person who
knowingly and willfully violates any of the
provisions of 780 CMR R6 or M.G.L. c. 142A,
with respect to which a greater penalty is not
otherwise provided by the provisions of 780 CMR
R6 or M.G.L. c. 142 A or by any other law may be
punished by a fine of not more than 52,000 or by
imprisonment for not more than one year or both.
R6.4.3 Injunctions, Restitution:
R6. 4.3.1 Order from superior court: If the
director concludes that the continuing conduct of
any person alleged to be in violation of 780 CMR
R6 and M.G.L. c. 142 A may result in substantial
or irreparable harm to any citizen of the
Commonwealth, the director may seek:
1 a permanent or temporary injunction with
respect to the conduct from the superior court
of any county in which the alleged violation is
occurring, or in which the violator has its
principal place of business; or
2. an order requiring restitution or satisfactory
completion of the home improvement
contractor's contract with an owner.
R6.4.3.2 Bond not required: The director shall
not be required to file a bond or to show a lack of
an adequate remedy at law when seeking an
injunction under M.G.L. c. 142A against any
person, association, partnership, or corporation
not registered under 780 CMR R6 and M.G.L.
c. 142A.
R6.4.4 Permit Requirements, Prohibited Acts
and Penalties:
R6.4.4.1 Permit requirements: All building
permits for residential contracting work covered
by 780 CMR R6 and M.G.L. c. 142A shall:
1 . clearly state that persons contracting with
unregistered contractors do not have access to
the guaranty fund,
2. contain the registered home improvement
contractor's or subcontractor's certificate
number.
R6.4.4.2 Prohibited acts: The following acts
are prohibited by registered home improvement
contractors or subcontractors, and those required
to register under the provisions of 780 CMR R6
and M.G.L. c. 142A:
1. operating without a certificate of
registration issued by the director;
2. abandoning or failing to perform, without
justification, any contract or project engaged in
or undertaken, or deviating from or
disregarding plans or specifications in any
material way without the consent of the owner.
except for changes in plans, specifications, or
construction techniques required by building
regulations;
3. failing to credit the owner any payment
they have made to the contractor or his
salesperson in connection with a residential
contracting transaction;
4. making any material misrepresentation in
the procurement of a contract or making any
false promise of a character likely to influence,
persuade or induce the procurement of
contract;
5. acting directly, regardless of the receipt or
expectation of receipt of compensation or gain
from the mortgage lender, in connection with
a residential contracting transaction by
preparing, offering or negotiating or attempting
to or agreeing to prepare, arrange, offer or
negotiate a mortgage loan on behalf of a
mortgage lender;
6 acting as a mortgage broker or agent for
any mortgage lender;
7. publishing, directly or indirectly, any
advertisement relating to residential
contracting which does not contain the home
improvement contractor's or subcontractor's
certificate of registration number or which does
contain an assertion, representation or
statement of fact which is false, deceptive, or
misleading;
8. advertising in any manner that a registrant
is registered under 780 CMR R6 unless the
advertisement includes an accurate reference to
the home improvement contractor's or
subcontractor's certificate of registration;
9. violating any of the building laws of the
Commonwealth or of any political subdivision
thereof;
10. misrepresenting a material fact by an
applicant in obtaining a certificate of
registration;
1 1 . failing to notify the director of any change
of trade name or address as required by
780 CMR R6. 2.5.1;
12. conducting a residential contracting
business in any name other than the one in
which the home improvement contractor or
subcontractor is registered;
13. failing to pay for materials or services
rendered in connection with his/her operating
as a home improvement contractor or
subcontractor where he/she has received
sufficient funds as payment for the particular
construction work, project or operation for
which the services or materials were rendered
or purchased,
14. failing to comply with any order, demand
or requirement lawfully made by the director
or fund administrator under and within the
authority of 780 CMR R6 and M.G.L. c. 142A;
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15. demanding or receiving payment in
violation of 780 CMR R6.5.2. item 5, 6, or
5.2.2;
16. violating any other provisions of
780 CMR R6 and M.G.L. c. 142A.
17. failing to pay to the guaranty fund in full,
including interest, any amount paid from said
fund because of the conduct of the registrant
18. any of the grounds for refusal to register
or renew in 780 CMR R6.2.2.2 are also
considered prohibited acts.
19. failing, within 21 days, to comply with, or
advise the owner of intent to comply with, or
appeal the decision of, an arbitrator as provided
for in M.G.L. c. I42A and 201 CMR 14:00.
20. failing to display the registration number
on every contract, building permit and
advertisement as required by 780 CMR
R6.5.2. 1 item 2, R6.4.4. 1 item 2, R6.4.4.2 item
7, andR6.4.4.2item8.
R6.4.4.3 Penalties: Violations of 780 CMR R6
or M.G.L. c. 142A shall subject the violator to the
administrative sanctions of 780 CMR R6.4. 1 and
to criminal prosecution or other court action as
prescribed in 780 CMR R6.4.2 and 4.3.
R6.4.4.4 Deceptive act: Violations of any of the
provisions of 780 CMR R6 and M.G.L. c. 142A
shall constitute an unfair or deceptive act under
the provisions of M.G.L. c. 93 A.
780 CMR R6.5 CONTRACTS
R6.5.1 Contract in Writing: Every agreement
between a home improvement contractor and an
owner to perform residential contracting services in
an amount in excess of SI, 000 shall be in writing.
R6.5.2 Contents of Contract:
R6. 5.2.1 Documents and information: Every
agreement to perform residential contracting
services in excess of $1,000 shall include, but not
be limited to, the following documents and
information:
1 . the complete agreement between the owner
and the contractor and a clear description of
any other documents which are or shall be
incorporated into said agreement;
2. the full names, federal ID number, if
applicable, addresses (exclusive of post office
box addresses), registration number of the
home improvement contractor, the name(s) of
the salesperson(s), if any, who solicited or
negotiated the contract and the date when said
contract was executed by the parties;
3. the date on which the work under the
contract is scheduled to begin and the date on
which said work is scheduled to be
substantially completed;
4. a detailed description of the work to be
done and the materials to be used;
5. the total amount agreed to be paid for the
work to be performed under the contract;
6. a time schedule of payments to be made
under said contract and the amount of each
payment stated in dollars, including all finance
charges, if any. Any deposit required under the
contract to be paid in advance of the
commencement of work under said contract
shall not exceed the greater of Vb of the total
contract price or the actual cost of any material
or equipment of a special order or custom
made nature, which must be ordered in
advance of the commencement of the work, in
order to assure that the project will proceed on
schedule. No final payment shall be demanded
until the contract is completed to the
satisfaction of the parties thereto;
7. the signature of all parties shall be affixed
to the contract;
8. there shall be a clear and conspicuous
notice appearing in the contract stating:
a. that all home improvement contractors
and subcontractors shall be registered by the
director and that any inquiries about a
contractor or subcontractor relating to a
registration should be directed to:
Director
Home Improvement Contractor Registration
One Ashburton Place, Room 1301
Boston, MA 02108
(617)727-8598
b. the registration number of the home
improvement contractor on the first page of
the contract.
■ c. the owner's three-day cancellation rights
under M.G.L. c. 93, § 48; M.G.L. c. HOD,
§ 10 or M.G.L. c. 255D, § 14, as may be
applicable.
d. all warranties and the owner's rights under
the provisions of 780 CMR R6 and M.G.L.
c. 142 A;
e. in ten point bold type or larger, directly
above the space provided for the signature,
the following statement:
DO NOT SIGN THIS CONTRACT IF THERE
ARE ANY BLANK SPACES
f whether any lien or security interest is on
the residence as a consequence of the
contract;
(9) an enumeration of such other matters upon
which the owner and the contractor may
lawfully agree, provided, however that no such
agreement may waive any rights conveyed to
the owner under the provisions of 780 CMR
R6 and M.G.L. c. 142A;
(10) any other provision otherwise required
by the applicable laws of the Commonwealth.
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CONTRACTOR PROGRAM
R6.5.2.2 Permit notice: Any contract entered
into between a home improvement contractor and
an owner shall contain a clause informing the
owner of the following:
1 . any and all necessary construction-related
permits;
2. that it shall be the obligation of the home
improvement contractor to obtain such permits
as the owner's agent;
3. that owners who secure their own
construction-related permits or deal with
unregistered contractors will be excluded from
the guaranty fond provisions of MG.L.
c. 142 A;
R6.5.2.3 Acceleration of payment: No contract
shall contain an acceleration clause under which
any part or all of the balance not yet due may be
declared due and payable because the holder
deems himself to be insecure However, where the
contractor deems himself to be insecure he/she
may require as a prerequisite to continuing said
work that the balance of funds due under the
contract, which are in the possession of the owner,
shall be placed in a joint escrow account requiring
the signatures of the home improvement
contractor and owner for withdrawal.
R6.5.2.4 Copy to owner: At the time of signing,
the owner shall be furnished with a copy of the
contract signed by both the home improvement
contractor and the owner. No work shall begin
prior to the signing of the contract and transmittal
to the owner of a copy of such contract.
R6.5.2.5 Arbitration: Any contract entered into
between a home improvement contractor and
owner may provide that the home improvement
contractor may initiate alternative dispute
resolution through any private arbitration services
approved by the secretary, as provided in M.G.L.
c. 142A; provided, that said alternative dispute
resolution provision is clearly and conspicuously
disclosed in the contract, in language designated
by the secretary, and that each party separately
signs and dates the provision, thereby assenting to
the procedure. The following language and format
is acceptable:
THE CONTRACTOR AND THE
HOMEOWNER HEREBY MUTUALLY
AGREE IN ADVANCE THAT IN THE
EVENT THE CONTRACTOR HAS A
DISPUTE CONCERNING THIS
CONTRACT, THE CONTRACTOR MAY
SUBMIT SUCH DISPUTE TO A PRIVATE
ARBITRATION SERVICE WHICH HAS
BEEN APPROVED BY THE SECRETARY
OF THE EXECUTIVE OFFICE OF
CONSUMER AFFAIRS AND BUSINESS
REGULATIONS AND THE CONSUMER
SHALL BE REQUIRED TO SUBMIT TO
SUCH .ARBITRATION AS PROVIDED IN
M.G.L. C.142A.
Contractor
Owner
NOTICE: THE SIGNATURES OF THE
PARTIES ABOVE APPLY ONLY TO THE
AGREEMENT OF THE PARTIES TO
ALTERNATIVE DISPUTE SETTLEMENT
INITIATED BY THE CONTRACTOR THE
OWNER MAY INITIATE ALTERNATIVE
DISPUTE RESOLUTION EVEN WHERE THIS
SECTION IS NOT SEPARATELY SIGNED BY
THE PARTIES
R6.5.3 Dispute Resolution
R6.5.3.I Court action: Any party may bring an
action to enforce any provisions of 780 CMR R6
and M.G.L. c. 142A in superior court, the district
court, or the small claims division of the district
court.
R6.5.3.2 Owner right to arbitration: In the
alternative, an owner may request that a dispute
resulting from and relating to residential
contracting be decided under the terms of a
private arbitration service approved by the
secretary.
R6.5.3.3 Contractor right to arbitration: The
home improvement contractor may initiate dispute
resolution through private arbitration services
approved by the secretary, provided: that the
contract between the owner and the home
improvement contractor contains such a clause as
provided in 780 CMRR6.5.2.5.
R6.5.4 Validity of contract: Contracts which fail
to comply with the requirements of 780 CMR R6
and M.G.L. c. 142A shall not be invalid solely
because of noncompliance.
780 CMR R6.6 SUPPLEMENTARY
roENTEFlCATION CARDS
R6.6.1 Definitions
Certificate of registration: The document issued by
the Director showing the registrant's certificate
number and other data as required by the director.
Identification card: The document issued to the
responsible individual or to one or more
individuals in the employ of the
applicant/registrant.
R6.6.2 Certificates of registrants: For applicants
registering as individuals, the certificate of
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registration and identification card will be issued in
the name of the registrant. Only one identification
card will be issued to individual registrants.
R6.6.2.2 Non-Individual Registrants:
R6.6.2.2.1 If the Applicant is a corporation,
partnership, proprietorship with a fictitious
name, or other non-individual entity, the
certificate of registration and the initial
identification card will bear the name of the
registrant entity and the individual responsible
for the home improvement residential
contracting activities of the registrant.
R6.6.2.2.2 Supplementary identification cards
may be issued, upon request of the registrant,
to named officers, partners, of key individuals
in the employ of the registrant under the
certificate of registration number of the
applicant entity, upon submission of the
appropriate request form and fee. The
applicant is responsible for the prompt return
of individual identification cards if there is a
change in status of individuals holding such
supplementary cards.
R6.6.3 Fees: For each additional identification card
request in accordance with 780 CMR R6.2.2.1, an
additional fee per card in an amount of $10 00 must
accompany the request for additional cards.
R6.6.4 Expiration: Supplementary cards will
expire on the same date as the expiration date of the
registrant entity, and must be renewed along with the
renewal of the registrant entity's registration by
submission of the required application and fee of
$10.00 per card requested.
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780 CMR R7
CERTIFICATION OF INSPECTORS OF BUILDINGS, BUILDING
COMMISSIONERS AND LOCAL INSPECTORS
FORWARD
Contained herein are the RULES and REGULATIONS for the certification of all inspectors of buildings,
building commissioners and local inspectors (collectively referred to as building code enforcement officials)
of the Board of Building Regulations and Standards (BBRS). In accordance with M.G.L. c. 143 §§3 and 94,
the BBRS is authorized to adopt rules and regulations which govern the administration of such program.
780 CMR R7 covers the certification rules and regulations for inspector of buildings, building
commissioners and local inspectors as defined in M.G.L. c. 143, § 3, and 780 CMR 105.
General Provisions
R7.1.1 Title
R7.1.2 Definitions
R7.1.3 Scope, intent
R7. 1 4 Powers and duties
R7.1.5 Inspector Certification Advisory Committee (Building Official Certification Committee)
R7 1 6 Categories of certification
R7. 1 7 Certifications required
Requirements for Initial Certification
R7.2.1 Application
R7.2.2 Building Code Enforcement Officials in office as of November 12, 1992
R7.2.3 After November 12, 1992
R7.2.4 Requirements for certification as a local inspector
R7.2.5 Requirements for certification as an inspector of buildings/building commissioner
Requirements for Maintenance of Certification
R7. 3 . 1 Continuing education
R7.3.2 Renewal of certification
Procedures for Complaints
R7.4.1 Complaints
R7.4.2 Revocation of certificates and alternate sanctions
R7.4.3 Violations and penalties
780 CMR R7.1 GENERAL PROVISIONS R7.1.3 Scope, intent: 780 CMR R7 shall control all
R7.1.1 Title 780 CMR R7 entitled "Certification of matters relatin§ to qualifications and certification of
Inspectors of Buildings, Building Commissioners ^ buMmS code enforcement officials engaged in or
and Local Inspectors" (hereinafter collectively to be engaged m the admimstration and enforcement
referred to as Building Code Enforcement Officials) of 780 CMR- categories of certified building code
is authorized and promulgated by the State Board of enforcement officials; procedures for application,
Buildina Regulations and Standards under the 'ssuance, denial and revocation of certifications;
authority of M.G.L. c. 143, §§ 3 and 94. approval of training and/or educational programs
offered to meet the requirements for certification;
R7.1.2 Definitions: Any terms not herein defined maintenance of certification through continuing
shall assume the definition of the term as used in the education; application fees for cert.fication; and
Massachusetts State Building Code (780 CMR). enforcement of 780 CMR R7.
It is the purpose of 780 CMR R7 to establish
BBRS: State Board of Building Regulations and standards and procedures for certification, and to
Standards require all persons performing duties with respect to
Registrant: Any individual registered with the the insPection of building construction for any
Board of Buildina Regulations and Standards Pohtlcal subdivision within the Commonwealth to be
(BBRS) as a building code enforcement certified as provided in 780 CMR R7
official in the capacity of an inspector of
buildings/building commissioner or local R714 Powers and Duties: The BBRS' worklnS
i tor through the Administrator and the Board staff, shall
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have the following responsibilities in addition to all
others provided in 780 CMR R7.
R7.1.4.1 Upon recommendations from the
Building Official Certification Committee,
established under 780 CMR R7.1.5, to issue
certifications to individuals deemed qualified as
provided for herein.
R7. 1.4.2 To maintain accurate records of all
applications for certification and any official
action thereon and to make such records available
for inspection by the public at all reasonable
times.
R7.1.4.3 To suspend or revoke a certification
provided for herein upon the establishment of
good cause.
R7.1.4.4 Any person aggrieved by any notice.
action, ruling or order of the Board, or the
Building Official Certification Committee with
respect to 780 CMR R7, may have a right to a
hearing as provided for by law.
R7.1.5 Inspector Certification Advisory
Committee (Building Official Certification
Committee):
R7.1.5.1: There is hereby established in the
BBRS the Inspector Certification Advisory
Committee hereafter known as the Building
Official Certification Committee This Committee
shall be supported by such staff of the BBRS as
may be required for the effective operation of
780 CMR R7.
R7.1.5.2 Powers and Duties: The Building
Official Certification Committee shall have the
responsibility to advise and to recommend to the
BBRS on all items relating to the certification of
building code enforcement officials, including,
but not limited to:
a. issuance of certificates
b review of credentials of applicants
c. maintenance of applicant records
d. hearing of complaints and appeals pertain-
ing to inspector certification
e. review and approval of all courses of study,
seminars, and other educational programs as
deemed necessary, for credit toward continuing
education requirements
£ monitoring all appointments to assure com-
pliance with 780 CMR R7.
g. reciprocity may be considered upon petition
of the Building Official Certification
Committee on forms provided for such
purpose.
R7. 1.5.3 Make-up of the Committee: The
Building Official Certification Committee shall
consist of nine members appointed by the BBRS
as follows (Terms of committee members are as
established by lot at the March 31, 1993 meeting.)
a One member of the BBRS or his/her
designee
b Six members who are active building
officials consisting of:
- One member from each of the three
Municipal Building Official's Associations
(Southeastern Building Officials
Association, Building Officials of Western
Massachusetts. Massachusetts Building
Commissioners and Inspectors
Association)
- Three members at large to be appointed by
the BBRS
c One member from academia who is an
educator of construction at the college level
(e.g. architectural, civil, structural) to be
appointed by the BBRS
d. One member of the Massachusetts
Municipal Association.
R7.1.6 Categories of Certification:
R7.1.6.1 Categories of certification for building
code enforcement officials are as follows
R7. 1.6. 1.1 Inspector of Buildings or
Building Commissioner An individual
certified as an inspector of buildings building
commissioner shall perform the duties as
defined in 780 CMR 105.3 and M.G.L c. 143
R7. 1.6. 1.2 Local Inspector: An individual
certified as a local inspector shall perform the
duties as defined in 780 CMR 1 05 4 and
M.G.L. c. 143
R7. 1.6.1.3 Conditional appointment of a
building code enforcement official A
conditional appointee shall meet the
requirements of 780 CMR R7.1.7.4 through
1.7.6.3.
R7.1. 6.1.4 Alternate inspectors of buildings/
building commissioners An alternate
inspector of buildings/building commissioner
shall be certified prior to appointment.
R7.1.7 Certifications required:
R7.1.7.1: After November 12, 1992, no
individual shall be permanently appointed to the
position of inspector of buildings, building
commissioner or local inspector in a local
enforcing agency for which a certification
requirement has been established by 780 CMR
R7, unless that individual has been deemed
qualified and certified in that category by the
Building Official Certification Committee
R7.1. 7.1.1 Conditional appointments
Conditional appointments may be made
pursuant to 780 CMR R7.1 7.4, 1.7.5 and 1.7.6
R7.1.7.2 Reporting by appointing authorities
Immediately upon the appointment of an inspector
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CERTIFICATION OF INSPECTORS OF BUILDINGS, BUILDING COMMISSIONERS
AND LOCAL INSPECTORS
of buildings, building commissioner or local
inspector, the appointing authority shall notify the
BBRS in writing on forms provided for such
purpose of the name of the appointee, the
appointed position and the date of appointment.
R7. 1.7.3: Any individual employed as inspector
of buildings, building commissioner or local
inspector and who was in office on November 1 2,
1992 and who was qualified (in accordance with
M.G.L. c. 143, § 3) to be in office at time of hire,
and who has presented acceptable evidence of
these facts to the BBRS, shall be deemed certified
in the category held on said date, and shall be
provided with a certificate by the BBRS.
R7. 1.7.4 Conditional Appointments: After
November 12, 1992, individuals who meet or
exceed the experience requirements pursuant to
M.G.L. c. 143, § 3 and 780 CMR but who are not
certified under the provisions of 780 CMR R7
may be appointed on a conditional basis only.
R7. 1.7.5 Regulations for the Conditional
Appointment of Building Code Enforcement
Officials.
R7.1.7.5.1: Any individual conditionally
appointed as a building code enforcement
official, on or after November 12, 1992 who is
not certified in the appropriate category of
certification at the time of the conditional
appointment; shall comply with the following:
a. Immediately upon appointment, the
appointing authority shall report the
conditional appointment to the BBRS in
accordance with 780 CMR R7.1 .7.2.
b. Within the first six months of
employment the conditional appointee shall
make application to take the examination(s)
required for the appropriate category of
certification as identified in 780 CMR
R7.2.0.
c. Within one year following the first six
months of employment the conditional
appointee shall attain a passing score on all
of the examinations required for the
category of certification of the conditional
appointment.
d. In accordance with 780 CMR R7. 1.7.6,
a conditional appointee may petition the
Building Official Certification Committee in
writing for an extension of time to comply
with the examination schedule of 780 CMR
R7. Upon establishment of cause, the
Building Official Certification Committee
may grant such extensions of time as it may
consider appropriate.
R7. 1.7.5.2: Conditional appointees shall
notify the BBRS of any change in the status
of their employment, within one month of
such change.
R7.1.7.6 Requests for Extensions of Time to
Comply with Examination Schedules:
R7.1. 7.6.1: Any conditional appointee unable
to comply with the examination schedule as
cited in 780 CMR R7. 1.7.5 may, for cause, be
granted an extension of time in order to
comply, upon written petition to the Building
Official Certification Committee. Petitions
shall be forwarded to the clerk of said
committee, and addressed to the office of the
BBRS (current address listed at the front of the
building code). The conditional appointee shall
state all reasons to substantiate the request for
an extension of time.
R7.1.7.6.2: The Building Official Certification
Committee shall, within ten days of any action
taken by the committee pursuant to 780 CMR
R7, notify the appointing authority in writing
of such action.
780 CMR R72 REQUIREMENTS FOR
INITIAL CERTIFICATION
R7.2.1 Application: Any candidate for
certification in any category of building code
enforcement official issued pursuant to 780 CMR R7
shall submit an application to the BBRS,
accompanied by the required application fee as
prescribed, on forms provided for this purpose by
the BBRS. The application shall include such
information and documentation as the BBRS may
require pursuant to 780 CMR R7.
R7.2.2 Building Code Enforcement Officials in
Office as of November 12, 1992: Upon receipt of
acceptable evidence as established by the BBRS,
signed by the city or town clerk and the appointing
authority in attestation that the applicant for
certification was employed in the position of
inspector of buildings, building commissioner or
local inspector and met the qualificational
requirements of said position pursuant to M.G.L.
c. 143, § 3 and 780 CMR as of the date of hire, the
applicant shall be deemed certified in the applicable
category and shall be issued a certificate. The
certificate shall indicate the name of the individual
and the category of certification and other
information as may be deemed necessary by the
BBRS.
R7.2.3 After November 12, 1992, applicants for
certification as a Building Code Enforcement
Official shall meet the following requirements:
R7.2.4 Requirements for certification as a Local
Inspector:
R7.2.4.1: All candidates shall meet or exceed the
qualifications for the position of local inspector
pursuant to M.G.L. c. 143, § 3 and 780 CMR.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
R7.2.4.2: All candidates shall attain a passing
score in all examinations required for certification
as either a Building Plans Examiner or a
Building Inspector under the Construction Code
Inspector Certification Program of the Building
Officials and Code Administrators International
(BOCA).
R7.2.5 Requirements for Certification as an
Inspector of Buildings/Building Commissioner:
R7.2.5.1: All candidates shall meet or exceed the
qualifications for the position of inspector of
buildings or building commissioner pursuant to
M.G.L. c. 143, § 3 and 780 CMR.
R7.2.5.2: All candidates shall meet the
examination requirements for certification as a
local inspector pursuant to 780 CMR R7.2.4.2
herein, or hold a certification as a local inspector
pursuant to 780 CMR R7.
R7.2.5.3: All candidates shall attain passing
scores in all examinations required for
certification as a Certified Building Official
under the Certified Building Official Program of
the Council of American Building Officials
(CABO).
780 CMR 73 REQUIREMENTS FOR
MAINTENANCE OF CERTIFICATION
R7.3.1 Continuing education:
R7.3.1.1: Within each three year period
following initial certification, the registrant shall
complete 45 hours of continuing education credit
acceptable to the Building Official Certification
Committee.
R7.3.1.2: The Committee may publish a list of
acceptable educational programs, courses,
seminars, and the like. The Committee may also
accept educational activities in which registrants
have participated after the fact, upon application
and review of the course information. The
Committee shall assign credits to each
educational/training event.
R7.3.2 Renewal of certificate:
R7.3.2.1 Term of certificate: Each certified
individual shall maintain a record of his/her
continuing education credits and forward such
information to the office of the BBRS in care of
the Building Official Certification Committee
(address is listed at the front of the building code)
as it is accumulated. The BBRS shall maintain a
record of each inspector's progress.
At the end of each three year period, each
inspector who has successfully maintained his/her
continuing education credit shall be duly notified
by the BBRS.
R7.3.3: In accordance with M.G.L. c. 143, § 99, no
building code enforcement official attending BBRS
required educational programs, shall lose any rights
relative to compensation or vacation.
780CMRR7.4 PROCEDURES FOR
COMPLAINTS
R7.4.1 Complaints:
R7.4.1.1 Cause for complaint: Any individual
who has been alleged to have violated the
provisions of 780 CMR R7 or 780 CMR may be
entitled to a hearing in accordance with M.G.L. c.
30A before the Building Official Certification
Committee or subcommittee thereof. A complaint
shall be made in writing to the BBRS, attention;
Building Official Certification Committee.
R7.4.1.2 Hearings on complaints: If a hearing is
to convene, the committee shall give at least ten
days notice to all those party to the complaint.
The sending of notice to the address recorded on
the records of the BBRS shall be deemed
sufficient notice.
R7.4.1.3 Notice of hearings: The notice shall
contain:
a. The name of the complainant
b. A copy of the complaint
c. The date, time and place of said hearing.
The complete file of complaint shall be available
for inspection at the office of the BBRS during
regular business hours. Parties may present
written or oral evidence to refute or mitigate any
charge contained in the complaint and present
witnesses in his/her behalf. In the event that the
committee votes to take action against said
certification pursuant to this hearing, the building
code enforcement official, upon notice of the
decision, shall immediately comply with said
orders.
R7.4.1.4 Continuation of hearings: the
committee, in its discretion, may continue the date
for hearing upon request by building official, the
complainant or the committee itself.
R7.4.1.5 Timing of decisions: The committee
shall make a decision within 15 days of the
hearing. A written decision shall be issued within
30 days of the hearing date.
R7.4.1.6 Decisions: The decision shall be final
and binding upon the building code enforcement
official and the complainant.
R7.4.1.7 Notice of action: In the event that the
committee votes to take action against said
certification pursuant to this hearing, the building
code enforcement official, upon notice of the
decision, shall immediately comply with said
orders.
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
CERTIFICATION OF INSPECTORS OF BUILDINGS, BUTLDING COMMISSIONERS
AND LOCAL INSPECTORS
R7.4.1.8 Appeal: Any person aggrieved by a
decision of the committee may appeal such
decision to a court of law or equity in
conformance with M.G.L. c. 30A, § 14.
R7.4.2 Revocation of certificates and alternative
sanctions:
R7.4.2.1: The BBRS, upon recommendation of
the Committee, and subject to the requirements of
the Administrative Practices in accordance with
M.G.L. c. 30A, may suspend or revoke a
certification, or assess any other penalties as
provided for by law, if it is determined that the
registrant: (The following is not an exhaustive
list.)
a. Has obtained a certification by fraud or
misrepresentation, or the person named in the
certificate has obtained it by fraud or
misrepresentation;
b. Has aided or abetted in practice as a
certified building code enforcement official
any person not authorized to practice as a
certified building code enforcement official
under the provisions of 780 CMR R7;
c. Has fraudulently or deceitfully practiced as
a certified building code enforcement official,
d. Has been grossly negligent or has engaged
in misconduct in the performance of any of his
duties;
e. Has failed, over a period of time, to
maintain continuing education requirements as
specified in 780 CMR R7;
f. Has been found to have failed to report an
offer, or bribe, or other favor in a proceeding
under 780 CMR R7 or other appropriate law of
this or any other state or jurisdiction;
g. Has made a false or misleading statement,
or has made a material omission in any
submission to the BBRS;
h. Has failed to enforce the provisions of
780 CMR as prescribed by M.G.L. c. 143, § 3.
R7.4.3 Violations and Penalties:
R7.4.3.1: It shall be a violation of 780 CMR R7
on or after November 12, 1992, for any individual
to represent himself/herself to be qualified for a
position that the individual does not currently
hold, or to use a title or otherwise represent
himself/herself to be qualified for a position that
the individual does not currently hold, or to use a
title or otherwise represent himself/herself as
certified or authorized to act under the 780 CMR
if that individual does not possess a certificate,
unless such person is appointed subject to the
provisions of 780 CMR R7 1.6.1.3. In addition to
any other remedy available under law, such
representation shall be deemed a violation of
780 CMR R7 and any other penalties as provided
for by law.
R7.4.3.2: It shall be a violation of 780 CMR R7
on and after November 12, 1992, for any local
enforcing agency to offer employment, to retain
for employment or to permanently appoint any
individual who is not certified in accordance with
780 CMR R7, except on a conditional basis in
accordance with 780 CMR R7.1.6.1 .3.
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780 CMR - Sixth Edition
805
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THE MASSACHUSETTS STATE BUILDING CODE
NON-TEXT PAGE
806 780 CMR - Sixth Edition 2/7/97 (Effective 2/28/97)
INDEX
Bv section number
A. use group. assembly. 303.0
Access
Attics, 1211.2
Courts. 1212.4
Crawl spaces. 1211.1
Roofs. 1027.0
Accessibility-. 780 CMR 1 1
Accessor.- structures
Definition. 202.0. 3602.2
. Use Group U. utility' and miscellaneous. 3 12.0
Adjoining property
Demolition and excavation. 3310 0
Existing buildings. 3309.0
Fences. 331 1.0
Grade control. 33 10.4
Notice to owners. 33 10. i
Protection of. 3308.0
Storage of materials. 33 12.0
Adjoining spaces
Natural light. 1206.0
Natural ventilation. 1208.0
Administrative
Administration. Chapter 1. 3601.0
Alternate materials and methods. 109.3
Application for permits. 106.2
Board of appeals. 122.0
Building classified by code official. 302. 1
Certificate of occupancy. 120.0
Code official approves plans, 109.0
Code official, definition, 202.0
Conditions of permit, 111.0. 113.0
Drawings and specifications required. 110 8
Existing structures, 102.5
Foundation permits. 108.7. Hi 13
Inspections required. 1 15.0
Inspectors appointed, 105.1
Liability, 105.7
Maintenance of buildings, 103.1. 3401.2
Organization of building department 105.0
Permit fees. 114.0
Permits required, 110.1. 110.2
Powers and duties of code official, 105.0
Records of department, 105.8
Requirements not in code, 102.2, 102.3
Restrictions on employees. 105 6
Revocation of permits, 111.12
Scope of code. 101.2
Stop work orders. 1 19.0
Tests and test reports, 1708.0
Unsafe structures, 121.0
Validity of code, 104.0
Violations and penalties. 118 0
Aged, homes for
Use Group I, institutional. 308.0
Aggregates
Concrete. 1906.3
Masonry, mortar and grout. 2105.0
Special tests. 1906 3.1
Air ducts (see Ducts)
Air intakes
Combustion. 3620.0
Courts, 1212.5
From attic areas. 3620.3. 3620.3.3
From under floor areas. 3620.3. 3620.3.4
Return. 3619.2
Supply. 3619.3
Air plenum (see Plenums)
Airplane hangars (see Garages)
Airport traffic control towers. 414.0
Air-supported structures
Membrane structures, general. 3 1 03 0
Temporary. 3104.0
Aisles
Assembh . Use Group A. 1011 3. i 012 0
Exit access, other use groups. 10.1 1.0
Illumination. 1024 0
Alarm systems (see Fire protection systems)
Allowable areas and heights of buildings (also see Areas.
building)
Existing buildings. 3400.3
General. 503.0. Tabie 503
Unlimited areas. 507.0
Allowable spans
Floor joists. 3605 2.3 1
Headers. 3606.2.6
Rafters and ceiling joists. 3608.2.4
Alloys
Aluminum. 2002.1
Specni steei. 2207.1
Alterations
Additions. 3404.2. 3408.2.3 . 3408.4
Area and height limitations. 3404.9
Certificate of occupancy . 1 20 0
Definition, 202.0
Existing buildings. 3400. 3404.0
Inspections. 115.0
Light and ventilation in existing buildings, 3400.6
Minor changes. 3404. 1
Nonstructural alterations and repairs. 340 1 .2
Permit fees. 1 14.0
Permit required. 111.0
Signs, 3102.4.2
Structural alterations and repairs. 3404.0
Alternative materials and construction
Approved by code official, 109.0, 3601
Board of appeals. 122.0
Suitability of, 1707.1
Aluminum alloys. 2002.0
Amendments to plans. 110.12. 110 13
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807
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Anchorage, anchors
Flood-resistant construction, 3 107.5.2
Framing into girders, 2305.6. 1
Intersecting masonry walls, 2111.2
Masonry, general, 21 10.0, 21 1 1.0
. Masonry, veneer, 1405.5
Metal veneers, 1405.4.1
Projecting masonry, 21 12.0
Wood, sill, 2305.16
Antennas, radio and television, 3 109.0
Apartment house (see Multiple dwellings)
Appeals, board of, 122.0
Application for permit
Action by code official on application. 111.1
Application form, 1 10.4
Awnings, 3205.0,
Conditions of permit, 113.0
Drawings required. 110 8
For demolition of buildings. 112.0
Foundation permits, 108.7, 111.13
Moving buildings, 3407. 1
Permit fees, 114.0
Plot diagram required, 107.6
Records to be kept, 105.8
Registered architect or engineer, 107.3
Signs, 3102.4
Swimming pools, 421.3
Temporary structures, 3104.0
What required, 1 10.0, 1 1 1.0
When required, 1 10.0, 1 1 1.0
Appointment of code official, 105.1
Approval
Alternative materials and methods of construction,
109.3
Certificate of occupancy, 120.0
For use of plastic material. 2601.3
General, 106.0
Inspections, 1 15.0
Materials, 1704.0
Modifications, 106.2
Moving buildings, 3407.0
Of plans for permit, 108.5
Used materials, 109.2
Approved, definition, 202.0, 3602.2
Approved agency
Criteria, 1704.3.1
Definition, 202.0
Architect
Report, permits issued, 1 16.4
Drawings and specifications, by, 1 10.8
Special professional services, 1 16.2
Architectural trim (see Exterior trim restrictions)
Areas, building
Allowable areas for buildings (also see Allowable
areas and heights of buildings), 503.0. Table 503,
3408.6.2
Allowable, required reductions of, 506.4, Table 506 4
Definition, 202.0
Existing buildings, 3404. 1
Floor area, definition, 202.0
General area limitations, 503.0
Increase for street frontage, 506.2
Increase for suppression. 506.3
Mezzanines, 505.2
Modifications. 506.0, 506.4
Open parking structures, 406.4
Separate buildings, 3 1 3. 1 .3, 503 1 , 402. 1 6
Special industrial uses, 503. 1. 1
Unlimited areas, 507.0
Waiting rooms. 409.2 . 1
Areaways, 3203.12.1
Artificial light, 1207.0, 1024.1
Asphalt roof shingles. 1507.2.3. 3609.3
Assembly buildings
Aisles. 1 012.0
Area allowed, 503 0
Classification of. 303 0
Determining capacity of means of egress, 1009.0
Fire suppression requirements. 904.0, 914.0
Occupancy load requirements, 1008.0
Stages and platforms, 412.0
Use Group A, 303.0
Atnums. 404.0
Attic
Access, 1211.2
Combustion air, 3620.3.3
Definition. 202.0
Draftstopping, 720.7.2
Furnaces, insulation in,
Insulation, exposed. 722.2
Ventilation of, 1210.1
Auditoriums
Foyers and waiting spaces, 1006.2.4
Means of egress, 1006.2.2
Use Group A-l. assembly. 303.2
Use Group A-3. assembly, 303.4
Automatic fire detection systems (see Detection systems,
automatic fire)
Automatic fire suppression systems (also see Sprinklers)
Atnums, 404.2
Carbon dioxide systems. 909.0
Covered mall buildings, 402. 10
Dry-chemical systems, 9 10.0
Foam systems. 91 1.0
General, 901.0
Halogenated systems. 912.0
High-nse buildings, 403.2, 403.3
Limited area systems, 907 0
Plans and specifications (construction documents).
903.1
System selection, 905.0
Water sprinkler systems, 906.0
Where required. 904. 1
Automobiles, parking
Open parking structures. 313.2, 406.0
Private garages, 202.0, 407.0
Public garages, 202.0, 402.16. 408.0
Awnings
Clearance, 3205.0
Covers and boxes, 3203. 10
Fixed, 3205.3
Loads, 1609.0
Moveable, 3205.2
Over public property, 3203.9, 3205. 1
Permit for, 3205. 1
Plastic, 2604.8
Retractable. 3205.2
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
INDEX
B
B. use group, business, 304.0
Balcony
Exits, 1006.2.2
Exterior balconies, 3203.8
Exterior construction of, 1406.4
Live loads. 1606.0
Over public property, 3203.8
Permissible street projections, 3203.8
Railings. 1012.8. 1021.4. 1615.5
Steps. 1012.0
Banner and cloth signs. 3 1 02. 12. 1
Barricades
Construction, where required, maintenance. 3304.2,
3310.1
Bars, reinforcing
Clear cover in concrete footings. 1810.3.2
Details of reinforcement, 1910 0. 1911 .4
Reinforcing steel. 2208.0
Basement
Dampproofing, 1813.0
Definition, 202.0
Enclosure of stairways. 1014. 1 1
Fire suppression system required, 904.10
Floors above, protection of. 1 006 3 . 1
Ratproofing. 1215.0
Required exits, 1010.2
Stairway construction 1014
Underground structures, 405.0
Waterproofing. 1813.0
Bathrooms
Light and ventilation. 1205.0
Mechanical ventilation allowed, 1205.2
Window area required for, 1208 2
Bay window (also see Windows, bay)
Construction of, 1406.5
Over public property, projection. 3203.7
Beams
Bottom flange protection. 715.6
Fireresistance. rating of. Table 602, 715.0
Fireresistance. reinforced concrete. Table 602
Reinforced concrete 1901.
Steel, formed. 2206.0
Steel, structural. 2203.0
Structural, glued-laminated. 2307.1
Supports. 3605.2.4
Wood, 2303.0, 2305.0
Wood in heavy timber construction. 2304.0
Bearing (Loadbeanng)
For wood beams and girders. 2305.6.1. 2305.6.3
On hollow masonry units 1812.3.3. 2112.1 .2.2
Bearing partitions (see Walls)
Bearing, soil capacity. 1804.0
Bearing walls (see Walls)
Bleachers, 1013.0
Blocks concrete masonry units (see Masonry)
Board and care facilities (see 1. use group, institutional)
Board of appeals, 121.0
Boarding houses (see Residential buildings)
Bond, masonry
Foundation walls, 1812 3.5
Masonry veneers, 1405.5
Masonry walls, 21 10.0. 21 1 1.0
Bonngs and tests of soils. 1802.0, 1803.0. 1804 0
Bracing
Adjoining existing buildings. 3309.3
Exterior stud walls. 2305.7
For stud walls and partitions, bearing. 2305 4.2
Masonry walls, lateral. 2108.0
Seismic. 1903.0. 19040. 2104.0. 2204.0, 2305.:
2306.0
Bnck (see Masonry)
Bridges
Over sidewalks (wrecking). 3304.3
Pedestrian walkways. 3 106 0
Bridging, wood floors. 2305. 14.2
Building
Allowable areas and heights. 503.0. Table 503
Alterations of existing buildings. 3400.0. 3404.0
Ceiling height 3603.8
Certificate of use and occupancy . 120.0
Change m use. 3400.3
Classified by type of construction. 602. 1
Classified by use or occupancy. 302. 1
Construction precautions. Chapter 33
Definition, 202.0
Design criteria. 3603. 1
Doors. 3603.11
Exits. 3603.10
Flood resistant, 3107.0
Garages, 3603.5
General limitations. Chapter 5
Glazing. 3603.20
Height, definition. 202.0
Height modifications. 504.0
Heights, allowable. 503.0, Table 503, 504.0, 507. 1
High-rise. 403.0
Historic. 3409.0
Maintenance. 103.0
Permissible street projections. 3203.0
Room dimensions. 3603.7
Stairways. 3603.13
Temporary, 1 10.2
Two or more on same lot, 503 1.3. 1201.2
Unlimited area, 507.0
Unsafe, 121.0
Building department
Annual report 105.5. 1
General. 1 05.0
Records. 106.7
Building official (see Code official). 202.0
Building paper. 1405.3 6
Building permits (see Permits)
Business buildings. Use Group B. 304.0
Caisson piles. 1824.0
Calculations required. 110 8
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809
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Canopies
Construction. 3 105.0. 3205.4
Loads, 1609.6.2
On exterior walls. 3205.4
Over public property. 3205. 1
Carbon dioxide extinguishing system (see Automatic fire
suppression systems)
Cast iron, 2209.0
Cast stone
Bonding, 2110.0
General requirements, 2105.3
Cavity walls
Definition (see Walls). 202.0. 3606.6
Ceilings
Finishes, 3608.5
Fireresistance rated assemblies, 713.0
•Height 1204.0, 3603.8
Panels, 713.1.1
Plenums, 2805.0
Cellar (see Basement)
Cement
Concrete, materials, mixes. 1906.0
Stucco, 2506.0
Water-cement ratio. 1908.2
Central-station system
Definition, 202.0
Fire suppression system supervision, 923. 1
Ceramic tile
Mortar, types and mix, 2105.10
Veneers, 1405.5
Certificate of occupancy
Definition, 202.0
Existing buildings. 120.2. 120.3. 120.4
General, 120.1
Temporary occupancy, 120.3
Change of use, 202.0, 3400.0, 3405.0
Changes in plans, 1 10. 1
Changes to buildings
Alterations, 3400.1, 3404.0
Existing, 3400. 1
Rehabilitation, 3400.1, 3404.0
Chases (see Masonry)
Chemicals
High-hazard use group, 307.0
Child day care center
Use Group E, 305.0
Use Group 1-2,308.3.1
Use Group R, 310.5.1
Chimneys
Chimneys and fireplaces, 3610.0
Clearance, 3610.2.14
Crickets, 3610.2.16
Design, 3610.0
Factory Built, 3610.3
Firestopping, 3610.2.15
Flue lining, 3610.2.7, 3610.2.8
Load, 3610.2.4
Masonry,
Multiple flue, 3610.2.9
Support, 3610.2.1
Termination, 3610.2.5
Wall thickness, 3610.2.6
Churches
Use Group A-4, assembly, 303.0
Chutes
Linen and refuse, 2807.0
Classification
Of buildings, by code official, 302. 1
Of buildings, by occupancy, 302.0
Of buildings, by types of construction, 602.0
Of types of construction. 603.0. 604 0. 605.0. 606 0
Clay tile
General, 21050
Veneer, 1405.0
Clearances
Around concrete reinforcing, 18 10.3.2
Around fireplaces, 21 14.6
Around timber in masonry, 2305.6.3
Awnings, movable. 3203.9. 3203. 10. 3205 2
Marquee awnings, 3203. 1 1
Minimum ceiling heights, 1204 0
Of balconies above grade, 3203.8
Of wood above grade, 231 1.4.2
Projection over sidewalks. 3203 0
Under first floor joists, 1210.2
Coal pockets. 418.3.1.6
Code official
Appoints inspectors, 105.1
Charge of building department (duties and powers),
106.1
Classifies building, 302. 1
Definition, 202.0
Deputies. 1 04 4
Duties and powers of. 105.0, 106.0. 1 10 0
Inspections by, 106.4, 1 15.0
Issues permits, 105.0, 106.2. 108.0
Liability, 105.7
Record of permits required, 105.8
Records, official, 105.8
Reports, 105.5
Rule-making authority. 108.1
Columns
Cast-iron construction, 2209.4. 1
Concrete-filled pipe. 1912.0
Fireresistance and protection of. Table 602, 715.0
Fireresistance tests, 704.0
Heavy timber construction, 605.1, 2304.0
Live load reduction, 1608 0
Working stresses, cast iron, Table 2210.2
Combustibility tests, 704.7
Combustible
Dusts, grain processing and storage, 307 4. 418.3 1
Fibers, 307.5
Liquids, 307.4. 418.3.2
Combustible materials
Decorative material restrictions. 807 0
Definition. 202.0
Exterior trim restrictions. 1406.0
Flameresistance tests, 807.2
Insulation. 707.4. 722.0
Interior trim. 803.5
Permitted in noncombustible construction, 602.4.
806.0
Compliance with permit, 1 13.3
Computations, required. 107.7
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
INDEX
Concealed spaces, 605. 1. 720.6. 1, 720.7.2, 722.3
Concentrated loads, 1613.0
Concrete
Aggregates, 1906.3
Caissons, 1824.0
Cementitious material, limitations, 1907.1.2.2
Columns, concrete-filled pipe, 1912.0
Definition, 202.0
Ducts, 3619.1
Floors (on grade), 3605.5
Footings, 1810.0
Minimum dimensions, 1905.0
Piles, 1818.0, 1819.0, 1820.0, 1821.0
Pipes in, 1909 3
Plain concrete, 1901.2, 1904.0
Reinforced (also see Reinforced concrete). 1901.1,
1910.0
Shingles. 3609.6
Shotcrete, 1911.0
Units (also see Masonry), 2 105. 1
Weathering, 3604.2.2
Concrete, masonry blocks (see Blocks, concrete masonry
units)
Condensation, 1210.0, 1405.3.10
Condition of permits, 113.0
Construction
Approval of materials, etc.. 109.0, 1704.0
Basement walls, 3604.4
Cavity wall masonry, 3606.6
Classification of construction materials, 1707.0
Concrete, 1908.0
Covered by code, 102.0
Fences, 3304.2
Footings, 3604.3
Foundations, 3604.0
General requirements, 602 0, 1701.0
Grouted masonry, 3606.7
Inspection, 1 15.0, 1705.0
Masonry, 21 12.0, 3606.4
Metal, 3608.4
Reinforced hollow masonry, 3606.7.4
Roof-ceiling, 3608.0
Stage, 413.2
Steel, 2203.0, 2205.0, 2206.0, 2207.0, 2209.0, 2210.0
Types of construction, 603.0, 604.0, 605.0, 606.0
Wall, 3606.0
Wood, 2305.0
Construction operations
Demolition, 33 10.0
Excavation, 3310.0
Existing buildings, 3309.0
Fire hazards, 3305.0
General, 3301.0
Lighting, 33 15.0
Retaining walls, 33 1 1.0
Storage, materials, 33 12.0
Conveyors, 3010.0
Cooling towers 1510.
Coping
Flashing, 1405.3.10
On retaining walls, 1825.4
Corbeling
Foundation walls, 1812.5
Masonry, 2112.2
Cornices
Masonry, 2112.2.1
Projections, 3203.3
Type of construction. 1406 0
Corridors
Arrangements, 1006.2. 1011.1
Capacity of egress width, 1009.0
Deadends. 1011.2
Definition. 202.0
Fireresistance ratings. Table 602
Height, 1204.1
Obstructions, 1011.1
Prohibited use, 1005.0
Widths, 1009.2. 1011.3
Courts
Definition. 1202.0
General, 1212.1
Obstructions. 1213.0
Permissible encroachments. 1213 2
Covered mall buildings
Definition. 402.2
General. 402.0
Smoke control systems, 92 1 1
Coverings
For exterior stairs, 1014.12
For exteriors, weather protection. 1405.2. 1 . 3607.3
Interior finishes. 803 0, 3607.2
Roofs, Chapter 15. 3609.0
Wali, 3607 0
Crawl spaces
Foam plastics, 2603 .4.1.4
Plenums, 2805.1
Ventilation, 1210.2,3604 9
Waterproofing, 1813.1.2, 3604.9.1
Curtain boards, 922.3
Curtain wall
Ratproofing, 1215.0
Curtains (also see Decorations)
Amum separations, sprinkler obstructions. 404.5
Decorative material restrictions. 404 3, 807 1
Proscenium, 412.3 6
D
Dampers
Fire, accessibility, 717.3
Fire, approved type, 717. 1
Fire, definition, 202.0
Where required, 717.2
Dampproofing 1813.0
Dance halls
Use Group A-2, assembly. 303.2
Dangerous structures. 121.0
Day care facilities (see Child day care center)
Dead loads
Decay, 3603.22
Definition (see Load), 202.0
Design, 1605.0
Decisions of board of appeals. 122.4
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THE MASSACHUSETTS STATE BUILDING CODE
Decorations (also see Interior finish and trim)
Atriums, 404.3
Curtains, 404.5, 412.3.6, 807.1
Flameresistance tests, 807.2
Restrictions, 807. 1
Stages, 412.3.5.1
Decorative features
Projections. 3203.4
Definitions. 202.0
Deflection criteria, 604.5. 1, 709.3.2, 2308.2.6
Demolition
General, 112.0
Permit, when required, 1 12. 1
Standpipes maintained, 3305.3.4
Unsafe buildings, 121.0, 121.5
Depth of footings
Governed by frost Ime, 1 806. 1
Governed by loading, 1805.0
Design
Approved by code official, 1 704. 1
Cast-in-place concrete piles, 1820.0
Composite piles, 1823.1
Dead load, 1605.0
Fire protective requirements (see Fire protection
systems)
Formed steel construction. 2206. 1
Foundation walls, 1812.1
General 1601.0
Glass, glazing, 2402.0, 2403.0
Live loads, 1606.0, 1607.0
Lumber and timber construction. 2303 1
Masonry wall construction, 21010
Plain concrete, 1901.2
Plastics, 2603.0
Precast concrete piles 1 82 1 1
Proscenium curtains. 412.3.6
Reinforced concrete, 190.1
Retaining walls, 1825.2
Safe load, 1604.0
Seismic (earthquake), 1612.3
Signs, general requirements, 3102.6
Special steels, 2207. 1
Steel pipe and tapered tubular piles, 1819.0
Wind loads,161 1.0
Detection systems, automatic fire (also see Fire protection
systems)
Airport traffic control towers, 414.3
Approval, 918.3
Atriums, 404.6
Definition, 202.0
General requirements, 918.0
High-rise buildings, 403.4
HPM facilities, 416.9.2
Plans and specifications, 918.2
Sprinklered buildings exception, 918.5
Use Group 1-2,409.5.1
Where required, 918.4
Zones, 918.6
Deviations
From code, 109.3
Devices for window cleaning, 3 1 10.0
Display of permit, 111.14
Doors
Air-supported structures. 3 104.8
Approved type, fire, 716.1,716.2
Arrangement, 1006.2, 1017.2.3
Automatic-closing devices for, 716.5
Bolts, surface, 1017.4.1.1
Corridors 409.3.1, 1011.1.3. 1011.4.2
Egress, means of, 1017.0
Exterior walls, 706.4
Fire (see Fire doors)
Fire partitions, 711.0
Fire separation assemblies, 709.0
Fire walls. 707 0
In horizontal exits. 1019.2
Location of. 1006.0, 1017.4
Panic hardware. 1017.4.2
Power operated, 1 0 1 7.4.3
Rated fire door assemblies, 7 1 6. 1
Required to open out 1014.8.2. 1017 4
Revolving, 1018.0
Stairways, exterior, 1014.12
Stairways, interior, 1014.8, 1014.11
Security grilles, 1017.5
Signs, 1017.4.1. 1017.4.1.2
Smokeproof enclosures. 1015.4.1, 1015.5.1 1015.5.2.
1015.6.1
Stages, 412.3.4
Use Group 1-2,409.3.1
Use Group 1-3,410.3,410.4
Width of, 1017.3
Wired glass in, 719.2
Dormers, 1510.6
Dormitories
Definition (see Dwellings). 202.0
Use Group R-l, residential, 3 10.0
Doubtful use classification, 302. 1
Downspout
For roofs, 3203. 11.3
Materials, 1406.0
Draftstopping
Definition, 202.0
General, 720.0
Drainage
Foundation systems. 1813.5
Marquees, 3203.11.3
Dressing rooms (see Theaters)
Dry cleaning plants
General, 418.3.4
Use group classification, 306.0
Drying rooms, 2806.0
Drywall (see Gypsum board)
Ducts
Fire dampers required in, 717.0
Firestopping openings, 720.6 4
Dumbwaiter
Definition, 202.0
Dusts, combustible, 307.2, 418.3.1
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
INDEX
Duties
Of board of appeals, 122.0
Of code official, 106.0
Dwellings
Area and height limitations, general, 503.0, Table 503
Ceiling height, 1204.1
Definition, 202.0
Fire partitions in, 310.5, 711.4
Floor area, minimum, 1204.2
Use Group R, residential, 3 10.0
E
E, use group, educational, 305.0
Earthquake (seismic) design
Concrete,1903.0,1904.0
Foundations, 1810.2.1, 1815.2.1, 1816.3, 1816.7.1,
1816.11.1, 1818.3 1819.3, 1820.1.2, 1820.5.4.
1821.3.5, 1821.3.6, 1824.3
Inspection related to 1705.3.3.2, 1705.4.5, 1705.9,
1705.10, 1705 II
Loads, 1612.0
Masonry, 2101.2, 2104.0
Soils, 1 802. 1.1.1 805.2, 1 805.3
Steel, 2203.2, 2203.2.1, 2204.0, 2206.3, 2207.2.1
Wood, 2305.8, 2305.9, 2306.0
Eaves
Construction, 1406.0
Draftstopping, 720.7.2
Projection, 3203.0
Educational buildings. Use Group E, 305.0
Egress (see Means of egress)
Electrical equipment and systems, Chapter 27
Elevated walkways, 3 106.0
Elevators, 3000 0
Emergency
Controls, proscenium curtains, 412.3.6.4
Escape, 1010.4
Lighting, 1024.0
Signs for exits, 1023.0
Emergency electrical systems (also see Standby power
systems)
High-rise buildings, 403.9.3
Emergency measures
Closing streets, 121.5
Cost of emergency repairs, 121.5
Emergency repairs, 121.2, 121.4
Temporary safeguards, 121.3
Vacating structures, 120.1
Employees, restrictions on, 105.6
Enclosure
For elevators, 3007.1.1
For interior stairs, 1 0 14. 1 1
For motion picture projection rooms, 41 1.2
Of exterior stairways, 10 14. 12
Ramps, 1016.0
Shafts, 710.0
Enclosure walls (see Walls)
Encroachments
Awnings and canopies, 3203.9
Court, 1213.0
Existing, 3202.6
General. 3201.0
Special and temporary, 3204.0
Street, 3202.0
Yard, 1213.0
Energy conservation
Alternative systems, 1316.0
Exceptions, 1301.4
Exterior envelope requirements. 1309 0. 1314.0
General, 1300.0
In electrical distribution systems, 13 12.0
In mechanical systems, 1310.0, 1311.0
In water heating systems, RESERVED
Plans and specifications, 1303.0
Enforcement of code, 106.0
Engineering calculations, 107.7, 110.8
Engineering practice, 116 0
Escalators. 1006.6.3001.0
Excavations
Protection of, 3310.0
Protection of adjoining property. 3308.0
Walkways over, 3304.3
Exhaust systems
Contaminants to outdoor air, 1208.3
Spray spaces. 419.2
Existing buildings
Additions, alterations, repairs. Chapter 34
Areas, allowable, Table 503, 3404 9
Certificate of occupancy, 120.0
Change in existing use, 3405.0
Change of occupancy1, 3405.0
Condemnation of, 119 1
Continuation of, 102.2
Definition (see Building), 202.0
Demolition, 112.0
General requirements, 3400. 1
Inspection of, 106.4, 106.5, 115.0
Moving, 102.5.6, 3407.0
Nonstructural alterations and repairs, 3404.4
Protection during construction operations, 3304.0
Roof coverings, 1512.0
Unsafe, 121.0
Existing electrical installations, 2708.0
Existing signs, 340 1 0
Exit lights, 1023.0, 1024.0
Exit signs, 1023.0
Exits (see Means of egress), 3603. 10
Expiration of permit 1 1 1.7
Explosion hazards, 307.3, 417.5.1
Exterior envelope
Definition, 202.0
Requirements, 1301.0,1305.0, 1309.0. 1314.0
Exterior opening, protection required. 706.0
Exterior stairways, 1014.12
Exterior trim restrictions, 1406 0, 705. 1.2
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780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Exterior walls
Fireresistance ratings, 507.2, Table 602, 705.0
General, Chapter 14
Extinguishers, fire, 920.0
F, use group, factory and industrial, 306.0
Faced (veneered) walls (see Walls)
Factory buildings
Use Group F, factory and industrial. 306 0
Use Group H, high-hazard. 307.0
Fasteners
Roof construction, 1505.2, 1507.0
Schedule, Table 2305.2
Weather coverings, 1405.3.7
Wood construction, 2305.2
Fees
For demolition, 1 12.2
For moving of buildings, 1 12.2
For new construction and alterations, 1 14.3
For signs, 112.2
General, 114.0
Payment of. 113.1
Refunds, 112.5
Schedule, 114.3.1
Special, 114.2
Fences
Excavations, 33 10.0
For construction purposes, 3304.2
General requirements, 3311.0
Use Group U, 3 12.0
Film
Projection rooms, 411.0
Storage and use of flammable film, 4 1 1 1
Finish, interior (see Interior finish and tnm)
Fire
Alarm system (see Fire protection system)
Area, definition, 202.0
Dampers, 717.0
Firestopping, 202.0, 720.0
Hydrants, 916.0
Sprinklers and standpipes, 904.0, 906.0, 914.0, 915.1
Fire department
Central control station for, 923.0
Connections, 915.0, 915.2
Fire detection systems, 918.0
Fire doors
Closing devices, 716.5
Corridors, 1011.4.2
Definition (see Doors), 202.0
Dressing rooms, 412.5.2
Exterior walls, 706.0
Fire partitions. 71 1.3
Fire separation walls. 709.3
Firewalls, 708.3
General, 704.3,716.0
Horizontal exits, 1019.2.1
Proscenium walls, 412.3.5
Shafts, 710.3.1
Smoke barriers, 712.3
Siage enclosures, 412.3.4
Stairways. 1014.9
Wired glass, 716.4, 719 0
Fire escapes
General, 1025.0
Maintenance of. 1028.0
Fire extinguishers, 920.0
Fire protection systems
Area increased by. 506.3
Automatic fire detection systems, 918.0
Automatic fire detection, where required. 918.4
Carbon dioxide extinguishing system. 909 0
Design. 903.1.3
Dry-chemical extinguishing system. 910 0
Fire department connection. 915.0
Foam-extinguishing system, 91 1.0
General requirements. 901.0
Halogenated fire-extinguishing system, 912.0
Height increased by, 504.2
Limited area sprinkler system. 907.0
Manual fire alarm system. 917.0
Manual fire alarm system, where required. 917.4
Nonrequired systems, 901 .3
Outside sprinklers. 706.2
Plans and specifications, 903 0
Smoke control systems. 921.0
Standpipes, where required. 914.2
Supervision, 923.0
Suppression system selection, 905 0
Temporary standpipe requirements, 3305.3
Water-spray fixed systems, 908 0
Water sprinkler system, 906.0
Where required, 904 1
Yard hydrants 916.0
Fire pumps, power source, 403.9. 1 .3
Fire separation distance. 202.0, 507. 1. Table 602. 705.0
Fire shutters. 718 0
Fire suppression system (see Automatic fire suppression
systems)
Fire towers (see Smokeproof enclosure), 1015.0
Fire walls', 707.0
Fire windows, 718.0
Fireplaces. 21 14.0, 3610.0
Fireresistance ratings
Assemblies, Table 602, 704.0
Definition, 202.0
Exterior opening protectives. 706.0
Exterior walls, 705.0
Fire dampers, 717.0
Fire doors, 716.0
Fire partitions, 7110
Fire separation walls. 709.0
Fire wall openings, 708.0
Firewalls, 707.0
Fire windows, 718.0
Floor construction, 709.0, 713 0
General, 701.0
Plans and specifications, 703. 1
Roof construction, 714.0
Shafts, 710.0
Smoke barriers, 712.0
Special requirements, 504.6. 504.7
Structural members, 715.0
Tests, 704.0
814
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
INDEX
Fireresistance ratings of structure elements. Table 602
Fireretardant-treated wood
Labeling, 2310.2.2
Strength modifications, 23 10.2. 1
Tests, 2310.2
Use limitations, 23 10. 1
Fires topping
Architectural trim, 720.6.5.1406.2.4
Between wood sleepers, 806.2
Definition, 202.0
Floor/roof ceiling assemblies. 720.0, 720.7.1, 3606.2.7
General requirements, 720.0, 720.1
Of attic spaces, 720.0. 720.7.2
Flagpoles, 1510.1
Flameresistance
General, 807.2
Interior floor finishes, 805.0
Interior hangings and decorations. 807.0
Interior trim. 803.5
Interior wall and ceiling finishes. 803.4
Tests. 807.2.2
Textile wall coverings, 803.6
Flammable liquids, 307.0. 417.0, 418.0
Flashing. 1405.3.10
Floodproofing. 3107 0
Floor
Area, 503.0, Table 503, 506.0. 507.0
Assemblies, construction. 713.0
Dmbustible materials permitted in Types 1 and 2
construction. 602.4, 806.0
Concrete, 3605.5
Metal. 3605.6
Treated-Wood, 3605.4
Wood, 3605.2
Floor
Area, definition, 202.0
Level of exit discharge protection. 1006.3. 1
Loads, 1606.0
Public garages, 408.3.3
Ratproofing, 1215.0
Theater stages, 412.3.1
Wood panel sheathing. 2307 3. 1
Floor openings
Atriums, 404.0
Public garages, 408.3 3
Shaft enclosure exceptions, 713.3
Floor surface at doors. 1017.1.1
Foam-extinguishing systems, 91 1.0
Foam plastics
Diversified tests, 2603.8
Exterior walls, 2603.4.1.8
General, 2603.1
Insulation, 722.0, 2603.4.1.5
Interior finish and trim, 804.3.1, 2603.7
Labeling. 2603.2
Prescriptive installations, 2603.4.1
Footings
Allowable loads. 1804.0, 1805.0
Concrete, design. 1810.0, 3605.2
Depth, 1806 0
Design, 1807.0
Forming, 1810.6
Frost Protection 1806 1
Masonry, 1811.0
Prepared fill, 1705.7
Reinforced concrete. 1810.3.2
Soils report. 1804.1
Steel grillage, 1809.0
Timber. 1808.0
Formed steel construction. 2206.0
Foundation systems
Allowable loads. 1805.0
Caissons. 1824.0
Cnpple walls. 3606.2.8
Design. 1812.1
Footings (see Footings)
For neighboring building. 33 10.2
May project beyond property line. 3202.4
Minimum depth. 1806.0
Minimum thickness. 1812.3
Piers, 1815.0
Piles, 1816.0 through 1824.0
Ratproofing, 1215.1
Steel grillage. 1809.0
Walls 1812.0
Wood and timber. 1808.0
Frame construction, wood
General requirements. 2303.0. 2305.0. 2306.0
Frost protection
Depth of footings. 1806.2
Garages
Beneath a dwelling, 407.3
Construction of public garages. 408 3
Definition, 202.0
Fire doors, 407.6
Open Parking structures. 4060
Private. 407.0
Public. 408.0
Separations, 407.3. 407.4. 407.7
Storage of flammables. 408.4. 408.5
Ventilation. 408.5
Garages, private
Connected to dwelling. 407.3. 407.4. 407.7, 3603..
Definition. 202.0
Use Group U, utility and miscellaneous, 3 12 0
Garages, public
Construction limited, 408 .3
Definition. 202.0
Fire suppression system required. 408.3. 1
Use Group S-l. storage. 31 1.0
Ventilation required. 408.5
Gardens, roof, 1008.3
Gas
Hazardous, 307.0, 417.0.418 1
Glass and glazing
Area required for natural light. 1206 2. 1208.2
Atrium enclosure. 404.5
Biock reinforcement. 2115 4
Block walls. 2105.5. 21 15.0
Dimensional tolerances. 2402.4
Doors. 2405.2
Fire windows. 718.0
Greenhouses, 2404.4
Guards. 2406.0
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815
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Handrails, 2406.0
Impact loads, 2405.1
In fire doors, 718.0, 719.2
Jalousies, 2402.5
Labeling, 2402. 1
Plastic (see Light-transmitting plastics)
. Protected openings, 718.0, 719.0
Racquetball and squash courts, 2407.0
Safety, 2405.0, 3603.20.4
Skylights, 2404.0
Sloped, 2404.0
Supports, 2402.2
Unsupported edges, 2402.3
Veneer, structural, 1405.7
Wind loads, 1611.0,2403.1
Wired glass, 719.0
Glazed masonry units, 2105.2
Glazing (see Glass and glazing)
Glued-laminated lumber construction, 23 13. 1
Grade
Definition, 202.0
Depth of footings and foundations below, 1806 0,
1808.0, 1810.0, 1812.0
Grading a lot, 33 10.4
Grain processing and storage, 418.3.1
Grandstands, 1002.1, 1013.0
Greenhouses
Glazing, 2404.4
Membrane structure materials. 3 103.3.2
Grounding
Metal veneer, 1405.4.3
Radio and television antennas, 3 109.3
Radio and television towers. 3 108.5
Group homes
Use Group 1-1, institutional, 308.0
Grout (also see Mortar), 2105.0
Guards
Balconies, 1005.5
General, 1021.0, 3603.14.2
Glass in, 2406.0
Open parking structures, 406.5
Retaining walls. 1 825.5
Stairways, 1014.7
Structural design, 1615.5, 1615.8
Wheel 406.6, 408.3.2
Gutters
For roof, 3203. 11.3
Materials. 1406.0
Gypsum
Construction, 2504.0
Gypsum board
Installation, 2503.3
Materials, 2503.0
Standards. 2503.2, 3607.2.3
H
H, use group, high-hazard, 307.0
Habitable space
Definition. 202.0
Halogenated extinguishing systems. 912.0
Handicapped and aged, requirements for, Chapter II,
3006.3
Handrails
Details, 1022.2
General, 1022.0,3603.14
Grandstands and bleachers, 1022.0
Ramped aisles, 1012.5
Ramps, 1016.5, 1022.2
Retaining walls, 1825.5
Stairways, 1014.7. 1022.2
Structural design. 1615.5
Hardware on exit doors, 1017.4
Hazardous uses
General, 416.0, 417.0. 418.0
High-hazard, 307.0
Low-hazard. 311.1
Moderate-hazard. 3 1 1.2
Production materials (HPM). 416.0
Prohibited locations, 3 13.2
Storage segregation. 417.0
Headroom
Ceiling heights, 1204.1
Ramps, 1016.2.2
Stairways, 1014.4
Hearth for fireplace, 21 14.5, 3610.4.5, 3610.5.1
Heated space, definition, 202.0
Heating systems
Fireplaces. 21 14.0
Gas-fired equipment 2801.2
General requirements, 280 1 0
Heavy timber construction, 605.0, 2306. 1
Height
Awnings, 3203.9, 3203.10
Buildings (see Height, buildings)
Ceiling, 1204.1,3603.8
Guards, 1021.2
Handrails, 1022.2.2
Marquees. 3203.11.1
Masonry veneers. 1405.5.1
Parapet walls, 705.6
Permissible street projections. 3203.0
Stairway, maximum vertical nse, 1014.5
Towers, spires, cupolas, aerial supports, poles, etc.,
1510.0
Height, buildings
Airport traffic control towers, 414.0
Allowable, 503.0, Table 503
Alterations for existing buildings, 3403.1, 3404.4
Covered mall buildings, 402. 1, 402.7
Day care centers, 504.4
Definition, 202.0
High-rise, 403. 1,403.3.3.1
HPM facilities, 416.3
Membrane structures, 3103.3.5
Modifications, 504.0
Open parking structures, 406.4
Restrictions, 503.3, 507.1
Special industrial uses, 503.1.1
Unlimited area buildings. 507.0
816
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
INDEX
High-hazard
Accessory areas to, 302. 1.2. 1
Application of flammable finishes, 419.0
Classification, 302.1.2.1
Control areas, 307.8, 417.2
Definition, 307.2
Exceptions, 307.8
Exempt quantities, 307.8, Table 307.8(1). Table
307.8(2)
Explosion control. 417.5. 1
Flammable and combustible liquids. 418.3.2
Hazardous materials, 417.0
Liquefied petroleum gas distribution facilities, 418 3.3
Multiple hazards, 307.7
Outside storage, dispensing and utilization, 417.6
Unlimited area structures. 507.1, 507.1.2
Use group requirements, 417.0, 418.0
Use group structure height exemption. 504.5
Use groups. 307.0
High-rise buildings
Alarm and communication systems. 403.5. 403.6
Applicability, 403.1
Automatic sprinkler system, 403.2, 403.3
Central control station, 403.7
Elevators. 403.8
Emergency systems, 403.9
Exits in, 403.10
Maintenance and inspection, 901.4
Seismic consideration in, 1612 6
Smoke detection systems, 403.4
Historic buildings and districts. 3409 0
Homes for aged
Use Group 1-1, institutional, 308 2
Horizontal exits
Definition (See Means of egress), 202.0
General requirements. 1019.0
Hospitals
Use Group 1-2, institutional. 308.3
Hotels
Definition (see Dwellings), 202.0
Use Group R-l. residential. 3 10.3
House, lodging
Use Group R, residential, 310.0
HPM use facilities, 416.0
Hydrants, fire yard systems, 916.1
I
Insane asylums
Use Group 1-3. institutional, 308.0
Inspection
By code official, 105 4, 106 4. 115 0
Final. 115.5
Of electrical wiring, 2704.0
Of existing buildings, 106 4
Of heatmg systems, 2804 0
Of prefabricated construction. 113 2.2
Of signs, 3102.5.4
Of unsafe buildings. 121 0
Required preliminary, 1 15.1, 1 15.2
Special. 202.0, 1705.0
Insulation
Fiberboards for roof, 2309.3
Fiberboards for wall. 2309 4
Foam plastics. 803.3.1. 2603 0
Thermal insulating materials, requirements. 722 0
Interior environmental requirements. Chapter 12
Interior finish and tnm
Application of, 804 0
Classification of materials. 803.2. 803.4
Decorative material restrictions. 807 1
Flame spread of. 803.2, 803.4
Flameresistance tests, 807.2
Floor finishes, 805. 1, 805.2
Foam plastics, 803.3.1.2603.0
General requirements, 803 0
Lath. 3607.2.2
Plaster, 3607.2.2
Restrictions in Types 1 and 2 buildings, 806.0
Special amusement buildings, 413.6
Textile wall coverings, 803.7
Use group requirements, 803.4. Table 803.4
interior iot lines
Definition (See Lot), 202.0
Jails
Use Group 1-3. institutional, 308 4
Jalousies
Windows and doors. 2402.5
Jurisdiction
Adopting this code, 101.1
I. use group, institutional, 308.0
Identification for plastics, 260 1 .4
Identification for signs, 3 102.4.5
Illuminated signs. 3102.13
Industrial
Use Group F, factory and industrial, 306 0
Industrial heating appliances, classification. 2801 2.
Infirmaries
Use Group 1-2. institutional, 308.3
Inner court
Definition (see Courts), 202.0
Label, definition, 202.0
Labeling. 1703.1.1, 1704.3
Landing of stairs,1014.3.2. 1014.5
Landings of ramps, 1016.4
Lathing and plastering, 2505.0. 2506 0
Liability, code official, 105.7
Licenses
Fees for, 1 14.0
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817
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Light, illumination
Artificial, 1207.0,3603.6.5
Court requirements for, 1212.0
For existing buildings, 3401 0
For exit signs, 1023.0
General, 1201.0
- Natural. 1206.0
Required, 1205.0
Window requirements, 1206 2
Light-transmitting plastics
Approved types, 2604. 1
Bathroom accessories, 2604.7
Connections, 2604.3
Definition (see Plastics), 202.0
Glazing of unprotected openings. 2606 0
Light-diffusing systems, 2604.5
Partitions, 2604.6
>Roof panels. 2607.0
Skylights. 2608.0
Lmen chutes, 2807.0
Lintel
Fire protection, 715.2
Masonry support, 1405.5.2
Over openings, frame construction, 2305. 1 1
Liquids
Flammable and combustible, 307.4, 417.3, 418.3.2
Liquefied petroleum gases, 307 4, 418.3.3
Load design, 1604 0. 1605.0. 1607.0. 1708.0
Load earthquake (see Earthquake design)
Load, glass
Impact loads. 2405.1
Jalousies, 2402.5
Wind loads, 2403.1
Load, impact
Assembly structures, 1614.5
Craneways, 1614.4
Definition. 202.0
Elevators, 1614.2
General. 1614.1
Machinery, 1614.3
Load (live, dead, floor)
Combination of, 1616.0
Concentrated, 1613.0
Craneways, 1614.4
Definition, 202.0
Deflections allowable, 1604.5
Documentation of. 1603.0
Earthquake, 1612.0
Floor loads, occupancy, 1606.1, Table 1606 1
Footings and foundations, 1805.0, 1807.0
For concrete footings, 1807.0, 1810.0
For retaining wall design, 1615.2
Glass (see Load, glass)
Guards, 1615.8
Impact (see Load, impact)
Interior finish, 803.7
Piles, allowable, 1817.0
Railings. 1615.5
Reductions allowed, 1608.0
Roof, 1609.0, 1611.0
Snow, 1610.0, 3603.1 5
Soil, bearing capacity. 1804 0
Special, 1615.0
Tests, 1604.3
Uniform, 1606.0
Wind (see Load, wind)
Load, wind
Chimneys, 1611.12
Exterior walls. 1611.0
General requirements. 161 1 0
Glass, 2403.1
Roofs. 1609.0.1611.10. 1611 11
Signs. 1611.12.2
Lobbies and passageways as exits. 1020.0
Lodging houses
Definition (see Dwellings). 202.0
Use Group R residential, 310 0
Lot
Definition, 202.0
Interior lot line, definition (see Lot line), 202.0
Line fences, 331 1.1
Regulations for. 33 10.4. 33 10.5
Lumber (also see Wood construction)
Grade of. 2301. 1.3606.2.2
M
M, use group, mercantile, 309.0
Maintenance
Of exit facilities. 1028.2
Of fire protection systems. 901 4
Of signs. 3102.5.2
Malls, covered, 402.0
Manlifts. 3000.1
Manual fire alarm systems. 917.5. 1
Marquees and canopies
Construction requirements. 3105.0. 3203.11.5. 3205.3
Definition (see Signs), 202.0
Drainage of water. 3203.1 1.3
Signs. 3102.11. 3203 II
Masonry
Anchorage. 21 1 1.0, 3606.4. 10
Attachment, 3607.3.7.2
Bonding.2110.0.211i.2.i
Brick. 2105.0
Cavity wall, 3606.6
Chases and recesses, 2113.1
Concrete units, 2105.1
Construction requirements, 21 12.0
Corbeled and protected, 21 12.2
Cornices, 2112.2.1
Definition, 202.0
Design, 2101. 1.1, 2101. 1.2
Fireplaces, 21 14.0
Footings, 1811 0
Foundations, 1812.3.2
Freezing protection. 21 12.3
General, 3606.4. 1
Glass block, 21 15.0
Glazed units, 2105.2
Grouted, 3606.7
Hollow, definition of, 202.0
Hollow units. 2105.1,3606.5.1.2.2. 3606.7
Lateral bracing, 2106.0. 2108.0
Lintels, 21 13 2
Minimum thickness, 2 1 09 1 . 1
Mortar, 2105.7
Reinforced, 2101.1.1, 3606.7.3
818
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
INDEX
Reuse of. 2105 6
Solid, definition of. 202 0
Solid units. 2105.1. 2105.2
Stone, cast. 2105.3
Stone, natural. 2105.3
Support on wood, 2113.3
Tests, general. 1701.0
Tile, structural, 2105.2
Veneers. 1405.5.3
Matches
Use Group H. high-hazard. 307.0
Materials
Alternative. 1701.2
Approvals. 1704 0
Used. 1701.3
Matters not pro\ ided for. 102.3
Means of egress
Aisles and aisle accessways. 1012.0
Arrangement. 1006.2
Buildings with one exit. 1010 3. Table 1010.3
Capacity. 1009.0
Corridors. 1011.0
Corridors and passageuass. required width for.
1011.3. 1012.0
Definition. 202.0
Doors, revolving. 1018.0
Doorways. 1011.4.2. 1014.8. 1017.0. 1018.0. 1019 2. i
Elevator and escalator restrictions. 1006.6
Exit signs. 1023 0
Exterior exit stairways. 1014.12
Fire escapes, 1025.0
From places of assembly. 1 006.2.2
General provisions. 1001.0
Hardware. 1017 4
Hazards to. 1005.0
Horizontal exits, 1019 0
Interior exit stairways. 1014.0
Length of travei. 1006.5
Level of exit discharge passagewavs and lobbies.
1020.0
Lighting, 1024.0
Location and type of. 1006 0
Maintenance of exits, 1028.0
Number of exits required, 1010 0
Occupant load. 1008.0
Opening protectives. 1011.4
Passageways and corridors 1011.0
Prohibited use, 1005.0
Ramps. 1016.0
Slidescapes. 1026.0
Smokeproof enclosure. 1015 0
Spiral stairways. 1014.6.4
Stairway, construction. 1014.9
Through adjoining spaces. 1006.2.1
To roof. 1027.0
Mechanical ventilation (see Ventilation)
Membrane structures
Definition. 202.0
General. 3103.1
Metal siding
Corrosion protection, 1405.3.8
Thickness. 1403.3
Mezzanines
Definition. 202.0
General. 505.0
Miscellaneous buildings
Use Group U. utility and miscellaneous. 5 12.0
Miscellaneous signs. 3 102.0
Mixed uses. 313.0
Mobile units, requirements. 420 0
Modification of code provisions
By board of appeals. 122.0
Of area. 506.0
Of height. 504.0
Variations, 105.6. 106.2. 1064
Written. 106.2.1
Mortar. 2105 7.2112.0
Motion picture film storage. 4 1 1 i
Motion picture projection and screening rooms. 4 1 1
Motion picture screening rooms. 41 i. 6
Motion picture studios. 4117
Moved structures. 3407 0
Multiple dwelling
Definition (see Dwellings). 202.0
Use Group R-2. residential. 3 10.0
Nails
Fastening schedule. 2305.2. Table 2305 2
New materials or methods of construction
Alternative materials and methods of construction.
106.4. 1701.0
Board of adjustments and appeals. 121.1
Noncombustible construction
Definition. 202.0
General 603.0
Noncombustible material (see Definitions). 202.0.
704.4 1 j
Notices
Board of appeals meeting. i2i.3
Of violations. 1 16 1
Of work starting. 108 9
Posting occupancy load. 1003.2. 1003.3
Postmg permits. 108 8
Stop work order. 1 17.0
Unsafe buildinas.l 19.3.1 19.4.120. 1
o
Occupancy
Certificate of. 120.0
Change m occupancy. 3405.0
Covered by code. 102.0
Definition, 202.0
Occupant load
Allowances, 1008.0, Table 10(
Definition. 202.0
Maximum, 1008.1 5
Posted. 1003.3
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819
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Occupiable room, definition, 202.0
Office buildings
Use Group B, business, 304.0
Oil storage, 2801.2
Open parking structures
Height and area, 406.4
Protective railings. 406.5
Type of construction permitted, 406.2
Use Group S-2, storage, low-hazard. 31 1.0
Wheel guards required, 406.6
Openings
Exterior opening protectives, 706.0
Horizontal protection, 705.3
In fire partitions. 7110
In floors, 713.3
In shaft enclosure walls. 710.3.1
On or near exterior stairways, 1014. 12.2
Protected with fire doors or windows. 704.3
Vertical protection. 705.5
Ordinary repairs. 3401.2
Oriel window
Definition, 202.0
Materials. 3203.2
Owner
Definition, 202.0
Responsibility, 1401.2
Paint
Of formed steel, 2206.4
Of structural steel, 2203.5
Spraying and spray booths, 419.0
Storage, 419.2.3
Panel walls
Glass block, 21 15.0
Thickness. 1404.6
Panels
Stressed skin, 2313.2
Panic hardware, on exit doors, 1017.4
Parapet wall, 705.6, 707.5
Parking structure, open (see Open parking structures)
Particleboard
Definition, 202.0
Requirements, 2308.0, 3606.1 1
Party walls
Affected by excavations, 33 10.0
Construction of, 707.0
Continuity, 707.5
Definition (see Walls), 202.0
Parapets required, 707.5
Size and construction of openings, 708.2
Passageways
Corridors, 1011.0
Horizontal exits, 1019.0
Lobbies as exits, 1020.3
Obstructions prohibited, 1028.1
Pedestrian walkways, 3 106.0
Penalties and violations, provided by code, 1 18.0
Penthouse
Definition. 202.0
General requirements, 1510.3
Permits
Action on applications, 111.1
Amendments to, 110 14
Application for, 110.4. 110.13. 110.14
Approval in part, 1 10.2.2
Awnings, 3205.1
Conditions of, 111.0
Definition, 202.0
Electrical, Chapter 27
Examination of drawings, 108.5
Expiration, 110.14
Fees, 114.0
For awnings and canopies. 3205. 1
Issued upon affidavits. 1 10. 12
Posting of. 111.14
Records to be kept 106.6, 106 7
Required, 107 1
Revoked, 111 12
Signs, 3102.4
Suspension of. 108.2
Temporary, 110.2.1
Time limitation, 1 10. 14
To demolish buildings 1 12.0
To move buildings. 3407 0
Validity. 103.0
Valuations, 112.0
Petroleum storage
Flammable and combustible liquids, 417.0. 418.0
Liquefied petroleum gases, 418.3.3
Piers
Isolated masonry, 2 1 10.0
Piles
Cast-in-place concrete, 1820.0
Composite, 1823.0
Foundations, 1816.0
Loads allowable, 1817 0
Precast concrete. 1821.0
Special. 1824.0
Steel pipe and tubular. 1819.0
Structural steel. 1818.0
Timber. 1822.0
Pipe
Columns, concrete-filled, 19 12.0
Piles, 1819 0
Plans and specifications
Approval of, 108.5
Changes in, 107.1
Required, 107.5, 107.6
Plastering and lathing
Application, interior, 2505.1
Exterior, 3607.3.6
Fireresistance requirements, 721.0
General requirements, 2505 0. 2506.0
Gypsum plaster, 2505.0
Interior lathing and gypsum plastering, 2505.0,
3607.2.2
Materials. 2505.0
Portland cement stucco, 2506.0
820
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
INDEX
Plastics
Approval for use, 2601.3
Approved. 2601.2
Bathroom accessories, 2604 .7
Definition, 202.0
Design and installation. 2604.0
Fastenings. 2604.0
Foam, 803 3.1.2603.0
Glazing of unprotected openings. 2606.0
Interior finish and trim. 803 0
Light-diffusing systems. 2604.5
Of signs, 3102.64 2
Partitions, 2604.6
Roof panels. 2607.0
Scope and use. 260 1 1
Skylights. 2608.0
Structural requirements. 2604.2
Thermoplastics, definition. 202.0, 2604. 1
Thermosetting, definition. 202.0. 2604.1
Veneer. 2605.1
Wall panels exterior. 2605. 1
Platforms
Construction of. 412 4
Fire suppression, 4 12.6
Plenums, 1005 7, 2805.0
Plot plan, required. 110.10
Plumbing
Certificate of approval. 2904.3
Existing, 2908.0
Permits, 2904.0
Plans and specifications, 2902.0, 2904. 1. 2904.2
Sewer and water supply data, 3404.0
Violations. 2904.5
Water supply systems. 2905.0
Plywood. 2307.0. 3607.3.3. 3606.10
Portable signs. 3102.14
Positive heat supply, definition. 202.0
Posting
Occupant load. 1003.3
Permits. 111.14
Unsafe building. 121.0
Projecting signs. 3 1 02. 10
Projection rooms
Construction of. 4 1 1 .2
General requirements, 41 1.0
Ventilation of, 411.3
Projections from buildings
Awnings and canopies. 3203 9. 3205.0
Projections
Balconies and stairs. 3203 8
Bay windows, 3203.7
Below sidewalk, 3202 2
Belt courses, 3203.4
Cornices and eaves, 3203.3
General. 3201.1
In alleys. 3204.0
Marquees, 3203.11
Signs, 119.0.3102.11.3202 10
Special and temporary. 3204.0
Street encroachments. 3202.0
Street projections, permissible, 3203.0
Yard and court. 1213.0
Protected construction
Definition, 202.0
Protection against corrosion
Formed steel, 2206.4
Structural steel, 2203.5
Protection against dampness
Of crawl spaces. 1210.2
Of foundation walls, 1813.0
Protection against decay and termites, 23 1 1 0. 3603.22
Protection during construction
During wrecking. 3304.0
Of adjoining property, 3308 0
Of excavation. 33 10.0
Protection of exterior openings
Of exterior wall. 706.0. 718.0
Of fire wall opening. 708.0
Public assembly
Use Group A. assembly, 303 0
Public way, definition. 202.0
Q
Qualifications
Of board of appeals, 121.2.1
R
R. use group, residential. 3 10.0
Radio antennas and towers, 3 108.0. 3 109 0
Rafters
Grade of lumber. 3608.2
Railings (see Handrails)
Ramps. 1016 0
Ratproofing. 1215.0
Recesses (see Masonry and Walls)
Records
Of decisions, 121.6
Of departments, 104.7
Recreation buildings
Use Group A. assembly. 303.0
Reductions, live load. 1608.0
Refineries
Use Group H. high-hazard. 307 0
Reformatories
Use Group 1-3, institutional. 308 0
Refuse, chutes, 2807.0
Refuse vaults. 2808.0
Reinforced
Definition, concrete, 202.0
Foundation walls, concrete, 1812.3.1
Grouted masonry. 3606.7.3
Gypsum concrete. 2504 0
Hollow-unit masonry. 3606 5 1.2.2. 3606.7.4
Masonry, foundation wails. 1812 3.2
Walls. 1812.0
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821
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Reinforced concrete (also see Concrete)
Definition (see Concrete), 202.0
Design, 1901 1
Footings, 181 10
Gypsum, 2504.0
Pipes in, 1909.3
Removal
Of buildings and structures, 121.3
Of waste during construction, 3313.0
Repair
Of existing buildings, 107.1.1,3401.2,3404.0
Of unsafe buildings or structures. 121.0
Permit not required, 107.1.1
To roofs of existing buildings, 15 12.0
Repair shops, motor vehicle
Definition (see Garage, public), 202.0
Public garages, 408.0
Use Group S-l. storage, moderate-hazard. 31 1.0
Residential buildings
Sound transmission control, 1214 0
Use Group R 310.0
Restaurants
Use group A-3, assembly, 303.0
Restrictions
Area, 503.2
Height, 503.3
On employees, 104.5
Special occupancy. 401.0
Retail stores
Use Group M. mercantile, 309.0
Retaining wall
Definition (see Walls), 202.0
Design, 1825.2
General, 1825.1
Guardrails for, 1825.5
Reviewing stands , 1013.0
Revocation of permit, 111.12
Revolving doors. 1018.0
Right of entry, 113.4
Risers for stairways (see Stairwavs)
Roof construction
As required by type of construction, 603.0. 604.0.
605.0,606.0
Builtup, 3609.7
Cooling towers. 1510.8
Covering, 1503.0, 3609.0
Definition of roof structure. 202 0
Drainage, 3608. 1.3
Fireresistance requirements. Table 602
Flashing, 3607.3.8
Loads, 1609.0, 1611.0
Mansard or ordinary construction, 510.5
Of approved plastics, 2604.1, 2607.0
Parapets above, 705.6, 707.5
Ponding 1609.5
Stadiums, 714.2
Wind loads, 1611.0
Wood construction, 2305. 15
Roof covering
Classified, 1506.0
General. Chapter 15
Roof signs, 3102.8
Roof structures. 1510.0
Roofing repairs on existing buildings. 15 12.0
Room size, 3603.7
Rooming houses
Use Group R residential, 3 10.0
Rubbish chutes. 2807 0
Rubble stone foundation walls. 1812.3.4
Rule-making authority
Promulgated by code official, 108.0
Rust protection
For formed steel, 2206.4
For structural steel. 2203.5
S, use group, storage. 3110
Safe loads on soil. 1804 0
Safeguards during construction, 3301.0
Safety devices for window cleaning, 3 1 10.0
Sanitariums
Use Group i-2. institutional. 308 0
Scale of plans, 107.5
Schools
Use Group E. educational. 305.0
Scope of code
General 101.0
Screening rooms, motion picture, 411.0
Screens for skylights, 2404.3
Scuttle
Scuttle size and construction. 15 10.2
Seating
Aisles and, 1012.0
Folding and telescopic, 1013.0
Seismic (earthquake) design
Concrete. 1903.0. 1904.0
Foundations. 1810.2.1. 1815.2, 1816.3, 1816.11.1.
1818.3. 1819.3.1. 1820.1.2.1. 1820.5.4, 1821.3.5.
1821.3.6. 1824.3
Inspection related to, 1705.3.3.2, 1705.4.5. 1705.9.
1705.10. 1705.11
Loads. 1612.0
Masonry, 2101.2. 2104.0
Soils, 1802.1.1, 1805.2,1805.3
Steel, 2203.2. 2203.2.1, 2204.0, 2206.3, 2207.2.1
Wood, 2305.8, 2305.9, 2306.0
Shaft
Definition, 202.0
General, 710.0
Shall, definition, 202.0
Sheathing
Floor. 2307.3. 1.2307.3.2
General requirements for. 2307.0. 2308.0, 2309.0
Roof, 2305. 15. 1, 2307.3. 1, 2308.4
Subfloor, 2307.3.3
Wall, 2305.13
Shed
Sidewalk, 3304.4
822
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
INDEX
Shingles and shakes
Asphalt shingles, 3609 .3
Materials. 1507.0
Metal, 3609.5
Slate, 3609.4
Tile, clay, or concrete, 3609.6
Wood shakes, 3609.9
Shutters
Shutters on exterior wall openings, 718 0
Sidewalks
Bridge, 3304.3
Elevated pedestrian walkways, 3 1 06.0
Siding, 3607.3.2
Minimum material requirements. 1403.3
Signs
Alley, 119.2.4
Alterations to, 119.0
Banner and cloth. 3102.12.1
Definition. 202.0
Design loads, 3 102.6, 3 102. 10 4
Doors, 1017 4.1, 1017.4.1.2
Exemptions, 31024.3
Existing, 102.2
Extending over curb prohibited, 3 102. 10.2
For exits. 1023.0
General requirements. 3 102.6
Ground. 3 102.7
Identification. 3102.83
Illuminated, 3 1 02.6.3, 3 1 02. 1 3
Inspection of. 3102.5.4
Maintenance, 3 102.5.2
Marquee. 3102.11
Miscellaneous^ 102. 12
Permits for, 3102.4
Plans and specifications, 3102.4
Plastics for, 3102.6.4.2. 2601.2
Pole, 3102.7
Projecting, 3102.2
Roof, 3102.8
Temporary, 3102.12
Unsafe, unlawful, 119 0
Wall, 3102.9
Windloads,1611.0,3102.6.1
Skylights
General, 2404.0, 3603.20.5
Plastic, 2601.2, 2608.1
Slidescapes, 202.0,1026 0
Smoke detection, 3603.16.3
Smokeproof enclosure, 202.0. 1015.0
Snow load 1610.0,3603.1.5
Soil
Bearing, allowable, 1804.0, 1805.0
Bearing capacity, 1804.0,1 805.0
Prepared fill, 1705.9, 1804.3.2
Soils report, 1804.1, 1804.1.1
Tests, 1802.0. 1803.0
Sound stages, motion picture, 411.0
Sound transmission control in residential buildings
Air-borne noise, 1214.2
Scope, 1214.1
Structure-bome sound, 1214.3
Spans
Allowable, 3605.2.3, 3608.2.4
Special fireresistance requirements
For grade floor protection, 1 006. 3 1
For residential buildings. 313.3
Spray painting
Booths, 419.2 1
Construction requirements for booths, 419.2. 1
Fire protection, 419.3
Rooms 419.2.2
Sprinklers (also see Automatic fire suppression systems)
Area increase permitted. 506.3
Capacity of means of egress, width permitted 1009 0.
Table 1009.2
General requirements. 901.0. 906.0
Length of travel, increase permitted. 1006.5
Outside. 706.2
Where required, 904. 1
Stadiums
Roof construction. 714.2
Use Group A-5, assembly. 303.6
Stages
Construction, 412.3
Curtain, proscenium. 412 3.6
Definition. 412.2
Fire suppression, 4 12.6
Proscenium wall. 412.3.5
Rooms, accessory. 412.5
Standpipes, 412.7
Ventilation of. 412 3 8
Stairways
Access to roof. 1027.0
Circular. 3603 13.6
Definition, 202.0
Door to stairway. 1014.8
Enclosures, exterior. 1014.12.2
Enclosures, interior. 1014.1 1
Exterior. 1014.12
Fire escapes, 1025.0
Guardrails. 1014.7, 1021.0
Handrails. 1014.7. 1022.0
Headroom clearance. 10144.3 60313. 3
Illumination, 3603 13.7
Landings, width. 1014.3.2.1014.5
Means of egress, 1010.2.1014.0
Means of egress lighting. 1024.0
Rise between landings. 1014.5
Slidescapes, 1026.0
Spiral, 1014.6.4. 3603.13 5
Treads and risers. 1014.1.1.1014.6,3603.13.2
Width, 1014.3, 3603. 13. i
Wmders. 1014 6.3. 3603.13.4
Standards, referenced, which governs, 101.6, 102.4
Standby power systems. 2707.0
Standpipes
Definition, 202.0
During construction. 3305.3
Water supply. 914.0
Where required. 9 14.0
Starting work
Notice to building official, 108 9
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823
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Steel, construction
Cast-iron construction, 2209.0
Cast-steel construction, 2208.0
Definition, 202.0
Fire escapes, 1025.0
Grillages in footings, 1809.0
Joists, open-web construction, 2205.0
Light gage and formed steel construction, 2206.0
Painting, 2203.5
Reinforcing, 2105.9.3, 2105.9.4, 2208.0
Special steel, 2207.0
Structural, 2203.0
Steel pipes
Concrete-filled. 1819.1, 1819.5
Stone
Cast, 2105.3
Foundation walls, 1812.3.4
Natural, 2105.3
Veneer, 1405.5.6
Stop work orders, 1 19.0
Storage
Of combustible dusts, grain processing and storage.
418.3.1
Of flammable liquids. 418.3.2
Of liquefied petroleum gas, 418.3.3
Use Group S, storage, 311.0
Stor%' above grade, definition. 202.0
Street
Definition. 202.0
Encroachments. 3202.0
Permissible projections, 3203.0
Structural clay tile, 2105.2
Structural glass block. 2115.1
Structural panels, wood. Chapter 23
Structural requirements for plastics. 2604.2
Structural steel (see Steel, construction)
Structure
Definition, 202.0
Unsafe, 121.0
Stucco, 2506.0
Swimming pools
Definition, 421.2
Design and construction, 421.5
Hot tub, 421.2, 421.10
Permit and plans, 421.3
Safety precaution, 42 1 .9, 42 1 . 1 0
Spa, 421.2, 421.10
Water supply treatment and drainage system, 42 1 .6
Tanks
Storage of flammable liquids, 418.3.2
Storage of liquefied petroleum gas. 418.3.3
Telescopic seating, 1013.0
Television antennas and towers, 3 108.0, 3 109.0
Temporary
Buildings or structures, 1 10.2, 3 104.0
Electrical use, 2705.0
Occupancy, 120.3
Permits. 111.0
Safeguards, 120.1
Signs, 3102.12
Stairs, 3314.1
Termination of approval for temporary buildings,
110.2.3
Tents, air-supported structures, requirements, 3 104.0
Termite protection
Approved pressure preservative treatment of wood,
2311.0
Tests
Fireresistance. 704 1 1
Flameresistance, 802.0
General, Chapter 1 7
New materials and devices. 1701.2
Of construction equipment, 3303.0
Of fire protection systems. Chapter 9
Pile capacity, 1817.0
Prefabricated construction, 1703 3
Procedure for soil. 1 803 .3
Soil bearing values. 1804.0
Structural steel unit. 2203.0
Ties veneer, 3607.3.7.2.1
Theaters
Aisles. 1012.0
Use Group A-l, assembly, 303.2
Thermal insulating materials, 722.0
Thermoplastics, accepted, 2604.0, 2606.3
Thermosetting plastics, accepted. 2604.0
Towers
Cooling, 1510.8
Radio and television, requirements. 3 108.0
Wind, loads. 1611.0,3108 4
Travel, 'length of, to exits, 1006 5
Treads, stairs. 3402.2
Trim, exterior, 1406.0
Trim, interior (see Interior finish and trim)
Trusses
Individual encasement, 714.1
Roof slabs and arches, 714.4
Roofs, 20 feet or higher, 7 14.3
Wood construction, 2305.14, 2305.15, 3605.2.10,
3608.2.11
Tunnel flame spread test, 1 702 4. 1
Types of construction
Type 1, noncombustible, 603.0
Type 2, noncombustible, 603.0
Type 3, noncombustible/combustible, 604.0
Type 4, heavy timber, 605.0
Type 5, combustible. 606.0
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780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
INDEX
U
U. use group, utility and miscellaneous, 312 0
Underground structures, 405.0
Underpinning, 3309.3
Unfixed pressure vessels, 2801.2
Unlimited area, buildings. 507.0
Unsafe structures, 121.0
Unusable space. 713.1.2
Use Group
Doubtful classification, 302. 1
Classification, 302.0
Mixed use classification. 313.0
Utilities public, discontinuance of
In demolition of structures. 112.0
Validity
Of code, 104.0
Vapor retarder. 722.3.1, 1403.3
Vaults, refuse, 2808.0
Veneers
Height of, for frame buildings, 1405.5. 1
Masonry, 1405.5, 1405.6, 3607.3.7
Metal. 1405.4
Plastic. 1404.6
Stone and tile, 1405.5.6
Structural glass, 1405.7
Wall facings and. 1403.3
Weather resistance, 1403.3,3607.3.2
Ventilation
Attics. 1210.1
Court requirements for, 1212.0
Crawl space, 1210.2
Definition, 202.0
For existing buildings, 3400.6
Garages. 408.5
General requirements. 1201.0
Mechanical, 1209.0
Motion picture projection rooms, 411.3
Natural. 1208.0
Roof, 3608.6
Windows. 1208.2
Vertical openings
Conveyor openings, 3009. 1
Enclosures, 710.4, 710.5
Violations and penalties
Abatements, 118.5
Notice of, 118.6
Penalties. 118.4
Stop work, 119.0
Unsafe building 121.0
w
Walkways, pedestrian, 3 1 06.0
Wall signs, 3102.9
Wallboard (also see Sheathing)
Fiberboard, 2309.0
For frame construction. 2305. 1 3
Gypsum. 2503 0. 3607.2.3
Hardboard. 1403.3
Particleboard. 2308.0
Wood structural panel, 2307.0
Walls (also see Masonry)
Basement, 3604.4
Bearing, chases and recesses in. 21 13 1
Bearing, lateral bracing of, 2108 2
Bearing, wood frame construction. 2305.4
Bonding of, 21 10.0, 21 11.0
Bracing. 3606.2.9
Concrete masonry units. 2 105 1
Construction. 3606.2.3
Corbeled and projecting masonry. 2 1 12.2
Definition. 202.0
Deflection, 3607.3
Design for wind on vertical surfaces, 1611.0
Ducts in fireresistance rated walls. 717.0
Enclosures for theater stages, 412.2
Exterior protection. 3607.3
Fire and party. 707.0
Fire partitions, 71 1.0
Fire separation, 709.0
Fire wall openings. 708 0
Fireplace, 3610.4.3
Foundation walls, 1812 0
Glass block, 2115.0
Hollow. 2105. 1,2105 2
Hollow panels, thickness of, 1404 6
Masonry wall construction, 2113.1
Panel. 1404.6
Parapet. 705.6, 707.5
Penthouse, 1510.3
Plain concrete, 1901.2
Proscenium. 412.3.5
Protection of exterior openings in. 706.0
Reinforced concrete, 1901. 1,1910.0
Reinforced concrete walls, 1812.3.1
Retaining, 1825.0
Roof structure, 1510.0
Shaft enclosure, 710.3.1
Smoke barriers, 712.0
Stone foundation, 1 8 12.3.4
Thickness of panel. 1404.6
Veneers, glass, 1405.7
Veneers, metal, 1405.4
Veneers, plastic, 2605.0
Veneers thickness of, 1403.3
Veneers thin and tile, 1405.5 6
Warehouse
Use Group S, storage, 31 1.0
Waste chutes. 2807.0
Waste to be removed, 33 13.0
Water
Supply, definition, 202.0
Supply for plumbing, 2905.0
Tanks, 1510.7
Waterproofing of exterior structural elements, 1813.0
Waterproofing of foundation walls, 1813 4.2, 3604.6
9/19/97 (Effective 2/28/97) - corrected 780 CMR - Sixth Edition
825
780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS
THE MASSACHUSETTS STATE BUILDING CODE
Welding
Inspection, 1705.3.3.2
Width
Aisles, 1012.0
Lobbies used as an exit element. 1020.3
Means of egress doors, 1017.3
Stair exit doors, 1014.8.1
Units of exit width, 1009. 1
Wind load design Zoning
Buildings. 1611.0
Definition, 202.0, see Load
Glass, 2403.1
Radio and television towers. 3108.4
Signs, 1611.12, 3102.6.1
Winders, 1014.6.3
Windows
'Bay, 1406.5
Cleaning safeguards, 3 1 10.0
Dormer, 1 5 10.6
Fire, 718.0
Fireresistive design, 718.1
Glass area required. 1206.2,1208.2
Required for light and ventilation, 1205.0
Wired glass
In fireresistive doors and windows, 719.0
Wood construction
Bearing walls, 2305.4
Bracing, 2305.7
Bridging, 2305.14.2
Cambering, 2301.1
Cornices, 1406.2.2
Cutting and notching, 2305.3
Designated type of. 606. 1
Fiberboards, 2309.0
Fireretardant-treated, 707.5.2, 2310.0
Flashing, 1405 3.10
Floor sheathing, 2307.3. 1
Floors, 3605.2
Foundation anchorage, 2305. 16
Foundation, general, 1812.0. 3604.4.3, 3604.5.2
Framing around flues and chimneys. 2304 1 1
Heavy timber construction, 2304.0
Nailing, 1405.3 7,2305.2
Nonhealing walls, 2305.5
Piles. 1822.0
Plywood, 2307.0
Prefabricated 1-joists, 23 13.5
Protection near grade, 23 11.4
Roof-ceiling, 3608.2
Roof sheathing. 2305. 15. 1. 2307.3. 1
Shear walls. 2502.0
Sheathing lath, 2305.13.2
Shingles and shakes. 1506.3, 1507.2.8, 1507.2.9.
3609.8.3609.9
Spans for plywood sheathing. 2307.3
Stressed skin panels, 23 13.2
Structural glued-larmnated timber. 23 13.1
Structural members, 2303 0
Structural panels. 2307.0
Stud spacing, 2307.3.5
Subfloors. 2307.3 3
Trusses. 3605.2.10. 3608.2. 1 1
Veneer, height of. 1405.5.1
Veneer, masonry, 1405 5
Veneer, metal, 1405 4
Wall sheathing. 2305. 13. 3606.2
Weatherboarduig, exterior, 1403.3
Work
Stan. 111.15
Stop order. 119 0
Workmanship. 117.0
Written notice
Definition, 202.0
Yard
Definition, 202.0
Obstruction of, 1213 0
Permissible encroachments. 1213.2
Yard svstem fire mains. 916 0
826
780 CMR - Sixth Edition corrected - 9/19/97 (Effective 2/28/97)
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