87CSR4
1 TITLE 87
LEGISLATIVE RULE
STATE FIRE COMMISSION
SERIES 4
STATE BUILDING CODE
§87-4-1. General.
1.1. Scope. ~ This rule establishes the
standards considered necessary by the State Fire
Commission for the safeguarding of life and
property and to ensure compliance with the
minimum standards of safe construction of all
structures erected or renovated throughout this
state.
1.2. Authority. -- W. Va. Code §29-3-5b.
1.3. Filing Date. -- March 23, 2007.
1.4. Effective Date. -- April 1,2007.
1.5. Incorporation of other Documents: This
rule does not include a reprinting of all the
requirements imposed by statute or by the
incorporation of various nationally recognized
standards and codes cited in Subsection 4.1 of
this rule. For ascertaining these additional
standards and requirements, it is necessary to
make reference to the other documents.
§87-4-2. Definitions.
2.1. "ANSI" means "American National
Standards Institute, 25 West 43^^^ St., Fourth
Floor, New York, NY 10036.
2.2. "ASTM" means American Society of
Testing and Materials.
2.3. "Fire Commission" means the thirteen
(13) appointed members of the West Virginia
State Fire Commission.
2.4. "Fire marshal" means the West Virginia
State Fire Marshal and/or his or her designated
representatives.
2.5. "Local jurisdiction" means municipal
or county level government.
2.6. "ICC" or "International" means
"International Code Council", 5203 Leesburg
Pike, Suite 600, Falls Church, Virginia 22041-
3401.
2.7. "NFPA" means "National Fire
Protection Association", 1 Batterymarch Park,
P O. Box 9101, Quincy, MA 02269-9101.
2.8. "State Building Code" means the entire
contents of this rule and the referenced national
standards and codes.
2.9. "State Fire Code" means the entire
contents of State Fire Commission, State Fire
Code, 87CSR1, and the referenced standards and
codes.
§87-4-3. Conflicts.
3.1. Whenever there is a conflict between
the State Fire Code and the State Building Code,
the State Fire Code takes precedence.
3.2. Whenever there is a conflict between
the International Plumbing Code requirements
of the State Building Code and the rules of the
West Virginia State Department of Health and
Human Resources, the rules of the Department
of Health and Human Resources take
precedence.
3.3. Whenever there is a conflict between
the State Building Code and statutory laws of
the State of West Virginia, the laws of the State
of West Virginia take precedence.
§87-4-4. National Standards and Codes.
4.1. The standards and requirements as set
out and as published by the International Code
Council, and American National Standards
Institute, and the National Fire Protection
87CSR4
Association as listed in this subsection, have the
same force and effect as if set out verbatim in
this rule.
4.1.1. The 2003 edition, International
Building Code, Sixth Printing, with the
following exceptions:
4. 1.1. A. Provided; that the section
entitled "Fire Prevention" and identified as
Section 101.4.6 is deleted and not considered to
be apart of this rule.
4.I.I.B. Further provided that the
entire section entitled "Board of Appeals" and
identified as Section 112 is deleted and replaced
with the following:
Section 112 Board of Appeals
112.3 Qualifications. The board of
appeals shall consist of five members, with up to
three alternates, who are qualified by experience
and training to pass on matters pertaining to
building construction and are not employees of
the jurisdiction. They may include, but are not
limited to, a WV Registered Professional
Architect or Engineer, or a WV Licensed
General Building, Residential, Electrical, Piping,
Plumbing, Mechanical or Fire Protection
Contractor, with at least 10 years experience,
five of which shall be in responsible charge of
work.
4.1.2. The 2003 edition of the
International Plumbing Code, Fifth Printing.
4.1.3. The 2003 edition of the
International Mechanical Code, Fourth Printing.
4.1.4. The 2003 edition of the
International Fuel Gas Code, Fifth Printing, with
the following substitution:
Section 404.9 Underground piping
systems shall be installed a minimum depth of
12 inches (305 mm) below grade. If the
minimum depth cannot be maintained, the
piping system shall be installed in conduit or
shielded in an approved manner.
4.1.5. The 2003 edition of the
International Property Maintenance Code,
Second Printing. This Code may be rejected at
the option of the local jurisdiction.
4. 1.5. A. This code may be adopted
by the local jurisdiction without requiring
adoption of the other national codes and
standards listed in this section.
4.1.6. The 2003 edition of the
International Energy Conservation Code, Fifth
Printing.
4.1.7. The 2003 edition of the
International Residential Code for One and Two
Family Dwellings, Seventh Printing, with the
following substitutions:
Section G2415.9 (404.9) Minimum
Burial Depth. Underground piping systems shall
be installed a minimum depth of 12 inches (305
mm) below grade. If the minimum depth cannot
be maintained, the piping system shall be
installed in conduit or shielded in an approved
manner.
Section R303.6. 4.1 Light Activation -
The control for activation of the required interior
stairway lighting shall be accessible at the top
and bottom of each stairway without traversing
any steps. The illumination of exterior stairways
shall be controlled from inside the dwelling unit.
Exceptions: 1. Lights that are continuously
illuminated or automatically controlled. 2.
Interior stairways consisting of less than three
steps.
Section R 311.4.3 Landings at doors -
Where a stairway of two or fewer risers is
located on the exterior side of a door, other than
the required exit door, a landing is not required
for the exterior side of the door.
Section R311.5.3 Stair Treads and
Risers
311.5.3.1 Riser Heights - The maximum
riser height shall be eight and one-quarter (8 % )
inches.
87CSR4
311.5.3.2 Tread Depth - The minimum
tread depth shall be nine (9) inches.
Section R403. 1.7.1: Building
Clearances From Ascending Scopes is not
applicable to this rule.
Section R403. 1.7.1:
From Descending Slope
applicable to this rule.
Footings Setbacks
Surfaces is not
4.1. 7.A Chapter 11 of the 2003
edition of the International Residential Code for
One and Two Family Dwellings, Seventh
Printing, entitled "Energy Efficiency", is deleted
and not considered to be a part of this rule. In
lieu thereof, the following standards are adopted
and made a part of this rule:
Chapter 11
Energy Efficiency
Section Nil 01
Nl 101.1 Performance Objective
To provide cost-effective, energy-related requirements for design and construction of the building thermal
envelope and heating- ventilating-air conditioning (HVAC) systems for one- and two-family dwellings.
N1101.2 Building Thermal Envelope
The minimum required installed R-value or maximum required U-value for all elements in the building
thermal envelope (fenestration, roof/ceiling, opaque wall, floor, slab edge, crawl space wall, and basement
wall) shall be determined by Table Nil 01, based on the building type and the climate zone where the
building is located. Alternative compliance based on heat loss/gain calculations or systems analysis shall
comply with Section Nil 01.
TABLE Nl lOlPRESCRIPTIVE BUILDING ENVELOPE REQUIREMENTS
BUILDING
LOCATION
MAXIMUM
U-VALUE
MINIMUM INSULATION
ZONE
HDD
FENESTRATION
ROOF/
CEILING
FRAME
WALL S3
MASS
WALLS
FLOOR OVER
OUTDOOR AIR OR
UNCONDITIONED
SPACE
SLAB
EDGE
WIDTH/
DEPTH
CRAWL
SPACE
WALL
BASE MENT
WALL
I
0-1,499
ANY
R-I9
R-II
R-4
R-II
R-0
R-0
R-0
2
1,500
-2,999
0.90
R-22
R-I3
R-5
R-I3
R-0
R-4
R-0
3
3,000-
3,999
0.75
R-26
R-I3
R-6
R-I3
R-4,
2 FT
R-5
R-0
4
4,000-
4,999
0.65
R-26
R-I3
R-7
R-I3
R-4
2 FT
R-8
R-4
5
5,000-
6,999
0.55
R-30
R-I3
R-8
R-I9
R-4,
2 FT
R-8
R-4
6
7,000-
8,999
0.45
R-30
R-I3
R-8
R-I9
R-5,
2 FT.
R-8
R-8
7
9,000-
12,999
0.40
R-38
R-I9
R-I4
R-I9
R-8,
4 FT.
R-IO
R-8
87CSR4
NOTES:
1 . Building envelopes must also meet the air infiltration requirements of Section Nl 1 1 .
2. Insulation materials shall be installed in accordance with the manufacturers instructions.
3. The sum of the R- values of cavity insulation and sheathing shall be used to determine the installed R-
value.
4. For slabs that incorporate heating ducts or pipes in climates above 1,000 HDD, add R-2 to the table
values.
5. The required R- value shall extend down to design frost depth in Zones 4 and 5, and down to the
basement floor in zones 6 and 7.
NllOl. 3 Floors
Nl 101 .3. 1 Floors Over Outdoor Air or Unconditioned Areas - Floors over outdoor air or unconditioned
areas shall meet the minimum R- value for Floor Over Outdoor Air or Unconditioned Space in Table
Nil 01, based on the climate zone where the building is located.
NllOl.3.2 Slabs-on-Ground - Slabs- on- ground, or slabs 12 inches or less below finished grade, shall
meet the minimum R- value and depth/width dimension for Slab Edge in Table Nil 01, based on the
climate zone where the building is located. The required R- value shall be applied to the exterior or
interior of the foundation wall. Exterior insulation shall extend downward from the top of the slab and/or
horizontally outward until the distance indicated in Table NllOl is reached. Interior insulation shall
extend from the top of the slab downward and/or horizontally inward until the distance indicated in Table
NllOl is reached. All horizontal insulation extending outward from the slab shall be covered by at least
10 inches of soil. The top edge of insulation installed between the exterior wall and the interior slab shall
be permitted to be cut at a 45° angle to allow the concrete surface to extend to the wall. Slab edge
insulation shall not be required in areas of "very heavy" termite infestation probability, in accordance with
the Termite infestation Probability Map in Figure R-301.2 (6).
N1101.4 WALLS
Nl 101 .4. 1 Wall Insulation - Opaque walls and band joists exposed to outside air or to unconditioned
space shall meet the minimum R- value for Frame Wall or Mass Wall in Table NllOl, based on the wall
type and the climate zone where the building is located. For Frame walls, the sum of the R- values of
cavity insulation and insulated sheathing shall be used to determine the installed R- value. Walls exposed
to unconditioned space shall have an R- value of R-13 when the minimum required R- value for the wall
type in Table NllOl exceeds R-13.
NllOl. 4. 2 Wood Frame Walls - Where insulated sheathing is used on wood frame walls in areas not
otherwise required to have structural sheathing, the entire opaque wall shall be considered to be covered
with the insulated sheathing for purposes of determining compliance with the minimum R-value for
Frame Wall in Table NllOl.
NllOl. 4. 3 Steel Frame Walls - When steel framing is used, insulated sheathing with an R-value not less
than R-2. 5 in Zones 3 and 4 (3,000 - 4,999 HDD), R-5 in Zone 5 (5,000 - 6,999 HDD) and R-10 in
Zones 6 and 7 (7,000 - 12,999 HDD) shall be installed in addition to the minimum required R-value for
Frame Wall in Table NllOl.
87CSR4
NllOl.4.4 Mass Walls - Masonry or concrete walls having a mass greater than or equal to 30 pounds per
cubic foot (pcf), solid wall walls having a mass greater than or equal to 20 pcf, and any other walls having
a heat capacity greater than or equal to 6 Btu/ftY 2° shall be considered mass walls. Mass walls with
exterior insulation or mass walls with integral insulation (insulation and mass mixed, such as log walls)
shall be permitted to meet the Mass Wall criteria in Table NllOl based on the building type and the
climate zone where the building is located. The R- value of mass walls with integral insulation shall be
based on consideration of all elements of the wall assembly. Other mass walls shall meet the frame wall
criteria for the building type and the climate zone where the building is located, based on the sum of the
R- values of interior and exterior insulation.
NllOl.4.5 Crawl Space Walls - All walls enclosing crawl spaces where the floor above the crawl space
is not insulated in accordance with Table NllOl shall meet the minimum R- value for Crawl Space Wall in
Table NllOl, based on the climate zone where the building is located. The required R- value shall be
applied to the inside or outside of the crawl space wall. The insulation shall extend downward from the
sill plate to the level of the inside ground surface.
NllOl. 4. 6 Basement Walls - All basement walls enclosing conditioned space shall meet the minimum R-
value for Basement Wall in Table NllOl, based on the climate zone where the building is located. The
required R- value shall be applied on the inside or outside of the basement wall from the sill plate down to
the design frost depth in Climate Zones 4 and 5, and to the basement floor in Zones 6 and 7. Buildings
having basement walls with a maximum average exposure not greater than 12 inches above the adjacent
grade, and having high efficiency equipment meeting the requirements specified in Table Nil 01. 4. 6
based on the climate zone where the building is located, are not required to meet the minimum R- value
for Basement Wall in Table NllOl.TABLE NllOl.4.6
EQUIPMENT TRADE-OFF FOR BASEMENT WALL INSULATION
BUILDING
LOCATION
GAS FURNACE WITH CENTRAL AIR
CONDITIONING
AIR SOURCE HEAT PUMP
Zone
HDD
Minimum AFUE
Minimum HSPF
1-3
0-3,999
—
—
4-5
4,000 -
6,999
88
7.8
6-7
7,000-
12,999
90
8.0
NllOl. 4. 5 Masonry Veneer - When insulation is placed on the exterior of a slab edge, crawl space wall,
or basement wall supporting masonry veneer, the horizontal surface supporting the veneer shall not be
required to be insulated.
NllOl. 4. 6 Protection of Foundation Insulation - Exposed insulating materials applied to the exterior of
foundation walls shall be protected to prevent degradation of thermal performance. The protection shall
extend at least 6 inches below finished grade. Plastic foam insulation used below grade shall comply with
ASTM C578.
NllOl. 5 FENESTRATION
Nil 01. 5. 1 Labeling - The U- value of fenestration products (windows and glazed doors) shall be
indicated on a label affixed to these products by the manufacturer or, where such values are not indicated,
the U- value shall be determined in accordance with Table Nl 101.5.1.
87CSR4
TABLENllOl.5.1
ASSUMED U- VALUE FOR WINDOWS AND GLAZED DOORS
FRAME MATERIAL AND PRODUCT TYPE
SINGLE GLAZED
DOUBLE GLAZED
Metal Without Thermal Break
1.13
0.70
Metal with Thermal Break
1.07
0.63
Reinforced Vinyl/Metal- Clad Wood/
Wood/Vinyl Fiberglass
0.90
0.55
NllOl.5.2 Windows - For elements within the building thermal envelope, up to 6 square feet of glazed
areas is exempt from the maximum required U- value in Table Nl 101.5. 1
Nl 101 .5.3 Skylights - Minimum skylight requirements will be as follows:
Zone 1 (0-1, 499 HDD): Any skylight is permitted.
Zones 2, 3 (1,500 - 3,999 HDD): Any double glazed skyhght is permitted; and
Zones 4 and above (4,000 HDD and above): Any double glazed skylight with a wood, vinyl or fiberglass
frame. Metal clad frames will be permitted.
NllOl.5.4 Opaque Doors - Opaque doors shall have a maximum U- value of 0.39 or minimum R- value
of 2.5. When the U- value of the door is not provided by the manufacturer, it shall be determined in
accordance with Table Nil 01. 5.1. One opaque door per dwelhng unit shall be permitted to be exempt
from this U- value requirement.
TABLENllOl.5.4
ASSUMED R- VALUE FOR NON-GLAZED DOORS
DOOR CONSTRUCTION
WITH FOAM CORE
WITHOUT FOAM CORE
Steel Doors (1 % inches thick)
0.35
0.60
Wood Doors (1 % inches thick)
Without Storm Door
With Storm Door
Panel
Hollow core flush
Solid core flush
0.54
0.46
0.40
0.36
0.32
0.26
N1101.6 ROOFS AND CEILINGS
Roof/ceiling assemblies, including ceilings below unconditioned attics and cathedral ceilings, shall meet
the minimum R- value for Roof/Ceiling in Table NllOl, based on the climate zone where the building is
located. Insulation can be compressed or reduced at eaves to accommodate roof framing or ventilation.
Exception: R-30 shall be required for cathedral ceilings whenever the required R-value for Roof/Ceiling
in Table NllOl exceeds R-30.
Nil 02 MOISTURE CONTROL
In all framed walls, floors and roof/ceilings comprising elements of the building thermal envelope, an
approved vapor retarder having a maximum rating of 1.0 perm shall be installed on the warm-in- winter
side of the insulation.
87CSR4
Exception:
1 . Where the insulated cavity of space is ventilated to allow moisture to escape.
2. In hot and humid climate areas.
Nil 03 AIR INFILTRATION
The building envelope shall be designed and constructed to limit air infiltration to the conditioned area of
the dwelling. All elements comprising the building thermal envelope, including all exterior joints, seams,
or penetrations, shall be caulked, gasketed, taped or covered with moisture vapor permeable sheathing
paper or house wrap on the exterior. All windows and doors installed in the building thermal envelope
shall be weatherstripped, gasketed, or caulked.
Nil 04 HVAC SYSTEMS
Nl 1 04- 1 HVAC AND WATER HEATING APPLIANCES
HVAC and service water heating appliances shall be labeled as complying with minimum efficiency
requirements specified by the National Appliance Energy Conservation Act of 1987 and regulations
adopted thereunder by the U. S. Department of Energy.
Nil 04-2 CONTROLS
Each heating, cooling, or combination heating and cooling system shall be provided with at least one
adjustable thermostat for the regulation of temperature.
Nil 04-3 AIR HANDLING DUCT SYSTEM
Nl 104-3. 1 DUCT SEALING - All supply and return ducts located outside the building thermal envelope
shall have joints sealed with gaskets, mastics, tapes installed in accordance with the manufacturers
instructions, or by other approved methods.
Nl 104-3.2 DUCT INSULATION - Minimum required duct insulation for all supply and return ducts
located in unconditioned space shall be R-5 in all climatic zones.
Nil 04-4 HEATING AND COOLING PIPING INSULATION
All HVAC system piping carrying fluids with a temperature less than 55°F or greater than 120°F shall
have minimum insulation thickness of V2 inch.
Nil 05 ALTERNATIVE COMPLIANCE
N1105-1 HEAT GAIN/HEAT LOSS CALCULATIONS
Alternative compliance with the requirements of Table NllOl shall be permitted to be determined
through a heat gain or heat loss calculation as follows: the required R- value or U- value of an element in
the building thermal envelope in Table NllOl may be increased or decreased, provided the total heat gain
or loss for the entire building does not exceed the total resulting from conformance to the values specified
in Table NllOl.
N1105-2 SYSTEMS ANALYSIS
Alternative compliance with the requirements of this chapter shall be permitted to be determined through
the use of a systems analysis using a standard design in accordancewith Table NllOl, and Section Nil 04.
87CSR4
A proposed design complies with this chapter if it has a projected annual energy use for heating, cooling
and service water heating not greater than the energy use of the standard design, calculated in accordance
with accepted engineering practices. Energy use for both homes shall be calculated based on the same
assumptions and building location. The standard design shall have the same floor area, envelope
component areas, building orientation, glazing orientation, door areas, and building geometry as the
proposed design.
4.1.8. The 2003 ICC/ANSI A117.1
American National Standards for Accessibility
& Usable Buildings & Facilities, First Printing.
4.1.9. The 2003 International Existing
Building Code, Third Printing, with the
following exception:
4. 1.9. A. Omit reference to
International Fire Code and substitute NFPA
Life Safety Code 2003 Edition.
4. 1. 10. The 2005 edition of the National
Electric Code, NFPA 70.
§87-4-5. Exceptions.
The following structures are not subject to
inspection by local jurisdictions:
Group U utility structures and storage sheds
comprising an area not more than 150 sq. ft.
which have no plumbing or electrical
connections and are used only for residential
storage purposes. (Examples include sheds that
are for the residential storage of lawnmowers,
tools, bicycles or furniture.) Not included are
those utility structures and storage sheds which
have plumbing or electrical connections are a
non-residential use or for the storage of
explosives or other hazardous or explosive
materials.
§87-4-6. Availability of Code Books.
A copy of the codes listed in Subsection 4. 1 of
this rule have been filed with the Secretary of
State. These code books, collectively or
separately, may be obtained by contacting the
International Code Council, 4051 West
Flossmoor Road, Country Club Hills, Illinois
60478-5795, 1-888-422-7233, or the ICC Store,
1-800-786-4452.
§87-4-7. Adoption by Local Jurisdiction.
7.1. Each local jurisdiction adopting the
State Building Code shall notify the State Fire
Commission in writing. The local jurisdiction
shall send a copy of the ordinance or order to the
State Fire Marshal, West Virginia State Fire
Commission, 1207 Quarrier Street, 2nd floor,
Charleston, West Virginia 25301, within thirty
(30) days of adoption.
7.2. Each local jurisdiction which adopts
the State Building Code is responsible for the
enforcement of the building code as provided in
West Virginia Code 7-l-3n and 8-12-13.
7.3. Throughout the national codes, adopted
in subsection 4.1 of this rule, there are
discretionary provisions or amendments which
require further action by the adopting local
jurisdiction in order to adapt these codes to
various local conditions. The appendices are not
a part of the code and must also be adopted by
the local jurisdiction to be enforceable. It is
therefore the intent of this rule to further
authorize each local jurisdiction to further
complete, by order or ordinance, those
respective areas which are indicated to be
completed by the adopting "jurisdiction" and
any of the appendices the local jurisdiction
wishes to adopt.
7.4. Within the penalty sections of each of
the national codes, adopted in Section 4.1 of this
rule, there is a penalty for imprisonment. The
provision of imprisonment for any violation of
this rule is optional with each adopting local
jurisdiction.
7.5. Each of the national codes adopted in
subsection 4.1 of this rule provides for a
separate appeals board. However, the intent and
requirements for an appeal board may be met
with the creation by the local jurisdiction of a
single appeals board for the entire "State
Building Code."
87CSR4
§87-4-8. Existing Building Codes.
8.1. All building codes which have been
adopted by local jurisdictions prior to the
passage of W. Va. Code §29-3-5b, in 1988, are
null and void.
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2003 International Building Code^
First Printing: December 2002
Second Printing: June 2003
Third Printing: November 2003
Fourth Printing: March 2004
ISBN # 1-892395-56-8 (soft)
ISBN # 1-892395-55-X (loose-leaf)
ISBN # 1-892395-79-7 (e-document)
COPYRIGHT © 2002
by
INTERNATIONAL CODE COUNCIL, INC.
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PRINTED IN THE U.S.A.
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Internationally, code officials recognize the need for a modem, up-to-date building code addressing the design and installation of
building systems through requirements emphasizing performance. The International Building Code®, in this 2003 edition, is de-
signed to meet these needs through model code regulations that safeguard the public health and safety in all conmiunities, large and
small.
This comprehensive building code establishes minimum regulations for building systems using prescriptive and perfor-
mance-related provisions. It is founded on broad-based principles that make possible the use of new materials and new building de-
signs. This 2003 edition is fully compatible with all the International Codes ("I-Codes") published by the International Code
Council (ICC), including the ICC Electrical Code, International Energy Conservation Code, International Existing Building Code,
International Eire Code, International Fuel Gas Code, International Mechanical Code, ICC Performance Code, International
Plumbing Code, International Private Sewage Disposal Code, International Property Maintenance Code, International Residen-
tial Code, International Urban-Wildland Interface Code Sind International Zoning Code.
The International Building Code provisions provide many benefits, among which is the model code development process that of-
fers an international forum for building professionals to discuss performance and prescriptive code requirements. This forum pro-
vides an excellent arena to debate proposed revisions. This model code also encourages international consistency in the application
of provisions.
De¥©[]@p[nni©[niti
The first edition of the International Building Code (2000) was the culmination of an effort initiated in 1997 by the ICC. This in-
cluded five drafting subcommittees appointed by ICC and consisting of representatives of the three statutory members of the Inter-
national Code Council: Building Officials and Code Administrators International, Inc. (BOCA), International Conference of
Building Officials (ICBO) and Southern Building Code Congress International (SBCCI). The intent was to draft a comprehensive
set of regulations for building systems consistent with and inclusive of the scope of the exisdng model codes. Technical content of
the latest model codes promulgated by BOCA, ICBO and SBCCI was utilized as the basis for the development, followed by public
hearings in 1997, 1998 and 1999 to consider proposed changes. This 2003 edition presents the code as originally issued, with
changes approved through the ICC Code Development Process through 2002. A new edition such as this is promulgated every three
years.
With the development and publication of the family of International Codes in 2000, the continued development and maintenance
of the model codes individually promulgated by BOCA ("BOCA National Codes"), ICBO ("Uniform Codes") and SBCCI ("Stan-
dard Codes") was discontinued. This 2003 International Building Code, as well as its predecessor — the 2000 edition, is intended to
be the successor building code to those codes previously developed by BOCA, ICBO and SBCCI.
The development of a single set of comprehensive and coordinated family of International Codes was a significant milestone in
the development of regulations for the built environment. The timing of this pubhcation mirrors a milestone in the change in struc-
ture of the model codes, namely, the pending Consolidation of BOCA, ICBO and SBCCI into the ICC. The activities and services
previously provided by the individual model code organizations will be the responsibility of the Consolidated ICC.
This code is founded on principles intended to establish provisions consistent with the scope of a building code that adequately
protects public health, safety and welfare; provisions that do not unnecessarily increase construction costs; provisions that do not re-
strict the use of new materials, products or methods of construction; and provisions that do not give preferential treatment to particu-
lar types or classes of materials, products or methods of construction.
AdoptiooT]
The International Building Code is available for adoption and use by jurisdictions internationally. Its use within a governmental
jurisdiction is intended to be accomplished through adoption by reference in accordance with proceedings establishing the jurisdic-
tion's laws. At the time of adoption, jurisdictions should insert the appropriate information in provisions requiring specific local in-
formation, such as the name of the adopting jurisdiction. These locations are shown in bracketed words in small capital letters in the
code and in the sample ordinance. The sample adoption ordinance on page v addresses several key elements of a code adoption ordi-
nance, including the information required for insertion into the code text.
The International Building Code is kept up to date through the review of proposed changes submitted by code enforcing officials,
industry representatives, design professionals and other interested parties. Proposed changes are carefully considered through an
open code development process in which all interested and affected parties may participate.
2003 INTERMATDOMAL BUDLDDiMG CODE® odd
PREFACE
The contents of this work are subject to change both through the Code Development Cycles and the governmental body that en-
acts the code into law. For more information regarding the code development process, contact the Code and Standard Development
Department of the International Code Council.
While the development procedure of the International Building Code assures the highest degree of care, ICC and the founding
members of ICC — BOCA, ICBO, SBCCI — their members and those participating in the development of this code do not accept any
hability resulting from compliance or noncompliance with the provisions because ICC and its founding members do not have the
power or authority to police or enforce compliance with the contents of this code. Only the governmental body that enacts the code
into law has such authority.
Letter Designations in Front of Section Numbers
In each code development cycle, proposed changes to this code are considered at the Code Development Hearing by the Interna-
tional Building Code Development Committee, whose action constitutes a recommendation to the voting membership for final ac-
tion on the proposed change. Proposed changes to a code section whose number begins with a letter in brackets are considered by a
different code development committee. For instance, proposed changes to code sections which have the letter [F] in front (e.g., [F]
1001 .3), are considered by the International Fire Code Development Committee at the Code Development Hearing. Where this des-
ignation is applicable to the entire content of a main section of the code, the designation appears at the main section number and title
and is not repeated at every subsection in that section.
The content of sections in this code which begin with a letter designation is maintained by another code development committee
in accordance with the following: [E] = International Energy Conservation Code Development Committee; [EB] = International Ex-
isting Building Code Development Committee; [EL] = ICC Electrical Code Development Committee; [F] = International Fire Code
Development Committee; [M] = International Mechanical Code Development Committee; [P] = International Plumbing Code De-
velopment Committee; [PC] = ICC Performance Code Development Committee; [PM] = International Property Maintenance Code
Development Committee; [RBE] = International Residential Code Building and Energy Development Committee; [RMP] = Inter-
national Residential Code Mechanical/Plumbing Development Committee; [UW] = International Urban- Wildland Interface Code
Development Committee; and [Z] = International Zoning Code Development Committee.
yarginai IVlarkings
Solid vertical lines in the margins within the body of the code indicate a technical change from the requirements of the 2000 edi-
tion. Deletion indicators ( ^ ) are provided in the margin where a paragraph or item has been deleted.
Chapter 10 user note: Chapter 10 of the code has been reorganized from the 2000 edition as a result of an approved code change
proposal. This resulted in a renumbering of the chapter from nine sections to 25. The presentation of text predominantly follows that
of the 2000 edition; however, the section numbers have been revised. Marginal markings are included at each section number but
have not been included to reflect the subsection renumbering. A comprehensive 2000/2003 Chapter 10 section number cross index
is posted on the ICC website at www.intlcode.org.
2003 SNTERNATtONAL BUILDING CODE®
The International Codes are designed and promulgated to be adopted by reference by ordinance. Jurisdictions wishing to adopt the
2003 International Building Code as an enforceable regulation governing structures and premises should ensure that certain fac-
tual information is included in the adopting ordinance at the time adoption is being considered by the appropriate governmental
body. The following sample adoption ordinance addresses several key elements of a code adoption ordinance, including the infor-
mation required for insertion into the code text.
THE iNTERI^ATI
An ordinance of the [JURISDICTIION] adopting the 2003 edition of the International Building Code, regulating and governing the
conditions and maintenance of all property, buildings and structures; by providing the standards for supplied utilities and facilities
and other physical things and conditions essential to ensure that structures are safe, sanitary and fit for occupation and use; and the
condemnation of buildings and structures unfit for human occupancy and use and the demohtion of such structures in the
ICTBON]; providing for the issuance of permits and collection of fees therefor; repealing Ordinance No. of the
and all other ordinances and parts of the ordinances in conflict therewith.
The [GOVERMSMG BODY] of the [JURISDICTION] does ordain as follows:
SectloE loThat a certain document, three (3) copies of which are on file in the office of the [TITLE ©F JURISDICTION'S KEEPER OF
RECORDS] of [NAME OF JURISDICTION], being marked and designated as the International Building Code, 2003 edition, includ-
ing Appendix Chapters [FILL IN THE APPENDIX CHAPTERS BEING ADOPTED] (see International Building Code Section 101.2.1,
2003 edition), as published by the International Code Council, be and is hereby adopted as the Building Code of the
[JURISDICTION], in the State of [STATE NAME] for regulating and governing the conditions and maintenance of all property, build-
ings and structures; by providing the standards for supplied utihties and faciUties and other physical things and conditions essential
to ensure that structures are safe, sanitary and fit for occupation and use; and the condemnation of buildings and structures unfit for
human occupancy and use and the demolition of such structures as herein provided; providing for the issuance of permits and col-
lection of fees therefor; and each and all of the regulations, provisions, penalties, conditions and terms of said Building Code on
file in the office of the [JURISDICTION] are hereby referred to, adopted, and made a part hereof, as if fully set out in this ordinance,
with the additions, insertions, deletions and changes, if any, prescribed in Section 2 of this ordinance.
SecMom 2. The following sections are hereby revised:
Section 101.1. Insert: [NAME OF JURISDICTION]
Section 1612.3. Insert: [NAME OF JURISDICTION]
Section 1612.3. Insert: [DATE OF ISSUANCE]
Section 3410.2. Insert: [DATE IN ONE LOCATION]
SectioE 3. That Ordinance No. of [JURISDICTION] entitled [FILL IN HERE THE COMPLETE TITLE OF THE ORDINANCE OR
ORDINANCES IN EFFECT AT THE PRESENT TIME SO THAT THEY WILL BE REPEALED BY DEFINITE MENT50IS31 and all other ordi-
nances or parts of ordinances in conflict herewith are hereby repealed.
Sectlom 4o That if any section, subsection, sentence, clause or phrase of this ordinance is, for any reason, held to be unconstitu-
tional, such decision shall not affect the validity of the remaining portions of this ordinance. The [GOVERNING BODY] hereby de-
clares that it would have passed this ordinance, and each section, subsection, clause or phrase thereof, irrespective of the fact that
any one or more sections, subsections, sentences, clauses and phrases be declared unconstitutional.
Sectlom 5. That nothing in this ordinance or in the Building Code hereby adopted shall be construed to affect any suit or proceeding
impending in any court, or any rights acquired, or liability incurred, or any cause or causes of action acquired or existing, under any
act or ordinance hereby repealed as cited in Section 2 of this ordinance; nor shall any just or legal right or remedy of any character
be lost, impaired or affected by this ordinance.
Sectlom 6o That the [JURISDICTION'S KEEPER OF RECORDS] is hereby ordered and directed to cause this ordinance to be pub-
lished. (An additional provision may be required to direct the number of times the ordinance is to be pubhshed and to specify that it
is to be in a newspaper in general circulation. Posting may also be required.)
7o That this ordinance and the rules, regulations, provisions, requirements, orders and matters established and adopted
hereby shall take effect and be in full force and effect [TIME PERIOD] from and after the date of its final passage and adoption.
2003 INTERNATIONAL BUILDING CODE® v
vi 2003 INTERNATSONAL BUILDING CODE®
•
meu
CHAPTER 1 ADMINISTRATION. » » . . , . , . . o » « . . . 1
Section
101 General 1
102 Applicability 1
103 Department of Building Safety 2
104 Duties and Powers of Building Official 2
105 Permits 3
106 Construction Documents 5
107 Temporary Structures and Uses 6
108 Fees 6
109 Inspections 7
1 10 Certificate of Occupancy 7
1 1 1 Service Utilities 8
1 12 Board of Appeals 8
113 Violations 8
1 14 Stop Work Order 8
115 Unsafe Structures and Equipment 9
CHAPTER 2 DEFINITIONS . o,.o .... o, ...... o. 11
Section
201 General 11
202 Definitions 11
CHAPTER 3 USE AND OCCUPANCY
CLASSIFICATION ............... 23
Section
301 General 23
302 Classification 23
303 Assembly Group A 24
304 Business Group B 26
305 Educational Group E 26
306 Factory Group F 26
307 High-Hazard Group H 27
308 Institutional Group I 34
309 Mercantile Group M 36
310 Residential Group R 36
311 Storage Group S 36
312 Utility and Miscellaneous Group U 37
CHAPTER 4 SPECIAL DETAILED
REQUIREMENTS BASED ON
USE AND OCCUPANCY .......... 39
Section
401 Scope 39
402 Covered Mall Buildings 39
403 High-Rise Buildings 41
404 Atriums 43
405 Underground Buildings 43
406 Motor- Vehicle-Related Occupancies 44
407 Group 1-2 48
408 Group 1-3 49
409 Motion Picture Projection Rooms 50
410 Stages and Platforms 51
411 Special Amusement Buildings 53
412 Aircraft- Related Occupancies 54
413 Combustible Storage 55
414 Hazardous Materials 56
415 Groups H-1, H-2, H-3, H-4 and H-5 59
416 Application of Flammable Finishes 71
417 Drying Rooms 72
418 Organic Coatings 72
CHAPTER 5 GENERAL BUILDING
HEIGHTS AND AREAS ........... 73
Section
501 General 73
502 Definitions 73
503 General Height and Area Limitations 73
504 Height Modifications 75
505 Mezzanines 75
506 Area Modifications 76
507 Unlimited Area Buildings , 76
508 Special Provisions 77
CHAPTER <S TYPES OF CONSTRUCTION ...... 81
Section
601 General 81
602 Construction Classification 81
603 Combustible Material in Types I and II
Construction 82
CHAPTER 7 FIRE=RESISTANCE=EATED
CONSTRUCTION ........,,....,, §S
Section
701 General 85
702 Definitions 85
703 Fire-Resistance Ratings and Fire Tests 86
704 Exterior Walls 87
705 Fire Walls 90
706 Fire Barriers 92
707 Shaft Enclosures 93
708 Fire Partitions 95
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709 Smoke Barriers 96
710 Smoke Partitions 96
711 Horizontal Assemblies 96
712 Penetrations 97
713 Fire-resistant Joint Systems 99
714 Fire-resistance Rating of Structural Members ... 99
715 Opening Protectives 100
716 Ducts and Air Transfer Openings 103
717 Concealed Spaces 107
718 Fire-resistance Requirements for Plaster 108
719 Thermal- and Sound-Insulating Materials 109
720 Prescriptive Fire Resistance 109
721 Calculated Fire Resistance 110
CHAPTER 8 INTERIOR FINISHES o ..... o. o o . 157
Section
801 General 157
802 Definitions 157
803 Wall and Ceiling Finishes 157
804 Interior Floor Finish 160
805 Decorations and Trim 160
CHAPTER 9 FIRE PROTECTION SYSTEMS ... 163
Section
901 General 163
902 Definitions 163
903 Automatic Sprinkler Systems 166
904 Alternative Automatic
Fire-Extinguishing Systems 170
905 Standpipe Systems 171
906 Portable Fire Extinguishers 173
907 Fire Alarm and Detection Systems 173
908 Emergency Alarm Systems 180
909 Smoke Control Systems 181
910 Smoke and Heat Vents 189
911 Fire Command Center 191
CHAPTER 10 MEANS OF EGRESS. ............ 193
Section
1001 Administration 193
1002 Definitions 193
1003 General Means of Egress 194
1004 Occupant Load 195
1005 Egress Width 196
1006 Means of Egress Illumination 197
1007 Accessible Means of Egress 197
1008 Doors, Gates and Turnstiles 199
1009 Stairways and Handrails 204
1010 Ramps 206
1011 Exit Signs 207
1012 Guards 208
1013 Exit Access 209
1014 Exit and Exit Access Doorways 210
1015 Exit Access Travel Distance 211
1016 Corridors 212
1017 Exits 213
1018 Number of Exits and Continuity 213
1019 Vertical Exit Enclosures 214
1020 Exit Passageways 216
1021 Horizontal Exits 216
1022 Exterior Exit Ramps and Stairways 217
1023 Exit Discharge 217
1024 Assembly 219
1025 Emergency Escape and Rescue 223
CHAPTER 11 ACCESSIBILITY 225
Section
1 101 General 225
1 102 Definitions 225
1 103 Scoping Requirements 225
1 104 Accessible Route 226
1 105 Accessible Entrances 227
1 106 Parking and Passenger Loading Facilities 228
1107 Dwelling Units and Sleeping Units 228
1 108 Special Occupancies 231
1 109 Other Features and Facilities 233
1 1 10 Signage 236
CHAPTER 12 INTERIOR ENVIRONMENT ..... 239
Section
1201 General 239
1202 Definitions 239
1203 Ventilafion 239
1204 Temperature Control 240
1205 Lighfing 240
1206 Yards or Courts 241
1207 Sound Transmission 241
1208 Interior Space Dimensions 241
1209 Access to Unoccupied Spaces 242
1210 Surrounding Materials 242
CHAPTER 13 ENERGY EFFICIENCY .......... 243
Section
1301 General 243
VSII
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CHAPTER 14 EXTEMOM WALLS «. .......... o 245
Section
1401 General 245
1402 Definitions 245
1403 Performance Requirements 245
1404 Materials 246
1405 Installation of Wall Coverings 246
1406 Combustible Materials on the
Exterior Side of Exterior Walls 250
1407 Metal Composite Materials (MCM) 251
CHAPTER 15 ROOF ASSEMBLIES AND
ROOFTOP STRUCTURES. ....... 253
Section
1501 General 253
1502 Definitions 253
1503 Weather Protection 253
1504 Performance Requirements 254
1505 Fire Classification 254
1506 Materials 255
1507 Requirements for Roof Coverings 255
1508 Roof Insulafion 264
1509 Rooftop Structures 264
1510 Reroofing 265
CHAPTER 16 STRUCTURAL DESIGN ......... 267
Section
1601 General 267
1602 Definitions 267
1603 Construction Documents 269
1604 General Design Requirements 270
1605 Load Combinations 273
1606 Dead Loads 274
1607 Live Loads 274
1608 Snow Loads 279
1609 Wind Loads 283
1610 Soil Lateral Load 298
1611 Rain Loads 298
1612 Flood Loads 299
1613 Earthquake Loads Definitions 301
1614 Earthquake Loads — General 302
1615 Earthquake Loads — Site Ground Motion 303
1616 Earthquake Loads — Criteria Selection 325
1617 Earthquake Loads — Minimum Design
Lateral Force and Related Effects 329
1618 Dynamic Analysis Procedure for the
Seismic Design of Buildings 338
1619 Earthquake Loads Soil-Structure
Interaction Effects 338
1620 Earthquake Loads — Design, Detailing
Requirements and Structural Component
Load Effects 338
1621 Architectural, Mechanical and Electrical
Component Seismic Design Requirements . . 342
1622 Nonbuilding Structures Seismic Design
Requirements 342
1623 Seismically Isolated Structures 343
CHAPTER 17 STRUCTURAL TESTS AND
SPECIAL INSPECTIONS. ........ 345
Section
1701 General 345
1702 Definitions 345
1703 Approvals 345
1704 Special Inspections 346
1705 Quality Assurance for Seismic Resistance 353
1706 Quality Assurance for Wind Requirements .... 354
1707 Special Inspections for Seismic Resistance .... 355
1708 Structural Testing for Seismic Resistance 356
1709 Structural Observations 357
1710 Design Strengths of Materials 357
1711 Alternative Test Procedure 357
1712 Test Safe Load 357
1713 In-Situ Load Tests 358
1714 Preconstruction Load Tests 358
1715 Material and Test Standards 359
CHAPTER 18 SOILS AND FOUNDATIONS ..... 361
Section
1801 General 361
1802 Foundation and Soils Investigations 361
1803 ExcavaUon, Grading and Fill 362
1804 Allowable Load-Bearing Values of Soils 363
1805 Footings and Foundations 364
1806 Retaining Walls 372
1807 Dampproofing and Waterproofing 372
1808 Pier and Pile Foundations 373
1809 Driven Pile Foundations 378
1810 Cast-in-Place Concrete Pile Foundafions 381
1811 Composite Piles 384
1812 Pier Foundations385
CHAPTER 19 CONCRETE .................... 387
Section
1901 General 387
1902 Definitions 387
1903 Specifications for Tests and Materials 388
1904 Durability Requirements 389
2003 DNTERIMMDONAL BUILDING CODE®
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1905 Concrete Quality, Mixing and Placing 392
1906 Formwork, Embedded Pipes and
Construction Joints 394
1907 Details of Reinforcement 395
1908 Modifications to ACI 318 397
1909 Structural Plain Concrete 398
1910 Seismic Design Provisions 399
1911 Minimum Slab Provisions 400
1912 Anchorage to Concrete — Allowable
Stress Design 400
1913 Anchorage to Concrete — Strength Design 401
1914 Shotcrete 401
1915 Reinforced Gypsum Concrete 402
1916 Concrete-Filled Pipe Columns 403
CHAPTER 20 ALUMINUM 405
Section
2001 General 405
2002 Materials 405
CHAPTER 21 MASONRY . ........ .^ ....... .o, 407
Section
2101 General 407
2102 Definitions and Notations 407
2103 Masonry Construction Materials 410
2104 Construction 414
2105 Quality Assurance 416
2106 Seismic Design 417
2107 Working Stress Design 418
2108 Strength Design of Masonry 419
2109 Empirical Design of Masonry 419
2110 Glass Unit Masonry 425
2111 Masonry Fireplaces 427
2112 Masonry Heaters 431
2113 Masonry Chimneys 431
CHAPTER 22 STEEL 437
Section
2201 General 437
2202 Definitions and Nomenclature 437
2203 Identification and Protection of Steel
for Structural Purposes 437
2204 Connections 437
2205 Structural Steel 439
2206 Steel Joists 439
2207 Steel Cable Structures 439
2208 Steel Storage Racks 439
2209 Cold-Formed Steel 439
2210 Cold-Formed Steel Light Framed Construction. 440
221 1 Cold-Formed Steel Light-Framed Shear Walls . 440
CHAPTER 23 WOOD 445
Section
2301 General 445
2302 Definitions 445
2303 Minimum Standards and Quality 446
2304 General Construction Requirements 449
2305 General Design Requirements for
Lateral-Force-Resisting Systems 457
2306 Allowable Stress Design 463
2307 Load and Resistance Factor Design 470
2308 Conventional Light-Frame Construction 472
CHAPTER 24 GLASS AND GLAZING 515
Section
2401 General 515
2402 Definitions 515
2403 General Requirements for Glass 515
2404 Wind, Snow, Seismic and Dead Loads on Glass .515
2405 Sloped Glazing and Skylights 523
2406 Safety Glazing 524
2407 Glass in Handrails and Guards 526
2408 Glazing in Athletic Facilides 526
2409 Glass in Floors and Sidewalks 526
CHAPTER 25 GYPSUM BOARD
AND PLASTER. 529
Section
2501 General 529
2502 Definifions 529
2503 Inspection 529
2504 Vertical and Horizontal Assemblies 529
2505 Shear Wall Construction 529
2506 Gypsum Board Materials 530
2507 Lathing and Plastering 530
2508 Gypsum Construction 530
2509 Gypsum Board in Showers and
Water Closets 531
2510 Lathing and Furring for Cement
Plaster (Stucco) 532
25 1 1 Interior Plaster 532
2512 Exterior Plaster 533
2513 Exposed Aggregate Plaster 533
CHAPTER 26 PLASTIC , 535
Section
2601 General 535
2602 Definitions 535
2003 iNTERNATIONAL BUILDING CODE®
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2603 Foam Plastic Insulation 535
2604 Interior Finish and Trim 538
2605 Plastic Veneer 538
2606 Light-Transmitting Plastics 538
2607 Light-Transmitting Plastic Wall Panels 539
2608 Light-Transmitting Plastic Glazing 540
2609 Light-Transmitting Plastic Roof Panels 540
2610 Light-Transmitting Plastic Skylight Glazing ... 541
261 1 Light-Transmitting Plastic Interior Signs 542
CHAPTER 27 ELECTRICAL o « . . = . » . . o , . , o » « . , 543
Section
2701 General 543
2702 Emergency and Standby Power Systems 543
CHAPTER 28 MECHANICAL SYSTEMS . . . o , , . 545
Section
2801 General 545
CHAPTER 29 PLUMBING SYSTEMS. . . . . . . , , o . 547
Section
2901 General 547
2902 Minimum Plumbing Facilities 547
CHAPTER 3® ELEVATORS AND
CONVEYING SYSTEMS . o ....... 551
Section
3001 General 551
3002 Hoistway Enclosures 551
3003 Emergency Operations 551
3004 Hoistway Venting 552
3005 Conveying Systems 552
3006 Machine Rooms 553
CHAPTER 31 SPECIAL CONSTRUCTION ...... 555
Section
3101 General 555
3102 Membrane Structures 555
3103 Temporary Structures 556
3104 Pedestrian Walkways and Tunnels 556
3105 Awnings and Canopies 557
3106 Marquees 558
3107 Signs 558
3108 Radio and Television Towers 558
3109 Swimming Pool Enclosures and Safety Devices 558
CHAPTER 32 ENCROACHMENTS INTO THE
Section
3201 General 561
3202 Encroachments 561
CHAPTER 33 SAFEGUARDS DURING
CONSTRUCTION ............... 563
Section
3301 General 563
3302 Construction Safeguards 563
3303 Demolition 563
3304 Site Work 563
3305 Sanitary 563
3306 Protection of Pedestrians 563
3307 Protection of Adjoining Property 565
3308 Temporary Use of Streets, Alleys and
Public Property 565
3309 Fire Extinguishers 565
3310 Exits 565
3311 Standpipes 565
3312 Automatic Sprinkler System 566
CHAPTER 34 EXISTING STRUCTURES. ... .... 567
Section
3401 General 567
3402 Definitions 567
3403 Additions, Alterations or Repairs 567
3404 Fire Escapes 567
3405 Glass Replacement 568
3406 Change of Occupancy 568
3407 Historic Buildings 568
3408 Moved Structures 568
3409 Accessibility for Existing Buildings 568
3410 Compliance Alternatives 570
APPENDIX A EMPLOYEE QUALIFICATIONS . . 597
Section
AlOl Building Official Qualifications 597
A102 Referenced Standards 597
APPENDIX I
Section
BlOl General 599
2003 INTERMMDONAL BUILDIMG CODE®
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APPENDIX C GROUP U— AGRICULTURAL
BUILDINGS ....... o o ...... o .. .
Section
ClOl General 601
C102 Allowable Height and Area 601
C103 Mixed Occupancies 601
C104 Exits 601
APPENDIX D FIRE DISTRICTS ............... 603
Section
DlOl General 603
D102 Building Restrictions 603
D103 Changes to Buildings 604
D104 Buildings Located Partially in the
Fire District 604
D105 Exceptions to Restrictions in Fire District 604
D106 Referenced Standards 605
APPENDIX E SUPPLEMENTARY ACCESSIBILITY
REQUIREMENTS ............... 607
Section
ElOl General 607
E102 Definitions 607
E103 Accessible Route 607
E104 Special Occupancies 607
El 05 Other Features and Facilities 608
E106 Telephones 608
E107 Signage 609
E108 Bus Stops 610
El 09 Transportation Facilities and Stations 610
El 10 Airports 611
El 1 1 Qualified Historic Buildings and Facilities .... 611
El 12 Referenced Standards 612
APPENDIX F RODENT PROOFING. 613
Section
FlOl General 613
APPENDIX G FLOOD-RESISTANT
CONSTRUCTION ............... 615 '
Section
GlOl Administration 615
G102 Applicability 615
G103 Powers and Duties 615
G104 Permits 616
G105 Variances 616
G201 Definitions 617
G301 Subdivisions 618
G401 Site Improvement 618
G501 Manufactured Homes 618
G601 Recreational Vehicles 618
G701 Tanks 618
G702 Referenced Standards 619
APPEN
Section
HlOl General 621
H102 Definitions 621
H103 Location 621
H104 Identification 621
H105 Design and Construction 621
H106 Electrical 622
H107 Combustible Materials 622
H108 Animated Devices 622
H109 Ground Signs 622
HI 10 Roof Signs 623
Hill Wall Signs 623
HI 12 Projecting Signs 623
HI 13 Marquee Signs 624
HI 14 Portable Signs 624
HI 15 Referenced Standards 624
APPENDIX I PATIO COVERS 625
Section
1101 General 625
1102 Definitions 625
1103 Exterior Openings 625
1104 Structural Provisions 625
APPENDIX J GRADING 627
JlOl General 627
J102 Definitions 627
J 103 Permits Required 627
J104 Permit Application and Submittals 627
J105 Inspections 628
J106 Excavations 628
J107 Fills 628
J108 Setbacks 629
J109 Drainage and Terracing 629
Jl 10 Erosion Control 630
Jill Referenced Standards 630
2003 INTERNATIONAL BUILDING CODE®
CHAPTER 1
ADiiir<ltSTOATE
lOlol Title. These regulations shall be known as the Building
Code of [NAME OF JURISDICTION], hereinafter referred to as
"this code."
lOlol Scope. The provisions of this code shall apply to the con-
struction, alteration, movement, enlargement, replacement, re-
pair, equipment, use and occupancy, location, maintenance,
removal and demolition of every building or structure or any
appurtenances connected or attached to such buildings or struc-
tures.
Exceptnomsi
1 . Detached one- and two-family dwellings and multiple
single-family dwellings (town houses) not more than
three stories above grade plane in height with a sepa-
rate means of egress and their accessory structures
shall comply with the International Residential Code.
2. Existing buildings undergoing repair, alterations or
additions and change of occupancy shall be permitted
to comply with the International Existing Building
Code.
101.2.1 Appemdices. Provisions in the appendices shall not
apply unless specifically adopted.
nances, including ventilating, heating, cooling, air-condi-
tioning and refrigeration systems, incinerators and other en-
ergy-related systems.
, The purpose of this code is to establish the mini-
mum requirements to safeguard the public health, safety and
general welfare through structural strength, means of egress fa-
cilities, stability, sanitation, adequate light and ventilation, en-
ergy conservation, and safety to life and property from fire and
other hazards attributed to the built environment and to provide
□ safety to fire fighters and emergency responders during emer-
gency operations.
101,4 MelFereinicedl codes. The other codes listed in Sections
101.4.1 through 101.4.7 and referenced elsewhere in this code
shall be considered part of the requirements of this code to the
prescribed extent of each such reference.
101.4.1 ElectricaD. The provisions of the ICC Electrical
Code shall apply to the installation of electrical systems, in-
cluding alterations, repairs, replacement, equipment, appli-
ances, fixtures, fittings and appurtenances thereto.
101.4.2 Gas. The provisions of the International Fuel Gas
Code shall apply to the installation of gas piping from the
point of dehvery, gas appliances and related accessories as
covered in this code. These requirements apply to gas piping
systems extending from the point of delivery to the inlet
connections of appliances and the installation and operation
of residential and commercial gas appHances and related ac-
cessories.
The provisions of the International
Mechanical Code shall apply to the installation, alterations,
repairs and replacement of mechanical systems, including
equipment, appliances, fixtures, fittings and/or appurte-
ng. The provisions of the International
Plumbing Code shall apply to the installation, alteration, re-
pair and replacement of plumbing systems, including equip-
ment, appHances, fixtures, fittings and appurtenances, and
where connected to a water or sewage system and all aspects
of a medical gas system. The provisions of the International
Private Sewage Disposal Code shall apply to private sewage
disposal systems.
101.4.5 Property maintemamce. The provisions of the In-
ternational Property Maintenance Code shall apply to ex-
isting structures and premises; equipment and facilities;
light, ventilation, space heating, sanitation, life and fire
safety hazards; responsibilities of owners, operators and oc-
cupants; and occupancy of existing premises and structures.
B. The provisions of the Interna-
tional Fire Code shall apply to matters affecting or relating
to structures, processes and premises from the hazard of fire
and explosion arising from the storage, handling or use of
structures, materials or devices; from conditions hazardous
to life, property or public welfare in the occupancy of struc-
tures or premises; and from the construction, extension, re-
pair, alteration or removal of fire suppression and alarm
systems or fire hazards in the structure or on the premises
from occupancy or operation.
101.4.7 Emergy. The provisions of the International Energy
Conservation Code shall apply to all matters governing the
design and construction of buildings for energy efficiency.
102.1 GemeraB. Where, in any specific case, different sections
of this code specify different materials, methods of construc-
tion or other requirements, the most restrictive shall govern.
Where there is a conflict between a general requirement and a
specific requirement, the specific requirement shall be applica-
ble.
/§. The provisions of this code shall not be
deemed to nulhfy any provisions of local, state or federal law.
102.3 Applkatloii off referemces. References to chapter or sec-
tion numbers, or to provisions not specifically identified by
number, shall be construed to refer to such chapter, section or
provision of this code.
5. The codes and stan-
dards referenced in this code shall be considered part of the re-
quirements of this code to the prescribed extent of each such
reference. Where differences occur between provisions of this
code and referenced codes and standards, the provisions of this
code shall apply.
2003 DNTERNATIIONAL BUIILDBMG CODE®
ADMINISTRATION
102.5 Partial invalidity. In the event that any part or provision
of this code is held to be illegal or void, this shall not have the
effect of making void or illegal any of the other parts or provi-
sions.
102.6 Existing structures. The legal occupancy of any struc-
ture existing on the date of adoption of this code shall be per-
mitted to continue without change, except as is specifically
covered in this code, the International Property Maintenance
Code or the International Fire Code, or as is deemed necessary
by the building official for the general safety and welfare of the
occupants and the public.
SECTION 103
DEPARTMENT OF BUILDING SAFETY
103.1 Creation of enforcement agency. The Department of
Building Safety is hereby created and the official in charge
thereof shall be known as the building official.
103.2 Appointment. The building official shall be appointed
by the chief appointing authority of the jurisdiction.
103.3 Deputies. In accordance with the prescribed procedures
of this jurisdiction and with the concurrence of the appointing
authority, the building official shall have the authority to ap-
point a deputy building official, the related technical officers,
inspectors, plan examiners and other employees. Such employ-
ees shall have powers as delegated by the building official. For
the maintenance of existing properties, see the International
Property Maintenance Code.
SECTION 104
DUTIES AND POWERS OF BUILDING OFFICIAL
104.1 General. The building official is hereby authorized and
directed to enforce the provisions of this code. The building of-
ficial shall have the authority to render interpretations of this
code and to adopt policies and procedures in order to clarify the
appUcation of its provisions. Such interpretations, policies and
procedures shall be in compliance with the intent and purpose
of this code. Such policies and procedures shall not have the ef-
fect of waiving requirements specifically provided for in this
code.
104.2 Applications and permits. The building official shall
receive applications, review construction documents and issue
permits for the erection, and alteration, demolition and moving
of buildings and structures, inspect the premises for which such
permits have been issued and enforce compliance with the pro-
visions of this code.
104.3 Notices and orders. The building official shall issue all
necessary notices or orders to ensure compliance with this
code.
104.4 Inspections. The building official shall make all of the
required inspections, or the building official shall have the au-
thority to accept reports of inspection by approved agencies or
individuals. Reports of such inspections shall be in writing and
be certified by a responsible officer of such approved agency or
by the responsible individual. The building official is autho-
rized to engage such expert opinion as deemed necessary to re-
port upon unusual technical issues that arise, subject to the ap-
proval of the appointing authority.
104.5 Identification. The building official shall carry proper
identification when inspecting structures or premises in the
performance of duties under this code.
104.6 Right off entry. Where it is necessary to make an inspec-
tion to enforce the provisions of this code, or where the building
official has reasonable cause to believe that there exists in a
structure or upon a premises a condition which is contrary to or
in violation of this code which makes the structure or premises
unsafe, dangerous or hazardous, the building official is autho-
rized to enter the structure or premises at reasonable times to in-
spect or to perform the duties imposed by this code, provided
that if such structure or premises be occupied that credentials
be presented to the occupant and entry requested. If such struc-
ture or premises is unoccupied, the building official shall first
make a reasonable effort to locate the owner or other person
having charge or control of the structure or premises and re-
quest entry. If entry is refused, the building official shall have
recourse to the remedies provided by law to secure entry.
L7 Department records. The building official shall keep
official records of applications received, permits and certifi-
cates issued, fees collected, reports of inspections, and notices
and orders issued. Such records shall be retained in the official
records for the period required for retention of public records.
104.8 LlablMty. The building official, member of the board of
appeals or employee charged with the enforcement of this code,
while acting for the jurisdiction in good faith and without mal-
ice in the discharge of the duties required by this code or other
pertinent law or ordinance, shall not thereby be rendered liable
personally and is hereby relieved from personal liability for any
damage accruing to persons or property as a result of any act or
by reason of an act or omission in the discharge of official du-
ties. Any suit instituted against an officer or employee because
of an act performed by that officer or employee in the lawful
discharge of duties and under the provisions of this code shall
be defended by legal representative of the jurisdiction until the
final termination of the proceedings. The building official or
any subordinate shall not be liable for cost in any action, suit or
proceeding that is instituted in pursuance of the provisions of
this code.
104.9 Approved materials and equipment. Materials, equip-
ment and devices approved by the building official shall be con-
structed and installed in accordance with such approval.
104.9.1 Used materials and equipment. The use of used
materials which meet the requirements of this code for new
materials is permitted. Used equipment and devices shall
not be reused unless approved by the building official.
104.10 Modifications. Wherever there are practical difficulties
involved in carrying out the provisions of this code, the build-
ing official shall have the authority to grant modifications for
individual cases, upon application of the owner or owner's rep-
resentative, provided the building official shall first find that
special individual reason makes the strict letter of this code im-
practical and the modification is in compliance with the intent
and purpose of this code and that such modification does not
lessen health, accessibility, life and fire safety, or structural re-
quirements. The details of action granting modifications shall
2003 INTERNATIONAL BUILDING CODE®
•
be recorded and entered in the files of the department of build-
ing safety.
1(0)4.11 Alteraative maternals, desSgmi amdl meltlhods off com-
stmnctnoini audi eqeipMemL The provisions of this code are not
intended to prevent the installation of any material or to pro-
hibit any design or method of construction not specifically pre-
scribed by this code, provided that any such alternative has
been approved. An alternative material, design or method of
construction shall be approved where the building official finds
that the proposed design is satisfactory and comphes with the
intent of the provisions of this code, and that the material,
method or work offered is, for the purpose intended, at least the
equivalent of that prescribed in this code in quality, strength, ef-
fectiveness, fire resistance, durability and safety.
IM.11.1 Eesearclh reports. Supporting data, where neces-
sary to assist in the approval of materials or assemblies not
specifically provided for in this code, shall consist of valid
research reports from approved sources.
1(0)4.11,2 Tests. Whenever there is insufficient evidence of
compliance with the provisions of this code, or evidence that
a material or method does not conform to the requirements
of this code, or in order to substantiate claims for alternative
materials or methods, the building official shall have the au-
thority to require tests as evidence of compliance to be made
at no expense to the jurisdiction. Test methods shall be as
specified in this code or by other recognized test standards.
In the absence of recognized and accepted test methods, the
building official shall approve the testing procedures. Tests
shall be performed by an approved agency. Reports of such
tests shall be retained by the building official for the period
required for retention of public records.
SECTBOM 105
PERiiDTS
KDS.l MeqinSredl, Any owner or authorized agent who intends
to construct, enlarge, alter, repair, move, demoUsh, or change
the occupancy of a building or structure, or to erect, install, en-
large, alter, repair, remove, convert or replace any electrical,
gas, mechanical or plumbing system, the installation of which
is regulated by this code, or to cause any such work to be done,
shall first make application to the building official and obtain
the required permit.
1(0)5.1,1 AmEinal permit. In lieu of an individual permit for
each alteration to an already approved electrical, gas, me-
chanical or plumbing installation, the building official is au-
thorized to issue an annual permit upon application therefor
to any person, firm or corporation regularly employing one
or more qualified tradepersons in the building, structure or
on the premises owned or operated by the applicant for the
permit.
1(155.1.2 Ammaial permit records. The person to whom an
annual permit is issued shall keep a detailed record of alter-
ations made under such annual permit. The building official
shall have access to such records at all times or such records
shall be filed with the building official as designated.
zation for any work to be done in any manner in violation of the
provisions of this code or any other laws or ordinances of this
jurisdiction. Permits shall not be required for the following:
1. One-story detached accessory structures used as
tool and storage sheds, playhouses and similar uses,
provided the floor area does not exceed 120 square
feet (11.15 m2).
2. Fences not over 6 feet (1829 mm) high.
3. Oil derricks.
4. Retaining walls which are not over 4 feet (1219 mm)
in height measured from the bottom of the footing to
the top of the wall, unless supporting a surcharge or
impounding Class I, II or III-A liquids.
5 . Water tanks supported directly on grade if the capac-
ity does not exceed 5,000 gallons (18 925 L) and the
ratio of height to diameter or width does not exceed
2tol.
6. Sidewalks and driveways not more than 30 inches
(762 mm) above grade and not over any basement or
story below and which are not part of an accessible
route.
7. Painting, papering, tihng, carpeting, cabinets, coun-
ter tops and similar finish work.
8. Temporary motion picture, television and theater
stage sets and scenery.
9. Prefabricated swimming pools accessory to a Group
R-3 occupancy, as apphcable in Section 101.2,
which are less than 24 inches (610 mm) deep, do not
exceed 5,000 gallons (18 925 L) and are installed en-
tirely above ground.
10. Shade cloth structures constructed for nursery or ag-
ricultural purposes and not including service sys-
tems.
1 1 . Swings and other playground equipment accessory
to detached one- and two-family dwellings.
12. Window awnings supported by an exterior wall
which do not project more than 54 inches (1372
mm) from the exterior wall and do not require addi-
tional support of Group R-3, as applicable in Section
101.2, and Group U occupancies.
13. Movable cases, counters and partitions not over 5
feet 9 inches (1753 mm) in height.
Electrical I
maimtemainice; Minor repair work, includ-
ing the replacement of lamps or the connection of ap-
proved portable electrical equipment to approved
permanently installed receptacles.
ant. Exemptions from permit
requirements of this code shall not be deemed to grant authori-
is; The provi-
sions of this code shall not apply to electrical equipment
used for radio and television transmissions, but do apply
to equipment and wiring for power supply, the installa-
tions of towers and antennas.
Temporary testing systems: A permit shall not be re-
quired for the installation of any temporary system re-
2003 DNTERMATIONAL BUJLDJMG CODE®
ADIWINISTRATION
quired for the testing or servicing of electrical equipment
or apparatus.
Gasi
1. Portable heating appliance.
2. Replacement of any minor part that does not alter ap-
proval of equipment or make such equipment unsafe.
Mechanical:
1 . Portable heating appliance.
2. Portable ventilation equipment.
3. Portable cooling unit.
4. Steam, hot or chilled water piping within any heating
or coohng equipment regulated by this code.
5. Replacement of any part which does not alter its ap-
proval or make it unsafe.
6. Portable evaporative cooler.
7. Self-contained refrigeration system containing 10
pounds (4.54 kg) or less of refrigerant and actuated by
motors of 1 horsepower (746 W) or less.
Plumbing:
1 . The stopping of leaks in drains, water, soil, waste or
vent pipe provided, however, that if any concealed
trap, drain pipe, water, soil, waste or vent pipe be-
comes defective and it becomes necessary to remove
and replace the same with new material, such work
shall be considered as new work and a permit shall be
obtained and inspection made as provided in this
code.
2. The clearing of stoppages or the repairing of leaks in
pipes, valves or fixtures, and the removal and reinstal-
lation of water closets, provided such repairs do not
involve or require the replacement or rearrangement
of valves, pipes or fixtures.
105.2.1 Emergency repairs. Where equipment replace-
ments and repairs must be performed in an emergency situa-
tion, the permit application shall be submitted within the
next working business day to the building official.
105.2.2 Repairs. Application or notice to the building offi-
cial is not-.required for ordinary repairs to structures, re-
placement of lamps or the connection of approved portable
electrical equipment to approved permanently installed re-
ceptacles. Such repairs shall not include the cutting away of
any wall, partition or portion thereof, the removal or cutting
of any structural beam or load-bearing support, or the re-
moval or change of any required means of egress, or rear-
rangement 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, sewer, drainage, drain leader, gas, soil, waste,
vent or similar piping, electric wiring or mechanical or other
work affecting public health or general safety.
105.2.3 Public service agencies. A permit shall not be re-
quired for the installation, alteration or repair of generation,
transmission, distribution or metering or other related
equipment that is under the ownership and control of pubhc
service agencies by established right.
105.3 Application for permit. To obtain a permit, the appli-
cant shall first file an apphcation therefor in writing on a form
furnished by the department of building safety for that purpose.
Such application shall:
1 . Identify and describe the work to be covered by the per-
mit for which application is made.
2. Describe the land on which the proposed work is to be
done by legal description, street address or similar de-
scription that will readily identify and definitely locate
the proposed building or work.
3. Indicate the use and occupancy for which the proposed
work is intended.
4. Be accompanied by construction documents and other
information as required in Section 106.3.
5. State the valuation of the proposed work.
6. Be signed by the applicant, or the apphcant's authorized
agent.
7. Give such other data and information as required by the
building official.
105.3.1 Action on application. The building official shall
examine or cause to be examined applications for permits
and amendments thereto within a reasonable time after fil-
ing. If the application or the construction documents do not
conform to the requirements of pertinent laws, the building
official shall reject such apphcation in wrifing, stating the
reasons therefor. If the building official is satisfied that the
proposed work conforms to the requirements of this code
and laws and ordinances applicable thereto, the building of-
ficial shall issue a permit therefor as soon as practicable.
105.3.2 Time limitation of application. An application for
a permit for any proposed work shall be deemed to have
been abandoned 1 80 days after the date of filing, unless such
application has been pursued in good faith or a permit has
been issued; except that the building official is authorized to
grant one or more extensions of time for additional periods
not exceeding 90 days each. The extension shall be re-
quested in writing and justifiable cause demonstrated.
105.4 Validity of permit. The issuance or granting of a permit
shall not be construed to be a permit for, or an approval of, any
violation of any of the provisions of this code or of any other or-
dinance of the jurisdiction. Permits presuming to give authority
to violate or cancel the provisions of this code or other ordi-
nances of the jurisdiction shall not be valid. The issuance of a
permit based on construction documents and other data shall
not prevent the building official from requiring the correction
of errors in the construction documents and other data. The
building official is also authorized to prevent occupancy or use
of a structure where in violation of this code or of any other or-
dinances of this jurisdiction.
105.5 Expiration. Every permit issued shall become invalid
unless the work on the site authorized by such permit is com-
menced within 1 80 days after its issuance, or if the work autho-
rized on the site by such permit is suspended or abandoned for a
period of 1 80 days after the time the work is commenced. The
building official is authorized to grant, in writing, one or more
extensions of time, for periods not more than 180 days each.
2003 INTERNATIONAL BUILDING CODE®
The extension shall be requested in writing and justifiable
cause demonstrated.
1(D)5<,6 SaispeiiisnoEii or revocattloinio The building official is au-
thorized to suspend or revoke a permit issued under the provi-
sions of this code wherever the permit is issued in error or on
the basis of incorrect, inaccurate or incomplete information, or
in violation of any ordinance or regulation or any of the provi-
sions of this code.
10So7 Placemeeit of permit. The building permit or copy shall
be kept on the site of the work until the completion of the
project.
SECTflON 106
COMSTRUCTION DOCUiiEWTS
IO60I Setommittal docmmeets. Construction documents, special
inspection and structural observation programs, and other data
shall be submitted in one or more sets with each application for
a permit. The construction documents shall be prepared by a
registered design professional where required by the statutes of
the jurisdiction in which the project is to be constructed. Where
special conditions exist, the building official is authorized to re-
quire additional construction documents to be prepared by a
registered design professional.
ExceptDomj The building official is authorized to waive the
submission of construction documents and other data not re-
quired to be prepared by a registered design professional if it
is found that the nature of the work applied for is such that
review of construction documents is not necessary to obtain
compliance with this code.
106.1.1 Imformatnoim om comslractiom docemeets. Con-
struction documents shall be dimensioned and drawn upon
suitable material. Electronic media documents are permit-
ted to be submitted when approved by the building official.
Construction documents shall be of sufficient clarity to indi-
cate the location, nature and extent of the work proposed and
show in detail that it will conform to the provisions of this
code and relevant laws, ordinances, rules and regulations, as
determined by the building official.
1(16. lo 1.1 Fire protectiomi system stoop drawings. Shop
drawings for the fire protection system(s) shall be sub-
mitted to indicate conformance with this code and the
construction documents and shall be approved prior to
the start of system installation. Shop drawings shall con-
tain all informafion as required by the referenced instal-
lation standards in Chapter 9.
106.1.2 Meaims off egress. The construcfion documents shall
show in sufficient detail the location, construcfion, size and
character of all portions of the means of egress in compli-
ance with the provisions of this code. In other than occupan-
cies in Groups R-2, R-3, as applicable in Section 101.2, and
I-l, the construction documents shall designate the number
of occupants to be accommodated on every floor, and in all
rooms and spaces.
106.1.3 Exterior wall emvelope. Construction documents
for all buildings shall describe the exterior wall envelope in
sufficient detail to determine compliance with this code.
The construction documents shall provide details of the ex-
terior wall envelope as required, including flashing, inter-
sections with dissimilar materials, comers, end details, con-
trol joints, intersections at roof, eaves or parapets, means of
drainage, water-resistive membrane and details around
openings.
The construction documents shall include manufac-
turer's installation instructions that provide supporting doc-
umentation that the proposed penetration and opening
details described in the construction documents maintain
the weather resistance of the exterior wall envelope. The
supporting documentation shall fully describe the exterior
wall system which was tested, where apphcable, as well as
the test procedure used.
1(D)6.2 Site plam. The construction documents submitted with
the application for permit shall be accompanied by a site plan
showing to scale the size and location of new construction and
existing structures on the site, distances from lot lines, the es-
tablished street grades and the proposed finished grades and, as
applicable, flood hazard areas, floodways, and design flood el-
evations; and it shall be drawn in accordance with an accurate
boundary line survey. In the case of demolition, the site plan
shall show construction to be demolished and the location and
size of existing structures and construction that are to remain
on the site or plot. The building official is authorized to waive
or modify the requirement for a site plan when the application
for permit is for alteration or repair or when otherwise war-
ranted.
106.3 Examiniatnoini off docememts. The building official shall
examine or cause to be examined the accompanying construc-
tion documents and shall ascertain by such examinations
whether the construction indicated and described is in accor-
dance with the requirements of this code and other pertinent
laws or ordinances.
106.3.1 Approval off construrtlon docMmemts. When the
building official issues a permit, the construction docu-
ments shall be approved, in writing or by stamp, as "Re-
viewed for Code Comphance." One set of construction
documents so reviewed shall be retained by the building of-
ficial. The other set shall be returned to the applicant, shall
be kept at the site of work and shall be open to inspection by
the building official or a duly authorized representative.
Is. This code shall not require
changes in the construction documents, construction or des-
ignated occupancy of a structure for which a lawful permit
has been heretofore issued or otherwise lawfully autho-
rized, and the construction of which has been pursued in
good faith within 180 days after the effective date of this
code and has not been abandoned.
The building official is autho-
rized to issue a permit for the construction of foundations or
any other part of a building or structure before the construc-
tion documents for the whole building or structure have
been submitted, provided that adequate information and de-
tailed statements have been filed complying with pertinent
requirements of this code. The holder of such permit for the
foundation or other parts of a building or structure shall pro-
ceed at the holder's own risk with the building operation and
2003 INTERNATIONAL BUBLDING CODE®
ADMINISTRATION
without assurance that a permit for the entire structure will
be granted.
106.3.4 Design professional in responsible charge.
106.3.4.1 General, When it is required that documents
be prepared by a registered design professional, the
building official shall be authorized to require the owner
to engage and designate on the building permit applica-
tion a registered design professional who shall act as the
registered design professional in responsible charge. If
the circumstances require, the owner shall designate a
substitute registered design professional in responsible
charge who shall perform the duties required of the origi-
nal registered design professional in responsible charge.
The building official shall be notified in writing by the
owner if the registered design professional in responsible
charge is changed or is unable to continue to perform the
duties.
The registered design professional in responsible
charge shall be responsible for reviewing and coordinat-
ing submittal documents prepared by others, including
phased and deferred submittal items, for compatibility
with the design of the building.
Where structural observation is required by Section
1709, the inspection program shall name the individual
or firms who are to perform structural observation and
describe the stages of construction at which structural
observation is to occur (see also duties specified in Sec-
tion 1704).
106.3.4.2 Deferred submittals. For the purposes of this
section, deferred submittals are defined as those portions
of the design that are not submitted at the time of the ap-
plication and that are to be submitted to the building offi-
cial within a specified period.
Deferral of any submittal items shall have the prior ap-
proval of the building official. The registered design pro-
fessional in responsible charge shall list the deferred
submittals on the construction documents for review by
the building official.
Documents for deferred submittal items shall be sub-
mitted to the registered design professional in responsi-
ble charge who shall review them and forward them to
the building official with a notation indicating that the
deferred submittal documents have been reviewed and
been found to be in general conformance to the design of
the building. The deferred submittal items shall not be in-
stalled until the design and submittal documents have
been approved by the building official.
106.4 Amended construction documents. Work shall be in-
stalled in accordance with the approved construction docu-
ments, and any changes made during construction that are not
in compliance with the approved construction documents shall
be resubmitted for approval as an amended set of construction
documents.
106.5 Retention of construction documents. One set of ap-
proved construction documents shall be retained by the build-
ing official for a period of not less than 180 days from date of
completion of the permitted work, or as required by state or lo-
cal laws.
SECTION 107
TEMPQHkm STRUCTURES AND USES
107.1 General. The building official is authorized to issue a
permit for temporary structures and temporary uses. Such per-
mits shall be limited as to time of service, but shall not be per-
mitted for more than 180 days. The building official is
authorized to grant extensions for demonstrated cause.
107.2 Conformance. Temporary structures and uses shall con-
form to the structural strength, fire safety, means of egress, ac-
cessibility, light, ventilation and sanitary requirements of this
code as necessary to ensure the public health, safety and gen-
eral welfare.
1073 Temporary power. The building official is authorized to
give permission to temporarily supply and use power in part of
an electric installation before such installation has been fully
completed and the final certificate of completion has been is-
sued. The part covered by the temporary certificate shall com-
ply with the requirements specified for temporary lighting, heat
or power in the ICC Electrical Code.
107,4 Termination of approval. The building official is autho-
rized to terminate such permit for a temporary structure or use
and to order the temporary structure or use to be discontinued.
108.1 Payment of fees, A permit shall not be valid until the fees
prescribed by law have been paid, nor shall an amendment to a
permit be released until the additional fee, if any, has been paid.
108.2 Schedule of permit fees. On buildings, structures, elec-
trical, gas, mechanical, and plumbing systems or alterations re-
quiring a permit, a fee for each permit shall be paid as required,
in accordance with the schedule as established by the applica-
ble governing authority.
108.3 BuaMIng permit valuations. The appUcant for a permit
shall provide an estimated permit value at time of application.
Permit valuations shall include total value of work, including
materials and labor, for which the permit is being issued, such
as electrical, gas, mechanical, plumbing equipment and perma-
nent systems. If, in the opinion of the building official, the valu-
ation is underestimated on the application, the permit shall be
denied, unless the applicant can show detailed estimates to
meet the approval of the building official. Final building permit
valuation shall be set by the building official.
jmmencing before permit issuance. Any person
who commences any work on a building, structure, electrical,
gas, mechanical or plumbing system before obtaining the neces-
sary permits shall be subject to a fee established by the building
official that shall be in addition to the required permit fees.
108.5 Related fees. The payment of the fee for the construc-
tion, alteration, removal or demolition for work done in
connection to or concurrently with the work authorized by a
building permit shall not relieve the apphcant or holder of the
2003 INTERNATIONAL BUILDING CODE®
permit from the payment of other fees that are prescribed by
law.
any plastering is applied or gypsum board joints and fasten-
ers are taped and finished.
Is. The building official is authorized to establish
a refund policy.
SECTIQW 109
DMSPECTIONS
W9A GemeraL Construction or work for which a permit is re-
quired shall be subject to inspection by the building official and
such construction or work shall remain accessible and exposed
for inspection purposes until approved. Approval as a result of
an inspection shall not be construed to be an approval of a viola-
tion of the provisions of this code or of other ordinances of the
jurisdiction. Inspections presuming to give authority to violate
or cancel the provisions of this code or of other ordinances of
the jurisdiction shall not be vaUd. It shall be the duty of the per-
mit applicant to cause the work to remain accessible and ex-
posed for inspection purposes. Neither the building official nor
the jurisdiction shall be liable for expense entailed in the re-
moval or replacement of any material required to allow inspec-
tion.
}o2 PreDnmlmary mspectioEo Before issuing a permit, the
building official is authorized to examine or cause to be exam-
ined buildings, structures and sites for which an application has
been filed.
nespectiomSo The building official, upon noti-
fication, shall make the inspections set forth in Sections
109.3.1 through 109.3.10.
l(D9.3ol Footnmg amd fforaidaltnom m§pectioini« Footing and
foundation inspections shall be made after excavations for
footings are complete and any required reinforcing steel is
in place. For concrete foundations, any required forms shall
be in place prior to inspection. Materials for the foundation
shall be on the job, except where concrete is ready mixed in
accordance with ASTM C 94, the concrete need not be on
the job.
109.3.2 Comcrefte slab amd unmder-floor nmspecltioini. Con-
crete slab and under-floor inspections shall be made after
in-slab or under-floor reinforcing steel and building service
equipment, conduit, piping accessories and other ancillary
equipment items are in place, but before any concrete is
placed or floor sheathing installed, including the subfloor
n= In flood hazard areas, upon
placement of the lowest floor, including the basement, and
prior to further vertical construction, the elevation certifica-
tion required in Section 1612.5 shall be submitted to the
building official.
e DEspectioinio Framing inspections shall be
made after the roof deck or sheathing, all framing,
fireblocking and bracing are in place and pipes, chimneys
and vents to be concealed are complete and the rough elec-
trical, plumbing, heating wires, pipes and ducts are ap-
proved.
Lath and
gypsum board inspections shall be made after lathing and
gypsum board, interior and exterior, is in place, but before
US Gypsum board that is not part of a fire-resis-
tance-rated assembly or a shear assembly.
W93M Fnre=re§nstanilt pemetratioims. Protection of joints
and penetrations in fire-resistance-rated assemblies shall
not be concealed from view until inspected and approved.
h3J Energy efidemcy inspectioniSo Inspections shall
be made to determine compHance with Chapter 13 and shall
include, but not be hmited to, inspections for: envelope in-
sulation R and U values, fenestration U value, duct system R
value, and HVAC and water-heating equipment efficiency.
1(093.8 Other mspectioms. In addition to the inspections
specified above, the building official is authorized to make
or require other inspections of any construction work to as-
certain compliance with the provisions of this code and
other laws that are enforced by the department of building
safety.
o For special inspections, see
Section 1704.
The final inspection shall be
made after all work required by the building permit is com-
pleted.
1®9.4 Imspectnomi agemcieSo The building official is authorized
to accept reports of approved inspection agencies, provided
such agencies satisfy the requirements as to qualifications and
reliability.
109.5 Imspectnom reqmieslts. It shall be the duty of the holder of
the building permit or their duly authorized agent to notify the
building official when work is ready for inspection. It shall be
the duty of the permit holder to provide access to and means for
inspections of such work that are required by this code.
Work shall not be done beyond the
point indicated in each successive inspection without first ob-
taining the approval of the building official. The building offi-
cial, upon notification, shall make the requested inspections
and shall either indicate the portion of the construction that is
satisfactory as completed, or notify the permit holder or his or
her agent wherein the same fails to comply with this code. Any
portions that do not comply shall be corrected and such portion
shall not be covered or concealed until authorized by the build-
ing official.
r
llOol Use and occiupaiicy. No building or structure shall be
used or occupied, and no change in the existing occupancy
classification of a building or structure or portion thereof shall
be made until the building official has issued a certificate of oc-
cupancy therefor as provided herein. Issuance of a certificate of
occupancy shall not be construed as an approval of a violation
of the provisions of this code or of other ordinances of the
jurisdiction.
110.2 Certificate Issined, After the building official inspects
the building or structure and finds no violations of the provi-
<:^
2003 IWTERIMATJONAL BUILDING CODE®
ADMINISTRATION
sions of this code or other laws that are enforced by the depart-
ment of building safety, the building official shall issue a
certificate of occupancy that contains the following:
1 . The building permit number.
2. The address of the structure.
3. The name and address of the owner.
4. A description of that portion of the structure for which
the certificate is issued.
5. A statement that the described portion of the structure
has been inspected for compliance with the require-
ments of this code for the occupancy and division of oc-
cupancy and the use for which the proposed occupancy
is classified.
6. The name of the building official.
7. The edition of the code under which the permit was is-
sued.
8. The use and occupancy, in accordance with the provi-
sions of Chapter 3.
9. The type of construction as defined in Chapter 6.
10. The design occupant load.
11. If an automatic sprinkler system is provided, whether
the sprinkler system is required.
12. Any special stipulations and conditions of the building
permit.
110.3 Temporary occupancy. The building official is autho-
rized to issue a temporary certificate of occupancy before the
completion of the entire work covered by the permit, provided
that such portion or portions shall be occupied safely. The
building official shall set a time period during which the tempo-
rary certificate of occupancy is valid.
110.4 Revocation. The building official is authorized to, in
writing, suspend or revoke a certificate of occupancy or com-
pletion issued under the provisions of this code wherever the
certificate is issued in error, or on the basis of incorrect infor-
mation supplied, or where it is determined that the building or
structure or portion thereof is in violation of any ordinance or
regulation or any of the provisions of this code.
SECTION 111!
SERVICE UTILITIES
111.1 Connection of service utilities. No person shall make
connections from a utility, source of energy, fuel or power to
any building or system that is regulated by this code for which a
permit is required, until released by the building official.
111.2 Temporary connection. The building official shall have
the authority to authorize the temporary connection of the
building or system to the utility source of energy, fuel or power.
111.3 Authority to disconnect service utilities. The building
official shall have the authority to authorize disconnection of
utility service to the building, structure or system regulated by
this code and the codes referenced in case of emergency where
necessary to eliminate an immediate hazard to life or property.
The building official shall notify the serving ufility, and wher-
ever possible the owner and occupant of the building, structure
or service system of the decision to disconnect prior to taking
such action. If not notified prior to disconnecting, the owner or
occupant of the building, structure or service system shall be
notified in writing, as soon as practical thereafter.
SECTION 112
D OF APPEALS
112.1 GemeraL In order to hear and decide appeals of orders,
decisions or determinations made by the building official rela-
tive to the application and interpretation of this code, there shall
be and is hereby created a board of appeals. The board of ap-
peals shall be appointed by the governing body and shall hold
offic-e at its pleasure. The board shall adopt rules of procedure
for conducting its business.
112.2 Limitations on authority. An application for appeal
shall be based on a claim that the true intent of this code or the
rules legally adopted thereunder have been incorrectly inter-
preted, the provisions of this code do not fully apply or an
equally good or better form of construction is proposed. The
board shall have no authority to waive requirements of this
code.
112.3 Qualifications. The board of appeals shall consist of
members who are qualified by experience and training to pass
on matters pertaining to building construction and are not em-
ployees of the jurisdiction.
SECTION 113
VIOLATIONS
113.1 Unlawful acts. It shall be unlawful for any person, firm
or corporation to erect, construct, alter, extend, repair, move,
remove, demolish or occupy any building, structure or equip-
ment regulated by this code, or cause same to be done, in con-
flict with or in violation of any of the provisions of this code.
113.2 Notice of violation. The building official is authorized to
serve a notice of violation or order on the person responsible for
the erection, construcdon, alteration, extension, repair, mov-
ing, removal, demolition or occupancy of a building or struc-
ture in violation of the provisions of this code, or in violation of
a permit or certificate issued under the provisions of this code.
Such order shall direct the discontinuance of the illegal action
or condition and the abatement of the violation.
113.3 Prosecution of violation. If the notice of violadon is not
compUed with promptly, the building official is authorized to
request the legal counsel of the jurisdiction to institute the ap-
propriate proceeding 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 this code or of the order or direction made
pursuant thereto.
113.4 Violation penalties. Any person who violates a provi-
sion of this code or fails to comply with any of the requirements
thereof or who erects, constructs, alters or repairs a building or
structure in violation of the approved construction documents
or directive of the building official, or of a permit or certificate
issued under the provisions of this code, shall be subject to pen-
alties as prescribed by law.
2003 INTERNATIONAL BUILDING CODE®
1M
STOP WORGC ORDER
114ol AimltlhiorSltyo Whenever the building official finds any
work regulated by this code being performed in a manner either
contrary to the provisions of this code or dangerous or unsafe,
the building official is authorized to issue a stop work order.
114<,2 Isseamiceo 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. Upon issuance
of a stop work order, the cited work shall immediately cease.
The stop work order shall state the reason for the order, and the
conditions under which the cited work will be permitted to re-
sume.
114.3 Uelawfel comiltimiiuiamiceo Any person who shall continue
any work after having been served with a stop work order, ex-
cept such work as that person is directed to perform to remove a
violation or unsafe condition, shall be subject to penalties as
prescribed by law.
safe condition. To the extent that repairs, alterations or
additions are made or a change of occupancy occurs during the
restoration of the structure, such repairs, alterations, additions
or change of occupancy shall comply with the requirements of
Section 105.2.2 and Chapter 34.
•
SECTDOMtIS
UWSAFE STRUCTURES AMD EQUPMEWT
llS.l ComdnltioES. Structures or existing equipment that are or
hereafter become unsafe, insanitary or deficient because of in-
adequate means of egress facilities, inadequate light and venti-
lation, or which constitute a fire hazard, or are otherwise
dangerous to human life or the public welfare, or that involve il-
legal or improper occupancy or inadequate maintenance, shall
be deemed an unsafe condition. Unsafe structures shall be
taken down and removed or made safe, as the building official
deems necessary and as provided for in this section. A vacant
structure that is not secured against entry shall be deemed un-
safe.
11502 Mecord. The building official shall cause a report to be
filed on an unsafe condition. The report shall state the occu-
pancy of the structure and the nature of the unsafe condition.
11503 Noticeo If an unsafe condition is found, the building offi-
cial shall serve on the owner, agent or person in control of the
structure, a written notice that describes the condition deemed
unsafe and specifies the required repairs or improvements to be
made to abate the unsafe condition, or that requires the unsafe
structure to be demolished within a stipulated time. Such notice
shall require the person thus notified to declare immediately to
the building official acceptance or rejection of the terms of the
order.
IF service. Such notice shall be deemed prop-
erly served if a copy thereof is (a) delivered to the owner per-
sonally; (b) sent by certified or registered mail addressed to the
owner at the last known address with the^retum receipt re-
quested; or (c) delivered in any other manner as prescribed by
local law. If the certified or registered letter is returned showing
that the letter was not delivered, a copy thereof shall be posted
in a conspicuous place in or about the structure affected by such
notice. Service of such notice in the foregoing manner upon the
owner's agent or upon the person responsible for the structure
shall constitute service of notice upon the owner.
11S,S Mestorattnom. The structure or equipment determined to
be unsafe by the building official is permitted to be restored to a
2003 DMTERNATDONAL BUILDING CODE®
10 2003 INTERNATSONAL BUILDING CODE®
OmAPTE^
2(M.l Scope. Unless otherwise expressly stated, the following
words and terms shall, for the purposes of this code, have the
meanings shown in this chapter.
Words used in the present tense in-
clude the future; words stated in the masculine gender include
the feminine and neuter; the singular number includes the plu-
ral and the plural, the singular.
2®lo3 Terms deljied im otlier codes. Where terms are not de-
fined in this code and are defined in the International Fuel Gas
Code, International Fire Code, International Mechanical Code
or International Plumbing Code, such terms shall have the
meanings ascribed to them as in those codes.
2®lo4 Terms mot deimed. Where terms are not defined through
the methods authorized by this section, such terms shall have
ordinarily accepted meanings such as the context implies.
SECTIOM 202
DEFIMmONS
See Section 1102.1.
ACCESSIBLE MEANS OF EGMESS. See Section 1002.1.
ACCESSIBLE ROUTE. See Section 1102.1.
Q ACCESSIBLE UNIT, See Section 1102.
ACCREDITATION BODY. See Section 2302.1.
ACTIVE FAULT/ACTIVE FAULT TRACE, See Section
1613.1.
J, An extension or increase in floor area or height of
a building or structure.
ADHERED MASONRY VENEER. See Section 1402.1.
ADJUSTED SHEAR RESISTANCE. (Steel Construction).
See Section 2202.1.
ADJUSTED SHEAR RESISTANCE, (Wood Construction).
See Section 2302.1.
See Section 1902.1.
ADOBE CONSTRUCTION. See Section 2102.1.
Stabilized adotoe. See Section 2102.1.
UmstaMlked adobe. See Section 2102.1.
[F] AEROSOL, See Section 307.2.
Level 1 aerosol prodmcts. See Section 307.2.
is. See Section 307.2.
See Section 307.2.
[F] AEROSOL CONTAINER, See Section 307.2.
AGGREGATE, See Section 1902.1.
AGGREGATE, LIGHTWEIGHT, See Section 1902.1.
AGRICULTURAL, BUILDING. A structure designed and
constructed to house farm implements, hay, grain, poultry, live-
stock or other horticultural products. This structure shall not be
a place of human habitation or a place of employment where
agricultural products are processed, treated or packaged, nor
shall it be a place used by the public.
AIR-INFLATED STRUCTURE, See Section 3102.2.
AIR-SUPPORTED STRUCTURE, See Section 3102.2.
Double skin. See Section 3102.2.
SImgle sMe, See Section 3102.2.
AISLE ACCESS WAY. See Section 1002.1.
[F] ALARM NOTIFICATION APPLIANCE. See Section
902.1.
[F] ALARM SIGNAL. See Section 902.1.
[F] ALARM VERIFICATION FEATURE. See Section
902.1.
ALLEY. See "PubHc way."
ALLOWABLE STRESS DESIGN, See Section 1602.1.
ALTERATION, Any construction or renovation to an existing
structure other than repair or addition.
ALTERNATING TREAD DEVICE, See Section 1002.1.
<3
See Section 2102.1.
See Section 402.2.
ENEER, See Section 1402.1.
ANNULAR SPACE, See Section 702.1.
[F] ANNUNCIATOR, See Section 902.1.
Acceptable to the building official,
f. See Section 1702.1.
ffOR, See Section 1702.1.
An independent person, firm or cor-
poration, approved by the building official, who is competent
and experienced in the application of engineering principles to
materials, methods or systems analyses.
ARCHITECTURAL TERRA COTTA. See Section 2 102. 1 .
See Section 2102.1.
See Section 2102.1.
'SS cross=secilnoiial. See Section 2102.1.
See Section 2102.1.
.See Section 502.1.
REFUGE. See Section 1002.1.
L A subsurface space adjacent to a building open at
the top or protected at the top by a grating or guard.
See Section 404.1.1.
2003
11
DEFINITIONS
ATTACHMENTS, SEISMIC. See Section 1613.1.
ATTIC. The space between the ceihng beams of the top story
and the roof rafters.
[F] AUDIBLE ALARM NOTIFICATION APPLL\NCE.
See Section 902.1.
[F] AUTOMATIC. See Section 902. 1 .
[F] AUTOMATIC FIRE-EXTINGUISHING SYSTEM.
See Section 902.1.
[F] AUTOMATIC SPRINKLER SYSTEM. See Section
902.1.
[F] AVERAGE AMBIENT SOUND LEVEL, See Section
902.1
AWNING. 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 skeleton structure over which a covering is
attached.
BACKING. See Section 1402.1.
BALCONY, EXTERIOR. See Section 1602.1.
[F] BARRICADE. See Section 307.2.
Artiflcial barricade. See Section 307.2.
Natural barricade. See Section 307.2.
BASE. See Section 1613.1.
BASE FLOOD. See Section 1612.2.
BASE FLOOD ELEVATION. See Section 1612.2.
BASE SHEAR. See Section 1602.1.
BASIC SEISMIC-FORCE-RESISTING SYSTEMS. See
Section 1602.1.
Bearing wall system. See Section 1602.1.
Building frame system. See Section 1602.1.
Dual system. See Section 1602.1.
Inverted pendulum system. See Section 1602.1.
Moment-resisting frame system. See Section 1602.1.
i Shear wall-frame interactive system. See Section 1 602 . 1 .
BASEMENT. That portion of a building that is partly or com-
pletely below grade (see "Story above grade plane" and Sec-
tions 502.1 and 1612.2).
BED JOINT. See Section 2102.1.
BLEACHERS. See Section 1002.1.
BOARDING HOUSE, See Section 310.2.
[F] BOILING POINT. See Section 307.2.
BOND BEAM. See Section 2102.1.
BOND REINFORCING. See Section 2102.1.
I BOUNDARY ELEMENT. See Sections 1602.1 and 1613.1.
I BOUNDARY MEMBERS. See Section 1602.1.
BRACED WALL LINE. See Section 2302.1.
BRACED WALL PANEL. See Section 2302.1.
BRICK. See Section 2102.1.
Calcium silicate (sand lime brick). See Section 2102.1.
J. See Section 2102.1.
Concrete, See Section 2102.1.
BRITTLE. See Section 1613.1.
BUILDING. Any structure used or intended for supporting or
sheltering any use or occupancy.
BUILDING, ENCLOSED, See Section 1609.2.
BUILDING LINE. The line established by law, beyond which
a building shall not extend, except as specifically provided by
law.
BUILDING, LOW-RISE. See Section 1609.2.
BUILDING OFFICIAL, The officer or other designated au-
thority charged with the administration and enforcement of this
code, or a duly authorized representative.
BUILDING, OPEN, See Section 1609.2.
BUILDING, PARTIALLY ENCLOSED. See Section
1609.2.
BUILDING, SIMPLE DIAPHRAGM. See Section 1609.2.
BUILT-UP ROOF COVERING, See Section 1502.1.
BUTTRESS, See Section 2102.1.
CABLE-RESTRAINED, AIM-SUPPORTED STRUC-
TURE, See Section 3102.2.
CANOPY, An architectural projection that provides weather
protection, identity or decoration and is supported by the build-
ing to which it is attached and at the outer end by not less than
one stanchion. A canopy is comprised of a rigid structure over
which a covering is attached.
CANTILEVERED COLUMN SYSTEM. See Section
1602.1.
[F] CARBON DIOXIDE EXTINGUISHING SYSTEMS.
See Section 902.1.
CAST STONE. See Section 2102.1.
[F] CEILING LIMIT. See Section 902.1.
CEILING RADIATION DAMPER. See Section 702.1.
CELL, See Section 2102.1.
CEMENT PLASTER. See Section 2502.1.
CEMENTITIOUS MATERIALS. See Section 1902.1.
CERAMIC FIBER BLANKET, See Section 721.1.1.
CERTIFICATE OF COMPLIANCE. See Section 1702.1.
See Section 2102.1.
CS. See Section 2102.1.
Mance type. See Section 2102.1.
appliance type. See Section 2102.1.
type. See Section 2102.1.
Medlem-Iheat appliance type. See Section 2102.1.
CIRCULATION PATH. See Section 1 102.1.
CLADDING, See "Components and cladding."
[F] CLEAN AGENT, See Section 902.1.
CLEANOUT. See Section 2102.1.
[F] CLOSED SYSTEM, See Section 307.2.
12
2003 INTERNATIONAL BUILDING CODE®
DEFIMITDOM?
•
JTo See Section 2102.1.
COLLECTOR. See Sections 1613.1 and 2302.1.
COLLECTOR ELEMENTS. See Section 1602.1.
COLUMN. See Section 1902.1.
COLUMN, MASONRY. See Section 2102.1.
COMBINATION FIRE/SMOSffi DAMPER. See Section
702.1.
[F] COMBUSTIBLE DUST. See Section 307.2.
[F] COMBUSTIBLE FIBERS. See Section 307.2.
[F] COMBUSTIBLE LIQUID. See Section 307.2.
Class II. See Section 307.2.
Class IIIA. See Section 307.2.
. Class IIIB. See Section 307.2.
COMMON PATH OF EGRESS TRAVEL. See Section
1002.1.
See Section 1613.1.
eqmpmmeinit. See Section 1613.1.
fflexnMe. See Section 1613.1.
rIgM. See Section 1613.1.
COMPONENTS AND CLADDING. See Section 1609.2.
COMPOSITE MASONRY, See Section 2102.1.
[F] COMPRESSED GAS. See Section 307.2.
COMPRESSIVE STRENGTH OF MASONRY. See Sec-
tion 2102.1.
CTE, See Section 1902.1.
CONCRETE CARBONATE AGGREGATE, See Section
721.1.1.
CONCRETE, CELLULAR, See Section 721.1.1.
CONCRETE, LIGHTWEIGHT AGGREGATE. See Sec-
tion 721.1.1.
CONCRETE, PERLITE. See Section 721.1.1.
CONCRETE, SAND-LIGHTWEIGHT. See Section
721.1.1.
CONCRETE, SILICEOUS AGGREGATE. See Section
721.1.1.
CONCRETE (F'J, SPECIFIED COMPRESSIVE
STRENGTH OF, See Section 1902.1.
CONCRETE, VERMICULITE. See Section 721.1.1.
:GI0N. See Section 1602.1.
See Section 2102.1.
[F] CONSTANTLY ATTENDED LOCATION. See Section
902.1.
CONSTRUCTION DOCUMENTS. Written, graphic and
pictorial documents prepared or assembled for describing the
design, location and physical characteristics of the elements of
a project necessary for obtaining a building permit.
CONSTRUCTION TYPES, See Section 602.
Type L See Section 602.2.
lype II. See Section 602.2.
Type III. See Section 602.3.
IVpe IV. See Section 602.4.
Type V. See Section 602.5.
[F] CONTINUOUS GAS=DETECTION SYSTEM. See
Section 415.2.
CONTRACTION JOINT. See Section 1902.1.
[F] CONTROL AREA. See Section 307.2.
CONTROLLED LOW-STRENGTH MATERIAL, A
self-compacted, cementitious material used primarily as a
backfill in place of compacted fill.
CONVENTIONAL LIGHT-FRAME WOOD CON-
STRUCTION. See Section 2302.1.
CORRIDOR. See Section 1002.1.
CORROSION RESISTANCE. The ability of a material to
withstand deterioration of its surface or its properties when ex-
posed to its environment.
[F] CORROSIVE, See Section 307.2. ^
COURT, An open, uncovered space, unobstructed to the sky,
bounded on three or more sides by exterior building walls or
other enclosing devices.
COVER. See Section 2102.1.
COVERED MALL BUILDING, See Section 402.2.
CRIPPLE WALL, See Section 2302.1.
CRYOGENIC FLUID, See Section 307.2.
DALLE GLASS, See Section 2402.1.
DAMPER, See Section 702.1.
DEAD LOADS, See Section 1602.1.
DECK, See Section 1602.1.
DECORATIVE GLASS. See Section 2402.1.
[F] DEFLAGRATION. See Section 307.2.
ITY, See Section 1602.1.
See Section 1602.1.
See Section 1602.1.
I. See Section 1602.1.
See Section 1602.1.
Limnted deformatnom. See Section 1602.1.
UIMmate deformatnoini. See Section 1602.1.
DEFORMED REINFORCEMENT. See Section 1902.1.
[F] DELUGE SYSTEM. See Section 902.1.
DESIGN EARTHQUAKE. See Section 1613.1.
DESIGN FLOOD. See Section 1612.2.
DESIGN FLOOD ELEVATION. See Section 1612.2.
DESIGN STRENGTH, See Section 1602.1.
DESIGNATED SEISMIC SYSTEM, See Section 1613.1.
[F] DETACHED STORAGE BUILDING, See Section 307.2.
DETECTABLE WARNING, See Section 1 102.1.
[F] DETECTOR, HEAT, See Section 902.1.
[F] DETONATION, See Section 307.2.
2003 BfVlTEeNATDONAL BUDLDOWG CODE®
13
DEFINITIONS
m^
Diaphragm
Diaphragm
Diaphragm
DIAPHRAGM. See Sections 1602.1 and 2102.1.
Diaphragm, blocked. See Sections 1602.1 and 2102.1.
Diaphragm, boundary. See Section 1602.1.
Diaphragm, chord. See Section 1602.1.
flexible. See Section 1602.1.
rigid. See Section 1602.1.
unblocked. See Section 2302.1.
DIMENSIONS. See Section 2102.1.
Actual. See Section 2102.1.
Nominal. See Section 2102.1.
Specified. See Section 2102.1.
DISPENSING. See Section 307.2.
DISPLACEMENT. See Section 1613.1.
Design displacement. See Section 1613.1.
Total design displacement. See Section 1613.1.
Total maximum displacement. See Section 1613.1.
DISPLACEMENT RESTRAINT SYSTEM. See Section
1613.1
DOOR, BALANCED. See Section 1002.1.
DORMITORY. See Section 310.2.
DRAFTSTOP. See Section 702.1.
DRAG STRUT. See Section 2302.1.
[F] DRY-CHEMICAL EXTINGUISHING AGENT. See
Section 902.1.
DRY FLOODPROOFING. See Section 1612.2.
DURATION OF LOAD. See Section 1602.1.
DWELLING. A building that contains one or two dwelling
units used, intended or designed to be used, rented, leased, let
or hired out to be occupied for living purposes.
DWELLING UNIT. See Section 310.2.
(DWELLING UNIT OR SLEEPING UNIT, MULTI-
STORY. See Section 1102.
(DWELLING UNIT OR SLEEPING UNIT, TYPE A. See
Section 1102.
(DWELLING UNIT OR SLEEPING UNIT, TYPE B. See
Section 1 102.
EFFECTIVE DAMPING. See Section 1613.1.
EFFECTIVE EMBEDMENT DEPTH. See Section
1913.2.2.
EFFECTIVE HEIGHT. See Section 2102.1.
EFFECTIVE STIFFNESS. See Section 1613.1.
EFFECTIVE WIND AREA. See Section 1609.2.
EGRESS COURT. See Section 1002.1.
ELEMENT. See Section 1602.1.
Ductile element. See Section 1602.1.
Limited ductile element. See Section 1602.1.
Nonductile element. See Section 1602.1.
[F] EMERGENCY ALARM SYSTEM. See Section 902.1.
n^
[F] EMERGENCY CONTROL STATION. See Section
415.2.
EMERGENCY ESCAPE AND RESCUE OPENING. See
Section 1002.1.
[F] EMERGENCY VOICE/ALARM COMMUNICA=
JS, See Section 902.1.
EMPLOYEE WORK AREA. See Section 1102.1.
EQUIPMENT SUPPORT. See Section 1602.1.
ESSENTIAL FACILITIES. See Section 1602.1.
[F] EXHAUSTED ENCLOSURE. See Section 415.2.
EXISTING CONSTRUCTION. See Section 1612.2.
EXISTING STRUCTURE. A structure erected prior to the
date of adoption of the appropriate code, or one for which a le-
gal building permit has been issued.
EXIT. See Section 1002.1.
EXIT ACCESS. See Section 1002.1.
EXIT DISCHARGE, See Section 1002.1.
EXIT DISCHARGE, LEVEL OF. See Section 1002.1.
EXIT ENCLOSURE. See Section 1002.1.
EXIT PASSAGEWAY. See Section 1002.1.
EXPANDED VINYL WALL COVERING. See Section
802.1.
[F] EXPLOSION. See Section 902.1.
[F] EXPLOSIVE. See Section 307.2.
High explosive. See Section 307.2.
Low explosive. See Section 307.2.
Mass detonating explosives. See Section 307.2.
UN/DOTn Class 1 Explosives. See Section 307.2.
Division 1.1. See Section 307.2.
Divisiom 1.2. See Section 307.2.
Division 1.3. See Section 307.2.
Division 1.4. See Section 307.2.
Division 1.5. See Section 307.2.
Division 1.6. See Section 307.2.
EXTERIOR SURFACES. See Section 2502.1.
EXTERIOR WALL. See Section 1402.1.
EXTERIOR WALL COVERING. See Section 1402.1.
EXTERIOR WALL ENVELOPE. See Section 1402.1.
F RATING. See Section 702.1.
FABRICATED ITEM. See Section 1702.1.
[F] FABRICATION AREA. See Section 415.2.
FACILITY. See Section 1102.1.
FACTORED LOAD. See Section 1602.1.
FIBERBOARD. See Section 2302.1.
[F] FIRE ALARM CONTROL UNIT. See Section 902.1.
[F] FIRE ALARM SIGNAL. See Section 902.1.
[F] FIRE ALARM SYSTEM. See Section 902.1.
14
2003 INTERNATIONAL BUILDING CODE®
DEFINITSONJ
V
See Section 702.1.
:ER. See Section 702.1.
[F] FIRE COMMAND CENTER. See Section 902.1.
FIRE DAMPER. See Section 702.1.
[F] FIRE DETECTOR, AUTOMATIC. See Section 902.1.
See Section 702.1.
ASSEMBLY. See Section 702.1.
FIRE EXIT HARDWARE. See Section 1002.1.
FIRE PARTITION. See Section 702.1.
FIRE PROTECTION RATING, See Section 702.1.
[F] FIRE PROTECTION SYSTEM. See Section 902.1.
FIRE RESISTANCE. See Section 702.1.
FIRE=RESISTANCE RATING. See Section 702.1.
FIME=MESISTANT JOINT SYSTEM, See Section 702.1.
[F] FIRE SAFETY FUNCTIONS, See Section 902.1.
FIRE SEPARATION DISTANCE. See Section 702.1.
XL, See Section 702.1.
SSEMBLY, See Section 702.1..
See Section 702.1.
1, See Section 2102.1.
FIREPLACE THROAT, See Section 2102.1.
[S, See Section 307.2.
[S, 1,3G, See Section 307.2.
FIREWORKS, 1.4G. See Section 307.2.
iSISTANCE. See Section 802.1.
READ. See Section 802.1.
READ INDEX, See Section 802.1.
[F] FLAMMABLE GAS. See Section 307.2.
[F] FLAMMABLE LIQUEFIED GAS, See Section 307.2.
[F] FLAMMABLE LIQUID. See Section 307.2.
Class lA, See Section 307.2.
Class IB. See Section 307.2.
Class IC. See Section 307.2.
[F] FLAMMABLE MATERIAL, See Section 307.2.
[F] FLAMMABLE SOLID, See Section 307.2.
[F] FLAMMABLE VAPORS OR FUMES. See Section
415.2.
[F] FLASH POINT. See Section 307.2.
FLEXIBLE BUILDINGS AND OTHER STRUCTURES.
See Section 1609.2.
FLEXIBLE EQUIPMENT CONNECTIONS, See Section
1602.1.
FLEXURAL LENGTH. See Section 1808.1.
See Section 1612.2.
. See Section 1612.2.
FLOOD HAZARD AREA SUBJECT TO HIGH VELOC-
ITY WAVE ACTION, See Section 1612.2.
FLOOD INSURANCE RATE MAP (FIRM), See Section
1612.2.
See Section 1612.2.
See Section 1612.2.
PSS, See Section 1002.1.
FLOOR AREA, NET, See Section 1002.1.
FLOOR FIRE DOOR ASSEMBLY, See Section 702.1.
FLY GALLERY. See Section 410.2.
[F] FOAM=EXTINGUISHING SYSTEMS, See Section
902.1.
FOAM PLASTIC INSULATION, See Section 2602.1.
FOLDING AND TELESCOPIC SEATING, See Section
1002.1.
IT See Section 402.2.
See Section 1602.1.
frame. See Section 1602.1.
1 frame (CBF). See Section 1602. 1 .
Eccemlrically braced frame (EBF). See Section 1602.1.
Ordimary comcemtrkally braced frame (OCBF). See Sec-
tion 1602.1.
Special coEcemtrkally braced frame (SCBF). See Section
1602.1.
Momemt frame. See Section 1602.1.
[F] GAS CABINET, See Section 415.2.
[F] GAS ROOM. See Section 415.2.
GLASS FIBERBOARD, See Section 721.1.1.
GLUED BUILT-UP MEMBER, See Section 2302.1.
GRADE FLOOR OPENING, A window or other opening lo-
cated such that the sill height of the opening is not more than 44
inches (1118 mm) above or below the finished ground level ad-
jacent to the opening.
GRADE (LUMBER). See Section 2302.1.
See Section 502.1.
D, See Section 1002.1.
GRAVITY LOAD, See Section 1613.1.
GRIDIRON, See Section 410.2.
GROSS LEASABLE AREA. See Section 402.2.
GROUTED MASONRY, See Section 2102.1.
=onit masonry. See Section 2102.1.
Be masonry. See Section 2102.1.
K See Section 1002.1.
BOARD, See Section 2502.1.
PLASTER. See Section 2502.1.
GYPSUM VENEER PLASTER. See Section 2502.1.
<^
<JE]
FLOOD DAMAGE-RESISTANT MATERIALS, See Sec-
tion 1612.2.
1, A space in a building for living, sleep-
ing, eating or cooking. Bathrooms, toilet rooms, closets, halls.
2003 IMTERMATIOMAL BUSLDING CODE®
15
DEFINITIONS
Storage or utility spaces and similar areas are not considered
habitable spaces.
[F] HALOGENATED EXTINGUISHING SYSTEMS. See
Section 902.1.
[F] HANDLING. See Section 307.2.
HANDRAIL. See Section 1002.1.
HARDBOARD. See Section 2302.1.
HAZARDOUS CONTENTS. See Section 1613.1.
[F] HAZARDOUS MATERIALS. See Section 307.2.
[F] HAZARDOUS PRODUCTION MATERIAL (HPM).
See Section 415.2.
HEAD JOINT. See Section 2102.1.
HEADER (Bonder). See Section 2102.1.
[F] HEALTH HAZARD. See Section 307.2.
HEIGHT, BUILDING. See Section 502.1.
HEIGHT, STORY. See Section 502.1.
HEIGHT, WALLS. See Section 2102.1.
HELIPORT. See Section 412.5.2.
HELISTOP. See Section 412.5.2.
[F] HIGHLY TOXIC. See Section 307.2.
HISTORIC BUILDINGS. Buildings that are listed in or eligi-
ble for listing in the National Register of Historic Places, or
designated as historic under an appropriate state or local law
(see Section 3406).
HORIZONTAL EXIT. See Section 1002.1.
[F] HPM FLAMMABLE LIQUID. See Section 415.2.
[F] HPM ROOM. See Section 415.2.
HURRICANE-PRONE REGIONS. See Section 1609.2.
IMMEDIATELY DANGEROUS TO LIFE AND HEALTH
(IDLH). See Section 415.2.
IMPACT LOAD. See Section 1602.1.
IMPORTANCE FACTOR, /. See Section 1609.2.
INCOMPATIBLE MATERIALS. See Section 307.2.
INDUSTRIAL EQUIPMENT PLATFORM. See Section
502.1.
[F] INITIATING DEVICE. See Section 902.1.
INSPECTION CERTIFICATE. See Section 1702.1.
INTENDED TO BE OCCUPIED AS A RESIDENCE. See
Section 1102.
INTERIOR FINISH. See Section 802.1.
INTERIOR FLOOR FINISH. See Section 802.1.
INTERIOR SURFACES. See Section 2502.1.
INTERIOR WALL AND CEILING FINISH. See Section
802.1.
INTERLAYMENT. See Section 1502.1.
INVERTED PENDULUM-TYPE STRUCTURES. See
Section 1613.1.
i. See Section 1613.1.
ISOLATION JOINT. See Section 1902.1.
ISOLATION SYSTEM. See Section 1613.1.
ISOLATOR UNIT. See Section 1613.1.
JOINT. See Sections 702.1 and 1602.1.
JURISDICTION, The governmental unit that has adopted this
code under due legislative authority.
LABEL. See Section 1702.1.
LIGHT=DIFFUSING SYSTEM. See Section 2602.1.
LIGHT-FRAME CONSTRUCTION. A type of construction
whose vertical and horizontal structural elements are primarily
formed by a system of repetitive wood or light gage steel fram-
ing members.
LIGHT-TRANSMITTING PLASTIC ROOF PANELS.
See Section 2602.1.
LIGHT-TRANSMITTING PLASTIC WALL PANELS.
See Section 2602.1.
IT STATE. See Section 1602.1.
[F] LIQUID. See Section 415.2.
[F] LIQUID STORAGE ROOM. See Section 415.2.
[F] LIQUID USE, DISPENSING AND MIXING ROOMS.
See Section 415.2.
LISTED. See Section 902.1.
LIVE LOADS. See Section 1602.1.
LIVE LOADS (ROOF). See Section 1602.1.
I>. See Section 1613.1.
). See Section 1613.1.
LOAD AND RESISTANCE FACTOR DESIGN (LRFD).
See Section 1602.1.
LOAD FACTOR. See Section 1602.1.
LOADS. See Section 1602.1.
LOADS EFFECTS. See Section 1602.1.
LOT. A portion or parcel of land considered as a unit.
LOT LINE. A line dividing one lot from another, or from a
street or any public place.
[F] LOWER FLAMMABLE LIMIT (LFL). See Section
415.2.
LOWEST FLOOR. See Section 1612.2.
MAIN WINDFORCE-RESISTING SYSTEM. See Section
1609.2.
MALL. See Section 402.2.
[F] MANUAL FIRE ALARM BOX. See Section 902.1.
MANUFACTURER'S DESIGNATION. See Section
1702.1.
MARK. See Section 1702.1.
L A permanent roofed structure attached to and
supported by the building and that projects into the public right-
of-way.
16
2003 INTERNATIONAL BUILDING CODE®
DEFBNmOSSSS
SONEYo See Section 2102.1.
AsMar masoeryo See Section 2102.1.
Coursed asMar, See Section 2102.1.
Glass eimnt masomryo See Section 2102.1.
See Section 2102.1.
ashlar. See Section 2102.1.
somry. See Section 2102.1.
somry. See Section 2102.1.
To See Section 2102.1.
See Section 2102.1.
» See Section 2102.1.
'o See Section 2102.1.
Solid. See Section 2102.1.
MAXIMUM CONSIDEEED EARTHQUAKE. See Section
1613.1.
NATURALLY DURABLE WOOD. See Section 2302.1.
Decay resistamt. See Section 2302.1.
See Section 2102.1.
MEAN ROOF HEIGHT. See Section 1609.2.
MEANS OF EGRESS. See Section 1002.1.
MECHANICAL-ACCESS OPEN PARKING GARAGES.
See Section 406.3.2.
MECHANICAL EQUIPMENT SCREEN. See Section
1502.1.
MEMBRANE=COVERED CABLE STRUCTURE. See
Section 3102.2.
MEMBMANE=COVEMED FRAME STRUCTURE. See
Section 3102.2.
MEMBRANE PENETRATION. See Section 702.1.
MEMBRANE-PENETRATION FIRESTOP. See Section
702.1.
METAL COMPOSITE MATERIAL (MCM). See Section
1402.
METAL COMPOSITE MATERIAL SYSTEM. See Sec-
tion 1402.
METAL ROOF PANEL. See Section 1502.1.
CTAL ROOF SHINGLE. See Section 1502.1.
iZZANINE. See Section 502.1.
lL BOARD. See Section 721.1.1.
MODIFIED BITUMEN ROOF COVERING. See Section
1502.1.
MORTAR. See Section 2102.1.
MORTAR, SURFACE-BONDING. See Section 2102.1.
MULTILEVEL ASSEMBLY SEATING. See Section
1102.1.
[F] MULTIPLE-STATION ALARM DEVICE. See Section
902.1.
[F] MULTIPLE-STATION SMOKE ALARM. See Section
902.1.
NAILING, BOUNDARY. See Section 2302.1.
NAILING, EDGE. See Section 2302.1.
NAILING, FIELD. See Section 2302.1.
L See Section 2302.1.
^L LOADS. See Section 1602.1.
NOMINAL SIZE (LUMBER). See Section 2302.1.
NONBUILDING STRUCTURE. See Section 1613.1.
NONCOMBUSTIBLE MEMBRANE STRUCTURE. See
Section 3102.2.
[F] NORMAL TEMPERATURE AND PRESSURE (NTP).
See Section 415.2.
See Section 1002.1.
[F] NUISANCE ALARM, See Section 902.1.
OCCUPANCY IMPORTANCE FACTOR. See Section
1613.1.
See Section 1002.1.
A room or enclosed space designed
for human occupancy in which individuals congregate for
amusement, educational or similar purposes or in which occu-
pants are engaged at labor, and which is equipped with means
of egress and light and ventilation facilities meeting the re-
quirements of this code.
OPEN PARKING GARAGE. See Section 406.3.2.
[F] OPEN SYSTEM. See Section 307.2.
OPERATING BUILDING. See Section 307.2.
[F] ORGANIC PEROXIDE. See Section 307.2.
Class L See Section 307.2.
See Section 307.2.
:. See Section 307.2.
iss IV. See Section 307.2.
ss V. See Section 307.2.
, See Section 307.2.
OTHER STRUCTURES. See Section 1602.1.
OWNER. Any person, agent, firm or corporation having a le-
gal or equitable interest in the property.
[F] OXIDIZER. See Section 307.2.
4. See Section 307.2.
ass 3. See Section 307.2.
ass 2. See Section 307.2.
ass 1. See Section 307.2.
[F] OXIDIZING GAS. See Section 307.2.
P-DELTA EFFECT. See Section 1602.1.
PANEL (PART OF A STRUCTURE). See Section 1602.1.
L See Section 1002.1.
See Section 2302.1.
^STAL. See Section 1902.1.
PENETRATION FIRESTOP. See Section 702.1.
JSE. See Section 1502.1.
C^
o
2003 INTERNATIONAL BUILDING CODE®
17
DEFINITIONS
PERMIT. An official document or certificate issued by the au-
thority having jurisdiction which authorizes performance of a
specified acfivity.
PERSON. An individual, heirs, executors, administrators or
assigns, and also includes a firm, partnership or corporation, its
or their successors or assigns, or the agent of any of the afore-
said.
PERSONAL CARE SERVICE. See Secdon 310.2.
[F] PHYSICAL HAZARD. See Section 307.2.
PIER FOUNDATIONS. See Section 1808.1.
Belled piers. See Section 1808.1.
PILE FOUNDATIONS. See Section 1808.1.
Auger uncased piles. See Section 1808.1.
Caisson piles. See Section 1808.1.
Concrete-filled steel pipe and tube piles. See Section
1808.1.
Driven uncased piles. See Section 1808.1.
Enlarged base piles. See Section 1808.1.
Piles. See Section 1808.1.
Steel-cased piles. See Section 1808.1.
PINRAIL. See Section 410.2.
PLAIN CONCRETE. See Secrion 1 902. 1 .
PLAIN REINFORCEMENT. See Section 1902.1.
PLASTIC, APPROVED. See Section 2602.1.
PLASTIC GLAZING. See Section 2602.1.
PLASTIC HINGE. See Section 2102.1.
PLATFORM. See Section 410.2.
POSITIVE ROOF DRAINAGE. See Section 1502.1.
PRECAST CONCRETE. See Section 1902.1.
PRESERVATIVE-TREATED WOOD. See Section 2302.1.
PRESTRESSED CONCRETE. See Section 1902.1.
PRESTRESSED MASONRY. See Section 2102.1.
Prestressed masonry shear wall. See Section 2102.1.
Ordinary plain prestressed masonry shear wall. See Sec-
tion 2102.1.
Special prestressed masonry shear wall. See Section
2102.1.
Special reinforced masonry shear wall. See Section
2102.1.
PRISM. See Section 2102.1.
PROJECTED AREA. See Section 1913.2.2.
PROSCENIUM WALL. See Section 410.2.
PUBLIC ENTRANCE. See Section 1102.1.
PUBLIC-USE AREAS. See Section 1102.1.
PUBLIC WAY. See Section 1002.1.
[F] PYROPHORIC. See Section 307.2.
[F] PYROTECHNIC COMPOSITION. See Section 307.2.
QUALITY ASSURANCE PLAN. A written procedure com-
plying with the requirements of Section 1705.
RAMP. See Section 1002.1.
RAMP-ACCESS OPEN PARKING GARAGES. See Sec-
tion 406.3.2.
[F] RECORD DRAWINGS. See Section 902.1.
REFERENCE RESISTANCE (D). See Section 2302.1.
REGISTERED DESIGN PROFESSIONAL. An individual
who is registered or hcensed to practice their respective design
profession as defined by the statutory requirements of the pro-
fessional registration laws of the state or jurisdiction in which
the project is to be constructed.
REINFORCED CONCRETE. See Section 1902.1.
REINFORCED PLASTIC, GLASS FIBER. See Section
2602.1.
REINFORCEMENT. See Section 1902.1.
REPAIR. The reconstruction or renewal of any part of an exist-
ing building for the purpose of its maintenance.
REQUIRED STRENGTH. See Sections 1602.1 and2102.1.
REROOFING. See Section 1502.1.
RESHORES. See Section 1902.1.
RESIDENTIAL AIRCRAFT HANGAR. See Section
412.3.1.
RESIDENTIAL CARE/ASSISTED LIVING FACIL-
ITIES. See Section 310.2.
RESISTANCE FACTOR. See Section 1602.1.
RESTRICTED ENTRANCE. See Section 1 102.1.
RETRACTABLE AWNING. See Section 3105.2.
ROOF ASSEMBLY. See Section 1502.1.
ROOF COVERING. See Section 1502.1.
ROOF COVERING SYSTEM. See Section 1502.1.
ROOF DECK. See Section 1502.1.
ROOF RECOVER. See Section 1502.1.
ROOF REPAIR. See Section 1 502. 1 .
ROOF REPLACEMENT. See Section 1502.1.
ROOF VENTILATION. See Section 1502.1.
ROOFTOP STRUCTURE. See Section 1502.1.
RUBBLE MASONRY. See Section 2102.1.
Coursed rubble. See Section 2102.1.
Random rubble. See Section 2102.1.
Rough or ordinary rubble. See Section 2102.1.
RUNNING BOND. See Section 2102.1.
SCISSOR STAIR See Section 1002.1.
SCUPPER. See Section 1502.1.
SEISMIC DESIGN CATEGORY. See Section 1613.1.
SEISMIC-FORCE-RESISTING SYSTEM. See Section
1613.1.
SEISMIC FORCES. See Section 1613.1.
SEISMIC RESPONSE COEFFICIENT. See Section
1613.1.
18
2003 INTERNATIONAL BUILDING CODE®
DEFDNSTIONJ
SEISMIC USE GROUE See Section 1613.1.
SELF-CLOSING. See Section 702.1.
SELF-SERVICE STORAGE FACILITY. See Section
1102.1.
[F] SERVICE CORRIDOR. See Section 415.2.
SERVICE ENTRANCE. See Section 1102.1.
SHAFT. See Section 702.1.
SHAFT ENCLOSURE. See Section 702.1.
SHALLOW ANCHORS. See Section 1602.1.
..See Section 1602.1.
See Sections 1602.1, 1613.1 and 2102.1.
See Section 2102.1.
lear wall. See Section
2102.1.
Ordimary plain masomry shear wall. See Section 2102. 1 .
Ordinary reinforced masonry stiear wall. See Section
2102.1.
I See Section 2302.1.
segment. See Section 2302.1.
lasonry shear wall. See Section
2102.1.
Type I shear wall. See Section 2202.1.
Type II shear wall. See Section 2202.1.
Type II shear wall segment. See Section 2202.1.
SHEAR WALL=FMAME INTERACTIVE SYSTEM, See
Section 1613.1.
SHELL. See Section 2102.1.
SHORES. See Section 1902.1.
SHOTCRETE. See Section 1914.1.
SINGLE=PLY MEMBRANE. See Section 1502.1.
[F] SINGLE-STATION SMOKE ALARM. See Section
902.1.
SITE. See Section 1102.1.
SITE CLASS. See Section 1613.1.
SITE COEFFICIENTS. See Section 1613.1.
SKYLIGHT, UNIT. A factory-assembled, glazed fenestration
unit, containing one panel of glazing material that allows for
natural lighting through an opening in the roof assembly while
1 preserving the weather-resistant barrier of the roof.
SKYLIGHTS AND SLOPED GLAZING. Glass or other
transparent or translucent glazing material installed at a
slope of 15 degrees (0.26 rad) or more from vertical. Glazing
material in skylights, including unit skylights, solariums,
sunrooms, roofs and sloped walls, are included in this defini-
tion.
O
m
A room or space in which people sleep,
which can also include permanent provisions for living, eating,
and either sanitation or kitchen facilities but not both. Such
rooms and spaces that are also part of a dwelling unit are not
sleeping units.
See Section 902.1.
See Section 702.1.
SMOKE COMPARTMENT, See Section 702.1.
SMOKE DAMPER. See Section 702.1.
[F] SMOKE DETECTOR. See Section 902.1.
SMOKE-DEVELOPED INDEX. See Section 802.1.
SMOKE-PROTECTED ASSEMBLY SEATING. See Sec-
tion 1002.1.
SMOKEFROOF ENCLOSURE. See Section 902.1.
[F] SOLID. See Section 415.2.
SPACE FRAME. See Section 1602.1.
SPECIAL AMUSEMENT BUILDING, See Section 411.2.
See Section 1702.1.
H, See Section 1702.1.
Special periodic Inspection. See Section 1702.1.
SPECIAL FLOOD HAZARD AREA. See Section 1612.2.
SPECIAL TRANSVERSE REINFORCEMENT. See Sec-
tion 1602.1.
D, See Section 2102.1.
SPECIFIED COMPRESSIVE STRENGTH OF MA-
SONRY (/"'J. See Section 2102.1.
SPIRAL REINFORCEMENT. See Section 1902.1.
SPLICE, See Section 702.1.
SPRAYED FIRE-RESISTANT MATERIALS, See Section
1702.1.
STACK BOND, See Section 2102.1.
STAGE, See Section 410.2.
STAIR, See Section 1002.1.
STAIRWAY, See Section 1002.1.
STAIRWAY, EXTERIOR, See Section 1002.1.
STAIRWAY, INTERIOR, See Section 1002.1.
STAIRWAY, SPIRAL, See Section 1002.1.
[F] STANDPIPE SYSTEM, CLASSES OF, See Section
902.1.
iss I system. See Section 902. 1 .
Class H system. See Section 902.1.
Class III system. See Section 902.1.
[F] STANDPIPE, TYPES OF. See Section 902.1.
See Section 902.1.
wet. See Section 902.1.
See Section 902.1.
See Section 902.1.
ry. See Section 902. 1 .
START OF CONSTRUCTION, See Section 1612.2.
STEEL CONSTRUCTION, COLD-FORMED. See Section
2202.1.
STEEL JOIST. See Section 2202.1.
STEEL MEMBER, STRUCTURAL. See Section 2202.1.
2003 DNTERNATBOiMAL BUILDIMG CODE®
DEFINITIONS
STEEP SLOPE. A roof slope greater than two units vertical in
12 units horizontal (17-percent slope).
STONE MASONRY. See Section 2102.1.
Ashlar stone masonry. See Section 2102.1.
Rubble stone masonry. See Section 2102.1.
[F] STORAGE, HAZARDOUS MATERIALS. See Section
415.2.
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 "Basement," "Mezzanine" and Section 502.1).
It is measured as 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.
STORY ABOVE GRADE PLANE. Any story having its fin-
ished floor surface entirely above grade plane, except that a
basement shall be considered as a story above grade plane
where the finished surface of the floor above the basement is:
1. More than 6 feet (1829 mm) above grade plane;
2. More than 6 feet (1829 mm) above the finished ground
level for more than 50 percent of the total building perim-
eter; or
3. More than 12 feet (3658 mm) above the finished ground
level at any point.
STORY DRIFT RATIO. See Section 1613.1.
STRENGTH. See Section 2102.1.
Design strength. See Section 2102.1.
Nominal strength. See Sections 1602.1 and 2102.1.
STRENGTH DESIGN. See Section 1602.1.
STRUCTURAL CONCRETE. See Section 1902.1.
STRUCTURAL GLUED-LAMINATED TIMBER. See
Section 2302.1.
STRUCTURAL OBSERVATION. See Section 1702.1.
STRUCTURE. That which is built or constructed.
SUBDIAPHRAGM. See Section 2302.1.
SUBSTANTIAL DAMAGE. See Section 1612.2.
SUBSTANTIAL IMPROVEMENT. See Section 1612.2.
[F] SUPERVISING STATION. See Section 902.1.
[F] SUPERVISORY SERVICE. See Section 902.1.
[F] SUPERVISORY SIGNAL. See Section 902.1.
[F] SUPERVISORY SIGNAL-INITIATING DEVICE. See
Section 902.1.
SWIMMING POOLS. See Section 3109.2.
T RATING. See Section 702.1.
TECHNICALLY INFEASIBLE. See Section 3402.
TENDON. See Section 1902.1.
TENT. Any structure, enclosure or shelter which is con-
structed of canvas or pliable material supported in any manner
except by air or the contents it protects.
THERMOPLASTIC MATERIAL. See Section 2602.1.
THERMOSETTING MATERIAL. See Section 2602.1.
THROUGH PENETRATION. See Section 702.1.
THROUGH=PENETRATION FIRESTOP SYSTEM. See
Section 702.1.
TIE-DOWN (HOLD-DOWN). See Section 2302.1.
TIE, LATERAL. See Section 2102.1.
TIE, WALL. See Section 2102.1.
TILE. See Section 2102.1.
TILE, STRUCTURAL CLAY. See Section 2102.1.
[F] TIRES, BULK STORAGE OE See Section 902.1.
TORSIONAL FORCE DISTRIBUTION. See Section
1613.1.
TOUGHNESS. See Section 1613.1.
[F] TOXIC. See Section 307.2.
TREATED WOOD. See Section 2302.1.
TRIM. See Section 802.1.
[F] TROUBLE SIGNAL. See Section 902.1.
UNADJUSTED SHEAR RESISTANCE. See Section I
2202.1.
UNDERLAYMENT. See Section 1502.1.
[F] UNSTABLE (REACTIVE) MATERIAL. See Section
307.2.
Class 4. See Section 307.2.
Class 3. See Section 307.2.
Class 2. See Section 307.2.
Class 1. See Section 307.2.
[F] USE (MATERIAL). See Section 415.2.
VAPOR-PERMEABLE MEMBRANE. A material or cover-
ing having a permeance rating of 5 perms (52.9 xlO"'° kg/Pa • s • m^)
or greater, when tested in accordance with the dessicant method us-
ing Procedure A of ASTM E 96. A vapor-permeable material per-
mits the passage of moisture vapor.
VAPOR RETARDER. A vapor-resistant material, membrane
or covering such as foil, plastic sheeting or insulation facing
having a permeance rating of 1 perm (5.7 x 10" kg/Pa • s • m^)
or less, when tested in accordance with the dessicant method
using Procedure A of ASTM E 96. Vapor retarders limit the
amount of moisture vapor that passes through a material or wall
assembly.
VENEER. See Section 1402.1.
VENTILATION. The natural or mechanical process of sup-
plying conditioned or unconditioned air to, or removing such
air from, any space.
[F] VISIBLE ALARM NOTIFICATION APPLIANCE.
See Section 902.1.
WALKWAY, PEDESTRIAN. A walkway used exclusively as
a pedestrian trafficway.
WALL. See Section 2102.1.
Cavity wall. See Section 2102.1.
20
2003 INTERNATIONAL BUILDING CODE®
DEFBNmONS
•
jmposlte wall. See Section 2102.1.
;acked, SMrface-bonded wall. See Section 2102.1.
Masomry-toonded Ihollow wall. See Section 2102.1.
Parapet wall. See Section 2102.1.
.OA»=BEAMINGo See Section 1602.1.
WALL, NONLOAD=BEARING. See Section 1602.1.
[F] WATEM=REACTIVE MATEMAL. See Section 307.2.
Class 3. See Section 307.2.
Class 2. See Section 307.2.
Class 1. See Section 307.2.
WEATHER=EXPOSED SURFACES. See Section 2502.1.
L See Section 2102.1.
[F] WET-CHEMICAL EXTINGUISHING SYSTEM. See
Section 902.1.
See Section 1102.1.
WHEELCHAIR SPACE CLUSTER. See Section 1102.1.
See Section 1609.2.
WIND=RESTRAINT SEISMIC SYSTEM. See Section
1613.
WIRE BACKING. See Section 2502.1.
[F] WIRELESS PROTECTION SYSTEM. See Section
902.1.
WOOD SHEAR PANEL. See Section 2302.1.
WOOD STRUCTURAL PANEL. See Section 2302.1.
Composite panels. See Section 2302. 1 .
Oriemted strand board (OSB), See Section 2302. 1 .
Plywood, See Section 2302.1.
[F] WORKSTATION. See Section 415.2.
WYTHE. See Section 2102.1.
YARD. An open space, other than a court, unobstructed from
the ground to the sky, except where specifically provided by
this code, on the lot on which a building is situated.
[F] ZONE. See Section 902.1.
2003 BNTERMATIONAL BUILDING CODE®
22 2003 1^STERNAT10NAL BUILDING CODE®
CHAPTER
)Y GLM
SECTION 301
301ol Scope. The provisions of this chapter shall control the
classification of all buildings and structures as to use and occu-
pancy.
•
CLASSIFSCMIOM
302,1 GemeraL Structures or portions of structures shall be
classified with respect to occupancy in one or more of the
groups listed below. Structures with multiple uses shall be clas-
sified according to Section 302.3. Where a structure is pro-
posed for a purpose which is not specifically provided for in
this code, such structure shall be classified in the group which
the occupancy most nearly resembles, according to the fire
safety and relative hazard involved.
1. Assembly (see Section 303): Groups A-1, A-2, A-3,
A-4 and A-5
Business (see Section 304): Group B
Educational (see Section 305): Group E
Factory and Industrial (see Section 306): Groups F-1
and F-2
High Hazard (see Section 307): Groups H-1, H-2, H-3,
H-4 and H-5
Institutional (see Secdon 308): Groups I-l, 1-2, 1-3 and
1-4
Mercantile (see Section 309): Group M
Residential (see Section 310): Groups R-1, R-2, R-3 as
apphcable in Secfion 101.2, and R-4
Storage (see Section 311): Groups S-1 and S-2
Utility and Miscellaneous (see Section 312): Group U
3®2.1.1 ImcMemtel ese areas. Spaces which are incidental
to the main occupancy shall be separated or protected, or
both, in accordance with Table 302. 1 . 1 or the building shall
be classified as a mixed occupancy and comply with Section
302.3. Areas that are incidental to the main occupancy shall
be classified in accordance with the main occupancy of the
portion of the building in which the incidental use area is lo-
cated.
9
10
in; Incidental use areas within and serving a
dwelling unit are not required to comply with this sec-
tion.
302.1.1J Separation. Where Table 302.1.1 requires a
fire-resistance-rated separation, the incidental use area
shall be separated from the remainder of the building
with a fire barrier. Where Table 302. 1 . 1 permits an auto-
matic fire-extinguishing system without a fire barrier, the
incidental use area shall be separated by construction ca-
pable of resisfing the passage of smoke. The partitions
shall extend from the floor to the underside of the
fire-resistance-rated floor/ceiling assembly or fire-resis-
tance-rated roof/ceiling assembly or to the underside of
the floor or roof deck above. Doors shall be self-closing
or automatic-closing upon detection of smoke. Doors
shall not have air transfer openings and shall not be un-
dercut in excess of the clearance permitted in accordance
with NFPA 80.
TABLE 302.1.1
ENTAL USE AREAS
BOOM OR AREA
SEPARATION^
Furnace room where any piece of
equipment is over 400,000 Btu per
hour input
1 hour or provide automatic
fire-extinguishing system
Rooms with any boiler over 15 psi
and 10 horsepower
1 hour or provide automatic
fire-extinguishing system
Refrigerant machinery rooms
1 hour or provide automatic
sprinkler system
Parking garage (Section 406.2)
2 hours; or 1 hour and provide
automatic fire-extinguishing system
Hydrogen cut-off rooms
1-hour fire barriers and floor/ceiling
assemblies in Group B, F, H, M, S
and U occupancies. 2-hour fire
barriers and floor/ceiling assemblies
in Group A, E, I and R occupancies.
Incinerator rooms
2 hours and automatic sprinkler
system
Paint shops, not classified as Group
H, located in occupancies other than
Group F
2 hours; or 1 hour and provide
automatic fire-extinguishing system
Laboratories and vocational shops,
not classified as Group H, located in
Group E or 1-2 occupancies
1 hour or provide automatic
fire-extinguishing system
Laundry rooms over 100 square feet
1 hour or provide automatic
fire-exdnguishing system
Storage rooms over 100 square feet
1 hour or provide automatic
fire-extinguishing system
Group 1-3 cells equipped with padded
surfaces
1 hour
Group 1-2 waste and hnen collection
rooms
1 hour
Waste and linen collection rooms
over 100 square feet
1 hour or provide automatic
fire-extinguishing system
Stationary lead-acid battery systems
having a liquid capacity of more than
100 gallons used for facility standby
power, emergency power or
uninterrupted power supplies
1-hour fire barriers and floor/ceiling
assemblies in Group B, F, H, M, S
and U occupancies. 2-hour fire
barriers and floor/ceiling assemblies
in Group A, E, I and R occupancies
For SI: I square foot = 0.0929 m^, I pound per square inch = 6.9 kPa,
1 British thermal unit = 0.293 watts, 1 horsepower = 746 watts,
1 gallon = 3.785 L.
a. Where an automatic fire-extinguishing system is provided, it need only be
provided in the incidental use room or area.
2003 INTERMATIIONAL BUBLDBNG CODE®
23
USE AND OCCUPANCY CLASSIFICATION
302.2 Accessory ose areas. A fire barrier shall be required to
separate accessory use areas classified as Group H in accor-
dance with Section 302.3.2, and incidental use areas in accor-
dance with Section 302. 1.1. Any other accessory use area shall
not be required to be separated by a fire barrier provided the ac-
cessory use area occupies an area not more than 10 percent of
the area of the story in which it is located and does not exceed
the tabular values in Table 503 for the allowable height or area
for such use.
302.2.1 Assembly areas. Accessory assembly areas are not
considered separate occupancies if the floor area is equal to
or less than 750 square feet (69.7 m^). Assembly areas that
are accessory to Group E are not considered separate occu-
pancies. Accessory religious educational rooms and reli-
gious auditoriums with occupant loads of less than 100 are
not considered separate occupancies.
302.3 Mixed occupancies. Where a building is occupied by
two or more uses not included in the same occupancy classifi-
cation, the building or portion thereof shall comply with Sec-
tion 302.3.1 or 302.3.2 or a combination of these sections.
Exceptions:
1. Occupancies separated in accordance with Section
508.
2. Areas of Group H-2, H-3, H-4 or H-5 occupancies
shall be separated from any other occupancy in accor-
dance with Section 302.3.2.
3. Where required by Table 415.3.2, areas of Group H-1 ,
H-2 or H-3 occupancy shall be located in a separate
and detached building or structure.
4. Accessory use areas in accordance with Section
302.2.
5. Incidental use areas in accordance with Section
302.1.1.
302.3.1 Nonseparated uses. Each portion of the building
shall be individually classified as to use. The required type
of construction for the building shall be determined by ap-
plying the height and area hmitations for each of the appli-
cable occupancies to the entire building. The most
restrictive type of construction, so determined, shall apply
to the entire building. All other code requirements shall ap-
ply to each portion of the building based on the use of that
space except that the most restrictive apphcable provisions
of Secdon 403 and Chapter 9 shall apply to these
nonseparated uses. Fire separations are not required be-
tween uses, except as required by other provisions.
302.3.2 Separated uses. Each portion of the building shall
be individually classified as to use and shall be completely
separated from adjacent areas by fire barrier walls or hori-
zontal assemblies or both having a fire-resistance rating de-
termined in accordance with Table 302.3.2 for uses being
separated. Each fire area shall comply with this code based
on the use of that space. Each fire area shall comply with the
height limitafions 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 divided by the allowable area for each use shall
not exceed one.
Exception: Except for Group H and 1-2 areas, where the
building is equipped throughout with an automatic sprin-
kler system, installed in accordance with Section
903.3.1.1, the fire-resistance ratings in Table 302.3.2
shall be reduced by 1 hour but to not less than 1 hour and
to not less than that required for floor construction ac-
cording to the type of construction.
302.4 Spaces used for different purposes. A room or space
that is intended to be occupied at different times for different
purposes shall comply with all the requirements that are appli-
cable to each of the purposes for which the room or space will
be occupied.
SECTION 303
ASSEMBLY GROUP A
303.1 Assemtoly Group A. Assembly Group A occupancy in-
cludes, among others, the use of a building or structure, or a
portion thereof, for the gathering together of persons for pur-
poses such as civic, social or religious functions, recreation,
food or drink consumption or awaiting transportation. A room
or space used for assembly purposes by less than 50 persons
and accessory to another occupancy shall be included as a part
of that occupancy. Assembly areas with less than 750 square
feet (69.7 m^) and which are accessory to another occupancy
according to Section 302.2.1 are not assembly occupancies.
Assembly occupancies which are accessory to Group E in ac-
cordance with Section 302.2 are not considered assembly occu-
pancies. Religious educational rooms and religious
auditoriums which are accessory to churches in accordance
with Section 302.2 and which have occupant loads of less than
100 shall be classified as A-3.
Assembly occupancies shall include the following:
A-1 Assembly uses, usually with fixed seating, intended for
the production and viewing of the performing arts or
motion pictures including, but not limited to:
Motion picture theaters
Symphony and concert halls
Television and radio studios admitting an audience
Theaters
A-2 Assembly uses intended for food and/or drink con-
sumption including, but not limited to:
Banquet halls
Night clubs
Restaurants
Taverns and bars
A-3 Assembly uses intended for worship, recreation or
amusement and other assembly uses not classified else-
where in Group A including, but not limited to:
Amusement arcades
Art galleries
Bowling alleys
Churches
Community halls
Courtrooms
Dance halls (not including food or drink consump-
tion)
Exhibition halls
!•
24
2003 INTERNATIONAL BUILDING COOEQ
H
TABLE 302.3.2
REQUIRED SEPARATION OF OCCUPANCIIES (HOURS)^
m
USE
A-1
A-2
A-3
A-4
A-5
B''
E
■ F-1
F-2
H-1
H-2
H-3
H-4
H-5
1-1
0-2
1-3
1-4
m"
R-1
R-2
R-3, R-4
S-1
S-2'=
U
A-1
2
2
2
2
2
2
3
2
NP
4
3
2
4
2
2
2
2
2
2
2
2
3
2
1
A-2^
_
_
2
2
2
2
2
3
2
NP
4
3
2
4
2
2
2
2
2
2
2
2
3
2
1
A-3
2
2
2
2
3
2
NP
4
3
2
4
2
2
2
2
2
2
2
2
3
2
1
A-4
_
2
2
2
3
2
NP
4
3
2
4
2
2
2
2
2
2
2
2
3
2
1
A-5
—
2
2
3
2
NP
4
3
2
4
2
2
2
2
2
2
2
2
3
2
1
b"
—
2
3
2
NP
2
1
1
1
2
2
2
2
2
2
2
2
3
2
1
E
3
2
NP
4
3
2
3
2
2
2
2
2
2
2
2
3
2
1
F-1
—
3
NP
2
1
1
1
3
3
3
3
3
3
3
3
3
3
3
F-2
—
NP
2
1
1
1
2
2
2
2
2
2
2
2
3
2
1
H-1
.
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
H-2
1
2
2
4
4
4
4
2
4
4
4
2
2
1
H-3
1
1
4
3
3
3
1
3
3
3
1
1
1
H-4
1
4
4
4
4
1
4
4
4
1
1
1
H-5
—
—
—
—
—
—
4
4
4
3
1
4
4
4
1
1
3
I-l
—
—
2
2
2
2
2
2
2
4
3
2
1-2
2
2
2
2
2
2
3
2
1
1-3
—
—
—
—
—
—
—
2
2
2
2
2
3
2
1
1-4
—
2
2
2
2
3
2
1
m"
—
—
—
—
—
—
—
—
—
2
2
2
3
2
1
R-1
.
—
—
2
2
3
2
1
R-2
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
2
3
2
1
R-3, R-4
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
3
2d
l"
S-1
—
—
—
3
3
S-2^
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
1
U
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
For SI: 1 square foot = 0.0929 m^.
NP = Not permitted.
a. See exception to Section 302.3.2 for reductions permitted.
b. Occupancy separation need not be provided for storage areas within Groups B and M if the:
1. Area is less than 10 percent of the floor area;
2. Area is provided with an automatic fire-extinguishing system and is less than 3,000 square feet; or
3. Area is less than 1,000 square feet.
c. Areas used only for private or pleasure vehicles shall be allowed to reduce separation by 1 hour.
d. See Section 406.1.4.
e. Commercial kitchens need not be separated from the restaurant seating areas that they serve.
m
m
a
a
<
o
>
m
m
o
>
USE AND OCCUPANCY CLASSIFICATION
i^
Funeral parlors
Gymnasiums (without spectator seating)
Indoor swimming pools (without spectator seating)
Indoor tennis courts (without spectator seating)
Lecture halls
Libraries
Museums
Waiting areas in transportation terminals
Pool and billiard parlors
A-4 Assembly uses intended for viewing of indoor sporting
events and activities with spectator seating including,
but not limited to:
Arenas
Skating rinks
Swimming pools
Tennis courts
A-5 Assembly uses intended for participation in or viewing
outdoor activities including, but not limited to:
Amusement park structures
Bleachers
Grandstands
Stadiums
303.1.1 Nonaccessory assembly use. A building or tenant
space used for assembly purposes by less than 50 persons
shall be considered a Group B occupancy.
SECTION 304
BUSINESS GROUP B
304.1 Business Group B. Business Group B occupancy in-
cludes, among others, the use of a building or structure, or a
portion thereof, for office, professional or service-type transac-
tions, including storage of records and accounts. Business oc-
cupancies shall include, but not be limited to, the following:
Airport traffic control towers
Animal hospitals, kennels and pounds
Banks
Barber and beauty shops
Car wash
Civic administration
Clinic — outpatient
Dry cleaning and laundries; pick-up and delivery stations
and self-service
Educational occupancies above the 12th grade
Electronic data processing
Laboratories; testing and research
Motor vehicle showrooms
Post offices
Print shops
Professional services (architects, attorneys, dentists, physi-
cians, engineers, etc.)
Radio and television stations
Telephone exchanges
SECTION 305
EDUCATIONAL GROUP E
305,1 Educational Group E. Educational Group E occupancy
includes, among others, the use of a building or structure, or a
portion thereof, by six or more persons at any one time for
educational purposes through the 12th grade. Religious educa-
tional rooms and religious auditoriums, which are accessory to
churches in accordance with Section 302.2 and have occupant
loads of less than 100, shall be classified as A-3 occupancies.
305.2 Day care. The use of a building or structure, or portion
thereof, for educational, supervision or personal care services
for more than five children older than 2'/2 years of age, shall be
classified as a Group E occupancy.
SECTION 306
FACTORY GROUP F
306.1 Factory Industrial Group E Factory Industrial Group F
occupancy includes, among others, the use of a building or
structure, or a portion thereof, for assembling, disassembling,
fabricating, finishing, manufacturing, packaging, repair or pro-
cessing operations that are not classified as a Group H hazard-
ous or Group S storage occupancy.
r
Factory Industrial F-1 Moderate-Hazard Occu=
paecy. Factory industrial uses which are not classified as Fac-
tory Industrial F-2 Low Hazard shall be classified as F-1
Moderate Hazard and shall include, but not be limited to, the
following:
Aircraft
Appliances
Athletic equipment
Automobiles and other motor vehicles
Bakeries
Beverages; over 12-percent alcohol content
Bicycles
Boats
Brooms or brushes
Business machines
Cameras and photo equipment
Canvas or similar fabric
Carpets and rugs (includes cleaning)
Clothing
Construction and agricultural machinery
Disinfectants
Dry cleaning and dyeing
Electric generation plants
Electronics
Engines (including rebuilding)
Food processing
Furniture
Hemp products
Jute products
Laundries
Leather products
Machinery
Metals
Millwork (sash & door)
Motion pictures and television filming (without spectators)
Musical instruments
Optical goods
Paper mills or products
Photographic film
Plastic products
26
2003 INTERNATIONAL BUILDING CODE®
JSE kUD OCCUPAMCY CLASS!FICAT!OM
•
Printing or publishing
Recreational vehicles
Refuse incineration
Shoes
Soaps and detergents
Textiles
Tobacco
Trailers
Upholstering
Wood; distillation
Woodworking (cabinet)
306.3 Factory Indestrnal F=2 Low-Hazard Occupamcyo Fac-
tory industrial uses that involve the fabrication or manufactur-
ing of noncombustible materials which during finishing,
packing or processing do not involve a significant fire hazard
shall be classified as F-2 occupancies and shall include, but not
be hmited to, the following:
Beverages; up to and including 12-percent alcohol content
Brick and masonry
Ceramic products
Foundries
Glass products
Gypsum
Ice
Metal products (fabrication and assembly)
or plastic bottles shall be limited to a maximum size of 4 fluid
ounces (118 ml).
I [F] 307.1 Hlgli-Hazairdl Group H. High-Hazard Group H oc-
cupancy includes, among others, the use of a building or struc-
ture, or a portion thereof, that involves the manufacturing,
processing, generation or storage of materials that constitute a
physical or health hazard in quantities in excess of those found
in Tables 307.7(1) and 307.7(2) (see also definition of "Control
area").
[F] 3©7o2 DeffieitnoES. The following words and terms shall, for
the purposes of this section and as used elsewhere in this code,
have the meanings shown herein.
AEROSOL. A product that is dispensed from an aerosol con-
tainer by a propellant.
Aerosol products shall be classified by means of the calcula-
tion of their chemical heats of combustion and shall be desig-
nated Level 1, 2 or 3.
Level 1 aerosol products. Those with a total chemical heat
of combustion that is less than or equal to 8,600 British ther-
mal units per pound (Btu/lb) (20 kJ/g).
Level 2 aerosol products. Those with a total chemical heat
of combustion that is greater than 8,600 Btu/lb (20 kJ/g), but
less than or equal to 13,000 Btu/lb (30 kJ/g).
Level 3 aerosol products. Those with a total chemical heat
combusdon that is greater than 13,000 Btu/lb (30 kJ/g).
AEROSOL CONTAINER. A metal can or a glass or plasfic
bottle designed to dispense an aerosol. Metal cans shall be lim-
ited to a maximum size of 33.8 fluid ounces (1,000 ml). Glass
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 bar-
rier.
An artificial mound or revetment a
minimum thickness of 3 feet (914 mm).
Natural barricade. Natural features of the ground, such as
hills, or timber of sufficient density that the surrounding ex-
posures that require protection cannot be seen from the
magazine or building containing explosives when the trees
are bare of leaves.
The temperature at which the vapor pres-
sure of a liquid equals the atmospheric pressure of 14.7 pounds
per square inch (psi) (101 kPa) gage 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 boil-
ing point, for the purposes of this classification, the 20-percent
evaporated point of a distillation performed in accordance with
ASTM D 86 shall be used as the boiling point of the liquid.
CLOSED SYSTEM. The use of a solid or Uquid hazardous
material involving 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 opera-
tions; 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.
BUSTIBLE DUST. Finely divided solid material that is
420 microns or less in diameter and which, when dispersed in
air in the proper proportions, could be ignited by a flame, spark
or other source of ignition. Combustible dust will pass through
a U.S. No. 40 standard sieve.
COMBUSTIBLE FIBERS. Readily ignitable and free-burn-
ing fibers, such as cocoa fiber, cloth, cotton, excelsior, hay,
hemp, henequen, istle, jute, kapok, oakum, rags, sisal, Spanish
moss, straw, tow, wastepaper, certain synthetic fibers or other
like materials.
COMBUSTIBLE LIQUID. A liquid having a closed cup
flash point at or above 100°F (38°C). Combustible liquids shall
be subdivided as follows:
II. Liquids having a closed cup flash point at or above
100°F (38°C) and below MOT (60°C).
L. Liquids having a closed cup flash point at or
above UO°F (60°C) and below 200°F (93°C).
L Liquids having a closed cup flash point at or
above 200°F (93°C).
The category of combustible liquids does not include com-
pressed gases or cryogenic fluids.
2003 JNTERNATDONAL BUILDIMG CODE®
27
[Fl TABLE 307.7(1)
MAXISViUiVa ALLOWABLE QUANTITY PER CONTROL AREA OF HAZARDOUS R/IATERIALS POSING A PHYSICAL HAZARD^'''*"'"
MATERIAL
CLASS
GROUP WHEN
THE MAXIMUM
ALLOWABLE
QUANTITY IS
EXCEEDED
storage"
USE-CLOSED systems'*
USE-OPEN systems"
Solid pounds
(cubic feet)
Liquid gallons
(pounds)
Gas
(cubic feet
at NTP)
Solid pounds
(cubic feet)
Liquid gallons
(pounds)
Gas
(cubic feet
at NTP)
Solid pounds
(cubic feet)
Liquid gallons
(pounds)
Combustible liquid'^- '
II
IIIA
IIIB
H-2 or H-3
H-2 or H-3
N/A
N/A
no''-^
330'''^
13,200^' f
N/A
N/A
120"
330"
13,200^
N/A
N/A
30"
80"
3,300f
Combustible fiber
Loose
Baled
H-3
(100)
(1,000)
N/A
N/A
(100)
(1,000)
N/A
N/A
(20)
(200)
N/A
Consumer fireworks (Class
C, Common)
1.4G
H-3
125d,e,l
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Cryogenics flammable
N/A
H-2
N/A
45"
N/A
N/A
45"
N/A
N/A
10"
Cryogenics, oxidizing
N/A
H-3
N/A
45"
N/A
N/A
45"
N/A
N/A
10"
Explosives
Division 1.1
Division 1.2
Division 1.3
Division 1.4
Division 1.4G
Division 1.5
Division 1.6
H-1
H-1
H-1 or 2
H-3
H-3
H-1
H-1
le,g
le,g
5e,g
50^-8
125d.e,!
ie,g
Id.e.g
(l)e,g
(l)e,g
(50)^-8
N/A
(l)e,g
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0.258
0.258
18
508
N/A
0.258
N/A
(0.25)8
(0.25)8
(1)8
(50)8
N/A
(0.25)8
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0.258
0.258
18
N/A
N/A
0.258
N/A
(0.25)8
(0.25)8
(1)8
N/A
N/A
(0.25)8
N/A
Flammable gas
Gaseous
liquefied
H-2
N/A
N/A
30"-^
1,000"-^
N/A
N/A
N/A
.30"-^
1,000"'^
N/A
N/A
N/A
Flammable liquid'^
lA
IB and IC
H-2
or H-3
N/A
30"-^
120"'^
N/A
N/A
30"
120"
N/A
N/A
10"
30"
Combination flammable
liquid (lA, IB, IC)
N/A
H-2
or H-3
N/A
120"- e.h
N/A
N/A
120"'*^
N/A
N/A
30"'^
Flammable solid
N/A
H-3
125''-«
N/A
N/A
125"
N/A
N/A
25"
N/A
Organic peroxide
UD
I
II
III
IV
V
H-1
H-2
H-3
H-3
N/A
N/A
le,g
5d,e
50'i-^
125'i-^
NL
NL
(l)e,g
(5)"-«
(50)"-^
(125)"-^
NL
NL
N/A
N/A
N/A
N/A
N/A
N/A
0.258
1"
50"
125"
N/L
N/L
(0.25)8
(1)
(50)"
(125)"
N/L
N/L
N/A
N/A
N/A
N/A
N/A
N/A
0.258
1"
10"
25"
NL
NL
(0.25)8
(1)"
(10)"
(25)"
NL
NL
Oxidizer
4
2
1
H-1
H-2
H-3
H-3
le,g
10d,e
250<^'^
4,000^'f
(l)e,g
(10)"' «
(250)"'^
(4,000)^'f
N/A
N/A
N/A
N/A
0.258
2"
, 250"
4,000f
(0.25)8
(2)"
(250)"
(4,000)f
N/A
N/A
N/A
N/A
0.258
2"
50"
i,ooof
(0.25)8
(2)"
(50)"
(l,000)f
Oxidizing gas
Gaseous
liquefied
H-3
N/A
N/A
N/A
15"'^
1,500"- «
N/A
N/A
N/A
N/A
15"'^
1,500"''=
N/A
N/A
N/A
N/A
N/A
(continued)
H
m
[F] TABLE 307.7(1)— cooiinoed
WiAXBMUWJ ALLOWABLE QUANTITY PER CONTROL AREA OF HAZARDOUS MATERIALS POSBNG A PHYSICAL HAZARD^'
j, m, n
MATERIAL
CLASS
GROUP WHEN
THE MAXIMUM
ALLOWABLE
QUANTITY IS
EXCEEDED
storage"
USE-CLOSED systems"
use-open systems"
Solid pounds
(cubic feet)
Liquid gallons
(pounds)
Gas
(cubic feet
at NTP)
Solid pounds
(cubic feet)
Liquid gallons
(pounds)
Gas
(cubic feet
at NTP)
Solid pounds
(cubic feet)
Liquid gallons
(pounds)
Pyrophoric material
N/A
H-2
4e,g
•(4)e.g
50^- g
18
(1)^
10e.g
Unstable (reactive)
4
3
2
1
H-1
H-lorH-2
H-3
N/A
p.g
5d,e
50"'^
NL
(l)e,g
(50)"-^
NL
10d.g
250"' =
N/L
0.258
1"
50''
NL
(0.25)8
(1)
(50)''
N/L
2e,g
10d,e
250'''^
NL
0.258
1"
10"
NL
(0.25)8
(1)"
(10)"
NL
Water reactive
3
2
1
H-2
H-3
N/A
5d,e
50^- =
NL
(SO)'"'^
NL
N/A
N/A
N/A
5'^
SO''
NL
(50)"
NL
N/A
N/A
N/A
1"
10"
NL
(1)"
(10)"
NL
For SI: I cubic foot = 0.023 m^ 1 pound = 0.454 kg, 1 gallon = 3.785 L.
NL = Not Limited; N/A = Not Applicable; UD = Unclassified Detonable
a. For use of control areas, see Section 414.2.
b. The aggregate quantity in use and storage shall not exceed the quantity listed for storage.
c. The quantities of alcoholic beverages in retail and wholesale sales occupancies shall not be limited providing the liquids are packaged in individual containers not exceeding 1 .3 gallons. In retail and wholesale
sales occupancies, the quantities of medicines, foodstuffs, consumer or industrial products, and cosmetics containing not more than 50 percent by volume of water-mi scible liquids with the remainder of the solu-
tions not being flammable, shall not be limited, provided that such materials are packaged in individual containers not exceeding 1.3 gallons.
d. Maximum allowable quantities shall be increased 100 percent in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1. Where Note e also applies, the increase
for both notes shall be applied accumulatively.
e. Maximum allowable quantities shall be increased 100 percent when stored in approved storage cabinets, gas cabinets, exhausted enclosures or safety cans as specified in the International Fire Code. Where Note d
also applies, the increase for both notes shall be applied accumulatively.
f. The permitted quantities shall not be limited in a building equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.
g. Permitted only in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.
h. Containing not more than the maximum allowable quantity per control area of Class lA, IB or IC flammable liquids.
i. Inside a building, the maximum capacity of a combustible liquid storage system that is connected to a fuel-oil piping system shall be 660 gallons provided such system conforms to the International Fire Code.
j. Quantities in parenthesis indicate quantity units in parenthesis at the head of each column.
k. A maximum quantity of 200 pounds of solid or 20 gallons of liquid Class 3 oxidizers is allowed when such materials are necessary for maintenance purposes, operation or sanitation of equipment. Storage contain-
ers and the manner of storage shall be approved.
1. Net weight of the pyrotechnic composition of the fireworks. Where the net weight of the pyrotechnic composition of the fireworks is not known, 25 percent of the gross weight of the fireworks, including packag-
ing, shall be used.
m. For gallons of liquids, divide the amount in pounds by 10 in accordance with Section 2703.1.2 of the International Fire Code.
n. For storage and display quantifies in Group M and storage quantifies in Group S occupancies complying with Section 414.2.4, see Table 414.2.4.
m
o
o
>
d
o
USE AND OCCUPANCY CLASSIFICATION
[F] TABLE 307.7(2)
MAXIWIUM ALLOWABLE QUANTITY PER CONTROL AREA OF HAZARDOUS MATERIAL POSING A HEALTH HAZARD^'"'''
MATERIAL
STORAGE^
USE-CLOSED SYSTEiWS''
USE-OPEN SYSTEMS''
Solid pounds®' ^
Liquid gallons
(pounds)®''
Gas (cubic feet
at NIP)®
Solid pounds®
Liquid gallons
(pounds)®
Gas (cubic feet
at NTP)®
Solid pounds®
Liquid gallons
(pounds)®
Corrosive
5,000
500
810^'S
5,000
500
siof-g
1,000
100
Highly toxic
10
(10)'
20"
10
(loy
20^^
3
(3)'
Toxic
500
(500)'
810^
500
(500)'
810^
125
(125)'
For SI: 1 cubic foot = 0.028 m^ 1 pound = 0.454 kg, 1 gallon = 3.785 L.
a. For use of control areas, see Section 414.2.
b. In retail and wholesale sales occupancies, the quantities of medicines, foodstuffs, consumer or industrial products, and cosmetics, containing not more than 50
percent 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 1 .3 gallons.
c. For storage and display quantities in Group M and storage quantities in Group S occupancies complying with Section 414.2.4, see Table 414.2.4.
d. The aggregate quantity in use and storage shall not exceed the quantity listed for storage.
e. Quantities shall be increased 100 percent in buildings equipped throughout with an approved automatic sprinkler system in accordance with Section 903.3.1.1.
Where Note f also applies, the increase for both notes shall be applied accumulatively.
f. Quantities shall be increased 100 percent when stored in approved storage cabinets, gas cabinets or exhausted enclosures as specified in the International Fire
Code. Where Note e also applies, the increase for both notes shall be applied accumulatively.
g. A single cylinder containing 150 pounds or less of anhydrous ammonia in a single control area in a nonsprinklered building shall be considered a maximum allow-
able quantity. Two cyhnders, each containing 1 50 pounds or less in a single control area, shall be considered a maximum allowable quantity provided the building
is equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.
h. Allowed only when stored in approved exhausted gas cabinets or exhausted enclosures as specified in the International Fire Code.
i. Quantities in parenthesis indicate quantity units in parenthesis at the head of each column.
j. For gallons of liquids, divide the amount in pounds by 10 in accordance with Section 2703.1.2 of the International Fire Code.
COMPRESSED GAS.
which:
1.
A material, or mixture of materials
Is a gas at 68°F (20°C) or less at 14.7 pounds per square
inch atmosphere (psia) (101 kPa) of pressure; and
2. Has a boiling point of 68°F (20°C) or less at 14.7 psia
(101 kPa) which is either liquefied, nonliquefied or in so-
lution, except those gases which have no other health- or
physical-hazard properties are not considered to be com-
pressed until the pressure in the packaging exceeds 41
psia (282 kPa) at 68°F (20°C).
The states of a compressed gas are categorized as follows:
1. Nonliquefied compressed gases are gases, other than
those in solution, which are in a packaging under the
charged pressure and are entirely gaseous at a tempera-
ture of 68°F (20°C).
2. Liquefied compressed gases are gases that, in a packag-
ing under the charged pressure, are partially liquid at a
temperature of 68°F (20°C).
3 . Compressed gases in solution are nonliquefied gases that
are dissolved in a solvent.
4. Compressed gas mixtures consist of a mixture of two or
more compressed gases contained in a packaging, the
hazard properties of which are represented by the proper-
ties of the mixture as a whole.
CONTROL AREA. Spaces within a building that are en-
closed and bounded by exterior walls, fire walls, fire barriers
and roofs, or a combination thereof, where quantities of haz-
ardous materials not exceeding the maximum allowable quan-
tities per control area are stored, dispensed, used or handled.
CORROSIVE. A chemical that causes visible destruction of,
or irreversible alterations in, living tissue by chemical action at
the point of contact. A chemical shall be considered corrosive
if, when tested on the intact skin of albino rabbits by the method
described in DOTn 49 CFR, Part 173.137, such a chemical de-
stroys or changes irreversibly the structure of the tissue at the
point of contact following an exposure period of 4 hours. This
term does not refer to acfion on inanimate surfaces.
CRYOGENIC FLUID. A liquid having a boiling point lower
than -150°F (-101°C) at 14.7 pounds per square inch atmo-
sphere (psia) (an absolute pressure of 101 kPa).
DEFLAGRATION. An exothermic reacdon, such as the ex-
tremely rapid oxidation of a flammable dust or vapor in air, in
which the reaction progresses through the unbumed material at
a rate less than the velocity of sound. A deflagration can have an
explosive effect.
DETACHED BUILDING. A separate single-story building,
without a basement or crawl space, used for the storage or use
of hazardous materials and located an approved distance from
all structures.
DETONATION. An exothermic reacfion 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. Det-
onations 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 ex-
plosion. The term includes, but is not limited to, dynamite,
black powder, pellet powder, initiating explosives, detonators,
safety fuses, squibs, detonating cord, igniter cord, igniters and
display fireworks, 1.3G (Class B, Special).
30
2003 INTERNATIONAL BUILDING CODE®
USE AND OCCUPAiSSCY CLASSDF8CATI0N
The term "explosive" includes any material determined to be
within the scope of USC Title 18: Chapter 40 and also includes
any material classified as an explosive other than consumer
fireworks, 1 .4G (Class C, Common) by the hazardous materials
regulations of DOTn 49 CFR.
Higli explosive. Explosive material, such as dynamite,
which can be caused to detonate by means of a No. 8 test
blasting cap when unconfined.
ity of initiation or of transition from burning to detona-
tion under normal conditions of transport.
spBosive, Explosive material that will bum or defla-
grate when ignited. It is characterized by a rate of reaction
that is less than the speed of sound. Examples of low explo-
sives include, but are not limited to, black powder; safety
fuse; igniters; igniter cord; fuse lighters; fireworks, 1.3G
(Class B, Special) and propellants, 1.3C.
explosives. Division 1.1, 1.2 and 1.5 ex-
plosives alone or in combination, or loaded into various
types of ammunition or containers, most of which can be ex-
pected to explode virtually instantaneously when a small
portion is subjected to fire, severe concussion, impact, the
impulse of an initiating agent or the effect of a considerable
discharge of energy from without. Materials that react in this
manner represent a mass explosion hazard. Such an explo-
sive will normally cause severe structural damage to adja-
cent objects. Explosive propagation could occur
immediately to other items of ammunition and explosives
stored sufficiently close to and not adequately protected
from the initially exploding pile with a time interval short
enough so that two or more quantities must be considered as
one for quantity-distance purposes.
UN/DOTm Class 1 explosives. The former classification
system used by DOTn included the terms "high" and "low"
explosives as defined herein. The following terms further
define explosives under the current system applied by DOTn
for all explosive materials defined as hazard Class 1 materi-
als. Compatibility group letters are used in concert with the
division to specify further limitations on each division noted
(i.e., the letter G identifies the material as a pyrotechnic sub-
stance or article containing a pyrotechnic substance and
similar materials).
dsiom lol. Explosives that have a mass explosion haz-
ard. A mass explosion is one which affects almost the en-
tire load instantaneously.
M 1.2. Explosives that have a projection hazard
but not a mass explosion hazard.
isiom 1.3. Explosives that have a fire hazard and ei-
ther a minor blast hazard or a minor projection hazard or
both, but not a mass explosion hazard.
Division 1.4. Explosives that pose a minor explosion
hazard. The explosive effects are largely confined to the
package and no projection of fragments of appreciable
size or range is to be expected. An external fire must not
cause virtually instantaneous explosion of almost the en-
tire contents of the package.
1.6. Extremely insensitive articles which do not
have a mass explosion hazard. This division is comprised
of articles that contain only extremely insensitive deto-
nating substances and which demonstrate a negligible
probability of accidental initiation or propagation.
[S. Any composition or device for the purpose of
producing a visible or audible effect for entertainment pur-
poses by combustion, deflagration or detonation that meets the
definition of 1.4G fireworks or 1.3G fireworks as set forth
herein.
[S, 1,3(G. (Formerly Class B, Special Fireworks.)
Large fireworks devices, which are explosive materials, in-
tended for use in fireworks displays and designed to produce
audible or visible effects by combustion, deflagration or deto-
nation. Such 1 .3G fireworks include, but are not limited to, fire-
crackers containing more than 130 milligrams (2 grains) of
explosive composition, aerial shells containing more than 40
grams of pyrotechnic composition, and other display pieces
which exceed the limits for classification as 1.4G fireworks.
Such 1.3G fireworks are also described as fireworks, 49 CFR
(172) by the DOTn.
1.5. Very insensitive explosives. This division is
comprised of substances that have a mass explosion haz-
ard, but that are so insensitive there is very little probabil-
[S, 1.4G. (Formerly Class C, Common Fire-
works.) Small fireworks devices containing restricted amounts
of pyrotechnic composition designed primarily to produce vis-
ible or audible effects by combustion. Such 1.4G fireworks
which comply with the construction, chemical composition
and labeling regulations of the DOTn for fireworks, 49 CFR
(172), and the U.S. Consumer Product Safety Commission
(CPSC) as set forth in CPSC 16 CFR: Parts 1500 and 1507, are
not explosive materials for the purpose of this code.
FLAMMABLE GAS. A material that is a gas at 68°F (20°C)
or less at 14.7 pounds per square inch atmosphere (psia) (101
kPa) of pressure [a material that has a boiling point of 68°F
(20°C) or less at 14.7 psia (101 kPa)] which:
1 . Is ignitable at 14.7 psia (101 kPa) when in a mixture of 1 3
percent or less by volume with air; or
2. Has a flammable range at 14.7 psia (101 kPa) with air of
at least 1 2 percent, regardless of the lower limit.
The limits specified shall be determined at 14.7 psi ( 101 kPa) of
pressure and a temperature of 68°F (20°C) in accordance with
ASTME681.
FLAMMABLE LIQUEFIED GAS. A liquefied compressed
gas which, under a charged pressure, is partially liquid at a tem-
perature of 68°F (20°C) and which is flammable.
FLAMMABLE LIQUID. A liquid having a closed cup flash
point below 100°F (38°C). Flammable liquids are further cate-
gorized into a group known as Class I liquids. The Class I cate-
gory is subdivided as follows:
Class lA. Liquids having a flash point below 73 °F (23 °C)
and a boiling point below 100°F (38°C).
Class IB. Liquids having a flash point below 73 °F (23 °C)
and a boihng 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).
2003 8MTERNAT10NAL BUBLDDMG CODE®
31
USE AND OCCUPANCY CLASSIFICATION
The category of flammable liquids does not include com-
pressed gases or cryogenic fluids.
FLAMMABLE MATERIAL. A material capable of being
readily ignited from common sources of heat or at a temperature
of600°F(316°C)orless.
FLAMMABLE SOLID. A solid, other than a blasting agent or
explosive, that is capable of causing fire through friction, absorp-
tion or moisture, spontaneous chemical change, or retained heat
from manufacturing or processing, or which has an ignition tem-
perature below 212°F (100°C) or which bums so vigorously and
persistentiy when ignited as to create a serious hazard. A chemi-
cal shall be considered a flammable solid as determined in accor-
dance with the test method of CPSC 16 CFR; Part 1500.44, if it
ignites and bums with a self-sustained flame at a rate greater than
0.1 inch (2.5 mm) per second along its major axis.
FLASH POINT. The minimum temperature in degrees Fahren-
heit at which a Uquid will give off sufficient vapors to form an ig-
nitable 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 spec-
ified in ASTM D 56, ASTM D 93 or ASTM D 3278.
HANDLING. The deliberate transport by any means to a point
of storage or use.
HAZARDOUS MATERIALS. Those chemicals or substances
that are physical hazards or health hazards as defined and classi-
fied in this section and the International Fire Code, whether the
materials are in usable or waste condition.
HEALTH HAZARD. A classificafion 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 that are toxic or highly
toxic, and corrosive.
HIGHLY TOXIC. A material which produces a lethal dose or
lethal concentration that falls within any of the following catego-
ries:
1 . A chemical that has a median lethal dose (LD50) of 50
milligrams or less per kilogram of body weight when ad-
ministered orally to albino rats weighing between 200 and
300 grams each.
2. A chemical that has a median lethal dose (LD50) of 200
milhgrams or less per kilogram of body weight when ad-
ministered by continuous contact for 24 hours (or less if
death occurs within 24 hours) with the bare skin of albino
rabbits weighing between 2 and 3 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 2 milligrams per liter or less of mist, fume or
dust, when administered by continuous inhalation for 1
hour (or less if death occurs within 1 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 evalua-
tion that is required for the precise categorization of this type of
material shall be performed by experienced, technically compe-
tent persons.
INCOMPATIBLE MATERIALS. Materials that, when
mixed, have the potential to react in a manner that generates
heat, fumes, gases or byproducts which are hazardous to life or
property.
OPEN SYSTEM. The use of a solid or liquid hazardous mate-
rial involving a vessel or system that is continuously open to the
atmosphere during normal operations and where vapors are lib-
erated, or the product is exposed to the atmosphere during nor-
mal operations. Examples of open systems for sohds and
liquids include dispensing from or into open beakers or con-
tainers, dip tank and plating tank operations.
OPERATING BUILDING. A building occupied in conjunc-
tion with the manufacture, transportation or use of explosive
materials. Operating buildings are separated from one another
with the use of intraplant or intraline distances.
ORGANIC PEROXIDE. An organic compound that contains
the bivalent -0-0- stmcture and which may be considered to be
a structural derivative of hydrogen peroxide where one or both
of the hydrogen atoms have been replaced by an organic radi-
cal. Organic peroxides can pose an explosion hazard (detona-
tion or deflagration) or they can be shock sensitive. They can
also decompose into various unstable compounds over an ex-
tended period of time.
Class I. Those formulations that are capable of deflagration
but not detonation.
Class II. Those formulations that bum very rapidly and that
pose a moderate reactivity hazard.
Class III. Those formulations that bum rapidly and that
pose a moderate reactivity hazard.
Class IV. Those formulations that bum in the same manner
as ordinary combustibles and that pose a minimal reactivity
hazard.
Class V. Those formulations that bum with less intensity
than ordinary combustibles or do not sustain combustion
and that pose no reactivity hazard.
Unclassified detonable. Organic peroxides that are capable
of detonation. These peroxides pose an extremely high ex-
plosion hazard through rapid explosive decomposition.
OXIDIZER. A material that readily yields oxygen or other ox-
idizing gas, or that readily reacts to promote or initiate combus-
tion of combustible materials. Examples of other oxidizing
gases include bromine, chlorine and fluorine.
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 buming
rate and can cause spontaneous ignition of combustibles.
Class 3. An oxidizer that will cause a severe increase in the
burning rate of combustible materials with which it comes
in contact or that will undergo vigorous self-sustained de-
composition due to contamination or exposure to heat.
Class 2. An oxidizer that will cause a moderate increase in
the buming rate or that causes spontaneous ignition of com-
bustible materials with which it comes in contact.
Class 1. An oxidizer whose primary hazard is that it slightly
increases the burning rate but which does not cause sponta-
32
2003 INTERNATIONAL BUILDING CODE®
ISE AMD OCCUPANCY CLASS8FBCAT10N
neous ignition when it comes in contact with combustible
materials.
GASo A gas that can support and accelerate com-
bustion of other materials.
PHYSICAL HAZAEDo A chemical for which there is evi-
dence that it is a combustible hquid, compressed gas, cryo-
genic, explosive, flammable gas, flammable liquid, flammable
solid, organic peroxide, oxidizer, pyrophoric or unstable (reac-
tive) or water-reactive material.
IC. A chemical with an autoignition temperature
in air, at or below a temperature of 130°F (54.4°C).
PYROTECHNIC COMPOSITION. A chemical mixture
that produces visible light displays or sounds through a
self-propagating, heat-releasing chemical reaction which is
initiated by ignition.
TOXICo A chemical falling within any of the following catego-
ries:
1 . A chemical that has a median lethal dose (LD50) of more
than 50 milligrams per kilogram, but not more than 500
milligrams per kilogram of body weight when adminis-
tered 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 ad-
ministered by continuous contact for 24 hours (or less if
death occurs within 24 hours) with the bare skin of albino
rabbits weighing between 2 and 3 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 va-
por, or more than 2 milligrams per liter but not more than
20 milligrams per liter of mist, fume or dust, when ad-
ministered by continuous inhalation for 1 hour (or less if
death occurs within 1 hour) to albino rats weighing be-
tween 200 and 300 grams each.
UNSTABLE (REACTIVE) MATERIAL, A material, other
than an explosive, which in the pure state or as commercially
produced, will vigorously polymerize, decompose, condense
or become self-reactive and undergo other violent chemical
changes, including explosion, when exposed to heat, friction or
shock, or in the absence of an inhibitor, or in the presence of
contaminants, or in contact with incompatible materials. Un-
stable (reactive) materials are subdivided as follows:
Class 4. Materials that in themselves are readily capable of
detonation or explosive decomposition or explosive reac-
tion at normal temperatures and pressures. This class in-
cludes materials that are sensitive to mechanical or localized
thermal shock at normal temperatures and pressures.
Class 3o Materials that in themselves are capable of detona-
tion or of explosive decomposition or explosive reaction but
which require a strong initiating source or which must be
heated under confinement before initiation. This class in-
cludes materials that are sensitive to thermal or mechanical
shock at elevated temperatures and pressures.
ass 2, Materials that in themselves are normally unstable
and readily undergo violent chemical change but do not det-
onate. This class includes materials that can undergo chemi-
cal change with rapid release of energy at normal
temperatures and pressures, and that can undergo violent
chemical change at elevated temperatures and pressures.
Class lo Materials that in themselves are normally stable but
which can become unstable at elevated temperatures and
pressure.
WATER=MEACTIVE MATERIAL. A material that ex-
plodes; 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. Water-reactive materials are subdivided as follows:
Class 3o Materials that react explosively with water without
requiring heat or confinement.
Class 2. Materials that may form potentially explosive mix-
tures with water.
Class lo Materials that may react with water with some re-
lease of energy, but not violently.
[F] 3073 HIgh=Hasard Group H=l, Buildings and structures
containing materials that pose a detonation hazard shall be
classified as Group H-1. Such materials shall include, but not
be limited to, the following:
Explosives:
Division 1.1
Division 1.2
Division 1.3
Exception: Materials that are used and maintained in
a form where either confinement or configuration will
not elevate the hazard from a mass fire to mass explo-
sion hazard shall be allowed in H-2 occupancies.
Division 1.4
ExceptSom: Articles, including articles packaged for
shipment, that are not regulated as an explosive under
Bureau of Alcohol, Tobacco and Firearms regula-
tions, or unpackaged articles used in process opera-
tions that do not propagate a detonation or
deflagration between articles shall be allowed in H-3
occupancies.
Division 1.5
Division 1.6
Organic peroxides, unclassified detonable
Oxidizers, Class 4
Unstable (reactive) materials. Class 3 detonable and Class 4
Detonable pyrophoric materials
[F] 307.4 H!gli=Hazard Group H=2. Buildings and structures |
containing materials that pose a deflagration hazard or a hazard
from accelerated burning shall be classified as Group H-2.
Such materials shall include, but not be limited to, the follow- |
ing:
Class I, II or IIIA flammable or combustible liquids which
are used or stored in normally open containers or systems, or
2003 INTERNATIIONAL BUlLDliMG CODE®
33
USE AND OCCUPANCY CLASSIFBCATION
in closed containers or systems pressurized at more than 15
psi (103.4 kPa) gage.
Combustible dusts
Cryogenic fluids, flammable
Flammable gases
Organic peroxides, Class I
Oxidizers, Class 3, that are used or stored in normally open
containers or systems, or in closed containers or systems
pressurized at more than 15 psi (103 kPa) gage
Pyrophoric hquids, solids and gases, nondetonable
Unstable (reactive) materials, Class 3, nondetonable
Water-reactive materials, Class 3
[F] 307.5 High-Hazard Group H-3. Buildings and structures
containing materials that readily support combustion or that
pose a physical hazard shall be classified as Group H-3. Such
materials shall include, but not be limited to, the following:
Class I, II or IIIA flammable or combustible hquids which
are used or stored in normally closed containers or systems
pressurized at less than 15 psi (103.4 kPa) gage.
Combustible fibers
Consumer fireworks, 1 .4G (Class C Common)
i Cryogenic fluids, oxidizing
Flammable solids
Organic peroxides, Classes II and III
Oxidizers, Class 2
Oxidizers, Class 3, that are used or stored in normally closed
containers or systems pressurized at less than 15 pounds
per square inch (103 kPa) gauge
Oxidizing gases
Unstable (reactive) materials. Class 2
Water-reactive materials. Class 2
I [F] 307,6 High-Hazard Group H-4. Buildings and structures
which contain materials that are health hazards shall be classi-
Ified as Group H-4. Such materials shall include, but not be lim-
ited to, the following:
Corrosives
Highly toxic materials
Toxic materials
[F] 307,7 Group H-5 structures. Semiconductor fabrication
facilities and comparable research and development areas in
which hazardous production materials (HPM) are used and the
aggregate quantity of materials is in excess of those listed in Ta-
bles 307.7(1) and 307.7(2). Such facihties and areas shall be
designed and constructed in accordance with Section 415.9.
[F] 307.8 Multiple hazards. Buildings and structures containing
a material or materials representing hazards that are classified in
one or more of Groups H-1 , H-2, H-3 and H-4 shall conform to the
code requirements for each of the occupancies so classified.
[F] 307.9 Exceptions: The following shall not be classified in
Group H, but shall be classified in the occupancy that they most
nearly resemble. Hazardous materials in any quandty shall
conform to the requirements of this code, including Section
414, and the International Fire Code.
1 . Buildings and structures that contain not more than the
maximum allowable quanfifies per control area of haz-
ardous materials as shown in Tables 307.7(1) and
307.7(2) provided that such buildings are maintained in
accordance with the International Fire Code.
2. Buildings utilizing control areas in accordance with
Section 414.2 that contain not more than the maximum
allowable quantities per control area of hazardous ma-
terials as shown in Tables 307.7(1) and 307.7(2).
3. Buildings and structures occupied for the application of
flammable finishes, provided that such buildings or ar-
eas conform to the requirements of Section 416 and the
International Fire Code.
4. Wholesale and retail sales and storage of flammable
and combustible liquids in mercantile occupancies con-
forming to the International Fire Code.
5. Closed systems housing flammable or combusdble hq-
uids or gases utilized for the operation of machinery or
equipment.
6. Cleaning establishments that utilize combustible liquid
solvents having a flash point of 140°F (60°C) or higher
in closed systems employing equipment listed by an ap-
proved testing agency, provided that this occupancy is
separated from all other areas of the building by 1-hour
fire-resistance-rated fire barrier walls or horizontal as-
sembhes or both.
7. Cleaning establishments which utilize a liquid solvent
having a flash point at or above 200°F (93°C).
8. Liquor stores and distributors without buUc storage.
9. Refrigeration systems.
10. The storage or utilization of materials for agricultural
purposes on the premises.
11. Stationary batteries utilized for facility emergency
power, uninterrupted power supply or telecommunica-
tion facilities provided that the batteries are provided
with safety venting caps and ventilation is provided in
accordance with the International Mechanical Code.
12. Corrosives shall not include personal or household
products in their original packaging used in retail dis-
play or commonly used building materials.
1 3 . Buildings and structures occupied for aerosol storage shall
be classified as Group S-1, provided that such buildings
conform to the requirements of the International Fire Code.
14. Display and storage of nonflammable solid and non-
flammable or noncombustible liquid hazardous materi-
als in quantities not exceeding the maximum allowable
quantity per control area in Group M or S occupancies
complying with Section 414.2.4.
1 5 . The storage of black powder, smokeless propellant and
small arms primers in Groups M and R-3 and special in-
dustrial explosive devices in Groups B, F, M and S, pro-
vided such storage conforms to the quantity limits and
requirements prescribed in the International Fire Code.
SECTION 308
INSTITUTIOiSIAL GROUP I
308.1 Institutional Group I. Institutional Group I occupancy
includes, among others, the use of a building or structure, or a
portion thereof, in which people are cared for or live in a super-
34
2003 INTERNATSONAL BUILDING CODE®
JISE AND OCCUPANCY CLASSIFBCATSON
vised environment, having physical limitations because of
health or age are harbored for medical treatment or other care or
treatment, or in which people are detained for penal or correc-
tional purposes or in which the liberty of the occupants is re-
stricted. Institutional occupancies shall be classified as Group
1-1,1-2, 1-3 or 1-4.
308.2 Grcmip 1=1. This occupancy shall include buildings,
structures or parts thereof housing more than 16 persons, on a
24-hour basis, who because of age, mental disability or other
reasons, live in a supervised residential environment that pro-
vides personal care services. The occupants are capable of re-
sponding to an emergency situation without physical assistance
from staff. This group shall include, but not be limited to, the
following:
Residential board and care facilities
Assisted living facilities
Halfway houses
Group homes
Congregate care facilities
Social rehabilitation facihties
Alcohol and drug centers
Convalescent facilities
A facility such as the above with five or fewer persons shall
be classified as a Group R-3 or shall comply with the Interna-
tional Residential Code in accordance with Section 101.2. A
facility such as above, housing at least six and not more than 16
persons, shall be classified as Group R-4.
308.3 Gronip 1=2. This occupancy shall include buildings and
structures used for medical, surgical, psychiatric, nursing or
custodial care on a 24-hour basis of more than five persons who
are not capable of self-preservation. This group shall include,
but not be limited to, the following:
Hospitals
Nursing homes (both intermediate-care facilities and skilled
nursing facilities)
Mental hospitals
Detoxification facilities
A facility such as the above with five or fewer persons shall
be classified as Group R-3 or shall comply with the Interna-
tional Residential Code in accordance with Section 101.2.
Buildings of Group 1-3 shall be classified as one of the occu-
pancy conditions indicated in Sections 308.4. 1 through 308.4.5
(see Section 408.1).
308.3.1 CttiiM care JTacnlflty. A child care facility that pro-
vides care on a 24-hour basis to more than five children 2V2
years of age or less shall be classified as Group 1-2.
308.4 Group 1=3. This occupancy shall include buildings and
structures that are inhabited by more than five persons who are
under restraint or security. An 1-3 facility is occupied by per-
sons who are generally incapable of self-preservation due to se-
curity measures not under the occupants' control. This group
shall include, but not be hmited to, the following:
Prisons
Jails
Reformatories
Detention centers
Correctional centers
Prerelease centers
1. This occupancy condition shall in-
clude 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 re-
straint. A Condition 1 facility is permitted to be constructed
as Group R.
2. This occupancy condition shall in-
clude 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 ex-
terior is impeded by locked exits.
3. This occupancy condition shall in-
clude buildings in which free movement is allowed within
individual smoke compartments, such as within a residen-
tial unit comprised of individual sleeping units and group
activity spaces, where egress is impeded by remote-con-
trolled release of means of egress from such a smoke com-
partment to another smoke compartment.
5. This occupancy condition shall in-
clude buildings in which free movement is restricted from
an occupied space. Staff-controlled manual release is pro-
vided to permit movement from sleeping units, activity
spaces and other occupied areas within the smoke compart-
ment to other smoke compartments.
308.5 Group 1=4, day care faclMlles. This group shall include
buildings and structures occupied by persons of any age who
receive custodial care for less than 24 hours by individuals
other than parents or guardians, relatives by blood, marriage or
adoption, and in a place other than the home of the person cared
for. A facility such as the above with five or fewer persons shall
be classified as a Group R-3 or shall comply with the Interna-
tional Residential Code in accordance with Section 101.2.
Places of worship during religious functions are not included.
308.5.1 Adult care facility. A facility that provides accom-
modations for less than 24 hours for more than five unre-
lated adults and provides supervision and personal care
services shall be classified as Group 1-4.
m A facility where occupants are capable of re-
sponding to an emergency situation without physical as-
sistance from the staff shall be classified as Group A-3.
308.5,2 Child care facility, A facility that provides supervi-
sion and personal care on less than a 24-hour basis for more
than five children 2V2 years of age or less shall be classified
as Group 1-4.
liom: A child day care facility that provides care
for more than five but no more than 100 children 272
years or less of age, when the rooms where such children
are cared for are located on the level of exit discharge and
4, This occupancy condition shall in-
clude buildings in which free movement is restricted from
an occupied space. Remote-controlled release is provided to
permit movement from sleeping units, activity spaces and []
other occupied areas within the smoke compartment to
other smoke compartments.
2003 INTERNATIONAL BUILDING CODE®
35
USE AND OCCUPANCY CLASSIFICATION
each of these child care rooms has an exit door directly to
the exterior, shall be classified as Group E.
SECTION 309
MERCANTILE GROUP iV!
309.1 Mercantile Group M. Mercantile Group M occupancy
includes, among others, buildings and structures or a portion
thereof, for the display and sale of merchandise, and involves
stocks of goods, wares or merchandise incidental to such pur-
poses and accessible to the public. Mercantile occupancies
shall include, but not be limited to, the following:
Department stores
Drug stores
Markets
Motor fuel-dispensing facilities
Retail or wholesale stores
Sales rooms
309.2 Quantity of hazardous materials. The aggregate quan-
tity of nonflammable solid and nonflammable or
noncombustible liquid hazardous materials stored or displayed
in a single control area of a Group M occupancy shall not ex-
ceed the quantities in Table 414.2.4.
SECTION 310
RESIDENTIAL GROUP R
310.1 Residential Group R. Residential Group R. includes,
among others, the use of a building or structure, or a portion
thereof, for sleeping purposes when not classified as an Institu-
tional Group I. Residential occupancies shall include the fol-
lowing:
R-1 Residential occupancies where the occupants are pri-
marily transient in nature, including:
Boarding houses (transient)
Hotels (transient)
Motels (transient)
R-2 Residential occupancies containing sleeping units or
more than two dwelling units where the occupants are
primarily permanent in nature, including:
Apartment houses
Boarding houses (not transient)
Convents
Dormitories
Fraternities and sororities
Monasteries
Vacation timeshare properties
Hotels (nontransient)
Motels (nontransient)
R-3 Residential occupancies where the occupants are pri-
marily permanent in nature and not classified as R-1,
R-2, R-4 or I and where buildings do not contain more
than two dwelling units as applicable in Section 101.2,
or adult and child care facilities that provide accommo-
dations for five or fewer persons of any age for less than
24 hours. Adult and child care facilities that are within a
single-family home are permitted to comply with the
International Residential Code in accordance with Sec-
tion 101.2.
R-4 Residential occupancies shall include buildings ar-
ranged for occupancy as residential care/assisted living
facilities including more than five but not more than 16
occupants, excluding staff.
Group R-4 occupancies shall meet the requirements
for construction as defined for Group R-3 except as oth-
erwise provided for in this code or shall comply with
the International Residential Code in accordance with
Section 101.2.
310.2 Definitions. The following words and terms shall, for the
purposes of this section and as used elsewhere in this code, have
the meanings shown herein.
BOARDING HOUSE. A building arranged or used for lodg-
ing for compensation, with or without meals, and not occupied
as a single-family unit.
DORMITORY. A space in a building where group sleeping
accommodations are provided in one room, or in a series of
closely associated rooms, for persons not members of the same
family group, under joint occupancy and single management,
as in college dormitories or fraternity houses.
DWELLING UNIT. A single unit providing complete, inde-
pendent living facilities for one or more persons, including per-
manent provisions for living, sleeping, eating, cooking and
sanitation.
PERSONAL CARE SERVICE. The care of residents who do
not require chronic or convalescent medical or nursing care.
Personal care involves responsibility for the safety of the resi-
dent while inside the building.
RESIDENTIAL CARE/ASSISTED LIVING FACIL-
ITIES. A building or part thereof housing persons, on a
24-hour basis, who because of age, mental disability or other
reasons, live in a supervised residential environment which
provides personal care services. The occupants are capable of
responding to an emergency situation without physical assis-
tance from staff. This classification shall include, but not be
limited to, the following: residential board and care facilities,
assisted living facilities, halfway houses, group homes, congre-
gate care facilities, social rehabilitation facilities, alcohol and
drug abuse centers and convalescent facilities.
SECTION 311
STORAGE GROUP S
311.1 Storage Group S. Storage Group S occupancy includes,
among others, the use of a building or structure, or a portion
thereof, for storage that is not classified as a hazardous occu-
pancy.
311.2 Moderate-hazard storage, Group S-1. Buildings occu-
pied for storage uses which are not classified as Group S-2 in-
cluding, but not hmited to, storage of the following:
Aerosols, Levels 2 and 3
Aircraft repair hangar
Bags; cloth, burlap and paper
Bamboos and rattan
Baskets
36
2003 tNTERNATSONAL BUILDING CODE®
USE AWD OCCUPAMCY CLASSIIFBCATDON
w
Belting; canvas and leather
Books and paper in rolls or packs
Boots and shoes
Buttons, including cloth covered, pearl or bone
Cardboard and cardboard boxes
Clothing, woolen wearing apparel
Cordage
Furniture
Furs
Glues, mucilage, pastes and size
Grains
Horns and combs, other than celluloid
Leather
Linoleum
Lumber
Motor vehicle repair garages complying with the maximum
allowable quantities of hazardous materials listed in
Table 307.7(1) (see Section 406.6)
Photo engravings
Resihent flooring
Silks
Soaps
Sugar
Tires, bulk storage of
Tobacco, cigars, cigarettes and snuff
Upholstery and mattresses
Wax candles
311.3 Low-hazard storage, Groiup §=2o Includes, among oth-
ers, buildings used for the storage of noncombustible materials
such as products on wood pallets or in paper cartons with or
without single thickness divisions; or in paper wrappings. Such
products are permitted to have a negligible amount of plastic
trim, such as knobs, handles or film wrapping. Storage uses
shall include, but not be limited to, storage of the following:
Aircraft hangar
Asbestos
Beverages up to and including 12-percent alcohol in 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
Empty cans
Food products
Foods in noncombustible containers
Fresh fruits and vegetables in nonplastic 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
Oil-filled and other types of distribution transformers
Parking garages, open or enclosed
Porcelain and pottery
Stoves
Talc and soapstones
Washers and dryers
=CTI0M31:
312ol GeiraeraL Buildings and structures of an accessory char-
acter and miscellaneous structures not classified in any specific
occupancy shall be constructed, equipped and maintained to
conform to the requirements of this code commensurate with
the fire and life hazard incidental to their occupancy. Group U
shall include, but not be limited to, the following:
Agricultural buildings
Aircraft hangars, accessory to a one- or two-family
residence (see Section 412.3)
Bams
Carports
Fences more than 6 feet (1829 mm) high
Grain silos, accessory to a residential occupancy
Greenhouses
Livestock shelters
Private garages
Retaining walls
Sheds
Stables
Tanks
Towers
2003 INTERNATDONAL BUILDING CODE®
37
38 2003 INTERNATIONAL BUILDING CODE®
CHAPTiR 4,
Wt
401.1 Detailed use amd occupancy reqiilremenHts. In addition
to the occupancy and construction requirements in this code,
the provisions of this chapter apply to the special uses and oc-
cupancies described herein.
402<,1 Scope. The provisions of this section shall apply to build-
ings or structures defined herein as covered mall buildings not
exceeding three floor levels at any point nor more than three
stories above grade. Except as specifically required by this sec-
tion, covered mall buildings shall meet applicable provisions of
this code.
Excepftioms:
1. Foyers and lobbies of Groups B, R-1 and R-2 are not
required to comply with this section.
2. Buildings need not comply with the provisions of this
section where they totally comply with other applica-
ble provisions of this code.
4®2.2 Deffimnlnoinis. The following words and terms shall, for the
purposes of this chapter and as used elsewhere in this code,
have the meanings shown herein.
ILDING. An exterior perimeter building of a
group other than H having direct access to a covered mall build-
ing but having required means of egress independent of the
mall.
ED MALL BUILDING. A single building enclosing
a number of tenants and occupants such as retail stores, drink-
ing and dining establishments, entertainment and amusement
facilities, passenger transportation terminals, offices, and other
similar uses wherein two or more tenants have a main entrance
into one or more malls. For the purpose of this chapter, anchor
buildings shall not be considered as a part of the covered mall
building.
FOOD COUET. A public seating area located in the mall that
serves adjacent food preparation tenant spaces.
GROSS LEASABLE AEEA. The total floor area designed
for tenant occupancy and exclusive use. The area of tenant oc-
cupancy is measured from the centerlines of joint partitions to
the outside of the tenant walls. All tenant areas, including areas
used for storage, shall be included in calculating gross leasable
area.
MALL. A roofed or covered common pedestrian area within a
covered mall building that serves as access for two or more ten-
ants and not to exceed three levels that are open to each other.
4®2.3 Lease plam. Each covered mall building owner shall pro-
vide both the building and fire departments with a lease plan
showing the location of each occupancy and its exits after the
certificate of occupancy has been issued. No modificafions or
changes in occupancy or use shall be made from that shown on
the lease plan without prior approval of the building official.
ns off egress. Each tenant space and the covered mall
building shall be provided with means of egress as required by
this section and this code. Where there is a conflict between the
requirements of this code and the requirements of this section,
the requirements of this section shall apply.
402.4.1 DetermniniaMom off occupamiit load. The occupant
load permitted in any individual tenant space in a covered
mall building shall be determined as required by this code.
Means of egress requirements for individual tenant spaces
shall be based on the occupant load thus determined.
402.4.1,1 Occrapamt fformmnlla. In determining required
means of egress of the mall, the number of occupants for
whom means of egress are to be provided shall be based
on gross leasable area of the covered mall building (ex-
cluding anchor buildings) and the occupant load factor as
determined by the following equation.
OLF= (0.00007) (GLA) + 25
where:
(Eqinatioiii 4=1)
OLF= The occupant load factor (square feet per per-
son).
GLA= The gross leasable area (square feet).
402.4.1.2 OLE range. The occupant load factor {OLF) is
not required to be less than 30 and shall not exceed 50.
402.4.1.3 Amclhior beSMnegs. The occupant load of an-
chor buildings opening into the mall shall not be included
in computing the total number of occupants for the mall.
402.4,1.4 Food courts. The occupant load of a food
court shall be determined in accordance with Section
1004. For the purposes of determining the means of
egress requirements for the mall, the food court occupant
load shall be added to the occupant load of the covered
mall building as calculated above.
ff egress. Wherever the dis-
tance of travel to the mall from any location within a tenant
space used by persons other than employees exceeds 75 feet
(22 860 mm) or the tenant space exceeds an occupant load of
50, not less than two means of egress shall be provided.
Its off meams off egress. Assembly oc-
cupancies with an occupant load of 500 or more shall be so
located in the covered mall building that their entrance will
be immediately adjacent to a principal entrance to the mall
and shall have not less than one-half of their required means
2003 IM1TERMAT105V3AL BUDLDING CODE®
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
of egress opening directly to the exterior of the covered mall
building.
402.4.3.1 Anchor building means of egress. Required
means of egress for anchor buildings shall be provided
independently from the mall means of egress system.
The occupant load of anchor buildings opening into the
mall shall not be included in determining means of egress
requirements for the mall. The path of egress travel of
malls shall not exit through anchor buildings. Malls ter-
minating at an anchor building where no other means of
egress has been provided shall be considered as a
dead-end mall.
402.4.4 Distance to exits. Within each individual tenant
space in a covered mall building, the maximum distance of
travel from any point to an exit or entrance to the mall shall
not exceed 200 feet (60 960 mm).
The maximum distance of travel from any point within a
mall to an exit shall not exceed 200 feet (60 960 mm).
402.4.5 Access to exits. Where more than one exit is re-
quired, they shall be so arranged that it is possible to travel in
either direction from any point in a mall to separate exits.
The minimum width of an exit passageway or corridor from
a mall shall be 66 inches (1676 mm).
Exception: Dead ends not exceeding a length equal to
twice the width of the mall measured at the narrowest lo-
cation within the dead-end portion of the mall.
402.4.5.1 Exit passageway eecloseres. Where exit pas-
sageway enclosures provide a secondary means of egress
from a tenant space, doors to the exit passageway enclo-
sures shall be 1-hour fire doors. Such doors shall be
self-closing and be so maintained or shall be auto-
matic-closing by smoke detection.
402.4.6 Service areas fronting on exit passageways. Me-
chanical rooms, electrical rooms, building service areas and
service elevators are permitted to open directly into exit pas-
sageways provided that the exit passageway is separated
from such rooms with 1 -hour fire-resistance-rated walls and
1-hour opening protectives.
402.5 Mall width. For the purpose of providing required egress,
malls are permitted to be considered as corridors but need not
comply with the requirements of Section 1005.1 of this code
where the width of the mall is as specified in this section.
402.5.1 Minimum width. The minimum width of the mall
shall be 20 feet (6096 mm). The mall width shall be suffi-
cient to accommodate the occupant load served. There shall
be a minimum of 10 feet (3048 mm) clear exit width to a
height of 8 feet (2438 mm) between any projection of a ten-
ant space bordering the mall and the nearest kiosk, vending
machine, bench, display opening, food court or other ob-
struction to means of egress travel.
402.6 Types of construction. The area of any covered mall
building, including anchor buildings, of Type I, II, III and IV
construction, shall not be limited provided the covered mall
building and attached anchor buildings and parking garages are
surrounded on all sides by a permanent open space of not less
than 60 feet (18 288 mm) and the anchor buildings do not ex-
ceed three stories in height. The allowable height and area of
anchor buildings greater than three stores in height shall com-
ply with Section 503, as modified by Sections 504 and 506. The
construcdon type of open parking garages and enclosed park-
ing garages shall comply with Sections 406.3 and 406.4, re-
spectively.
402.7 Fire-resistance-rated separation. Fire-resistance-rated
separation is not required between tenant spaces and the mall.
Fire-resistance-rated separation is not required between a food
court and adjacent tenant spaces or the mall.
402.7.1 Attached garage. An attached garage for the stor-
age of passenger vehicles having a capacity of not more than
nine persons and open parking garages shall be considered
as a separate building where it is separated from the covered
mall building by a fire barrier having a fire-resistance rating
of at least 2 hours.
Exception: Where an open parking garage or enclosed
parking garage is separated from the covered mall build-
ing or anchor building a distance greater than 10 feet
(3048 mm), the provisions of Table 602 shall apply. Pe-
destrian walkways and tunnels which attach the open
parking garage or enclosed parking garage to the covered
mall building or anchor building shall be constructed in
accordance with Section 3104.
402.7.2 Tenant separations. Each tenant space shall be
separated from other tenant spaces by a fire partition com-
plying with Secdon 708. A tenant separation wall is not re-
quired between any tenant space and the mall.
402.7.3 Anchor building separation. An anchor building
shall be separated from the covered mall building by fire
walls complying with Section 705.
Exception: Anchor buildings of not more than three sto-
ries above grade which have an occupancy classification
of the same uses permitted as tenants of the covered mall
building shall be separated by 2-hour fire-barriers com-
plying with Section 706.
402.7.3.1 Openings between anchor building and
mall. Except for the separation between Group R-1
sleeping units and the mall, openings between anchor
buildings of Type I A, IB, II A and IIB construction and
the mall need not be protected.
[F] 402.8 Automatic sprinkler system. The covered mall
building and buildings connected shall be equipped throughout
with an automadc sprinkler system in accordance with Secdon
903.3.1.1, which shall comply with the following:
1. The automadc sprinkler system shall be complete and
operative throughout occupied space in the covered mall
building prior to occupancy of any of the tenant spaces.
Unoccupied tenant spaces shall be similarly protected
unless provided with approved alternate protecdon.
2. Sprinkler protection for the mall shall be independent
from that provided for tenant spaces or anchors. Where
tenant spaces are supphed by the same system, they shall
be independently controlled.
Exception: An automadc sprinkler system shall not be re-
quired in spaces or areas of open parking garages con-
structed in accordance with Section 406.2.
!•
40
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4Q2J8.1 Standpipe system. The covered mall building shall
be equipped throughout with a standpipe system as required
by Section 905.3.3.
A smoke control system shall be pro-
vided where required for atriums in Section 404.
Inosks. Kiosks and similar structures (temporary or
permanent) shall meet the following requirements:
1 . Combustible kiosks or other structures shall not be lo-
cated within the mall unless constructed of any of the fol-
lowing materials:
1.1. Fire-retardant-treated wood complying with Sec-
tion 2303.2.
1.2. Foam plastics having a maximum heat release
rate not greater than lOOkW (105 Btu/h) when
tested in accordance with the exhibit booth proto-
col in UL 1975.
1.3. Aluminum composite material (ACM) having a
flame spread index of not more than 25 and a
smoke-developed index of not more than 450
when tested as an assembly in the maximum
thickness intended for use in accordance with
ASTM E 84.
2. Kiosks or similar structures located within the mall shall
be provided with approved fire suppression and detection
devices.
3. The minimum horizontal separation between kiosks or
groupings thereof and other structures within the mall
shall be 20 feet (6096 mm).
4. Each kiosk or similar structure or groupings thereof shall
have a maximum area of 300 square feet (28 m^).
402.11 Security grilles amd doors. Horizontal sliding or verti-
cal security grilles or doors that are a part of a required means of
egress shall conform to the following:
1 . They shall remain in the full open position during the pe-
riod of occupancy by the general public.
2. Doors or grilles shall not be brought to the closed posi-
tion when there are more than 10 persons occupying
spaces served by a single exit or 50 persons occupying
spaces served by more than one exit.
3. The doors or grilles shall be openable from within with-
out the use of any special knowledge or effort where the
space is occupied.
4. Where two or more exits are required, not more than
one-half of the exits shall be permitted to include either a
horizontal sliding or vertical rolling grille or doors.
r. Covered mall buildings exceeding
50,000 square feet (4645 m^) shall be provided with standby
power systems that are capable of operating the emergency
voice/alarm communication system.
[F] 402.1
Covered mall buildings exceeding 50,000 square feet (4645
m^) in total floor area shall be provided with an emergency
voice/alarm communication system. Emergency voice/alarm
communication systems serving a mall, required or otherwise,
shall be accessible to the fire department. The system shall be
provided in accordance with Section 907.2.12.2.
402.14 Plastic siges. Within every store or level and from
sidewall to sidewall of each tenant space facing the mall, plastic
signs shall be limited as specified in Sections 402. 14. 1 through
402.14.5.
402.14.1 Area. Plastic signs shall not exceed 20 percent of
the wall area facing the mall.
B. Plastic signs shall not exceed a
height of 36 inches (914 mm), except if the 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 Locatnom, Plastic signs shall be located a mini-
mum distance of 1 8 inches (457 mm) from adjacent tenants.
402.14.4 Plastics otSier tliam foam plastics. Plastics other
than foam plastics used in signs shall be light-transmitting □
plastics complying with Section 2606.4 or shall have a
self-ignition temperature of 650°F (343°C) or greater when
tested in accordance with ASTM D 1929, and a flame
spread index not greater than 75 and smoke-developed in-
dex not greater than 450 when tested in the manner intended
for use in accordance with ASTM E 84 or meet the accep- F]
tance criteria of Section 803.2. 1 when tested in accordance tl
with NFPA 286.
402.14,4,1 Emcasemeiiit. Edges and backs of plastic
signs in the mall shall be fully encased in metal.
i. Foam plastics used in signs shall
have flame-retardant characteristics such that the sign has a
maximum heat-release rate of 150 kilowatts when tested in
accordance with UL 1975 and the foam plastics shall have
the physical characteristics specified in this section. Foam
plastics used in signs installed in accordance with Section
402. 14 shall not be required to comply with the flame spread
and smoke-developed indexes specified in Section 2603.3.
402.14,5,1 Deesity. The minimum density of foam plas-
tics used in signs shall not be less than 20 pounds per cu-
bic foot (pcf) (320 kg/M3).
iss. The thickness of foam plastic
signs shall not be greater than 72-inch (12.7 mm).
402.15 Fire department access to equipment. Rooms or ar-
eas containing controls for air-conditioning systems, automatic
fire-extinguishing systems or other detection, suppression or
control elements shall be identified for use by the fire depart-
ment.
IINGS
The provisions of this section shall apply
to buildings having occupied floors located more than 75 feet
(22 860 mm) above the lowest level of fire department vehicle
access.
Exception: The provisions of this section shall not apply to
the following buildings and structures:
I . Airport traffic control towers in accordance with Sec-
tion 412.
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2. Open parking garages in accordance with Section
406.3.
3. Buildings with an occupancy in Group A-5 in accor-
dance with Section 303.1.
4. Low-hazard special industrial occupancies in accor-
dance with Section 503.1.2.
5. Buildings with an occupancy in Group H-1, H-2 or
H-3 in accordance with Section 415.
[F] 403.2 Automatic sprinkler system. Buildings and struc-
tures shall be equipped throughout with an automatic sprinkler
system in accordance with Section 903.3.1.1 and a secondary
water supply where required by Section 903.3.5.2.
Exception: An automatic sprinkler system shall not be re-
quired in spaces or areas of:
1 . Open parking garages in accordance with Section 406. 3 .
2. Telecommunications equipment buildings used ex-
clusively for teleconmiunications equipment, associ-
ated electrical power distribution equipment,
batteries and standby engines, provided that those
spaces or areas are equipped throughout with an auto-
matic fire detection system in accordance with Sec-
tion 907.2 and are separated from the remainder of the
building with fire barriers consisting of 1-hour fire-re-
sistance-rated walls and 2-hour fire-resistance-rated
floor/ceiling assemblies.
403.3 Reduction in fire-resistance rating. The fire-resis-
tance-rating reductions listed in Sections 403.3.1 and 403.3.2
shall be allowed in buildings that have sprinkler control valves
equipped with supervisory initiating devices and water-flow
initiating devices for each floor.
403.3.1 Type of construction. The following reductions in
the minimum construction type allowed in Table 601 shall
be allowed as provided in Section 403.3:
1 . Type I A construction shall be allowed to be reduced to
Type IB.
2. In other than Groups F-1, M and S-1, Type IB con-
struction shall be allowed to be reduced to Type IIA.
3. The height and area limitations of the reduced con-
struction type shall be allowed to be the same as for
the original construction type.
403.3.2 Sliaft enclosures. The required fire-resistance rat-
ing of the fire barrier walls enclosing vertical shafts, other
than exit enclosures and elevator hoistway enclosures, shall
be reduced to 1 hour where automatic sprinklers are in-
stalled within the shafts at the top and at alternate floor lev-
els.
403.4 Emergency escape and rescue. Emergency escape and
rescue openings required by Section 1025 are not required.
[F] 403.5 Automatic fire detection. Smoke detection shall be
provided in accordance with Section 907.2.12.1.
[F] 403.6 Emergency voice/alarm communication systems.
An emergency voice/alarm communication system shall be
provided in accordance with Section 907.2.12.2.
[F] 403.7 Fire department communications system. A
two-way fire department communications system shall be pro-
vided for fire department use in accordance with Section
907.2.12.3.
[F] 403.8 Fire command. A fire command center complying
with Section 911 shall be provided in a location approved by
the fire department.
403.9 Elevators. Elevator operation and installation shall be in
accordance with Chapter 30.
403.10 Standby power. A standby power system complying
with Section 2702 shall be provided for standby power loads
specified in Section 403.10.2.
403.10.1 Special requirements for standby power sys-
tems. If the standby system is a generator set inside a build-
ing, the system shall be located in a separate room enclosed
with 2-hour fire-resistance-rated fire barrier assemblies.
System supervision with manual start and transfer features
shall be provided at the fire command center.
403.10.2 Standby power loads. The following are classi-
fied as standby power loads:
1 . Power and lighting for the fire command center re-
quired by Secrion 403.8;
2. Electrically powered fire pumps;
3. Ventilation and automatic fire detection equipment
for smokeproof enclosures.
Standby power shall be provided for elevators in accor-
dance with Section 3003.
1.11 Emergency power systems. An emergency power sys-
tem complying with Section 2702 shall be provided for emer-
gency power loads specified in Section 403.1 1.1.
403.11.1 Emergency power loads. The following are clas-
sified as emergency power loads:
1 . Exit signs and means of egress illumination required
by Chapter 10;
2. Elevator car lighting;
3. Emergency voice/alarm communications systems;
4. Automatic fire detection systems; and
5. Fire alarm systems.
403.12 Stairway door operation. Stairway doors other than
the exit discharge doors shall be permitted to be locked from
stairway side. Stairway doors that are locked from the stairway
side shall be capable of being unlocked simultaneously without
unlatching upon a signal from the fire command center.
403,12.1 Stairway communications system. A telephone
or other two-way communications 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.
403.13 Smokeproof exit enclosures. Every required stairway
serving floors more than 75 feet (22 860 mm) above the lowest
level of fire department vehicle access shall comply with Sec-
tions 909.20 and 1019.1.8.
403.14 Seismic considerations. For seismic considerations,
see Chapter 16.
42
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•
ol Gemeralo Vertical openings meeting the requirements of
this section are not required to be enclosed in other than Group
H occupancies.
404.1.1 Definltnomi. The following word and term shall, for
the purposes of this chapter and as used elsewhere in this
code, have the meaning shown herein.
L An opening connecting two or more stories
other than enclosed stairways, elevators, hoistways, es-
calators, plumbing, electrical, air-conditioning or other
equipment, which is closed at the top and not defined as a
mall. Stories, as used in this definition, do not include
balconies within assembly groups or mezzanines that
comply with Section 505.
.2 Use. The floor of the atrium shall not be used for other
than low fire hazard uses and only approved materials and dec-
orations in accordance with the International Fire Code shall
be used in the atrium space.
•
m The atrium floor area is permitted to be used for
any approved use where the individual space is provided
with an automatic sprinkler system in accordance with Sec-
tion 903.3.1.1.
[F] 404.3 Aiiltomatk sprmkler protectlom. An approved auto-
matic sprinkler system shall be installed throughout the entire
building.
1 . That area of a building adjacent to or above the atrium
need not be sprinklered provided that portion of the
building is separated from the atrium portion by a
2-hour fire-resistance-rated fire barrier wall or hori-
zontal assembly or both.
2. Where the ceiling of the atrium is more than 55 feet
(16 764 mm) above the floor, sprinkler protection at
the ceiling of the atrium is not required.
Smoke coetroL A smoke control system shall be in-
stalled in accordance with Section 909.
1. Smoke control is not required for floor openings
meeting the requirements of Section 707.2, Exception
2,7, 8 or 9.
2. Smoke control is not required for floor openings
meeting the requirements of Section 1019.1, Excep-
tion 8 or 9.
IS. Atrium spaces shall be separated
from adjacent spaces by a 1-hour fire barrier wall.
A glass wall forming a smoke partition where auto-
mafic sprinklers are spaced 6 feet (1829 mm) or less
along both sides of the separation wall, or on the room
side only if there is not a walkway on the atrium side,
and between 4 inches and 12 inches (102 mm and 305
mm) away from the glass and so designed that the en-
tire surface of the glass is wet upon activation of the
sprinkler system. The glass shall be installed in a
gasketed frame so that the framing system deflects
without breaking (loading) the glass before the sprin-
kler system operates.
2. A glass-block wall assembly in accordance with Sec-
tion 2110 and having a V4-hour fire protection rating.
3. The adjacent spaces of any three floors of the atrium
shall not be required to be separated from the atrium
where such spaces are included in compufing the
atrium volume for the design of the smoke control
system.
404.6 Standby power. Equipment required to provide smoke
control shall be connected to a standby power system in accor-
dance with Section 909.1 1.
.7 Imterior ffielslhi. The interior finish of walls and ceilings
of the atrium shall not be less than Class B with no reduction in
class for sprinkler protection.
404.8 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 200 feet (60 960 mm).
405.1 General. The provisions of this section apply to building
spaces having a floor level used for human occupancy more
than 30 feet (9144 mm) below the lowest level of exit dis-
charge.
1 . One- and two-family dwellings, sprinklered in accor-
dance with Section 903.3.1.3.
2. Parking garages with automatic fire suppression sys-
tems in comphance with Section 405.3.
3. Fixed guideway transit systems.
4. Grandstands, bleachers, stadiums, arenas and similar
facilities.
5. Where the lowest story is the only story that would
qualify the building as an underground building and
has an area not exceeding 1,500 square feet (139 m^)
and has an occupant load less than 10.
40S.2 Construction requirements. The underground portion
of the building shall be of Type I construction.
O
[F] 40S.3 Automatic sprinkler system. The highest level of
exit discharge serving the underground portions of the building
and all levels below shall be equipped with an automatic sprin-
kler system installed in accordance with Section 903.3.1.1.
Water-flow switches and control valves shall be supervised in
accordance with Section 903.4.
405.4 Compartmentation, Compartmentation shall be in ac-
cordance with Sections 405.4.1 through 405.4.3.
405.4.1 Number off compartments. A building having a
floor level more than 60 feet (18 288 mm) below the lowest
level of exit discharge shall be divided into a minimum of
two compartments of approximately equal size. Such
compartmentation shall extend through the highest level of
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a^
exit discharge serving the underground portions of the
building and all levels below.
Exception: The lowest story need not be compartmented
where the area does not exceed 1,500 square feet (139
m^) and has an occupant load of less than 10.
405.4.2 Smoke barrier penetration. The separation be-
tween the two compartments shall be of minimum 1-hour
fire barrier wall construction that shall extend from floor
slab to floor deck above. Openings between the two com-
partments shall be limited to plumbing and electrical piping
and conduit penetrations firestopped in accordance with
Section 712. Doorways shall be protected by fire door as-
semblies that are automatic-closing by smoke detection in
accordance with Section 715.3 and shall be provided with
gasketing and a drop sill to minimize smoke leakage. Where
provided, each compartment shall have an air supply and an
exhaust system independent of the other compartments.
405.4.3 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 each
compartment by a 1-hour fire barrier wall. Doors shall be
gasketed, have a drop sill, and be automatic-closing by
smoke detection installed in accordance with Section
907.10.
405.5 Smoke control system. A smoke control system shall be
provided in accordance with Sections 405.5.1 and 405.5.2.
405.5.1 Control system. A smoke control system is re-
quired to control the migration of products of combustion in
accordance with Section 909 and the provisions of this sec-
tion. Smoke control shall restrict movement of smoke to the
general area of fire origin and maintain means of egress in a
usable condition.
405.5.2 Smoke exhaust system. Where compartmentation
is required, each compartment shall have an independent
smoke control system. The system shall be automatically
activated and capable of manual operation in accordance
with Section 907.2.18.
[F] 405.6 Fire alarm systems. A fire alarm system shall be
provided where required by Section 907.2.19.
[F] 405.7 Public address. A public address system shall be
provided where required by Section 907.2.19.1.
405.8 Means of egress. Means of egress shall be in accordance
with Sections 405.8.1 and 405.8.2.
405.8.1 Number of exits. Each floor level shall be provided
with a minimum of two exits. Where compartmentation is
required by Section 405.4, each compartment shall have a
minimum of one exit and shall also have an exit access door-
way into the adjoining compartment.
405.8.2 Smokeproof enclosure. Every required stairway
serving floor levels more than 30 feet (9144 mm) below its
level of exit discharge shall comply with the requirements
for a smokeproof enclosure as provided in Section 1019.1.8.
[F] 405.9 Standby power. A standby power system complying
with Section 2702 shall be provided standby power loads spec-
ified in Section 405.9.1.
405.9.1 Standby power loads. The following loads are
classified as standby power loads.
1 . Smoke control system.
2. Ventilation and automatic fire detection equipment
for smokeproof enclosures.
3. Fire pumps.
Standby power shall be provided for elevators in accor-
dance with Section 3003.
405.9.2 Pick-up time. The standby power system shall pick
up its connected loads within 60 seconds of failure of the
normal power supply.
[F] 405,10 Emergency power. An emergency power system
complying with Section 2702 shall be provided for emergency
power loads specified in Section 405.10.1.
405,10.1 Emergency power loads. The following loads are
classified as emergency power loads:
1. Emergency voice/alarm communications systems.
2. Fire alarm systems.
3. Automatic fire detection systems.
4. Elevator car Hghting.
5. Means of egress and exit sign illumination as required
by Chapter 10.
40S.11 Standpipe system. The underground building shall be
equipped throughout with a standpipe system in accordance
with Section 905.
SECTION 406
iViOTOR-VEHSCLE-RELATED OCCUPANCIES
,1 Private garages and carports.
406.1.1 Classification. Buildings or parts of buildings clas-
sified as Group U occupancies because of the use or charac-
ter of the occupancy shall not exceed 1,000 square feet (93
m^) in area or one story in height except as provided in Sec-
tion 406.1.2. Any building or portion thereof that exceeds
the limitations specified in this section shall be classified in
the occupancy group other than Group U that it most nearly
resembles.
406.1.2 Area increase. Group U occupancies used for the
storage of private or pleasure-type motor vehicles where no
repair work is done or fuel dispensed are permitted to be
3,000 square feet (279 m^), when the following provisions
are met:
1 . For a mixed occupancy building, the exterior wall and
opening protection for the Group U portion of the
building shall be as required for the major occupancy
of the building. For such mixed occupancy building,
the allowable floor area of the building shall be as per-
mitted for the major occupancy contained therein.
2. For a building containing only a Group U occupancy,
the exterior wall and opening protection shall be as re-
quired for a Group R-1 or R-2 occupancy.
More than one 3,000-square-foot (279 m^) Group U occu-
pancy shall be permitted to be in the same building, provided
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•
each 3,000-square-foot (279 m^) area is separated by fire
walls complying with Section 705.
406.13 Garages amd carports. Carports shall be open on at
least two sides. Carport floor surfaces shall be of approved
noncombustible material. Carports not open on at least two
sides shall be considered a garage and shall comply with the
provisions of this section for garages.
m; Asphalt surfaces shall be permitted at
ground level in carports.
The area of floor used for parking of automobiles or other
vehicles shall be sloped to facilitate the movement of liquids
to a drain or toward the main vehicle entry doorway.
406olo4 SeparatioEo Separations shall comply with the fol-
lowing:
1 . The private garage shall be separated from the dwell-
ing unit and its attic area by means of a minimum
V2-inch (12.7 nmi) gypsum board applied to the ga-
rage side. Garages beneath habitable rooms shall be
separated from all habitable rooms above by not less
than Vg-inch Type X gypsum board or equivalent.
Door openings between a private garage and the
dwelhng unit shall be equipped with either solid wood
doors, or solid or honeycomb core steel doors not less
than 1 Vg inches (34.9 mm) thick, or doors in compli-
ance with Section 715.3.3. Openings from a private
garage directly into a room used for sleeping purposes
shall not be permitted.
2. Ducts in a private garage and ducts penetrating the
walls or ceilings separating the dwelhng unit from the
garage shall be constructed of a minimum 0.019-inch
(0.48 mm) sheet steel and shall have no openings into
the garage.
3 . A separation is not required between a Group R-3 and
U carport provided the carport is entirely open on two
or more sides and there are not enclosed areas above.
Parking garages shall be classified
as either open, as defined in Section 406.3, or enclosed and
shall meet the appropriate criteria in Section 406.4. Also see
Section 508 for special provisions for parking garages.
englhto The clear height of each floor level in
vehicle and pedestrian traffic areas shall not be less than 7
feet (2134 mm). Vehicle and pedestrian areas accommodat-
ing van-accessible parking required by Section 1 106.5 shall
conform to ICC A 117.1.
ISo Guards shall be provided in accordance
with Section 1012 at exterior and interior vertical openings
on floor and roof areas where vehicles are parked or moved
and where the vertical distance to the ground or surface di-
rectiy below exceeds 30 inches (762 mm).
o2o4 Vehicle toarrners« Parking areas shall be provided
with exterior or interior walls or vehicle barriers, except at
pedestrian or vehicular accesses, designed in accordance
with Section 1607.7. Vehicle barriers not less than 2 feet
(607 mm) high shall be placed at the ends of drive lanes, and
at the end of parking spaces where the difference in adjacent
floor elevation is greater than 1 foot (305 mm).
jSo Vehicle ramps shall not serve as an exit ele- 1
ment.
.2o6 Floor serface. Parking surfaces shall be of concrete
or similar noncombustible and nonabsorbent materials.
.2o7 Mixed separatloe. Parking garages shall be sepa-
rated from other occupancies in accordance with Section
302.3.
o2o8 Special hazards. Connection of a parking garage
with any room in which there is a fuel-fired apphance shall
be by means of a vestibule providing a two-doorway separa-
tion.
Exceptioms A single door shall be allowed provided the
sources of ignition in the appliance are at least 18 inches
(457 mm) above the floor.
Openings from a parking ga-
rage directly into a room used for sleeping purposes shall
not be permitted.
,3 Open parkninig garages.
,1 Scope. Except where specific provisions are made
in the following subsecfions, other requirements of this code
shall apply.
n§. The following words and terms shall,
for the purposes of this chapter and as used elsewhere in this
code, have the meanings shown herein.
MECHANICAL=ACCESS OPEN PARKING GA=
MAGES, Open parking garages employing parking ma-
chines, lifts, elevators or other mechanical devices for
vehicles moving from and to street level and in which
public occupancy is prohibited above the street level.
A structure or portion of
a structure with the openings as described in Section
406.3.3.1 on two or more sides that is used for the park-
ing or storage of private motor vehicles as described in
Secdon 406.3.4.
RAMP-ACCESS OPEN PARKING GARAGES,
Open parking garages employing a series of continu-
ously rising floors or a series of interconnecting ramps
between floors permitting the movement of vehicles un-
der their own power from and to the street level.
L3.3 Comstractiom, Open parking garages shall be of
Type I, II or IV construction. Open parking garages shall
meet the design requirements of Chapter 16. For vehicle
barriers, see Section 406.2.4.
.3,1 Opemimgs, For natural ventilation purposes,
the exterior side of the structure shall have uniformly dis-
tributed openings on two or more sides. The area of such
openings in exterior walls on a tier must be at least 20
tmni Asphalt parking surfaces are permitted at
ground level.
The area of floor used for parking of automobiles or other
vehicles shall be sloped to facilitate the movement of liquids
to a drain or toward the main vehicle entry doorway.
2003 INTERINlATlOiSaAL BUILDING CODE®
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o^
percent of the total perimeter wall area of each tier. The
aggregate length of the openings considered to be pro-
viding natural ventilation shall constitute a minimum of
40 percent of the perimeter of the tier. Interior walls shall
be at least 20 percent open with uniformly distributed
openings.
Exception: Openings are not required to be distrib-
uted over 40 percent of the building perimeter where
the required openings are uniformly distributed over
two opposing sides of the building.
406.3.4 Uses. Mixed uses shall be allowed in the same
building as an open parking garage subject to the provisions
of Sections 302.3, 402.7.1, 406.3.13, 508.3, 508.4 and
508.7.
406.3.5 Area and height. Area and height of open parking
garages shall be limited as set forth in Chapter 5 for Group
S-2 occupancies and as further provided for in Section
302.3.
406.3.5,1 Single use. When the open parking garage is
used exclusively for the parking or storage of private mo-
tor vehicles, with no other uses in the building, the area
and height shall be permitted to comply with Table
406.3.5, along with increases allowed by Section
406.3.6.
Exception: The grade-level tier is permitted to con-
tain an office, waiting and toilet rooms having a total
combined area of not more than 1,000 square feet (93
m^). Such area need not be separated from the open
parking garage.
In open parking garages having a spiral or sloping
floor, the horizontal projection of the structure at any
cross section shall not exceed the allowable area per
parking tier. In the case of an open parking garage having
a continuous spiral floor, each 9 feet 6 inches (2896 mm)
of height, or portion thereof, shall be considered a tier.
The clear height of a parking tier shall not be less than
7 feet (2134 mm), except that a lower clear height is per-
mitted in mechanical-access open parking garages where
approved by the building official.
406.3.6 Area and height increases. The allowable area and
height of open parking garages shall be increased in accor-
dance with the provisions of this section. Garages with sides
open on three-fourths of the building perimeter are permit-
ted to be increased by 25 percent in area and one tier in
height. Garages with sides open around the entire building
perimeter are permitted to be increased 50 percent in area
and one tier in height. For a side to be considered open under
the above provisions, the total area of openings along the
side shall not be less than 50 percent of the interior area of
the side at each tier, and such openings shall be equally dis-
tributed along the length of the tier.
Allowable tier areas in Table 406.3.5 shall be increased
for open parking garages constructed to heights less than the
table maximum. The gross tier area of the garage shall not
exceed that permitted for the higher structure. At least three
sides of each such larger tier shall have continuous horizon-
tal openings not less than 30 inches (762 mm) in clear height
extending for at least 80 percent of the length of the sides,
and no part of such larger tier shall be more than 200 feet (60
960 mm) horizontally from such an opening. In addition,
each such opening shall face a street or yard accessible to a
street with a width of at least 30 feet (9 144 mm) for the full
length of the opening, and standpipes shall be provided in
each such tier.
Open parking garages of Type IB and II construction,
with all sides open, shall be unlimited in allowable area
where the height does not exceed 75 feet (22 860 mm). For a
side to be considered open, the total area of openings along
the side shall not be less than 50 percent of the interior area
of the side at each tier, and such openings shall be equally
distributed along the length of the tier. All portions of tiers
shall be within 200 feet (60 960 mm) horizontally from such
openings.
406.3.7 Location on property. Exterior walls and openings
in exterior walls shall comply with Tables 601 and 602. The
distance from an adjacent lot line shall be determined in ac-
cordance with Table 602 and Section 704.
406.3.8 Means of egress. Where persons other than parking
attendants are permitted, open parking garages shall meet
the means of egress requirements of Chapter 10. Where no
persons other than parking attendants are permitted, there
shall not be less than two 36-inch-wide (914 mm) exit stair-
ways. Lifts shall be permitted to be installed for use of em-
TABLE 406.3.5
OPEN PARKING GARAGES AREA AND HEIGHT
TYPE OF CONSTRUCTION
AREA PER TIER
(square feet)
HEIGHT (in tiers)
Ramp access
Mechanical access
Automatic sprinkler system
No
Yes
lA
Unlimited
Unlimited
Unlimited
Unlimited
IB
Unlimited
12 tiers
12 tiers
18 tiers
IIA
50,000
10 tiers
10 tiers
15 tiers
JIB
50,000
8 tiers
8 tiers
12 tiers
IV
50,000
4 tiers
4 tiers
4 tiers
For SI: 1 square foot = 0.0929 m^.
46
2003 INTERNATIONAL BUILDING CODEC
SPECIAL DETABLED REQUIREMENTS BASED ON USE AND OCCUPANCY
ployees only, provided they are completely enclosed by
noncombustible materials.
•
s. Standpipes shall be installed where re-
quired by the provisions of Chapter 9.
4063.1© Sprinkler systems. Where required by other pro-
visions or this code, automatic sprinkler systems and
standpipes shall be installed in accordance with the provi-
sions of Chapter 9.
406.3011 Emclosere of vertical opeoiragSo Enclosure shall
not be required for vertical openings except as specified in
Section 406.3.8.
406.3012 Venttlatnofflio Ventilation, other than the percentage
of openings specified in Section 406.3.3.1, shall not be re-
quired.
406.3013 ProMbntnoDiSo The following uses and alterations
are not permitted:
1 . Vehicle repair work.
2. Parking of buses, trucks and similar vehicles.
3 . Partial or complete closing of required openings in ex-
terior walls by tarpaulins or any other means.
4. Dispensing of fuel.
ime garageSo
406.4.1 Heights amd areas. Enclosed vehicle parking ga-
rages and portions thereof that do not meet the definition of
open parking garages shall be limited to the allowable
heights and areas specified in Table 503. Roof parking is
permitted.
406.4.2 VentllatioE, A mechanical ventilation system shall
be provided in accordance with the International Mechani-
cal Code.
Motor ffmel-dispensimg ffadlitles,
406,5,1 Coiistrinctioe. Motor fuel-dispensing facilities
shall be constructed in accordance with the International
Fire Code and this section.
js. Canopies under which fuels are dis-
pensed shall have a clear, unobstructed height of not less
than 1 3 feet 6 inches (4115 mm) to the lowest projecting ele-
ment in the vehicle drive-through area. Canopies and their
supports over pumps shall be of noncombustible materials,
fire-retardant-treated wood complying with Chapter 23,
wood of Type IV sizes or of construction providing 1-hour
fire resistance. Combustible materials used in or on a can-
opy shall comply with one of the following:
1. Shielded from the pumps by a noncombustible ele-
ment of the canopy, or wood of Type IV sizes;
2. Plastics covered by aluminum facing having a mini-
mum thickness of 0.010 inch (0.30 mm) or corro-
sion-resistant steel having a minimum base metal
thickness of 0.016 inch (0.41 mm). The plastic shall
have a flame spread index of 25 or less and a
smoke-developed index of 450 or less when tested in
the form intended for use in accordance with ASTM E
84 and a self-ignition temperature of 650°F (343°C)
or greater when tested in accordance with ASTM D
1929; or
3. Panels constructed of light-transmitting plastic mate-
rials shall be permitted to be installed in canopies
erected over motor vehicle fuel-dispensing station
fuel dispensers, provided the panels are located at
least 10 feet (3048 mm) from any building on the
same property and face yards or streets not less than
40 feet (12 192 mm) in width on the other sides. The
aggregate areas of plastics shall not exceed 1,000
square feet (93 m^). The maximum area of any indi-
vidual panel shall not exceed 100 square feet (9.3 m^).
» Repair garages,
j,6.1 Gemeral, Repair garages shall be constructed in ac-
cordance with the International Fire Code and this section.
This occupancy shall not include motor fuel-dispensing fa-
cihties, as regulated in Section 406.5.
ises. Mixed uses shall be allowed in the
same building as a repair garage subject to the provisions of
Section 302.3.
B, Repair garages shall be mechanically W
ventilated in accordance with the International Mechanical
Code. The ventilation system shall be controlled at the en-
trance to the garage.
p,6o4 Floor surface. Repair garage floors shall be of con- []
Crete or similar noncombustible and nonabsorbent materi-
als.
tiomi: Slip-resistant, nonabsorbent, interior floor
finishes having a critical radiant flux not more than 0.45
W/cm2, as determined by NFPA 253, shall be permitted. {_
L Heafing equipment shall be
installed in accordance with the International Mechanical
Code.
[F] 406,6.6 Gas ietectiom system. Repair garages used for
repair of vehicles fueled by nonodorized gases, such as hy-
drogen and nonodorized LNG, shall be provided with an ap-
proved flammable gas-detection system.
[F] 406.6.6.1 System desigmi. The flammable gas-detec-
tion system shall be calibrated to the types of fuels or
gases used by vehicles to be repaired. The gas detection
system shall be designed to activate when the level of
flammable gas exceeds 25 percent of the lower explosive
limit. Gas detection shall also be provided in lubrication
or chassis repair pits of garages used for repairing
nonodorized LNG-fueled vehicles.
[F] 406,6,6,2 Operatioini, Activation of the gas detection
system shall result in all of the following:
1 . Initiation of distinct audible and visual alarm sig-
nals in the repair garage.
2. Deacfivation of all heating systems located in the
repair garage.
3. Activation of the mechanical ventilation system,
where the system is interlocked with gas detection.
[F] 406.6.6.3 Failure off the gas detectiosi system. Fail-
ure of the gas detection system shall result in the deacti-
vation of the heating system, activation of the
mechanical ventilation system when the system is inter-
C^
2003 INTERMATBOMAL BUBLDIING CODE®
47
SPECSAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
locked with the gas detection system and cause a trouble
signal to sound in an approved location.
SECTION 407
GROUP 1-2
407.1 General. Occupancies in Group 1-2 shall comply with
the provisions of this section and other applicable provisions of
this code.
407.2 Corridors. Corridors in occupancies in Group 1-2 shall
be continuous to the exits and separated from other areas in ac-
cordance with Section 407.3 except spaces conforming to Sec-
tions 407.2.1 through 407.2.4.
407.2.1 Spaces of unlimited area. Waiting areas and simi-
lar spaces constructed as required for corridors shall be per-
mitted to be open to a corridor, only where all of the
following criteria are met:
1 . The spaces are not occupied for patient sleeping units,
treatment rooms, hazardous or incidental use areas as
defined in Section 302.1.1.
2. The open space is protected by an automatic fire de-
tection system installed in accordance with Section
907.
3. The corridors onto which the spaces open, in the same
smoke compartment, are protected by an automatic
fire detection system installed in accordance with
Section 907, or the smoke compartment in which the
spaces are located is equipped throughout with
quick-response sprinklers in accordance with Section
903.3.2.
4. The space is arranged so as not to obstruct access to
the required exits.
407.2.2 Nurses' stations. Spaces for doctors' and nurses'
charting, communications and related clerical areas shall be
permitted to be open to the corridor, when such spaces are
constructed as required for corridors.
407.2.3 Mental health treatment areas. Areas wherein
mental health patients who are not capable of self-preserva-
tion are housed, or group meeting or multipurpose therapeu-
tic spaces other than incidental use areas as defined in
Section 302.1.1, under confinuous supervision by facility
staff, shall be permitted to be open to the corridor, where the
following criteria are met:
1. Each area does not exceed 1,500 square feet (140 m^).
2. The area is located to permit supervision by the facil-
ity staff.
3. The area is arranged so as not to obstruct any access to
the required exits.
4. The area is equipped with an automadc fire detection
system installed in accordance with Section 907.2.
5. Not more than one such space is permitted in any one
smoke compartment.
6. The walls and ceilings of the space are constructed as
required for corridors.
407.2.4 Gift shops. Gift shops less than 500 square feet
(46.5 m^) in area shall be permitted to be open to the corridor
provided the gift shop and storage areas are fully sprinklered
and storage areas are protected in accordance with Section
302.1.1.
407.3 Corridor walls. Corridor walls shall be constructed as
smoke partitions.
407.3.1 Corridor doors. Corridor doors, other than those in
a wall required to be rated by Section 302. 1 . 1 or for the en-
closure of a vertical opening or an exit, shall not have a re-
quired fire protection 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. Other doors shall conform to Sec-
tion 715.3.
.3.2 Locking devices. Locking devices that restrict ac-
cess to the patient room from the corridor, and that are oper-
able 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.
407.4 Smoke barriers. Smoke barriers shall be provided to
subdivide every story used by patients for sleeping or treatment
and to divide other stories with an occupant load of 50 or more
persons, 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 m^) and the travel distance
from any point in a smoke compartment to a smoke barrier door
shall not exceed 200 feet (60 960 mm). The smoke barrier shall
be in accordance with Section 709.
407.4.1 Refuge area. At least 30 net square feet (2.8 m^) per
patient shall be provided within the aggregate area of corri-
dors, patient rooms, treatment rooms, lounge or dining areas
and other low -hazard areas on each side of each smoke bar-
rier. On floors not housing patients confined to a bed or lit-
ter, at least 6 net square feet (0.56 m^) per occupant shall be
provided on each side of each smoke barrier for the total
number of occupants in adjoining smoke compartments.
407.4.2 Independent egress, A means of egress shall be
provided from each smoke compartment created by smoke
barriers without having to return through the smoke com-
partment from which means of egress originated.
[F] 407.5 Automatic sprinkler system. Smoke compartments
containing patient sleeping units shall be equipped throughout
with an automatic fire sprinkler system in accordance with Sec-
tion 903.3.1.1. The smoke compartments shall be equipped
with approved quick-response or residential sprinklers in ac-
cordance with Section 903.3.2.
[F] 407.6 Automatic fire detection. Corridors in nursing
homes (both intermediate-care and skilled nursing facilities),
detoxification facihties and spaces permitted to be open to cor-
ridors by Section 407.2 shall be protected by an automatic fire
detection system installed in accordance with Section 907.
Exceptions:
1. Corridor smoke detection is not required where pa-
tient sleeping units are provided with smoke detectors
that comply with UL 268. Such detectors shall pro-
48
2003 INTERNATIONAL BUILDING CODE®
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
vide a visual display on the corridor side of each pa-
tient sleeping unit and an audible and visual alarm at
the nursing station attending each unit.
2. Corridor smoke detection is not required where pa-
tient sleeping unit doors are equipped with automatic
door-closing devices with integral smoke detectors on
the unit sides installed in accordance with their listing,
provided that the integral detectors perform the re-
quired alerting function.
' Secured yardSo Grounds are permitted to be fenced and
gates therein are permitted to be equipped with locks, provided
that safe dispersal areas having 30 net square feet (2.8 m^) for
bed and litter patients and 6 net square feet (0.56 m^) for ambu-
latory patients and other occupants are located between the
building and the fence. Such provided safe dispersal areas shall
not be located less than 50 feet (15 240 mm) from the building
they serve.
and unobstructed passage through the sallyport during an
emergency egress condition.
4WA GemeraL Occupancies in Group 1-3 shall comply with
the provisions of this section and other apphcable provisions of
this code (see Section 308.4).
4®8,2 Mixed occepamcieSo Portions of buildings with an occu-
pancy in Group 1-3 that are classified as a different occupancy
shall meet the applicable requirements of this code for such oc-
cupancies. Where security operations necessitate the locking
of required means of egress, provisions shall be made for the re-
lease of occupants at all times.
Means of egress from detention and correctional occupancies
that traverse other use areas shall, as a minimum, conform to re-
quirements for detention and correctional occupancies.
mi It is permissible to exit through a horizontal exit
into other contiguous occupancies that do not conform to de-
tention and correctional occupancy egress provisions but that
do comply with requirements set forth in the appropriate oc-
cupancy, as long as the occupancy is not a high-hazard use.
4®83 Means of egresso Except as modified or as provided for
in this section, the provisions of Chapter 10 shall apply.
408.3ol Door wMtlhio Doors to resident sleeping units shall
have a clear width of not less than 28 inches (711 mm).
r§. 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 (220 N) with a
perpendicular force against the door of 50 pounds (220 N).
stairSo Spiral stairs that conform to the re-
quirements of Section 1009.9 are permitted for access to and
between staff locations.
|eo 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 (15 240 mm) from the building with a net area of
15 square feet (1.4 m^) per person.
jsores. One of the required verti-
cal exit enclosures in each building shall be permitted to
have glazing installed in doors and interior walls at each
landing level providing access to the enclosure, provided
that the following conditions are met:
1. The vertical exit enclosure shall not serve more than
four floor levels.
2. Vertical exit enclosure doors shall not be less than
V4-hour fire doors complying with Section 715.3.
3. The total area of glazing at each floor level shall not
exceed 5,000 square inches (3.23 m^) 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 au-
tomatic fire 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 deflect
without breaking (loading) the glass before the sprin-
kler 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.
s§. Egress doors are permitted to be locked in accor-
dance with the applicable use condition. Doors from an area of
refuge to the exterior are permitted to be locked with a key in
lieu of locking methods described in Secdon 408.4.1. 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.
408.4ol Remote release. 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 3 or 4,
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 2 minutes.
Exceptlomi Provisions for remote locking and unlocking
of occupied rooms in Occupancy Condition 4 are not re-
quired provided that not more than 10 locks are neces-
sary to be unlocked in order to move occupants from one
smoke compartment to a refuge area within 3 minutes.
The opening of necessary locks shall be accomplished
with not more than two separate keys.
A sallyport shall be permitted in a
means of egress where there are provisions for continuous
[F] 408o4o2 Power=operaled doors and locks. Power-oper-
ated 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 mechani-
cal operating release shall be provided.
Exception: Emergency power is not required in facilities
with 10 locks or less complying with the exception to
Section 408.4.1.
2003 INTERNATBONAL BODLDBNG CODE®
SPECIAL DETAILED REQUIREMENTS BASED 0^S USE AMD OCCUPANCY
408.4.3 Redundant operation. Remote release, mechani-
cally operated sliding doors or remote release, mechanically
operated locks shall be provided with a mechanically oper-
ated release mechanism at each door, or shall be provided
with a redundant remote release control.
408.4.4 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.
408.5 Vertical openings. Vertical openings shall be enclosed
in accordance with Section 707.
Exception: A floor opening between floor levels of residen-
tial housing areas is permitted without enclosure protection
between the levels, provided that both of the following con-
ditions 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 si-
multaneous egress for all occupants from all intercon-
nected levels and areas.
The height difference between the highest and lowest fin-
ished floor levels shall not exceed 23 feet (7010 mm). Each
story, considered separately, has at least one-half of its individ-
ual required means of egress capacity provided by exits leading
directly out of that story without traversing another story
within the interconnected area.
408.6 Smoke barrier. Occupancies in Group 1-3 shall have
smoke barriers complying with Section 709 to divide every
story occupied by residents for sleeping, or any other story hav-
ing an occupant load of 50 or more persons, into at least two
smoke compartments.
Exception; Spaces having direct exit to one of the follow-
ing, provided that the locking arrangement of the doors in-
volved 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 2-hour fire-resistance-rated assembly or 50 feet
(15 240 mm) of open space.
3 . A secured yard or court having a holding space 50 feet
(15 240 mm) from the housing area that provides 6
square feet (0.56 m^) or more of refuge area per occu-
pant, including residents, staff and visitors.
408.6.1 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 re-
quired as exit access shall not exceed 150 feet (45 720 mm).
The travel distance to a door in a smoke barrier from any
point in a room shall not exceed 200 feet (60 960 mm).
408.6.2 Refuge area. At least 6 net square feet (0.56 m^) per
occupant shall be provided on each side of each smoke bar-
rier for the total number of occupants in adjoining smoke
compartments. This space shall be readily available wher-
ever the occupants are moved across the smoke barrier in a
fire emergency.
408.6.3 Independent egress. A means of egress shall be
provided from each smoke compartment created by smoke
barriers without having to return through the smoke com-
partment from which means of egress originates.
408.7 Subdivision of resident housing areas. Sleeping areas
and any contiguous day room, group activity space or other
common spaces where residents are housed shall be separated
from other spaces in accordance with Sections 408.7. 1 through
408.7.4.
408.7.1 Occupancy Conditions 3 and 4. Each sleeping
area in Occupancy Conditions 3 and 4 shall be separated
from the adjacent common spaces by a smoke-tight partition
where the travel distance from the sleeping area through the
common space to the exit access corridor exceeds 50 feet
(15 240 mm).
408.7.2 Occupancy Condition 5. Each sleeping area in Oc-
cupancy Condition 5 shall be separated from adjacent sleep-
ing 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.
igs in room face. The aggregate area of
openings in a sohd sleeping room face in Occupancy Condi-
tions 2,3,4 and 5 shall not exceed 1 20 square inches (77 419
mm^). The aggregate area shall include all openings includ-
ing door undercuts, food passes and grilles. Openings shall
be not more than 36 inches (914 mm) above the floor. In Oc-
cupancy Condition 5, the openings shall be closeable from
the room side.
408.7.4 Smoke-tight doors. Doors in openings in partitions
required to be smoke tight by Section 408.7 shall be substan-
tial doors, of construction that will resist the passage of
smoke. Latches and door closures are not required on cell
doors.
408.8 Windowless beiEdings. For the purposes of this section,
a windowless building or portion of a building is one with
nonopenable windows, windows not readily breakable or with-
out windows. Windowless buildings shall be provided with an
engineered smoke control system to provide ventilation (me-
chanical or natural) in accordance with Section 909 for each
windowless smoke compartment.
IViOTiON PICTURE PROJECTION ROOMS
.1 General. The provisions of this section 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 that develops hazardous
gases, dust or radiation. Where cellulose nitrate film is utilized
or stored, such rooms shall comply with NFPA 40.
hlA Projection room required. Every motion picture
machine projecting film as mentioned within the scope of
this secfion shall be enclosed in a projecfion room. Appurte-
nant electrical equipment, such as rheostats, transformers
and generators, shall be within the projection room or in an
adjacent room of equivalent construction.
50
2003 SNTERNATIOMAL BUtLDING CODE®
SPECDAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
nSo 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 pro-
tected.
The room shall have a floor area of not less than 80 square
feet (7.44 m^) for a single machine and at least 40 square feet
(3.7 m^) for each additional machine. Each motion picture pro-
jector, floodlight, spotUght 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 appur-
tenant thereto shall have a ceiling height of not less than 7 feet 6
inches (2286 mm). The aggregate of openings for projection
equipment shall not exceed 25 percent of the area of the wall
between the projection room and the auditorium. Openings
shall be provided with glass or other approved material, so as to
close completely the opening.
405*3 Projecttioe room and eqMipmemt veHitllMlom,, Ventila-
tion shall be provided in accordance with the International Me-
chanical Code.
4([])9<,3,1 FrojecHnomi roonnio
o3olol Sepply air. Each projection room shall be pro-
vided with adequate air supply inlets so arranged as to
provide well-distributed air throughout the room. Air in-
let ducts shall provide an amount of air equivalent to the
amount of air being exhausted by projection equipment.
Air is permitted to be taken from the outside; from adja-
cent spaces within the building, provided the volume and
infiltration rate is sufficient; or from the building air-con-
ditioning system, provided it is so arranged as to provide
sufficient air when other systems are not in operation.
o3olo2 Exhamisll ain Projection rooms are permitted to
be exhausted through the lamp exhaust system. The lamp
exhaust system shall be positively interconnected with
the lamp so that the lamp will not operate unless there is
the required airflow. Exhaust air ducts shall terminate at
the exterior of the building in such a location that the ex-
haust air cannot be readily recirculated into any air sup-
ply system. The projection room ventilation system is
permitted to also serve appurtenant rooms, such as the
generator and rewind rooms.
Each projection machine shall be provided with an ex-
haust duct that will draw air from each lamp and exhaust
it directly to the outside of the building. The lamp exhaust
is permitted to serve to exhaust air from the projection
room to provide room air circulation. Such ducts shall be
of rigid materials, except for a flexible connector ap-
proved for the purpose. The projection lamp or projec-
tion room exhaust system, or both, is permitted to be
combined but shall not be interconnected with any other
exhaust or return system, or both, within the building.
A Ogtollmg comHroL Provisions shall be made for control of
the auditorium lighting and the means of egress lighting sys-
tems of theaters from inside the projection room and from at
least one other convenient point in the building.
Misceiainieoiuis equuBprnemt Each projection room shall
be provided with rewind and film storage facilities.
SECTION 410
STAGES kWQ PLATFORilS
The provisions of this section shall apply
to all parts of buildings and structures that contain stages or
platforms and similar appurtenances as herein defined.
410.2 PelSimlftloinis. The following words and terms shall, for the
purposes of this section and as used elsewhere in this code,
have the meanings shown herein.
FLY GALLERY. A raised floor area above a stage from
which the movement of scenery and operation of other stage
effects are controlled.
The structural framing over a stage support-
ing equipment for hanging or flying scenery and other stage
effects.
PINMAIL. A rail on or above a stage through which belay-
ing pins are inserted and to which lines are fastened.
PLATFORM. A raised area within a building used for wor-
ship, the presentation of music, plays or other entertain-
ment; the head table for special guests; the raised area for
lecturers and speakers; boxing and wrestUng rings; the-
ater-in-the-round stages; and similar purposes wherein
there are no overhead hanging curtains, drops, scenery or
stage effects other than Hghting and sound. A temporary
platform is one installed for not more than 30 days.
PROSCENIUM WALL. The wall that separates the stage
from the auditorium or assembly seating area.
STAGE. A space within a building utihzed for entertain-
ment or presentations, which includes overhead hanging
curtains, drops, scenery or stage effects other than lighting
and sound. Stage area shall be measured to include the entire
performance area and adjacent backstage and support areas
not separated from the performance area by fire-resis-
tance-rated construction. Stage height shall be measured
from the lowest point on the stage floor to the highest point
of the roof or floor deck above the stage.
^e§. Stage construction shall comply with Sections
410.3.1 through 410.3.7.
410.3,1 Stage comstroctiom. Stages shall be constructed of
materials as required for floors for the type of construction
of the building in which such stages are located.
ioms;
1 . Stages of Type IIB or IV construction with a nomi-
nal 2-inch (5 1 mm) wood deck, provided that the
stage is separated from other areas in accordance
with Section 410.3.4.
2. In buildings of Type IIA, IIIA and VA construc-
tion, a fire-resistance-rated floor is not required,
provided the space below the stage is equipped
with an automatic fire-extinguishing system in ac-
cordance with Section 903 or 904.
3 . In all types of construction, the finished floor shall be
constructed of wood or approved noncombustible
2003 DNTERNATSONAL BUILDING CODE®
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
materials. Openings through stage floors shall be
equipped with tight-fitting, solid wood trap doors
with approved safety locks.
410.3.1.1 Stage height and area. Stage areas shall be
measured to include the entire performance area and ad-
jacent backstage and support areas not separated from
the performance area by fire-resistance-rated construc-
tion. Stage height shall be measured from the lowest
point on the stage floor to the highest point of the roof or
floor deck above the stage.
410.3.2 GaHerles, gridirons, catwalks and pinralls.
Beams designed only for the attachment of portable or fixed
theater equipment, gridirons, galleries and catwalks shall be
constructed of approved materials consistent with the re-
quirements for the type of construction of the building; and a
fire-resistance rating shall not be required. These areas shall
not be considered to be floors, stories, mezzanines or levels
in applying this code.
Exception: Floors of fly galleries and catwalks shall be
constructed of any approved material.
410.3.3 Exterior stage doors. Where protection of open-
ings is required, exterior exit doors shall be protected with
fire doors that comply with Section 715. Exterior openings
that are located on the stage for means of egress or loading
and unloading purposes, and that are likely to be open dur-
ing occupancy of the theater, shall be constructed with vesti-
bules to prevent air drafts into the auditorium.
410.3.4 Prosceniom wall. Where the stage height is greater
than 50 feet (15 240 mm), all portions of the stage shall be
completely separated from the seating area by a proscenium
wall with not less than a 2-hour fire-resistance rating ex-
tending continuously from the foundation to the roof.
410.3.5 Proscenium curtain. The proscenium opening of
every stage with a height greater than 50 feet (15 240 mm)
shall be provided with a curtain of approved material or an
approved water curtain complying with Section 903.3.1.1.
The curtain shall be designed and installed to intercept hot
gases, flames and smoke, and to prevent a glow from a se-
vere fire on the stage from showing on the auditorium side
for a period of 20 minutes. The closing of the curtain from
the full open position shall be effected in less than 30 sec-
onds, but the last 8 feet (2438 mm) of travel shall require not
less than 5 seconds.
410.3.5.1 Activation. The curtain shall be activated by
rate-of-rise heat detection installed in accordance with
Section 907.10 operating at a rate of temperature rise of
15 to 20°F per minute (8 to I TC per minute), and by an
auxiliary manual control.
410.3.5.2 Fire test. A sample curtain with a minimum of
two vertical seams shall be subjected to the standard fire
test specified in ASTM E 1 19 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 4
pounds per linear foot (58 N/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. Un-
exposed surface temperature and hose stream test re-
quirements are not applicable to the proscenium fire
safety curtain test.
410.3.5.3 Smoke test. Curtain fabrics shall have a
smoke-developed rating of 25 or less when tested in ac-
cordance with ASTM E 84.
410.3.5.4 Tests. The completed proscenium curtain shall
be subjected to operating tests prior to the issuance of a
certificate of occupancy.
410.3.6 Scenery. Combustible materials used in sets and
scenery shall be rendered flame resistant in accordance with
Section 805 and the International Fire Code. Foam plastics
and materials containing foam plastics shall comply with
Section 2603 and the International Fire Code.
410.3.7 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 (15 240
mm). Such ventilation shall comply with Section 410.3.7.1
or 410.3.7.2.
).3.7.1 Roof vents. Two or more vents constructed to
open automatically by approved heat-activated devices
and with an aggregate clear opening area of not less than
5 percent of the area of the stage shall be located near the
center and above the highest part of the stage area. Sup-
plemental means shall be provided for manual operation
of the ventilator. Curbs shall be provided as required for
skyUghts in Section 2610.2. Vents shall be labeled.
410.3.7,2 Smoke control. Smoke control in accordance
with Section 909 shall be provided to maintain the smoke
layer interface not less than 6 feet (1829 mm) above the
highest level of the assembly seating or above the top of
the proscenium opening where a proscenium wall is pro-
vided in compliance with Section 410.3.4.
410.4 Platform construction. Permanent platforms shall be
constructed of materials as required for the type of construction
of the building in which the permanent platform is located. Per-
manent platforms are permitted to be constructed of fire-retar-
dant-treated wood for Type 1, 11, and IV construction where the
platforms are not more than 30 inches (762 mm) above the main
floor, and not more than one-third of the room floor area and not
more than 3,000 square feet (279 m^) in area. Where the space
beneath the permanent platform is used for storage or any other
purpose other than equipment, wiring or plumbing, the floor
construction shall not be less than I -hour fire-resistance-rated
construction. Where the space beneath the permanent platform
is used only for equipment, wiring or plumbing, the underside
of the permanent platform need not be protected.
410.4.1 Temporary platforms. Platforms installed for a pe-
riod of not more than 30 days are permitted to be constructed
of any materials permitted by the code. The space between
the floor and the platform above shall only be used for
plumbing and electrical wiring to platform equipment.
410.5 Dressing and appurtenant rooms. Dressing and appur-
tenant rooms shall comply with Sections 410.5.1 through
410.5.4.
410.5.1 Separation from stage. Where the stage height is
greater than 50 feet (15 240 mm), the stage shall be sepa-
52
2003 INTERNATIONAL BUILDING CODE®
SPECDAL DETAILED REQUSRESVIEOTS BASED OH USE AND OCCUPAMCY
rated from dressing rooms, scene docks, property rooms,
workshops, storerooms and compartments appurtenant to
the stage and other parts of the building by a fire barrier wall
and horizontal assemblies, or both, with not less than a
2-hour fire-resistance rating with approved opening
protectives. For stage heights of 50 feet (15 240 mm) or less,
the required stage separation shall be a fire barrier wall and
horizontal assemblies, or both, with not less a 1 -hour fire-re-
sistance rating with approved opening protectives.
©tliero Dressing rooms,
scene docks, property rooms, workshops, storerooms and
compartments appurtenant to the stage shall be separated
from each other by fire barrier wall and horizontal assem-
blies, or both, with not less than a 1-hour fire-resistance rat-
ing with approved opening protectives.
410,5<,3 Opening protecltlves. 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 fire door assemblies that comply with Sec-
tion 715.
dtSo At least one approved means of egress
shall be provided from each side of the stage; and from each
side of the space under the stage. At least one means of es-
cape shall be provided from each fly gallery and from the
gridiron. A steel ladder, alternating tread stairway or spiral
stairway is permitted to be provided from the gridiron to a
scuttle in the stage roof.
[F] 41O06 Automaltk spdnlkkr systemo Stages shall be
equipped with an automatic fire-extinguishing system in accor-
dance with Chapter 9. The system shall be installed under the
roof and gridiron, in the tie and fly galleries, in places behind
the proscenium wall of the stage, and in dressing rooms,
lounges, workshops and storerooms accessory to such stages.
1 . Sprinklers are not required under stage areas less than
4 feet (1219 mm) in clear height utiUzed exclusively
for storage of tables and chairs, provided the con-
cealed space is separated from the adjacent spaces by
not less than Vg-inch (15.9 mm) Type X gypsum
board.
2. Sprinklers are not required for stages 1,000 square
feet (93 m^) or less in area and 50 feet (15 240 mm) or
less in height where curtains, scenery or other com-
bustible hangings are not retractable vertically. Com-
bustible hangings shall be limited to a single main
curtain, borders, legs and a single backdrop.
.7 StomdpipeSo Standpipe systems shall be provided in
accordance with Section 905.
SPECIAL AMySEiiENT BUILDIMGS
.1 General. Special amusement buildings having an occu-
pant load of 50 or more shall comply with the requirements for
the appropriate Group A occupancy and this section. Amuse-
ment buildings having an occupant load of less than 50 shall
comply with the requirements for a Group B occupancy and
this section.
Exceptnom: Amusement buildings or portions thereof that
are without walls or a roof and constructed to prevent the ac-
cumulation of smoke.
For flammable decorative materials, see the International
Fire Code.
ig. A special amusement
building is any temporary or permanent building or portion
thereof that is occupied for amusement, entertainment or edu-
cational purposes and that contains a device or system that con-
veys 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 be-
cause of the nature of the attraction or mode of conveyance
through the building or structure.
[F] 4113 Aetomatic ffire detectiono Special amusement build-
ings shall be equipped with an automatic fire detection system
in accordance with Section 907.
[F] 411,4 Automatic sprinkler systemio Special amusement
buildings shall be equipped throughout with an automatic
sprinkler system in accordance with Section 903.3.1.1. Where
the special amusement building is temporary, the sprinkler wa-
ter supply shall be of an approved temporary means.
m Automatic fire sprinklers are 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 (15 240
mm).
[F] 411o5 Alarm. Actuation of a single smoke detector, the au-
tomatic sprinkler system or other automatic fire detection de-
vice 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 re-
quirements in Section 907.2.11.2.
[F] 411.6 Emergency voice/alarm communications system.
An emergency voice/alarm communications system shall be
provided in accordance with Sections 907.2. 11 and 907.2.12.2,
which is also permitted to serve as a public address system and
shall be audible throughout the entire special amusement build-
ing.
.7 Exit marking. Exit signs shall be installed at the re-
quired exit or exit access doorways of amusement buildings.
Approved directional exit markings shall also be provided.
Where mirrors, mazes or other designs are utihzed that dis-
guise the path of egress travel such that they are not apparent,
approved low-level exit signs and directional path markings
shall be provided and located not more than 8 inches (203 mm)
above the walking surface and on or near the path of egress
travel. Such markings shall become visible in an emergency.
The directional exit marking shall be activated by the automatic
fire detection system and the automatic sprinkler system in ac-
cordance with Section 907.2.11.2.
L.8 Interior finish. The interior finish shall be Class A in ac-
cordance with Section 803.1.
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
SECTION 412
AIRCRAFT-RELATED OCCUPANCIES
412.1 Airport traffic control towers.
412.1.1 General. The provisions of this section shall apply
to airport traffic control towers not exceeding 1,500 square
feet (140 m^) per floor occupied only for the following uses:
1 . Airport traffic control cab.
2. Electrical and mechanical equipment rooms.
3. Airport terminal radar and electronics rooms.
4. Office spaces incidental to the tower operation.
5. Lounges for employees, including sanitary facilities.
412.1.2 Type of construction. Airport traffic control tow-
ers shall be constructed to conform to the height and area
limitations of Table 412.1.2.
TABLE 41 2.1 .2
HEIGHT AND AREA LIMITATIONS FOR AIRPORT
TRAFFIC CONTROL TOWERS
TYPE OF
CONSTRUCTION
HEIGHr
(feet)
MAXIMUM AREA
(square feet)
lA
Unlimited
1,500
IB
240
1,500
IIA
100
1,500
IIB
85
1,500
IIIA
65
1,500
For SI: 1 foot = 304.8 mm, 1 square foot = 0.093 ml
a. Height to be measured from grade to cab floor.
412.1.3 Egress. A minimum of one exit stairway shall be
permitted for airport traffic control towers of any height pro-
vided that the occupant load per floor does not exceed 15.
The stairway shall conform to the requirements of Section
1009. The stairway shall be separated from elevators by a
minimum distance of one-half of the diagonal of the area
served measured in a straight line. The exit stairway and ele-
vator hoistway are permitted to be located in the same shaft
enclosure, provided they are separated from each other by a
4-hour separation having no openings. Such stairway shall
be pressurized to a minimum of 0.15 inch of water column
(43 Pa) and a maximum of 0.35 inch of water column (101
Pa) in the shaft relative to the building with stairway doors
closed. Stairways need not extend to the roof as specified in
Section 1009.12. The provisions of Section 403 do not ap-
ply.
Exception: Smokeproof enclosures as set forth in Sec-
tion 1019.1.8 are not required where required stairways
are pressurized.
[F] 412.1.4 Automatic fire detection systems. Airport traf-
fic control towers shall be provided with an automatic fire
detection system installed in accordance with Section
907.2.
[F] 412.1.5 Standby power. A standby power system that
conforms to Section 2702 shall be provided in airport traffic
control towers more than 65 feet (19 812 mm) in height.
Power shall be provided to the following equipment:
1 . Pressurization equipment, mechanical equipment and
lighting.
2. Elevator operating equipment.
3. Fire alarm and smoke detection systems.
412.1.6 Accessibility. Airport traffic control towers need
not be accessible as specified in the provisions of Chapter
11.
412.2 Aircraft hangar.
412.2.1 Exterior walls. Exterior walls located less than 30
feet (9 144 mm) from property lines, lot lines or a public way
shall have a fire-resistance rating not less than 2 hours.
412.2.2 Basements. Where hangars have basements, the
floor over the basement shall be of Type I A construction and
shall be made tight against seepage of water, oil or vapors.
There shall be no opening or communicadon between the
basement and the hangar. Access to the basement shall be
from outside only.
412.2.3 Floor surface. Floors shall be graded and drained to
prevent water or fuel from remaining on the floor. Floor
drains shall discharge through an oil separator to the sewer
or to an outside vented sump.
412.2.4 Heating equipment. Heating equipment shall be
placed in another room separated by 2-hour fire-resis-
tance-rated construction. Entrance shall be from the outside
or by means of a vestibule providing a two-doorway separa-
tion.
Exceptions:
1. Unit heaters suspended at least 10 feet (3048 mm)
above the upper surface of wings or engine enclo-
sures of the highest aircraft that are permitted to be
housed in the hangar and at least 8 feet (2438 mm)
above the floor in shops, offices and other sections
of the hangar communicating with storage or ser-
vice areas.
2. A single interior door shall be allowed, provided
the sources of ignition in the apphances are at least
18 inches (457 mm) above the floor.
412.2.5 Finishing. The process of "doping," involving use
of a volatile flammable solvent, or of painting, shall be car-
ried on in a separate detached building equipped with auto-
matic fire-extinguishing equipment in accordance with
Section 903.
[F] 412.2.6 Fire suppression. Aircraft hangars shall be pro-
vided with fire suppression as required in NFPA 409.
Exception: Group II hangars as defined in NFPA 409
storing private aircraft without major maintenance or
overhaul are exempt from foam suppression require-
ments.
412.3 Residential aircraft hangars. Residential aircraft han-
gars as defined in Section 412.3.1 shall comply with Sections
412.3.2 through 412.3.6.
.1 Definition. The following word and term shall, for
the purposes of this chapter and as used elsewhere in this
code, have the meaning shown herein.
54
2003 SNTERNATSONAL BUILDING CODE®
SPECIAL DETAILED REQUDREWiENTS BASED OH USE AND OCCUPANCY
RESIDENTIAL AIECRAFT HANGAR, An acces-
sory building less than 2,000 square feet (186 m^) and 20
feet (6096 mm) in height, constructed on a one- or
two-family residential property where aircraft are stored.
Such use will be considered as a residential accessory use
incidental to the dwelhng.
412.3.2 Fire sepairalloira. A hangar shall not be attached to a
dwelling unless separated by walls having a fire-resistance
rating of not less than 1 hour. Such separation shall be con-
tinuous from the foundation to the underside of the roof and
unpierced except for doors leading to the dwelling unit.
Doors into the dwelling unit must be equipped with
self-closing devices and conform to the requirements of
Section 715 with at least a 4-inch ( 1 02 mm) noncombustible
raised sill. Openings from a hanger directly into a room used
for sleeping purposes shall not be permitted.
412.3.3 Egress. A hangar shall provide two means of egress.
One of the doors into the dwelling shall be considered as
meeting only one of the two means of egress.
B, Smoke alarms shall be pro-
vided within the hangar in accordance with Section
907.2.21.
412.3.5 iBidepemdemt systems. Mechanical and plumbing
drain, waste and vent (DWV) systems installed within the
hangar shall be independent of the systems installed within
the dwelling. Building sewer lines may connect outside the
structures.
ni.° Smoke detector wiring and feed for electri-
cal subpanels in the hangar.
412.3.6 Height amd area limits. Residential aircraft han-
gars shall not exceed 2,000 square feet (186 m^) in area and
20 feet (6096 mm) in height.
sgars. Aircraft painting operations
where flammable liquids are used in excess of the maximum al-
lowable quantities per control area listed in Table 307.7( 1 ) shall
be conducted in an aircraft paint hangar that complies with the
provisions of Section 412.4.
412.4.1 Occepamcy group. Aircraft paint hangars shall be
classified as Group H-2. Aircraft paint hangars shall comply
with the applicable requirements of this code and the Inter-
national Fire Code for such occupancy.
412.4.2 CoEstrMcttom. The aircraft paint hangar shall be of
Type I or II construction.
412.4.3 OperatioES. Only those flammable liquids neces-
sary for painting operations shall be permitted in quantities
less than the maximum allowable quantities per control area
in Table 307.7(1). Spray equipment cleaning operations
shall be conducted in a liquid use, dispensing and mixing
room.
412.4.4 Storage. Storage of flammable liquids shall be in a
liquid storage room.
412.4.5 Fire seppresslom. Aircraft paint hangars shall be
provided with fire suppression as required in NFPA 409.
412.4.6 Vemtilatioii, Aircraft paint hangars shall be pro-
vided with ventilation as required in the International Me-
chanical Code.
412.5.1 Gemerafl. Heliports and helistops may be erected on
buildings or other locations where they are constructed in
accordance with this section.
IS. The following words and terms shall,
for the purposes of this chapter and as used elsewhere in this
code, have the meanings shown herein.
HELIPORT. An area of land or water or a structural surface
that is used, or intended for use, for the landing and taking
off of helicopters, and any appurtenant areas that are used,
or intended for use, for heliport buildings and other heliport
facilities.
HELISTOP, The same as a "Heliport," except that no fuel-
ing, defueling, maintenance, repairs or storage of helicop-
ters is permitted.
412.5.3 Size. The touchdown or landing area for heUcopters
of less than 3,500 pounds (1588 kg) shall be a minimum of
20 feet (6096 mm) in length and width. The touchdown area
shall be surrounded on all sides by a clear area having a min-
imum average width at roof level of 15 feet (4572 mm) but
with no width less than 5 feet (1524 mm).
412.5.4 Design. Hehcopter landing areas and the supports
thereof on the roof of a building shall be noncombustible
construction. Landing areas shall be designed to confine any
flammable liquid spillage to the landing area itself and pro-
visions shall be made to drain such spillage away from any
exit or stairway serving the helicopter landing area or from a
structure housing such exit or stairway. For structural design
requirements, see Section 1605.5.
as of egress. The means of egress from heli-
ports and helistops shall comply with the provisions of
Chapter 10. Landing areas located on buildings or structures
shall have two or more means of egress. For landing plat-
forms or roof areas less than 60 feet (18 288 mm) in length,
or less than 2,000 square feet (187 m^) in area, the second
means of egress may be a fire escape or ladder leading to the
floor below.
5S, Rooftop heli-
ports and hehstops shall comply with NFPA 418.
COiVilBUSTIBLE STORAGE
LI Gemeral. High-piled stock or rack storage in any occu-
pancy group shall comply with the International Fire Code.
spaces. Attic, un-
der-floor and concealed spaces used for storage of combustible
materials shall be protected on the storage side as required for
1-hour fire-resistance-rated construction. Openings shall be
protected by assemblies that are self-closing and are of
noncombustible construction or solid wood core not less than
IV4 inch (45 mm) in thickness.
1 . Areas protected by approved automatic sprinkler sys-
tems.
2. Group R-3 and U occupancies.
<=]
2003 8NTERNAT80NAL BU1LD5NG CODE®
55
SPECBAL DETAILED REQUSREMENTS BASED ON USE ASMD OCCUPANCY
SECTION 414
HAZARDOUS iVIATE
[F] 414.1 General. The provisions of this section shall apply to
buildings and structures occupied for the manufacturing, pro-
cessing, dispensing, use or storage of hazardous materials.
[F] 414.1,1 Other provisions. Buildings and structures
with an occupancy in Group H shall also comply with the
applicable provisions of Section 415 and the International
Fire Code.
[F] 414.1.2 Materials. The safe design of hazardous mate-
rial occupancies is material dependent. Individual material
requirements are also found in Sections 307 and 415, and in
the International Mechanical Code and the International
Fire Code.
[F] 414.1.2.1 Aerosols. Level 2 and 3 aerosol products
shall be stored and displayed in accordance with the In-
ternational Fire Code. See Section 311.2 and the Inter-
national Fire Code for occupancy group requirements.
[F] 414.1.3 leformation required. Separate floor plans
shall be submitted for buildings and structures with an occu-
pancy in Group H, identifying the locations of anticipated
contents and processes so as to reflect the nature of each oc-
cupied portion of every building and structure. A report
identifying hazardous materials including, but not limited
to, materials representing hazards that are classified in
Group H to be stored or used, shall be submitted and the
methods of protection from such hazards shall be indicated
on the construction documents. The opinion and report shall
be prepared by a qualified person, firm or corporation ap-
proved by the building official and shall be provided without
charge to the enforcing agency.
[F] 414.2 Control areas. Control areas shall be those spaces
within a building where quantities of hazardous materials not
exceeding the maximum quantities allowed by this code are
stored, dispensed, used or handled.
414,2.1 Construction requirements. Control areas shall
be separated from each other by not less than a 1-hour fire
barrier constructed in accordance with Chapter 7.
[F] 414.2.2 Number. The maximum number of control ar-
eas within a building shall be in accordance with Table
414.2.2.
414.2.3 Separation. The required fire-resistance rating for
fire barrier assemblies shall be in accordance with Table
414.2.2. The floor construcfion of the control area, and the
construction supporting the floor of the control area, shall
have a minimum 2-hour fire-resistance rating.
[F] 414.2.4 Hazardous material in Group I
storage areas and in Group S storage areas. The aggre-
gate quantity of nonflammable solid and nonflammable or
noncombustible liquid hazardous materials permitted
within a single control area of a Group M or S occupancy or
an outdoor control area is permitted to exceed the maximum
allowable quantities per control area specified in Tables
307.7(1) and 307.7(2) without classifying the building or
use as a Group H occupancy, provided that the materials are
displayed and stored in accordance with the International
Fire Code and quantities do not exceed the maximum allow-
able specified in Table 414.2.4.
[F] 414.3 Ventilation. Rooms, areas or spaces of Group H in
which explosive, corrosive, combustible, flammable or
highly toxic dusts, mists, fumes, vapors or gases are or may be
emitted due to the processing, use, handling or storage of ma-
terials shall be mechanically ventilated as required by the In-
ternational Fire Code and the International Mechanical
Code.
Ducts conveying explosives or flammable vapors, fumes or
dusts shall extend directly to the exterior of the building with-
out entering other spaces. Exhaust ducts shall not extend into or
through ducts and plenums.
Exception: Ducts conveying vapor or fumes having flam-
mable constituents less than 25 percent of their lower
flammable limit (LFL) are permitted to pass through other
spaces.
Emissions generated at workstations shall be confined to the
area in which they are generated as specified in the Interna-
tional Fire Code and the International Mechanical Code.
The location of supply and exhaust openings shall be in ac-
cordance with the International Mechanical Code. Exhaust air
contaminated by highly toxic material shall be treated in accor-
dance with the International Fire Code.
A manual shutoff control for ventilation equipment required
by this section shall be provided outside the room adjacent to
the principal access door to the room. The switch shall be of the
break-glass type and shall be labeled: VENTILATION SYS-
TEM EMERGENCY SHUTOFF.
[F] 414,4 Hazardous material systems. Systems involving
hazardous materials shall be suitable for the intended applica-
fion. Controls shall be designed to prevent materials from en-
tering or leaving process or reaction systems at other than the
intended time, rate or path. Automatic controls, where pro-
vided, shall be designed to be fail safe.
[F] 414.5 Inside storage, dispensing and use. The inside stor-
age, dispensing and use of hazardous materials in excess of the
maximum allowable quantities per control area of Tables
307.7(1) and 307.7(2) shall be in accordance with Sections
414.5.1 through 414.5.5 of this code and the International Fire
Code.
[F] 414,5.1 Explosion control. Explosion control shall be
provided in accordance with the International Fire Code as
required by Table 414.5.1 where quanfities of hazardous
materials specified in that table exceed the maximum allow-
able quantities in Table 307.7(1) or where a structure, room
or space is occupied for purposes involving explosion haz-
ards as required by Section 415 or the International Fire
Code.
[F] 414,5.2 Monitor control equipment. Monitor control
equipment shall be provided where required by the Interna-
tional Fire Code.
[F] 414,5,3 Automatic fire detection systems. Group H oc-
cupancies shall be provided with an automatic fire detection
system in accordance with Section 907.2.
56
2003 SNTERNAT80NAL BUILDING CODE®
SPECIAL DETAILED REQUDREMEBMITS BASED ON USE AND OCCUPANCY
.2.2
DESDGW AND NUMBER OF CONTROL AREAS
FLOOR LEVEL
PERCENTAGE OF THE MAXllVJUlVi ALLOWABLE
QUANTJTY PER CONTROL AREA^
MUIWBEB OF CONTROL
AREAS PER FLOOR"
FlRE-RESlSTANCE RATING
FOR nRE BARRIERS IN HOURS'^
Above grade
Higher than 9
7-9
6
5
4
3
2
1
5
5
12.5
12.5
12.5
50
75
100
1
2
2
2
2
2
3
4
2
2
2
2
2
Below grade
1
2
Lower than 2
75
50
Not Allowed
3
2
Not Allowed
Not Allowed
a. Percentages shall be of the maximum allowable quantity per control area shown in Tables 307.7(1 ) and 307.7(2), with all increases allowed in the notes to those ta-
bles.
b. There shall be a maximum of two control areas per floor in Group M occupancies and in buildings or portions of buildings having Group S occupancies with stor-
age conditions and quantities in accordance with Section 414.2.4.
c. Fire barriers shall include walls and floors as necessary to provide separation from other portions of the building.
ERW
SOLDDS
[F| TABLE 414.2.4
OR CONTROL AREA 1
ABLE AND NONCOMBUSTIBLE LDOOroS
d,e,f
ES
CONDITION
MAXIMUM! ALLOWABLE QUANTITY PER CONTROL AREA
Material^
Class
Solids
pounds
Liquids
gallons
A. Health-hazard materials — nonflammable and noncomlbustlljle soMds and liquids
1 . Corrosives''' ^
Not Applicable
9,750
975
2. Highly toxics
Not Applicable
20"- =
Ob, c
3. Toxics''''^
Not Applicable
1,000
100
B. Physical-hazard materials — nonflammable and noncombmstflble solids and liqnids
1. Oxidizers'''^
4
Not Allowed
Not Allowed
3
1,1506
115
2
2,250*^
225
1
1 8,000'' J
1,800'' J
2. Unstable (reactives)"- '^
4
Not Allowed
Not Allowed
3
550
55
2
1,150
115
1
Not Limited
Not Limited
3. Water (reactives)
ob, c
550
55
2b, c
1,150
115
1
Not Limited
Not Limited
For SI: 1 pound = 0.454 kg, 1 gallon = 3.785 L.
a. Hazard categories are as specified in the International Fire Code.
b. Maximum allowable quantities shall be increased 100 percent in buildings that are sprinklered in accordance with Section 903.3. 1 . 1 . When Note c also applies, the
increase for both notes shall be applied accumulatively.
c. Maximum allowable quantities shall be increased 100 percent when stored in approved storage cabinets, in accordance with the International Fire Code. When
Note b also applies, the increase for both notes shall be applied accumulatively.
d. See Table 414.2.2 for design and number of control areas.
e. Allowable quantities for other hazardous material categories shall be in accordance with Section 307.
f. Maximum quantities shall be increased 100 percent in outdoor control areas.
g. Maximum amounts are permitted to be increased to 2,250 pounds when individual packages are in the original sealed containers from the manufacturer or pack-
ager and do not exceed 10 pounds each.
h. Maximum amounts are permitted to be increased to 4,500 pounds when individual packages are in the original sealed containers from the manufacturer or pack-
ager and do not exceed 10 pounds each,
i. The permitted quantities shall not be limited in a building equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.
j. Quantities are unlimited in an outdoor control area.
2003 JNTERMATIONAL BUBLDIMG CODE®
57
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
[F] TABLE 414.5.1
EXPLOSION CONTROL REQUIREMENTS'
MATERIAL
CLASS
EXPLOSION CONTROL METHODS
Barricade construction
Explosion (deflagration) venting
or explosion (deflagration)
prevention systems''
HAZARD CATEGORY
Combustible dusts'^
Not Required
Required
Cryogenic flammables
—
Not Required
Required
Explosives
Division 1.1
Division 1.2
Division 1.3
Division 1.4
Division 1.5
Division 1.6
Required
Required
Not Required
Not Required
Required
Required
Not Required
Not Required
Required
Required
Not Required
Not Required
Flammable gas
Gaseous
Liquefied
Not Required
Not Required
Required
Required
Flammable liquid
lA''
Not Required
Not Required
Required
Required
Organic peroxides
U
I
Required
Required
Not Permitted
Not Permitted
Oxidizer liquids and solids
4
Required
Not Permitted
Pyrophoric gas
Not Required
Required
Unstable (reactive)
4
3 Detonable
3 Nondetonable
Required
Required
Not Required
Not Permitted
Not Permitted
Required
Water-reactive liquids and solids
3
22
Not Required
Not Required
Required
Required
SPECIAL USES
Acetylene generator rooms
—
Not Required
Required
Grain processing
Not Required
Required
Liquefied petroleum gas-
distribution facilities
—
Not Required
Required
Where explosion hazards exist*"
Detonation
Deflagration
Required
Not Required
Not Permitted
Required
a. See Section 414.1.3.
b. See the International Fire Code.
c. As generated during manufacturing or processing. See definition of "Combustible dust" in Chapter 3.
d. Storage or use.
e. In open use or dispensing.
f . Rooms containing dispensing and use of hazardous materials when an
materials or as a result of the dispensing or use process.
g. A method of explosion control shall be provided when Class 2 water-
explosive environment can occur because of the characteristics or nature of the hazardous
reactive materials can form potentially explosive mixtures.
58
2003 INTERNATIONAL BUILDING CODEC
SPECDAL DETABLED REQUIREMENTS BASED ON USE AMD OCCUPANCY
»4 Stomdlby or emergemcy powero Where mechan-
ical ventilation, treatment systems, temperature control,
alarm, detection or other electrically operated systems are
required, such systems shall be provided with an emergency
or standby power system in accordance with the ICC Elec-
trical Code.
1. Storage areas for Class I and II oxidizers.
2. Storage areas for Class III, IV and V organic per-
oxides.
3. Storage, use and handling areas for highly toxic or
toxic materials as provided for in the International
Fire Code.
4. Standby power for mechanical ventilation, treat-
ment systems and temperature control systems
shall not be required where an approved fail-safe
engineered system is installed.
[F] 414.5.5 Spill control, draimage amd comtanmmeinit.
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 the International Fire Code. The methods
of spill control shall be in accordance with the International
Fire Code.
use. The outdoor
storage, dispensing and use of hazardous materials shall be in
accordance with the International Fire Code.
[F] 414.6.1 Weatlher proteclnom. Where weather protection
is provided for sheltering outdoor hazardous material stor-
age or use areas, such storage or use shall be considered out-
door storage or use, provided that all of the following
conditions are met:
1 . Structure supports and walls shall not obstruct more
than one side nor more than 25 percent of the perime-
ter of the storage or use area.
2. The distance from the structure and the structure sup-
ports to buildings, lot hues, pubhc ways or means of
egress to a public way shall not be less than the dis-
tance required for an outside hazardous material stor-
age or use area without weather protection.
3. The overhead structure shall be of approved
noncombustible construction with a maximum area of
1,500 square feet (140 m^).
; The increases permitted by Section 506 apply.
[F] 414.7 Emergemcy aJarms. Emergency alarms for the de-
tection and notification of an emergency condition in Group H
occupancies shall be provided as set forth herein.
[F] 414.7.1 Storage. An approved manual emergency alarm
system shall be provided in buildings, rooms or areas used
for storage of hazardous materials. Emergency alarm-initi-
ating devices shall be installed outside of each interior exit
or exit access door of storage buildings, rooms or areas. Ac-
tivation of an emergency alarm-initiating device shall sound
a local alarm to alert occupants of an emergency situation in-
volving hazardous materials.
[F] 414.7.2 Dispemslmg, use amd Ihandlimg, Where hazard-
ous materials having a hazard ranking of 3 or 4 in accor-
dance with NFPA 704 are transported through corridors or
exit enclosures, there shall be an emergency telephone sys-
tem, a local manual alarm station or an approved alarm-ini-
tiating device at not more than 150-foot (45 720 mm)
intervals and at each exit and exit access doorway through-
out the transport route. The signal shall be relayed to an ap-
proved central, proprietary or remote station service or
constantly attended on-site location and shall also initiate a
local audible alarm.
[F] 414.7,3 Sepervlsioii. Emergency alarm systems shall
be supervised by an approved central, proprietary or remote
station service or shall initiate an audible and visual signal at
a constantly attended on-site location.
[F3SECTiOM415
GROUPS H=1, H=2, H=3, H=4 AMD H=5
415.1 Scope. The provisions of this section shall apply to the
storage and use of hazardous materials in excess of the maxi-
mum allowable quantities per control area listed in Section
307.9. Buildings and structures with an occupancy in Group H
shall also comply with the applicable provisions of Section 414
and the International Fire Code.
5. The following words and terms shall, for the
purposes of this chapter and as used elsewhere in the code, have
the meanings shown herein.
CONTINUOUS GAS-DETECTION SYSTEM. A gas de-
tection system where the analytical instrument is maintained in
continuous operation and sampling is performed without inter-
ruption. Analysis is allowed to be performed on a cyclical basis
at intervals not to exceed 30 minutes.
EMERGENCY CONTROL STATION. An approved loca-
tion on the premises where signals from emergency equipment
are received and which is staffed by trained personnel.
EXHAUSTED ENCLOSURE. An apphance or piece of
equipment that consists of a top, a back and two sides providing
a means of local exhaust for capturing gases, fumes, vapors and
mists. Such enclosures include laboratory hoods, exhaust fume
hoods and similar appHances and equipment used to locally re-
tain and exhaust the gases, fumes, vapors and mists that could
be released. Rooms or areas provided with general ventilation,
in themselves, are not exhausted enclosures.
FABRICATION AREA. An area within a semiconductor fab-
rication facility and related research and development areas in
which there are processes using hazardous production materi-
als. Such areas are allowed to include ancillary rooms or areas
such as dressing rooms and offices that are directly related to
the fabrication area processes.
FLAMMABLE VAPORS OR FUMES. The concentration of
flammable constituents in air that exceed 10 percent of their
lower flammable limit (LFL).
GAS CABINET. A fully enclosed, noncombustible enclosure
used to provide an isolated environment for compressed gas
cylinders in storage or use. Doors and access ports for exchang-
2003 BNTERNATIONAL BUILDING CODE®
59
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
ing cylinders and accessing pressure-regulating controls are al-
lowed to be included.
GAS ROOM. A separately ventilated, fully enclosed room in
which only compressed gases and associated equipment and
supplies are stored or used.
HAZARDOUS PRODUCTION MATERIAL (HPM). A
solid, liquid or gas associated with semiconductor manufactur-
ing that has a degree-of-hazard rating in health, flammability or
reactivity of Class 3 or 4 as ranked by NFPA 704 and which is
used directly in research, laboratory or production processes
that have as their end product materials that are not hazardous.
HPM FLAMMABLE LIQUID. An HPM liquid that is de-
fined as either a Class I flammable liquid or a Class II or Class
IIIA combustible liquid.
HPM ROOM. A room used in conjunction with or serving a
Group H-5 occupancy, where HPM is stored or used and which
is classified as a Group H-2, H-3 or H-4 occupancy.
IMMEDIATELY DANGEROUS TO LIFE AND HEALTH
(IDLH). The concentration of air-borne contaminants which
poses a threat of death, immediate or delayed permanent ad-
verse health effects, or effects that could prevent escape from
such an environment. This contaminant concentration level is
established by the National Institute of Occupational Safety
and Health (NIOSH) based on both toxicity and flammability.
It generally is expressed in parts per miUion by volume (ppm
v/v) or milligrams per cubic meter (mg/m^). If adequate data do
not exist for precise establishment of IDLH concentrations, an
independent certified industrial hygienist, industrial toxicolo-
gist, appropriate regulatory agency or other source approved by
the code official shall make such determination.
LIQUID. A material that has a melting point that is equal to or
less than 68°F (20°C) and a boiling point that is greater than
68°F (20°C) at 14.7 pounds per square inch absolute (psia)
(101 kPa). When not otherwise identified, the term "liquid" in-
cludes both flammable and combustible liquids.
LIQUID STORAGE ROOM, A room classified as a Group
H-3 occupancy used for the storage of flammable or combusti-
ble liquids in a closed condition.
LIQUID USE, DISPENSING AND MIXING ROOMS.
Rooms in which Class 1, 11 and IIIA flammable or combustible
liquids are used, dispensed or mixed in open containers.
LOWER FLAMMABLE LIMIT (LFL). The minimum con-
centration of vapor in air at which propagation of flame will oc-
cur in the presence of an ignifion source. The LFL is sometimes
referred to as "LEL" or "lower explosive limit."
NORMAL TEMPERATURE AND PRESSURE (NTP). A
temperature of 70°F (21 °C) and a pressure of 1 atmosphere
[14.7 psia (101 kPa)].
SERVICE CORRIDOR. A fully enclosed passage used for
transporting HPM and purposes other than required means of
egress.
SOLID. A material that has a melting point, decomposes or
subhmes at a temperature greater than 68°F (20°C).
STORAGE, HAZARDOUS MATERIALS.
1 . The keeping, retention or leaving of hazardous materials
in closed containers, tanks, cylinders or similar vessels,
or
2. Vessels supplying operations through closed connec-
tions to the vessel.
USE (MATERIAL). Placing a material into action, including
solids, liquids and gases.
WORKSTATION. A defined space or an independent principal
piece of equipment using HPM within a fabrication area where a
specific function, laboratory procedure or research activity oc-
curs. Approved or listed hazardous materials storage cabinets,
flammable liquid storage cabinets or gas cabinets serving a
workstation are included as part of the workstation. A worksta-
tion is allowed to contain ventilation equipment, fire protection
devices, detection devices, electrical devices and other process-
ing and scientific equipment.
415.3 Location on property. Group H shall be located on
property in accordance with the other provisions of this chap-
ter. In Group H-2 or H-3, not less than 25 percent of the perime-
ter wall of the occupancy shall be an exterior wall.
Exceptions:
1. Liquid use, dispensing and mixing rooms having a
floor area of not more than 500 square feet (46.5 m2)
need not be located on the outer perimeter of the
building where they are in accordance with the Inter-
national Fire Code and NFPA 30.
2. Liquid storage rooms having a floor area of not more
than 1,000 square feet (93 m2) need not be located on
the outer perimeter where they are in accordance with
the International Fire Code and NFPA 30.
3. Spray paint booths that comply with the International
Fire Code need not be located on the outer perimeter.
415.3.1 Group H minimum distance to lot lines. Regard-
less of any other provisions, buildings containing Group H
occupancies shall be set back a minimum distance from lot
fines as set forth in Items 1 through 4 below. Distances shall
be measured from the walls enclosing the occupancy to lot
lines, including those on a public way. Distances to assumed
property lines drawn for the purposes of determination of
exterior wall and opening protection are not to be used to es-
tablish the minimum distance for separation of buildings on
sites where explosives are manufactured or used when sepa-
ration is provided in accordance with the quantity distance
tables specified for explosive materials in the International
Fire Code.
1 . Group H-1 . Not less than 75 feet (22 860 mm) and not
less than required by the International Fire Code.
Exceptions:
1. Fireworks manufacturing buildings sepa-
rated in accordance with NFPA 1 124.
60
2003 INTER^SATI0^9AL BUELDING CODE®
EMTS BASED ON USE AMD OCCUPANCY
2. Buildings containing the following materi-
als when separated in accordance with Table
415.3.1:
2.1. Organic peroxides, unclassified de-
tonable.
2.2. Unstable reactive materials Class 4.
2.3. Unstable reactive materials, Class 3
detonable.
2.4. Detonable pyrophoric materials.
2. Group H-2. Not less than 30 feet (9 144 mm) where the
area of the occupancy exceeds 1,000 square feet (93
m^) and it is not required to be located in a detached
building.
3. Groups H-2 and H-3. Not less than 50 feet (15 240
mm) where a detached building is required (see Table
415.3.2).
4. Groups H-2 and H-3. Occupancies containing materi-
als with explosive characteristics shall be separated as
required by the International Fire Code. Where sepa-
rations are not specified, the distances required shall
not be less than the distances required by Table
415.3.1.
415,5ol Floors m storage rooms. Floors in storage areas for
organic peroxides, oxidizers, pyrophoric materials, unsta-
ble (reactive) materials and water-reactive solids and liquids
shall be of liquid-tight, noncombustible construction.
4153,2 Group H=l amd EI=2 or H=
Where a detached building is required by Table 415.3.2,
there are no requirements for wall and opening protection
based on location on property.
415.4 Special provisDoms for Group H=l occupaecies. Group
H-1 occupancies shall be in buildings used for no other pur-
pose, shall not exceed one story in height and be without base-
ment, crawl spaces or other under-floor spaces. Roofs shall be
of lightweight construction with suitable thermal insulation to
prevent sensitive material from reaching its decomposition
temperature.
Group H-1 occupancies containing materials which are in
themselves both physical and health hazards in quantities ex-
ceeding the maximum allowable quantities per control area in
Table 307.7.(2) shall comply with requirements for both Group
H-1 and H-4 occupancies.
415.4,1 Floors in storage rooms. Floors in storage areas for
organic peroxides, pyrophoric materials and unstable (reac-
tive) materials shall be of liquid-tight, noncombustible con-
struction.
cles. Group H-2 and H-3 occupancies containing quantities of
hazardous materials in excess of those set forth in Table 415.3.2
shall be in buildings used for no other purpose, shall not exceed
one story in height and shall be without basements, crawl
spaces or other under-floor spaces.
Group H-2 and H-3 occupancies containing water-reactive
materials shall be resistant to water penetration. Piping for con-
veying liquids shall not be over or through areas containing wa-
ter reactives, unless isolated by approved liquid-tight
construction.
Exceptnom: Fire protection piping.
room. Rooms or areas used for the
storage of water-reactive solids and liquids shall be con-
structed in a manner that resists the penetration of water
through the use of waterproof materials. Piping carrying
water for other than approved automatic fire sprinkler sys-
tems shall not be within such rooms or areas.
ig. Smoke and heat vents com-
plying with Section 910 shall be installed in the following loca-
tions:
1. In occupancies classified as Group H-2 or H-3, any of
which are over 15,000 square feet (1394 m^) in single
floor area.
tmni Buildings of noncombustible construc-
tion containing only noncombustible materials.
2. In areas of buildings in Group H used for storing Class 2,
3 and 4 Uquid and solid oxidizers. Class 1 and unclassi-
fied detonable organic peroxides, Class 3 and 4 unstable
(reactive) materials, or Class 2 or 3 water-reactive mate-
rials as required for a Class V hazard classification.
Exception; Buildings of noncombustible construc-
tion containing only noncombustible materials.
415.7 Group H=2o Occupancies in Group H-2 shall be con-
structed in accordance with Sections 415.7.1 through 415.7.4
and the International Fire Code.
415,7.1 CombestlMe dusts, gram processing and stor=
age. The provisions of Sections 415.7. 1.1 through 415. 7. 1.5
shall apply to buildings in which materials that produce
combustible dusts are stored or handled. Buildings that store
or handle combustible dusts shall comply with the applica-
ble provisions of NFFA 61, NFPA 120, NFFA 651, NFPA
654, NFPA 655, NFPA 664 and NFPA 85, and the Interna-
tional Fire Code.
415,7.1,1 Type off constructiom and Iheiglit exceptions.
Buildings shall be constructed in compliance with the
height and area limitations of Table 503 for Group H-2;
except that where erected of Type I or II construction, the
heights and areas of grain elevators and similar structures
shall be unlimited, and where of Type IV construction,
the maximum height shall be 65 feet (19 812 nmi) and
except further that, in isolated areas, the maximum
height of Type IV structures shall be increased to 85 feet
(25 908 mm).
415.7.1.2 Grimdieg rooms. Every room or space occu-
pied for grinding or other operations that produce com-
bustible dusts shall be enclosed with fire barriers and
horizontal assemblies or both that have not less than a
2-hour fire-resistance rating where the area is not more
than 3,000 square feet (279 m^), and not less than a
4-hour fire-resistance rating where the area is greater
than 3,000 square feet (279 m^).
2003 IMTERi^ATlOMAL BUIILDDIMG CODE®
61
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
TABLE 415.3.1
MINIMUM SEPARATION DISTANCES FOR BUILDINGS CONTAINING EXPLOSIVE MATERIALS
QUANTITY OF EXPLOSIVE MATERIAL'
MINIMUM DISTANCE (feet)
Lot lines'' and inhabited buildings'^
Separation of magazines'*'®''
Pounds over
Pounds not over
Barricaded''
Unbarricaded
2
5
70
140
12
5
10
90
180
16
10
20
110
220
20
20
30
125
250
22
30
40
140
280
24
40
50
150
300
28
50
75
170
340
30
75
100
190
380
32
100
125
200
400
36
125
150
215
430
38
150
200
235
470
42
200
250
255
510
46
250
300
270
540
48
300
400
295
590
54
400
500
320
640
58
500
600
340
680
62
600
700
355
710
64
700
800
375
750
66
800
900
390
780
70
900
1,000
400
800
72
1,000
1,200
425
850
78
1,200
1,400
450
900
82
1,400
1,600
470
940
86
1,600
1,800
490
980
88
1,800
2,000
505
1,010
90
2,000
2,500
545
1,090
98
2,500
3,000
580
1,160
104
3,000
4,000
635
1,270
116
4,000
5,000
685
1,370
122
5,000
6,000
730
1,460
130
6,000
7,000
770
1,540
136
7,000
8,000
800
1,600
144
8,000
9,000
835
1,670
150
9,000
10,000
865
1,730
156
10,000
12,000
875
1,750
164
12,000
14,000
885
1,770
174
14,000
16,000
900
1,800
180
16,000
18,000
940
1,880
188
18,000
20,000
975
1,950
196
(continued)
62
2003 INTERNATIONAL BUILDING CODE®
SPECIAL DETAILED REQUIREMENTS BASED OIM USE AiMD OCCUPAIMCY
•
TABLE 415.3.1— contioued
MlNIMUiyS SEPARATBON DBSTANCES FOR BUBLDBNGS COBSSTABNIiMG EXPLOSBVE MATERIALS
QUANTITY OF EXPLOSIVE MATERIAL^
iUigNDMOM DISTANCE (feet)
Lot lines'' and inhabited buildings'^
Separation oi magazines"'®''
Pounds over
Pounds not over
Barricaded''
Onbarricaded
20,000
25,000
1,055
2,000
210
25,000
30,000
1,130
2,000
224
30,000
35,000
1,205
2,000
238
35,000
40,000
1,275
2,000
248
40,000
45,000
1,340
2,000
258
45,000
50,000
1,400
2,000
270
50,000
55,000
1,460
2,000
280
55,000
60,000
1,515
2,000
290
60,000
65,000
1,565
2,000
300
65,000
70,000
1,610
2,000
310
70,000
75,000
1,655
2,000
320
75,000
80,000
1,695
2,000
330
80,000
85,000
1,730
2,000
340
85,000
90,000
1,760
2,000
350
90,000
95,000
1,790
2,000
360
95,000
100,000
1,815
2,000
370
100,000
110,000
1,835
2,000
390
110,000
120,000
1,855
2,000
410
120,000
130,000
1,875
2,000
430
130,000
140,000
1,890
2,000
450
140,000
150,000
1,900
2,000
470
150,000
160,000
1,935
2,000
490
160,000
170,000
1,965
2,000
510
170,000
180,000
1,990
2,000
530
180,000
190,000
2,010
2,010
550
190,000
200,000
2,030
2,030
570
200,000
210,000
2,055
2,055
590
210,000
230,000
2,100
2,100
630
230,000
250,000
2,155
2,155
670
250,000
275,000
2,215
2,215
720
275,000
300,000
2,275
2,275
770
For SI: 1 pound = 0.454 kg, 1 foot = 304.8 mm.
a. The number of pounds of explosives listed is the number of pounds of trinitrotoluene (TNT) or the equivalent pounds of other explosive.
b. The distance listed is the distance to lot line, including lot lines at public ways.
c. For the purpose of this table, an inhabited building is any building on the same property that is regularly occupied by people. Where two or more buildings contain
ing explosives or magazines are located on the same property, each building or magazine shall comply with the minimum distances specified from inhabited build- |
ings and, in addition, they shall be separated from each other by not less than the distance shown for "Separation of magazines," except that the quantity of
explosive materials contained in detonator buildings or magazines shall govern in regard to the spacing of said buildings or magazines from buildings or maga-
zines, as a group, shall be considered as one building or magazine, and the total quantity of explosive materials stored in such group shall be treated as if the explo-
sive were in a single building or magazine located on the site of any building or magazine of the group, and shall comply with the minimum distance specified from
other magazines or inhabited buildings.
d. Barricades shall effectively screen the building containing explosives from other buildings, public ways or magazines. Where mounds or revetted walls of earth
are used for barricades, they shall not be less than 3 feet in thickness. A straight line from the top of any side wall of the building containing explosive materials to
the eave line of any other building, magazine or a point 12 feet above the centerline of a public way shall pass through the barricades.
e. Magazine is a building or structure, other than an operating building, approved for storage of explosive materials. Portable or mobile magazines not exceeding 1 20
square feet (1 1 m^) in area need not comply with the requirements of this code, however, all magazines shall comply with the International Fire Code.
f . The distance listed is permitted be reduced by 50 percent where approved natural or artificial barriers are provided in accordance with the requirements in Note d.
2003 BMTERWATIONAL BUILDBMG CODE®
SPECIAL DETAILED REQUIREMENTS BASED
TABLE 415.3.2
REQUIRED DETACHED STORAGE
DETACHED STORAGE IS REQUIRED WHEN THE QUANTITY OF MATERIAL EXCEEDS THAT LISTED HEREIN
Material
Class
Solids and Liquids (tons)^"
Gases (cubic feet)^"
Explosives
Division 1.1
Division 1.2
Division 1.3
Division 1.4
Division 1.4'^
Division 1.5
Division 1.6
Maximum Allowable Quantity
Maximum Allowable Quantity
Maximum Allowable Quantity
Maximum Allowable Quantity
1
Maximum Allowable Quantity
Maximum Allowable Quantity
Not Applicable
Oxidizers
Class 4
Maximum Allowable Quantity
Maximum Allowable Quantity
Unstable (reactives) detonable
Class 3 or 4
Maximum Allowable Quantity
Maximum Allowable Quantity
Oxidizer, liquids and solids
Class 3
Class 2
1,200
2,000
Not Applicable
Not Applicable
Organic peroxides
Detonable
Class I
Class II
Class ni
Maximum Allowable Quantity
Maximum Allowable Quantity
25
50
Not Applicable
Not Applicable
Not Applicable
Not Applicable
Unstable (reactives) nondetonable
Class 3
Class 2
1
25
2,000
10,000
Water reactives
Class 3
Class 2
1
25
Not Applicable
Not Applicable
Pyrphoric gases
Not Applicable
Not Applicable
2,000
For SI: 1 ton = 906 kg, 1 cubic foot = 0.02832 M^
a. For materials that are detonable, the distance to other buildings or lot Hnes shall be as specified in Table 415.3. 1 based on trinitrotoluene (TNT) equivalence of the
material. For materials classified as explosives, see Chapter 33 the International Fire Code. For all other materials, the distance shall be as indicated in Section
415.3.1.
b. "Maximum Allowable Quantity" means the maximum allowable quantity per control area set forth in Table 307.7(1).
c. Limited to Division 1 .4 materials and articles, including articles packaged for shipment, that are not regulated as an explosive under Bureau of Alcohol, Tobacco
and Firearms (BATF) regulations or unpackaged articles used in process operations that do not propagate a detonation or deflagration between articles, providing
the net explosive weight of individual articles does not exceed 1 pound.
415.7.1.3 Conveyors. 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 com-
plying with Chapter 30.
415.7.1.4 Explosion control. Explosion control shall be
provided as specified in the International Fire Code, or
spaces shall be equipped with the equivalent mechanical
ventilation complying with the International Mechani-
cal Code.
415.7.1.5 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 struc-
tures on the same lot, except where erected along a rail-
road right-of-way.
415.7.1.6 Coal pockets. Coal pockets located less than
30 feet (9144 mm) from interior lot lines or from struc-
tures on the same lot shall be constructed of not less than
Type IB construction. Where more than 30 feet (9144
mm) from interior lot lines, or where erected along a rail-
road right-of-way, the minimum type of construction of
such structures not more than 65 feet (19 812 mm) in
height shall be Type IV.
415.7.2 Flammable and combostible liquids. The storage,
handling, processing and transporting of flammable and
combustible liquids shall be in accordance with the Interna-
tional Mechanical Code and the International Fire Code.
415.7.2.1 Mixed occupancies. Where the storage tank
area is located in a building of two or more occupancies,
and the quantity of hquid exceeds the maximum allow-
able quantity for one control area, the use shall be com-
pletely separated from adjacent fire areas in accordance
with the requirements of Section 302.3.2.
415.7.2.1.1 Height exception. Where storage tanks
are located within only a single-story building, the
height limitation of Section 503 shall not apply for
Group H.
415.7.2.2 Tank protection. Storage tanks shall be
noncombustible and protected from physical damage. A
fire barrier wall or horizontal assemblies or both around
the storage tank(s) shall be permitted as the method of
protection from physical damage.
415.7.2.3 Tanks, Storage tanks shall be approved tanks
conforming to the requirements of the International Fire
Code.
64
2003 DNTERNATSOMAL BUSLDIMG CODE®
sPECBAL DETAILED REQUDREWJENTS BASED ON USE AND OCCUPANCY
•
d
41S.7<,2.4 Smppiressioiiio Group H shall be equipped
throughout with an approved automatic sprinkler sys-
tem, installed in accordance with Section 903.
415.7.2J Leakage cointalmiinnieiiiL A liquid-tight contain-
ment area compatible with the stored liquid shall be pro-
vided. The method of spill control, drainage control and
secondary containment shall be in accordance with the
International Fire Code.
m Rooms where only double-wall storage
tanks conforming to Section 415.7.2.3 are used to
store Class I, II and IIIA flammable and combustible
liquids shall not be required to have a leakage contain-
ment area.
415o7.2o6 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, 15 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 ENVI-
RONMENT WITHIN THE ROOM MAY BE HAZ-
ARDOUS. The leakage alarm shall also be supervised in
accordance with Chapter 9 to transmit a trouble signal.
41So7,2o7 Tamk vemt Storage tank vents for Class I, II or
IIIA liquids shall terminate to the outdoor air in accor-
dance with the International Fire Code.
41So7o2.§ Room vemtllatloni. Storage tank areas storing
Class I, II or IIIA liquids shall be provided with mechani-
cal ventilation. The mechanical ventilation system shall
be in accordance with the International Mechanical
Code and the International Fire Code.
415o7.23 Explosion vemttnEgo Where Class I liquids are
being stored, explosion venting shall be provided in ac-
cordance with the International Fire Code.
415.7o2ol(Q) Tamk opemmgs oitSier thsiu veelSo Tank open-
ings other than vents from tanks inside buildings shall be
designed to ensure that Hquids or vapor concentrations
are not released inside the building.
41S.7o3 Liqeefedl peHroknam gas-
The design and construction of propane, butane, propylene,
butylene and other liquefied petroleum gas-distribution fa-
cilities shall conform to the applicable provisions of Sec-
tions 415.7.3.1 through 415.7.3.5.2. The storage and
handling of liquefied petroleum gas systems shall conform
to the International Fire Code. The design and installation
of piping, equipment and systems that utihze liquefied pe-
troleum gas shall be in accordance with the International
Fuel Gas Code. Liquefied petroleum gas-distribution facili-
ties shall be ventilated in accordance with the International
Mechanical Code and Section 415.7.3.1.
415.7o3J Air movemeeto 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 1 square inch (645
mm^) for each 1 square foot (0.093 m^) of floor area. The
bottom of such openings shall not be more than 6 inches
(152 mm) above the floor.
415.7.3o2 Coestractloini. Liquefied petroleum gas-dis-
tribution facilities shall be constructed in accordance
with Section 415.7.3.3 for separate buildings, Section
415.7.3.4 for attached buildings or Section 415.7.3.5 for
rooms within buildings.
415o73.3 Separate toeildlmigs. Where located in sepa-
rate buildings, liquefied petroleum gas-distribution facil-
ities 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 Sections 415.7.3.3.1 through 415.7.3.3.3.
415.70303.1 Floors. The floor shall not be located be-
low ground level and any spaces beneath the floor
shall be solidly filled or shall be unenclosed.
415.7.3.3.2 Materials. Walls, floors, ceilings,
columns and roofs shall be constructed of
noncombustible materials.
415,7.3.3.3 Explosiom vemtimg. Explosion venting
shall be provided in accordance with the International
Fire Code.
415.7.3.4 Attached beildimgs. Where liquefied petro-
leum gas-distribution faciUties are located in an attached
structure, the attached perimeter shall not exceed 50 per-
cent of the perimeter of the space enclosed and the facil-
ity shall comply with Sections 415. 7. 3. 3 and 415.7. 3.4.1.
Where the attached perimeter exceeds 50 percent, such
facilities shall comply with Section 415.7.3.5.
415.7.3.4.1 Fire separatioe assemlbMes. Separation
of the attached structures shall be provided by fire bar-
rier walls and horizontal assembhes, or both, having a
fire-resistance rating of not less than 1 hour and shall
not have openings. Fire barrier walls and horizontal
assemblies, or both, between attached structures oc-
cupied only for the storage of LP-gas are permitted to
have fire doors that comply with Section 715. Such
fire barrier walls and horizontal assemblies, or both,
shall be designed to withstand a static pressure of at
least 100 pounds per square foot (psf) (4788 Pa), ex-
cept where the building to which the structure is at-
tached is occupied by operations or processes having
a similar hazard.
415.7.3.5 Rooms wittiim bulMniiigs. Where liquefied pe-
troleum gas-distribution facilities are located in rooms
within buildings, such rooms shall be located in the first
story above grade plane and shall have at least one exte- □
rior wall with sufficient exposed area to provide explo-
sion venting as required in the International Fire Code.
The building in which the room is located shall not have a
basement or unventilated crawl space and the room shall
comply with Sections 415.7.3.5.1 and 415.7.3.5.2.
415.7,3.5.1 Materials. Walls, floors, ceihngs and
roofs of such rooms shall be constructed of approved
noncombustible materials.
65
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
415.7.3.5.2 Common construction. Walls and
floor/ceiling assemblies common to the room and to
the building within which the room is located shall
have a fire barrier wall and horizontal assembly or
both of not less than a 1-hour fire-resistance rating
and without openings. Common walls for rooms oc-
cupied only for storage of LP-gas are permitted to
have opening protectives complying with Section
715. Such walls and ceihng shall be designed to with-
stand a static pressure of at least 100 psf (4788 Pa).
Exception: Where the building, within which the
room is located, is occupied by operations or pro-
cesses having a similar hazard.
415.7.4 Dry cleaning plants. The construction and installa-
tion of dry cleaning plants shall be in accordance with the re-
quirements of this code, the International Mechanical
Code, the International Plumbing Code and NFPA 32. Dry
cleaning solvents and systems shall be classified in accor-
dance with the International Fire Code.
415.8 Groups H-3 and H-4. Groups H-3 and H-4 shall be con-
structed in accordance with the applicable provisions of this
code and the International Fire Code.
415.8.1 Gas rooms. When gas rooms are provided, such
rooms shall be separated from other areas by not less than a
1-hour fire barrier.
415.8.2 Floors in storage rooms. Floors in storage areas for
corrosive liquids and highly toxic or toxic materials shall be
of liquid-tight, noncombustible construction.
415.8.3 Separation — highly toxic solids and liquids.
Highly toxic solids and liquids not stored in approved haz-
ardous materials storage cabinets shall be isolated from
other hazardous materials storage by construction having a
1-hour fire-resistance rating.
415.9 Group H-5.
415.9.1 General. In addition to the requirements set forth
elsewhere in this code. Group H-5 shall comply with the
provisions of Section 415.9 and the International Fire Code.
415.9.2 Fabrication areas.
415.9.2.1 Hazardous materials in fabrication areas.
415.9.2.1.1 Aggregate quantities. The aggregate
quantities of hazardous materials stored and used in a
single fabrication area shall not exceed the quantities
set forth in Table 415.9.2.1.1.
Exception: The quantity limitations for any haz-
ard category in Table 415.9.2.1.1 shall not apply
where the fabrication area contains quantities of
hazardous materials not exceeding the maximum
allowable quantities per control area established
by Tables 307.7(1) and 307.7(2).
415.9.2.1.2 Hazardous production materials. The
maximum quantities of hazardous production materi-
als stored in a single fabrication area shall not exceed
the maximum allowable quantities per control area
established by Tables 307.7(1) and 307.7(2).
415.9.2.2 Separation. Fabrication areas, whose sizes are
limited by the quantity of hazardous materials allowed
by Table 415.9.2.1.1, shall be separated from each other,
from exit access corridors, and from other parts of the
building by not less than 1-hour fire barriers.
Exceptions:
1 . Doors within such fire barrier walls, including
doors to corridors, shall be only self-closing fire
assemblies having a fire-protection rating of not
less than V4 hour.
2. Windows between fabrication areas and exit ac-
cess corridors are permitted to be fixed glazing
listed and labeled for a fire protection rating of
at least V4 hour in accordance with Section 715.
415.9.2.3 Location of occupied levels. Occupied levels
of fabrication areas shall be located at or above the first
story above grade plane.
415.9.2.4 Floors. Except for surfacing, floors within fab-
rication areas shall be of noncombustible construction.
Openings through floors of fabrication areas are per-
mitted to be unprotected where the interconnected levels
are used solely for mechanical equipment directly related
to such fabrication areas (see also Section 415.9.2.5).
Floors forming a part of an occupancy separation shall
be liquid tight.
415.9.2.5 Shafts and openings through floors. Elevator
shafts, vent shafts and other openings through floors
shall be enclosed when required by Section 707. Me-
chanical, duct and piping penetrations within a fabrica-
tion area shall not extend through more than two floors.
The annular space around penetrations for cables, cable
trays, tubing, piping, conduit or ducts shall be sealed at
the floor level to restrict the movement of air. The fabri-
cation area, including the areas through which the
ductwork and piping extend, shall be considered a single
conditioned environment.
415.9.2.6 Ventilation. Mechanical exhaust ventilation
shall be provided throughout the fabrication area at the
rate of not less than 1 cubic foot per minute per square
foot (0.044 L/S/m^) of floor area. The exhaust air duct
system of one fabrication area shall not connect to an-
other duct system outside that fabrication area within the
building.
A ventilation system shall be provided to capture and
exhaust fumes and vapors at workstations.
Two or more operations at a workstation shall not be
connected to the same exhaust system where either one
or the combination of the substances removed could con-
stitute a fire, explosion or hazardous chemical reaction
within the exhaust duct system.
Exhaust ducts penetrating occupancy separations
shall be contained in a shaft of equivalent fire-resistance
construction. Exhaust ducts shall not penetrate fire walls.
Fire dampers shall not be installed in exhaust ducts.
66
2003 INTERNATIONAL BUILDING CODE®
SPECli^L DETAILED REQUBREMEMTS BASED OM USE AiMD OCCUPANCY
TABLE 415.9.2.1.1
QUANTITY LDMBTS FOR HAZARDOUS SViATERSALS M A SINGLE FABRICATDON AREA BN GROUP H-5^
HAZARD CATEGORY
SOLIDS
(pounds per square feet)
UQUIDS
(gallons per square feet)
GAS
(feet^ @ NTP/square feet)
PHYSICAL-HAZARD MATERIALS
Combustible dust
Noteb
Not Applicable
Not Applicable
Combustible fiber Loose
Baled
Noteb
Noteb
Not Applicable
Not Applicable
Combustible liquid II
IIIA
IIIB
Combination Class I, II and IIIA
Not Applicable
0.01
0.02
Not Limited
0.04
Not Applicable
Cryogenic gas Flammable
Oxidizing
Not Applicable
Not Applicable
Notec
1.25
Explosives
Noteb
Noteb
Noteb
Flammable gas Gaseous
Liquefied
Not Applicable
Not Applicable
Noteb
Notec
Flammable liquid lA
IB
IC
Combination Class lA, IB and IC
Combination Class I, II and IIIA
Not Applicable
0.0025
0.025
0.025
0.025
0.04
Not Applicable
Flammable solid
0.001
Not Applicable
Not Applicable
Organic peroxide
Unclassified detonable
Class I
Class II
Class III
Class IV
Class V
Noteb
Noteb
0.025
0.1
Not Limited
Not limited
Not Applicable
Not Applicable
Oxidizing gas Gaseous
Liquefied
Combination of gaseous
and liquefied
Not Applicable
Not Applicable
1.25
1.25
1.25
Oxidizer Class 4
Class 3
Class 2
Class 1
Combination Class 1,2,3
Noteb
0.003
0.003
0.003
0.003
Noteb
0.003
0.003
0.003
0.003
Not Applicable
Pyrophoric material
Noteb
0.00125
Notes c and d
Unstable reactive Class 4
Class 3
Class 2
Class 1
Noteb
0.025
0.1
Not Limited
Noteb
0.0025
0.01
Not Limited
Noteb
Noteb
Noteb
Not Limited
Water reactive Class 3
Class 2
Class 1
Noteb
0.25
Not Limited
0.00125
0.025
Not Limited
Not Applicable
HEALTH-HAZARD MATERIALS
Corrosives
Not Limited
Not Limited
Not Limited
Highly toxic
Not Limited
Not Limited
Notec
Toxics
Not Limited
Not Limited
Notec
For SI: 1 pound per square foot = 4.882 kg/w?, 1 gallon per square foot = 0.025 L/m^, 1 cubic foot @ NTP/square foot = 0.305 M^ @ NTP/m^,
1 cubic foot = 0.02832 Ml
a. Hazardous materials within piping shall not be included in the calculated quantities.
b. Quantity of hazardous materials in a single fabrication shall not exceed the maximum allowable quantities per control area in Tables 307.7(1) and 307.7(2).
c. The aggregate quantity of flammable, pyrophoric, toxic and highly toxic gases shall not exceed 9,000 cubic feet at NTP.
d. The aggregate quantity of pyrophoric gases in the building shall not exceed the amounts set forth in Table 415.3.2.
67
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
415.9.2.7 Transporting hazardous production mate-
rials to fabrication areas. Hazardous production mate-
rials shall be transported to fabrication areas through
enclosed piping or tubing systems that comply with Sec-
tion 415.9.6.1, through service corridors complying with
Section 415.9.4, or in exit access corridors as permitted
in the exception to Section 415.9.3. The handling or
transporting of hazardous production materials within
service corridors shall comply with the International
Fire Code.
415.9.2.8 Electrical.
415.9.2.8.1 General. Electrical equipment and de-
vices within the fabrication area shall comply with the
ICC Electrical Code. The requirements for hazardous
locations need not be applied where the average air
change is at least four times that set forth in Section
415.9.2.6 and where the number of air changes at any
location is not less than three times that required by
Section 415.9.2.6. The use of recirculated air shall be
permitted.
415.9.2.8.2 Workstations. Workstations shall not be
energized without adequate exhaust ventilation. See
Section 415.9.2.6 for workstation exhaust ventilation
requirements.
415.9.3 Exit access corridors. Exit access corridors shall
comply with Chapter 10 and shall be separated from fabri-
cation areas as specified in Section 415.9.2.2. Exit access
corridors shall not contain HPM and shall not be used for
transporting such materials, except through closed piping
systems as provided in Section 415.9.6.3.
Exception: Where existing fabrication areas are altered
or modified, HPM is allowed to be transported in existing
exit access corridors, subject to the following conditions:
1. Corridors. Exit access corridors adjacent to the
fabrication area where the alteration work is to be
done shall comply with Section 1016 for a length
determined as follows:
1.1. The length of the common wall of the cor-
ridor and the fabrication area; and
1 .2. For the distance along the exit access corri-
dor to the point of entry of HPM into the
exit access corridor serving that fabrication
area.
2. Emergency alarm system. There shall be an emer-
gency telephone system, a local manual alarm sta-
tion or other approved alarm-initiating device
within exit access corridors at not more than
150-foot (45 720 mm) intervals and at each exit
and exit access doorway. The signal shall be re-
layed to an approved central, proprietary or remote
station service or the emergency control station
and shall also initiate a local audible alarm.
3. Pass-throughs. Self-closing doors having a
fire-protection rating of not less than 1 hour shall
separate pass-throughs from existing exit access
corridors. Pass-throughs shall be constructed as re-
quired for the exit access corridors, and protected
by an approved automatic fire-extinguishing sys-
tem.
415.9.4 Service corridors.
415.9.4.1 Occupancy. Service corridors shall be classi-
fied as Group H-5.
415.9.4.2 Use conditions. Service corridors shall be sep-
arated from exit access corridors as required by Section
415.9.2.2. Service corridors shall not be used as a re-
quired exit access corridor.
415.9.4.3 Mechanical ventilation. Service corridors
shall be mechanically ventilated as required by Section
415.9.2.6 or at not less than six air changes per hour,
whichever is greater.
415.9.4.4 Means of egress. The maximum distance of
travel from any point in a service corridor to an exit, exit I
access corridor or door into a fabrication area shall not i
exceed 75 feet (22 860 mm). Dead ends shall not exceed
4 feet (1219 mm) in length. There shall be not less than
two exits, and not more than one-half of the required I
means of egress shall require travel into a fabrication I
area. Doors from service corridors shall swing in the di-
rection of egress travel and shall be self-closing. i
415.9.4.5 Minimum vyidth. The minimum clear width
of a service corridor shall be 5 feet (1524 mm), or 33
inches (838 mm) wider than the widest cart or truck used
in the corridor, whichever is greater.
415.9.4.6 Emergency alarm system. Emergency alarm
systems shall be provided in accordance with this section
and Sections 414.7.1 and 414.7.2. The maximum allow-
able quantity per control area provisions shall not apply
to emergency alarm systems required for HPM.
415.9.4.6.1 Service corridors. An emergency alarm
system shall be provided in service corridors, with at
least one alarm device in each service corridor.
415.9.4.6.2 Exit access corridors and exit enclo-
sures. Emergency alarms for exit access corridors and
exit enclosures shall comply with Section 414.7.2.
415.9.4.6.3 Liquid storage rooms, HPM rooms and
gas rooms. Emergency alarms for liquid storage
rooms, HPM rooms and gas rooms shall comply with
Section 414.7.1.
415.9.4.6.4 Alarm-initiating devices. An approved
emergency telephone system, local alarm manual pull
stations, or other approved alarm-initiating devices
are allowed to be used as emergency alarm-initiating
devices.
415.9.4.6.5 Alarm signals. Activation of the emer-
gency alarm system shall sound a local alarm and
transmit a signal to the emergency control station.
415.9.5 Storage of hazardous production materials.
415.9.5,1 General. Storage of HPM in fabrication areas
shall be within approved or listed storage cabinets or gas
cabinets, or within a workstation. The storage of hazard-
ous production materials in quantities greater than those
hsted in Tables 307.7(1) or 307.7(2) shall be in liquid
68
2003 INTERNATIONAL BUILDING CODE®
SPECIAL DETAILED REQUIREIMEMTS BASED OM USE AMD OCCUPANCY
Storage rooms, HPM rooms or gas rooms as appropriate
for the materials stored. The storage of other hazardous
materials shall be in accordance with other applicable
provisions of this code and th& International Fire Code.
rooms and gas rooms. HPM
rooms and gas rooms shall be separated from other ar-
eas by not less than a 2-hour fire barrier where the area
is 300 square feet (27.9 m^) or more and not less than a
1-hour fire barrier where the area is less than 300
square feet (27.9 m^).
415o9.5<,2=2 Liqfiiid storage rooms. Liquid storage
rooms shall be constructed in accordance with the fol-
lowing requirements:
1. Rooms in excess of 500 square feet (46.5 m^)
shall have at least one exterior door approved
for fire department access.
2. Rooms shall be separated from other areas by
fire barriers having a fire-resistance rating of
not less than 1-hour for rooms up to 150 square
feet (13.9 m^) in area and not less than 2 hours
where the room is more than 150 square feet
(13.9 m^) in area.
3. Shelving, racks and wainscoting in such areas
shall be of noncombustible construction or
wood of not less than linch (25 mm) nominal
thickness.
4. Rooms used for the storage of Class I flamma-
ble liquids shall not be located in a basement.
4153So23 Floors. Except for surfacing, floors of
HPM rooms and liquid storage rooms shall be of
noncombustible liquid-tight construction. Raised
grating over floors shall be of noncombustible materi-
als.
415.9.5.3 Locatiom. Where HPM rooms, liquid storage
rooms and gas rooms are provided, they shall have at
least one exterior wall and such wall shall be not less than
30 feet (9144 mm) from property lines, including prop-
erty lines adjacent to public ways.
1, Explosion control shall be
provided where required by Section 414.5.1.
3. Where two exits are required from HPM
rooms, liquid storage rooms and gas rooms, one shall be
directly to the outside of the building.
rs. Doors in a fire barrier wall, including
doors to corridors, shall be self-closing fire assemblies
having a fire-protection rating of not less than % hour.
415.9.5.7 Veetnlalnom. Mechanical exhaust ventilation
shall be provided in liquid storage rooms, HPM rooms
and gas rooms at the rate of not less than 1 cubic foot per
minute per square foot (0.044 L/S/m2) of floor area or six
air changes per hour, whichever is greater, for categories
of material.
Exhaust ventilation for gas rooms shall be designed to
operate at a negative pressure in relation to the surround-
ing areas and direct the exhaust ventilation to an exhaust
system.
415.9.5.8 Emergency alarm system. An approved
emergency alarm system shall be provided for HPM
rooms, liquid storage rooms and gas rooms.
Emergency alarm-initiating devices shall be installed
outside of each interior exit door of such rooms.
Activation of an emergency alarm-initiating device shall
sound a local alarm and transmit a signal to the emer-
gency control station.
An approved emergency telephone system, local alarm
manual pull stations or other approved alarm-initiating
devices are allowed to be used as emergency alarm-initi-
ating devices.
<J3
415.9.6.1 General. Hazardous production materials pip-
ing and tubing shall comply with this section and ANSI
B31.3.
415.9.6.2 SeppDy piping and tabing.
415.9.6.2.1 HPM having a tiealtfe-lhazard ranking
of 3 or 4. Systems supplying HPM Hquids or gases
having a health-hazard ranking of 3 or 4 shall be
welded throughout, except for connections, to the sys-
tems that are within a ventilated enclosure if the mate-
rial is a gas, or an approved method of drainage or
containment is provided for the connections if the ma-
terial is a liquid.
415.9.6.2.2 Location In service corridors. Hazard-
ous production materials supply piping or tubing in
service corridors shall be exposed to view.
415.9.6.2.3 Excess flow control. Where HPM gases
or liquids are carried in pressurized piping above 15
pounds per square inch gauge (psig) (103.4 kPa), ex-
cess flow control shall be provided. Where the piping
originates from within a liquid storage room, HPM
room or gas room, the excess flow control shall be lo-
cated within the liquid storage room, HPM room or
gas room. Where the piping originates from a bulk
source, the excess flow control shall be located as
close to the bulk source as practical.
In exit access corridors and
above other occepancies. The installation of hazardous
production material piping and tubing within the space
defined by the walls of exit access corridors and the floor
or roof above or in concealed spaces above other occu-
pancies shall be in accordance with Section 415.9.6.2
and the following conditions:
1 . Automatic sprinklers shall be installed within the
space unless the space is less than 6 inches (152
mm) in the least dimension.
2. Ventilation 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. Where the piping or tubing is used to transport
liquids, a receptor shall be installed below
2003 8^STERMATD0MAL BUOLDBNG CODE®
SPECIAL DETAILED REQUIREMENTS BASED OH USE AND OCCUPANCY
such piping or tubing. The receptor shall be de-
signed to collect any discharge or leakage and
drain it to an approved location. The 1-hour enclo-
sure shall not be used as part of the receptor.
4. HPM supply piping and tubing and HPM nonme-
tallic waste lines shall be separated from the exit
access corridor and from occupancies other than
Group H-5 by construction as required for walls or
partitions that have a fire protection rating of not
less than 1 hour. Where gypsum wallboard is used,
joints on the piping side of the enclosure are not re-
quired to be taped, provided the joints occur over
framing members. Access openings into the enclo-
sure shall be protected by approved fire-resis-
tance-rated assembhes.
5. Readily accessible manual or automatic remotely
activated fail-safe emergency shutoff valves shall
be installed on piping and tubing other than waste
lines at the following locations:
5.1. At branch connections into the fabrication
area.
5.2. At entries into exit access corridors.
Exception: Transverse crossings of the corridors by
supply piping that is enclosed within a ferrous pipe or
tube for the width of corridor need not comply with
Items 1 through 5.
415.9.6.4 IdentMcation. Piping, tubing and HPM waste lines
shall be identified in accordance with ANSI A13.1 to indicate
the material being transported.
415.9.7 Continuous gas-detection systems. A continuous
gas-detection system shall be provided for HPM gases when
the physiological warning properties of the gas are at a
higher level than the accepted permissible exposure limit
(PEL) for the gas and for flammable gases in accordance
with this section.
415.9.7.1 Where required. A continuous gas-detection
system shall be provided in the areas identified in Sec-
tions 415.9.7.1.1 through 415.9.7.1.4.
415.9.7.1.1 Fabrication areas. A continuous gas-de-
tection system shall be provided in fabrication areas
when gas is used in the fabrication area.
415.9.7.1.2 HPM rooms. A continuous gas-detection
system shall be provided in HPM rooms when gas is
used in the room.
415.9.7.1.3 Gas cabinets, exhausted emclosures
and gas rooms. A continuous gas-detection system
shall be provided in gas cabinets and exhausted enclo-
sures. A continuous gas-detection system shall be
provided in gas rooms when gases are not located in
gas cabinets or exhausted enclosures.
415.9.7.1.4 Exit access corridors. When gases are
transported in piping placed within the space defined
by the walls of an exit access corridor, and the floor or
roof above the exit access corridor, a continuous
gas-detection system shall be provided where piping
is located and in the exit access corridor.
Exceptions A continuous gas-detection system is
not required for occasional transverse crossings of
the corridors by supply piping that is enclosed in a
ferrous pipe or tube for the width of the corridor.
415,9,7.2 Gas-detectloe system operation. The contin-
uous gas-detection system shall be capable of monitoring
the room, area or equipment in which the gas is located at
or below the PEL or ceiling limit of the gas for which de-
tection is provided. For flammable gases, the monitoring
detection threshold level shall be vapor concentrations in
excess of 20 percent of the lower explosive limit (LEL).
Monitoring for highly toxic and toxic gases shall also
comply with the requirements for such material in the In-
ternational Fire Code.
415,9.7.2.1 Alarms, The gas detection system shall
initiate a local alarm and transmit a signal to the emer-
gency control station when a short-term hazard condi-
tion is detected. The alarm shall be both visual and
audible and shall provide warning both inside and out-
side the area where the gas is detected. The audible
alarm shall be distinct from all other alarms.
415,9.7.2.2 Shutoff of gas supply. The gas detection
system shall automatically close the shutoff valve at
the source on gas supply piping and tubing related to
the system being monitored for which gas is detected
when a short-term hazard condition is detected. Auto-
matic closure of shutoff valves shall comply with the
following:
1 . Where the gas-detection sampling point initiat-
ing the gas detection system alarm is within a
gas cabinet or exhausted enclosure, the shutoff
valve in the gas cabinet or exhausted enclosure
for the specific gas detected shall automatically
close.
2. Where the gas-detection sampling point initiat-
ing the gas detection system alarm is within a
room and compressed gas containers are not in
gas cabinets or an exhausted enclosure, the
shutoff valves on all gas lines for the specific
gas detected shall automatically close.
3. Where the gas-detection sampling point initiat-
ing the gas detection system alarm is within a
piping distribution manifold enclosure, the
shutoff valve supplying the manifold for the
compressed gas container of the specific gas de-
tected shall automatically close.
Exception; Where the gas-detection sampling
point initiating the gas detection system alarm is at
the use location or within a gas valve enclosure of a
branch line downstream of a piping distribution
manifold, the shutoff valve for the branch line lo-
cated in the piping distribution manifold enclosure
shall automatically close.
70
2003 INTERNATIONAL BUILDING CODE®
SPECIAL DETAILED REQUDREWaESSaTS BASED ON USE AINSD OCCUPAMCY
An approved manual
fire alarm system shall be provided throughout buildings
containing Group H-5. Activation of the alarm system shall
initiate a local alarm and transmit a signal to the emergency
control station. The fire alarm system shall be designed and
installed in accordance with Section 907.
cordance with this section and the International
Mechanical Code.
An emergency control
station shall be provided on the premises at an approved lo-
cation, outside of the fabrication area and shall be continu-
ously staffed by trained personnel. The emergency control
station shall receive signals from emergency equipment and
alarm and detection systems. Such emergency equipment
and alarm and detection systems shall include, but not nec-
essarily be limited to, the following where such equipment
or systems are required to be provided either in Section
415.9 or elsewhere in this code:
1 . Automatic fire sprinkler system alarm and monitoring
systems.
2. Manual fire alarm systems.
3. Emergency alarm systems.
4. Continuous gas-detection systems.
5. Smoke detection systems.
6. Emergency power system.
415,9.10 Emergemcy power system. An emergency power
system shall be provided in Group H-5 occupancies where
required in Section 415.9.10.1. The emergency power sys-
tem shall be designed to supply power automatically to re-
quired electrical systems when the normal electrical supply
system is interrupted.
415.9.10.1 Wlhere requnred. Emergency power shall be
provided for electrically operated equipment and con-
nected control circuits for the following systems:
1. HPM exhaust ventilation systems.
2. HPM gas cabinet ventilation systems.
3. HPM exhausted enclosure ventilation systems.
4. HPM gas room ventilation systems.
5. HPM gas detection systems.
6. Emergency alarm systems.
7. Manual fire alarm systems.
8. Automatic sprinkler system monitoring and alarm
systems.
9. Electrically operated systems required elsewhere
in this code appHcable to the use, storage or han-
dling of HPM.
415.9.10.2 Exlhaiist vemtilaltioini systems. Exhaust venti-
lation systems are allowed to be designed to operate at
not less than one-half the normal fan speed on the emer-
gency power system where it is demonstrated that the
level of exhaust will maintain a safe atmosphere.
41So9oll Fnre sprnmHer system pirotectiom m exlhaiiiist
415.9.1L2:
exlhanist dects. Automatic fire sprinkler system protec-
tion shall be provided in metaUic and noncombustible,
nonmetallic exhaust ducts where all of the following
conditions apply:
1 . Where the largest cross-sectional diameter is equal
to or greater than 10 inches (254 mm).
2. The ducts are within the building.
3. The ducts are conveying flammable vapors or
fumes.
415o9.11o3 Combestlble monmetallk exhanist docts.
Automatic fire sprinkler system protection shall be pro-
vided in combustible nonmetallic exhaust ducts where
the largest cross-sectional diameter of the duct is equal to
or greater than 10 inches (254 mm).
1 . Ducts listed or approved for applications with-
out automatic fire sprinkler system protection.
2. Ducts not more than 12 feet (3658 mm) in
length installed below ceihng level.
415.9.11,4 Amtomatic sprmkler locatDoms. Sprinkler
systems shall be installed at 12-foot (3658 mm) intervals
in horizontal ducts and at changes in direction. In vertical
ducts, sprinklers shall be installed at the top and at alter-
nate floor levels.
[F] SECTION 416
APPLICMIOM OF FLAMiyiAiLE FIWISHES
.1 GemeraL The provisions of this section 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 com-
pounds used for painting, varnishing, staining or similar pur-
poses. Such construction and equipment shall comply with the D
International Fire Code.
rooms. Spray rooms shall be enclosed with fire
barrier walls and horizontal assemblies or both with not less
than a 1-hour fire-resistance rating. Floors shall be water-
proofed and drained in an approved manner.
416,2,1 Surfaces. The interior surfaces of spray rooms shall
be smooth and shall be so constructed to permit the free pas-
sage of exhaust air from all parts of the interior and to facili-
tate washing and cleaning, and shall be so designed to
confine residues within the room. Aluminum shall not be
used.
415.9,11.1 Gemeral. Automatic fire sprinkler system
protection shall be provided in exhaust ducts conveying
vapors, fumes, mists or dusts generated from HPM in ac-
ig spaces. Spraying spaces shall be ventilated
with an exhaust system to prevent the accumulation of flamma-
ble mist or vapors in accordance with the International Me-
chanical Code. Where such spaces are not separately enclosed,
noncombustible spray curtains shall be provided to restrict the
spread of flammable vapors.
416,3.1 Surfaces, The interior surfaces of spraying spaces
shall be smooth and continuous without edges, and shall be
2003 DNTERMATDONAL BUDLDIllMG CODE®
71
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
SO constructed to permit the free passage of exhaust air from
all parts of the interior and to facilitate washing and clean-
ing, and shall be so designed to confine residues within the
spraying space. Aluminum shall not be used.
416.4 Fire protection. An automatic fire-extinguishing sys-
tem shall be provided in all spray, dip and immersing spaces
and storage rooms, and shall be installed in accordance with
Chapter 9.
rating of at least 2 hours, and openings in the walls shall be pro-
tected with approved opening protectives.
[F] SECTION 417
DRYING ROOMS
417.1 General. A drying room or dry kiln installed within a
building shall be constructed entirely of approved
noncombustible materials or assemblies of such materials reg-
ulated by the approved rules or as required in the general and
specific sections of Chapter 4 for special occupancies and
where applicable to the general requirements of Chapter 28.
417.2 Piping clearance. Overhead heating pipes shall have a
clearance of not less than 2 inches (5 1 nmi) from combustible
contents in the dryer.
417.3 Insulation. Where the operating temperature of the
dryer is 175°F (79°C) or more, metal enclosures shall be insu-
lated from adjacent combustible materials by not less than 12
inches (305 mm) of airspace, or the metal walls shall be lined
with '/4-inch (6.35 mm) insulating mill board or other approved
equivalent insulation.
417.4 Fire protection. Drying rooms designed for high-hazard
materials and processes, including special occupancies as pro-
vided for in Chapter 4, shall be protected by an approved auto-
matic fire-extinguishing system conforming to the provisions
of Chapter 9.
[F] SECTION 418
ORGANIC COATINGS
418.1 Building features. Manufacturing of organic coatings
shall be done only in buildings that do not have pits or base-
ments.
418.2 Location. Organic coating manufacturing operations
and operations incidental to or connected therewith shall not be
located in buildings having other occupancies.
418.3 Process mills. Mills operating with close clearances and
that process flammable and heat-sensitive materials, such as
nitrocellulose, shall be located in a detached building or
noncombustible structure.
418.4 Tank storage. Storage areas for flammable and combus-
tible liquid tanks inside of structures shall be located at or
I above grade and shall be separated from the processing area by
not less than 2-hour fire-resistance-rated fire barriers.
418.5 Nitrocellulose storage. Nitrocellulose storage shall be
located on a detached pad or in a separate structure or a room
I enclosed with no less than 2-hour fire-resistance-rated fire bar-
riers.
418.6 Finished products. Storage rooms for finished products
that are flammable or combustible liquids shall be separated
I from the processing area by fire barriers having a fire-resistance
72
2003 INTERNATIONAL BUILDING CODE®
5®lol Scope. The provisions of this chapter control the height
and area of structures hereafter erected and additions to exist-
ing structures.
[F] 5Cllo2 Premises DdleinitniScatnom« Approved numbers or ad-
dresses shall be provided for new buildings in such a position as
to be clearly visible and legible from the street or roadway
fronting the property. Letters or numbers shall be a minimum 3
inches (76 mm) in height and stroke of minimum 0.5 inch (12.7
mm) of a contrasting color to the background itself.
INDUSTMAL EQUIPMENT PLATFORM. An unoccu-
pied, elevated platform in an industrial occupancy used exclu-
sively for mechanical systems or industrial process equipment,
including the associated elevated walkways, stairs and ladders
necessary to access the platform (see Section 505.5).
MEZZANINE. An intermediate level or levels between the
floor and ceiling of any story with an aggregate floor area of not
more than one-third of the area of the room or space in which
the level or levels are located (see Section 505).
STOMYo 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 "Basement" and "Mezzanine").
502.1 Definitions. The following words and terms shall, for the
purposes of this chapter and as used elsewhere in this code,
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 sur-
rounding walls shall be included in the building area if such ar-
eas are included within the horizontal projection of the roof or
floor above.
BASEMENT, That portion of a building that is partly or com-
pletely below grade plane (See "Story above grade plane" in
Section 202). A basement shall be considered as a story above
grade plane where the finished surface of the floor above the
basement is:
1. More than 6 feet (1829 mm) above grade plane;
2. More than 6 feet (1829 mm) above the finished ground
level for more than 50 percent of the total building perim-
eter; or
3. More than 12 feet (3658 mm) above the finished ground
level at any point.
GRADE PLANE. A reference plane representing the average
of finished ground level adjoining the building at 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 6 feet (1 829 mm) from the build-
ing, between the building and a point 6 feet ( 1 829 mm) from the
building.
J. The vertical distance from grade
plane to the average height of the highest roof surface.
T, STORY. The vertical distance from top to top of
two successive 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 raf-
ters.
GENERAL HEIGHT AND AREA U
503.1 General, The height and area for buildings of different
construction types shall be governed by the intended use of the
building and shall not exceed the limits in Table 503 except as
modified hereafter. Each part of a building included within the
exterior walls or the exterior walls and fire walls where pro-
vided shall be permitted to be a separate building.
503.1.1 Basemente. Basements need not be included in the
total allowable area provided they do not exceed the area
permitted for a one-story building.
503.1.2 Special industrial occmpancies. Buildings and
structures designed to house low-hazard industrial pro-
cesses that require large areas and unusual heights to ac-
commodate craneways or special machinery and equipment
including, among others, rolling mills; structural metal fab-
rication shops and foundries; or the production and distribu-
tion of electric, gas or steam power, shall be exempt from the
height and area limitations of Table 503.
503.1.3 BuiMlegs on same loL 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 buildings are within
the limitations of Table 503 as modified by Sections 504 and
506. The provisions of this code applicable to the aggregate
building shall be applicable to each building.
503.1.4 Type I constrectlon. Buildings of Type I construc-
tion permitted to be of unhmited tabular heights and areas
are not subject to the special requirements that allow unlim-
ited area buildings in Section 507 or unhmited height in Sec-
tions 503.1.2 and 504.3 or increased height and areas for
other types of construction.
Any wall located on a lot line between adja-
cent buildings, which is used or adapted for joint service be-
tween the two buildings, shall be constructed as a fire wall in
accordance with Section 705, without openings and shall cre-
ate separate buildings.
O
2003 I^STERMAT10iMAL BUILDIMG CODE®
73
GENERAL BUILDING HEIGHTS AND AREAS
TABLE 503
ALLOWABLE HEIGHT AND BUILDING AREAS
Height limitations shown as stories and feet above grade plane.
Area limitations as determined by the definition of "Area, building," per
floor.
TYPE OF CONSTRUCTION
TYPEI
TYPE II
TYPE III
TYPE IV
TYPEV 1
A
B
A
B
A
B
HT
A
B
GROUP
Hgt(feet)
Hgt(S)
UL
160
65
55
65
55
65
50
40
A-1
S
A
UL
UL
5
UL
3
15,500
2
8,500
3
14,000
2
8,500
3
15,000
2
11,500
1
5,500
A-2
S
A
UL
UL
11
UL
3
15,500
2
9,500
3
14,000
2
9,500
3
15,000
2
11,500
1
6,000
A-3
S
A
UL
UL
11
UL
3
15,500
2
9,500
3
14,000
2
9,500
3
15,000
2
11,500
1
6,000
A-4
S
A
UL
UL
11
UL
3
15,500
2
9,500
3
14,000
2
9,500
3
15,000
2
11,500
1
6,000
A-5
S
A
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
B
S
A
UL
UL
])
UL
5
37,500
4
23,000
5
28,500
4
19,000
5
36,000
3
18,000
2
9,000
E
S
A
UL
UL
5
UL
3
26,500
2
14,500
3
23,500
2
14,500
3
25,500
1
18,500
1
9,500
F-1
S
A
UL
UL
11
UL
4
25,000
2
15,500
3
19,000
2
12,000
4
33,500
2
14,000
1
8,500
F-2
S
A
UL
UL
11
UL
5
37,500
3
23,000
4
28,500
3
18,000
5
50,500
3
21,000
2
13,000
H-l
S
A
1
21,000
1
16,500
1
11,000
1
7,000
1
9,500
1
7,000
1
10,500
1
7,500
NP
NP
H-2
S
A
UL
21,000
3
16,500
2
11,000
1
7,000
2
9,500
1
7,000
2
10,500
1
7,500
1
3,000
H-3
S
A
UL
UL
6
60,000
4
26,500
2
14,000
4
17,500
2
13,000
4
25,500
2
10,000
1
5,000
H-4
S
A
UL
UL
7
UL
5
37,500
3
17,500
5
28,500
3
17,500
5
36,000
3
18,000
2
6,500
H-5
S
A
3
UL
3
UL
3
37,500
3
23,000
3
28,500
3
19,000
3
36,000
3
18,000
2
9,000
I-l
S
A
UL
UL
9
55,000
4
19,000
3
10,000
4
16,500
3
10,000
4
18,000
3
10,500
2
4,500
1-2
S
A
UL
UL
4
UL
2
15,000
1
11,000
1
12,000
NP
NP
1
12,000
1
9,500
NP
NP
1-3
S
A
UL
UL
4
UL
2
15,000
1
10,000
2
10,500
1
7,500
2
12,000
2
7,500
1
5,000
1-4
S
A
UL
UL
5
60,500
3
26,500
2
13,000
3
23,500
2
13,000
3
25,500
1
18,500
1
9,000
M
S
A
UL
UL
11
UL
4
21,500
4
12,500
4
18,500
4
12,500
4
20,500
3
14,000
1
9,000
R-1
S
A
UL
UL
11
UL
4
24,000
4
16,000
4
24,000
4
16,000
4
20,500
3
12,000
2
7,000
R-2^
S
A
UL
UL
11
UL
4
24,000
4
16,000
4
24,000
4
16,000
4
20,500
3
12,000
2
7,000
R-3^
S
A
UL
UL
11
UL
4
UL
4
UL
4
UL
4
UL
4
UL
3
UL
3
UL
R-4
S
A
UL
UL
11
UL
4
24,000
4
16,000
4
24,000
4
16,000
4
20,500
3
12,000
2
7,000
S-1
S
A
UL
UL
11
48,000
4
26,000
3
17,500
3
26,000
3
17,500
4
25,500
3
14,000
1
9,000
S.2b,c
S
A
UL
UL
11
79,000
5
39,000
4
26,000
4
39,000
4
26,000
5
38,500
4
21,000
2
13,500
U=
S
A
UL
UL
5
35,500
4
19,000
2
8,500
3
14,000
2
8,500
4
18,000
2
9,000
1
5,500
For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m^
UL = Unlimited, NP = Not permitted.
a. As applicable in Section 101.2.
b. For open parking structures, see Section 406.3.
c. For private garages, see Section 406.1.
74
2003 INTERNATIONAL BUILDING CODE®
GENERAL BUILDING HEIGHTS AND AREAS
•
S04ol Geeeralo The heights permitted by Table 503 shall only
be increased in accordance with this section.
Exceptions The height of one-story aircraft hangars, air-
craft paint hangars and buildings used for the manufacturing
of aircraft shall not be limited if the building is provided
with an automatic fire-extinguishing system in accordance
with Chapter 9 and is entirely surrounded by public ways or
yards not less in width than one and one-half times the
height of the building.
504.2 Automatic spirnmHer system Imcrease., Where a build-
ing is equipped throughout with an approved automatic sprin-
i kler system in accordance with Section 903.3.1.1, the value
specified in Table 503 for maximum height is increased by 20
feet (6096 mm) and the maximum number of stories is in-
creased by one story. These increases are permitted in addition
to the area increase in accordance with Sections 506.2 and
506.3. For Group R buildings equipped throughout with an ap-
i proved automatic sprinkler system in accordance with Section
903.3. 1 .2, the value specified in Table 503 for maximum height
is increased by 20 feet (6096 mm) and the maximum number of
I stories is increased by one story, but shall not exceed four sto-
ries or 60 feet (18 288 mm), respectively.
1. Group 1-2 of Type IIB, III, IV or V construction.
2. Group H-1, H-2, H-3 or H-5.
3. Fire-resistance rating substitution in accordance with
Table 601, Note d.
504,3 Roof strectiareSo Towers, spires, steeples and other roof
structures shall be constructed of materials consistent with the
required type of construction of the building except where
other construction is permitted by Section 1509.2.1. Such
structures shall not be used for habitation or storage. The struc-
tures shall be unlimited in height if of noncombustible materi-
als and shall not extend more than 20 feet (6096 mm) above the
allowable height if of combustible materials (see Chapter 15
for additional requirements).
L A mezzanine or mezzanines in compliance
with this section shall be considered a portion of the floor be-
low. Such mezzanines shall not contribute to either the building
area or number of stories as regulated by Section 503.1. The
area of the mezzanine shall be included in determining the fire
area defined in Section 702. The clear height above and below
the mezzanine floor construction shall not be less than 7 feet
(2134 mm).
The aggregate area of a mezzanine or
mezzanines within a room shall not exceed one-third of the area
of that room or space in which they are located. 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 deter-
mining the allowable mezzanine area, the area of the mezza-
nine shall not be included in the area of the room.
tmmi The aggregate area of mezzanines in buildings
and structures of Type I or II construction for special indus-
trial occupancies in accordance with Section 503.1.2 shall
not exceed two-thirds of the area of the room.
505.3 Egress. Each occupant of a mezzanine shall have ac-
cess to at least two independent means of egress where the
common path of egress travel exceeds the limitations of Sec-
fion 1013.3. Where a stairway provides a means of exit access
from a mezzanine, the maximum travel distance includes the
distance traveled on the stairway measured in the plane of the
tread nosing.
1 . A single means of egress shall be permitted in accor-
dance with Secfion 1014.1.
2. Accessible means of egress shall be provided in ac- |
cordance with Section 1007.
less, 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.
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 10.
2. A mezzanine having two or more means of egress is
not required to be open to the room in which the mez-
zanine is located, if at least one of the means of egress
provides direct access to an exit from the mezzanine
level.
3. Mezzanines or portions thereof are not required to be
open to the room in which the mezzanines are located,
provided that the aggregate floor area of the enclosed
space does not exceed 10 percent of the mezzanine
area.
4. In industrial facilities, mezzanines used for control
equipment are permitted to be glazed on all sides.
5. In Group F occupancies of unlimited area, meeting
the requirements of Section 507.2 or 507.3, mezza-
nines or portions thereof are not required to be open to
the room in which the mezzanines are located, pro-
vided that an approved fire alarm system is installed
throughout the entire building or structure and notifi-
cation appliances are installed throughout the mezza-
nines in accordance with the provisions of NFPA 72.
In addition, the fire alarm system shall be initiated by |
automatic sprinkler water flow.
IS. Industrial equipment
platforms in buildings shall not be considered as a portion of
the floor below. Such equipment platforms shall not contribute
to either the building area or the number of stories as regulated
by Section 503 . 1 . The area of the industrial equipment platform
shall not be included in determining the fire area. Industrial
equipment platforms shall not be a part of any mezzanine, and
such platforms and the walkways, stairs and ladders providing
access to an equipment platform shall not serve as a part of the
means of egress from the building.
?003 INTERNATIONAL BUILDING CODE®
75
GENERAL BUILDING HEIGHTS AND AREAS
505.5.1 Area limitations. The aggregate area of all indus-
trial equipment platforms within a room shall not exceed
two-thirds of the area of the room in which they occur.
Where an equipment platform is located in the same room as
a mezzanine, the area of the mezzanine shall be determined
by Section 505.2, and the combined aggregate area of the
equipment platforms and mezzanines shall not exceed
two-thirds of the room in which they occur.
505.5.2 Fire suppression. Where located in a building that
is required to be protected by an automatic sprinkler system,
industrial equipment platforms shall be fully protected by
sprinklers above and below the platform, where required by
the standards referenced in Section 903.3.
505.5.3 Guards, Equipment platforms shall have guards
where required by Section 1012.1.
SECTION 506
AREA MODIFICATiONS
506.1 General. The areas limited by Table 503 shall be permit-
ted to be increased due to frontage (/y) and automatic sprinkler
system protection (/,) in accordance with the following:
A.I.
(Equation! 5-1)
A„ =A, +
100
100
where:
Aa =
At =
If =
Allowable area per floor (square feet).
Tabular area per floor in accordance with Table 503
(square feet).
Area increase due to frontage (percent) as calculated
in accordance with Section 506.2.
Is = Area increase due to sprinkler protection (percent) as
calculated in accordance with Section 506.3.
506.1.1 Basements. A single basement need not be in-
cluded in the total allowable area provided such basement
does not exceed the area permitted for a one-story building.
506.2 Frontage increase. Every building shall adjoin or have
access to a pubhc way to receive an area increase for frontage.
Where a building has more than 25 percent of its perimeter on a
pubUc way or open space having a minimum width of 20 feet
(6096 mm), the frontage increase shall be determined in accor-
dance with the following:
7^=100
where:
-0.25
30
I)
If = Area increase due to frontage.
F = Building perimeter which fronts on a pubhc way or
open space having 20 feet (6096 mm) open minimum
width (feet).
P = Perimeter of entire building (feet).
W = Width of public way or open space (feet) in accor-
dance with Section 506.2.1.
506.2.1 Width limits. \y must be at least 20 feet (6096 mm)
and the quantity W divided by 30 shall not exceed 1.0.
Where the value of W varies along the perimeter of the
building, the calculation performed in accordance with
Equation 5-2 shall be based on the weighted average of each
portion of exterior wall and open space where the value of W
is between 20 and 30 feet (6096 and 9144 mm).
Exceptions The quantity W divided by 30 shall be per-
mitted to not exceed 2.0 when all of the following condi-
tions exist:
1 . The building is permitted to be unlimited in area by
Section 507; and
2. The only provision preventing unlimited area is
compliance with the 60-foot (18 288 mm) public
way or yard requirement, as applicable.
506,2.2 Open space limits. Such open space shall be either
on the same lot or dedicated for public use and shall be ac-
cessed from a street or approved fire lane.
5063 Aetomatic sprinkler system increase. Where a build-
ing is equipped throughout with an approved automatic sprin-
kler system in accordance with Section 903.3.1.1, the area
limitation in Table 503 is permitted to be increased by an addi-
tional 200 percent (/^ = 200 percent) for multistory buildings
and an additional 300 percent (/^ = 300 percent) for single-story
buildings. These increases are permitted in addition to the
height and story increases in accordance with Section 504.2.
1. Buildings with an occupancy in Group H-1, H-2 or
H-3.
2. Fire-resistance rating substitution in accordance with
Table 601, Noted.
506.4 Area determination. The maximum area of a building
with more than one story shall be determined by multiplying
the allowable area of the first floor (A J, as determined in Sec-
tion 506.1, by the number of stories as listed below.
1. For two-story buildings, multiply by 2;
2. For three-story or higher buildings, multiply by 3; and,
3. No story shall exceed the allowable area per floor (A J, as
determined in Section 506.1 for the occupancies on that
floor.
1. Unlimited area buildings in accordance with Section
507.
2 . The maximum area of a building equipped throughout
with an automatic sprinkler system in accordance
with Section 903.3.1.2 shall be determined by multi-
plying the allowable area per floor (A J, as determined
in Section 506.1 by the number of stories.
507,1 Nomsprinklered, one story. The area of a one-story.
Group F-2 or S-2 building shall not be limited when the build-
ing is surrounded and adjoined by public ways or yards not less
than 60 feet (18 288 mm) in width.
one story. The area of a one-story. Group
B, F, M or S building or a one-story Group A-4 building of other
76
2003 INTERNATiONAL BUILDING CODE®
GENERAL BUILDBNG HEIGHTS AMD AREAS
m
than Type V construction shall not be limited when the building
is provided with an automatic sprinkler system throughout in
accordance with Section 903.3.1.1, and is surrounded and ad-
joined by public ways or yards not less than 60 feet (18 288
mm) in width.
Exceptioms:
1 . Buildings and structures of Type I and II 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 Sec-
tion 507.1 and NFPA 23 IC.
2. 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 Group A-4, provided that:
2. 1 . Exit doors directly to the outside are provided
for occupants of the participant sports areas,
and
2.2. The building is equipped with a fire alarm sys-
tem with manual fire alarm boxes installed in
accordance with Section 907.
•
The area of a two-story, Group B, F, M or S
building shall not be limited when the building is provided with
an automatic sprinkler system in accordance with Section
903 .3 . 1 . 1 throughout, and is surrounded and adjoined by public
ways or yards not less than 60 feet (18 288 mm) in width.
;. The permanent open space of 60
feet (18 288 mm) required in Sections 507.1, 507.2 and 507.3
shall be permitted to be reduced to not less than 40 feet (12 192
mm) provided the following requirements are met:
1 . The reduced open space shall not be allowed for more
than 75 percent of the perimeter of the building.
2. The exterior wall facing the reduced open space shall
have a minimum fire-resistance rating of 3 hours.
3. Openings in the exterior wall, facing the reduced open
space, shall have opening protectives with a fire-resis-
tance rating of 3 hours.
4
igSo The area of a one-story. Group
A-3 building used as a church, community hall, dance hall, ex-
hibition hall, gymnasium, lecture hall, indoor swimming pool
or tennis court of Type I or II construction shall not be limited
when all of the following criteria are met:
1 . The building shall not have a stage other than a platform.
2. The building shall be equipped throughout with an auto-
matic sprinkler system in accordance with Section
903.3.1.1.
3 . The assembly floor shall be located at or within 2 1 inches
(533 mm) of street or grade level and all exits are pro-
vided with ramps complying with Section 1010.1 to the
street or grade level.
4. The building shall be surrounded and adjoined by pubhc
ways or yards not less than 60 feet (1 8 288 mm) in width.
S07.6 Hngh-feazaird uise groups. Group H-2, H-3 and H-4 fire
areas shall be permitted in unlimited area buildings having oc-
cupancies in Groups F and S, in accordance with the limitations
of this section. Fire areas located at the perimeter of the unlim-
ited area building shall not exceed 10 percent of the area of the
building nor the area limitations specified in Table 503 as mod-
ified by Section 506.2, based upon the percentage of the perim-
eter of the fire area that fronts on a street or other unoccupied
space. Other fire areas shall not exceed 25 percent of the area
limitations specified in Table 503. Fire-resistance-rating re-
quirements of fire barrier assemblies shall be in accordance
with Table 302.3.2.
507.7 Aircraft palmt BiaBgar, The area of a one-story. Group
H-2 aircraft paint hangar shall not be hmited where such air-
craft paint hangar comphes with the provisions of Section
412.4 and is entirely surrounded by public ways or yards not
less in width than one and one-half times the height of the
building.
507.8 Groep E tounMrngs, The area of a one-story Group E
building of Type II, III A or IV construction shall not be limited
when the following criteria are met:
1. Each classroom shall have not less than two means of
egress, with one of the means of egress being a direct exit
to the outside of the building complying with Section
1017.
2. The building is equipped throughout with an automatic
sprinkler system in accordance with Section 903.3.1.1.
3. The building is surrounded and adjoined by public ways
or yards not less than 60 feet (18 288 mm) in width.
In buildings of Type I or II
construction, the area of one-story motion picture theaters shall
not be limited when the building is provided with an automatic
sprinkler system throughout in accordance with Section
903.3.1.1 and is surrounded and adjoined by public ways or
yards not less than 60 feet (18 288 mm) in width.
The provisions in this section shall permit the
use of special conditions that are exempt from, or modify, the
specific requirements of this chapter regarding the allowable
heights and areas of buildings based on the occupancy classifi-
cation and type of construction, provided the special condition
complies with the provisions specified in this section for such
condition and other applicable requirements of this code.
A basement and/or the first story above grade
plane of a building shall be considered as a separate and distinct
building for the purpose of determining area limitations, conti-
nuity of fire walls, limitation of number of stories and type of
construction, when all of the following conditions are met:
1 . The basement and/or the first story above grade plane is
of Type lA construction and is separated from the build-
2003 DNTERNATIIOMAL BUDLDliSiG CODE®
77
GENERAL BUILDING HEIGHTS AND AREAS
ing above with a horizontal assembly having a minimum
3-hour fire-resistance rating.
2. Shaft, stairway, ramp or escalator enclosures through the
horizontal assembly shall have not less than a 2-hour
fire-resistance rating with opening protectives in accor-
dance with Table 715.3.
Exception: Where the enclosure walls below the hor-
izontal assembly have not less than a 3-hour fire-resis-
tance rating with opening protectives in accordance
with Table 715.3, the enclosure walls extending above
the horizontal assembly shall be permitted to have a
1-hour fire-resistance rating provided:
1 . The building above the horizontal assembly is
not required to be of Type I construction;
2. The enclosure connects less than four stories,
and
3. The enclosure opening protectives above the
horizontal assembly have a minimum 1-hour
fire protection rating.
3. The building above the horizontal assembly contains
only Group A having an assembly room with an occu-
pant load of less than 300, or Group B, M or R.
4. The building below the horizontal assembly is a Group
S-2 enclosed parking garage, used for the parking and
storage of private motor vehicles.
Exceptions:
1. Entry lobbies, mechanical rooms and similar
uses incidental to the operation of the building
shall be permitted.
2. Group A having an assembly room with an oc-
cupant load of less than 300, or Group B or M
shall be permitted in addition to those uses inci-
dental to the operation of the building (includ-
ing storage areas), provided that the entire
structure below the horizontal assembly is pro-
tected throughout by an approved automatic
sprinkler system.
5. The maximum building height in feet shall not exceed
the limits set forth in Table 503 for the least restrictive
type of construction involved.
508.3 Group S-2 enclosed parking garage with Group S-2
open parking garage above. A Group S-2 enclosed parking
garage located in the basement or first story below a Group S-2
open parking garage shall be classified as a separate and dis-
tinct building for the purpose of determining the type of con-
struction when the following conditions are met:
1 . The allowable area of the structure shall be such that the
sum of the ratios of the actual area divided by the allow-
able area for each separate occupancy shall not exceed
1.0.
2. The Group S-2 enclosed parking garage is of Type I or II
construction and is at least equal to the fire-resistance re-
quirements of the Group S-2 open parking garage.
3. The height and the number of the floors above the base-
ment shall be limited as specified in Table 406.3.5.
4. The floor assembly separating the Group S-2 enclosed
parking garage and Group S-2 open parking garage shall
be protected as required for the floor assembly of the
Group S-2 enclosed parking garage. Openings between
the Group S-2 enclosed parking garage and Group S-2
open parking garage, except exit openings, shall not be
required to be protected.
5. The Group S-2 enclosed parking garage is used exclu-
sively for the parking or storage of private motor vehi-
cles, but shall be permitted to contain an office, waiting
room and toilet room having a total area of not more
than 1 ,000 square feet (93 m^), and mechanical equip-
ment rooms incidental to the operation of the building.
508.4 Parking beneath Group R. Where a maximum
one-story above grade plane Group S-2 parking garage, en-
closed or open, or combination thereof, of Type I construction
or open of Type IV construction, with grade entrance, is pro-
vided under a building of Group R, the number of stories to be
used in determining the minimum type of construction shall be
measured from the floor above such a parking area. The floor
assembly between the parking garage and the Group R above
shall comply with the type of construction required for the
parking garage and shall also provide a fire-resistance rating
not less than the mixed occupancy separation required in Sec-
tion 302.3.2.
508.5 Group R-2 buildings of Type IIIA construction. The
height limitation for buildings of Type IIIA construction in
Group R-2 shall be increased to six stories and 75 feet (22 860
mm) where the first-floor construction above the basement has
a fire-resistance rating of not less than 3 hours and the floor area
is subdivided by 2-hour fire-resistance-rated fire walls into ar-
eas of not more than 3,000 square feet (279 m^).
508.6 Group R-2 buildings of Type IIA construction. The
height hmitation for buildings of Type IIA construction in
Group R-2 shall be increased to nine stories and 100 feet (30
480 mm) where the building is separated by not less than 50 feet
(15 240 mm) from any other building on the lot and from prop-
erty lines, the exits are segregated in an area enclosed by a
2-hour fire-resistance-rated fire wall and the first-floor con-
struction has a fire-resistance rating of not less than 1 V2 hours.
508.7 Open parking garage beneath Groups A, I, B, M and
R. Open parking garages constructed under Groups A, I, B, M
and R shall not exceed the height and area limitations permitted
under Section 406.3. The height and area of the portion of the
building above the open parking garage shall not exceed the
limitations in Section 503 for the upper occupancy. The height,
in both feet and stories, of the portion of the building above the
open parking garage shall be measured from grade plane and
shall include both the open parking garage and the portion of
the building above the parking garage.
508.7.1 Fire separation. Fire separation assemblies be-
tween the parking occupancy and the upper occupancy shall
correspond to the required fire-resistance rating prescribed
in Table 302.3.2 for the uses involved. The type of construc-
tion shall apply to each occupancy individually, except that
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
78
2003 INTERNATIONAL BUILDING CODE®
GEIMERAL BUBLDDMG HEDGHTS AiMD AREAS
fire-resistance-rated assemblies of the groups involved as
shown in Table 601. Means of egress for the upper occu-
pancy shall conform to Chapter 10 and shall be separated
from the parking occupancy by fire barriers having at least a
2-hour fire-resistance rating as required by Section 706,
with self-closing doors complying with Section 715. Means
of egress from the open parking garage shall comply with
Section 406.3.
•
2003 BNTERMATIOMAL BUBLDIMG CODE® 70
80 2003 INTERNATIONAL BUILDING CODE®
CHAPTER
SECTION 601
GENERAL
Lol Scope., The provisions of this chapter shall control the
classification of buildings as to type of construction.
SECTION 602
;TnUCT80N CLASSIFl
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 Sections 602.2
through 602.5. The building elements shall have a fire-resis-
tance rating not less than that specified in Table 601 and exte-
rior walls shall have a fire-resistance rating not less than that
specified in Table 602.
602,lol Mlmmum requirements. A building or portion
thereof shall not be required to conform to the details of a
type of construction higher than that type, which meets the
minimum requirements based on occupancy even though
certain features of such a building actually conform to a
higher type of construction.
602.2 Types I and II. Type I and II construction are those types
of construction in which the building elements listed in Table
601 are of noncombustible materials.
602.3 Type III. Type III construction is that type of construc-
tion in which the exterior walls are of noncombustible materi-
als and the interior building elements are of any material
permitted by this code. Fire-retardant-treated wood framing
complying with Section 2303.2 shall be permitted within exte-
rior wall assemblies of a 2-hour rating or less.
602.4 Type IV, Type IV construction (Heavy Timber, HT) is
that type of construction in which the exterior walls are of
noncombustible materials and the interior building elements
are of solid or laminated wood without concealed spaces. The
details of Type IV construction shall comply with the provi-
sions of this section. Fire-retardant-treated wood framing com-
plying with Section 2303.2 shall be permitted within exterior
wall assemblies with a 2-hour rating or less.
602,4.1 Colemms. Wood columns shall be sawn or glued
laminated and shall not be less than 8 inches (203 mm),
nominal, in any dimension where supporting floor loads and
not less than 6 inches (152 mm) nominal in width and not
less than 8 inches (203 mm) nominal in depth where sup-
porting roof and ceiling loads only. Columns shall be con-
tinuous or superimposed and connected in an approved
manner.
(203 mm) nominal in any dimension. Framed timber trusses
supporting floor loads shall have members of not less than 8
inches (203 mm) nominal in any dimension.
amimg. Wood beams and girders shall be of
sawn or glued-laminated timber and shall be not less than 6
inches (152 mm) nominal in width and not less than 10
inches (254 mm) nominal in depth. Framed sawn or
glued-laminated timber arches, which spring from the floor
line and support floor loads, shall be not less than 8 inches
aiiig. Wood-frame 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 6 inches (152 mm) nominal in width
and have less than 8 inches (203 mm) nominal in depth for
the lower half of the height and not less than 6 inches (152
mm) nominal in depth for the upper half. Framed or glued-
laminated arches for roof construction that spring from the
top of walls or wall abutments, framed timber trusses and
other roof framing, which do not support floor loads, shall
have members not less than 4 inches (102 mm) nominal in
width and not less than 6 inches (152 mm) nominal in depth.
Spaced members shall be permitted to be composed of two
or more pieces not less than 3 inches (76 mm) nominal in
thickness where blocked solidly throughout their interven-
ing spaces or where spaces are tightly closed by a continu-
ous wood cover plate of not less than 2 inches (5 1 mm)
nominal in thickness secured to the underside of the mem-
bers. Splice plates shall be not less than 3 inches (76 mm)
nominal in thickness. Where protected by approved auto-
matic sprinklers under the roof deck, framing members
shall be not less than 3 inches (76 mm) nominal in width.
rs. Floors shall be without concealed spaces.
Wood floors shall be of sawn or glued-laminated planks,
splined or tongue-and-groove, of not less than 3 inches (76
mm) nominal in thickness covered with 1-inch (25 mm)
nominal dimension tongue-and-groove flooring, laid cross-
wise or diagonally, or 0.5-inch (12.7 mm) particleboard or
planks not less than 4 inches (102 mm) nominal in width set
on edge close together and well spiked and covered with
1 -inch (25 mm) nominal dimension flooring or ' ^/32-inch (12
mm) wood structural panel or 0.5-inch (12.7 mm)
particleboard. The lumber shall be laid so that no continuous
line of joints will occur except at points of support. Floors
shall not extend closer than 0.5 inch (12.7 mm) to walls.
Such 0.5-inch (12.7 mm) space shall be covered by a mold-
ing fastened to the wall and so arranged that it will not ob-
struct the swelling or shrinkage movements of the floor.
Corbeling of masonry walls under the floor shall be permit-
ted to be used in place of molding.
602,4,5 Roofs, Roofs shall be without concealed spaces and
wood roof decks shall be sawn or glued laminated, splined
or tongue-and-groove plank, not less than 2 inches (5 1 mm)
thick, 1 Vg-inch-thick (32 mm) wood structural panel (exte-
rior glue), or of planks not less than 3 inches (76 mm) nomi-
nal in width, set on edge close together and laid as required
for floors. Other types of decking shall be permitted to be
used if providing equivalent fire resistance and structural
properties.
2003 INTERNATBONAL BUILDBNG CODE®
TYPES OF CONSTRUCTION
602.4.6 Partitions. Partitions shall be of solid wood con-
struction formed by not less than two layers of 1-inch (25
mm) matched boards or laminated construction 4 inches
(102 mm) thick, or of 1-hour fire-resistance-rated construc-
tion.
602.4.7 Exterior structural members. Where a horizontal
separation of 20 feet (6096 mm) or more is provided, wood
columns and arches conforming to heavy timber sizes shall
be permitted to be used externally.
602.5 Type V. Type V construction is that type of construction
in which the structural elements, exterior walls and interior
walls are of any materials permitted by this code.
SECTION 603
COMBUSTIBLE MATERIAL IN TYPE I
AND II CONSTRUCTION
603.1 Allowable materials. Combustible materials shall be
permitted in buildings of Type I or II construction in the follow-
ing applications and in accordance with Sections 603.1.1
through 603.1.3:
1 . Fire-retardant-treated wood shall be permitted in:
1.1. Nonbearing partitions where the required fire-re-
sistance rating is 2 hours or less.
1 .2. Nonbearing exterior walls where no fire rating is
required.
1.3. Roof construction as permitted in Table 601,
Note c. Item 3.
2. Thermal and acoustical insulation, other than foam
plastics, having a flame spread index of not more than
25.
Exceptions.'
1. Insulation placed between two layers of
noncombustible materials without an inter-
vening airspace shall be allowed to have a
flame spread index of not more than 100.
2. Insulation installed between a finished floor
and solid decking without intervening air-
space shall be allowed to have a flame spread
index of not more than 200.
3. Foam plastics in accordance with Chapter 26.
4. Roof coverings that have an A, B or C classification.
5. Interior floor finish and interior finish, trim and mill-
work such as doors, door frames, window sashes and
frames.
6. Where not installed over 15 feet (4572 mm) above
grade, show windows, nailing or furring strips, wooden
bulkheads below show windows, their frames, aprons
and show cases.
7. Finished flooring applied directly to the floor slab or to
wood sleepers that are firestopped in accordance with
Section 717.2.7.
8. Partitions dividing portions of stores, offices or similar
places occupied by one tenant only and which do not es-
tablish a corridor serving an occupant load of 30 or
more shall be permitted to be constructed of fire-retar-
dant-treated wood, 1-hour fire-resistance-rated con-
struction or of wood panels or similar light construction
up to 6 feet ( 1 829 mm) in height.
9. Platforms as permitted in Section 410.
10. Combustible exterior wall coverings, balconies, bay
or oriel windows, or similar appendages in accor-
dance with Chapter 14.
1 1 . Blocking such as for handrails, millwork, cabinets, and
window and door frames.
12. Light-transmitting plastics as permitted by Chapter 26.
13. Mastics and caulking materials applied to provide flex-
ible seals between components of exterior wall con-
struction.
14. Exterior plastic veneer installed in accordance with
Section 2605.2.
15. Nailing or furring strips as permitted by Section 803.4.
16. Heavy timber as permitted by Note c. Item 2, to Table
601 and Sections 602.4.7 and 1406.3.
17. Aggregates, component materials and admixtures as
permitted by Section 703.2.2.
18. Sprayed cementitious and mineral fiber fire-resis-
tance-rated materials installed to comply with Section
1704.11.
19. Materials used to protect penetrations in fire-resis-
tance-rated assemblies in accordance with Section 712.
20. Materials used to protect joints in fire-resistance-rated
assemblies in accordance with Section 713.
21 . Materials allowed in the concealed spaces of buildings
of Type I and II construction in accordance with Section
717.5.
22. Materials exposed within plenums complying with
Section 602 of the International Mechanical Code.
1.1.1 Ducts. The use of nonmetallic ducts shall be permit-
ted when installed in accordance with the limitations of the
International Mechanical Code.
,lo2 Piping. The use of combustible piping materials
shall be permitted when installed in accordance with the
limitations of the International Mechanical Code and the
International Plumbing Code.
•
\A3 Electrical. The use of electrical wiring methods
with combustible insulation, tubing, raceways and related
components shall be permitted when installed in accordance
with the limitations of the ICC Electrical Code.
82
2003 INTERNATBONAL BUILDSNG CODE®
TYPES OF CONSTRUCTBOM
TABLE 601
FJRE-RESDSTAMCE RATBSMG REQUIRElViEIMTS FOR BUIILDBNG ELEMEMTS (hours)
BUILDING ELEMENT
TYPEi
TYPE 11
TYPE DDI
TYPE DV
TYPEV
A
B
A''
B
A^
B
m
A''
B
Structural frame^
Including columns, girders, trusses
3"
2"
1
1
HT
1
Bearing walls
Exterior*^
Interior
3
3"
2
2"
1
1
2
1
2
2
1/HT
1
1
Nonbearing walls and partitions
Exterior
See Table 602
Nonbearing walls and partitions
Interior®
See Section 602.4.6
Floor construction
Including supporting beams and joists
2
2
1
1
HT
1
Roof construction
Including supporting beams and joists
IV,^
P
F
0'^
P
HT
p
For SI: 1 foot = 304.8 mm.
a. The structural frame shall be considered to be the columns and the girders, beams, trusses and spandrels having direct connections to the columns and bracing
members designed to carry gravity loads. The members of floor or roof panels which have no connection to the columns shall be considered secondary members
and not a part of the structural frame.
b. Roof supports: Fire-resistance ratings of structural frame and bearing walls are permitted to be reduced by 1 hour where supporting a roof only.
c. 1. Except in Factory-Industrial (F-1), Hazardous (H), Mercantile (M) and Moderate-Hazard Storage (S-1) occupancies, fire protection of structural members
shall not be required, including protection of roof framing and decking where every part of the roof construction is 20 feet or more above any floor immediately
below. Fire-retardant-treated wood members shall be allowed to be used for such unprotected members.
2. In all occupancies, heavy timber shall be allowed where a 1-hour or less fire-resistance rating is required.
3. In Type I and II construcdon, fire-retardant-treated wood shall be allowed in buildings including girders and trusses as part of the roof construcdon when the
building is:
i. Two stories or less in height;
ii. Type II construction over two stories; or
iii. Type I construction over two stories and the vertical distance from the upper floor to the roof is 20 feet or more.
d. An approved automatic sprinkler system in accordance with Secdon 903.3. 1 . 1 shall be allowed to be substituted for 1-hour fire-resistance-rated construcdon, pro-
vided such system is not otherwise required by other provisions of the code or used for an allowable area increase in accordance with Section 506.3 or an allowable
height increase in accordance with Secdon 504.2. The 1-hour substitudon for the fire resistance of exterior walls shall not be permitted.
e. Not less than the fire-resistance rating required by other sections of this code.
f. Not less than the fire-resistance rating based on fire separation distance (see Table 602).
TABLE 602
FIRE-RESIISTANCE RATSMG REQUDREMENTS FOR EXTERIOR WALLS BASED OM FIRE SEPARATSOIM DISTANCE^
F!RE SEPARATION DISTANCE
(feet)
TYPE OF CONSTRUCTION
GROUP H
GROUP F-1, Wi, S-1
GROUP A, B, E, F-2, 1, r", S-2, U
<5=
All
3
2
1
>5
<10
lA
Others
3
2
2
1
1
1
>10
<30
IA,IB
IIB, VB
Others
2
1
1
1
1
1
1
>30
All
For SI: 1 foot = 304.8 mm.
a. Load-bearing exterior walls shall also comply with the fire-resistance radng requirements of Table 601.
b. Group R-3 and Group U when used as accessory to Group R-3, as applicable in Secdon 101.2 shall not be required to have a fire-resistance radng where the fire
separation distance is 3 feet or more.
c. See Section 503.2 for party walls.
2003 DNTERMATIOMAL BUILDING CODE®
83
84 2003 INTERNATIONAL BUILDING CODE®
MAPTl
T
L.l Scope. The provisions of this chapter shall govern the
materials and assemblies used for structural fire resistance and
fire-resistance-rated construction separation of adjacent spaces
to safeguard against the spread of fire and smoke within a build-
ing and the spread of fire to or from buildings.
IS. The following words and terms shall, for the
purposes of this chapter, and as used elsewhere in this code,
have the meanings shown herein.
The opening around the penetrating
item.
, A Hsted device installed
in a ceiling membrane of a fire-resistance-rated floor/ceihng or
roof/ceiling assembly to limit automatically the radiative heat
transfer through an air inlet/outlet opening.
COMBINATION FME/SMOKE DAMPER. A hsted device
installed in ducts and air transfer openings designed to close au-
tomatically upon the detection of heat and to also resist the pas-
sage of air and smoke. The device is installed to operate
automatically, controlled by a smoke detection system, and
where required, is capable of being positioned from a remote
command station.
See "Ceihng radiation damper," "Combination
fire/smoke damper," "Fire damper" and "Smoke damper."
DRAFTSTOE A material, device or construction installed to
restrict the movement of air within open spaces of concealed
areas of building components such as crawl spaces, floor/ceil-
ing assemblies, roof/ceiling assemblies and attics.
F MATING. The time period that the through-penetration
firestop system limits the spread of fire through the penetration
when tested in accordance with ASTM E 814.
FIRE AREA. The aggregate floor area enclosed and bounded
by fire walls, fire barriers, exterior walls or fire-resistance-rated
horizontal assemblies of a building.
A fire-resistance-rated vertical or horizon-
tal assembly of materials designed to restrict the spread of fire
in which openings are protected.
FIRE DAMPER. A listed device, installed in ducts and air
transfer openings of an air distribution system or smoke con-
trol system, designed to close automatically upon detection of
heat, to interrupt migratory airflow, and to restrict the passage
of flame. Fire dampers are classified for use in either static
systems that will automatically shut down in the event of a
fire, or in dynamic systems that continue to operate during a
fire. A dynamic fire damper is tested and rated for closure un-
der airflow.
. The door component of a fire door assembly.
ASSEMBLY. Any combinafion of a fire door,
frame, hardware, and other accessories that together provide a
specific degree of fire protection to the opening.
FIRE PARTITION. A vertical assembly of materials de-
signed to restrict the spread of fire in which openings are pro-
tected.
FIRE PROTECTION RATING. The period of fime that an
opening protective assembly will maintain the ability to con-
fine a fire as determined by tests prescribed in Section 715. Rat-
ings are stated in hours or minutes.
FIRE RESISTANCE. That property of materials or their as-
sembhes that prevents or retards the passage of excessive heat,
hot gases or flames under conditions of use.
ATING. The period of time a build-
ing element, component or assembly maintains the abihty to
confine a fire, continues to perform a given structural function,
or both, as determined by the tests, or the methods based on
tests, prescribed in Section 703.
FIRE-RESISTANT JOINT SYSTEM, An assemblage of
specific materials or products that are designed, tested, and
fire-resistance rated in accordance with either ASTM E 1966 or
UL 2079 to resist for a prescribed period of time the passage of
fire through joints made in or between fire-resistance-rated as-
semblies.
FIRE SEPARATION DISTANCE. The distance measured
from the building face to the closest interior lot hne, to the cen-
terline of a street, alley or public way, or to an imaginary line
between two buildings on the lot. The distance shall be mea-
sured at right angles from the face of the wall.
WALL. A fire-resistance-rated wall having protected
openings, which restricts the spread of fire and extends contin-
uously from the foundation to or through the roof, with suffi-
cient structural stability under fire conditions to allow collapse
of construction on either side without collapse of the wall.
A window constructed and
glazed to give protection against the passage of fire.
FIREBLOCKING. Building materials installed to resist the
free passage of flame to other areas of the building through con-
cealed spaces.
IRE DOOR ASSEMBLY. A combination of a fire
door, a frame, hardware and other accessories installed in a hor-
izontal plane, which together provide a specific degree of fire
protection to a through opening in a fire-resistance-rated floor
(see Section 712.4.6).
JT, The linear opening in or between adjacent fire -resis-
tance-rated assemblies that is designed to allow independent
movement of the building in any plane caused by thermal, seis-
mic, wind or any other loading.
2003 S^3TEF?NAT!0NAL BUILDBNG CODE®
85
FSRE-RESSSTANCE-RATED CONSTRUCTION
MEMBRANE PENETRATION. An opening made through
one side (wall, floor or ceiling membrane) of an assembly.
MEMBRANE-PENETRATION FIRESTOE A material,
device or construction installed to resist for a prescribed time
period the passage of flame and heat through openings in a pro-
tective membrane in order to accommodate cables, cable trays,
conduit, tubing, pipes or similar items.
PENETRATION FIRESTOP. A through-penetration
firestop or a membrane-penetration firestop.
SELF-CLOSING. As applied to a fire door or other opening,
means equipped with an approved device that will ensure clos-
ing after having been opened.
SHAFT. An enclosed space extending through one or more
stories of a building, connecting vertical openings in succes-
sive floors, or floors and roof.
SHAFT ENCLOSURE. The walls or construction forming
the boundaries of a shaft.
SMOKE BARRIER. A continuous membrane, either vertical
or horizontal, such as a wall, floor, or ceiling assembly, that is
designed and constructed to restrict the movement of smoke.
SMOKE COMPARTMENT. A space within a building en-
closed by smoke barriers on all sides, including the top and bot-
tom.
SMOKE DAMPER. A listed device installed in ducts and air
transfer openings that is designed to resist the passage of air
and smoke. The device is installed to operate automatically,
controlled by a smoke detection system, and where required, is
capable of being positioned from a remote command station.
SPLICE. The result of a factory and/or field method of joining
or connecting two or more lengths of a fire-resistant joint sys-
tem into a continuous entity.
T RATING. The time period that the penetration firestop sys-
tem, including the penetrating item, limits the maximum tem-
perature rise to 325°F (163°C) above its initial temperature
through the penetration on the nonfire side when tested in ac-
cordance with ASTM E 814.
THROUGH PENETRATION. An opening that passes
through an entire assembly."
THROUGH-PENETRATION FIRESTOP SYSTEM. An
assemblage of specific materials or products that are designed,
tested and fire-resistance rated to resist for a prescribed period
of time the spread of fire through penetrations. The F and T rat-
ing criteria for penetration firestop systems shall be in accor-
dance with ASTM E 814. See definitions of "F rating" and "T
rating."
FiRE-RESISTANCE RATINGS AND FIRE TESTS
703.1 Scope. Materials prescribed herein for fire resistance
shall conform to the requirements of this chapter.
not been tested as part of a fire-resistance-rated assembly are
incorporated into the assembly, sufficient data shall be made
available to the building official to show that the required
fire-resistance rating is not reduced. Materials and methods of
construction used to protect joints and penetrations in fire-re-
sistance-rated building elements shall not reduce the required
fire-resistance rating.
Exceptioe: In determining the fire-resistance rating of exte-
rior bearing walls, compliance with the ASTM E 1 19 crite-
ria for unexposed surface temperature rise and ignition of
cotton waste due to passage of flame or gases is required
only for a period of time corresponding to the required
fire-resistance rating of an exterior nonbearing wall with the
same fire separation distance, and in a building of the same
group. When the fire-resistance rating determined in accor-
dance with this exception exceeds the fire-resistance rating
determined in accordance with ASTM E 1 19, the fire expo-
sure time period, water pressure, and application duration
criteria for the hose stream test of ASTM E 119 shall be
based upon the fire-resistance rating determined in accor-
dance with this exception.
703.2.1 Nonsymmetrical wall construction. Interior walls
and partitions of nonsymmetrical construction shall be
tested with both faces exposed to the furnace, and the as-
signed fire-resistance rating shall be the shortest duration
obtained from the two tests conducted in compliance with
ASTM E 1 19. When evidence is furnished to show that the
wall was tested with the least fire-resistant side exposed to
the furnace, subject to acceptance of the building official,
the wall need not be subjected to tests from the opposite side
(see Section 704.5 for exterior walls).
.2 Fire-resistance ratings. The fire-resistance rating of
building elements shall be determined in accordance with the
test procedures set forth in ASTM E 1 19 or in accordance with
Section 703.3. Where materials, systems or devices that have
components. Combustible aggre-
gates are permitted in gypsum and portland cement concrete
mixtures approved for fire-resistance-rated construction.
Any approved component material or admixture is permit-
ted in assemblies if the resulting tested assembly meets the
fire-resistance test requirements of this code.
703.2.3 Restrained classification. Fire-resistance-rated as-
semblies tested under ASTM E 119 shall not be considered
to be restrained unless evidence satisfactory to the building
official is furnished by the registered design professional
showing that the construction quahfies for a restrained clas-
sification in accordance with ASTM E 1 19. Restrained con-
struction shall be identified on the plans.
703.3 Alternative methods for determining fire resistance.
The application of any of the alternative methods listed in this
section shall be based on the fire exposure and acceptance crite-
ria specified in ASTM E 1 19. The required fire resistance of a
building element shall be permitted to be established by any of
the following methods or procedures:
1. Fire-resistance designs documented in approved
sources.
2. Prescriptive designs of fire-resistance-rated building ele-
ments as prescribed in Section 720.
3. Calculations in accordance with Section 721.
86
2003 liMTERNAUONAL BUILDING CODE®
FIRE-RESIISTAINICE-RATEDCONSTRUCTDON
4. Engineering analysis based on a comparison of building
element designs having fire-resistance ratings as deter-
mined by the test procedures set forth in ASTM E 119.
5. Alternative protection methods as allowed by Section
104.11.
tmni Type V construction shall be allowed for R-3 occu-
pancies, as applicable in Section 101.2.
istSo The tests indicated in Sections
703.4.1 and 703.4.2 shall serve as criteria for acceptance of
building materials as set forth in Sections 602.2, 602.3 and
602.4 in Type I, II, III and IV construction. The term
"noncombustible" does not apply to the flame spread charac-
teristics of interior finish or trim materials. A material shall not
be classified as a noncombustible building construction mate-
rial if it is subject to an increase in combustibility or flame
spread beyond the limitations herein established through the ef-
fects of age, moisture or other atmospheric conditions.
703.4.1 Ekmmeetary materials. Materials required to be
noncombustible shall be tested in accordance with ASTM E
136.
Is. Materials having a structural
base of noncombustible material as determined in accor-
dance with Section 703.4.1 with a surfacing not more than
0. 1 25 inch (3.18 mm) thick that has a flame spread index not
greater than 50 when tested in accordance with ASTM E 84
shall be acceptable as noncombustible materials.
ECTDOM im
Geeeral. Exterior walls shall be fire-resistance rated and
have opening protection as required by this section.
704.2 ProjectnoBTis. Cornices, eave overhangs, exterior balco-
nies and similar architectural appendages extending beyond the
floor area shall conform to the requirements of this section and
Section 1406. Exterior egress balconies and exterior exit stair-
ways shall also comply with Sections 1013.5 and 1022.1. Pro-
jections shall not extend beyond the distance determined by the
following two methods, whichever results in the lesser projec-
tion:
1 . A point one-third the distance to the lot line from an as-
sumed vertical plane located where protected openings
are required in accordance with Section 704.8.
2. More than 12 inches (305 mm) into areas where openings
are prohibited.
704.2.1 Type I amd II cosisttractiom. Projections from walls
of Type I or II construction shall be of noncombustible mate-
rials or combustible materials as allowed by Sections 1406.3
and 1406.4.
[I, IV m V comslreclIoE. Projections from
walls of Type III, IV or V construction shall be of any ap-
proved material.
704.2,3 CombusMlbk projedtnoms. Combustible projec-
tions located where openings are not permitted or where
protection of openings is required shall be of at least 1-hour
fire-resistance-rated construction. Type IV construction or
as required by Section 1406.3.
it For the purposes of deter-
mining the required wall and opening protection and roof-cov-
ering requirements, buildings on the same lot shall be assumed
to have an imaginary line between them.
Where a new building is to be erected on the same lot as an ex-
isting building, the location of the assumed imaginary line with
relation to the existing building shall be such that the exterior
wall and opening protection of the existing building meet the
criteria as set forth in Sections 704.5 and 704.8.
O
m Two or more buildings on the same lot shall ei-
ther be regulated as separate buildings or shall be considered
as portions of one building if the aggregate area of such
buildings is within the limits specified in Chapter 5 for a sin-
gle building. Where the buildings contain different occu-
pancy groups or are of different types of construction, the
area shall be that allowed for the most restrictive occupancy
or construction.
Is, Exterior walls shall be of materials permitted
by the building type of construction.
L5 Fnre=resnstaEce ratings. Exterior walls shall be fire-re-
sistance rated in accordance with Tables 601 and 602. The
fire-resistance rating of exterior walls with a fire separation dis-
tance of greater than 5 feet (1524 mm) shall be rated for expo-
sure to fire from the inside. The fire-resistance rating of exterior
walls with a fire separation distance of 5 feet (1524 mm) or less
shall be rated for exposure to fire from both sides.
704,6 Stractaral stalbility. The wall shall extend to the height
required by Section 704. 1 1 and shall have sufficient structural
stability such that it will remain in place for the duration of time
indicated by the required fire-resistance rating.
,7 Umexposed serface temperatiiire. Where protected
openings are not limited by Section 704.8, the limitation on the
rise of temperature on the unexposed surface of exterior walls
as required by ASTM E 1 19 shall not apply. Where protected
openings are limited by Section 704.8, the limitation on the rise
of temperature on the unexposed surface of exterior walls as re-
quired by ASTM E 1 19 shall not apply provided that a correc-
fion is made for radiafion from the unexposed exterior wall
surface in accordance with the following formula:
A^=A + (AfXF^^) (EqraatioE7=l)
where:
Ae = Equivalent area of protected openings.
A = Actual area of protected openings.
Af = Area of exterior wall surface in the story under consid-
eration exclusive of openings, on which the tempera-
ture limitations of ASTM E 1 19 for walls are exceeded.
Feo = An "equivalent opening factor" derived from Figure
704.7 based on the average temperature of the unex-
posed wall surface and the fire-resistance rating of the
wall.
2003 DNTERMATBONAL BUILDING CODE®
F8RE-RESISTANCE-RATEDCONSTRUCT80N
For SI: °C = [(°F) - 32] / 1.8.
1.0
0.9
0.8
I 0.6
0.5
® 0.4
CO
>
^ 0.3
LJJ
0.2
0.1
m\\\\\\\\\\m\\\\\\\mM§^
HI
?i.S -.h.M^i^
t^MmMM
---- 'R^".---i- "wJE
:::::; ::::: ::::: - :::::: i::! :(:::-: :::
::::::::;-:-:::::::--::::::::: --:::-(::::,-::,':::::::: :::::
lllllllllll'llliilllllilillllillillllll'IB
200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000
Average temperature of unexposed surface ( F)
FSGURE 704.7
EQUiVALEMT 0PEN8NG FACTOR
704.8 Allowable area of openimgs. The maximum area of un-
protected or protected openings permitted in an exterior wall in
any story shall not exceed the values set forth in Table 704.8.
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:
a a„
where:
(Equation 7-2)
A = Actual area of protected openings, or the equivalent
area of protected openings, A^ (see Section 704.7).
a = Allowable area of protected openings.
Au = Actual area of unprotected openings.
au = Allowable area of unprotected openings.
704.8.1 Automatic sprinkler system. In buildings
equipped throughout with an automatic sprinkler system in
accordance with Section 903.3. 1 . 1, the maximum allowable
area of unprotected openings in occupancies other than
Groups H-1, H-2 and H-3 shall be the same as the tabulated
limitations for protected openings.
704.8.2 First story. In occupancies other than Group H, un-
limited unprotected openings are permitted in the first story
of exterior walls facing a street that have a fire separation
distance of greater than 15 feet (4572 mm), or facing an un-
occupied space. 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 in accordance with the International Fire
Code.
704.9 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 5 feet (1524 mm) of each other horizon-
tally and the opening in the lower story is not a protected open-
ing in accordance with Section 715.4.8. Such openings shall be
separated vertically at least 3 feet (914 nmi) by spandrel gird-
ers, exterior walls or other similar assemblies that have a
fire-resistance rating of at least 1 hour or by flame barriers that
extend horizontally at least 30 inches (762 mm) beyond the ex-
terior wall. Flame barriers shall also have a fire-resistance rat-
ing of at least 1 hour. The unexposed surface temperature
limitations specified in ASTM E 119 shall not apply to the
flame barriers or vertical separation unless otherwise required
by the provisions of this code.
1 . This section shall not apply to buildings that are three
stories or less in height.
2. This section shall not apply to buildings equipped
throughout with an automatic sprinkler system in ac-
cordance with Section 903.3.1.1 or 903.3.1.2.
3. Open parking garages. ■
88
2003 INTERNATIONAL BUILDING CODE®
FDRE-RESISTANCE-RATEDCONSTRUCTIOW
TABLE 704.8
OF EXTERIOR WALL OPEMSNGS^
CLASSIFICATION
OF OPENING
FIRE SEPARATION DISTANCE (feet)
to 36.1
Greater
than 3 to 5"
Greater
than 5 to 10"'*
Greater
than 10 to 15"="''
Greater
than 15 to 20':.'
Greater
than 20 to 25=.'
Greater
than 25 to 30=''
Greater
than 30
Unprotected
Not
Permitted^
Not
Permitted"- ^
io%g
15%s
25%s
45 %g
70%8
No Limit
Protected
Not
Permitted
15%
25%
45%
75%
No Limit
No Limit
No Limit
For SI: 1 foot = 304.8 mm.
a. Values given are percentage of the area of the exterior wall.
b. For occupancies in Group R-3, as applicable in Section 101 .2, the maximum percentage of unprotected and protected exterior wall openings shall be 25 percent.
c. The area of openings in an open parking structure with a fire separation distance of greater than 10 feet shall not be limited.
d. For occupancies in Group H-2 or H-3, unprotected openings shall not be permitted for openings with a fire separation distance of 15 feet or less.
e. For requirements for fire walls for buildings with differing roof heights, see Section 705.6.1.
f. The area of unprotected and protected openings is not limited for occupancies in Group R-3, as applicable in Section 101.2, with a fire separation distance greater
than 5 feet.
g. Buildings whose exterior bearing wall, exterior nonbearing wall and exterior structural frame are not required to be fire-resistance rated shall be permitted to have
unlimited unprotected openings.
h. Includes accessory buildings to Group R-3 as applicable in Section 101.2.
•
Vertical exposure. For buildings on the same lot, ap-
proved protectives shall be provided in every opening that is
less than 15 feet (4572 mm) vertically above the roof of an ad-
joining building or adjacent structure that is within a horizontal
fire separation distance of 15 feet (4572 mm) of the wall in
which the opening is located.
Exception: Opening protectives are not required where the
roof construction has a fire-resistance rating of not less than
1 hour for a minimum distance of 10 feet (3048 mm) from
the adjoining building and the entire length and span of the
supporting elements for the fire-resistance-rated roof as-
sembly has a fire-resistance rating of not less than 1 hour.
s. Parapets shall be provided on exterior walls
of buildings.
A parapet need not be provided on an exterior
wall where any of the following conditions exist:
1 . The wall is not required to be fire-resistance rated in
accordance with Table 602 because of fire separadon
distance.
2. The building has an area of not more than 1,000
square feet (93 m^) on any floor.
3. Walls that terminate at roofs of not less than 2-hour
fire-resistance-rated construction or where the roof,
including the deck and supporting construction, is
constructed entirely of noncombustible materials.
4. One-hour fire-resistance-rated exterior walls that ter-
minate at the underside of the roof sheathing, deck or
slab, provided:
4.1. Where the roof/ceiling framing elements are
parallel to the walls, such framing and ele-
ments supporting such framing shall not be of
less than 1-hour fire-resistance-rated con-
struction for a width of 4 feet ( 1 220 mm) mea-
sured from the interior side of the wall for
Groups R and U and 10 feet (3048 mm) for
other occupancies.
4.2. Where roof/ceihng framing elements are not
parallel to the wall, the endre span of such
framing and elements supporting such fram-
ing shall not be of less than 1-hour fire-resis-
tance-rated construction.
4.3. Openings in the roof shall not be located
within 5 feet (1524 mm) of the 1-hour fire-re-
sistance-rated exterior wall for Groups R and
U and 10 feet (3048 mm) for other occupan-
cies.
4.4. The entire building shall be provided with not
less than a Class B roof covering.
5. In occupancies of Groups R-2 and R-3 as applicable
in Section 101.2, both provided with a Class C roof
covering, the exterior wall shall be permitted to termi-
nate at the roof sheathing or deck in Type III, IV and V
construction provided:
5.1. The roof sheathing or deck is constructed of
approved noncombustible materials or of
fire-retardant- treated wood, for a distance of 4
feet (1220 mm); or
5.2. The roof is protected with 0.625-inch (15.88
mm) Type X gypsum board directly beneath
the underside of the roof sheathing or deck,
supported by a minimum of nominal 2-inch
(5 1 mm) ledgers attached to the sides of the
roof framing members, for a minimum dis-
tance of 4 feet (1220 mm).
6. Where the wall is permitted to have at least 25 percent
of the exterior wall areas containing unprotected
openings based on fire separation distance as deter-
mined in accordance with Secdon 704.8.
LI Parapet comstractiom. Parapets shall have the
same fire-resistance rating as that required for the support-
ing wall, and on any side adjacent to a roof surface, shall
have noncombustible faces for the uppermost 18 inches
(457 mm), including counterflashing and coping materials.
2003 BNTERNATIONAL BUILDING CODE®
89
FIRE-RESISTANCE-RATED CONSTRUCTION
The height of the parapet shall not be less than 30 inches
(762 mm) above the point where the roof surface and the
wall intersect. Where the roof slopes toward a parapet at a
slope greater than two units vertical in 12 units horizontal
(16.7-percent slope), the parapet shall extend to the same
height as any portion of the roof within a fire separation dis-
tance where protection of wall openings is required, but in
no case shall the height be less than 30 inches (762 mm).
704.12 Opening protection. Windows required to be pro-
tected in accordance with Section 704.8, 704.9, or 704.10 shall
comply with Section 715.4.8. Other openings required to be
protected with fire doors or shutters in accordance with Sec-
tions 704.8, 704.9 and 704.10 shall comply with Section 715.3.
Exception: Fire protective assemblies are not required
where the building is protected throughout by an automatic
sprinkler system and the exterior openings are protected by
an approved water curtain using automatic sprinklers ap-
proved for that use. The sprinklers and the water curtain
shall be installed in accordance with NFPA 13.
704.12.1 Unprotected openings. Where protected open-
ings are not required by Section 704, windows and doors
shall be constructed of any approved materials. Glazing
shall conform to the requirements of Chapters 24 and 26.
704.13 Joints. Joints made in or between exterior walls re-
quired by this section to have a fire-resistance rating shall com-
ply with Section 713.
Exception: Joints in exterior walls that are permitted to
have unprotected openings.
704.13.1 Voids. The void created at the intersection of a
floor/ceiling assembly and an exterior curtain wall assem-
bly shall be protected in accordance with Section 713.4.
704.14 Ducts and air transfer openings. Penetrations by air
ducts and air transfer openings in fire-resistance-rated exterior
walls required to have protected openings shall comply with
Section 716.
Exception: Foundation vents installed in accordance with
this code are permitted.
SECTIOM 705
FIRE WALLS
705.1 General. Each portion of a building separated by one or
more fire walls that comply with the provisions of this section
shall be considered a separate building. The extent and location
of such fire walls shall provide a complete separation. Where a
fire wall also separates groups that are required to be separated
by a fire barrier wall, the most restrictive requirements of each
separation shall apply. Fire walls located on lot lines shall also
comply with Section 503.2. Such fire walls (party walls) shall
be constructed without openings.
705.2 Structural stability. Fire walls shall have sufficient
structural stability under fire conditions to allow collapse of
construction on either side without collapse of the wall for the
duration of time indicated by the required fire-resistance rating.
705.3 Materials. Fire walls shall be of any approved
noncombustible materials.
Exception: Buildings of Type V construction.
705.4 Fire-resistance rating. Fire walls shall have a fire-resis-
tance rating of not less than that required by Table 705.4.
TABLE 705.4
HRE WALL FIRE-RESISTANCE RATINGS
GROUP
FIRE-RESISTANCE RATING (hours)
A, B, E, H-4, 1, R-1, R-2, U
3'
F-1,H-3^H-5,M, S-1
3
H-l,H-2
4b
F-2, S-2, R-3, R-4
2
a. Walls shall be not less than 2-hour fire-resistance rated where separating
buildings of Type II or V construction.
b. For Group H-1, H-2 or H-3 buildings, also see Sections 415.4 and 415.5.
705.5 Hornzomtal continuity. Fire walls shall be continuous
from exterior wall to exterior wall and shall extend at least 18
inches (457 mm) beyond the exterior surface of exterior walls.
Exceptions:
1 . Fire walls shall be permitted to terminate at the inte-
rior surface of combustible exterior sheathing or sid-
ing provided the exterior wall has a fire-resistance
rating of at least 1 hour for a horizontal distance of at
least 4 feet (1220 mm) on both sides of the fire wall.
Openings within such exterior walls shall be protected
by fire assemblies having a fire protection rating of
not less than V4 hour.
2. Fire walls shall be permitted to terminate at the inte-
rior surface of noncombustible exterior sheathing, ex-
terior siding or other noncombustible exterior finishes
provided the sheathing, siding, or other exterior
noncombustible finish extends a horizontal distance
of at least 4 feet (1220 mm) on both sides of the fire
wall.
3. Fire walls shall be permitted to terminate at the inte-
rior surface of noncombustible exterior sheathing
where the building on each side of the fire wall is pro-
tected by an automatic sprinkler system installed in
accordance with Section 903.3.1.1 or 903.3.1.2.
705.5.1 Exterior waDls. Where the fire wall intersects the
exterior walls, the fire-resistance rating for the exterior
walls on both sides of the fire wall shall have a 1-hour
fire-resistance rating with V4-hour opening protection where
opening protection is required. The fire-resistance rating of
the exterior wall shall extend a minimum of 4 feet (1220
mm) on each side of the intersection of the fire wall to exte-
rior wall. Exterior wall intersections at fire walls that form
an angle equal to or greater than 180 degrees (3.14 rad) do
not need exterior wall protection.
705.5.2 Horizontal projecting elements. Fire walls shall
extend to the outer edge of horizontal projecting elements
90
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such as balconies, roof overhangs, canopies, marquees and
architectural projections that are within 4 feet (1220 mm) of
the fire wall.
1. Horizontal projecting elements without concealed
spaces provided the exterior wall behind and below
the projecting element has not less than 1-hour
fire-resistance-rated construction for a distance
not less than the depth of the projecting element on
both sides of the fire walk Openings within such
exterior walls shall be protected by fire assemblies
having a fire protection rating of not less than '^1^
hour.
2. Noncombustible horizontal projecting elements
with concealed spaces, provided a minimum
1-hour fire-resistance-rated wall extends through
the concealed space. The projecting element shall
be separated from the building by a minimum of
1-hour fire-resistance-rated construction for a dis-
tance on each side of the fire wall equal to the depth
of the projecting element. The wall is not required
to extend under the projecting element where the
building exterior wall is not less than 1-hour
fire-resistance rated for a distance on each side of
the fire wall equal to the depth of the projecting ele-
ment. Openings within such exterior walls shall be
protected by fire assemblies having a fire protec-
tion rating of not less than % hour.
3. For combustible horizontal projecting elements
with concealed spaces, the fire wall need only ex-
tend through the concealed space to the outer edges
of the projecting elements. The exterior wall be-
hind and below the projecting element shall be of
not less than 1-hour fire-resistance-rated construc-
tion for a distance not less than the depth of the pro-
jecting elements on both sides of the fire wall.
Openings within such exterior walls shall be pro-
tected by fire assemblies having a fire-protection
rating of not less than ^1^ hour.
Fire walls shall extend from the
foundation to a termination point at least 30 inches (762 mm)
above both adjacent roofs.
1. Stepped buildings in accordance with Section
705.6.1.
2. Two-hour fire-resistance-rated walls shall be permit-
ted to terminate at the underside of the roof sheathing,
deck or slab provided:
2.1. The lower roof assembly within 4 feet (1220
mm) of the wall has not less than a 1-hour
fire-resistance rating and the entire length and
span of supporting elements for the rated roof
assembly has a fire-resistance rating of not
less than 1 hour.
2.2. Openings in the roof shall not be located
within 4 feet (1220 mm) of the fire wall.
C3
2.3. Each building shall be provided with not less
than a Class B roof covering.
3. Walls shall be permitted to terminate at the underside Q
of noncombustible roof sheathing, deck, or slabs
where both buildings are provided with not less than a
Class B roof covering. Openings in the roof shall not
be located within 4 feet (1220 mm) of the fire wall.
4. In buildings of Type III, IV and V construction, walls
shall be permitted to terminate at the underside of
combustible roof sheathing or decks provided:
4. 1 . There are no openings in the roof within 4 feet
(1220 mm) of the fire wall,
4.2. The roof is covered with a minimum Class B
roof covering, and
4.3. The roof sheathing or deck is constructed of
fire-retardant-treated wood for a distance of 4
feet (1220 mm) on both sides of the wall or the
roof is protected with Vg inch (15.9 mm) Type
X gypsum board directly beneath the under-
side of the roof sheathing or deck, supported
by a minimum of 2-inch (5 1 mm) nominal led-
gers attached to the sides of the roof framing
members for a minimum distance of 4 feet
(1220 mm) on both sides of the fire wall.
5. Buildings located above a parking garage designed in
accordance with Section 508.2 shall be permitted to
have the fire walls for the buildings located above the
parking garage extend from the horizontal separation
between the parking garage and the buildings.
705.6ol Stepped tomildnrngs. Where a fire wall serves as an
exterior wall for a building and separates buildings having
different roof levels, such wall shall terminate at a point not
less than 30 inches (762 mm) above the lower roof level,
provided the exterior wall for a height of 15 feet (4572 mm)
above the lower roof is not less than 1-hour fire-resis-
tance-rated construction from both sides with openings pro-
tected by assemblies having a V4-hour fire protection rating.
C^
m Where the fire wall terminates at the under-
side of the roof sheathing, deck or slab of the lower roof,
provided:
1 . The lower roof assembly within 10 feet (3048 mm)
of the wall has not less than a 1 -hour fire-resistance
rating and the entire length and span of supporting
elements for the rated roof assembly has a fire-re-
sistance rating of not less than 1 hour.
2. Openings in the lower roof shall not be located
within 10 feet (3048 mm) of the fire wall.
7CD5o7 Combiustnlble framing m ire walls. Adjacent combusti-
ble members entering into a concrete or masonry fire wall from
opposite sides shall not have less than a 4-inch (102 mm) dis-
tance between embedded ends. Where combustible members
frame into hollow walls or walls of hollow units, hollow spaces
shall be solidly filled for the full thickness of the wall and for a
distance not less than 4 inches (102 mm) above, below and be-
tween the structural members, with noncombustible materials
approved for fireblocking.
2003 INTERNATIOMAL BUILDING CODE®
FIRE-RESISTANCE-RATED COMSTRUCTlOfS!
705.8 OpeniogSo Each opening through a fire wall shall be pro-
tected in accordance with Section 715.3 and shall not exceed
120 square feet (1 1 m^). The aggregate width of openings at any
floor level shall not exceed 25 percent of the length of the wall.
Exceptions:
1 . Openings are not permitted in party walls constructed
in accordance with Section 503.2.
2. Openings shall not be limited to 120 square feet (11
m^) where both buildings are equipped throughout
with an automatic sprinkler system installed in accor-
dance with Section 903.3.1.1.
705.9 Penetrations. Penetrations through fire walls shall com-
ply with Section 712.
705.10 Joints. Joints made in or between fire walls shall com-
ply with Section 713.
705.11 Ducts and air transfer openings. Ducts and air trans-
fer openings shall not penetrate fire walls.
Exception: Penetrations by ducts and air transfer openings
of fire walls that are not on a lot line shall be allowed pro-
vided the penetrations comply with Sections 712 and 716.
The size and aggregate width of all openings shall not ex-
ceed the limitations of Section 705.8.
706.1 General. Fire barriers used for separation of shafts, ex-
its, exit passageways, horizontal exits or incidental use areas, to
separate different occupancies, to separate a single occupancy
into different fire areas, or to separate other areas where a fire
barrier is required elsewhere in this code or the International
Fire Code, shall comply with this section.
P.2 Materials. The walls and floor assemblies shall be of
materials permitted by the building type of construction.
706,3 Fire-resistance rating. The fire-resistance rating of the
walls and floor assemblies shall comply with this section.
706.3.1 Shaft enclosures. The fire-resistance rating of the
fire barrier separating building areas from a shaft shall com-
ply with Section 707.4.
706.3.2 Exit enclosures. The fire-resistance rating of the
fire barrier separating building areas from an exit shall com-
ply with Section 1019.1.
706.3.3 Exit passageway. The fire-resistance rating of the
separation between building areas and an exit passageway
shall comply with Section 1020.1.
706.3.4 Horizontal exit. The fire-resistance rating of the
separation between building areas connected by a horizon-
tal exit shall comply with Section 1021.1.
706.3.5 Incidental use areas. The fire barrier separating in-
cidental use areas shall have a fire-resistance rating of not
less than that indicated in Table 302.1.1.
706.3.6 Separation of mixed occupancies. Where the pro-
visions of Section 302.3.2 are applicable, the fire barrier
separating mixed occupancies shall have a fire-resistance
rating of not less than that indicated in Section 302.3.2 based
on the occupancies being separated.
706.3,7 Single-occupancy fire areas. The fire barrier sepa-
rating a single occupancy into different fire areas shall have
a fire-resistance rating of not less than that indicated in Table
706.3.7.
TABLE 706.3.7
FIRE-RESISTANCE RATING REQUIREMENTS FOR FIRE
BARRIER ASSEMBLIES BETWEEN FIRE AREAS
OCCUPANCY GROUP
FSRE-RESISTANCE RATING (hours)
H-l,H-2
4
F-1,H-3,S-1
3
A, B, E, F-2, H-4, H-5,
I, M, R, S-2
2
U
1
706.4 Continuity of fire barrier walls. Fire barrier walls shall
extend from the top of the floor/ceiling assembly below to the
underside of the floor or roof slab or deck above and shall be se-
curely attached thereto. These walls shall be continuous
through concealed spaces such as the space above a suspended
ceiling. The supporting construction for fire barrier walls shall
be protected to afford the required fire-resistance rating of the
fire barrier supported except for 1-hour fire-resistance-rated in-
cidental use area separations as required by Table 302.1.1 in
buildings of Type IIB, IIIB and VB construction. Hollow verti-
cal spaces within the fire barrier wall shall be firestopped at ev-
ery floor level.
11
1 . The maximum required fire-resistance rating for as-
semblies supporting fire barriers separating tank stor-
age as provided for in Section 415.7.2.1 shall be 2
hours, but not less than required by Table 601 for the
building construction type.
2. Shaft enclosure shall be permitted to terminate at a top
enclosure complying with Section 707.12.
Horizontal fire barriers. Horizontal fire barriers shall
be constructed in accordance with Section 711.
5, Where exterior walls serve as a part of a
required fire-resistance-rated enclosure, such walls shall com-
ply with the requirements of Section 704 for exterior walls and
the fire-resistance-rated enclosure requirements shall not ap-
ply.
m Exterior walls required to be fire-resistance
rated in accordance with Section 1022.6.
.7 Openings. Openings in a fire barrier wall shall be pro-
tected in accordance with Section 715. Openings shall be lim-
ited to a maximum aggregate width of 25 percent of the length
of the wall, and the maximum area of any single opening shall
not exceed 120 square feet (11 m^). Openings in exit enclosures
shall also comply with Section 1019.1.1.
1. Openings shall not be limited to 120 square feet (11
m^) where adjoining fire areas are equipped through-
out with an automatic sprinkler system in accordance
with Section 903.3.1.1.
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2003 INTERMATIOMAL BUILDING CODE®
FlRE-eESBSmWCE-RATEDCOMSTeUCTIION
•
2. Fire doors serving an exit enclosure.
3. Openings shall not be limited to 120 square feet (11
m^) or an aggregate width of 25 percent of the length
of the wall where the opening protective assembly has
been tested in accordance with ASTM E 1 19 and has a
minimum fire-resistance rating not less than the
fire-resistance rating of the wall.
Penetrations through fire barriers shall
comply with Section 712.
706.8ol Prohnbited pemetratnoisSo Penetrations into an exit
enclosure shall only be allowed when permitted by Section
1019.1.2.
, Joints made in or between fire barriers shall com-
ply with Section 713.
706=10 Dmcits aed anir tramsfer openmgSo Penetrations by
ducts and air transfer openings shall comply with Sections 712
and 716.
SHAFT ENCLOSURES
707.1 GeEseral. The provisions of this section shall apply to
vertical shafts where such shafts are required to protect open-
ings and penetrations through floor/ceiling and roof/ceihng as-
semblies.
mire requniredo Openings through a
floor/ceiling assembly shall be protected by a shaft enclosure
complying with this section.
1 . A shaft enclosure is not required for openings totally
within an individual residential dwelling unit and
connecting four stories or less.
2. A shaft enclosure is not required in a building
equipped throughout with an automatic sprinkler
system in accordance with Section 903.3.1.1 for an
escalator opening or stairway which is not a portion
of the means of egress protected according to Item
2.1 or 2.2:
2.1. Where the area of the floor opening between
stories does not exceed twice the horizontal
projected area of the escalator or stairway and
the opening is protected by a draft curtain and
closely spaced sprinklers in accordance with
NFFA 13. In other than Groups B and M, this
application is limited to openings that do not
connect more than four stories.
2.2. Where the opening is protected by approved
power-operated automatic shutters at every
floor penetrated. The shutters shall be of
noncombustible construction and have a
fire-resistance rating of not less than 1.5
hours. The shutter shall be so constructed as to
close immediately upon the actuation of a
smoke detector installed in accordance with
Section 907.10 and shall completely shut off
the well opening. Escalators shall cease oper-
ation when the shutter begins to close. The
shutter shall operate at a speed of not more
than 30 feet per minute ( 1 52.4 mm/s) and shall
be equipped with a sensitive leading edge to
arrest its progress where in contact with any
obstacle, and to continue its progress on re-
lease -therefrom.
3. A shaft enclosure is not required for penetrations by
pipe, tube, conduit, wire, cable, and vents protected
in accordance with Section 712.4.
4. A shaft enclosure is not required for penetrations by
ducts protected in accordance with Section 712.4.
Grease ducts shall be protected in accordance with
the International Mechanical Code.
5. A shaft enclosure is not required for floor openings
complying with the provisions for covered malls or
atriums.
6. A shaft enclosure is not required for approved ma-
sonry chimneys, where annular space protection is
provided at each floor level in accordance with Sec-
tion 717.2.5.
7. In other than Groups 1-2 and 1-3, a shaft enclosure is
not required for a floor opening that complies with
the following:
7.1. Does not connect more than two stories.
7.2. Is not part of the required means of egress sys-
tem except as permitted in Section 1019.1.
7.3. Is not concealed within the building construc-
tion.
7.4. Is not open to a corridor in Group I and R oc-
cupancies.
7.5. Is not open to a corridor on nonsprinklered
floors in any occupancy.
7.6. Is separated from floor openings serving other
floors by construction conforming to required
shaft enclosures.
8. A shaft enclosure is not required for automobile
ramps in open parking garages and enclosed parking
garages constructed in accordance with Sections
406.3 and 406.4, respectively.
9. A shaft enclosure is not required for floor openings
between a mezzanine and the floor below.
1 0. A shaft enclosure is not required for joints protected
by a fire-resistant joint system in accordance with
Section 713.
1 1 . Where permitted by other sections of this code.
Materials. The shaft enclosure shall be of materials per-
mitted by the building type of construction.
707.4 Fire-resistomce ratmg. Shaft enclosures shall have a
fire-resistance rating of not less than 2 hours where connecting
four stories or more and not less thanl hour where connecting
less than four stories. The number of stories connected by the
shaft enclosure shall include any basements but not any mezza-
nines. Shaft enclosures shall be constructed as fire barriers in
accordance with Section 706. Shaft enclosures shall have a
2003 BNTERNATBOMAL BUILDIMG CODE®
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FIRE-RESISTANCE-RATED CONSTRUCTlOiS!
fire-resistance rating not less than the floor assembly pene-
trated, but need not exceed 2 hours.
707.5 Continuity. Shaft enclosure walls shall extend from the
top of the 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 concealed
spaces such as the space above a suspended ceiling. The sup-
porting construction shall be protected to afford the required
fire-resistance rating of the element supported. Hollow vertical
spaces within the shaft enclosure construction wall shall be
firestopped at every floor level.
707.6 Exterior walls. Where exterior walls serve as a part of a
required shaft enclosure, such walls shall comply with the re-
quirements of Section 704 for exterior walls and the fire-resis-
tance-rated enclosure requirements shall not apply.
Exception: Exterior walls required to be fire-resistance
rated in accordance with Section 1022.6.
707.7 Openings. Openings in a shaft enclosure shall be pro-
tected in accordance with Section 7 15 as required for fire barri-
ers. Such openings shall be self-closing or automatic-closing
by smoke detection.
707.7.1 Prohibited openings. Openings other than those
necessary for the purpose of the shaft shall not be permitted
in shaft enclosures.
707.8 Penetrations. Penetrations in a shaft enclosure shall be
protected in accordance with Section 712 as required for fire
barriers.
707.8.1 Prohibited penetrations. Penetrations other than
those necessary for the purpose of the shaft shall not be per-
mitted in shaft enclosures. Ducts shall not penetrate exit
shaft enclosures.
Exception." Duct penetrations as permitted in Section
1019.1.2.
707.9 Joints. Joints in a shaft enclosure shall comply with Sec-
tion 713.
707.10 Ducts and air transfer openings. Penetrations of a
shaft enclosure by ducts and air transfer openings shall comply
with Sections 712 and 716.
707.11 Enclosure at the bottom. Shafts that do not extend to
the bottom of the building or structure shall:
1 . Be enclosed at the lowest level with construction of the
same fire-resistance rating as the lowest floor through
which the shaft passes, but not less than the rating re-
quired for the shaft enclosure;
2. Terminate in a room having a use related to the purpose
of the shaft. The room shall be separated from the re-
mainder of the building by construction having a fire-re-
sistance rating and opening protectives at least equal to
the protection required for the shaft enclosure; or
3 . Be protected by approved fire dampers installed in accor-
dance with their listing at the lowest floor level within the
shaft enclosure.
Exceptions:
1. The fire-resistance-rated room separation is not re-
quired provided there are no openings in or penetra-
tions of the shaft enclosure to the interior of the build-
ing except at the bottom. The bottom of the shaft shall
be closed off around the penetrating items with mate-
rials permitted by Section 717.3.1 for draftstopping,
or the room shall be provided with an approved auto-
matic fire suppression system.
2. A shaft enclosure containing a refuse chute or laundry
chute shall not be used for any other purpose and shall
terminate in a room protected in accordance with Sec-
tion 707.13.4.
3. The fire-resistance-rated room separation and the pro-
tection at the bottom of the shaft are not required pro-
vided there are no combustibles in the shaft and there
are no openings or other penetrations through the
shaft enclosure to the interior of the building.
707.12 Enclosure at the top. A shaft enclosure that does not
extend to the underside of the roof deck of the building shall be
enclosed at the top with construction of the same fire-resistance
rating as the topmost floor penetrated by the shaft, but not less
than the fire-resistance rating required for the shaft enclosure.
707.13 Refuse and laundry chutes. Refuse and laundry
chutes, access and termination rooms and incinerator rooms
shall meet the requirements of Sections 707.13.1 through
707.13.6.
Exception: Chutes serving and contained within a single
dwelling unit.
707.13.1 Refuse and laundry chute enclosures, A shaft
enclosure containing a refuse or laundry chute shall not be
used for any other purpose and shall be enclosed in accor-
dance with Section 707.4. Openings into the shaft, including
those from access rooms and termination rooms, shall be
protected in accordance with this section and Section 715.
Openings into chutes shall not be located in exit access cor-
ridors. Opening protectives shall be self-closing or auto-
matic-closing upon the actuation of a smoke detector
installed in accordance with Section 907.10, except that
heat-activated closing devices shall be permitted between
the shaft and the termination room.
707.13.2 Materials, A shaft enclosure containing a refuse
or laundry chute shall be constructed of materials as permit-
ted by the building type of construction.
707.13.3 Refuse and laundry chute access rooms. Access
openings for refuse and laundry chutes shall be located in
rooms or compartments completely enclosed by construc-
tion that has a fire-resistance rating of not less than 1 hour
and openings into the access rooms shall be protected by
opening protectives having a fire protection rating of not
less than V4 hour and shall be self-closing or automatic-clos-
ing upon the detection of smoke.
707.13.4 Termination room. Refuse and laundry chutes
shall discharge into an enclosed room completely separated
from the remainder of the building by construction that has a
fire-resistance rating of not less than 1 hour and openings
into the termination room shall be protected by opening
protectives having a fire protection rating of not less than V4
hour and shall be self-closing or automatic-closing upon the
detection of smoke. Refuse chutes shall not terminate in an
2003 SSMTERNATIONAL BUILDING CODE®
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incinerator room. Refuse and laundry rooms that are not
provided with chutes need only comply with Table 302. 1.1.
707.13.5 ledeerator room. Incinerator rooms shall com-
ply with Table 302. 1 . 1 .
707.13.6 Aetomatk ffire sprinkler system. An approved
automatic fire sprinkler system shall be installed in accor-
dance with Section 903.2.10.2.
707.14 Elevator and dumbwaiter shafts. Elevator hoistway
and dumbwaiter enclosures shall be constructed in accordance
with Section 707.4 and Chapter 30.
707.14.1 Elevator lobby. Elevators opening into a fire-re-
sistance-rated corridor as required by Section 1016.1 shall
be provided with an elevator lobby at each floor containing
such a corridor. The lobby shall separate the elevators from
the corridor by fire partitions and the required opening pro-
tection. Elevator lobbies shall have at least one means of
egress complying with Chapter 10 and other provisions
within this code.
1. In office buildings, separations are not required
from a street-floor elevator lobby provided the en-
tire street floor is equipped with an automatic
sprinkler system in accordance with Section
903.3.1.1.
2. Elevators not required to be located in a shaft in ac-
cordance with Section 707.2.
3. Where additional doors are provided in accor-
dance with Section 3002.6. Such doors shall be
tested in accordance with UL 1784 without an arti-
ficial bottom seal.
4. In other than Group 1-3, and buildings more than
four stories above the lowest level of fire depart-
ment vehicle access, lobby separation is not re-
quired where the building, including the lobby and
corridors leading to the lobby, is protected by an
automatic sprinkler system installed throughout in
accordance with Section 903.3.1.1 or 903.3.1.2.
708.1 Gemeral. The following wall assemblies shall comply
with this section.
1 . Walls separating dwelling units in the same building.
2. Walls separating sleeping units in occupancies in Group
R-1, hotel occupancies, R-2 and I-l.
3. Walls separating tenant spaces in covered mall buildings
as required by Section 402.7.2.
4. Corridor walls as required by Section 1016.1.
5. Elevator lobby separation as required by Section
707.14.1.
708.2 Materials. The walls shall be of materials permitted by
the building type of construction.
708.3 Flre-resistaece rating. The fire-resistance rating of the
walls shall be at least 1 hour.
1. Corridor walls as permitted by Table 1016.1.
2. Dwelling unit and sleeping unit separations in buildings
of Type IIB, IIIB and VB construction shall have fire-re-
sistance ratings of not less than '/2 hour in buildings
equipped throughout with an automatic sprinkler system
in accordance with Section 903.3.1.1.
708.4 Continuity. Fire partitions shall extend from the top of
the floor assembly below to the underside of the floor or roof
slab or deck above or to the fire-resistance-rated floor/ceiling
or roof/ceiling assembly above, and shall be securely attached
thereto. If the partitions are not continuous to the deck, and
where constructed of combustible construction, the space be-
tween the ceiling and the deck above shall be fireblocked or
draftstopped in accordance with Sections 717.2.1 and 717.3.1
at the partition line. The supporting construction shall be pro-
tected to afford the required fire-resistance rating of the wall
supported, except for tenant and sleeping unit separation walls
and exit access corridor walls in buildings of Type IIB, IIIB and
VB construction.
1 . The wall need not be extended into the crawl space be-
low where the floor above the crawl space has a mini-
mum 1-hour fire-resistance rating.
2. Where the room-side fire-resistance-rated membrane
of the corridor is carried through to the underside of a
fire-resistance-rated floor or roof above, the ceiling of
the corridor shall be permitted to be protected by the
use of ceihng materials as required for a 1-hour
fire-resistance-rated floor or roof system.
3. Where the corridor ceiling is constructed as required
for the corridor walls, the walls shall be permitted to
terminate at the upper membrane of such ceiling as-
sembly.
4. The fire partition separating tenant spaces in a mall,
complying with Section 402.7.2, is not required to ex-
tend beyond the underside of a ceiling that is not part
of a fire-resistance-rated assembly. A wall is not re-
quired in attic or ceiling spaces above tenant separa-
tion walls.
5. Fireblocking or draftstopping is not required at the
partition line in Group R-2 buildings that do not ex-
ceed four stories in height provided the attic space is
subdivided by draftstopping into areas not exceeding
3,000 square feet (279 m^) or above every two dwell-
ing units, whichever is smaller.
6. Fireblocking or draftstopping is not required at the
partition line in buildings equipped with an automatic
sprinkler system installed throughout in accordance
with Section 903.3.1.1 or 903.3.1.2 provided that au-
tomatic sprinklers are installed in combustible
floor/ceiling and roof/ceihng spaces.
708,5 Exterior walls. Where exterior walls serve as a part of a
required fire-resistance-rated enclosure, such walls shall comply
with the requirements of Section 704 for exterior walls and the
fire-resistance-rated enclosure requirements shall not apply.
2003 II8VSTERMA.T80NAL BU!LD!NG CODE®
95
FIRE-RESISTANCE-RATED CONSTRUCTIO^S
708,6 Openings. Openings in a fire partition shall be protected
in accordance with Section 715.
708o7 Penetrations, Penetrations through fire partitions shall
comply with Section 712.
708.8 Joints. Joints made in or between fire partitions shall
comply with Section 713.
708.9 Ducts and air transfer openings. Penetrations by ducts
and air transfer openings shall comply with Sections 712 and
716.
Si
SECTION 709
/iOKE BARRIERS
709.1 General. Smoke barriers shall comply with this section.
709.2 Materials. Smoke barriers shall be of materials permit-
ted by the building type of construction.
709.3 Fire-resistance rating. A 1 -hour fire-resistance rating is
required for smoke barriers.
Exception: Smoke barriers constructed of minimum
0.10-inch-thick (2.5 mm) steel in Group 1-3 buildings.
709.4 Continuity. Smoke 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 concealed spaces, such as those found above sus-
pended ceilings, and interstitial structural and mechanical
spaces. The supporting construction shall be protected to af-
ford the required fire-resistance rating of the wall or floor sup-
ported in buildings of other than Type IIB, TUB or VB
construction.
Exception: Smoke barrier walls are not required in intersti-
tial 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 barrier
walls.
709.5 Openings. Openings in a smoke barrier shall be pro-
tected in accordance with Section 715.
Exception: In Group 1-2, where such doors are installed
across corridors, a pair of opposite-swinging doors without
a center mullion shall be installed having vision panels with
approved fire-resistance-rated glazing materials in ap-
proved fire-resistance-rated frames, the area of which shall
not exceed that tested. The doors shall be close fitting within
operational tolerances, and shall not have undercuts, lou-
vers or grilles. The doors shall have head and jamb stops, as-
tragals or rabbets at meeting edges and automatic-closing
devices. Positive-latching devices are not required.
709.6 Penetrations. Penetrations through smoke barriers shall
comply with Section 712.
709.7 Joints. Joints made in or between smoke barriers shall
comply with Section 713.
709.8 Ducts and air transfer openings. Penetrations by ducts
and air transfer openings shall comply with Sections 712 and
716.
SliOKE PARTITIONS
710.1 General. Smoke partitions installed as required else-
where in the code shall comply with this section.
710.2 Materials. The walls shall be of materials permitted by
the building type of construction.
710o3 Fire-resDstance rating. Unless required elsewhere in the
code, smoke partitions are not required to have a fire-resistance
rating.
710.4 Continuity. Smoke partitions shall extend from the floor
to the underside of the floor or roof deck above or to the under-
side of the ceiling above where the ceiling membrane is con-
structed to limit the transfer of smoke.
710.5 Openings. Windows shall be sealed to resist the free pas-
sage of smoke or be automatic-closing upon detection of smoke.
Doors in smoke partitions shall comply with this section.
,5.1 Louvers. Doors in smoke partitions shall not in-
clude louvers.
710.5.2 Smoke and draft-control doors. Where required
elsewhere in the code, doors in smoke partitions shall be tested
in accordance with UL 1784 with an artificial bottom seal in-
stalled across the full width of the bottom of the door assembly.
The air leakage rate of the door assembly shall not exceed 3.0
cubic feet per minute per square foot [ftV(min ft^)] (0.015424
mVsm^) of door opening at 0. 10 inch (24.9 Pa) of water for both
the ambient temperature test and the elevated temperature ex-
posure test.
710.5.3 Self-closing or automatic-closing doors. Where
required elsewhere in the code, doors in smoke partitions
shall be self-closing or automatic-closing in accordance
with Section 715.3.7.3.
710.6 Penetrations and joints. The space around penetrating
items and in joints shall be filled with an approved material to
limit the free passage of smoke.
710.7 Ducts and air transfer openings. Air transfer openings
in smoke partitions shall be provided with a smoke damper
complying with Section 716.3.2.
Exception: Where the installation of a smoke damper will
interfere with the operation of a required smoke control sys-
tem in accordance with Section 909, approved alternative
protection shall be utilized.
HORIZONTAL ASSEMBLIES
711.1 General, Floor and roof assembhes required to have a
fire-resistance rating shall comply with this section.
711.2 Materials. The floor and roof assemblies shall be of ma-
terials permitted by the building type of construction.
The fire-resistance rating of
floor and roof assemblies shall not be less than that required by
the building type of construction. Where the floor assembly
separates mixed occupancies, the assembly shall have a fire-re-
sistance rating of not less than that required by Section 302.3.2
based on the occupancies being separated. Where the floor as-
96
2003 BNTERNATIONAL BU1LD8NG CODE®
FlRE-RESlSTANCE-RATEDC0iS!STRUCT10N
sembly separates a single occupancy into different fire areas,
the assembly shall have a fire-resistance rating of not less than
that required by Section 706.3.7. Floor assemblies separating
dwelling units in the same building or sleeping units in occu-
pancies in Group R-1, hotel occupancies, R-2 and I-l shall be a
] minimum of 1-hour fire-resistance-rated construction.
m Dwelling unit and sleeping unit separations in
buildings of Type IIB, IIIB, and VB construction shall have
fire-resistance ratings of not less than V2 hour in buildings
equipped throughout with an automatic sprinkler system in
accordance with Section 903.3.1.1.
Is. Where the weight of lay-in ceiling
panels, used as part of fire-resistance-rated floor/ceihng or
roof/ceiling assemblies, is not adequate to resist an upward
force of 1 Ib/ft.^ (48 Pa), wire or other approved devices shall
be installed above the panels to prevent vertical displace-
ment under such upward force.
rs. Access doors shall be permitted in
ceilings of fire-resistance-rated floor/ceiling and roof/ceil-
ing assembhes provided such doors are tested in accordance
with ASTM E 1 19 as horizontal assemblies and labeled by
an approved agency for such purpose.
In 1-hour fire -resistance-rated
floor construction, the ceiling membrane is not required to
be installed over unusable crawl spaces. In 1-hour fire-resis-
tance-rated roof construction, the floor membrane is not re-
quired to be installed where unusable attic space occurs
above.
711.4 Contnmuity. Assemblies shall be continuous without
openings, penetrations or joints except as permitted by this sec-
tion and Sections 707.2, 712.4 and 713. Skyhghts and other
penetrations through a fire-resistance-rated roof deck are per-
mitted to be unprotected, provided that the structural integrity
of the fire-resistance-rated roof construction is maintained. Un-
protected skylights shall not be permitted in roof construction
required to be fire-resistance rated in accordance with Section
704.10. The supporting construction shall be protected to af-
ford the required fire-resistance rating of the horizontal assem-
bly supported.
711.5 Penetrations, Penetrations through fire-resistance-rated
horizontal assemblies shall comply with Section 712.
711.6 Joints, Joints made in or between fire-resistance-rated
horizontal assemblies shall comply with Section 713. The void
created at the intersection of a floor/ceiling assembly and an ex-
terior curtain wall assembly shall be protected in accordance
with Section 713.4.
711.7 Ducts and air tramsfer openlEgs, Penetrarions by ducts
and air transfer openings shall comply with Secfions 712 and
716.
PENETRMIONS
712,1 Scope, The provisions of this secfion shall govern the
materials and methods of construcdon used to protect through
penetrations and membrane penetrations.
Is, Where sleeves are used, they shall
be securely fastened to the assembly penetrated. The space be-
tween the item contained in the sleeve and the sleeve itself and
any space between the sleeve and the assembly penetrated shall
be protected in accordance with this section. Insulation and
coverings on or in the penetradng item shall not penetrate the
assembly unless the specific material used has been tested as
part of the assembly in accordance with this secfion.
712.3 Fire-resistamce-rated walls. Penetrations into or
through fire walls, fire barriers, smoke barrier walls, and fire
partitions shall comply with this section.
712,3.1 Through penetrations. Through penetrations of
fire-resistance-rated walls shall comply with Section
712.3.1.1 or712.3. 1.2.
m Where the penetrating items are steel, fer-
rous or copper pipes or steel conduits, the annular space
between the penetrating item and the fire-resis-
tance-rated wall shall be permitted to be protected as fol-
lows:
1 . In concrete or masonry walls where the penetrat-
ing item is a maximum 6-inch (152 mm) nominal
diameter and the opening is a maximum 144
square inches (0.0929 m^), concrete, grout or mor-
tar shall be permitted where installed the full thick-
ness of the wall or the thickness required to
maintain the fire-resistance rating; or
2. The material used to fill the annular space shall
prevent the passage of flame and hot gases suffi-
cient to ignite cotton waste when subjected to
ASTM E 1 19 time-temperature fire conditions un-
der a minimum positive pressure differential of
0.01 inch (2.49 Pa) of water at the location of the
penetration for the time period equivalent to the
fire-resistance rating of the construction pene-
trated.
712.3.1.1 Fire=re§istance=rated assemtolies. Penetra-
tions shall be installed as tested in an approved fire-resis-
tance-rated assembly.
712.3.1.2 ThroMgh-penetration ffirestop system.
Through penetrations shall be protected by an approved
penetration firestop system installed as tested in accor-
dance with ASTM E 814 or UL 1479, with a minimum Q
positive pressure differential of 0.01 inctf (2.49 Pa) of
water and shall have an F rating of not less than the re-
quired fire-resistance rating of the wall penetrated.
712.3.2 Memtiirame pemetratiosis. Membrane penetrations
shall comply with Section 712.3.1. Where walls and parti-
tions are required to have a minimum 1-hour fire-resistance
rating, recessed fixtures shall be installed such that the re-
quired fire resistance will not be reduced.
1 . Steel electrical boxes that do not exceed 16 square
inches (0.0103 m^) in area provided the total area
of such openings does not exceed 100 square
inches (0.0645 m^) for any 100 square feet (9.29
m^) of wall area. Outlet boxes on opposite sides of
the wall shall be separated as shown:
2003 DNTERMATDONAL BUBLDaNG CODE®
97
FDRE-RESISTANCE-RATEDCONSTRUCTIOSM
1 . 1 . By a horizontal distance of not less than 24
inches (610 mm);
1 .2. By a horizontal distance of not less than the
depth of the wall cavity where the wall cav-
ity is filled with cellulose loose fill,
rockwool or slag mineral wool insulation;
1.3. By solid fireblocking in accordance with
Section 717.2.1;
1 .4. By protecting both outlet boxes with listed
putty pads; or
1.5. By other listed materials and methods.
2. Membrane penetrations for listed electrical outlet
boxes of any material are permitted provided such
boxes have been tested for use in fire-resis-
tance-rated assemblies and are installed in accor-
dance with the instructions included in the listing.
Outlet boxes on opposite sides of the wall shall be
separated as follows:
2. 1 . By a horizontal distance of not less than 24
inches (610 mm);
2.2. By solid fireblocking in accordance with
Section 717.2.1;
2.3. By protecting both outlet boxes with listed
putty pads; or
2.4. By other listed materials and methods.
3. The annular space created by the penetration of a
fire sprinkler provided it is covered by a metal es-
cutcheon plate.
712.3.3 Ducts and air transfer openings. Penetrations of
fire-resistance-rated walls by ducts and air transfer open-
ings that are not protected with fire dampers shall comply
with this section.
712.3.4 Dissimilar materials. Noncombustible penetrating
items shall not connect to combustible items beyond the
point of firestopping unless it can be demonstrated that the
fire-resistance integrity of the wall is maintained.
712.4 Horizontal assemblies. Penetrations of a floor,
floor/ceihng assembly or the ceiling membrane of a roof/ceil-
ing assembly shall be protected in accordance with Section
707. Penetrations permitted by Exceptions 3 and 4 of Section
707.2 shall comply with Sections 712.4.1 through 712.4.4.
Exception: Penetrations located within the same room or
undivided area as floor openings are not required to have a
shaft enclosure in accordance with Exception 1, 2, 5, 7, 8 or
9 in Section 707.2.
712.4.1 Through penetrations. Through penetrations of
fire-resistance-rated horizontal assembhes shall comply
with Section 712.4.1.1 or 712.4.1.2.
tons:
Penetrations by steel, ferrous or copper conduits,
pipes, tubes, vents, concrete, or masonry through a
single fire-resistance-rated floor assembly where
the annular space is protected with materials that
prevent the passage of flame and hot gases suffi-
cient to ignite cotton waste when subjected to
ASTM E 1 19 time-temperature fire conditions un-
der a minimum positive pressure differential of
0.01 inch (2.49 Pa) of water at the location of the
penetration for the time period equivalent to the
fire-resistance rating of the construction pene-
trated. Penetrating items with a maximum 6-inch
(152 mm) nominal diameter shall not be limited to
the penetration of a single fire-resistance-rated
floor assembly provided that the area of the pene-
tration does not exceed 144 square inches (92 900
mm^) in any 100 square feet (9.3 m^) of floor area.
2. Penetrations in a single concrete floor by steel, fer-
rous or copper conduits, pipes, tubes and vents
with a maximum 6-inch (152 mm) nominal diame-
ter provided concrete, grout or mortar is installed
the full thickness of the floor or the thickness re-
quired to maintain the fire-resistance rating. The
penetrating items with a maximum 6-inch (152
mm) nominal diameter shall not be limited to the
penetration of a single concrete floor provided that
the area of the penetration does not exceed 144
square inches (0.0929 m^).
3. Electrical outlet boxes of any material are permit-
ted provided that such boxes are tested for use in
fire-resistance-rated assemblies and installed in
accordance with the tested assembly.
712.4.1.1 Fire-resistamce-rated assemblies. Penetra-
tions shall be installed as tested in an approved fire-resis-
tance-rated assembly.
712.4.1.2 ThroMgh-pemetration llrestop system.
Through penetrations shall be protected by an approved
through-penetration firestop system installed and tested
in accordance with ASTM E 8 14 or UL 1479, with a min-
imum positive pressure differential of 0.01 inch (2.49 Pa)
of water. The system shall have an F rating and a T rating
of not less than 1 hour but not less than the required rating
of the floor penetrated.
Exception: Floor penetrations contained and located
within the cavity of a wall do not require a T rating.
Penetrations of mem-
branes that are part of a fire-resistance-rated horizontal as-
sembly shall comply with Section 712.4.1.1 or 712.4.1.2.
Where floor/ceiling assemblies are required to have a mini-
mum 1-hour fire-resistance rating, recessed fixtures shall be
installed such that the required fire resistance will not be re-
duced.
1 . Membrane penetrations by steel, ferrous or copper
conduits, electrical outlet boxes, pipes, tubes,
vents, concrete, or masonry-penetrating items
where the annular space is protected either in ac-
cordance with Section 712.4.1 or to prevent the
free passage of flame and the products of combus-
tion. Such penetrations shall not exceed an aggre-
gate area of 100 square inches (64 500 mm^) in any
100 square feet (9.3 m^) of ceiling area in assem-
blies tested without penetrations.
2003 INTERNATBONAL BUBLDING CODE®
FDRE-RESBSTANCE-RATEDCOMSTeUCTIION
2. Membrane penetrations by listed electrical outlet
boxes of any material are permitted provided such
boxes have been tested for use in fire-resis-
tance-rated assemblies and are installed in accor-
dance with the instructions included in the hsting.
3. The annular space created by the penetration of a
fire sprinkler provided it is covered by a metal es-
cutcheon plate.
712.4o3 Noinifflre=]re§5§toii]ice=ratedl assemMks. Penetra-
tions of horizontal assemblies without a required fire-resis-
tance rating shall meet the requirements of Section 707 or
shall comply with Sections 712.4.3.1 through 712.4.3.2.
712.4.3.1 Noimcoinnibiuistnble pemetiraltninig nil
Noncombustible penetrating items that connect not more
than three stories are permitted provided that the annular
space is filled with an approved noncombustible material
to resist the free passage of flame and the products of
combustion.
712.4.3.2 Pemetiratninig items. Penetrating items that con-
nect not more than two stories are permitted provided
that the annular space is filled with an approved material
to resist the free passage of flame and the products of
combustion.
712.4.4 Dnjicts and anr Uramsffer opemnirags. Penetrations of
horizontal assembhes by ducts and air transfer openings that
are not required to have dampers shall comply with this sec-
tion. Ducts and air transfer openings that are protected with
dampers shall comply with Section 716.
712.4.5 Dissimilar materials. Noncombustible penetrating
items shall not connect to combustible materials beyond the
point of firestopping unless it can be demonstrated that the
fire-resistance integrity of the horizontal assembly is main-
tained.
712.4.6 Floor ire doors. Floor fire doors used to protect
openings in fire-resistance-rated floors shall be tested in the
horizontal position in accordance with ASTM E 119, and
shall achieve a fire-resistance rating not less than the assem-
bly being penetrated. Floor fire doors shall be labeled by an
approved agency.
=KESDSmi\iT
n SYSTi
713.1 Gemeral. Joints installed in or between fire-resis-
tance-rated walls, floor or floor/ceiling assemblies and roofs or
roof/ceiling assemblies shall be protected by an approved
fire-resistant joint system designed to resist the passage of fire
for a time period not less than the required fire-resistance rating
of the wall, floor or roof in or between which it is installed.
Fire-resistant joint systems shall be tested in accordance with
Section 713.3. The void created at the intersection of a
floor/ceiling assembly and an exterior curtain wall assembly
shall be protected in accordance with Section 713.4.
m Fire-resistant joint systems shall not be required
for joints in all of the following locations:
1 . Floors within a single dwelhng unit.
2. Floors where the joint is protected by a shaft enclo-
sure in accordance with Section 707.
3. Floors within atriums where the space adjacent to the
atrium is included in the volume of the atrium for
smoke control purposes.
4. Floors within malls.
5. Floors within open parking structures.
6. Mezzanine floors.
7. Walls that are permitted to have unprotected open-
ings.
8. Roofs where openings are permitted.
9. Control joints not exceeding a maximum width of
0.625 inch (15.9 mm) and tested in accordance with
ASTM E 119.
713,2 Imstallation, Fire-resistant joint systems shall be se-
curely installed in or on the joint for its entire length so as not to
dislodge, loosen or otherwise impair its abihty to accommo-
date expected building movements and to resist the passage of
fire and hot gases.
Fire-resistant joint systems shall be
tested in accordance with the requirements of either ASTM E
1966 or UL 2079. Nonsymmetrical wall joint systems shall be
tested with both faces exposed to the furnace, and the assigned
fire-resistance rating shall be the shortest duration obtained
from the two tests. When evidence is furnished to show that the
wall was tested with the least fire-resistant side exposed to the
furnace, subject to acceptance of the building official, the wall
need not be subjected to tests from the opposite side.
m For exterior walls with a horizontal fire separa-
tion distance greater than 5 feet (1524 mm), the joint system
shall be required to be tested for interior fire exposure only.
713,4 Exterior cortaim wall/ffiloor inntersectioiiii. Where fire-
resistance-rated floor or floor/ceiling assemblies are required,
voids created at the intersection of the exterior curtain wall as-
sembhes and such floor assemblies shall be sealed with an ap-
proved material or system to prevent the interior spread of fire.
Such material or systems shall be securely installed and capa-
ble of preventing the passage of flame and hot gases sufficient
to ignite cotton waste where subjected to ASTM E 119
time-temperature fire conditions under a minimum positive
pressure differential of 0.01 inch of water (2.49 Pa) for the time
period at least equal to the fire-resistance rating of the floor as-
sembly. Height and fire-resistance requirements for curtain
wall spandrels shall comply with Section 704.9.
FD
ITROCTORAL iiEMBER^
714ol Eequulrementeo The fire-resistance 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 fire-resistance-rated assemblies supported.
m Fire barriers and fire partitions as provided in
Sections 706.4 and 708.4, respectively.
99
FSRE-RESISTANCE-RATEDCONSTRUCTSON
714.2 Protection of structural members. Protection of col-
umns, girders, trusses, beams, lintels or other structural mem-
bers that are required to have a fire-resistance rating shall
comply with this section.
714.2.1 Indlvidoal protection. Columns, girders, trusses,
beams, lintels or other structural members that are required
to have a fire-resistance rating and that support more than
two floors or one floor and roof, or support a load-bearing
wall or a nonload-bearing wall more than two stories high,
shall be individually protected on all sides for the full length
with materials having the required fire-resistance rating.
Other structural members required to have a fire-resistance
rating shall be protected by individual encasement, by a
membrane or ceiling protection as specified in Section 711,
or by a combination of both. Columns shall also comply
with Section 714.2.2.
714.2.2 Column protection above ceilings. Where col-
umns require a fire-resistance rating, the entire column, in-
cluding its connections to beams or girders, shall be
protected. Where the column extends through a ceiling, fire
resistance of the column shall be continuous from the top of
the floor through the ceiling space to the top of the column.
714.2.3 Truss protection. The required thickness and con-
struction of fire-resistance-rated assemblies enclosing
trusses shall be based on the results of full-scale tests or
combinations of tests on truss components or on approved
calculations based on such tests that satisfactorily demon-
strate that the assembly has the required fire resistance.
714.2.4 Attachments to structural members. The edges
of lugs, brackets, rivets and bolt heads attached to structural
members shall be permitted to extend to within 1 inch (25
mm) of the surface of the fire protection.
714.2.5 Reinforcing. Thickness of protection for concrete
or masonry reinforcement shall be measured to the outside
of the reinforcement except that stirrups and spiral rein-
forcement ties are permitted to project not more than
0.5-inch (12.7 mm) into the protection.
714.3 Embedments and enclosures. Pipes, wires, conduits,
ducts or other service facilities shall not be embedded in the re-
quired fire protective covering of a structural member that is re-
quired to be individually encased.
714.4 Impact protection. Where the fire protective covering
of a structural member is subject to impact damage from mov-
ing vehicles, the handhng 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 mate-
rial to a height adequate to provide full protection, but not less
than 5 feet (1524 mm) from the finished floor.
714.5 Exterior structural members. Load-bearing structural
members located within the exterior walls or on the outside of a
building or structure shall be provided with the highest fire-re-
sistance rating as determined in accordance with the following:
1 . As required by Table 60 1 for the type of building element
based on the type of construction of the building;
2. As required by Table 601 for exterior bearing walls based
on the type of construction; and
3. As required by Table 602 for exterior walls based on the
fire separation distance.
714.6 Bottom flange protection. Fire protection is not re-
quired at the bottom flange of lintels, shelf angles and plates,
spanning not more than 6 feet (1829 mm) whether part of the
structural frame or not, and from the bottom flange of lintels,
shelf angles and plates not part of the structural frame, regard-
less of span.
714.7 Seismic isolation systems. Fire-resistance ratings for
the isolation system shall meet the fire-resistance rating re-
quired for the columns, walls, or other structural elements in
which the isolation system is installed in accordance with Table
601.
Isolation systems required to have a fire-resistance rating
shall be protected with approved materials or construction as-
semblies designed to provide the same degree of fire resistance
as the structural element in which it is installed when tested in
accordance with ASTM E 119 (see Section 703.2).
Such isolation system protection applied to isolator units
shall be capable of retarding the transfer of heat to the isolator
unit in such a manner that the required gravity load-carrying ca-
pacity of the isolator unit will not be impaired after exposure to
the standard time-temperature curve fire test prescribed in
ASTM E 1 19 for a duration not less than that required for the
fire resistance rating of the structure element in which it is in-
stalled.
Such isolation system protection applied to isolator units
shall be suitably designed and securely installed so as not to
dislodge, loosen, sustain damage, or otherwise impair its abil-
ity to accommodate the seismic movements for which the isola-
tor unit is designed and to maintain its integrity for the purpose
of providing the required fire-resistance protection.
SECTION 715
OPENING PROTECTSVES
715.1 Gemeral. Opening protectives required by other sections
of this code shall comply with the provisions of this section.
715.2 Fire-resistance-rated glazing. Labeled fire-resis-
tance-rated glazing tested as part of a fire-resistance-rated wall
assembly in accordance with ASTM E 1 19 shall not be required
to comply with this section.
715.3 Fire door and shutter assemblies. Approved fire door
and fire shutter assemblies shall be constructed of any material
or assembly of component materials that conforms to the test
requirementsofSection715.3.1,715.3.2or715.3.3andthefire
protection rating indicated in Table 715.3. Fire door assemblies
and shutters shall be installed in accordance with the provisions
of this section and NFPA 80.
ions:
1 . Labeled protective assemblies that conform to the re-
quirements of this section or UL 10 A, UL 14B and UL
14C for tin-clad fire door assemblies.
2. Floor fire doors in accordance with Section 712.4.6.
^
100
2003 INTERNATIONAL BUILDING CODE®
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•„
FBRE DOOR AND FIRE SB'
IBLE 715.3
JTTER FIRE
TYPE OF ASSEMBLY
REQUIRED
ASSEMBLY
RATING
(hours)
MINIMUM
FIRE DOOR
AND FIRE
SHUTTER
ASSEMBLY
RATING
(hours)
Fire walls and fire barriers having a
required fire-resistance rating greater
than 1 hour
4
3
2
IV2
3
Fire barriers having a required
fire-resistance rating of 1 hour:
Shaft, exit enclosure and exit
passageway walls
Other fire barriers
1
1
1
Fire partitions:
Corridor walls
Other fire partitions
1
0.5
1
'/3^
%'
%
Exterior walls
3
2
1
both the ambient temperature and elevated temperature
tests. Louvers shall be prohibited.
a. Two doors, each with a fire protection rating of 1 '/j hours, installed on oppo-
site sides of the same opening in a fire wall, shall be deemed equivalent in
fire protection rating to one 3-hour fire door.
b. For testing requirements, see Section 715.3.3.
7153.1 Side=linEged or pivoted swinging doors.
Side-hinged and pivoted swinging doors shall be tested in
accordance with NFPA 252 or UL IOC. After 5 minutes into
the NFPA 252 test, the neutral pressure level in the furnace
shall be established at 40 inches (1016 mm) or less above the
sill.
rSo Other types of doors, includ-
ing swinging elevator doors, shall be tested in accordance
with NFPA 252 or UL lOB. The pressure in the furnace shall
be maintained as nearly equal to the atmospheric pressure as
possible. Once established, the pressure shall be maintained
during the entire test period.
715,3.3 Door assemtolies im corridors and smoke Ibarri-
ers. Fire door assemblies required to have a minimum fire
protection rating of 20 minutes where located in corridor
walls or smoke barrier walls having a fire-resistance rating
in accordance with Table 715.3 shall be tested in accordance
with NFPA 252 or UL IOC without the hose stream test. If a
20-minute fire door assembly contains glazing material, the
glazing material in the door itself shall have a minimum fire
protection rating of 20 minutes and be exempt from the hose
stream test. Glazing material in any other part of the door as-
sembly, including transom lites and sidelites, shall be tested
in accordance with NFPA 257, including the hose stream
test, in accordance with Section 715.4. Fire door assemblies
shall also meet the requirements for a smoke- and draft-con-
trol door assembly tested in accordance with UL 1784 with
an artificial bottom seal installed across the full width of the
bottom of the door assembly. The air leakage rate of the door
assembly shall not exceed 3.0 cfm per square foot (0.01524
mVsm^) of door opening at 0. 10 inch (24.9 Pa) of water for
1 . Viewports that require a hole not larger than 1 inch
(25 mm) in diameter through the door, have at least
an 0.25-inch-thick (6.4 mm) glass disc and the
holder is of metal that will not melt out where sub-
ject to temperatures of 1,700°F (927°C).
2. Corridor door assemblies in occupancies of Group
1-2 shall be in accordance with Section 407.3.1.
3. Unprotected openings shall be permitted for corri-
dors in multitheater complexes where each motion
picture auditorium has at least one-half of its re-
quired exit or exit access doorways opening di-
rectly to the exterior or into an exit passageway.
715,3,4 Doors Ie vertical exit; enclosures and exit passage-
ways. Fire door assemblies in vertical exit enclosures and exit
passageways 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.
Exceptloe: The maximum transmitted temperature end
point is not required in buildings equipped throughout
with an automatic sprinkler system installed in accor-
dance with Section 903.3.1.1 or 903.3.1.2.
715.3.4,1 Glazing in doors. Fire-protection-rated glaz-
ing in excess of 100 square inches (0.065 m^) shall be
permitted in fire door assemblies when tested in accor-
dance with NFPA 252 as components of the door assem-
bhes and not as glass lights, and shall have a maximum
transmitted temperature end point of 450°F (232°C) in
accordance with Section 715.3.4.
m The maximum transmitted temperature
end point is not required in buildings equipped
throughout with an automatic sprinkler system in-
stalled in accordance with Section 903.3.1.1 or
903.3.1.2.
715,3,5 Labeled protective assemblies. Fire door assem-
blies shall be labeled by an approved agency. The labels
shall comply with NFPA 80, and shall be permanently af-
fixed to the door or frame.
715,3,5.1 Fire door labeling requirements. Fire doors
shall be labeled showing the name of the manufacturer,
the name of the third-party inspection agency, the fire
protection rating and, where required for fire doors in
exit enclosures by Section 715.3.4, the maximum trans-
mitted temperature end point. Smoke and draft control
doors complying with UL 1784 shall be labeled as such.
Labels shall be approved and permanently affixed. The
label shall be applied at the factory or location where fab-
rication and assembly are performed.
715.3.5.2 Oversized doors. Oversized fire doors shall
bear an oversized fire door label by an approved agency
or shall be provided with a certificate of inspection fur-
nished by an approved testing agency. When a certificate
of inspection is furnished by an approved testing agency,
the certificate shall state that the door conforms to the re-
2003 BNTERiSSATSONAL BUJLDING CODE®
FIRE-RESISTANCE-RATED CONSTRUCTlOiS!
quirements of design, materials and construction, but has
not been subjected to the fire test.
715.3.5.3 Smoke and draft control door labeling re-
quirements. Smoke and draft control doors complying
with UL 1784 shall be labeled in accordance with Sec-
tion 715.3.5.1 and shall show the letter "S" on the fire rat-
ing label of the door. This marking shall indicate that the
door and frame assembly are in compliance when hsted
or labeled gasketing is also installed.
715.3.5.4 Fire door frame labeling requirements. Fire
door frames shall be labeled showing the names of the
manufacturer and the third-party inspection agency.
715.3.6 Glazing material. Fire-protection-rated glazing
conforming to the opening protection requirements in Sec-
tion 715.3 shall be permitted in fire door assemblies.
715.3.6.1 Size limitations. Wired glass used in fire doors
shall comply with Table 715.4.3. Other fire-protec-
tion-rated glazing shall comply with the size limitations
ofNFPASO.
Exceptions:
1. Fire-protection-rated glazing in fire doors lo-
cated 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 m^) without a dimension exceed-
ing 10 inches (254 mm).
2. Fire-protection-rated glazing shall not be in-
stalled in fire doors having a 1 V2-hour fire pro-
tection rating intended for installation in fire
barriers, unless the glazing is not more than 100
square inches (0.065 m^) in area.
715.3.6.2 Exit and elevator protectives. Approved
fire-protection-rated glazing used in fire doors in eleva-
tor and stairway shaft enclosures shall be so located as to
furnish clear vision of the passageway or approach to the
elevator or stairway.
715.3.6.3 Labeling. Fire-protection-rated glazing shall
bear a label or other identification showing the name of
the manufacturer, the test standard and the fire protection
rating. Such label or other identification shall be issued
by an approved agency and shall be permanently affixed.
715.3.6.4 Safety glazing. Fire-protection-rated glazing
installed in fire doors or fire window assemblies in areas
subject to human impact in hazardous locations shall
comply with Chapter 24.
715.3.7 Door closing. Fire doors shall be self-closing or au-
tomafic-closing in accordance with this section.
Exceptions Fire doors located in common walls separat-
ing sleeping units in Group R-1 shall be permitted with-
out automatic-closing or self-closing devices.
715.3.7.1 Latch required. Unless otherwise specifically
permitted, single fire doors and both leaves of pairs of
side-hinged swinging fire doors shall be provided with
an active latch bolt that will secure the door when it is
closed.
715.3.7.2 Aintomatic-closlng fire door assemblies. Au-
tomatic-closing fire door assemblies shall be self-closing
in accordance with NFPA 80.
715.3.7.3 Smoke-activated doors. Automatic-closing
fire doors installed in the following locations shall be au-
tomatic-closing by the actuation of smoke detectors in-
stalled in accordance with Section 907.10 or by loss of
power to the smoke detector or hold-open device. Fire
doors that are automatic-closing by smoke detection
shall not have more than a 10-second delay before the
door starts to close after the smoke detector is actuated.
1 . Doors installed across a corridor.
2. Doors that protect openings in horizontal exits, ex-
its or exit access corridors required to be of fire-re-
sistance-rated construction.
3. Doors that protect openings in walls required to be
fire-resistance rated by Table 302.1.1.
4. Doors installed in smoke barriers in accordance
with Section 709.5.
5. Doors installed in fire partitions in accordance
with Section 708.6.
6. Doors installed in a fire wall in accordance with
Section 705.8.
715.3.7.4 Doors m pedestrian ways. Vertical sliding or
vertical rolling steel fire doors in openings through which
pedestrians travel shall be heat activated or activated by
smoke detectors with alarm verification.
715.3.8 Swinging Tire 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 6 inches (152
mm) high.
ig fire shutters. Where fire shutters of the
rolling type are installed, such shutters shall include ap-
proved automatic-closing devices.
715.4 Fire-protection rated glazing. Glazing in fire window
assemblies shall be fire protection rated in accordance with this
section and Table 715.4. Glazing in fire doors shall comply
with Section 715.3.6. Fire-protection-rated glazing installed as
an opening protective in fire partitions, smoke barriers and fire
barriers shall be tested in accordance with and shall meet the
acceptance criteria of NFPA 257 for a fire protection rating of
45 minutes. Fire-protection-rated glazing shall also comply
with NFPA 80. Fire-protection-rated glazing required in accor-
dance with Section 704. 12 for exterior wall opening protection
shall be tested in accordance with and shall meet the acceptance
criteria of NFPA 257 for a fire protection rating as required in
Section 715.4.8.
1. Wired glass in accordance with Section 715.4.3.
2. Fire-protection-rated glazing in 0.5-hour fire-resis-
tance-rated partitions is permitted to have an
0.33-hour fire protection rating.
102
2003 SMTERNAT80NAL BUILDING CODE®
FDRE-RESISTANCE-RATEDCONSTRUCTIION
«l
TABLI
FIRE WINDOW ASSEMBLY IF
715.4
IRE PROTECTION RATINGS
TYPE OF ASSEMBLY
REQUIRED
ASSEMBLY
RATING
(hours)
MINIMUM FIRE
WINDOW
ASSEMBLY
RATING (hours)
Interior walls:
Fire walls
Fire barriers and fire partitions
Smoke barriers
All
>1
1
1
Npa
Npa
%
Exterior walls
>1
1
Party walls
All
Npa
a. Not permitted except as specified in Section 715.2.
ing MEder positive pressmreo NFPA 257 shall
evaluate fire-protection-rated glazing under positive pres-
sure. Within the first 10 minutes of a test, the pressure in the
furnace shall be adjusted so at least two-thirds of the test
specimen is above the neutral pressure plane, and the neutral
pressure plane shall be maintained at that height for the bal-
ance of the test.
iSo Nonsymmetrical
fire-protection-rated glazing systems in fire partitions, fire
barriers or in exterior walls with a fire separation of 5 feet
( 1 524 mm) or less pursuant to Section 704 shall be tested with
both faces exposed to the furnace, and the assigned fire pro-
tection rating shall be the shortest duration obtained from the
two tests conducted in compliance with NFPA 257.
715o4.3 Wired glass. Steel window frame assemblies of
0.125-inch (3.2 mm) minimum solid section or of not less
than nominal 0.048-inch-thick (1.2 mm) formed sheet steel
members fabricated by pressing, mitering, riveting, inter-
locking or welding and having provision for glazing with
74-inch (6.4 mm) wired glass where securely installed in the
building construction and glazed with V4-inch (6.4 mm) la-
beled wired glass shall be deemed to meet the requirements
for a V4-hour fire window assembly. Wired glass panels shall
conform to the size limitations set forth in Table 715.4.3.
TABLE 715.4.3
LIMDT8NG SIZES OF WIRED GLASS PANELS
OPENING FIRE
PROTECTION
RATING
MAXIMUM
AREA
(square inches)
MAXIMUM
HEIGHT
(inches)
MAXIMUM
WIDTH
(inches)
3 hours
1 V2-hour doors in
exterior walls
1 and IV, hours
100
33
10
'^U hour
1,296
54
54
20 minutes
Not Limited
Not Limited
Not Limited
Fire window
assemblies
1,296
54
54
For SI: 1 inch = 25.4 mm, 1 square inch = 645.2 mm^.
715.4.4 Nonwired glass. Glazing other than wired glass in
fire window assemblies shall be fire-protection-rated glaz-
ing installed in accordance with and complying with the size
Hmitations set forth in NFPA 80.
n. Fire-protection-rated glazing shall be
in the fixed position or be automatic-closing and shall be in-
stalled in approved frames.
Metal mullions that exceed a
nominal height of 12 feet (3658 mm) shall be protected with
materials to afford the same fire-resistance rating as re-
quired for the wall construction in which the protective is lo-
cated.
715o4o7 Interior Ire window assemblies. Fire-protec-
tion-rated glazing used in fire window assemblies located in
fire partitions and fire barriers shall be limited to use in as-
semblies with a maximum fire-resistance rating of 1 hour in
accordance with this secdon.
715.4.7.1 Where permitted, Fire-protecfion-rated glaz-
ing shall be limited to fire partitions designed in accor-
dance with Section 708 and fire barriers utilized in the
apphcadons set forth in Sections 706.3.5 and 706.3.6
where the fire-resistance rating does not exceed I hour.
715.4.7.2 Size limitations. The total area of windows
shall not exceed 25 percent of the area of a common wall
with any room.
js. Exterior open-
ings, other than doors, required to be protected by Section
704.12, where located in a wall required by Table 602 to
have a fire-resistance radng of greater than 1 hour, shall be
protected with an assembly having a fire protecdon rating of
not less than 1 72 hours. Exterior openings required to be
protected by Section 704.8, where located in a wall required
by Table 602 to have a fire-resistance rating of 1 hour, shall
be protected with an assembly having a fire protection rating
of not less than '^1^ hour. Exterior openings required to be
protected by Section 704.9 or 704. 10 shall be protected with
an assembly having a fire protection rating of not less than
V4 hour. Openings in nonfire-resistance-rated exterior wall
assemblies that require protection in accordance with Sec-
tion 704.8, 704.9 or 704. 10 shall have a fire protection rating
of not less than V4 hour.
715.4.9 Labeling requirements. Fire-protection-rated
glazing shall bear a label or other identification showing the
name of the manufacturer, the test standard, and the fire pro-
tection rating. Such label or identification shall be issued by
an approved agency and shall be permanently affixed.
DUCTS AND MR TRANSFER OPENINGS
716.1 General. The provisions of this section shall govern the
protection of ducts and air transfer openings in fire-resis-
tance-rated assemblies.
716.1.1 Pucts and air transfer openings without damp=
ers. Ducts and air transfer openings that penetrate fire-resis-
tance-rated assemblies and are not required by this section
to have dampers shall comply with the requirements of Sec-
tion 712.
O
Fire dampers, smoke dampers, combina-
tion fire/smoke dampers and ceiling dampers located within air
distribution and smoke control systems shall be installed in ac-
2003 IMTERNATJONAL B
103
FIRE-RESISTANCE-RATED C0SS!STRUCT10N
cordance with the requirements of this section, the manufac-
turer's installation instructions and listing.
716.2.1 Smoke control system. Where the installation of a
fire damper will interfere with the operation of a required
smoke control system in accordance with Section 909, ap-
proved alternative protection shall be utilized.
716.2.2 Hazardous exhaust docts. Fire dampers for haz-
ardous exhaust duct systems shall comply with the Interna-
tional Mechanical Code.
716.3 Damper testing and ratings. Dampers shall be listed
and bear the label of an approved testing agency indicating
compliance with the standards in this section. Fire dampers
shall comply with the requirements of UL 555. Only fire damp-
ers labeled for use in dynamic systems shall be installed in
heating, ventilation and air-conditioning systems designed to
operate with fans on during a fire. Smoke dampers shall com-
ply with the requirements of UL 555S. Combination
fire/smoke dampers shall comply with the requirements of both
UL 555 and UL 555S. Ceiling radiation dampers shall comply
with the requirements of UL 555C.
716.3.1 Fire protection rating. Fire dampers shall have the
minimum fire protection rating specified in Table 716.3.1
for the type of penetration.
TABLE 716.3.1
F8RE DAMPER RATBNG
TYPE OF
PENETRATION
MDNIfVIUiU DAMPER RATING
(hours)
Less than 3-hour fire-
resistance-rated assemblies
1.5
3 -hour or greater fire-
resistance-rated assemblies
3
716.3.1.1 Fire damper actuating device. The fire
damper actuating device shall meet one of the following
requirements:
1 . The operating temperature shall be approximately
50°F (10°C) above the normal temperature within
the duct system, but not less than 160°F (TTC).
2. The operating temperature shall be not more than
286°F (141°C) where located in a smoke control
system complying with Section 909.
3. Where a combination fire/smoke damper is lo-
cated in a smoke control system complying with
Section 909, the operating temperature rating shall
be approximately 50°F (10°C) above the maxi-
mum smoke control system designed operating
temperature, or a maximum temperature of 350°F
(177°C). The temperature shall not exceed the UL
555S degradation test temperature rating for a
combination fire/smoke damper.
716.3.2 Smoke damper ratings. Smoke damper leakage
ratings shall not be less than Class IL Elevated temperature
ratings shall not be less than 250°F (12rC).
716.3.2.1 Smoke damper actuation methods. The
smoke damper shall close upon actuation of a listed
smoke detector or detectors installed in accordance with
Section 907. 10 and one of the following methods, as ap-
plicable:
1 . Where a damper is installed within a duct, a smoke
detector shall be installed in the duct within 5 feet
(1524 mm) of the damper with no air outlets or in-
lets between the detector and the damper. The de-
tector shall be listed for the air velocity,
temperature and humidity anticipated at the point
where it is installed. Other than in mechanical
smoke control systems, dampers shall be closed
upon fan shutdown where local smoke detectors
require a minimum velocity to operate.
2. Where a damper is installed above smoke barrier
doors in a smoke barrier, a spot-type detector listed
for releasing service shall be installed on either
side of the smoke barrier door opening.
3. Where a damper is installed within an unducted
opening in a wall, a spot-type detector Usted for re-
leasing service shall be installed within 5 feet
(1524 mm) horizontally of the damper.
4. Where a damper is installed in a corridor wall, the
damper shall be permitted to be controlled by a
smoke detection system installed in the corridor.
5. Where a total-coverage smoke detector system is
provided within areas served by a heating, ventila-
tion and air-conditioning (HVAC) system, damp-
ers shall be permitted to be controlled by the smoke
detection system.
D. Fire and smoke dampers
shall be provided with an approved means of access, large
enough to permit inspection and maintenance of the damper
and its operating parts. The access shall not affect the integrity
of fire-resistance-rated assemblies. The access openings shall
not reduce the fire-resistance rating of the assembly. Access
points shall be permanently identified on the exterior by a label
having letters not less than 0.5 inch (12.7 mm) in height read-
ing: SMOKE DAMPER or FIRE DAMPER. Access doors in
ducts shall be tight fitting and suitable for the required duct
construction.
Where required. Fire dampers, smoke dampers, combi-
nation fire/smoke dampers and ceiling radiation dampers shall
be provided at the locations prescribed in this section. Where an
assembly is required to have both fire dampers and smoke
dampers, combination fire/smoke dampers or a fire damper and
a smoke damper shall be required.
716.5.1 Fire walls. Ducts and air transfer openings permit-
ted in fire walls in accordance with Section 705.1 1 shall be
protected with approved fire dampers installed in accor-
dance with their listing.
.2 Fire barriers. Ducts and air transfer openings in
fire barriers shall be protected with approved fire dampers
installed in accordance with their listing.
ni; Fire dampers are not required at penetrations
of fire barriers where any of the following apply:
1 . Penetrations are tested in accordance with ASTM
E 119 as part of the fire-resistance-rated assembly.
2003 INTERNATEOWAL BU1LD8NG CODE®
FWE-RESBSTANCE-RATEDCOMSTIRUCTDOW
Ducts are used as part of an approved smoke con-
trol system in accordance with Section 909.
Such walls are penetrated by ducted HVAC sys-
tems, have a required fire-resistance rating of 1
hour or less, are in areas of other than Group H and
are in buildings equipped throughout with an auto-
matic sprinkler system in accordance with Section
903.3. 1 . 1 or 903.3. 1 .2. For the purposes of this ex-
ception, a ducted HVAC system shall be a duct sys-
tem for conveying supply, return or exhaust air as
part of the structure's HVAC system. Such a duct
system shall be constructed of sheet steel not less
than 26 gage thickness and shall be continuous
from the air-handling appliance or equipment to
the air outlet and inlet terminals.
3 Sihafft eeclosisres. Ducts and air transfer openings
shall not penetrate a shaft serving as an exit enclosure except
as permitted by Section 1019.1.2.
716o5o3ol Pemetratnoms off slhafft emdosmreso Shaft en-
closures that are permitted to be penetrated by ducts and
air transfer openings shall be protected with approved
fire and smoke dampers installed in accordance with
their listing.
[=>
4
4
1 . Fire dampers are not required at penetrations of
shafts where:
1.1. Steel exhaust subducts are extended at
least 22 inches (559 mm) vertically in
exhaust shafts, provided there is a con-
tinuous airflow upward to the outside; •
1.2. Penetrations are tested in accordance
with ASTM E 119 as part of the rated
assembly;
1.3. Ducts are used as part of an approved
smoke control system designed and in-
stalled in accordance with Section 909,
and where the fire damper will interfere
with the operation of the smoke control
system; or
1.4. The penetrations are in parking garage
exhaust or supply shafts that are sepa-
rated from other building shafts by not
less than 2-hour fire-resistance-rated
construction.
2. In Group B occupancies, equipped throughout
with an automatic sprinkler system in accor-
dance with Section 903.3.1.1, smoke dampers
are not required at penetrations of shafts where:
2.1. Bathroom and toilet room exhaust
openings with steel exhaust subducts,
having a wall thickness of at least 0.019
inches (0.48 mm) that extend at least 22
inches (559 mm) vertically and the ex-
haust fan at the upper terminus, pow-
ered continuously in accordance with
the provisions of Section 909. 1 1 , main-
tains airflow upward to the outside; or
2.2. Ducts are used as part of an approved
smoke control system, designed and in-
stalled in accordance with Section 909,
and where the smoke damper will inter-
fere with the operation of the smoke
control system.
3. Smoke dampers are not required at penetration
of exhaust or supply shafts in parking garages
that are separated from other building shafts by
not less than 2-hour fire-resistance-rated con-
struction.
716.5o4 Fire partnltEOES, Duct penetrations in fire partitions
shall be protected with approved fire dampers installed in
accordance with their listing.
nis: In occupancies other than Group H, fire
dampers are not required where any of the following ap-
ply:
1. The partitions are tenant separation and corridor
walls in buildings equipped throughout with an au-
tomatic sprinkler system in accordance with Sec-
tion 903.3.1.1 or 903.3.1.2 and the duct is
protected as a through penetration in accordance
with Section 712.
2. The duct system is constructed of approved mate-
rials in accordance with the International Mechan-
ical Code and the duct penetrating the wall meets
all of the following minimum requirements:
2.1. The duct shall not exceed 100 square
inches (0.06 m^).
2.2. The duct shall be constructed of steel a
minimum of 0.0217 inch (0.55 mm) in
thickness.
2.3. The duct shall not have openings that com-
municate the corridor with adjacent spaces
or rooms.
2.4. The duct shall be installed above a ceihng.
2.5. The duct shall not terminate at a wall regis-
ter in the fire-resistance-rated wall.
2.6. A minimum 12-inch-long (0.30 m) by
0.060-inch-thick (1.52 mm) steel sleeve
shall be centered in each duct opening. The
sleeve shall be secured to both sides of the
wall and all four sides of the sleeve with
minimum 1 '/2-inch by 1 '/2-inch by
0.060-inch (0.038 m by 0.038 m by 1.52
mm) steel retaining angles. The retaining
angles shall be secured to the sleeve and the
wall with No. 10 (M5) screws. The annular
space between the steel sleeve and wall
opening shall be filled with rock (mineral)
wool batting on all sides.
2003 BNTEFSMATBONAL BUDLDING CODE®
105
FIRE-RESISTANCE-RATED CONSTRUCT!O^S
716.5.4.1 Corridors. A listed smoke damper designed to
resist the passage of smoke shall be provided at each
point a duct or air transfer opening penetrates a corridor
enclosure required to have smoke and draft control doors
in accordance with Section 715.3.3.
Exceptions;
1. Smoke dampers are not required where the
building is equipped throughout with an ap-
proved smoke control system in accordance
with Section 909, and smoke dampers are not
necessary for the operation and control of the
system.
2. Smoke dampers are not required in corridor
penetrations where the duct is constructed of
steel not less than 0.019-inch (0.48 mm) in
thickness and there are no openings serving the
corridor.
716.S.5 Smoke barriers. A listed smoke damper designed
to resist the passage of smoke shall be provided at each point
a duct or air transfer opening penetrates a smoke barrier.
Smoke dampers and smoke damper actuation methods shall
comply with Section 716.3.2.1.
Exception; Smoke dampers are not required where the
openings in ducts are limited to a single smoke compart-
ment and the ducts are constructed of steel.
716.6 Horizontal assemblies. Penetrations by ducts and air
transfer openings of a floor, floor/ceiling assembly or the ceil-
ing membrane of a roof/ceiling assembly shall be protected by
a shaft enclosure that complies with Section 707 or shall com-
ply with this section.
716.6.1 Through penetrations. In occupancies other than
Groups 1-2 and 1-3, a duct and air transfer opening system
constructed of approved materials in accordance with the
International Mechanical Code that penetrates a fire-resis-
tance-rated floor/ceiling assembly that connects not more
than two stories is permitted without shaft enclosure protec-
tion provided a fire damper is installed at the floor line.
Exception: A duct is permitted to penetrate three floors
or less without a fire damper at each floor provided it
meets all of the following requirements.
1 . The duct shall be contained and located within the
cavity of a wall and shall be constructed of steel not
less than 0.019 inch (0.48 mm) (26 gage) in thick-
ness.
2. The duct shall open into only one dwelling unit or
sleeping unit and the duct system shall be continu-
ous from the unit to the exterior of the building.
3. The duct shall not exceed 4-inch (102 mm) nomi-
nal diameter and the total area of such ducts shall
not exceed 100 square inches (0.065 m^) in any 100
square feet (9.3 m^) of floor area.
4. The annular space around the duct is protected
with materials that prevent the passage of flame
and hot gases sufficient to ignite cotton waste
where subjected to ASTM E 119 time-temperature
conditions under a minimum positive pressure
differendal of 0.01 inch (2.49 Pa) of water at the lo-
cation of the penetration for the time period equiv-
alent to the fire-resistance rating of the
construction penetrated
5. Grille openings located in a ceihng of a fire-resis-
tance-rated floor/ceiling or roof/ceiling assembly
shall be protected with a ceiling radiation damper
in accordance with Section 716.6.2.
716.6.2 Membrane penetrations. Where duct systems
constructed of approved materials in accordance with the
International Mechanical Code penetrate a ceiling of a
fire-resistance-rated floor/ceiling or roof/ceiling assembly,
shaft enclosure protection is not required provided an ap-
proved ceiling radiation damper is installed at the ceiling
line. Where a duct is not attached to a diffuser that penetrates
a ceiling of a fire-resistance-rated floor/ceiling or roof/ceil-
ing assembly, shaft enclosure protection is not required pro-
vided an approved ceiling radiation damper is installed at
the ceiling line. Ceiling radiation dampers shall be tested in
accordance with UL 555C and constructed in accordance
with the details listed in a fire-resistance-rated assembly or
shall be labeled to function as a heat barrier for air-handling
outlet/inlet penetrations in the ceiling of a fire-resis-
tance-rated assembly. Ceiling radiation dampers shall not be
required where ASTM E 1 19 fire tests have shown that ceil-
ing radiation dampers are not necessary in order to maintain
the fire-resistance rating of the assembly. Ceiling radiation
dampers shall not be required where exhaust duct penetra-
tions are protected in accordance with Section 712.4.2,
where exhaust ducts are located within the cavity of a wall,
and where exhaust ducts do not pass through another dwell-
ing unit or tenant space.
716.6.3 Nonfire=resistance-rated assemblies. Duct sys-
tems constructed of approved materials in accordance with
the International Mechanical Code that penetrate
nonfire-resistance-rated floor assemblies and that connect
not more than two stories are permitted without shaft enclo-
sure protection provided that the annular space between the
assembly and the penetrating duct is filled with an approved
noncombustible material to resist the free passage of flame
and the products of combustion. Duct systems constructed
of approved materials in accordance with the International
Mechanical Code that penetrate nonfire-resistance-rated
floor assemblies and that connect not more than three stories
are permitted without shaft enclosure protection provided
that the annular space between the assembly and the pene-
trating duct is filled with an approved noncombustible mate-
rial to resist the free passage of flame and the products of
combustion, and a fire damper is installed at each floor line.
Exception: Fire dampers are not required in ducts within
individual residential dwelling units.
716.7 Flexible ducts and air connectors. Flexible ducts and
air connectors shall not pass through any fire-resistance-rated
assembly. Flexible air connectors shall not pass through any
wall, floor or ceiling.
106
2003 INTERNATIONAL BUILDING CODE®
SE-RESISTANCE-RATED CONSTRUCTDOW
of the run. Enclosed spaces under stairs shall also comply
with Section 1019.1.5.
•t
717ol Gemeral. Fireblocking and draftstopping shall be in-
stalled in combustible concealed locations in accordance with
this section. Fireblocking shall comply with Section 717.2.
Draftstopping in floor/ceiling spaces and attic spaces shall
comply with Sections 717.3 and 717.4, respectively. The per-
mitted use of combustible materials in concealed spaces of
noncombustible buildings shall be limited to the applications
indicated in Section 717.5.
717.2 Fireblocking. In combustible construction, fireblocking
shall be installed to cut off concealed draft openings (both ver-
tical and horizontal) and shall form an effective barrier between
floors, between a top story and a roof or attic space.
Fireblocking shall be installed in the locations specified in Sec-
tions 717.2.2 through 717.2.7.
717.2.1 FirebfiocMmg materials. Fireblocking shall consist
of 2-inch (5 1 mm) nominal lumber or two thicknesses of
1-inch (25 mm) nominal lumber with broken lap joints or
one thickness of 0.719-inch (18.3 mm) wood structural
panel with joints backed by 0.719-inch (18.3 mm) wood
structural panel or one thickness of 0.75-inch (19 mm)
particleboard with joints backed by 0.75-inch (19 mm)
particleboard. Gypsum board, cement fiber board, batts or
blankets of mineral wool or glass fiber or other approved
materials installed in such a manner as to be securely re-
tained in place shall be permitted as an acceptable fireblock.
Batts or blankets of mineral or glass fiber or other approved
nonrigid materials shall be permitted for comphance with
the 10-foot (3048 mm) horizontal fireblocking in walls con-
structed using parallel rows of studs or staggered studs.
Loose-fill insulation material shall not be used as a fireblock
unless specifically tested in the form and manner intended
for use to demonstrate its ability to remain in place and to re-
tard the spread of fire and hot gases. The integrity of
fireblocks shall be maintained.
717,2,1.1 Double sted walls. Batts or blankets of min-
eral or glass fiber or other approved nonrigid materials
shall be allowed as fireblocking in walls constructed us-
ing parallel rows of studs or staggered studs.
spaces, Fireblocking shall be pro-
vided in concealed spaces of stud walls and partitions, in-
cluding furred spaces, and parallel rows of studs or
staggered studs, as follows:
a. Vertically at the ceihng and floor levels.
b. Horizontally at intervals not exceeding 10 feet (3048
mm).
717.2.3 Comeectioms toetweem horizomtal amd vertical
spaces. Fireblocking shall be provided at interconnections
between concealed vertical stud wall or partifion spaces and
concealed horizontal spaces created by an assembly of floor
joists or trusses, and between concealed vertical and hori-
zontal spaces such as occur at soffits, drop ceilings, cove
ceilings and similar locations.
717.2.4 Stairways, Fireblocking shall be provided in con-
cealed spaces between stair stringers at the top and bottom
ngs. Where annular space
protection is provided in accordance with Exception 6 of
Section 707.2, Exception 1 of Section 712.4.2, or Section
712.4.3, fireblocking shall be installed at openings around
vents, pipes, ducts, chimneys and fireplaces at ceiling and
floor levels, with an approved material to resist the free pas-
sage of flame and the products of combustion. Factory-built
chimneys and fireplaces shall be fireblocked in accordance
with UL 103 and UL 127.
1. Fireblocking shall be installed
within concealed spaces of exterior wall finish and other ex-
terior architectural elements where permitted to be of com-
bustible construction as specified in Section 1406 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 4 inches (102 mm) of separa-
tion between sections.
Exceptions:
1. Fireblocking of cornices is not required in sin-
gle-family dwellings, as applicable in Section
101.2. Fireblocking of cornices of a two-family
dwelling as applicable in Section 101.2 is required
only at the line of dwelling unit separation.
2. Fireblocking shall not be required where installed
on noncombustible framing and the face of the ex-
terior wall finish exposed to the concealed space is
covered by one of the following materials:
2.1. Aluminum having a minimum thickness of
0.019 inch (0.5 mm).
2.2. Corrosion-resistant steel having a base
metal thickness not less than 0.016 inch
(0.4 mm) at any point.
2.3. Other approved noncombustible materials.
717,2.7 Concealed sleeper spaces. Where wood sleepers
are used for laying wood flooring on masonry or concrete
fire-resistance-rated floors, the space between the floor slab
and the underside of the wood flooring shall be filled with an
approved material to resist the free passage of flame and
products of combustion or fireblocked in such a manner that
there will be no open spaces under the flooring that will ex-
ceed 100 square feet (9.3 m^) in area and such space shall be
filled solidly under permanent partitions so that there is no
communication under the flooring between adjoining
rooms.
1. Fireblocking is not required for slab-on-grade
floors in gymnasiums.
2. Fireblocking is required only at the juncture of
each alternate lane and at the ends of each lane in a
bowling facility.
717.3 Draftstopping im floors. In combustible construction,
draftstopping shall be installed to subdivide floor/ceiling as-
semblies in the locations prescribed in Sections 717.3.2
through 717.3.3.
2003 INTERNATIONAL BU8LDING CODE®
107
FIRE-RESISTANCE-RATED CONSTRUCTSON
717.3.1 Draftstopping materials. Draftstopping materials
shall not be less than 0.5-inch (12.7 mm) gypsum board,
0.375-inch (9.5 mm) wood structural panel, 0.375-inch (9.5
mm) particleboard or other approved materials adequately
supported. The integrity of draftstops shall be maintained.
717.3.2 Groups R-1, R.2, R-3 and R-4. Draftstopping
shall be provided in floor/ceiling spaces in Group R- 1 build-
ings, in Group R-2 buildings as applicable in Section 101.2
with three or more dwelling units, in Group R-3 buildings as
applicable in Section 101.2 with two dwelling units and in
Group R-4 buildings. Draftstopping shall be located above
and in hne with the dwelling unit and sleeping unit separa-
tions.
Exceptions;
1. Draftstopping is not required in buildings
equipped throughout with an automatic sprinkler
system in accordance with Section 903.3.1.1.
2. Draftstopping is not required in buildings
equipped throughout with an automatic sprinkler
system in accordance with Section 903.3.1.2, pro-
vided that automatic sprinklers are also installed in
the combustible concealed spaces.
717.3.3 Other groups. In other groups, draftstopping shall
be installed so that horizontal floor areas do not exceed
1,000 square feet (93 m2).
Exception: Draftstopping is not required in buildings
equipped throughout with an automatic sprinkler system
in accordance with Section 903.3.1.1.
717.4 Draftstopping in attics. In combustible construction,
draftstopping shall be installed to subdivide attic spaces and
concealed roof spaces in the locations prescribed in Sections
717.4.2 and 717.4.3. Ventilation of concealed roof spaces shall
be maintained in accordance with Section 1203.2.
717.4.1 Draftstopping materials. Materials utilized for
draftstopping of attic spaces shall comply with Section
717.3.1.
717.4.1.1 Openings. Openings in the partitions shall be
protected by self-closing doors with automatic latches
constructed as required for the partitions.
717.4.2 Groups R-1 and R-2. Draftstopping shall be pro-
vided in attics, mansards, overhangs or other concealed roof
spaces of Group R-2 buildings with three or more dwelling
units and in all Group R-1 buildings. Draftstopping shall be
installed above, and in line with, sleeping unit and dweUing
unit separation walls that do not extend to the underside of
the roof sheathing above.
Exceptions:
1. Where corridor walls provide a sleeping unit or
dwelling unit separation, draftstopping shall only
be required above one of the corridor walls.
2. Draftstopping is not required in buildings
equipped throughout with an automatic sprinkler
system in accordance with Section 903.3.1.1.
3. In occupancies in Group R-2 that do not exceed
four stories in height, the attic space shall be subdi-
vided by draftstops into areas not exceeding 3,000
square feet (279 m^) or above every two dwelling
units, whichever is smaller.
4. Draftstopping is not required in buildings
equipped throughout with an automatic sprinkler
system in accordance with Section 903.3.1.2, pro-
vided that automatic sprinklers are also installed in
the combustible concealed spaces.
717.4,3 Other 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^).
ni Draftstopping is not required in buildings
equipped throughout with an automatic sprinkler system
in accordance with Section 903.3.1.1.
717.S Combustibles in concealed spaces in Type I or II con-
struction. Combustibles shall not be permitted in concealed
spaces of buildings of Type I or 11 construction.
Exceptions:
1. Combustible materials in accordance with Section
603.
2. Combustible materials complying with Section 602
of the International Mechanical Code.
3. Class A interior finish materials.
4. Combustible piping within partitions or enclosed
shafts installed in accordance with the provisions of
this code. Combustible piping shall be permitted
within concealed ceiling spaces where installed in ac-
cordance with the International Mechanical Code
and the International Plumbing Code.
SECTION 718
FIRE=RES8STANCE REQUSREIVIENTS
FOR PLASTER
718.1 Thickness of plaster. The minimum thickness of gyp-
sum plaster or portland cement plaster used in a fire-resis-
tance-rated system shall be determined by the prescribed fire
tests. The plaster thickness shall be measured from the face of
the lath where apphed to gypsum lath or metal lath.
718.2 Plaster equivalents. For fire-resistance purposes, 0.5
inch (12.7 mm) of unsanded gypsum plaster shall be deemed
equivalent to 0.75 inch (19.1 mm) of one-to-three gypsum sand
plaster or 1 inch (25 mm) of portland cement sand plaster.
718.3 Noncombustible furring. In buildings of Type I and II
construction, plaster shall be applied directly on concrete or
masonry or on approved noncombustible plastering base and
furring.
108
2003 IMTERNATBONAL BUILDING CODE®
718.4 Double reimlForcemeiniL Plaster protection more than 1
inch (25 mm) in thickness shall be reinforced with an additional
layer of approved lath embedded at least 0.75 inch (19.1 mm)
from the outer surface and fixed securely in place.
m Solid plaster partitions or where otherwise de-
termined by fire tests.
718.5 Plaster altermatnves for coecrete. In reinforced con-
crete construction, gypsum plaster or portland cement plaster is
permitted to be substituted for 0.5 inch (12.7 mm) of the re-
quired poured concrete protection, except that a minimum
thickness of 0.375 inch (9.5 mm) of poured concrete shall be
provided in reinforced concrete floors and 1 inch (25 mm) in re-
inforced concrete columns in addition to the plaster finish. The
concrete base shall be prepared in accordance with Section
2510.7.
^TB©M719
ID-DWSULATDB
iMERIAU
719.1 General. Insulating materials, including facings such as
vapor retarders and vapor-permeable membranes, similar cov-
erings, and all layers of single and multilayer reflective foil in-
sulations, shall comply with the requirements of this section..
Where a flame spread index or a smoke-developed index is
specified in this section, such index shall be determined in ac-
cordance with ASTM E 84. Any material that is subject to an
increase in flame spread index or smoke-developed index be-
yond the limits herein established through the effects of age,
moisture, or other atmospheric conditions shall not be permit-
ted.
1. Fiberboard insulation shall comply with Chapter 23.
2. Foam plastic insulation shall comply with Chapter 26.
3. Duct and pipe insulation and duct and pipe coverings
and Unings in plenums shall comply with the Interna-
tional Mechanical Code.
719,2 Comcealedl imsItaMatnoe. Insulating materials, where
concealed as installed in buildings of any type of construction,
shall have a flame spread index of not more than 25 and a
smoke-developed index of not more than 450.
mt Cellulose loose-fill insulation that is not spray
applied, complying with the requirements of Section 719.6,
shall only be required to meet the smoke-developed index of
not more than 450.
igs. Where such materials are installed in con-
cealed spaces in buildings of Type III, IV or V construction,
the flame spread and smoke-developed limitations do not
apply to facings, coverings, and layers of reflective foil insu-
lation that are installed behind and in substantial contact
with the unexposed surface of the ceiling, wall or floor fin-
ish.
719.3 Exposed mstollatnoe. Insulating materials, where ex-
posed as installed in buildings of any type of construction, shall
have a flame spread index of not more than 25 and a smoke-de-
veloped index of not more than 450.
Exceptnoe; Cellulose loose-fill insulation that is not spray
applied complying with the requirements of Section 719.6
shall only be required to meet the smoke-developed index of
not more than 450.
719o3ol Attic lioors. Exposed insulation materials installed
on attic floors shall have a critical radiant flux of not less
than 0.12 watt per square centimeter when tested in accor-
dance with ASTM E 970.
Loose-fill insulation materials
that cannot be mounted in the ASTM E 84 apparatus without a
screen or artificial supports shall comply with the flame spread
and smoke-developed limits of Sections 719.2 and 719.3 when
tested in accordance with CAN/ULC S 102.2.
m Cellulose loose-fill insulation shall not be re-
quired to comply with this test method, provided such insu-
lation comphes with the requirements of Section 719.6.
nselatioiii. The use of combustible roof insulation
not complying with Sections 719.2 and 719.3 shall be permit-
ted in any type of construction provided it is covered with ap-
proved roof coverings directly applied thereto.
719.i6 Celtalose loose=ffll Imsulatiomo Cellulose loose-fill insu-
lation shall comply with CPSC 16 CFR, Part 1209 and CPSC
16 CFR, Part 1404. Each package of such insulating material
shall be clearly labeled in accordance with CPSC 16 CFR, Part
1209 and CPSC 16 CFR, Part 1404.
.7 Imselatlom and covering on pipe and teMng. Insulation
and covering on pipe and tubing shall have a flame spread index
of not more than 25 and a smoke-developed index of not more
than 450.
PRESCRIPTIVE FDRE RESBSmWCE
72(D).l Gemeral. The provisions of this section contain prescrip-
tive details of fire-resistance-rated building elements. The ma-
terials of construction listed in Tables 720.1(1), 720.1(2), and
720.1(3) shall be assumed to have the fire-resistance ratings
prescribed therein. Where materials that change the capacity
for heat dissipation are incorporated into a fire-resistance-rated
assembly, fire test results or other substantiating data shall be
made available to the building official to show that the required
fire-resistance-rating time period is not reduced.
72([])olol Thickness off protective coverings. The thickness
of fire-resistant materials required for protection of struc-
tural members shall be not less than set forth in Table
720.1(1), except as modified in this section. The figures
shown shall be the net thickness of the protecting materials
and shall not include any hollow space in back of the protec-
tion.
72(I]).lo2 Unit masonry protection. Where required, metal
ties shall be embedded in transverse joints of unit masonry
for protection of steel columns. Such ties shall be as set forth
in Table 720.1(1) or be equivalent thereto.
2003 INTERIVSATIOINIAL BUDLDDiSllG CODE®
F!RE-RESISTANCE-RATEDCONSTRUCT!OfS!
720.1.3 Reinforcement for cast-in-place concrete col-
umn protection. Cast-in-place concrete protection for steel
columns shall be reinforced at the edges of such members
with wire ties of not less than 0.18 inch (4.6 mm) in diameter
wound spirally around the columns on a pitch of not more
than 8 inches (203 mm) or by equivalent reinforcement.
720.1.4 Plaster application. The finish coat is not required
for plaster protective coatings where they comply with the
design mix and thickness requirements of Tables 720.1(1),
720.1(2) and 720.1(3).
720.1.5 Bonded prestressed concrete tendons. For mem-
bers having a single tendon or more than one tendon in-
stalled with equal concrete cover measured from the nearest
surface, the cover shall not be less than that set forth in Table
720.1(1). For members having multiple tendons installed
with variable concrete cover, the average tendon cover shall
not be less than that set forth in Table 720.1(1), provided:
1. The clearance from each tendon to the nearest ex-
posed surface is used to determine the average cover.
2. In no case can the clear cover for individual tendons
be less than one-half of that set forth in Table
720.1(1). A minimum cover of 0.75 inch (19.1 mm)
for slabs and 1 inch (25 mm) for beams is required for
any aggregate concrete.
3. For the purpose of establishing a fire-resistance rat-
ing, tendons having a clear covering less than that set
forth in Table 720. 1(1) shall not contribute more than
50 percent of the required ultimate moment capacity
for members less than 350 square inches (0.226 m^) in
cross-sectional area and 65 percent for larger mem-
bers. For structural design purposes, however, ten-
dons having a reduced cover are assumed to be fully
effective.
SECTION 721
CALCULATED FIRE RESISTANCE
721.1 General. The provisions of this section contain proce-
dures by which the fire resistance of specific materials or com-
binations of materials is established by calculations. These
procedures apply only to the information contained in this sec-
tion and shall not be otherwise used. The calculated fire resis-
tance of concrete, concrete masonry, and clay masonry
assemblies shall be permitted in accordance with ACI
216.1/TMS 0216.1. The calculated fire resistance of steel as-
semblies shall be permitted in accordance with Chapter 5 of
ASCE/SFPE 29.
721.1.1 Definitions. The following words and terms shall,
for the purposes of this chapter and as used elsewhere in this
code, have the meanings shown herein.
CERAMIC FIBER BLANKET. A mineral wool insula-
tion material made of alumina-silica fibers and weighing 4
to 10 pounds per cubic foot (pcf) (64 to 160 kg/m^).
_ CARBONATE AGGREGATE. Concrete
made with aggregates consisting mainly of calcium or mag-
nesium carbonate, such as limestone or dolomite, and con-
taining 40 percent or less quartz, chert, or flint.
CELLULAR. A lightweight insulafing
concrete made by mixing a preformed foam with portland
cement slurry and having a dry unit weight of approximately
30 pcf (480 kg/m^).
CONCRETE, LIGHTWEIGHT AGGREGATE. Con-
crete made with aggregates of expanded clay, shale, slag or
slate or sintered fly ash or any natural lightweight aggregate
meeting ASTM C 330 and possessing equivalent fire-resis-
tance properties and weighing 85 to 115 pcf (1360 to 1840
kg/nP).
CONCRETE, PERLITE. A hghtweight insulafing con-
crete having a dry unit weight of approximately 30 pcf (480
kg/m^) made with perlite concrete aggregate. Perlite aggre-
gate is produced from a volcanic rock which, when heated,
expands to form a glass-like material of cellular structure.
CONCRETE, SAND-LIGHTWEIGHT. Concrete made
with a combination of expanded clay, shale, slag, slate,
sintered fly ash, or any natural lightweight aggregate meet-
ing ASTM C 330 and possessing equivalent fire-resistance
properties and natural sand. Its unit weight is generally be-
tween 105 and 120 pcf (1680 and 1920 kg/m^).
SILICEOUS AGGREGATE. Concrete
made with normal-weight aggregates consisting mainly of
silica or compounds other than calcium or magnesium car-
bonate, which contains more than 40-percent quartz, chert,
or flint.
CONCRETE, VERMICULITE. A lightweight insulafing
concrete made with vermiculite concrete aggregate which is
laminated micaceous material produced by expanding the
ore at high temperatures. When added to a portland cement
slurry the resulting concrete has a dry unit weight of approx-
imately 30 pcf (480 kg/m3).
GLASS FIBERBOARD. Fibrous glass roof insulation
consisting of inorganic glass fibers formed into rigid boards
using a binder. The board has a top surface faced with as-
phalt and kraft reinforced with glass fiber.
A rigid felted thermal insulation
board consisting of either felted mineral fiber or cellular
beads of expanded aggregate formed into flat rectangular
units.
110
2003 IMTERNATIONAL BUILDING CODEC
?E-RESDSTAMCE-RATED CONSTRUCTSOM
TABLE 720.1(1)
JM PROTECTIOM OF STRUCTURAL PARTS BASED ON TBiWE PERBODS
FOR VARIOUS NONCOMBUSTIBLE DiMSULATlNG MATERSALS'"
STRUCTURAL
PARTS TO BE
PROTECTED
ITEM
NUMBER
INSULATING MATERIAL USED
MINIMUM THICKNESS OF
INSULATING MATERIAL
FOR THE FOLLOWING
FIRE-RESISTANCE
PERIODS (inches)
4
hour
3
hour
2
hour
hour
1. Steel columns
and all of
primary trusses
1-1.1
Carbonate, lightweight and sand-lightweight aggregate concrete, members 6" x 6" or
greater (not including sandstone, granite and siliceous gravel).''
2V2
2
VI,
1-1.2
Carbonate, lightweight and sand-lightweight aggregate concrete, members 8" x 8" or
greater (not including sandstone, granite and siliceous gravel).'"
2
IV2
1
1-1.3
Carbonate, lightweight and sand-Ughtweight aggregate concrete, members
12" X 12"or greater (not including sandstone, granite and siUceous gravel).^
IV2
1
1
1-1.4
Siliceous aggregate concrete and concrete excluded in Item 1-1.1, members 6" x 6"
or greater.''
3
2
l'/2
1-1.5
Siliceous aggregate concrete and concrete excluded in Item 1-1.1, members 8" x 8"
or greater.*
1%
2
1
1-1.6
Siliceous aggregate concrete and concrete excluded in Item 1-1.1, members
12" X 12" or greater."
2
1
1
1-.2.1
Clay or shale brick with brick and mortar fill."
3%
—
2V4
1-3.1
4" hollow clay tile in two 2" layers; ^l{' mortar between tile and column; ^/g" metal
mesh 0.046" wire diameter in horizontal joints; tile fill."
4
—
—
—
1-3.2
2" hollow clay tile; ^Z/' mortar between tile and column; ^/g"metal mesh 0.046" wire
diameter in horizontal joints; hmestone concrete fill;" plastered with %" gypsum
plaster.
3
—
—
—
1-3.3
2" hollow clay tile with outside wire ties 0.08" diameter at each course of tile or ^/g"
metal mesh 0.046" diameter wire in horizontal joints; limestone or trap-rock concrete
fill' extending 1" outside column on all sides
—
—
3
—
1-3.4
2" hollow clay tile with outside wire ties 0.08" diameter at each course of tile with or
without concrete fill; ^l^^' mortar between tile and column.
—
—
—
2
1-4.1
Cement plaster over metal lath wire tied to ^1^^' cold-rolled vertical channels with
0.049" (No. 18 B.W. gage) wire ties spaced 3" to 6" on center. Plaster mixed
1:2 V2 by volume, cement to sand.
—
—
2V2''
%
1-5.1
Vermiculite concrete, 1:4 mix by volume over paperbacked wire fabric lath wrapped
directly around column with additional 2" x 2" 0.06570.065" (No. 16/16 B.W. gage)
wire fabric placed '^1" from outer concrete surface. Wke fabric tied with 0.049" (No.
18 B.W. gage) wire spaced 6" on center for inner layer and 2" on center for outer
layer.
2
—
—
—
1-6.1
Perlite or vermiculite gypsum plaster over metal lath wrapped around column and
furred 1 V4" from column flanges. Sheets lapped at ends and tied at 6" intervals with
0.049" (No. 18 B.W. gage) tie wire. Plaster pushed through to flanges.
l'/2
1
—
1-6.2
Perlite or vermiculite gypsum plaster over self-furring metal lath wrapped directly
around column, lapped 1" and tied at 6" intervals with 0.049" (No. 18 B.W. gage)
wire.
1%
1%
1
—
1-6.3
Perlite or vermiculite gypsum plaster on metal lath applied to '^1" cold-rolled
channels spaced 24" apart vertically and wrapped flatwise around column.
iVa
—
—
—
1-6.4
Perhte or vermiculite gypsum plaster over two layers of ""l^ plain full-length gypsum
lath applied tight to column flanges. Lath wrapped with 1" hexagonal mesh of No. 20
gage wire and tied with doubled 0.035" diameter (No. 18 B.W. gage) wire ties spaced
23" on center. For three-coat work, the plaster mix for the second coat shall not
exceed 100 pounds of gypsum to 2V2 cubic feet of aggregate for the 3-hour system.
1\
2
—
{continued)
2003 I^^TERMATDOMAL BUlLDliMG CODE®
111
FIRE-RESISTANCE-RATED CONSTRUCTION
TABLE 720.1 (1)-^oir84!iniuedl
WJIMIWiUiVi PROTECTION OF STRUCTURAL PARTS BASED ON TBiVlE PERiODS
NONCOMBOSTDBLE INSULATING MATERIALS'"
STRUCTURAL
PARTS TO BE
PROTECTED
ITEM
NUMBER
INSULATING MATERIAL USED
MINIMUM THICKNESS OF
INSULATING MATERIAL
FOR THE FOLLOWING
FIRE-RESISTANCE
PERIODS (inches)
4
hour
3
hour
2
hour
1
hour
1 . Steel columns
and all of
primary trusses
(continued)
1-6.5
Perlite or vermiculate gypsum plaster over one layer of '/2" plain full-length gypsum
lath appUed tight to column flanges. Lath tied with doubled 0.049" (No. 18 B.W.
gage) wire ties spaced 23" on center and scratch coat wrapped with 1" hexagonal
mesh 0.035" (No. 20 B.W. gage) wire fabric. For three-coat work, the plaster mix for
the second coat shall not exceed 100 pounds of gypsum to 2 Vj cubic feet of
aggregate.
—
2
—
—
1-7.1
Multiple layers of ^l{' gypsum wallboard'^ adhesively'' secured to column flanges and
successive layers. Wallboard applied without horizontal joints. Comer edges of each
layer staggered. Wallboard layer below outer layer secured to column with doubled
0.049" (No. 18 B.W. gage) steel wire ties spaced 15" on center. Exposed comers
taped and treated.
—
—
2
1
1-7.2
Three layers of %" Type X gypsum wallboard.'^ First and second layer held in place
by Vg" diameter by 1%" long ring shank nails with Vjg" diameter heads spaced 24"
on center at comers. Middle layer also secured with metal straps at mid-height and
18" from each end, and by metal comer bead at each comer held by the metal straps.
Third layer attached to comer bead with 1" long gypsum wallboard screws spaced
12" on center.
—
—
1%
1-7.3
Three layers of ^/g" Type X gypsum wallboard,*^ each layer screw attached to l^/g"
steel studs 0.018" thick (No. 25 carbon sheet steel gage) at each comer of column.
Middle layer also secured with 0.049" (No. 18 B.W. gage) double-strand steel wire
ties, 24" on center. Screws are No. 6 by 1" spaced 24" on center for inner layer, No. 6
by 1 Vg" spaced 12"on center for middle layer and No. 8 by 2'//' spaced 12" on center
for outer layer.
—
1%
—
—
1-8.1
Wood-fibered gypsum plaster mixed 1 : 1 by weight gypsum-to-sand aggregate
applied over metal lath. Lath lapped 1" and tied 6" on center at all end, edges and
spacers with 0.049" (No. 18 B.W. gage) steel tie wires. Lath applied over V2" spacers
made of ^i^' furring channel with 2" legs bent around each comer. Spacers located 1"
from top and bottom of member and a maximum of 40" on center and wire tied with
a single strand of 0.049" (No. 18 B.W. gage) steel tie wires. Comer bead tied to the
lath at 6" on center along each comer to provide plaster thickness.
—
—
\%
—
2. Webs or
flanges of
steel beams
and girders
2-1.1
Carbonate, lightweight and sand-lightweight aggregate concrete (not including
sandstone, granite and siliceous gravel) with 3" or finer metal mesh placed 1" from
the finished surface anchored to the top flange and providing not less than 0.025
square inch of steel area per foot in each direction.
2
IV2
1
1
2-1.2
Siliceous aggregate concrete and concrete excluded in Item 2-1.1 with 3" or finer
metal mesh placed 1" from the finished surface anchored to the top flange and
providing not less than 0.025 square inch of steel area per foot in each direction.
2-/2
2
l'/2
1
2-2.1
Cement plaster on metal lath attached to ^Z/' cold-rolled channels with 0.049" (No.
18 B.W. gage) wire ties spaced 3" to 6" on center. Plaster mixed 1:2 V2 by volume,
cement to sand.
—
—
2V2''
%
2-3.1
Vermiculite gypsum plaster on a metal lath cage, wire tied to 0.165" diameter (No. 8
B.W. gage) steel wire hangers wrapped around beam and spaced 16" on center. Metal
lath ties spaced approximately 5" on center at cage sides and bottom.
—
%
—
—
{continued)
112
2003 INTERNATIONAL BUILDING CODE®
FDRE-RESISTAMCE-RATEDCONSTRUCTBOSM
TABLE 720.1(11)— continued
lUWi PROTECTION OF STRUCTURAL PARTS BASED ON TIME PE
FOR VARBOUS NONCOSWBOSTBBLE BNSULATBNG MATERBALS'"
MlNIMUWl THICKNESS OF
INSULATING MATERIAL
■ FOR THE FOLLOWING
FIRE-RESISTANCE
STRUCTURAL
PARTS TO BE
PERIODS (inches)
ITEM
4
3
2
1
PROTECTED
NUMBER
INSULATING WiATERlAL USED
hour
hour
hour
hour
Two layers of ^/g" Type X gypsum wallboard*^ are attached to U-shaped brackets
spaced 24" on center. 0.018" thick (No. 25 carbon sheet steel gage) 1%" deep by 1"
galvanized steel runner channels are first installed parallel to and on each side of the
top beam flange to provide a V2" clearance to the flange. The channel runners are
attached to steel deck or concrete floor construction with approved fasteners spaced
12" on center. U-shaped brackets are formed from members identical to the channel
runners. At the bent portion of the U-shaped bracket, the flanges of the channel are
cut out so that l^/g" deep comer channels can be inserted without attachment parallel
to each side of the lower flange.
2-4.1
As an alternate, 0.021" thick (No. 24 carbon sheet steel gage) 1" x 2" runner and
comer angles may be used in lieu of channels, and the web cutouts in the U-shaped
brackets may be omitted. Each angle is attached to the bracket with V2"-long No. 8
self-drilling screws. The vertical legs of the U-shaped bracket are attached to the
mnners with one V2" long No. 8 self-drilling screw. The completed steel framing
IV4
2. Webs or
provides a 2 Vg" and 1 ^l{' space between the inner layer of wallboard and the sides
flanges of
steel beams
and bottom of the steel beam, respectively. The inner layer of wallboard is attached
to the top mnners and bottom comer channels or comer angles with 1 V4"-long No. 6
and girders
self-drilling screws spaced 16" on center. The outer layer of wallboard is applied
(continued)
with 1 ^74"- long No. 6 self-drilling screws spaced 8" on center. The bottom comers are
reinforced with metal corner beads.
Three layers of ^/g" Type X gypsum wallboard'^ attached to a steel suspension system
as described immediately above utihzing the 0.018" thick (No. 25 carbon sheet steel
gage) 1" X 2" lower comer angles. The framing is located so that a 2Vg" and 2" space
is provided between the inner layer of wallboard and the sides and bottom of the
beam, respectively. The first two layers of wallboard are attached as described
2-4.2
inmiediately above. A layer of 0.035" thick (No. 20 B.W. gage) 1" hexagonal
galvanized wire mesh is applied under the soffit of the middle layer and up the sides
approximately 2". The mesh is held in position with the No. 6 1 Vg"-long screws
installed in the vertical leg of the bottom comer angles. The outer layer of wallboard
is attached with No. 6 2V4"-long screws spaced 8" on center. One screw is also
installed at the mid-depth of the bracket in each layer. Bottom comers are finished as
described above.
1%
3. Bonded
Carbonate, lightweight, sand-lightweight and siliceous^ aggregate concrete
48
38
2V0
IV2
pretensioned
Beams or girders
z. /2
reinforcement
3-1.1
in prestressed
2
I'A
1
concrete^
SoUd slabs*"
1 '2
Carbonate, lightweight, sand-lightweight and siliceous^ aggregate concrete
Unrestrained members:
4-1.1
Solid slabs'"
—
2
IV2
—
4. Bonded or
Beams and girders'
unbonded
8" wide
4V2
2V2
1%
post-tensioned
tendons in
greater than 12" wide
3
2V,
2
1'/,
Carbonate, lightweight, sand-lightweight and siliceous aggregate
prestressed
Restrained members:''
concrete^' '
4-1.2
Solid slabs'"
Beams and girders'
IV4
1
%
—
8" wide
2V2
2
1%
—
greater than 12" wide
2
1%
l'/2
—
{continued)
2003 BIMTERByiATBOBMAL BUBLDBESSG CODE®
113
FIRE-RESISTANCE-RATED CONSTRUCTION
TABLE 720.1(1)— continued
MINIMUM PROTECTION OF STRUCTURAL PARTS BASED ON TIME PERIODS
FOR VARIOUS NONCOMBUSTIBLE INSULATING MATERIALS'"
STRUCTURAL
PARTS TO BE
PROTECTED
ITEM
NUMBER
INSULATING MATERIAL USED
MINIMUM THICKNESS OF
INSULATING MATERIAL
FOR THE FOLLOWING
FIRE-RESISTANCE
PERIODS (inches)
4
hour
3
hour
2
hour
1
hour
5. Reinforcing
steel in
reinforced
concrete
columns, beams
girders and
trusses
5-1.1
Carbonate, lightweight and sand-hghtweight aggregate concrete, members 12" or
larger, square or round. (Size limit does not apply to beams and girders monolithic
with floors.)
Siliceous aggregate concrete, members 12" or larger, square or round. (Size limit
does not apply to beams and girders monolithic with floors.)
1'/,
2
IV2
IV2
IV.
1V2
6. Reinforcing
steel in
reinforced
concrete joists'
6-1.1
6-1.2
Carbonate, lightweight and sand-lightweight aggregate concrete.
Siliceous aggregate concrete.
IV4
IV4
IV4
IV2
1
1
7. Reinforcing and
tie rods in floor
and roof slabs'
7-1.1
7-1.2
Carbonate, lightweight and sand-lightweight aggregate concrete.
Siliceous aggregate concrete.
1
IV4
1
1
1
V4
V4
For SI: 1 inch = 25.4 mm, 1 square inch = 645.2 mm^, 1 cubic foot = 0.0283 m-'.
a. Reentrant parts of protected members to be filled solidly.
b. Two layers of equal thickness with a %-inch airspace between.
c. For all of the construction with gypsum wallboard described in Table 720. 1 (1 ), gypsum base for veneer plaster of the same size, thickness and core type shall be
permitted to be substituted for gypsum wallboard, provided attachment is identical to that specified for the wallboard and the joints on the face layer are reinforced,
and the endre surface is covered with a minimum of '/,g-inch gypsum veneer plaster.
d. An approved adhesive qualified under ASTM E 1 19.
e. Where lightweight or sand-lightweight concrete having an oven-dry weight of 1 1 pounds per cubic foot or less is used, the tabulated minimum cover shall be per-
mitted to be reduced 25 percent, except that in no case shall the cover be less than % inch in slabs or IV2 inches in beams or girders.
f For solid slabs of siliceous aggregate concrete, increase tendon cover 20 percent.
g. Adequate provisions against spalling shall be provided by U-shaped or hooped stirrups spaced not to exceed the depth of the member with a clear cover of 1 inch.
h. Prestressed slabs shall have a thickness not less than that required in Table 720.1(3) for the respective fire resistance time period.
i. Fire coverage and end anchorages shall be as follows: Cover to the prestressing steel at the anchor shall be Vj inch greater than that required away from the anchor.
Minimum cover to steel-bearing plate shall be 1 inch in beams and ^1^ inch in slabs.
j. For beam widths between 8 inches and 12 inches, cover thickness shall be permitted to be determined by interpolation.
k. Interior spans of continuous slabs, beams and girders shall be permitted to be considered restrained.
1. For use with concrete slabs having a comparable fire endurance where members are framed into the structure in such a manner as to provide equivalent perfor-
mance to that of monolithic concrete construction.
m. Generic fire-resistance ratings (those not designated as PROPRIETARY* in the hsfing) in GA 600 shall be accepted as if herein listed.
114
2003 INTERNATIONAL BUILDING CODE®
FIRE-RESIISTABMCE-IRATED CONSTRUCTION
TABLE 720.1(2)
FIRE-RESDSTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS ^'°'P
iWATERlAL
ITEM
NUMBER
CONSTRUCTION
MDNDMUM FINISHED
THICKNESS FACE-TO-FACE"
(inches)
4 hour
3 hour
2 hour
1 hour
I . Brick of clay or
shale
1-1.1
Solid brick of clay or shale'^
6
4.9
3.8
2.7
1-1.2
Hollow brick, not filled.
5.0
4.3
3.4
2.3
1-1.3
Hollow brick unit wall, grout or filled with perlite vermiculite or expanded shale
aggregate.
6.6
5.5
4.4
3.0
1-2.1
4" nominal thick units at least 75 percent solid backed with a hat-shaped metal
furring channel %" thick formed from 0.021" sheet metal attached to the brick
wall on 24" centers with approved fasteners, and V2" Type X gypsum wallboard
attached to the metal furring strips with l"-long Type S screws spaced 8" on
center.
—
—
5''
—
2. Combination of
clay brick and
load-bearing
hollow clay tile
2-1.1
4" solid brick and 4" tile (at least 40 percent solid).
8
—
2-1.2
4" soUd brick and 8" tile (at least 40 percent soUd).
12
—
—
—
3. Concrete
masonry units
3-1.1^-8
Expanded slag or pumice.
4.7
4.0
3.2
2.1
3-1.2f'g
Expanded clay, shale or slate.
5.1
4.4
3.6
2.6
3-1.3^
Limestone, cinders or air-cooled slag.
5.9
5.0
4.0
2.7
3-1.4f'g
Calcareous or siliceous gravel.
6.2
5.3
4.2
2.8
4. Solid concrete*^' '
4-1.1
Siliceous aggregate concrete.
7.0
6.2
5.0
3.5
Carbonate aggregate concrete.
6.6
5.7
4.6
3.2
Sand-lightweight concrete.
5.4
4.6
3.8
2.7
Lightweight concrete.
5.1
4.4
3.6
2.5
5. Glazed or
unglazed facing
tile,
nonload-bearing
5-1.1
One 2" unit cored 15 percent maximum and one 4" unit cored 25 percent
maximum with %" mortar-filled collar joint. Unit positions reversed in alternate
courses.
—
63/8
—
—
5-1.2
One 2" unit cored 15 percent maximum and one 4" unit cored 40 percent
maximum with %"mortar-filled collar joint. Unit posiUons side with %" gypsum
plaster. Two wythes tied together every fourth course with No. 22 gage corrugated
metal ties.
6%
—
—
5-1.3
One unit with three cells in wall thickness, cored 29 percent maximum.
6
5-1.4
One 2" unit cored 22 percent maximum and one 4" unit cored 41 percent
maximum with V/'mortar-filled collar joint. Two wythes tied together every third
course with 0.030" (No. 22 galvanized sheet steel gage) corrugated metal ties.
—
—
6
—
5-1.5
One 4" unit cored 25 percent maximum with ^//' gypsum plaster on one side.
4%
5-1.6
One 4" unit with two cells in wall thickness, cored 22 percent maximum.
4
5-1.7
One 4" unit cored 30 percent maximum with ^Z^" vermiculite gypsum plaster on
one side.
—
—
4%
—
5-1.8
One 4" unit cored 39 percent maximum with %" gypsum plaster on one side.
—
—
—
4%
(continued)
115
FIRE-RESISTANCE-RATED CONSTRUCTION
TABLE 720.1(2)— contioued
RATED FIRE-RES8STANCE PERSODS FOR VARIOUS WALLS AND PARTITIONS ^•''■P
MATERIAL
ITEM
NUMBER
CONSTRUCTION
MINIMUM FINISHED
THICKNESS
FACE-TO-FACE"
(inches)
4 hour
3 hour
2 hour
1 hour
6. Solid gypsum
plaster
6-1.1
V4" by 0.055" (No. 16 carbon sheet steel gage) vertical cold-rolled channels, 16"
on center with 2.6-pound flat metal lath applied to one face and tied with 0.049"
(No. 18 B.W. Gage) wire at 6" spacing. Gypsum plaster each side mixed 1:2 by
weight, gypsum to sand aggregate.
—
—
—
2"
6-1.2
%" by 0.055" (No. 16 carbon sheet steel gage) cold-rolled channels 16" on center
with metal lath applied to one face and tied with 0.049" (No. 18 B.W. gage) wire
at 6" spacing. Perlite or vermiculite gypsum plaster each side. For three-coat
work, the plaster mix for the second coat shall not exceed 100 pounds of gypsum
to 2V2 cubic feet of aggregate for the 1-hour system.
—
2'/2''
2''
6-1.3
V4" by 0.055" (No. 16 carbon sheet steel gage) vertical cold-rolled channels, 16"
on center with V8"gypsum lath applied to one face and attached with sheet metal
clips. Gypsum plaster each side mixed 1:2 by weight, gypsum to sand aggregate.
—
—
—
2"
6-2.1
Studless with V2" full-length plain gypsum lath and gypsum plaster each side.
Plaster mixed 1:1 for scratch coat and 1:2 for brown coat, by weight, gypsum to
sand aggregate.
—
—
2''
6-2.2
Studless with V2" full-length plain gypsum lath and perlite or vermicuhte gypsum
plaster each side.
—
2'/2''
2d
6-2.3
Studless partition with Vg" rib metal lath installed vertically adjacent edges tied 6"
on center with No. 18 gage wire ties, gypsum plaster each side mixed 1:2 by
weight, gypsum to sand aggregate.
—
—
—
2"
7. Solid perlite
and Portland
cement
7-1.1
Perlite mixed in the ratio of 3 cubic feet to 100 pounds of portland cement and
machine applied to stud side of 1 V2" mesh by 0.058-inch (No. 17 B.W. gage)
paper-backed woven wire fabric lath wire-tied to 4"-deep steel trussed wireJ studs
16" on center. Wire ties of 0.049" (No. 18 B.W. gage) galvanized steel wire 6" on
center vertically.
—
—
3V
—
8. Solid neat
wood fibered
gypsum plaster
8-1.1
%" by 0.055-inch (No. 16 carbon sheet steel gage) cold-rolled channels, 12" on
center with 2.5-pound flat metal lath appUed to one face and tied with 0.049" (No.
18 B.W. gage) wire at 6" spacing. Neat gypsum plaster applied each side.
—
—
2''
—
9. Solid wallboard
partition
9-1.1
One full-length layer V2" Type X gypsum wallboard^ laminated to each side of 1"
full-length V-edge gypsum coreboard with approved laminating compound.
Vertical joints of face layer and coreboard staggered at least 3".
—
—
2"
—
10. Hollow
(studless)
gypsum
wallboard
partition
10-1.1
One full-length layer of ^/g" Type X gypsum wallboard^ attached to both sides of
wood or metal top and bottom runners laminated to each side of 1" x 6"
full-length gypsum coreboard ribs spaced 24" on center with approved laminating
compound. Ribs centered at vertical joints of face phes and joints staggered 24"
in opposing faces. Ribs may be recessed 6" from the top and bottom.
—
—
—
2'V
10-1.2
1" regular gypsum V-edge full-length backing board attached to both sides of
wood or metal top and bottom runners with nails or iVg" dry wall screws at 24" on
center. Minimum width of rumors 1^/g". Face layer of V2" regular full-length
gypsum wallboard laminated to outer faces of backing board with approved
laminating compound.
—
—
^V
—
(continued)
116
2003 INTERNATIONAL BUILDING CODE®
TABLE 720.1(2
RATED FIRE-RESDSTAMCE PERIODS FOR
IS ^•°'P
MATERIAL
ITEM
NUMBER
C0NSTRUCT10^S
MINDMUM FINISHED
THICKNESS FACE-TO-FACE"
(inches)
4 hour
3 hour
2 hour
1 hour
1 1 . Noncombustible
studs — interior
partition with
plaster each side
11-1.1
3'//' X 0.044" (No. 18 carbon sheet steel gage) steel studs spaced 24" on center.
Vg" gypsum plaster on metal lath each side mixed 1:2 by weight, gypsum to
sand aggregate.
—
—
—
43/4"
11-1.2
3%" X 0.055" (No. 16 carbon sheet steel gage) approved nailable'' studs spaced
24" on center, ^/g" neat gypsum wood-fibered plaster each side over ^/g" rib
metal lath nailed to studs with 6d common nails, 8" on center. Nails driven 1 ^1^'
and bent over.
—
—
5Vg
—
11-1.3
4" X 0.044" (No. 18 carbon sheet steel gage) channel- shaped steel studs at 16"
on center. On each side approved resilient clips pressed onto stud flange at 16"
vertical spacing, ^1^' pencil rods snapped into or wire tied onto outer loop of
clips, metal lath wire-tied to pencil rods at 6" intervals, 1" perlite gypsum
plaster, each side.
—
1%'
—
—
11-1.4
2'/2" X 0.044" (No. 18 carbon sheet steel gage) steel studs spaced 16" on center.
Wood fibered gypsum plaster mixed 1 : 1 by weight gypsum to sand aggregate
applied on ^/4-pound metal lath wire tied to studs, each side. '^1^" plaster applied
over each face, including finish coat.
—
—
4'V
—
12. Wood studs
interior partition
with plaster each
side
12-1.1'- "•
2" X 4" wood studs 16" on center with ^/g" gypsum plaster on metal lath. Lath
attached by 4d common nails bent over or No. 14 gage by 1 ^1" by ^1^" crown
width staples spaced 6" on center. Plaster mixed l:l'/2 for scratch coat and 1:3
for brown coat, by weight, gypsum to sand aggregate.
—
—
—
5Vg
12-1.2'
2" X 4" wood studs 16" on center with metal lath and ^/g" neat wood-fibered
gypsum plaster each side. Lath attached by 6d common nails, 7" on center.
Nails driven 1 ^1^' and bent over.
—
—
5 '72"
—
12-1.3'
2" X 4" wood studs 16" on center with ^/g" perforated or plain gypsum lath and
'V gypsum plaster each side. Lath nailed with I'/g" by No. 13 gage by '%4"
head plasterboard blued nails, 4" on center. Plaster mixed 1:2 by weight,
gypsum to sand aggregate.
—
—
—
5V4
12-1.4'
2" X 4" wood studs 16" on center with -^/g" Type X gypsum lath and '/2" gypsum
plaster each side. Lath nailed with 1 '/g" by No. 13 gage by '^4" head
plasterboard blued nails, 5" on center. Plaster mixed 1:2 by weight, gypsum to
sand aggregate.
—
—
—
5V4
13.Noncumbustible
studs — interior
partition with
gypsum
wallboard each
side
13-1.1
0.018" (No. 25 carbon sheet steel gage) channel-shaped studs 24" on center
with one full-length layer of ^/g" Type X gypsum wallboard^ applied vertically
attached with 1" long No. 6 drywall screws to each stud. Screws are 8" on
center around the perimeter and 12" on center on the intermediate stud. The
wallboard may be applied horizontally when attached to 3^/3" studs and the
horizontal joints are staggered with those on the opposite side. Screws for the
horizontal application shall be 8" on center at vertical edges and 12" on center
at intermediate studs.
—
—
—
2V
13-1.2
0.018" (No. 25 carbon sheet steel gage) channel-shaped studs 25" on center
with two full-length layers of ^Ij Type X gypsum wallboard^ applied vertically
each side. First layer attached with l"-long. No. 6 drywall screws, 8" on center
around the perimeter and 12" on center on the intermediate stud. Second layer
applied with vertical joints offset one stud space from first layer using iVg"
long. No. 6 drywall screws spaced 9" on center along vertical joints, 12" on
center at intermediate studs and 24" on center along top and bottom runners.
—
—
3%"
—
13-1.3
0.055" (No. 16 carbon sheet steel gage) approved nailable metal studs^ 24" on
center with full-length ^/g" Type X gypsum wallboard^ applied vertically and
nailed 7" on center with 6d cement-coated common nails. Approved metal
fastener grips used with nails at vertical butt joints along studs.
—
—
—
4%
(continued)
2003 INTERNATIONAL BUILDBMG CODE®
117
FSRE-RESISTANCE-RATEDCOMSTRUCTSOM
TABLE 720.1(2)— continued
RATED FIRE-RESSSTANCE PER80DS FOR VAR80US WALLS AND PARTDTSONS ^'°
-p
MATERIAL
ITEM
NUMBER
CONSTRUCTDON
MINIMUM FINISHED
THICKNESS FACE-TO-FACE"
(inches)
4 hour
3 hour
2 hour
1 hour
14.Wood
studs — interior
partition with
gypsum
wallboard
each side
14.1.lh,m
2" X 4" wood studs 16" on center with two layers of ^/g" regular gypsum
wallboard^ each side, 4d cooler" or wallboard" nails at 8" on center first layer, 5d
cooler" or wallboard" nails at 8" on center second layer with laminating
compound between layers, joints staggered. First layer appHed full length
vertically, second layer applied horizontally or vertically
—
—
—
5
14-1.2'- "^
2" X 4" wood studs 16" on center with two layers V2" regular gypsum wallboard^
applied vertically or horizontally each side'', joints staggered. Nail base layer
with 5d cooler" or wallboard" nails at 8" on center face layer with 8d cooler" or
wallboard" nails at 8" on center.
—
—
—
5%
14-1.3'' "^
2" X 4" wood studs 24" on center with ^/g" Type X gypsum wallboard'^ applied
vertically or horizontally nailed with 6d cooler" or wallboard" nails at 7" on
center with end joints on nailing members. Stagger joints each side.
—
—
—
4%
14-1.4'
2" X 4" fire-retardant-treated wood studs spaced 24" on center with one layer of
^/g" Type X gypsum wallboard^ applied with face paper grain (long dimension)
parallel to studs. Wallboard attached with 6d cooler" or wallboard" nails at 7" on
center.
—
—
—
43/4^
14-1.5'-'"
2" X 4" wood studs 16" on center with two layers ^/g" Type X gypsum wallboard'^
each side. Base layers applied vertically and nailed with 6d cooler" or wallboard"
nails at 9" on center. Face layer applied vertically or horizontally and nailed with
8d cooler" or wallboard" nails at 7" on center. For nail-adhesive application,
base layers are nailed 6" on center. Face layers applied with coating of approved
wallboard adhesive and nailed 12" on center.
—
—
6
—
14-1.6'
2" X 3" fire-retardant-treated wood studs spaced 24" on center with one layer of
^/g" Type X gypsum wallboard^ applied with face paper grain (long dimension)
at right angles to studs. Wallboard attached with 6d cement-coated box nails
spaced 7" on center.
—
—
—
3Vg'^
15. Exterior or
interior walls
15-1.1''"^
Exterior surface with V4" drop siding over '/j" gypsum sheathing on 2" x 4"
wood studs at 16" on center, interior surface treatment as required for
1 -hour-rated exterior or interior 2" x 4" wood stud partitions. Gypsum sheathing
nailed with 1 ^/^" by No. 1 1 gage by ^,5" head galvanized nails at 8" on center.
Siding nailed with 7d galvanized smooth box nails.
—
—
—
Varies
15-1.2'''^
2" X 4" wood studs 16" on center with metal lath and ^//' cement plaster on each
side. Lath attached with 6d common nails 7" on center driven to 1" minimum
penetration and bent over. Plaster mix 1 :4 for scratch coat and 1 :5 for brown
coat, by volume, cement to sand.
—
—
—
5%
15-1.3'- "^
2" X 4" wood studs 16" on center with %" cement plaster (measured from the
face of studs) on the exterior surface with interior surface treatment as required
for interior wood stud partitions in this table. Plaster mix 1 :4 for scratch coat and
1:5 for brown coat, by volume, cement to sand.
—
—
—
Varies
15-1.4
3%" No. 16 gage noncombustible studs 16" on center with %" cement plaster
(measured from the face of the studs) on the exterior surface with interior
surface treatment as required for interior, nonbearing, noncombustible stud
partitions in this table. Plaster mix 1:4 for scratch coat and 1:5 for brown coat,
by volume, cement to sand.
—
—
Varies"
(continued)
118
2003 8NTERMATI0NAL BUILDSNG CODE®
SE-RESJSTANCE-RATED CONSTRUCTSOiM
TABLE 720.1(2)— continued
ED FDRE-RESISTASMCE PERIODS FOR VARIOUS WALLS AND
S ^'"'P
MATERIAL
ITEM
NUMBER
CONSTRUCTION
MINIMUM FINISHED
THICKNESS FACE-TO-FACE"
(inches)
hour 3 hour 2 hour 1 hour
15-1.5^
2V4" X 3^/4" clay face brick with cored holes over V2" gypsum sheathing on
exterior surface of 2" x 4" wood studs at 16" on center and two layers ^/g" Type X
gypsum wallboard^ on interior surface. Sheathing placed horizontally or vertically
with vertical joints over studs nailed 6" on center with 1%" x No. 1 1 gage by ^/jg"
head galvanized nails. Inner layer of wallboard placed horizontally or vertically
and nailed 8" on center with 6d cooler" or wallboard" nails. Outer layer of
wallboard placed horizontally or vertically and nailed 8" on center with 8d cooler"
or wallboard" nails. All joints staggered with vertical joints over studs. Outer
layer joints taped and finished with compound. Nail heads covered with joint
compound. 0.035 inch (No. 20 galvanized sheet gage) corrugated galvanized steel
wall ties ^1^" by 6^/g" attached to each stud with two 8d cooler" or wallboard" nails
every sixth course of bricks.
10
15-1.6''"^
2" X 6" fire-retardant- treated wood studs 16" on center. Interior face has two
layers of ^/g" Type X gypsum with the base layer placed vertically and attached
with 6d box nails 12" on center. The face layer is placed horizontally and attached
with 8d box nails 8" on center at joints and 12" on center elsewhere. The exterior
face has a base layer of ^/g" Type X gypsum sheathing placed vertically with 6d
box nails 8" on center at joints and 12" on center elsewhere. An approved
building paper is next applied, followed by self-furred exterior lath attached with
2 72", No. 12 gage galvanized roofing nails with a ^/g" diameter head and spaced
6" on center along each stud. Cement plaster consisting of a V2" brown coat is
then apphed. The scratch coat is mixed in the proportion of 1:3 by weight, cement
to sand with 10 pounds of hydrated lime and 3 pounds of approved additives or
admixtures per sack of cement. The brown coat is mixed in the proportion of 1:4
by weight, cement to sand with the same amounts of hydrated lime and approved
additives or admixtures used in the scratch coat.
15. Exterior or
interior walls
(continued)
15-1.7''"^
2" X 6" wood studs 16" on center. The exterior face has a layer of ^/g" Type X
gypsum sheathing placed vertically with 6d box nails 8" on center at joints and
12" on center elsewhere. An approved building paper is next applied, followed by
1" by No. 18 gage self-furred exterior lath attached with 8d by 2V2" long
galvanized roofing nails spaced 6" on center along each stud. Cement plaster
consisting of a V2" scratch coat, a bonding agent and a V2" brown coat and a
finish coat is then applied. The scratch coat is mixed in the proportion of 1:3 by
weight, cement to sand with 10 pounds of hydrated lime and 3 pounds of
approved additives or admixtures per sack of cement. The brown coat is mixed in
the proportion of 1 :4 by weight, cement to sand with the same amounts of
hydrated lime and approved additives or admixtures used in the scratch coat. The
interior is covered with %" gypsum lath with 1" hexagonal mesh of 0.035 inch
(No. 20 B.W. gage) woven wire lath furred out ^/jg" and 1" perlite or vermiculite
gypsum plaster. Lath nailed with 1 Vg" by No. 13 gage by "^4" head plasterboard
glued nails spaced 5" on center. Mesh attached by 1%" by No. 12 gage by %"
head nails with ^/g" furrings, spaced 8" on center. The plaster mix shall not exceed
100 pounds of gypsum to 2'/^ cubic feet of aggregate.
8V„
15-1.8''"'
2" X 6"wood studs 16" on center. The exterior face has a layer of ^/g" Type X
gypsum sheathing placed vertically with 6d box nails 8" on center at joints and
12" on center elsewhere. An approved building paper is next applied, followed by
1 V2" by No. 17 gage self-furred exterior lath attached with 8d by 2V2" long
galvanized roofing nails spaced 6" on center along each stud. Cement plaster
consisting of a ^l-^' scratch coat, and a Vj" brown coat is then applied. The plaster
may be placed by machine. The scratch coat is mixed in the proportion of 1:4 by
weight, plastic cement to sand. The brown coat is mixed in the proportion of 1 :5
by weight, plastic cement to sand. The interior is covered with ^/g" gypsum lath
with 1" hexagonal mesh of No. 20 gage woven wire lath furred out ^Z,/' and 1"
perlite or vermiculite gypsum plaster. Lath nailed with 1 Vg" by No. 13 gage by
^^l(^' head plasterboard glued nails spaced 5" on center. Mesh attached by 1 V4"
by No. 12 gage by %" head nails with %" furrings, spaced 8" on center. The
plaster mix shall not exceed 100 pounds of gypsum to 2'/2 cubic feet of aggregate.
8V«
(continued)
2003 D^STERESSATDO^SAL BUIILDING CODE®
119
RRE-RESISTANCE-RATED CONSTRUCTION
TABLE 720.1(2)— continued
RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS ^'°'P
MATERIAL
ITEM
NUMBER
CONSTRUCTION
MINIMUM FINISHED
THICKNESS FACE-TO-FACE»>
(inches)
4 hour 3 hour 2 hour 1 hour
15-1.9
4" No. 18 gage, nonload-bearing metal studs, 16" on center, with 1" portland
cement lime plaster [measured from the back side of the ^/4-pound expanded
metal lath] on the exterior surface. Interior surface to be covered with 1" of
gypsum plaster on V4-pound expanded metal lath proportioned by weight — 1:2
for scratch coat, 1:3 for brown, gypsum to sand. Lath on one side of the partition
fastened to V4" diameter pencil rods supported by No. 20 gage metal clips,
located 16" on center vertically, on each stud. 3" thick mineral fiber insulating
batts friction fitted between the studs.
15-1.10
Steel studs 0.060" thick, 4" deep or 6" at 16" or 24" centers, with V2" Glass Fiber
Reinforced Concrete (GFRC) on the exterior surface. GFRC is attached with flex
anchors at 24" on center, with 5" leg welded to studs with two '/2"-long
flare-bevel welds, and 4" foot attached to the GFRC skin with Vg" thick GFRC
bonding pads that extend 2V2" beyond the flex anchor foot on both sides. Interior
surface to have two layers of Vj" Type X gypsum wallboard.^ The first layer of
wallboard to be attached with l"-long Type S buglehead screws spaced 24" on
center and the second layer is attached with l^/8"-long Type S screws spaced at
12" on center. Cavity is to be filled with 5" of 4 pcf (nominal) mineral fiber batts.
GFRC has 1 V2" returns packed with mineral fiber and caulked on the exterior.
15-1.11
15. Exterior or
interior walls
(continued)
Steel studs 0.060" thick, 4" deep or 6" at 16" or 24" centers, respectively, with V2"
Glass Fiber Reinforced Concrete (GFRC) on the exterior surface. GFRC is
attached with flex anchors at 24" on center, with 5" leg welded to studs with two
'/2"-long flare-bevel welds, and 4" foot attached to the GFRC skin with ^/g"-thick
GFRC bonding pads that extend 2'/2" beyond the flex anchor foot on both sides.
Interior surface to have one layer of ^/g" Type X gypsum wallboard^, attached
with 1 V4"-long Type S buglehead screws spaced 12" on center. Cavity is to be
filled with 5" of 4 pcf (nominal) mineral fiber batts. GFRC has 1 V2" returns
packed with mineral fiber and caulked on the exterior.
6V«
15-1.121
2" X 6" wood studs at 16" with double top plates, single bottom plate; interior and
exterior sides covered with Vg" Type X gypsum wallboard, 4' wide, applied
horizontally or vertically with vertical joints over studs, and fastened with 2V4"
Type S dry wall screws, spaced 12" on center. Cavity filled with 5'/2" mineral
wool insulation.
6V.
15-1.13"
2" X 6" wood studs at 16" with double top plates, single bottom plate; interior and
exterior sides covered with %" Type X gypsum wallboard, 4' wide, applied
horizontally or vertically with vertical joints over studs, and fastened with 2V4"
Type S dry wall screws, spaced 7" on center. Cavity to be filled with 5V2" mineral
wool insulation minimum 2.58 pcf (nominal).
6V.
15-1.141
2" X 4" wood studs at 16" with double top plates, single bottom plate; interior and
exterior sides covered with ^/g" Type X gypsum wallboard and sheathing,
respectively, 4' wide, applied horizontally or vertically with vertical joints over
studs, and fastened with 2V4" Type S drywall screws, spaced 12" on center.
Cavity to be filled with 3'/2" mineral wool insulation.
4V.
15-1.151
2" X 4" wood studs at 16" with double top plates, single bottom plate; interior
sides covered with %" Type X gypsum wallboard, 4' wide, apphed horizontally
unblocked, and fastened with 2V4" Type S drywall screws, spaced 12" on center,
wallboard joints covered with paper tape and joint compound, fastener heads
covered with joint compound. Exterior covered with Vg" wood structural panels
(oriented strand board), applied vertically, horizontal joints blocked and fastened
with 6d common nails (bright) — 12" on center in the field, 6" on center panel
edges. Cavity to be filled with 3'/2" mineral wool insulation. Rating established
for exposure from interior side only.
4'A
(continued)
120
2003 INTERNATIONAL BUILDING CODE®
FIRE-RESDSTANCE-RATEDCOMSTRUCTDON
TABLE 720.1
RMED FDRE-RESDSTAIMCE PEI
S ^'"'P
MATERIAL
ITEM
NUMBER
CONSTRUCTION
MINIMUM FINISHED
THICKNESS FACE-TO-FACE"
(inches)
4 hour
3 hour
2 hour
1 hour
15. Exterior or
interior walls
(continued)
15-1. le"!
2" X 6" (51mm x 152 mm) wood studs at 16 " centers with double top plates, single
bottom plate; interior side covered with Vg" Type X gypsum wallboard, 4' wide,
apphed horizontally or vertically with vertical joints over studs and fastened with 2^1^'
Type S dry wall screws, spaced 12" on center, wallboard joints covered with paper tape
and joint compound, fastener heads covered with joint compound, exterior side
covered with ''1^^' wood structural panels (oriented strand board) fastened with 6d
common nails (bright) spaced 12" on center in the field and 6" on center along the
panel edges. Cavity to be filled with 5 V2" mineral wool insulation. Rating established
from the gypsum-covered side only.
—
—
—
6V,6
15-1.17"
2" X 6" wood studs at 24" centers with double top plates, single bottom plate;
interior and exterior side covered with two layers of ^/g" Type X gypsum
wallboard, 4' wide, applied horizontally with vertical joints over studs. Base
layer fastened with 2V4" Type S drywall screws, spaced 24" on center, and face
layer fastened with Type S drywall screws, spaced 8" on center, wallboard joints
covered with paper tape and joint compound, fastened heads covered with joint
compound. Cavity to be filled with 5V2" mineral wool insulation.
—
—
7%
—
16. Exterior walls
rated for fire
resistance
from the
inside only in
accordance
with Section
704.5.
16-1.11
2" X 4" wood studs at 16" centers with double top plates, single bottom plate;
interior side covered with Vg" Type X gypsum wallboard, 4' wide, applied
horizontally unblocked, and fastened with 2V4" Type S drywall screws, spaced
12" on center, wallboard joints covered with paper tape and joint compound,
fastener heads covered with joint compound. Exterior covered with ^/g" wood
structural panels (oriented strand board), applied vertically, horizontal joints
blocked and fastened with 6d common nails (bright) — 12" on center in the field,
and 6" on center panel edges. Cavity to be filled with 3V2" mineral wool
insulation. Rating estabhshed for exposure from interior side only.
—
—
—
4V2
For SI: 1 inch = 25.4 mm, 1 square inch = 645.2 mm"^, 1 cubic foot = 0.0283 m^.
a. Staples with equivalent holding power and penetration shall be permitted to be used as alternate fasteners to nails for attachment to wood framing.
b. Thickness shown for brick and clay die are nominal thicknesses unless plastered, in which case thicknesses are net. Thickness shown for concrete masonry and
clay masonry is equivalent thickness defined in Section 72 1 .3 . 1 for concrete masonry and Section 72 1 .4. 1 . 1 for clay masonry. Where all cells are solid grouted or
filled with silicone-treated perlite loose-fill insulation; vermiculite loose-fill insulation; or expanded clay, shale or slate lightweight aggregate, the equivalent
thickness shall be the thickness of the block or brick using specified dimensions as defined in Chapter 21 . Equivalent thickness may also include the thickness of
applied plaster and lath or gypsum wallboard, where specified.
c. For units in which the net cross-sectional area of cored brick in any plane parallel to the surface containing the cores is at least 75 percent of the gross cross-sec-
tional area measured in the same plane.
d. Shall be used for nonbearing purposes only.
e. For all of the construction with gypsum wallboard described in this table, gypsum base for veneer plaster of the same size, thickness and core type shall be permit-
ted to be substituted for gypsum wallboard, provided attachment is identical to that specified for the wallboard, and the joints on the face layer are reinforced and
the entire surface is covered with a minimum of '/,5-inch gypsum veneer plaster.
f. The fire-resistance time period for concrete masonry units meedng the equivalent thicknesses required for a 2-hour fire-resistance rafing in Item 3, and having a
thickness of not less than 7% inches is 4 hours when cores which are not grouted are filled with silicone-treated perlite loose-fill insulation; vermiculite loose-fill
insulafion; or expanded clay, shale or slate lightweight aggregate, sand or slag having a maximum particle size of % inch.
g. The fire-resistance rating of concrete masonry units composed of a combination of aggregate types or where plaster is applied directly to the concrete masonry
shall be determined in accordance with ACI 216.1/TMS 216. Lightweight aggregates shall have a maximum combined density of 65 pounds per cubic foot.
h. See also Note b. The equivalent thickness shall be permitted to include the thickness of cement plaster or 1.5 times the thickness of gypsum plaster applied in ac-
cordance with the requirements of Chapter 25.
i. Concrete walls shall be reinforced with horizontal and vertical temperature reinforcement as required by Chapter 19.
j. Studs are welded truss wire studs with 0.18 inch (No. 7 B.W. gage) flange wire and 0.18 inch (No. 7 B.W. gage) truss wires.
k. Nailable metal studs consist of two channel studs spot welded back to back with a crimped web forming a nailing groove.
1. Wood structural panels shall be permitted to be installed between the fire protection and the wood studs on either the interior or exterior side of the wood frame as-
semblies in this table, provided the length of the fasteners used to attach the fire protection are increased by an amount at least equal to the thickness of the wood
structural panel.
m.The design stress of studs shall be reduced to 78 percent of allowable F^ with the maximum not greater than 78 percent of the calculated stress with studs having a
slendemess ratio l/d of 33.
n. For properties of cooler or wallboard nails, see ASTM C 5 14, ASTM C 547 or ASTM F 1667.
o. Generic fire-resistance rafings (those not designated as PROPRIETARY* in the listing) in the GA 600 shall be accepted as if herein listed.
p. NCMA TEK 5-8, shall be permitted for the design of fire walls.
q. The design stress of studs shall be equal to a maximum of 1 00 percent of the allowable F^ calculated in accordance with Section 2306.
2003 JMTERMATDOMAL BODLDDMG CODE®
121
FIRE-RESISTANCE-RATED CONSTRUCTION
TABLE 720.1(3)
MINIWIUWI PROTECTION FOR FLOOR AND ROOF SYSTEMS^'*'
FLOOR OR ROOF
CONSTRUCTION
ITEM
NUMBER
CEILING CONSTRUCTION
THICKNESS OF FLOOR
OR ROOF SLAB
(inches)
MINIMUM THICKNESS
OF CEILING
(inches)
4
hour
3
hour
2
hour
1
hour
4
hour
3
hour
2
hour
1
hour
1. Siliceous
aggregate concrete
1-1.1
Slab (no ceiling required). Minimum cover over
nonprestressed reinforcement shall not be less than
3/4 inch.b
7.0
6.2
5.0
3.5
—
—
—
—
2. Carbonate
aggregate concrete
2-1.1
6.6
5.7
4.6
3.2
—
—
—
—
3. Sand-lightweight concrete
3-1.1
5.4
4.6
3.8
2.7
_
4. Lightweight concrete
4-1.1
5.1
4.4
3.6
2.5
_
5. Reinforced
concrete
5-1.1
Slab with suspended ceiling of vermiculite gypsum
plaster over metal lath attached to ^1^' cold-rolled
channels spaced 12" on center. Ceihng located 6"
minimum below joists.
3
2
—
—
1
%
—
—
5-2.1
%" Type X gypsum wallboard'^ attached to 0.018
inch (No. 25 carbon sheet steel gage) by %" deep by
2%" hat-shaped galvanized steel channels with
l"-long No. 6 screws. The channels are spaced 24"
on center, span 35" and are supported along their
length at 35" intervals by 0.033-inch (No. 21
galvanized sheet gage) galvanized steel flat strap
hangers having formed edges that engage the lips of
the channel. The strap hangers are attached to the
side of the concrete joists with V32" by 1 '//' long
power-driven fasteners. The wallboard is installed
with the long dimension perpendicular to the
channels. All end joints occur on channels and
supplementary channels are installed parallel to the
main channels, 12" each side, at end joint
occurrences. The finished ceiling is located
approximately 12" below the soffit of the floor slab.
—
—
VI,
—
—
—
\
—
6. Steel joists constructed with
a poured reinforced
concrete slab on metal lath
forms or steel form units'*' ^
6-1.1
Gypsum plaster on metal lath attached to the bottom
cord with single No. 16 gage or doubled No. 18 gage
wire ties spaced 6" on center. Plaster mixed 1:2 for
scratch coat, 1:3 for brown coat, by weight,
gypsum-to-sand aggregate for 2-hour system. For
3-hour system plaster is neat.
—
—
1%
2V4
—
—
'U
\
6-2.1
Vermiculite gypsum plaster on metal lath attached to
the bottom chord with single No. 16 gage or doubled
0.049-inch (No. 18 B.W. gage) wire ties 6" on center.
—
2
—
—
—
%
—
6-3.1
Cement plaster over metal lath attached to the
bottom chord of joists with single No. 16 gage or
doubled 0.049-inch (No. 18 B.W. gage) wire ties
spaced 6" on center. Plaster mixed 1:2 for scratch
coat, 1:3 for brown coat for 1-hour system and 1:1
for scratch coat, 1:1 '/2 for brown coat for 2-hour
system, by weight, cement to sand.
—
—
—
2
—
—
—
5/ f
'8
6-4.1
Ceiling of ^/g" Type X wallboard'^ attached to %"
deep by 2^l{ by 0.021 inch (No. 25 carbon sheet
steel gage) hat-shaped furring channels 12" on center
with 1" long No. 6 wallboard screws at 8" on center.
Channels wire tied to bottom chord of joists with
doubled 0.049 inch (No. 18 B.W. gage) wire or
suspended below joists on wire hangers.^
—
—
2V2
—
—
—
\
—
6-5.1
Wood-fibered gypsum plaster mixed 1 : 1 by weight
gypsum to sand aggregate applied over metal lath.
Lath tied 6" on center to ■'Z/' channels spaced I3V2"
on center. Channels secured to joists at each
intersection with two strands of 0.049 inch (No. 18
B.W. gage) galvanized wire.
—
—
1%
—
—
—
%
—
(continued)
122
2003 INTERNATIONAL BUILDING CODE®
FIllRE-RESlSTAMCE-RATEDCONSTRUCTSOtS!!
TABLE 720.1(3)— continued
MBMMUWi PROTECTDOM FOR FLOOR AMD ROOF SYSTEiVaS^
q
FLOOR OR ROOF
COMSTRUCTION
ITEWl
NUMBER
CEILING CONSTRUCTION
THICKNESS OF FLOOR
OR ROOF SLAB
(inches)
MDNDMUIV] THICKNESS
OF CEILING
(inches)
4
hour
3
hour
2
hour
1
hour
4
hour
3
hooir
2
hour
1
hour
7. Reinforced concrete slabs
and joists with hollow clay
tile fillers laid end to end in
rows 2 V2 " or more apart;
reinforcement placed
between rows and concrete
cast around and over tile.
7-1.1
^/g" gypsum plaster on bottom of floor or roof
construction.
—
—
8h
—
—
—
\
—
7-1.2
None
—
—
—
5V2'
—
—
—
8. Steel joists constructed with
a reinforced concrete slab
on top poured on a V2"
deep steel deck.^
8-1.1
Vermiculite gypsum plaster on metal lath attached to
%" cold-rolled channels with 0.049" (No. 18 B.W.
gage) wire ties spaced 6" on center.
2V2J
—
—
—
%
—
—
—
9. 3" deep cellular steel deck
with concrete slab on top.
Slab thickness measured to
top.
9-1.1
Suspended ceihng of vermiculite gypsum plaster
base coat and vermiculite acoustical plaster on metal
lath attached at 6" intervals to ^1^' cold-rolled
channels spaced 12" on center and secured to 1 V2"
cold-rolled channels spaced 36" on center with
0.065" (No. 16 B.W. gage) wire. 1 V2" channels
supported by No. 8 gage wire hangers at 36" on
center. Beams within envelope and with a
2V2"airspace between beam soffit and lath have a
4-hour raring.
2'/2
—
—
—
l\^
—
—
—
10. lV2"-deep steel roof deck
on steel framing.
Insulation board, 30 pcf
density, composed of
wood fibers with cement
binders of thickness shown
bonded to deck with
unified asphalt adhesive.
Covered with a Class A or
B roof covering.
10-1.1
Ceiling of gypsum plaster on metal lath. Lath
attached to %" furring channels with 0.049" (No. 18
B.W. gage) wire ties spaced 6" on center. '^1^'
channel saddle tied to 2" channels with doubled
0.065" (No. 16 B.W. gage) wire ties. 2" channels
spaced 36" on center suspended 2" below steel
framing and saddle-tied with 0.165" (No. 8 B.W.
gage) wire. Plaster mixed 1:2 by weight,
gypsum-to-sand aggregate.
—
—
1%
1
—
'U
V
11.1 V2"-deep steel roof deck
on steel-framing wood
fiber insulation board, 17.5
pcf density on top applied
over a 15-lb asphalt-
saturated felt. Class A or B
roof covering.
11-1.1
Ceiling of gypsum plaster on metal lath. Lath
attached to V/' furring channels with 0.049" (No. 18
B.W. gage) wire ties spaced 6" on center. '^1^'
channels saddle tied to 2" channels with doubled
0.065" (No. 16 B.W. gage) wire ties. 2" channels
spaced 36" on center suspended 2" below steel
framing and saddle tied with 0.165" (No. 8 B.W.
gage) wire. Plaster mixed 1:2 for scratch coat and
1:3 for brown coat, by weight, gypsum-to-sand
aggregate for 1-hour system. For 2-hour system,
plaster mix is 1:2 by weight, gypsum-to-sand
aggregate.
—
—
IV2
1
—
—
%^
V
(continued)
2003 INTERNATIONAL BUDLDENG CODE®
123
FBRE-RESISTANCE-RATEDCONSTRUCTBON
TABLE 720.1(3)— cootinoed
FOR FLOOR AND ROOF SYSTESl
jS^'i
FLOOR OR ROOF
CONSTRUCTION
ITEWi
NUMBER
CEILING CONSTRUCTION
THICKNESS OF FLOOR
OR ROOF SLAB
(inches)
MiNliVIUiUl THICKNESS
OF CEILING
(inches)
4
hour
3
hour
2
hour
1
hour
4
hour
3
hour
2
hour
1
hour
12. 1 V2" deep steel roof deck
on steel-framing insulation
of rigid board consisting
of expanded perlite and
fibers impregnated with
integral asphalt
waterproofing; density 9 to
12 pcf secured to metal
roof deck by ^l{' wide
ribbons of waterproof,
cold-process Hquid
adhesive spaced 6" apart.
Steel joist or Ught steel
construction with metal
roof deck, insulation, and
Class A or B built-up roof
covering.^
12-1.1
Gypsum-vermiculite plaster on metal lath wire tied
at 6" intervals to '^1^' furring channels spaced 12" on
center and wire tied to 2" runner channels spaced
32" on center. Runners wire tied to bottom chord of
steel joists.
—
—
1
—
—
—
%
—
13. Double wood floor over
wood joists spaced 16" on
center.""'"
13-1.1
Gypsum plaster over Vg" Type X gypsum lath. Lath
initially applied with not less than four 1 Vg" by No.
13 gage by ^^l(^' head plasterboard blued nails per
bearing. Continuous stripping over lath along all
joist hnes. Stripping consists of 3" wide strips of
metal lath attached by 1 V2" by No. 11 gage by ^l-l'
head roofing nails spaced 6" on center. Alternate
stripping consists of 3" wide 0.049" diameter wire
stripping weighing 1 pound per square yard and
attached by No. 16 gage by 1 '/2" by %" crown width
staples, spaced 4" on center. Where alternate
stripping is used, the lath nailing may consist of two
nails at each end and one nail at each intermediate
bearing. Plaster mixed 1:2 by weight,
gypsum-to-sand aggregate.
—
—
—
—
—
—
—
%
13-1.2
Cement or gypsum plaster on metal lath. Lath
fastened with 1 ^l{' by No. 1 1 gage by Vj^" head
barbed shank roofing nails spaced 5" on center.
Plaster mixed 1:2 for scratch coat and 1:3 for brown
coat, by weight, cement to sand aggregate.
—
—
—
—
—
—
—
\
13-1.3
Perlite or vermiculite gypsum plaster on metal lath
secured to joists with l'/2" by No. 1 1 gage by Vjg"
head barbed shank roofing nails spaced 5" on center.
—
—
—
—
—
—
—
\
13-1.4
^I{' Type X gypsum wallboard*^ nailed to joists with
5d cooler° or wallboard° nails at 6" on center. End
joints of wallboard centered on joists.
—
—
—
—
—
—
—
'/2
14. Plywood stressed skin
panels consisting of
^/g"-thick interior C-D
(exterior glue) top stressed
skin on 2" x 6"nominal
(minimum) stringers.
Adjacent panel edges
joined with 8d common
wire nails spaced 6" on
center. Stringers spaced
12" maximum on center.
14-1.1
V2"-thick wood fiberboard weighing 15 to 18 pounds
per cubic foot installed with long dimension parallel
to stringers or Vg" C-D (exterior glue) plywood
glued and/or nailed to stringers. Nailing to be with
5d cooler" or wallboard" nails at 12" on center.
Second layer of ^l{' Type X gypsum wallboard'^
apphed with long dimension perpendicular to joists
and attached with 8d cooler" or wallboard" nails at
6" on center at end joints and 8" on center elsewhere.
Wallboard joints staggered with respect to fiberboard
joints.
—
—
—
—
—
—
—
1
{continued)
124
2003 SNTERNATBOMAL BUSLD8NG CODE®
FDRE-RESIISTAWCE-RATEDCOWSTRUCTION
TABLE 720.11(3)— con4!nued
■ECTION FOR FLOOR AMD ROOF SYSTEiyiS^-"
FLOOR OR ROOF
CONSTRUCTION
ITEM
NUMBER
CEILING CONSTRUCTION
THICKNESS OF FLOOR
OR ROOF SLAB
(inches)
MINIMUM THICKNESS
OF CEILING
(inches)
4
hour
3
hour
2
hour
1
hour
4
hour
3
hour
2
hour
1
hour
15. Vermiculite concrete slab
proportioned 1:4 (portland
cement to vermiculite
aggregate) on a 1 '/2"-deep
steel deck supported on
individually protected steel
framing. Maximum span
of deck 6'- 10" where deck
is less than 0.019 inch
(No. 26 carbon steel sheet
gage) or greater. Slab
reinforced with 4" x 8"
0.109/0.083" (No. '2/,^
B.W. gage) welded wire
mesh.
15-1.1
None
—
—
—
3J
—
—
—
—
16. Perlite concrete slab
proportioned 1 :6 (portland
cement to perlite
aggregate) on a lV4"-deep
steel deck supported on
individually protected steel
framing. Slab reinforced
with 4" X 8" 0.109/0.083"
(No. '2/,, B.W. gage)
welded wire mesh.
16-1.1
None
—
—
—
3V,^
—
—
—
—
17. Perhte concrete slab
proportioned 1:6 (portland
cement to perlite
aggregate) on a ^/]6"-deep
steel deck supported by
steel joists 4' on center.
Class A or B roof covering
on top.
17-1.1
Perhte gypsum plaster on metal lath wire tied to %"
furring channels attached with 0.065-inch (No. 16
B.W. gage) wire ties to lower chord of joists.
—
2P
2P
—
—
%
%
—
18. Perhte concrete slab
proportioned 1:6 (portland
cement to perlite
aggregate) on 1 V4"-deep
steel deck supported on
individually protected steel
framing. Maximum span
of deck 6'- 10" where deck
is less than 0.019" (No. 26
carbon sheet steel gage)
and 8'-0" where deck is
0.019" (No. 26 carbon
sheet steel gage) or
greater. Slab reinforced
with 0.042" (No. 19 B.W.
gage) hexagonal wire
mesh. Class A or B roof
covering on top.
18-1.1
None
—
2V4P
2V4P
—
—
,
—
(continued)
125
FIRE-RESISTANCE-RATED CONSTRUCTJON
TABLE 720.1(3)— continued
MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMS^*'
FLOOR OR ROOF
CONSTRUCTION
ITEM
NUMBER
CEILING CONSTRUCTION
THICKNESS OF FLOOR OR
ROOF SLAB
(inches)
4 hour 3 hour 2 hour 1 hour
MINIMUM THICKNESS
OF CEILING
(inches)
4 hour 3 hour 2 hour 1 hour
19. Floor and beam
construction consisting
of 3"-deep cellular
steel floor unit
mounted on steel
members with 1 :4
(proportion of portland
cement to perlite
aggregate)
perlite-concrete floor
slab on top.
19-1.1
Suspended envelope ceiling of perlite
gypsum plaster on metal lath attached to %"
cold-rolled channels, secured to 1 ^l^'
cold-rolled channels spaced 42" on center
supported by 0.203 inch (No. 6 B.W. gage)
wire 36" on center. Beams in envelope with
3" minimum airspace between beam soffit
and lath have a 4-hour rating.
2P
20. Perlite concrete
proportioned 1:6
(portland cement to
perlite aggregate)
poured to Vg-inch
thickness above top of
corrugations of
lV]6"-deep galvanized
steel deck maximum
span 8'-0" for
0.024-inch (No. 24
galvanized sheet gage)
or 6' 0" for 0.019-inch
(No. 26 galvanized
sheet gage) with deck
supported by
individually protected
steel framing.
Approved polystyrene
foam plastic insulation
board having a flame
spread not exceeding
75 (1" to 4" thickness)
with vent holes that
approximate 3 percent
of the board surface
area placed on top of
perUte slurry. A 2' by
4' insulation board
contains six l?l^'
diameter holes. Board
covered with 27/'
minimum perlite
concrete slab.
20-1.1
None
Varies
(continued)
126
2003 INTERNATIONAL BUILDING CODE®
FDRE-RESBSTAIVICE-RATED CONSTRUCTION
TABLE 720.1(3)— continued
MDNIMUM PROTECTION FOR FLOOR AND ROOF SYSTESWS^-^
FLOOR OR ROOF
CONSTRUCTION
ITEM
NUMBER
CEILING CONSTRUCTION
THICKNESS OF FLOOR OR
ROOF SLAB
(inches)
MINIMUiV] THICKNESS
OF CEILING
(inches)
4
hour
3
hour
2
hour
1
hour
4
hour
3
hour
2
hour
1
hour
(continued)
20. Slab reinforced with mesh
consisting of 0.042 inch
(No. 19B.W. gage)
galvanized steel wire
twisted together to form 2"
hexagons with straight
0.065 inch (No. 16 B.W.
gage) galvanized steel wire
woven into mesh and
spaced 3". Alternate slab
reinforcement shall be
permitted to consist of 4" x
8", 0.109/0.238-inch (No.
12/4 B.W. gage), or 2" x 2",
0.083/0.083-inch (No.
14/14 B.W. gage) welded
wire fabric. Class A or B
roof covering on top.
20-1.1
None
—
—
Varies
—
—
—
—
—
21. Wood joists, floor trusses
and flat or pitched roof
trusses spaced a maximum
24" o.c. with V2" wood
structural panels with
exterior glue applied at
right angles to top of joist
or top chord of trusses with
8d nails. The wood
structural panel thickness
shall not be less than
nominal '/2" less than
required by Chapter 23.
21-1.1
Base layer %" Type X gypsum wallboard applied
at right angles to joist or truss 24" o.c. with 1 '//'
Type S or Type W dry wall screws 24" o.c. Face
layer ^/g" Type X gypsum wallboard or veneer
base applied at right angles to joist or truss
through base layer with V/^" Type S or Type W
dry wall screws 12" o.c. at joints and intermediate
joist or truss. Face layer Type G drywall screws
placed 2" back on either side of face layer end
joints, 12" o.c.
—
—
—
Varies
—
—
l'/4
22. Steel joists, floor trusses
and flat or pitched roof
trusses spaced a maximum
24" o.c. with V2" wood
structural panels with
exterior glue applied at
right angles to top of joist
or top chord of trusses with
No. 8 screws. The wood
structural panel thickness
shall not be less than
nominal V2" nor less than
required by Chapter 22.
22-1.1
Base layer ^/g" Type X gypsum board applied at
right angles to steel framing 24" on center with 1"
Type S drywall screws spaced 24" on center. Face
layer ^/g" Type X gypsum board applied at right
angles to steel framing attached through base layer
with 1%" Type S drywall screws 12" on center at
end joints and intermediate joints and IV2" Type G
drywall screws 12 inches on center placed 2" back
on either side of face layer end joints. Joints of the
face layer are offset 24" from the joints of the base
layer.
—
—
—
Varies
—
—
l'/4
23. Wood I-joist (minimum joist
depth 9V4" with a minimum
flange depth of l^/ie" and a
minimum flange cross-
sectional area of 2.3 square
inches) at 24" o.c. spacing
with 1x4 (nominal) wood
furring strip spacer applied
parallel to and covering the
bottom of the bottom flange
of each member, tacked in
place. 2" mineral fiber
insulation, 3.5 pcf (nominal)
installed adjacent to the
bottom flange of the I-joist
and supported by the 1 x 4
furring strip spacer.
23-1.1
72" deep single leg resilient channel 16" on center
(channels doubled at wallboard end joints), placed
perpendicular to the furring strip and joist and
attached to each joist by 1%" Type S drywall
screws. %" Type C gypsum wallboard applied
perpendicular to the channel with end joints
staggered at least 4' and fastened with 1 Vg" Type S
drywall screws spaced 7" on center. Wallboard
joints to be taped and covered with joint
compound.
—
—
—
Varies
—
—
—
—
2003 8NTERNATI10NAL BUBLDBNG CODE®
127
FIRE-RESISTANCE-RATED CONSTRUCTSOI^
Table 720.1(3) Notes.
For Sr. 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 0.454 kg, 1 cubic foot = 0.0283 m^
1 pound per square inch = 6.895 kPa = 1 pound per hneal foot = 1.4882 kg/m.
a. Staples with equivalent holding power and penetration shall be permitted to be used as alternate fasteners to nails for attachment to wood framing.
b. When the slab is in an unrestrained condition, minimum reinforcement cover shall not be less than 1 Vg inches for 4-hour (siliceous aggregate only); 1 ^1^ inches for
4- and 3-hour; 1 inch for 2-hour (siliceous aggregate only); and % inch for all other restrained and unrestrained conditions.
c. For all of the construction with gypsum wallboard described in this table, gypsum base for veneer plaster of the same size, thickness and core type shall be permit-
ted to be substituted for gypsum wallboard, provided attachment is identical to that specified for the wallboard, and the joints on the face layer are reinforced and
the entire surface is covered with a minimum of '/|g-inch gypsum veneer plaster.
d. Slab thickness over steel joists measured at the joists for metal lath form and at the top of the form for steel form units.
e. (a) The maximum allowable stress level for H-Series joists shall not exceed 22,000 psi.
(b) The allowable stress for K-Series joists shall not exceed 26,000 psi, the nominal depth of such joist shall not be less than 10 inches and the nominal joist weight
shah not be less than 5 pounds per hneal foot.
f. Cement plaster with 15 pounds of hydrated lime and 3 pounds of approved additives or admixtures per bag of cement.
g. Gypsum wallboard ceilings attached to steel framing shall be permitted to be suspended with 1 Vj-inch cold-formed carrying channels spaced 48 inches on center,
which are suspended with No. 8 SWG galvanized wire hangers spaced 48 inches on center. Cross-furring channels are tied to the carrying channels with No. 18
SWG galvanized wire hangers spaced 48 inches on center. Cross-furring channels are tied to the carrying channels with No. 18 SWG galvanized wire (double
strand) and spaced as required for direct attachment to the framing. This alternative is also applicable to those steel framing assemblies recognized under
Note q.
h. Six-inch hollow clay tile with 2-inch concrete slab above.
i. Four-inch hollow clay tile with I'/j-inch concrete slab above.
j. Thickness measured to bottom of steel form units.
k. Five-eighths inch of vermiculite gypsum plaster plus Vj inch of approved vermiculite acoustical plastic.
1. Furring channels spaced 12 inches on center.
m. Double wood floor shah be permitted to be either of the following:
(a) Subfloor of 1-inch nominal boarding, a layer of asbestos paper weighing not less than 14 pounds per 100 square feet and a layer of 1-inch nominal
tongue-and-groove finished flooring; or
(b) Subfloor of 1-inch nominal tongue-and-groove boarding or '%2-irich wood structural panels with exterior glue and a layer of 1-inch nominal
tongue-and-groove finished flooring or ' ^j-in^h wood structural panel finish flooring or a layer of Type 1 Grade M- 1 particleboard not less than %-inch thick.
n. The ceiling shall be permitted to be omitted over unusable space, and flooring shaU be permitted to be omitted where unusable space occurs above.
o. For properties of cooler or wallboard nails, see ASTM C 514, ASTM C 547 or ASTM F 1667.
p. Thickness measured on top of steel deck unit.
q. Generic fire-resistance ratings (those not designated as PROPRIETARY* in the listing) in the GA 600 shall be accepted as if herein listed.
721.2 Concrete assemblies. The provisions of this section
contain procedures by which the fire-resistance ratings of con-
crete assembhes are estabhshed by calculations.
721.2.1 Concrete walls. Cast-in-place and precast concrete
walls shall comply with Section 72 1 .2. 1 . 1 . Multi wythe con-
crete walls shall comply with Section 721.2.1.2. Joints be-
tween precast panels shall comply with Section 721.2.1.3.
Concrete walls with gypsum wallboard or plaster finish
shall comply with Section 721.2.1.4.
721.2.1.1 Cast-in-place or precast walls. The mini-
mum equivalent thicknesses of cast-in-place or precast
concrete walls for fire-resistance ratings of 1 hour to 4
hours are shown in Table 721 .2. 1 . 1 . For solid walls with
flat vertical surfaces, the equivalent thickness is the same
as the actual thickness. The values in Table 721.2.1.1 ap-
ply to plain, reinforced or prestressed concrete walls.
TABLE 721.2.1.1
MINIMUM EQUIVALENT THICKNESS OF CAST-IN-PLACE
OR PRECAST CONCRETE WALLS, LOAD-BEARING
OR NONLOAD-BEARING
CONCRETE
TYPE
MINIMUM SLAB THICKNESS (inches)
FOR FIRE-RESISTANCE RATING OF
1-hour
iVj-hour
2-hour
3-hour
4-hour
Siliceous
3.5
4.3
5.0
6.2
7.0
Carbonate
3.2
4.0
4.6
5.7
6.6
Sand-
Lightweight
2.7
3.3
3.8
4.6
5.4
Lightweight
2.5
3.1
3.6
4.4
5.1
For SI: 1 inch = 25.4 mm.
128
721.2.1.1.1 Hollow-core precast wall panels. For
hollow-core precast concrete wall panels in which the
cores are of constant cross section throughout the
length, calculation of the equivalent thickness by di-
viding the net cross-sectional area (the gross cross
section minus the area of the cores) of the panel by its
width shall be permitted.
721.2.1.1.2 Core spaces filled. Where all of the core
spaces of hollow-core wall panels are filled with
loose-fill material, such as expanded shale, clay, or
slag, or vermiculite or perlite, the fire-resistance rat-
ing of the wall is the same as that of a solid wall of the
same concrete type and of the same overall thickness.
721.2.1.1.3 Tapered cross sections. The thickness of
panels with tapered cross sections shall be that deter-
mined at a distance 2t or 6 inches (152 mm), which-
ever is less, from the point of minimum thickness,
where t is the minimum thickness.
721.2.1.1.4 Ribbed or undulating surfaces. The
equivalent thickness of panels with ribbed or undulat-
ing surfaces shall be determined by one of the follow-
ing expressions:
For 5 > At, the thickness to be used shall be t
For 5 < 2t, the thickness to be used shall be t^
For At> s> 2t, the thickness to be used shall be
t +
V y
t -t
e
(Equation 7-3)
V y
2003 INTERNATIONAL BUILDING CODE®
FDRE-RESlSTANCE-RATEDCOiSiSTRUCTBON
where:
s = Spacing of ribs or undulations.
t = Minimum thickness.
te = Equivalent thickness of the panel calculated as
the net cross-sectional area of the panel divided
by the width, in which the maximum thickness
used in the calculation shall not exceed 2t.
721.2.1.2 MeltDwyttie walls. For walls that consist of
two wythes of different types of concrete, the fire-resis-
tance ratings shall be permitted to be determined from
Figure 721.2.1.2.
721.2.1,2.1 Two or more wythes. The fire-resistance
rating for wall panels consisting of two or more wythes
shall be permitted to be determined by the formula:
/? = (/?,0-59 + i?20.59.
where:
,+/?„o-59)
0.59^1.7
R = The fire endurance of the assembly, minutes.
i?,, i?2» and R„ = The fire endurances of the individual
wythes, minutes. Values of R^^-^^ for use in Equation
7-4 are given in Table 721 .2. 1 .2(1). Calculated fire-re-
sistance ratings are shown in Table 721.2.1.2(2).
721.2.1,2.2 Foam plastic msulatiom. The fire-resis-
tance ratings of precast concrete wall panels consist-
ing of a layer of foam plastic insulation sandwiched
between two wythes of concrete shall be permitted to
be determined by use of Equation 7-4. Foam plastic
insulation with a total thickness of less than 1 inch (25
mm) shall be disregarded. The /?„ value for thickness
of foam plastic insulation of 1 inch (25 mm) or
greater, for use in the calculation, is 5 minutes; there-
fore^ o-^^ = 2.5.
3 ^ o
OCDg
U.-J —
Oqui
INSIDE WYTHE
CARBONATE
INSIDEWYTHE
SILICEOUS
W <
THICKNESS OF INSIDEWYTHE, INCHES
OUTSIDE WYTHE
CARBONATE
OUTSIDE WYTHE
SILICEOUS
THICKNESS OF INSIDE WYTHE OF SAND-LIGHTWEIGHT CONCRETE, INCHES
For SI: 1 inch = 25.4 mm.
5E 721 .2.11 .2
FDRE-RESESTANCE RATSNGS OF
TWO-WYTHE CONCRETE WALLS
721.2.1.3 Joimts between precast wall panels. Joints
between precast concrete wall panels which are not insu-
lated as required by this section shall be considered as
openings in walls. Uninsulated joints shall be included in
determining the percentage of openings permitted by Ta-
ble 704.8. Where openings are not permitted or are re-
quired by this code to be protected, the provisions of this
section shall be used to determine the amount of joint in-
sulation required. Insulated joints shall not be considered
TABLE 721.2.1.2(1)
VALUES OF R„°-^^ FOR USE IN EQUATION 7-4
TYPE OF WIATERIAL
THICKNESS OF WIATERIAL (inches)
IV2
2
21/2
3
31/2
4
4V2
5
51/2
6
6V2
7
Siliceous aggregate
concrete
5.3
6.5
8.1
9.5
11.3
13.0
14.9
16.9
18.8
20.7
22.8
25.1
Carbonate aggregate
concrete
5.5
7.1
8.9
10.4
12.0
14.0
16.2
18.1
20.3
21.9
24.7
27.2=
Sand-lightweight
concrete
6.5
8.2
10.5
12.8
15.5
18.1
20.7
23.3
26.0=
Notec
Notec
Notec
Lightweight concrete
6.6
8.8
11.2
13.7
16.5
19.1
21.9
24.7
27.8=
Notec
Notec
Note c
Insulating concrete"
9.3
13.3
16.6
18.3
23.1
26.5^
Notec
Notec
Note c
Notec
Notec
Notec
Airspace''
—
—
—
—
—
—
—
—
—
—
—
—
For SI: 1 inch = 25.4 mm, 1 pound per cubic foot = 16.02 icg/m^.
a. Dry unit weight of 35 pcf or less and consisting of cellular, perlite or vermicuhte concrete.
b. The R°-^^ value for one Vj" to 3 Vj" airspace is 3.3. The 7?,,°^' value for two Vj" to 3 Vj" airspaces is 6.7.
c. The fire-resistance rating for this thickness exceeds 4 hours.
2003 B^STERNATBO^SAL BUILDJIMG CODE®
129
FSRE-RESISTANCE-RATEDCONSTRUCTDON
openings for purposes of determining compliance with
the allowable percentage of openings in Table 704.8.
TABLE 721 .2.1.2(2)
FIRE-RESISTANCE RATBNGS BASED ON R°-^^
WMUilNUTES
R0.59
60
120
180
240
11.20
16.85
21.41
25.37
a. Based on Equation 7-4.
721.2.13<,1 Ceramic fflber joint protectioe. Figure
721.2.1.3.1 shows thicknesses of ceramic fiber blan-
kets to be used to insulate joints between precast con-
crete wall panels for various panel thicknesses and for
joint widths of Vg inch (9.5 mm) and 1 inch (25 mm)
for fire-resistance ratings of 1 hour to 4 hours. For
joint widths between % inch (9.5 mm) and 1 inch (25
mm), the thickness of ceramic fiber blanket is allowed
to be determined by direct interpolation. Other tested
and labeled materials are acceptable in place of ce-
ramic fiber blankets.
721.2.1,4 Walls with gypsem walltooard or plaster fflim-
Islies. The fire-resistance rating of cast-in-place or pre-
cast concrete walls with finishes of gypsum wallboard or
plaster applied to one or both sides shall be permitted to
be calculated in accordance with the provisions of this
section,
721.2.1.4.1 Nonfire-exposed side. Where the finish
of gypsum wallboard or plaster is applied to the side
of the wall not exposed to fire, the contribution of the
finish to the total fire-resistance rating shall be deter-
mined as follows: The thickness of the finish shall first
be corrected by multiplying the actual thickness of the
finish by the applicable factor determined from Table
721 .2.1.4(1) based on the type of aggregate in the con-
crete. The corrected thickness of finish shall then be
added to the actual or equivalent thickness of concrete
and fire-resistance rating of the concrete and finish
determined from Table 721.2.1.1, Figure 721.2.1.2 or
Table 721.2.1.2(1).
721.2.1.4.2 Fire-exposed side. Where gypsum wall-
board or plaster is applied to the fire-exposed side of
the wall, the contribution of the finish to the total
fure-resistance rating shall be determined as follows:
The time assigned to the finish as estabhshed by Table
721.2.1.4(2) shall be added to the fire-resistance rating
determined from Table 721.2.1.1 or Figure 721.2.1.2,
or Table 721.2.1.2(1) for the concrete alone, or to the
rating determined in Section 721.2.1.4.1 for the con-
crete and finish on the nonfire-exposed side.
721.2.1.4.3 Nonsymmetrical assemblies. For a wall
having no finish on one side or different types or
thicknesses of finish on each side, the calculation pro-
cedures of Sections 721 .2. 1 .4. 1 and 721 .2. 1 .4.2 shall
be performed twice, assuming either side of the wall
to be the fire-exposed side. The fire-restance rating of
the wall shall not exceed the lower of the two values.
tmni For an exterior wall with more than 5
feet (1524 mm) of horizontal separation, the fire
shall be assumed to occur on the interior side only.
1 INCH JOINT WIDTH
\
\
3 4 5 6 7 8
PANEL THICKNESS, INCHES
3/8 INCH JOINT WIDTH
I 1
3hr.-x
^2hr.
\ \
\^
1 i
t'*.!
\n 1>
\..
For SI: 1 inch = 25.4 mm.
r% -A SI R 7 ft
PANEL THICKNESS, INCHES
1-"
LU
o
LL
o
CO
UJ
z
is:
o
3:
t-
b
INCH MAXIMUM REGARDLESS
OF OPENING RATING
r CERAMIC FIBER
BLANKET
JOINT
WIDTH
CARBONATE OR
SILICEOUS AGGREGATE
CONCRETE
SAND-LIGHTWEIGHT
OR LIGHTWEIGHT
CONCRETE
?E 721 .2.1 .3.1
CERAMIC FDBER J08MT PROTECTION
130
2003 INTERNATIONAL BU8LDING CODE®
F1RE=RES1STANCE-RATEDC0NSTRUCTD0M
TABLE 721.2.1 .4(1)
MOLTIPLYIMG FACTOR FOR FINISHES OH MONFIRE-EXPOSED SIDE OF WALL
TYPE OF FIWISH APPLIED
TO MASONRY WALL
TYPE OF AGGREGATE USED IM CONCRbllfc OR CONCRETE MASONRY
Concrete: siliceous
or carbonate
Masonry: siliceous or
calcareous gravel
Concrete: sand
lightweight concrete
Masonry: limestone,
cinders or unexpected slag
Concrete: lightweight
concrete
Masonry: expanded
shale, clay or slate
Concrete: pumice, or
expanded slag
Portland cement-sand plaster
1.00
0.75^
0.75=^
0.50^
Gypsum-sand plaster or gypsum wallboard
1.25
1.00
1.00
1.00
Gypsum- vermiculite or perlite plaster
1.75
1.50
1.50
1.25
For SI: 1 inch = 25.4 mm.
a. For Portland cement-sand plaster % inch or less in thickness and applied directly to the masonry on the nonfire-exposed side of the wall, the multiplying factor
shall be 1.00.
721.2,1,4.4 MiminiMim comcrete ire-resnstaiiice rat-
ipg. Where finishes applied to one or both sides of a
concrete wall contribute to the fire-resistance rating,
the concrete alone shall provide not less than one-half
of the total required fire-resistance rating. Additionally,
the contribution to the fire resistance of the finish on the
nonfire-exposed side of a load-bearing wall shall not
exceed one-half the contribution of the concrete alone.
TABLE 721.2.1.4(2)
TIME ASSBGSMED TO FINISH MATI
FBRE-EJCPOSED SIDE OF
FINISH DESCRIPTION
TIME (minute)
Gypsum wallboard
•^/g inch
'/2 inch
% inch
2 layers of Vg inch
1 layer % inch, 1 layer V2 inch
2 layers V2 inch
10
15
20
25
35
40
Type X gypsum wallboard
'/2 inch
^/g inch
25
40
Portland cement-sand plaster applied directly
to concrete masonry
See Note a
Portland cement-sand plaster on metal lath
^/4 inch
% inch
1 inch
20
25
30
Gypsum sand plaster on Vg-inch gypsum lath
V2 inch
^/g inch
^/4 inch
35
40
50
Gypsum sand plaster on metal lath
^/4 inch
^/g inch
1 inch
50
60
80
For SI: 1 inch = 25.4 mm.
a. The actual thickness of portland cement-sand plaster, provided it is ^/g inch
or less in thickness, shall be permitted to be included in determining the
equivalent thickness of the masonry for use in Table 721.3.2.
721.2.1.4.5 Comcrete imlslTies. Finishes on concrete
walls that are assumed to contribute to the total
fire-resistance rating of the wall shall comply with the
. installation requirements of Section 721.3.2.5.
721o2<,2 Concrete floor and roof slabs. Reinforced and pre-
stressed floors and roofs shall comply with Section
721.2.2.1. Multicourse floors and roofs shall comply with
Sections 721.2.2.2 and 721.2.2.3, respectively.
721.2.2.1 Meimforced and prestressed floors and
roofs. The minimum thicknesses of reinforced and pre-
stressed concrete floor or roof slabs for fire-resistance
ratings of 1 hour to 4 hours are shown in Table 721 .2.2. 1 .
TABLE 721 .2.2.1
MBNIiViUM SLAB THICKNESS (inches)
CONCRETE TYPE
FlRE-RESlSTANCE RATING (hour)
1
11/,
2
3
4
Siliceous
3.5
4.3
5.0
6.2
7.0
Carbonate
3.2
4.0
4.6
5.7
6.6
Sand-lightweight
2.7
3.3
3.8
4.6
5.4
Lightweight
2.5
3.1
3.6
4.4
5.1
For SI: 1 inch = 25.4 mm.
721.2.2.1.1 HoIIow=core prestressed slabs. For hol-
low-core prestressed concrete slabs in which the cores
are of constant cross section throughout the length,
the equivalent thickness shall be permitted to be ob-
tained by dividing the net cross-sectional area of the
slab including grout in the joints, by its width.
721.2.2.1.2 Slabs with sloping soffits. The thickness
of slabs with sloping soffits (see Figure 721.2.2.1.2)
shall be determined at a distance 2t or 6 inches (152
mm), whichever is less, from the point of minimum
thickness, where t is the minimum thickness.
DETERMINE THICKMESS HERE
2f OR 6 INCHES.
WHICHEVER IS LESS
For SI: 1 inch = 25.4 mm.
: 721 .2.2.1 .2
DETERMDWATION OF SLAB THSCKiMESS
SLOPIIING SOFFITS
2003 8NTERMAT10MAL BUBLDIMG CODE®
131
FIRE-RESISTANCE-RATED CONSTRUCTION
721.2.2.1.3 Slabs with ribbed soffits. The thickness
of slabs with ribbed or undulating soffits (see Figure
721 .2.2. 1 .3) shall be determined by one of the follow-
ing expressions, whichever is applicable:
For s > At, the thickness to be used shall be t
For s < It, the thickness to be used shall be t^
For At> s> It, the thickness to be used shall be
CARBONATE BASE
SILICEOUS BASE
t +
4l
s
(Equation 7-5)
J
where:
s = Spacing of ribs or undulations.
/ = Minimum thickness.
te = Equivalent thickness of the slab calculated as
the net area of the slab divided by the width, in
which the maximum thickness used in the cal-
culation shall not exceed 2t.
NEGLECT SHADED AREA IN CALCULATION OF EQUIVALENT THICKNESS
For SI: 1 inch = 25.4 mm.
FIGURE 721 .2.2.1 .3
SLABS WITH RIBBED OR UNDULATING SOFFITS
721.2.2.2 Multicourse floors. The fire-resistance rat-
ings of floors that consist of abase slab of concrete with a
topping (overlay) of a different type of concrete shall
comply with Figure 721.2.2.2.
721.2.2.3 Multicourse roofs. The fire-resistance ratings
of roofs which consist of a base slab of concrete with a
topping (overlay) of an insulating concrete or with an in-
sulating board and built-up roofing shall comply with
Figures 721.2.2.3(1) and 721.2.2.3(2).
721.2.2.3.1 Heat transfer. For the transfer of heat,
three-ply built-up roofing contributes 10 minutes to
the fire-resistance rating. The fire-resistance rating
for concrete assemblies such as those shown in Figure
721.2.2.3(1) shall be increased by 10 minutes. This
increase is not applicable to those shown in Figure
721.2.2.3(2).
721.2.2.4 Joints in precast slabs. Joints between adja-
cent precast concrete slabs need not be considered in cal-
culating the slab thickness provided that a concrete
topping at least 1 inch (25 mm) thick is used. Where no
^1
gm 2
UIO 1
— 1 —
K
^v ^S^hr-
-
N
\^ >s3hrV
"
\lhr. Ns^^ >v
\-
-
\l
TTHICKNESS OF NORMAL-WEIGHT CONCRETE BASE SLAB, INCHES
CARBONATE OVERLAY
SILICEOUS OVERLAY
THICKNESS OF SAND-LIGhfTWEIGHT CONCRETE BASE SLAB, INCHES
For SI: 1 inch = 25.4 mm.
FIGURE 721 .2.2.2
FIRE-RESISTANCE RATINGS FOR TWO-COURSE
CONCRETE FLOORS
THICKNESS OF CONCRETE BASE SLAB, INCHES
For SI: 1 inch = 25.4 mm.
FIGURE 721 .2.2.3(1)
FIRE-RESISTANCE RATINGS FOR CONCRETE
ROOF ASSEMBLIES
132
2003 INTERNATIONAL BUILDING CODE®
FIRE-RESISTANCE-RATED CONSTRUCTIOW
-STANDARD 3-PLY
BUILT-UP ROOFING
O-
c/)q"
(d) II
OQ
LU O
(0) ZCD
kWWW MINERAL BOARD WWXX^
4 CONCRETE -» ■ ^
CARBONATE BASE
SILICEOUS BASE
SAND-LIGHTWEIGHT BASE
3r
THICKNESS OF CONCRETE BASE SLAB, INCHES
STANDARD 3-PLY
BUILD-UP ROOFING
r/////.GLASS FIBER BOARP///^
4 CONCRETE * ■ ■»
CARBONATE BASE
SILICEOUS BASE
k\\. '
-\ 3hrX
■
2hr. XX
?S
SAND-LIGHTWEIGHT BASE
3fi
3 5 "1 3 5 1 3
THICKNESS OF CONCRETE BASE SLAB. INCHES
For SI: 1 inch = 25.4 mm.
?E 721 .2.2.3(2)
FIRE-RESISTANCE RATINGS FOR CONCRETE
ASSEMBLIES
concrete topping is used, joints must be grouted to a
depth of at least one-third the slab thickness at the joint,
but not less than 1 inch (25 mm), or the joints must be
made fire resistant by other approved methods.
721.2,3 Concrete cover over rennforcememt. The mini-
mum thickness of concrete cover over reinforcement in con-
crete slabs, reinforced beams and prestressed beams shall
comply with this section.
721o2o3<,l Slab cover. The minimum thickness of con-
crete cover to the positive moment reinforcement shall
comply with Table 721.2.3(1) for reinforced concrete
and Table 721.2.3(2) for prestressed concrete. These ta-
bles are applicable for solid or hollow-core one-way or
two-way slabs with flat undersurfaces. These tables are
applicable to slabs that are either cast in place or precast.
For precast prestressed concrete not covered elsewhere,
the procedures contained in PCI MNL 124 shall be ac-
ceptable.
721.2.3.2 Keleforced beam cover. The minimum thick-
ness of concrete cover to the positive moment reinforce-
ment (bottom steel) for reinforced concrete beams is
shown in Table 721.2.3(3) for fire-resistance ratings of 1
hour to 4 hours.
7210203.3 Prestressed beam cover. The minimum thick-
ness of concrete cover to the positive moment
prestressing tendons (bottom steel) for restrained and un-
restrained prestressed concrete beams and stemmed
units shall comply with the values shown in Tables
721.2.3(4) and 721.2.3(5) for fire-resistance ratings of 1
.hour to 4 hours. Values in Table 721.2.3(4) apply to
beams 8 inches (203 mm) or greater in width. Values in
Table 721.2.3(5) apply to beams or stems of any width,
provided the cross-section area is not less than 40 square
inches (25 806 mm^). In case of differences between the
values determined from Table 721.2.3(4) or 721.2.3(5),
it is permitted to use the smaller value. The concrete
cover shall be calculated in accordance with Section
721.2.3.3.1. The minimum concrete cover for
nonprestressed reinforcement in prestressed concrete
beams shall comply with Section 721.2.3.2.
721.2.3.3.1 CalcuMing concrete cover. The con-
crete cover for an individual tendon is the minimum
thickness of concrete between the surface of the ten-
don and the fire-exposed surface of the beam, except
that for ungrouped ducts, the assumed cover thick-
ness is the minimum thickness of concrete between
the surface of the duct and the fire-exposed surface
of the beam. For beams in which two or more ten-
dons are used, the cover is assumed to be the average
of the minimum cover of the individual tendons. For
corner tendons (tendons equal distance from the bot-
tom and side), the minimum cover used in the calcu-
lation shall be one-half the actual value. For
stemmed members with two or more prestressing
TABLE 721 .2.3(1)
THICKNESS FOR REINFORCED CONCRETE FLOOR OR ROOF SLABS (inches)
CONCRETE AGGREGATE TYPE
FIRE-RESISTANCE RATING (hours)
Restrained
Unrestrained
1
VI,
2
3
4
1
VI,
2
3
4
Siliceous
%
%
'U
V4
%
V4
%
1
l'/4
1%
Carbonate
%
%
%
'U
%
'U
\
'U
l'/4
IV4
Sand-lightweight or lightweight
%
'U
'U
%
%
%
V4
%
l'/4
IV4
For SI: 1 inch = 25.4 mm.
2003 INTERNATIONAL BUILDING CODE®
133
FIRE-RESISTANCE-RATED CONSTRUCTION
TABLE 721 .2.3(2)
COVER THICKNESS FOR PRESTRESSED CONCRETE FLOOR OR ROOF SLABS (inches)
CONCRETE AGGREGATE TYPE
FIRE-RESISTAMCE RATING (hours)
Restrained
Unrestrained
1
V/,
2
3
4
1
VI,
2
3
4
Siliceous
%
\
%
%
'U
iVs
\%
1^/4
2%
2V4
Carbonate
%
\
\
%
%
1
1%
iVs
2'/«
2V4
Sand-lightweight or lightweight
%
%
%
'U
%
1
1%
1V2
2
2V4
For SI: 1 inch = 25.4 mm.
TABLE 721 .2.3(3)
MINIMUM COVER FOR MAIN REINFORCING BARS OF REINFORCED CONCRETE BEAMS'"
(APPLICABLE TO ALL TYPES OF STRUCTURAL CONCRETE)
RESTRAINED OR
UNRESTRAINED*"
BEAIM WIDTH"
(inches)
FIRE-RESISTANCE RATING (hours)
1
VI,
2
3
4
Restrained
5
7
>10
V4
P
V4
Unrestrained
5
7
>10
%
'U
%
1
V4
IV4
1^/4
1
3
IV4
For SI: I inch = 25.4 mm, 1 foot = 304.8 mm.
a. Tabulated values for restrained assemblies apply to beams spaced more than 4 feet on center. For restrained beams spaced 4 feet or less on center, minimum cover
of ^ inch is adequate for ratings of 4 hours or less.
b. For beam widths between the tabulated values, the minimum cover thickness can be determined by direct interpolation.
c. The cover for an individual reinforcing bar is the minimum thickness of concrete between the surface of the bar and the fire-exposed surface of the beam. For
beams in which several bars are used, the cover for comer bars used in the calculation shall be reduced to one-half of the actual value. The cover for an individual
bar must be not less than one-half of the value given in Table 721.2.3(3) nor less than V4 inch.
TABLE 721 .2.3(4)
IINIMUM COVER FOR PRESTRESSED CONCRETE BEAMS 8 INCHES OR GREATER IN WIDTH
RESTRAINED OR
UNRESTRAINED^
CONCRETE
AGGREGATE TYPE
BEAM WIDTH"
(inches)
FIRE-RESISTANCE RATING (hours)
1
VI,
2
3
4
Restrained
Carbonate or siliceous
Carbonate or siliceous
Sand lightweight
Sand lightweight
8
>12
8
>12
l'/2
IV2
IV2
l'/2
l'/2
l'/2
l'/2
IV2
IV2
l'/2
IV2
IV2
iV
1V2
1V2
1V2
2V2^
2^
1%^
Unrestrained
Carbonate or siliceous
Carbonate or siliceous
Sand lightweight
Sand lightweight
8
>12
8
>12
IV2
IV2
IV2
IV2
IV4
IV2
IV2
IV2
2V2
2
1%
5^
2V2
3V4
2
3
2V2
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Tabulated values for restrained assemblies apply to beams spaced more than 4 feet on center. For restrained beams spaced 4 feet or less on center, minimum cover
of ^/4 inch is adequate for 4-hour ratings or less.
b. For beam widths between 8 inches and 12 inches, minimum cover thickness can be determined by direct interpolation.
c. Not practical for 8-inch-wide beam but shown for purposes of interpolation.
134
2003 INTERNATIONAL BUILDING CODEO
FIRE-RESISTAMCE-RATEDCOMSTRUCTDOW
TABLE 721 .2.3(5)
COVER FOR PRESTRESSED CONCRETE BEAMS OF ALL WIDTHS
RESTRAINED OR
UNRESTRAINED^
CONCRETE
AGGREGATE TYPE
BEAM AREA"
A (square inches)
FBRE-RESISTANCE RATDNG (hours)
11
VI,
2
3
4
Restrained
All
40 < A < 150
VI,
IV2
2
2V,
—
Carbonate or
siliceous
150 < A < 300
1V2
IV2
IV2
IV4
2-/,
300 < A
1V2
.IV2
l'/2
l'/2
2
Sand lightweight
150 < A
\%
IV2
1V2
l'/2
2
Unrestrained
All
40 < A < 150
2
2%
—
—
Carbonate or
sihceous
150 < A < 300
\%
1%
2'/2
—
—
300 < A
\%
IV2
2
3^=
4c
Sand lightweight
150 < A
■ IV2
l'/2
2
3=
4c
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Tabulated values for restrained assemblies apply to beams spaced more than 4 feet on center. For restrained beams spaced 4 feet or less on center, minimum cover
of V4 inch is adequate for 4-hour ratings or less.
b. The cross-sectional area of a stem is permitted to include a portion of the area in the flange, provided the width of the flange used in the calculation does not exceed
three times the average width of the stem.
c. U-shaped or hooped stirrups spaced not to exceed the depth of the member and having a minimum cover of 1 inch shall be provided.
tendons located along the vertical centerline of the
stem, the average cover shall be the distance from the
bottom of the member to the centroid of the tendons.
The actual cover for any individual tendon shall not
be less than one-half the smaller value shown in Ta-
bles 721.2.3(4) and 721.2.3(5), or 1 inch (25 mm),
whichever is greater.
721o2.4 Concrete colemms. Concrete columns shall com-
ply with this section.
TABLE 721 .2.4
MSNIWIUM DIWiEMSDON OF CONCRETE COLUMNS (Simclhies)
TYPES OF
CONCRETE
FIRE-REStSTANCE RATING (hours)
11
VI,
2a
3a
4"
Siliceous
8
9
10
12
14
Carbonate
8
9
10
11
12
Sand-lightweight
8
87,
9
IOV2
12
For SI: 1 inch = 25 mm.
a. The minimum dimension is permitted to be reduced to 8 inches for rectangu-
lar columns with two parallel sides at least 36 inches in length.
b. The minimum dimension is permitted to be reduced to 10 inches for rectan-
gular columns with two parallel sides at least 36 inches in length.
721o2o4.1 MnEtmiinm siseo The minimum overall dimen-
sions of reinforced concrete columns for fire-resistance
ratings of 1 hour to 4 hours shall comply with Table
721.2.4.
7210204.2 MnEimMm cover for M/C cotamms. The mini-
mum thickness of concrete cover to the main longitudinal
reinforcement in columns, regardless of the type of ag-
gregate used in the concrete, shall not be less than 1 inch
(25 mm) times the number of hours of required fire resis-
tance or 2 inches (51 mm), whichever is less.
7210204.3 Columms built insto wallSo The minimum di-
mensions of Table 721.2.4 do not apply to a reinforced
concrete column that is built into a concrete or masonry
wall provided all of the following are met:
1 . The fire-resistance rating for the wall is equal to or
greater than the required rating of the column;
2. The main longitudinal reinforcing in the column
has cover not less than that required by Section
721.2.4.2; and
3. Openings in the wall are protected in accordance
with Table 715.4.
Where openings in the wall are not protected as re-
quired by Section 715.4, the minimum dimension of col-
umns required to have a fire-resistance rating of 3 hours
or less shall be 8 inches (203 mm), and 10 inches (254
mm) for columns required to have a fire-resistance rating
of 4 hours, regardless of the type of aggregate used in the
concrete.
721o2.4.4 Precast cover emits for
Section 721.5.1.4.
. See
721.3 Comcrete masomry. The provisions of this section con-
tain procedures by which the fire-resistance ratings of concrete
masonry are established by calculations.
721o3ol Equivalemt tMckmess. The equivalent thickness of
■concrete masonry construction shall be determined in ac-
cordance with the provisions of this section.
721o3.1ol Concrete masomry emit plus imisheSo The
equivalent thickness of concrete masonry assemblies,
r^Q, shall be computed as the sum of the equivalent thick-
ness of the concrete masonry unit, T^, as determined by
Section 721.3.1.2, 721.3.1.3, or 721.3.1.4, plus the
equivalent thickness of finishes, T^p determined in accor-
dance with Section 721.3.2:
T = T + T
^ ea ^ e ef
(Equation 7=6)
2003 INTERNATIIOWAL BUBLDING CODE®
FIRE-RESISTANCE-RATED CONSTRUCTION
T^= V„/LH= Equivalent thickness of concrete ma-
sonry unit (inch) (mm).
where:
V„ = Net volume of masonry unit (inch^) (mm^).
L = Specified length of masonry unit (inch) (mm).
H = Specified height of masonry unit (inch) (mm).
721.3.1.2 Ungrouted or partially grouted construc-
tion. Tg shall be the value obtained for the concrete ma-
sonry unit determined in accordance with ASTM C 140.
721.3.1.3 Solid grouted construction. The equivalent
thickness, T^, of sohd grouted concrete masonry units is
the actual thickness of the unit.
721.3.1.4 Airspaces and cells filled with loose-fill ma-
terial. The equivalent thickness of completely filled hol-
low concrete masonry is the actual thickness of the unit
when loose-fill materials are: sand, pea gravel, crushed
stone, or slag that meet ASTM C 33 requirements; pum-
ice, scoria, expanded shale, expanded clay, expanded
slate, expanded slag, expanded fly ash, or cinders that
comply with ASTM C 331; or perlite or vermiculite
meeting the requirements of ASTM C 549 and ASTM C
516, respectively.
721.3.2 Concrete masonry walls. The fire-resistance rat-
ing of walls and partitions constructed of concrete masonry
units shall be determined from Table 721.3.2. The rating
shall be based on the equivalent thickness of the masonry
and type of aggregate used.
721.3.2.1 Finish on nonfire-exposed side. Where plas-
ter or gypsum wallboard is applied to the side of the wall
not exposed to fire, the contribution of the finish to the to-
tal fire-resistance rating shall be determined as follows:
The thickness of gypsum wallboard or plaster shall be
corrected by multiplying the actual thickness of the fin-
ish by applicable factor determined from Table
721.2.1.4(1). This corrected thickness of finish shall be
added to the equivalent thickness of masonry and the
fire-resistance rating of the masonry and finish deter-
mined from Table 721.3.2.
721.3.2.2 Finish on fire-exposed side. Where plaster or
gypsum wallboard is applied to the fire-exposed side of
the wall, the contribution of the finish to the total fire-re-
sistance rating shall be determined as follows: The time
assigned to the finish as established by Table
721.2.1.4(2) shall be added to the fire-resistance rating
determined in Section 721.3.2 for the masonry alone, or
in Section 721.3.2.1 for the masonry and finish on the
nonfire-exposed side.
721.3.2.3 Nonsymmetrical assemblies. For a wall hav-
ing no finish on one side or having different types or
thicknesses of finish on each side, the calculation proce-
dures of this section shall be performed twice, assuming
either side of the wall to be the fire-exposed side. The
fire-resistance rating of the wall shall not exceed the
lower of the two values calculated.
Exception: For exterior walls with more than 5 feet
(1524 mm) of horizontal separation, the fire shall be
assumed to occur on the interior side only.
721.3.2.4 Minimum concrete masonry fire-resistance
rating. Where the finish applied to a concrete masonry
wall contributes to its fire-resistance rating, the masonry
alone shall provide not less than one-half the total re-
quired fire-resistance rating.
721.3.2.5 Attachment of finishes. Installation of fin-
ishes shall be as follows:
1 . Gypsum wallboard and gypsum lath applied to
concrete masonry or concrete walls shall be se-
cured to wood or steel furring members spaced not
more than 16 inches (406 mm) on center (o.c).
2. Gypsum wallboard shall be installed with the long
dimension parallel to the furring members and
shall have all joints finished.
3. Other aspects of the installation of finishes shall
comply with the applicable provisions of Chapters
7 and 25.
TABLE 721.3.2
MINIMUM EQUIVALENT THICKNESS (inches) OF BEARING OR NONBEARING CONCRETE MASONRY WALLS^'
},c,d
TYPE OF AGGREGATE
FIRE-RESISTANCE RATING (hours)
%
'U
1
IV4
11/,
13/,
2
21/,
2V2
2\
3
3V4
31/2
33/,
4
Pumice or expanded slag
1.5
1.9
2.1
2.5
2.7
3.0
3.2
3.4
3.6
3.8
4.0
4.2
4.4
4.5
4.7
Expanded shale, clay or slate
1.8
2.2
2.6
2.9
3.3
3.4
3.6
3.8
4.0
4.2
4.4
4.6
4.8
4.9
5.1
Limestone, cinders or
unexpanded slag
1.9
2.3
2.7
3.1
3.4
3.7
4.0
4.3
4.5
4.8
5.0
5.2
5.5
5.7
5.9
Calcareous or siliceous gravel
2.0
2.4
2.8
3.2
3.6
3.9
4.2
4.5
4.8
5.0
5.3
5.5
5.8
6.0
6.2
For SI: 1 inch = 25.4 mm.
a. Values between those shown in the table can be determined by direct interpolation.
b. Where combustible members are framed into the wall, the thickness of solid material between the end of each member and the opposite face of the wall, or be-
tween members set in from opposite sides, shall not be less than 93 percent of the thickness shown in the table.
c. Requirements of ASTM C 55, ASTM C 73 or ASTM C 90 shall apply.
d. Minimum required equivalent thickness corresponding to the hourly fire-resistance rating for units with a combination of aggregate shall be determined by linear
interpolation based on the percent by volume of each aggregate used in manufacture.
136
2003 INTERNATIONAL BUILDING CODE®
FIRE-RESSSTANCE-RATEDCOMSTRUCTIION
Is. The fire-resistance
rating of wall assemblies constructed of multiple wythes of
masonry materials shall be permitted to be based on the
fire-resistance rating period of each wythe and the continu-
ous airspace between each wythe in accordance with the fol-
lowing formula:
R^ = (R0.59 + /?^0.59 + ___ + R0-59+Ay + A2 + - + A„)'
where:
7=7)
= Fire endurance rating of the assembly
(hours).
Rj, R2, ..., Rn = Fire endurance rating of wythes for I, 2, n
(hours), respectively.
Aj, A2, ...., A„ = 0.30, factor for each continuous airspace for
1, 2, ...n, respectively, having a depth of V2
inch (12.7 mm) or more between wythes.
721.3.4 Concrete masomry llmtels. Fire-resistance ratings
for concrete masonry lintels shall be determined based upon
the nominal thickness of the lintel and the minimum thick-
ness of concrete masonry or concrete, or any combination
thereof, covering the main reinforcing bars, as determined ac-
cording to Table 721.3.4, or by approved alternate methods.
TABLE 721.3.4
WilisSSiVIUWi COVER OF L0NGITUD8NAL
REINFORCEMENT BN FIRE-RESJSTANCE-RATED
RE8NF0RCED CONCRETE MASONRY LINTELS (inches)
NOMINAL WIDTH
OF LINTEL (inches)
FIRE-RESISTANCE RATING (hours)
1
2
3
4
6
1%
2
—
—
8
IV2
l'/2
1%
3
10 or greater
1%
IV,
1%
IV4
For SI: 1 inch = 25.4 mm.
721.3.5 Concrete masomry columms.The fire-resistance
rating of concrete masonry columns shall be determined
based upon the least plan dimension of the column in accor-
dance with Table 721 .3.5 or by approved alternate methods.
TABLE 721 .3.5
MDNSSVIUM DSMENSION OF
CONCRETE MASONRY COLUMNS (inches)
FIRE-RESISTANCE RATING (hours)
1
2
3
4
8
10
12
14
For SI: 1 inch = 25.4 mm.
721.4 Clay brick and tile masonry. The provisions of this sec-
tion contain procedures by which the fire-resistance ratings of
clay brick and tile masonry are established by calculations.
721.4.1 Masonry wails. The fire-resistance rating of ma-
sonry walls shall be based upon the equivalent thickness as
calculated in accordance with this section. The calculation
shall take into account finishes applied to the wall and
airspaces between wythes in multiwythe construction.
721.4.1.1 Equivalent thickness. The fire-resistance rat-
ings of walls or partitions constructed of sohd or hollow
clay masonry units shall be determined from Table
72 1 .4. 1 ( 1 ) or 72 1 .4. 1 (2). The equivalent thickness of the
clay masonry unit shall be determined by Equation 7-8
when using Table 721.4.1(1). The fire-resistance raring
determined from Table 721.4.1(1) shall be permitted to
be used in the calculated fire-resistance rating procedure
in Section 721.4.2.
T=VJLH
where:
(Equation 7-8)
T^ = The equivalent thickness of the clay masonry unit
(inches).
V„ = The net volume of the clay masonry unit (inch^) .
L = The specified length of the clay masonry unit
(inches).
H = The specified height of the clay masonry unit
(inches).
721,4.1.1.1 Hollow clay units. The equivalent thick-
ness, T^, shall be the value obtained for hollow clay
units as determined in accordance with ASTM C 67.
TABLE 721.4.1(1)
FBRE-RESSSTANCE PERIODS OF CLAY MASONRY WALLS
MATERIAL TYPE
n/ilNDMUM REQUIRED EQUIVALENT THICKNESS FOR FIRE RESISTANCES'''''^ (inches)
1 hour
2 hour
3 hour
4 hour
Solid brick of clay or shale'*
2.7
3.8
4.9
6.0
Hollow brick or tile of clay or shale, unfilled
2.3
3.4
4.3
5.0
Hollow brick or tile of clay or shale, grouted or filled with
materials specified in Section 721.4.1.1.3
3.0
4.4
5.5
6.6
For SI: 1 inch = 25.4 mm.
a. Equivalent thickness as determined from Section 721.4.1.1.
b. Calculated fire resistance between the hourly increments listed shall be determined by linear interpolation.
c. Where combustible members are framed in the wall, the thickness of solid material between the end of each member and the opposite face of the wall, or between
members set in from opposite sides, shall not be less than 93 percent of the thickness shown.
d. For units in which the net cross-sectional area of cored brick in any plane parallel to the surface containing the cores is at least 75 percent of the gross cross-sec-
tional area measured in the same plane.
2003 I MTER NATIONAL BUILDING CODE®
137
RRE-RESISTANCE-RATED CONSTRUCTION
TABLE 721.4.1(2)
FIRE-RESISTANCE RATINGS FOR BEARING STEEL FRAP
BRICK VENEER WALLS OR PARTITIONS
WALL OR PARTITION ASSEMBLY
PLASTER SIDE
EXPOSED (hours)
BRICK FACED SIDE
EXPOSED (hours)
Outside facing of steel studs:
^1" wood fiberboard sheathing next to studs, ^1" airspace formed with
^1" X 1 ^/g" wood strips placed over the fiberboard and secured to the studs;
metal or wire lath nailed to such strips, 3 V4" brick veneer held in place by filling
V4" airspace between the brick and lath with mortar. Inside facing of studs: V4"
unsanded gypsum plaster on metal or wire lath attached to Vi/' wood strips
secured to edges of the studs.
1.5
4
Outside facing of steel studs:
I" insulation board sheathing attached to studs, 1" airspace, and 3^//' brick
veneer attached to steel frame with metal ties every 5th course. Inside facing of
studs: Vg" sanded gypsum plaster (1:2 mix) applied on metal or wire lath
attached directly to the studs.
1.5
4
Same as above except use Vg" vermiculite — gypsum plaster or 1" sanded
gypsum plaster (1:2 mix) applied to metal or wire.
2
4
Outside facing of steel studs:
V2" gypsum sheathing board, attached to studs, and 3V4" brick veneer attached
to steel frame with metal ties every 5th course. Inside facing of studs: V2"
sanded gypsum plaster (1:2 mix) applied to 72" perforated gypsum lath
securely attached to studs and having strips of metal lath 3 inches wide applied
to all horizontal joints of gypsum lath.
2
4
For SI: 1 inch = 25.4 mm.
721.4.1.1.2 Solid grouted clay units. The equivalent
thickness of solid grouted clay masonry units shall be
taken as the actual thickness of the units.
721.4.1.1.3 Units with filled cores. The equivalent
thickness of the hollow clay masonry units is the ac-
tual thickness of the unit when completely filled with
loose-fill materials of: sand, pea gravel, crushed
stone, or slag that meet ASTM C 33 requirements;
pumice, scoria, expanded shale, expanded clay, ex-
panded slate, expanded slag, expanded fly ash, or cin-
ders in compliance with ASTM C 33 1 ; or perlite or
vermiculite meeting the requirements of ASTM C
549 and ASTM C 516, respectively.
721.4.1.2 Plaster finishes. Where plaster is appHed to
the wall, the total fire-resistance rating shall be deter-
mined by the formula:
721.4.1.3 Multiwythe walls with airspace. Where a
continuous airspace separates multiple wythes of the
wall or partition, the total fire-resistance rating shall be
determined by the formula:
R = (/?,o-59 + R^o.59 + ...+/?^o.59 + as) >-^ (Equation 7-10)
where:
R
i?„/?2and/?„ =
as
The fire endurance of the assembly
(hours).
The fire endurance of the individual
wythes (hours).
Coefficient for continuous airspace.
R = (R„^'^+pl)\J
(Equation 7-9)
where:
R = The fire endurance of the assembly (hours).
/?„ = The fire endurance ofthe individual wall (hours).
pi = Coefficient for thickness of plaster.
Values for R„^-^^ for use in EquaUon 7-9 are given in Ta-
ble 721.4.1(3). Coefficients for thickness of plaster shall
be selected from Table 721.4.1(4) based on the actual
thickness of plaster applied to the wall or partition and
whether one or two sides of the wall are plastered.
Values for /?„°^^ for use in Equation 7-10 are given in Ta-
ble 721.4.1(3). The coefficient for each continuous air-
space of V2 inch to 3 V2 inches (12.7 to 89 mm) separating
two individual wythes shall be 0.3.
721.4.1.4 Nonsymmetrical assemblies. For a wall hav-
ing no finish on one side or having different types or
thicknesses of finish on each side, the calculation proce-
dures of this section shall be performed twice, assuming
either side to be the fire-exposed side ofthe wall. The fire
resistance of the wall shall not exceed the lower of the
two values determined.
Exception: For exterior walls with more than 5 feet
(1524 mm) of horizontal separation, the fire shall be
assumed to occur on the interior side only.
138
2003 INTERNATIONAL BUILDING CODE®
FDIRE-RESISTANCE-RATED CONSTRUCTION
E 721.4.1(3)
ES OF R„°-^^
R,0.S9
R (hours)
1
1.0
2
1.50
3
1.91
4
2.27
TABLE 721 .4.1 (4)
COEFFDCBENTS FOR PLASTER, pi'
THICKNESS OF
PLASTER (inch)
ONE SIDE
TWO SIDE
%
0.3
0.6
%
0.37
0.75
%
0.45
0.90
For SI: 1 inch = 25.4 mm.
a. Values listed in table are for 1:3 sanded gypsum plaster.
TABLE 721 .4.1 (5)
RE8NF0RCED MASONRY LINTELS
NOMINAL
LINTEL WIDTH
(inches)
IMINliMUlVi LONGITUDINAL REINFORCEMENT COVER
FOR FIRE RESISTANCE (inch)
1 hour
2 hour
3 hour
4 hour
6
1'/.
2
NP
NP
8
IV2
1%
1%
3
10 or more
1%
l'/2
1%
1%
For SI: 1 inch = 25.4 mm.
NP = Not permitted.
TABLE 721 .4.1 (6)
REDNFORCED CLAY MASONRY COLUMNS
COLUMN SIZE
FIRE-RESISTANCE RATING
(hour)
1
2
3
4
Minimum column dimension (inches)
8
10
12
14
For SI: 1 inch - 25 A mm.
Is. The fire-resistance rating for
walls or partitions consisting of two or more dissimilar
wythes shall be permitted to be determined by the formula:
/? = (/?,0.59 + ^^0.59
where:
R
+ ...+/?„°-5^)
(EqeatnomT-ll)
= The fire endurance of the assembly
(hours).
R,, /?2 and /?„ = The fire endurance of the individual wythes
(hours).
Values for /?„°^^ for use in Equation 7-11 are given in Ta-
ble 721.4.1(3).
721.4.2.1 Multtiwytie walls off diffferemt maternal. For
walls that consist of two or more wythes of different ma-
terials (concrete or concrete masonry units) in combina-
tion with clay masonry units, the fire-resistance rating of
the different materials shall be permitted to be deter-
mined from Table 721.2.1.1 for concrete; Table 721.3.2
for concrete masonry units or Table 721.4.1(1) or
721.4.1(2) for clay and tile masonry units.
721.4.3 Eeleforced day masomry IlnltelSo Fire-resistance
ratings for clay masonry lintels shall be determined based
on the nominal width of the lintel and the minimum cover-
ing for the longitudinal reinforcement in accordance with
Table 721.4.1(5).
721.4.4 Relmfforced clay masonry columms. The fire-resis-
tance ratings shall be determined based on the last plan di-
mension of the column in accordance with Table 72 1 .4. 1 (6).
The minimum cover for longitudinal reinforcement shall be
2 inches (51 mm).
721.5 Steel assemblies. The provisions of this section contain
procedures by which the fire-resistance ratings of steel assem-
blies are established by calculations.
721.5.1 Strecteral steel columns. The fire-resistance rat-
ings of steel columns shall be based on the size of the ele-
ment and the type of protection provided in accordance with
this section.
721.5,1,1 General. These procedures establish a basis
for determining the fire resistance of column assemblies
as a function of the thickness of fire-resistant material
and, the weight, W, and heated perimeter, D, of steel col-
umns. As used in these sections. Wis the average weight
of a structural steel column in pounds per linear foot. The
heated perimeter, D, is the inside perimeter of the fire-re-
sistant material in inches as illustrated in Figure
721.5.1(1).
721.5.1.1.1 Nonload=bearieg protection. The appli-
cation of these procedures shall be limited to column
assemblies in which the fire-resistant material is not
designed to carry any of the load acting on the col-
umn.
721.5.1.1.2 Embedments. In the absence of substan-
tiating fire-endurance test results, ducts, conduit, pip-
ing, and similar mechanical, electrical, and plumbing
installations shall not be embedded in any required
fire-resistant materials.
721,5,1,1.3 Weflght-to-pernmeter ratio. Table
721.5.1(1) contains weight-to-heated-perimeter ratios
(W/D) for both contour and box fire-resistant profiles,
for the wide flange shapes most often used as columns.
D=4bf+2d-2tw
D=2(a+d)
D=2{bf + d)
FIGURE 721.5.1(1)
SETERMJNATION OF THE HEATED PERIMETER
OF STRUCTURAL STEEL COLUMNS
2003 INTERNATIONAL BUILDING CODE®
139
FIRE-RESISTANCE-RATED CONSTRUCTION
Av
^}A
<3)
■:^
•^
Av
"»^
5/8°
c^
au
5/16"
MIN.
■No.8x1«" SHEET STEEL
SCREWS SPACED 12°o.c.
SNAP-LOCK PITTSBURGH SEAM
CORNER JOINT DETAILS (A)
LAP
FIGURE 721.5.1(2)
GYPSUM WALLBOARD PROTECTED STRUCTURAL STEEL
COLUMNS WITH SHEET STEEL COLUMN COVERS
For SI: 1 inch = 25.4 mm, 1 foot = 305 mm.
1. Structural steel column, either wide flange or tubular shapes.
2. Type X gypsum wallboard in accordance with ASTM C 36. For single-layer
applications, the wallboard shall be applied vertically with no horizontal
joints. For multiple-layer applications, horizontal joints are permitted at a
minimum spacing of 8 feet, provided that the joints in successive layers are
staggered at least 12 inches. The total required thickness of wallboard shall
be determined on the basis of the specified fire-resistance rating and the
weight-to-heated-perimeter ratio {W/D) of the column. For fire-resistance
ratings of 2 hours or less, one of the required layers of gypsum wallboard
may be applied to the exterior of the sheet steel column covers with 1-inch
long Type S screws spaced 1 inch from the wallboard edge and 8 inches on
center. For such installations, 0.0149-inch minimum thickness galvanized
steel comer beads with 1 V2-inch legs shall be attached to the wallboard with
Type S screws spaced 12 inches on center.
3. For fire-resistance ratings of 3 hours or less, the column covers shall be fab-
ricated from 0.0239-inch minimum thickness galvanized or stainless steel.
For 4-hour fire-resistance ratings, the column covers shall be fabricated
from 0.0239-inch minimum thickness stainless steel. The column covers
shall be erected with the Snap Lock or Pittsburgh joint details.
For fire-resistance ratings of 2 hours or less, column covers fabricated from
0.0269-inch minimum thickness galvanized or stainless steel shall be permit-
ted to be erected with lap joints. The lap joints shall be permitted to be located
anywhere around the perimeter of the column cover. The lap joints shall be se-
cured with Vj-inch-long No. 8 sheet metal screws spaced 12 inches on center.
The column covers shall be provided with a minimum expansion clearance
of Vg inch per linear foot between the ends of the cover and any restraining
construction.
1 LAYER = 5/8" OR 1/2"
2 LAYERS = 1 1/4" OR r
3 LAYERS = 1 7/8" OR 1 1/2"
4 LAYERS = 2 1/2" OR 2"
FIGURE 721 .5.1 (3)
GYPSUM WALLBOARD PROTECTED STRUCTURAL STEEL
COLUMNS WITH STEEL STUD/SCREW ATTACHMENT SYSTEM
For SI: 1 inch = 25.4 mm, 1 foot = -305 mm.
1. Structural steel column, either wide flange or tubular shapes.
2. 1%-inch deep studs fabricated from 0.0179-inch minimum thickness galva-
nized steel with 1^,^ or 1 V|g-inch legs. The length of the steel studs shall be
'/2 inch less than the height of the assembly.
3. Type X gypsum wallboard in accordance with ASTM C 36. For single-layer
applicafions, the wallboard shall be applied vertically with no horizontal
joints. For multiple-layer applications, horizontal joints are permitted at a
minimum spacing of 8 feet, provided that the joints in successive layers are
staggered at least 12 inches. The total required thickness of wallboard shall
be determined on the basis of the specified fire-resistance rating and the
weight-to-heated-perimeter rafio (VV/D) of the column.
4. Galvanized 0.0149-inch minimum thickness steel corner beads with
iVj-inch legs attached to the wallboard with 1 -inch-long Type S screws
spaced 12 inches on center.
5. No. 18 SWG steel tie wires spaced 24 inches on center.
6. Sheet metal angles with 2-inch legs fabricated from 0.0221-inch minimum
thickness galvanized steel.
7. Type S screws, 1 inch long, shall be used for attaching the first layer of wall-
board to the steel smds and the third layer to the sheet metal angles at 24 inches
on center. Type S screws l^-inch long shall be used for attaching the second
layer of wallboard to the steel studs and the fourth layer to the sheet metal an-
gles at 12 inches on center. Type S screws 2^1^ inches long shall be used for at-
taching the third layer of wallboard to the steel studs at 12 inches on center.
For different fire-resistant protection profiles or col-
umn cross sections, the weight-to-heated-perimeter ra-
tios iW/D) shall be determined in accordance with the
definitions given in this section.
721.5.1.2 Gypsum wallboard protectioM. The fire re-
sistance of structural steel columns with weight-
to-heated-perimeter ratios {W/D) less than or equal to
3.65 and which are protected with Type X gypsum wall-
board shall be permitted to be determined from the fol-
lowing expression:
/? = 130
where:
hiW'ID)
(Equation 7-12)
R = Fire resistance (minutes).
h = Total thickness of gypsum wallboard (inches).
D = Heated perimeter of the structural steel column
(inches).
W = Total weight of the structural steel column and
gypsum wallboard protection (pounds per lin-
ear foot).
W = W+50hDn44.
721.5.1.2.1 Attachment. The gypsum wallboard
shall be supported as illustrated in either Figure
721.5.1(2) for fire-resistance ratings of 4 hours or
less, or Figure 721 .5. 1(3) for fire-resistance ratings of
3 hours or less.
140
2003 INTERNATIONAL BUILDING CODE®
FSRE-RESISTANCE-RATED CONSTRUCTION
21/2"
2° 1 7/8'
1 1/2°
1 1/2
WEIGHT-TO-HEATED-PERIMETER RATIO (W/D)
For SI: I inch = 25.4 mm, 1 pound per linear foot/inch = 0.059 kg/m/mm.
721.5.1(4)
FIRE RESISTANCE OF STRUCTURAL STEEL COLUMNS
PROTECTED WITH VARDOUS THDCBCNESSES OF
a. The W/D ratios for typical wide flange columns are listed in Table 721 .5. 1(1 ). For other
column shapes, the W/D ratios shall be determined in accordance with Section
720.5.1.1.
721J,1„2,2 Gypsum
cretSo The determination of the fire resistance of
structural steel columns from Figure 721.5.1(4) is
permitted for various thicknesses of gypsum wall-
board as a function of the weight-to-heated-perimeter
ratio {W/D) of the column. For structural steel col-
umns with weight-to-heated-perimeter ratios {W/D)
greater than 3.65, the thickness of gypsum wallboard
required for specified fire-resistance ratings shall be
the same as the thickness determined for a W14 x 233
wide flange shape.
A3 §pray=applledl 15re=re§l§teiit materialSo The
fire resistance of wide-flange structural steel columns
protected with spray-applied fire-resistant materials, as
illustrated in Figure 721.5.1(5), shall be permitted to be
determined from the following expression:
R = [C^{W ID)+C^'\h (Eqraatlorai 743)
where:
R = Fire resistance (minutes).
h = Thickness of spray-apphed fire-resistant
material (inches).
D = Heated perimeter of the structural steel col-
umn (inches).
C, and C2 = Material-dependent constants.
W = Weight of structural steel column (pounds
per linear foot).
INS WITH
FIGURE 721.5.1(5)
m FLANGE STRUCTURAL STEEL COLOI
H FIRE-RESISTANT MATE
7213.1,3.1 Materlal-depemdeiit corastaets. The ma-
terial-dependent constants, C, and C2, shall be deter-
mined for specific fire-resistant materials on the basis
of standard fire endurance tests in accordance with
Section 703.2. Unless evidence is submitted to the
building official substantiating a broader application,
this expression shall be limited to determining the fire
resistance of structural steel columns with
weight-to-heated-perimeter ratios {W/D) between the
largest and smallest columns for which standard
fire-endurance test results are available.
721.5.1.3,2 Spray=applied Meettllcatloii. Spray-ap-
plied fire-resistant materials shall be identified by
density and thickness required for a given fire-resis-
tance rating.
72I.S0I.4 Concrete-protected columms. The fire resis-
tance of structural steel columns protected with concrete,
as illustrated in Figure 721.5.1(6) (a) and (b), shall be
permitted to be determined from the following expres-
sion:
R = R„{1+ 0.03m) (Eqeatnom 7=14)
where:
R, = 10 {W/D) «-^ -I- 17 (h'V)t,o.2) ^
{\ + 26 {H/p,c,h{L + h)f-^)
As used in these expressions:
R = Fire endurance at equilibrium moisture condi-
tions (minutes).
Rg = Fire endurance at zero moisture content (min-
utes).
m = Equilibrium moisture content of the concrete by
volume (percent).
W = Average weight of the steel column (pounds per
linear foot).
D = Heated perimeter of the steel column (inches).
h = Thickness of the concrete cover (inches).
k^ = Ambient temperature thermal conductivity of the
concrete (Btu/lir ft °F).
H = Ambient temperature thermal capacity of the
steel column = 0.1 IW (Btu/ ft °F).
Pc = Concrete density (pounds per cubic foot).
Cc = Ambient temperature specific heat of concrete
(Btu/lb °F).
2003 INTERNATIONAL BUILDING CODE®
FIRE-RESISTANCE-RATED CONSTRUCTION
= Interior dimension of one side of a square con-
crete box protection (inches).
721.5.1.4.1 Reentrant space filled. For wide-flange
steel columns completely encased in concrete with all
reentrant spaces filled [Figure 721.5.1(6)(c)], the
thermal capacity of the concrete within the reentrant
spaces shall be permitted to be added to the thermal
capacity of the steel column, as follows:
H=0.11W+ (p,cjl44) (bjd -A,) (Equation 7=15)
where:
bf = Flange width of the steel column (inches).
d = Depth of the steel column (inches).
As = Cross-sectional area ofthe steel column (square
inches).
721.5.1.4.2 Concrete properties unknown. If spe-
cific data on the properties of concrete are not avail-
able, the values given in Table 721.5.1(2) are
permitted.
721.5.1.4.3 Minimum concrete cover. For struc-
tural steel column encased in concrete with all
reentrant spaces filled, Figure 721.5.1(6)(c) and Ta-
bles 72 1 .5 . 1 (7) and 72 1 .5 . 1 (8) indicate the thickness
of concrete cover required for various fire-resistance
ratings for typical wide-flange sections. The thick-
nesses of concrete indicated in these tables also ap-
ply to structural steel columns larger than those
listed.
721.5.1.4.4 Minimum precast concrete cover. For
structural steel columns protected with precast con-
crete column covers as shown in Figure
721.5. l(6)(a), Tables 721.5.1(9) and 721.5.1(10) in-
dicate the thickness of the column covers required
for various fire-resistance ratings for typical
wide-flange shapes. The thicknesses of concrete
given in these tables also apply to structural steel col-
umns larger than those listed.
721.5.1.4.5 Masonry protection. The fire resistance
of structural steel columns protected with concrete
masonry units or clay masonry units as illustrated in
Figure 72 1 .5 . 1 (7), shall be permitted to be determined
from the following expression:
R = 0.ll (W/Df' + [0.285 (TJ''/K°-^) ]
[1.0 -H 42.7 { (A/d^ T,) I (0.25p + T,) } «•« ]
(Equation 7-16)
where:
R = Fire-resistance rating of column assembly
(hours).
W = Average weight of steel column (pounds per
foot).
D = Heated perimeter of steel column (inches) [see
Figure 721.5.1(7)].
Te = Equivalent thickness of concrete or clay ma-
sonry unit (inches) (see Table 721.3.2 Note a or
Section 721.4.1).
K = Thermal conductivity of concrete or clay ma-
sonry unit (Btu/hr ft °F) [see Table 721 .5. 1(3)].
As = Cross-sectional area of steel column (square
inches).
dm = Density of the concrete or clay masonry
unit(pounds per cubic foot).
p = Inner perimeter of concrete or clay masonry
protection (inches) [see Figure 721.5.1(7)].
721.5.1.4.6 Equivalent concrete masonry thick-
ness. For structural steel columns protected with con-
crete masonry, Table 721.5.1(5) gives the equivalent
thickness of concrete masonry required for various
fire-resistance ratings for typical column shapes. For
structural steel columns protected with clay masonry,
Table 721.5.1(6) gives the equivalent thickness of
concrete masonry required for various fire-resistance
ratings for typical column shapes.
k*«
(a)
(b)
(C)
PRECAST
CONCRETE
CONCRETE
CONCRETE
ENCASED
ENCASED
COLUMN
STRUCTURAL
WIDE-FLANGE
COVERS
TUBE
SHAPE
FIGURE 721 .5.1 (6)
CONCRETE PROTECTED STRUCTURAL STEEL COLUMNS^
When the inside perimeter ofthe concrete protection is not square, L shall be taken as
the average of L, and L,. When the thickness of concrete cover is not constant, h shall be
taken as the average of /j, and h^.
Joints shall be protected with a minimum 1 inch thickness of ceramic fiber blanket but
in no case less than one-half the thickness ofthe column cover (see Section 720.2. 1.3).
D=2(w+d)+2(vir-t^,)
D = 7id
d
D = 2w + 2d
D
DC
D
U
D
D
DD
D
D
D
0.25p
D
n
u
n
D
n
nan
□
W SHAPE COLUMN STEEL PIPE COLUMN STRUCTURAL TUBE COLUMN
For SI: 1 inch = 25.4 mm.
FIGURE 721 .5.1 (7)
CONCRETE OR CLAY MASONRY PROTECTED
STRUCTURAL STEEL COLUMNS
d = Depth of a wide flange column, outside diameter of pipe column, or
outside dimension of structural tubing column (inches).
t^ = Thickness of web of wide flange column (inches).
w = Width of flange of wide flange column (inches).
142
2003 INTERNATIONAL BUILDING CODE®
5E-RESDSTANCE-RATED C0MSTRUCT80M
721.5.1(1)
STEEL COLUWINS
STRUCTURAL
SHAPE
CONTOUR
PROFILE
BOX
PROFILE
STRUCTURAL
SHAPE
CONTOUR
PROFILE
BOX
PROFILE
W14x233
2.49
3.65
W10xll2
1.78
2.57
x211
2.28
3.35
xlOO
1.61
2.33
xl93
2.10
3.09
X 88
1.43
2.08
xl76
1.93
2.85
X 77
1.26
1.85
X 159
1.75
2.60
X 68
1.13
1.66
xl45
1.61
2.39
X 60
1.00
1.48
xl32
1.52
2.25
X 54
0.91
1.34
xl20
1.39
2.06
X 49
0.83
1.23
xl09
1.27
1.88
X 45
0.87
1.24
X 99
1.16
1.72
X 39
0.76
1.09
X 90
1.06
1.58
X 33
0.65
0.93
X 82
1.20
1.68
X 74
1.09
1.53
W8x67
1.34
1.94
X 68
1.01
1.41
x58
1.18
1.71
X 61
0.91
1.28
x48
0.99S
1.44
X 53
0.89
1.21
x40
0.83
1.23
X 48
0.81
1.10
X 35
0.73
1.08
X 43
0.73
0.99
X 31
0.65
0.97
X 28
0.67
0.96
W12xl90
2.46
3.51
X 24
0.58
0.83
X 170
2.22
3.20
X 21
0.57
0.77
xl52
2.01
2.90
X 18
0.49
0.67
X 136
1.82
2.63
X 120
1.62
2.36
W6x25
0.69
1.00
X 106
1.44
2.11
x20
0.56
0.82
X 96
1.32
1.93
X 16
0.57
0.78
X 87
1.20
1.76
X 15
0.42
0.63
X 79
1.10
1.61
X 12
0.43
0.60
X 72
1.00
1.48
X 9
0.33
0.46
X 65
0.91
1.35
X 58
0.91
1.31
W5xl9
0.64
0.93
X 53
0.84
1.20
X 16
0.54
0.80
X 50
0.89
1.23
X 45
0.81
1.12
W4x 13
0.54
0.79
X 40
0.72
1.00
For SI: 1 pound per linear foot per inch - 0.059 kg/m/mm.
2003 BNTERNATIONAL BUILDING CODE®
FIRE-RESISTANCE-RATED CONSTRUCTION
TABLE 721 .5.1 (2)
PROPERTIES OF CONCRETE
PROPERTY
NORMAL WEIGHT CONCRETE
STRUCTURAL LIGHTWEIGHT CONCRETE
Thermal conductivity (k^)
0.95 Btu/hr ft °F
0.35 Btu/hr ft °F
Specific heat {cj
0.20 Btu/lb °F
0.20 Btu/lb °F
Density (PJ
145 Ib/ft^
1101b/ft3
Equilibrium (free) moisture content (m) by
volume
4%
5%
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 Ib/ft^ = 16.0185 kg/m^ Btu/hr ft °F = .1.731 W/(m ■ K)
TABLE 721.5.1(3)
THERMAL CONDUCTIVITY OF CONCRETE OR CLAY
MASONRY UNITS
DENSITY (dj OF UNITS (Ib/ft^)
THERMAL CONDUCTIVITY (K) OF UNITS (Btu/hr ft °F)
Concrete Masonry Units
80
0.207
85
0.228
90
0.252
95
0.278
100
0.308
105
0.340
110
0.376
115
0.416
120
0.459
125
0.508
130
0.561
135
0.620
140
0.685
145
0.758
150
0.837
Clay Masonry Units
120
1.25
130
2.25
For SI: 1 pound per cubic foot = 16.0185 kg/m^ Btu per hour foot °F = 1.731 W/(m • K).
144
2003 INTERNATIONAL BUILDING CODE®
FlRE-RESaSTANCE-RATEDCOMSTRUCTlOM
TABLE 721 .5.1 (4)
TO-HEATED-PERIWIETER RAT50S
WIDE FLANGE BEAM AMD GDRDE
STRUCTURAL
SHAPE
CONTOUR
PROFILE
BOX
PROFILE
STRUCTURAL
SHAPE
CONTOUR
PROFILE
BOX
PROFILE
W36 X 300
2.47
3.33
X 68
0.92
1.21
x280
2.31
3.12
X 62
0.92
1.14
x260
2.16
2.92
X 55
0.82
1.02
x245
2.04
2.76
x230
1.92
2.61
W21 X 147
1.83
2.60
x210
1.94
2.45
xl32
1.66
2.35
xl94
1.80
2.28
xl22
1.54
2.19
xl82
1.69
2.15
xlll
1.41
2.01
xl70
1.59
2.01
xlOl
1.29
1.84
xl60
1.50
1.90
X 93
1.38
1.80
xl50
1.41
1.79
X 83
1.24
1.62
xl35
1.28
1.63
X 73
1.10
1.44
X 68
1.03
1.35
W33 x241
2.11
2.86
X 62
0.94
1.23
x221
1.94
2.64
X 57
0.93
1.17
x201
1.78
2.42
X 50
0.83
1.04
xl52
1.51
1.94
X 44
0.73
0.92
xl41
1.41
1.80
xl30
1.31
1.67
W18X119
1.69
2.42
xll8
1.19
1.53
xl06
1.52
2.18
X 97
1.39
2.01
W30 x211
2.00
2.74
X 86
1.24
1.80
xl91
1.82
2.50
X 76
1.11
1.60
xl73
1.66
2.28
X 71
1.21
1.59
xl32
1.45
1.85
X 65
1.11
1.47
xl24
1.37
1.75
X 60
1.03,
1.36
X 116
1.28
1.65
■X 55
0.95
1.26
X 108
1.20
1.54
X 50
0.87
1.15
X 99
1.10
1.42
X 46
0.86
1.09
X 40
0.75
0.96
W27 X 178
1.85
2.55
X 35
0.66
0.85
xl61
1.68
2.33
xl46
1.53
2.12
W16xl00
1.56
2.25
xll4
1.36
1.76
X 89
1.40
2.03
xl02
1.23
1.59
x 77
1.22
1.78
X 94
1.13
1.47
X 67
1.07
1.56
X 84
1.02
1.33
X 57
1.07
1.43
X 50
0.94
1.26
X 45
0.85
1.15
W24 X 162
1.85
2.57
X 40
0.76
1.03
xl46
1.68
2.34
X 36
0.69
0.93
xl31
1.52
2.12
X 31
0.65
0.83
xll7
1.36
1.91
X 26
0.55
0.70
xl04
1.22
1.71
X 94
1.26
1.63
W14xl32
1.83
3.00
X 84
1.13
1.47
xl20
1.67
2.75
X 76
1.03
1.34
xl09
1.53
2.52
(continued)
2003 INTERMAT50NAL BUBLDINIG CODE®
M5
RRE-RESISTANCE-RATED CONSTRUCTION
TABLE 721.5.1(4)— continued
WEIGHT-TO-HEATED-PERIMETER RATIOS (W/D)
FOR TYPICAL WIDE FLANGE BEAM AND GIRDER SHAPES
STRUCTURAL
SHAPE
CONTOUR
PROFILE
BOX
PROFILE
STRUCTURAL
SHAPE
CONTOUR
PROFILE
BOX
PROFILE
X 99
1.39
2.31
X 30
0.79
1.12
X 90
1.27
2.11
X 26
0.69
0.98
X 82
1.41
2.12
X 22
0.59
0.84
X 74
1.28
1.93
X 19
0.59
0.78
X 68
1.19
1.78
X 17
0.54
0.70
X 61
1.07
1.61
X 15
0.48
0.63
X 53
1.03
1.48
X 12
0.38
0.51
X 48
0.94
1.35
X 43
0.85
1.22
W8 X 67
1.61
2.55
X 38
0.79
1.09
X 58
1.41
2.26
X 34
0.71
0.98
X 48
1.18
1.91
X 30
0.63
0.87
X 40
1.00
1.63
X 26
0.61
0.79
X 35
0.88
1.44
X 22
0.52
0.68
X 31
0.79
1.29
X 28
0.80
1.24
W12 X 87
1.44
2.34
X 24
0.69
1.07
X 79
1.32
2.14
X 21
0.66
0.96
X 72
1.20
1.97
X 18
0.57
0.84
X 65
1.09
1.79
X 15
0.54
0.74
X 58
1.08
1.69
X 13
0.47
0.65
X 53
0.99
1.55
X 10
0.37
0.51
X 50
1.04
1.54
X 45
0.95
1.40
W6 X 25
0.82
1.33
X 40
0.85
1.25
X 20
0.67
1.09
X 35
0.79
1.11
X 16
0.66
0.96
X 30
0.69 "
0.96
X 15
0.51
0.83
X 26
0.60
0.84
X 12
0.51
0.75
X 22
0.61
0.77
X 9
0.39
0.57
X 19
0.53
0.67
X 16
0.45
0.57
W5 X 19
0.76
1.24
X 14
0.40
0.50
X 16
0.65
1.07
WlOx 112
2.14
3.38
W4 X 13
0.65
1.05
xlOO
1.93
3.07
X 88
1.7
2.75
X 77
1.52
2.45
X 68
1.35
2.20
X 60
1.20
1.97
X 54
1.09
1.79
X 49
0.99
1.64
X 45
1.03
1.59
X 39
0.94
1.40
X 33
0.77
1.20
For SI: Pounds per linear foot per inch = 0.059 kg/m/mm.
146
2003 INTERNATIONAL BUILDING CODE®
FDRE-RESDSTANCE-RATEDCONSTRUCTDON
TABLE 721.5.1(5)
FIRE RESISTANCE OF CONCRETE MASONRY PROTECTED STEEL COLUMNS
COLUMN
SIZE
CONCRETE
MASONRY DENSITY
POUNDS PER
CUBIC FOOT
MINIMUM REQUIRED EQUIVALENT
THICKNESS FOR FIRE-RESISTANCE
RATING OF CONCRETE. MASONRY
PROTECTION ASSEMBLY Tg, (inches)
COLUMN
SIZE
CONCRETE
MASONRY DENSITY
POUNDS PER
CUBIC FOOT
MINIMUM REQUIRED EQUIVALENT
THICKNESS FOR FIRE-RESISTANCE
RATING OF CONCRETE. MASONRY
PROTECTION ASSEMBLY 7^, (inches)
l-hour
2-houir
3-hour
4-houir
1-hour
2-hour
3-hour
4-hour
W14 X 82
80
0.74
1.61
2.36
3.04
W10x68
80
0.72
1.58
2.33
3.01
100
0.89
1.85
2.67
3.40
100
0.87
1.83
2.65
3.38
110
0.96
1.97
2.81
3.57
110
0.94
1.95
2.79
3.55
120
1.03
2.08
2.95
3.73
120
1.01
2.06
2.94
3.72
W14x68
80
0.83
1.70
2.45
3.13
W10x54
80
0.88
1.76
2.53
3.21
100
0.99
1.95
2.76
3.49
100
1.04
2.01
2.83
3.57
110
1.06
2.06
2.91
3.66
110
1.11
2.12
2.98
3.73
120
1.14
2.18
3.05
3.82
120
1.19
2.24
3.12
3.90
W14x53
80
0.91
1.81
2.58
3.27
W10x45
80
0.92
1.83
2.60
3.30
100
1.07
2.05
2.88
3.62
100
1.08
2.07
2.90
3.64
110
1.15
2.17
3.02
3.78
110
1.16
2.18
3.04
3.80
120
1.22
2.28
3.16
3.94
120
1.23
2.29
3.18
3.96
W14x43
80
1.01
1.93
2.71
3.41
W10x33
80
1.06
2.00
2.79
3.49
100
1.17
2.17
3.00
3.74
100
1.22
2.23
3.07
3.81
110
1.25
2.28
3.14
3.90
110
1.30
2.34
3.20
3.96
120
1.32
2.38
3.27
4.05
120
1.37
2.44
3.33
4.12
W12x72
80
0.81
1.66
2.41
3.09
W8x40
80
0.94
1.85
2.63
3.33
100
0.91
1.88
2.70
3.43
100
1.10
2.10
2.93
3.67
110
0.99
1.99
2.84
3.60
110
1.18
2.21
3.07
3.83
120
1.06
2.10
2.98
3.76
120
1.25
2.32
3.20
3.99
W12x58
80
0.88
1.76
2.52
3.21
W8x31
80
1.06
2.00
2.78
3.49
100
1.04
2.01
2.83
3.56
100
1.22
2.23
3.07
3.81
110
1.11
2.12
2.97
3.73
110
1.29
2.33
3.20
3.97
120
1.19
2.23
3.11
3.89
120
1.36
2.44
3.33
4.12
W12x50
80
0.91
1.81
2.58
3.27
W8x24
80
1.14
2.09
2.89
3.59
100
1.07
2.05
2.88
3.62
100
1.29
2.31
3.16
3.90
110
1.15
2.17
3.02
3.78
110
1.36
2.42
3.28
4.05
120
1.22
2.28
3;i6
3.94
120
1.43
2.52
3.41
4.20
W12x40
80
1.01
1.94
2.72
3.41
W8xl8
110
1.22
2.20
3.01
3.72
100
1.17
2.17
3.01
3.75
100
1.36
2.40
3.25
4.01
110
1.25
2.28
3.14
3.90
110
1.42
2.50
3.37
4.14
120
1.32
2.39
3.27
4.06
120
1.48
2.59
3.49
4.28
(continued)
147
FIRE-RESISTANCE-RATED CONSTRUCTION
TABLE 721.5.1(5)— continued
FIRE RESISTANCE OF CONCRETE MASONRY PROTECTED STEEL COLUMNS
NOMINAL TUBE
SIZE
(Inches)
CONCRh 1 b MASONRY
DENSITY, POUNDS PER
CUBIC FOOT
MINIMUM REQUIRED
EQUIVALENT THICKNESS
FOR FIRE-RESISTANCE
RATING OF CONCRb 1 b.
MASONRY PROTECTION
ASSEMBLY r^, (inches)
NOMINAL PIPE
SIZE
(inches)
CONCRb lb MASONRY
DENSITY, POUNDS
PER CUBIC FOOT
MINIMUM REQUIRED
EQUIVALENT THICKNESS
FOR FIRE-RESISTANCE
RATING OF CONCRETE.
MASONRY PROTECTION
ASSEMBLY T^, (inches)
1-hour
2-hour
3-hour
4-hour
1-hour
2-hour
3-hour
4-hour
4 X 4 X '/2 wall
thickness
80
0.93
1.90
2.71
3.43
4 double extra
strong 0.674
wall thickness
80
0.80
1.75
2.56
3.28
100
1.08
2.13
2.99
3.76
100
0.95
1.99
2.85
3.62
110
1.16
2.24
3.13
3.91
110
1.02
2.10
2.99
3.78
120
1.22
2.34
3.26
4.06
120
1.09
2.20
3.12
3.93
4x4x^/8 wall
thickness
80
1.05
2.03
2.84
3.57
4 extra strong
0.337 wall
thickness
80
1.12
2.11
2.93
3.65
100
1.20
2.25
3.11
3.88
100
1.26
2.32
3.19
3.95
110
1.27
2.35
3.24
4.02
110
1.33
2.42
3.31
4.09
120
1.34
2.45
3.37
4.17
120
1.40
2.52
3.43
4.23
4 X 4 X 74 wall
thickness
80
1.21
2.20
3.01
3.73
4 standard
0.237 wall
thickness
80
1.26
2.25
3.07
3.79
100
1.35
2.40
3.26
4.02
100
1.40
2.45
3.31
4.07
110
1.41
2.50
3.38
4.16
110
1.46
2.55
3.43
4.21
120
1.48
2.59
3.50
4.30
120
1.53
2.64
3.54
4.34
6 X 6 X V2 wall
thickness
80
0.82
1.75
2.54
3.25
5 double extra
strong 0.750
wall thickness
80
0.70
1.61
2.40
3.12
100
0.98
1.99
2.84
3.59
100
0.85
1.86
2.71
3.47
110
1.05
2.10
2.98
3.75
110
0.91
1.97
2.85
3.63
120
1.12
2.21
3.11
3.91
120
0.98
2.02
2.99
3.79
6 X 6 X Vg wall
thickness
80
0.96
1.91
2.71
3.42
5 extra strong
0.375 wall
thickness
80
1.04
2.01
2.83
3.54
100
1.12
2.14
3.00
3.75
100
1.19
2.23
J3.09
3.85
110
1.19
2.25
3.13
3.90
110
1.26
2.34
3.22
4.00
120
1.26
2.35
3.26
4.05
120
1.32
2.44
3.34
4.14
6 X 6 X 74 wall
thickness
80
1.14
2.11
2.92
3.63
5 standard
0.258 wall
thickness
80
1.20
2.19
3.00
3.72
100
1.29
2.32
3.18
3.93
100
1.34
2.39
3.25
4.00
110
1.36
2.43
3.30
4.08
110
1.41
2.49
3.37
4.14
120
1.42
2.52
3.43
4.22
120
1.47
2.58
3.49
4.28
8 X 8 X 72 wall
thickness
80
0.77
1.66
2.44
3.13
6 double extra
strong 0.864
wall thickness
80
0.59
1.46
2.23
2.92
100
0.92
1.91
2.75
3.49
100
0.73
1.71
2.54
3.29
110
1.00
2.02
2.89
3.66
110
0.80
1.82
2.69
3.47
120
1.07
2.14
3.03
3.82
120
0.86
1.93
2.83
3.63
8 X 8 X 3/g wall
thickness
80
0.91
1.84
2.63
3.33
6 extra strong
0.432 wall
thickness
80
0.94
1.90
2.70
3.42
100
1.07
2.08
2.92
3.67
100
1.10
2.13
2.98
3.74
110
1.14
2.19
3.06
3.83
110
1.17
2.23
3.11
3.89
120
1.21
2.29
3.19
3.98
120
1.24
2.34
3.24
4.04
8 X 8 X 74 wall
thickness
80
1.10
2.06
2.86
3.57
6 standard
0.280 wall
thickness
80
1.14
2.12
2.93
3.64
100
1.25
2.28
3.13
3.87
100
1.29
2.33
3.19
3.94
110
1.32
2.38
3.25
4.02
110
1.36
2.43
3.31
4.08
120
1.39
2.48
3.38
4.17
120
1.42
2.53
3.43
4.22
For SI: 1 inch = 25.4 mm, 1 pound per cubic feet - 16.02 kg/m-'.
Note: Tabulated values assume 1-inch air gap between masonry and steel section.
148
2003 INTERNATIONAL BUILDING CODE®
FIRE-RESISTANCE-RATED CONSTRUCTSOSM
RRER
TABLE 721.5.1(6)
ESBSTANCE OF CLAY MASOBMRY PROTECTED STEEL COLUMNS
COLUMN SIZE
CLAY
MASONRY
DENSITY,
POUNDS PER
CUBIC FOOT
MINIMUM REQUIRED EQUIVALENT THICKNESS
FOR FIRE-RESISTANCE RATING OF CLAY.
MASONRY PROTECTION ASSEMBLY T,, (inches)
COLUMN SIZE
CLAY
MASONRY
DENSITY,
POUNDS PER
CUBIC FOOT
MINIMUIVi REQUIRED EQUIVALENT THICKNESS
FOR FIRE-RESISTANCE RATING OF CLAY
MASONRY PROTECTION ASSEMBLY T., (inches)
1-hour
2-hour
3-hour
4-hour
1-hour
2-hour
3-hour
4-hour
W14x82
120
1.23
2.42
3.41
4.29
W10x68
120
1.27
2.46
3.26
4.35
130
1.40
2.70
3.78
4.74
130
1.44
2.75
3.83
4.80
W14x68
120
1.34
2.54
3.54
4.43
W10x54
120
1.40
2.61
3.62
4.51
130
1.51
2.82
3.91
4.87
130
1.58
2.89
3.98
4.95
W14x53
120
1.43
2.65
3.65
4.54
WIO X 45
120
1.44
2.66
3.67
4.57
130
1.61
2.93
4.02
4.98
130
1.62
2.95
4.04
5.01
W14x43
120
1.54
2.76
3.77
4.66
W10x33
120
1.59
2.82
3.84
4.73
130
1.72
3.04
4.13
5.09
130
1.77
3.10
4.20
5.13
W12x72
120
1.32
2.52
3.51
4.40
W8x40
120
1.47
2.70
3.71
4.61
130
1.50
2.80
3.88
4.84
130
1.65
2.98
4.08
5.04
W12x58
120
1.40
2.61
3.61
4.50
W8x31
120
1.59
2.82
3.84
4.73
130
1.57
2.89
3.98
4.94
130
1.77
3.10
4.20
5.17
W12x50
120
1.43
2.65
3.66
4.55
W8x24
120
1.66
2.90
3.92
4.82
130
1.61
2.93
4.02
4.99
1-30
1.84
3.18
4.28
5.25
W12x40
120
1.54
2.77
3.78
4.67
W8xl8
120
1.75
3.00
4.01
4.91
130
1.72
3.05
4.14
5.10
130
1.93
3.27
4.37
5.34
Steel tubing
Steel pipe
Nominal tube size
(inches)
Clay masonry
density, pounds
per cubic foot
Minimum required equivalent thicl^ness
for fire-resistance rating of clay.
Masonry protection assembly 7., (inches)
Nominal pipe size
(inches)
Clay masonry
density, pounds
per cubic foot
IVIinimum required equivalent thickness
for fire-resistance rating of clay.
Masonry protection assembly T,, (inches)
1-hour
2-hour
3-hour
4-hour
1-hour
2-hour
3-hour
4-hour
4 X 4 X V2 wall
thickness
120
1.44
2.72
3.76
4.68
4 double extra
strong 0.674
wall thickness
120
1.26
2.55
3.60
4.52
130
1.62
3.00
4.12
5.11
130
1.42
2.82
3.96
4.95
4 X 4 X 3/g wall
thickness
120
1.56
2.84
3.88
4.78
4 extra strong
0.337
wall thickness
120
1.60
2.89
3.92
4.83
130
1.74
3.12
4.23
5.21
130
1.77
3.16
4.28
5.25
4 X 4 X V4 wall
thickness
120
1.72
2.99
4.02
4.92
4 standard
0.237
wall thickness
120
1.74
3.02
4.05
4.95
130
1.89
3.26
4.37
5.34
130
1.92
3.29
4.40
5.37
6 X 6 X V2 wall
thickness
120
1.33
2.58
3.62
4.52
5 double extra
strong 0.750
wall thickness
120
1.17
2.44
3.48
4.40
130
1.50
2.86
3.98
4.96
130
1.33
2.72
3.84
. 4.83
6 X 6 X Vg wall
thickness
120
1.48
2.74
3.76
4.67
5 extra strong
0.375
wall thickness
120
1.55
2.82
3.85
4.76
130
1.65
3.01
4.13
5.10
130
1.72
3.09
4.21
5.18
6 X 6 X V4 wall
thickness
120
1.66
2.91
3.94
4.84
5 standard
0.258
wall thickness
120
1.71
2.97
4.00
4.90
130
1.83
3.19
4.30
5.27
130
1.88
3.24
4.35
5.32
8 X 8 X '/2 wall
thickness
120
1.27
2.50
3.52
4.42
6 double extra
strong 0.864
wall thickness
120
1.04
2.28
3.32
4.23
130
1.44
2.78
3.89
4.86
130
1.19
2.60
3.68
4.67
8 X 8 X Vg wall
thickness
120
1.43
2.67
3.69
4.59
6 extra strong
0.432
wall thickness
120
1.45
2.71
3.75
4.65
130
1.60
2.95
4.05
5.02
130
1.62
2.99
4.10
5.08
8 X 8 X 1/4 wall
thickness
120
1.62
2.87
3.89
4.78
6 standard
0.280
wall thickness
120
1.65
2.91
3.94
4.84
130
1.79
3.14
4.24
5.21
130
1.82
3.19
4.30
5.27
2003 BNTERNATIONAL BUILDIMG CODE®
FIRE-RESISTANCE-RATED CONSTRUCTION
TABLE 721.5.1(7)
MINIMUM COVER (inch) FOR STEEL COLUMNS
ENCASED IN NORMAL-WEIGHT CONCRETE^
[FIGURE 721 .5.1 (6)(c)]
STRUCTURAL
SHAPE
FIRE-RESISTANCE RATING (hours)
1
^\
2
3
4
W14x233
1
1
1
IV,
2
xl76
2V,
xl32
2
X 90
IV,
X 61
3
. X 48
IV,
2V,
X 43
W12xl52
1
1
1
2
2V,
X 96
X 65
\%
1V2
3
X 50
1%
X 40
WlOx 88
1
l\
1%
■ 2
3
X 49
1
1\
X 45
X 39
3V,
X 33
2
W8 X 67
1
1
IV2
2V,
3
X 58
X 48
iv,
3V,
X 31
2
3
X 21
X 18
4
W6 X 25
1
1V2
2
3
3V,
3V,
X 20
2
2V2
4
X 16
X 15
1%
X 9
TABLE 721 .5.1 (8)
MINIMUM COVER (inch) FOR STEEL COLUMNS
ENCASED DN STRUCTURAL LIGHTWEIGHT CONCRETE^
[FIGURE 721 .5.1 (6)(c)]
STRUCTURAL
SHAPE
FIRE-RESISTANCE RATING (HOURS)
1
IV,
2
3
4
W14 X 233
1
1
1
1
IV,
xl93
IV,
X 74
2
X 61
2V,
X 43
IV,
2
W12x 65
1
1
1
IV,
2
X 53
2
2V,
X 40
IV,
W10X112
1
1
1
IV,
2
X 88
X 60
2
2V,
X 33
IV,
W8 X 35
1
1
IV,
2
2V,
X 28
3
X 24
2V,
X 18
IV,
For SI: 1 inch = 25.4 mm.
a. The tabulated thicknesses are based upon the assumed properties of struc-
tural lightweight concrete given in Table 721.5.1(2).
For SI: 1 inch = 25.4 mm.
a. The tabulated thicknesses are based upon the assumed properties of nor-
mal-weight concrete given in Table 721.5.1(2).
150
2003 INTERNATIONAL BUILDING CODE®
FIRE-RESIISTANCE-RATED CONSTRUCTION
TABLE 721 .5.1 (9)
liMMUM COVER (inch) FOR STEEL COLUiViNS
m NORMAL-WEBGHT PRECAST COVERS^
!E721.5.1«
TABLE 721.5.1(10)
WilNlMUM COVER (inch) FOR STEEL COLUMNS
STRUCTURAL LIGHTWESGHT PRECAST COVERS^
[FIGURE 721 .5.1 (6Ma)]
STRUCTURAL
SHAPE
FlRE-RESlSTANCE RATING (hours)
1
IV2
2
3
4
W14x233
1%
iv,
IV,
2V,
3
x211
3V,
xl76
2
xl45
3
xl09
2
2V,
X 99
4
X 61
3V,
X 43
4V,
W12xl90
IV2
IV,
IV,
2V,
3V,
X 152
2
xl20
3
4
X 96
X 87
2
2V,
3V,
X 58
4V,
X 40
W10xll2
IV2
1%
2
3
3V,
X 88
4
X 77
2
2V,
X 54
3V,
X 33
4V,
W8 X 67
IV2
IV,
2
3
4
X 58
2
2V,
3V,
X 48
X 28
4V,
X 21
2V,
3
X 18
4
W6 X 25
IV2
2
2V,
3V,
4V,
X 20
2%
3
X 16
4
X 12
2
X 9
5
STRUCTURAL
SHAPE
FIRE-RESISTANCE RATONG (hours)
1
11/2
2
3
4
W14X233
IV,
IV,
IV,
2
2V,
xl76
3
xl45
2V,
xl32
xl09
X 99
2
X 68
3V,
X 43
3
W12xl90
IV,
IV,
IV,
2
2V,
xl52
xl36
3
xl06
2V,
X 96
3V,
X 87
X 65
2
X 40
3
W10X112
IV,
IV,
IV,
2
3
xlOO
2V2
X 88
X 77
2
3V,
X 60
X 39
3
X 33
2
W8 X 67
IV,
IV,
IV,
2V,
3
X 48
2 ■
3
3V,
X 35
X 28
2
X 18
2V,
4
W6 X 25
IV,
2
2
3
3V,
X 15
2V,
4
X 9
3V,
For SI: 1 inch = 25.4 mm.
a. The tabulated thicknesses are based upon the assumed properties of nor-
mal-weight concrete given in Table 721.5.1(2).
For SI: 1 inch - 25.4 mm.
a. The tabulated thicknesses are based upon the assumed properties of struc-
tural lightweight concrete given in Table 721.5.1(2).
2003 BNTERNATIONAL BUILDSNG CODE®
151
FIRE-RESISTANCE-RATED CONSTRUCTION
721.5.2 Structural steel beams and girders. The fire-re-
sistance ratings of steel beams and girders shall be based
upon the size of the element and the type of protection pro-
vided in accordance with this section.
K =
(W, /Di)-k0.60
(Wj/Dj-hO.eo
K
(Equation 7-17)
D = 3bf + 2d-2t^ D = 2d + bf
FIGURE 721.5.2
DETERMINATION OF THE HEATED PERIMETER
OF STRUCTURAL STEEL BEAMS AND GIRDERS
721.5.2.1 Determination of fire resistance. These pro-
cedures establish a basis for determining resistance of
structural steel beams and girders which differ in size
from that specified in approved fire-resistance-rated as-
semblies as a function of the thickness of fire-resistant
material and the weight (W) and heated perimeter (D) of
the beam or girder. As used in these sections, VV" is the av-
erage weight of a structural steel member in pounds per
linear foot (plf). The heated perimeter, D, is the inside
perimeter of the fire-resistant material in inches as illus-
trated in Figure 721.5.2.
721.5.2.1.1 Weight-to-heated perimeter. The
weight-to-heated-perimeter ratios {W/D), for both
contour and box fire-resistant protection profiles, for
the wide flange shapes most often used as beams or
girders are given in Table 721.5.1(4). For different
shapes, the weight- to-heated-perimeter ratios {W/D)
shall be determined in accordance with the definitions
given in this section.
721.5.2.1.2 Beam and girder substitutions. Except
as provided for in Section 721.5.2.2, structural steel
beams in approved fire-resistance-rated assemblies
shall be considered the minimum permissible size.
Other beam or girder shapes shall be permitted to be
substituted provided that the weight-to-heated-perim-
eter ratio {W/D) of the substitute beam is equal to or
greater than that of the beam specified in the approved
assembly.
721.5.2.2 Spray-applied fire-resistant materials. The
provisions in this section apply to unrestrained structural
steel beams and girders protected with spray-appUed
fire-resistance-rated materials. Larger or smaller unre-
strained beam and girder shapes shall be permitted to be
substituted for beams specified in approved unrestrained
or restrained fire-resistance-rated assemblies provided
that the thickness of the fire-resistant material is adjusted
in accordance with the following expression:
where:
h
W
= Thickness of spray-applied fire-resistant mate-
rial in inches.
Weight of the structural steel beam or girder in
pounds per linear foot.
D = Heated perimeter of the structural steel beam or
girder in inches.
Subscript 1 refers to the beam and fire-resistant mate-
rial thickness in the fire-resistance-rated assembly.
Subscript 2 refers to the substitute beam or girder and
the required thickness of fire-resistant material.
721.5.2.2.1 Minimum thickness. Equation 7-17 is
limited to beams with a weight-to-heated-perimeter
ratio (W/D) of 0.37 or greater. The minimum thick-
ness of fire-resistant material shall not be less than Vg
inch (9.5 mm).
721.5.2.3 Structural steel trusses. The fire resistance of
structural steel trusses protected with fire-resistant mate-
rials spray applied to each of the individual truss ele-
ments shall be permitted to be determined in accordance
with this section. The thickness of the fire-resistant mate-
rial shall be determined in accordance with Section
721.5.1.3. The weight-to-heated-perimeter ratio (W/D)
of truss elements that can be simultaneously exposed to
fire on all sides shall be determined on the same basis as
columns, as specified in Section 721.5.1.1. The
weight-to-heated-perimeter ratio (W/D) of truss ele-
ments that directly support floor or roof construction
shall be determined on the same basis as beams and gird-
ers, as specified in Section 721.5.2.1.
721.6 Wood assemblies. The provisions of this section contain
procedures by which the fire-resistance ratings of wood assem-
blies are established by calculations.
721.6.1 General. This section contains procedures for cal-
culating the fire-resistance ratings of walls, floor/ceiling
and roof/ceiling assemblies based in part on the standard
method of testing referenced in Section 703.2.
721.6.1.1 Maximum fire-resistance rating. Fire-resis-
tance ratings calculated using the procedures in this sec-
tion shall be used only for 1-hour rated assemblies.
721.6.1.2 Dissimilar membranes. Where dissimilar
membranes are used on a wall assembly, the calculation
shall be made from the least fire-resistant (weaker) side.
721.6.2 Walls, floors and roofs. These procedures apply to
both load-bearing and nonload-bearing assemblies.
721.6.2.1 Fire-resistance rating of wood frame assem-
blies. The fire-resistance rating of a wood frame assem-
bly is equal to the sum of the time assigned to the
membrane on the fire-exposed side, the time assigned to
the framing members and the time assigned for addi-
tional contribution by other protective measures such as
insulation. The membrane on the unexposed side shall
not be included in determining the fire resistance of the
assembly.
152
2003 INTERNATIONAL BUILDING CODE®
721o6.2o2 Time asslgeed to membraimeSo Table
721.6.2(1) indicates the time assigned to membranes on
the fire-exposed side.
721.6o2o3 Exterior wallSo For an exterior wall having
more than 5 feet (1524 mm) of horizontal separation, the
wall is assigned a rating dependent on the interior mem-
brane and the framing as described in Tables 721.6.2(1)
and 721.6.2(2). The membrane on the outside of the
nonfire-exposed side of exterior walls having more than
5 feet (1524 mm) of horizontal separation may consist of
sheathing, sheathing paper, and siding as described in Ta-
ble 721.6.2(3).
721=6o2.4 Floors amd roofs. In the case of a floor or roof,
the standard test provides only for testing for fire expo-
sure from below. Except as noted in Section 703.3, Item
5, floor or roof assemblies of wood framing shall have an
upper membrane consisting of a subfloor and finished
floor conforming to Table 721.6.2(4) or any other mem-
brane that has a contribution to fire resistance of at least
15 minutes in Table 721.6.2(1).
FlRE-RESBSTAMCE-IRATEDCONSTRUCTiOM
TABLE 721.6.2(1)
TIME ASSIGNED TO WALLBOARD MEiWBRANES^-''''^'^
721.6o2o5 AddlMoeal protectlomio Table 721.6.2(5) indi-
cates the time increments to be added to the fire resis-
tance where glass fiber, rockwool, slag mineral wool, or
cellulose insulation is incorporated in the assembly.
721<,6=2o6 Fastemlmgo Fastening of wood frame assem-
blies and the fastening of membranes to the wood fram-
ing members shall be done in accordance with Chapter
23.
DESCRIPTBON OF F8M8SH
TIWIE^ (minutes)
Vg-inch wood structural panel bonded with
exterior glue
5
'V32-inch wood structural panel bonded with
exterior glue
10
'%2"inch wood structural panel bonded with
exterior glue
15
Vg-inch gypsum wallboard
10
V2-inch gypsum wallboard
15
^/g-inch gypsum wallboard
30
V2-inch Type X gypsum wallboard
25
Vg-inch Type X gypsum wallboard
40
Double Vg-inch gypsum wallboard
25
'/2- + %-inch gypsum wallboard
35
Double V2-inch gypsum wallboard
40
For SI: 1 inch = 25.4 mm.
a. These values apply only when membranes are installed on framing mem-
bers which are spaced 16 inches o.c.
b. Gypsum wallboard installed over framing or furring shall be installed so that
all edges are supported, except Vg-inch Type X gypsum wallboard shall be
permitted to be installed horizontally with the horizontal joints staggered 24
inches each side and unsupported but finished.
c. On wood frame floor/ceiling or roof/ceiling assemblies, gypsum board shall
be installed with the long dimension perpendicular to framing members and
shall have all joints finished.
d. The membrane on the unexposed side shall not be included in determining the fire
resistance of the assembly. When dissimilar membranes are used on a wall as-
sembly, the calculation shall be made from the least iire-resistant (weaker) side.
e. The time assigned is not a finished rating.
TABLE 721 .6.2(2)
TDMIE ASSSGNED FOR CONTRBUTDON OF WOOD FRAME^'^'*^
DESCRIPUON
TIME ASSIGNED TO FRAME (minutes)
Wood studs 16 inches o.c.
20
Wood floor and roof joists 16 inches o.c.
10
For SI: 1 inch = 25.4 mm.
a. This table does not apply to studs or joists spaced more than 16 inches o.c.
b. All studs shall be nominal 2x4 and all joists shall have a nominal thicicness of at least 2 inches.
c. Allowable spans for joists shall be determined in accordance with Sections 2308.8, 2308.10.2 and 2308.10.3.
RflEMBRAMI
TABLE 721.6.2(3)
ON EXTERIOR FACE OF WOOD STUD WALLS
SHEATHli^lG
PAPER
EXTERIOR FINISH
Vg-inch T & G lumber
Lumber siding
V, 6-inch exterior glue plywood
Sheathing paper
Wood shingles and shakes
'/2-inch gypsum wallboard
'/4-inch wood structural panels — exterior type
Vg-inch gypsum wallboard
'/4-inch hardboard
V2-inch fiberboard
Metal siding
Stucco on metal lath
Masonry veneer
None
—
Vg-inch exterior-grade wood structural panels
For SI: 1 pound/cubic feet = 16.0185 kg/m^.
a. Any combination of sheathing, paper, and exterior finish is permitted.
153
RRE-RESISTANCE-RATEDCONSTRUCTSON
TABLE 721 .6.2(4)
FLOORING OR ROOFING OVER WOOD FRAMING^
ASSEMBLY
STRUCTURAL MEMBERS
SUBFLOOR OR ROOF DECK
FINISHED FLOORING OR ROOFING
Floor
Wood
'V32-inch wood structural panels
or ' Vi6 inch T & G softwood
Hardwood or softwood flooring on building paper resilient
flooring, parquet floor felted-synthetic fiber floor coverings,
carpeting, or ceramic tile on Vg-inch-thick panel-type
underlay
Ceramic tile on 1 '/4-inch mortar bed
Roof
Wood
'V32-inch wood structural panels
or "/,6 inch T & G softwood
Finished roofing material with or without insulation
For SI: 1 inch = 25.4 mm.
a. This table applies only to wood joist construction. It is not applicable to wood truss construction.
TABLE 721 .6.2(5)
TIME ASSIGNED FOR ADDITIONAL PROTECTION
DESCRIPTION OF ADDITIONAL PROTECTION
FIRE RESISTANCE (minutes)
Add to the fire-resistance rating of wood stud walls if the spaces between the studs are
completely filled with glass fiber mineral wool batts weighing not less than 2 pounds
per cubic foot (0.6 pound per square foot of wall surface) or rockwool or slag material
wool batts weighing not less than 3.3 pounds per cubic foot (1 pound per square foot
of wall surface), or cellulose insulation having a nominal density not less than 2.6
pounds per cubic foot.
15
For SI: 1 pound/cubic foot = 16.0185 kg/m^.
721.6.3 Design of fire-resistant exposed wood members.
The fire-resistance rating, in minutes, of timber beams and
columns with a minimum nominal dimension of 6 inches
(152 mm) is equal to:
Beams: 2.5AZb (4 -2(b/d)) for beams which may be
exposed to fire on four sides.
(Equation 7-18)
2.54Zb (4 -(b/d)) for beams which may be
exposed to fire on three sides.
(Equation 7-19)
Columns: 2.54Zd (3 -id/b)) for columns which may be
exposed to fire on four sides
(Equation 7-20)
2.5AZd (3 -(d/2b)) for columns which may
be exposed to fire on three sides.
(Equation 7-21)
1.60
1.50
1.40
Z 1.30
1.20
1.10
1.0
COLUW
hJS Kgl/d •
L11
\
K
BEAMS
1 Kel/d>
- COLUM
11
MS ^
X..
\
V
^^
^^
\
N.^
^
"--
..^.^
40 50 60 70 80 90 100
LOAD ON MEMBERS AS A PERCENT OF DESIGN LOAD
where:
b = The breadth (width) of a beam or larger side of a
column before exposure to fire (inches).
d = The depth of a beam or smaller side of a column be-
fore exposure to fire (inches).
Z = Load factor, based on Figure 720.6.3(1).
FSGURE 721 .6.3(1)
LOAD FIGURE
The effective length factor as noted in Figure 721.6.3(2).
The unsupported length of columns (inches).
154
2003 INTERNATIONAL BUILDING CODEC
FKE-RESHSTAWCE-RATEDCONSTRUCTSON
a
^
f
1
1
f
\
1
1*
/
/
1
1
BUCKLING MODES
/
/
\
1
1
/
/
;
1
(
/
;
5
'
i
4
^
«
THEORETICAL Kq VALUE
0.5
0.7
1.0
1.0
2.0
2,0
RECOMMENDED DESIGN Kg
WHEN IDEAL CONDITIONS
APPROXIMATED
0.65
0.80
1.2
1.0
2.10
2.4
¥
ROTATION FIXED, TRANSLATION FIXED
END CONDITION CODE
ROTATION FREE, TRANSLATION FIXED
ROTATION FIXED. TRANSLATION FREE
ROTATION FREE, TRANSLATION FREE
FIGURE 721 .6.3(2)
EFFECTIVE LEWGTH FACTORS
721.6.3.1 EqeaMonn 7=21, Equation 7-21 applies only
where the unexposed face represents the smaller side of
the column. If a column is recessed into a wall, its full di-
mension shall be used for the purpose of these calcula-
tions.
721.603.2 Allowable loads. Allowable loads on beams
and columns are determined using design values given in
ANSFAF&PA NDS.
721.6.3.3 Fastemer protectiom. Where minimum 1-hour
fire resistance is required, connectors and fasteners shall
be protected from fire exposure by 1 '/2 inches (38 mm) of
wood, or other approved covering or coating for a 1-hour
rating. Typical details for commonly used fasteners and
connectors are shown in AITC Technical Note 7.
721.6.3.4 Mlmmiiim size. Wood members are limited to
dimensions of 6 inches (152 mm) nominal or greater.
Glued-laminated timber beams utilize standard laminat-
ing combinations except that a core lamination is re-
moved. The tension zone is moved inward and the
equivalent of an extra nominal 2-inch-thick (51 mm)
outer tension lamination is added.
721.7 Other referemce docmnniemts. Refer to Section 703.3,
Item 1, and NBS BMS 71 and NBSTRBM-44 for fire-resis-
tance ratings of materials and assemblies.
2003 SNTERNATEONAL BUILDING CODE®
155
156 2003 INTERNATIONAL BUILDING CODE®
IMTI
8®lol Scope. Provisions of this chapter shall govern the use of
materials used as interior finishes, trim and decorative materi-
als.
801ol,l Interior SmIstieSo These provisions shall limit the
allowable flame spread and smoke development based on
location and occupancy classification.
1 . Materials having a thickness less than 0.036 inch
(0.9 mm) applied directly to the surface of walls or
ceilings.
2. Exposed portions of structural members comply-
ing with the requirements for buildings of Type IV
construction in Section 602.4 shall not be subject
to interior finish requirements.
[F] 801.1.2 Decorative materials amd trim. Decorative
materials and trim shall be restricted by combustibihty and
flame resistance in accordance with Section 805.
For buildings in flood hazard areas
as established in Section 1612.3, interior finishes, trim and
decorative materials below the design flood elevation shall
be flood-damage-resistant materials.
801.2 Application. Combustible materials shall be permitted
to be used as finish for walls, ceihngs, floors and other interior
surfaces of buildings.
s'So Show windows in the first story of build-
ings shall be permitted to be of wood or of unprotected metal
framing.
801.2.2 Foam plastics. Foam plastics shall not be used as
interior finish or trim except as provided in Section 2603.7
or 2604.
8®2.1 General. The following words and terms shall, for the
purposes of this chapter and as used elsewhere in this code,
have the meanings shown herein.
EXPANDED VINYL WALL COVERING. Wall covering
consisting of a woven textile backing, an expanded vinyl base
coat layer and a nonexpanded vinyl skin coat. The expanded
base coat layer is a homogeneous vinyl layer that contains a
blowing agent. During processing, the blowing agent decom-
poses, causing this layer to expand by forming closed cells. The
total thickness of the wall covering is approximately 0.055 inch
to 0.070 inch (1.4 mm to 1.78 mm).
FLAME RESISTANCE. That property of materials or combi-
nations of component materials that restricts the spread of
flame in accordance with NFPA 701.
FLAME SPREAD. The propagation of flame over a surface.
FLAME SPREAD INDEX. The numerical value assigned to
a material tested in accordance with ASTM E 84.
ISH, Interior finish includes interior wall and
ceiling finish and interior floor finish.
I, The exposed floor surfaces of
buildings including coverings apphed over a finished floor or
stair, including risers.
INTERIOR WALL AND CEILING FINISH. The exposed
interior surfaces of buildings including, but not limited to: fixed
or movable walls and partitions; columns; ceilings; and interior
wainscotting, paneling or other finish applied structurally or
for decoration, acoustical correction, surface insulation, struc-
tural fire resistance or similar purposes, but not including trim.
SMOKE-DEVELOPED INDEX. The numerical value as-
signed to a material tested in accordance with ASTM E 84.
TRIM, Picture molds, chair rails, baseboards, handrails, door
and window frames and similar decorative or protective mate-
rials used in fixed applications.
803.1 Gemeral. Interior wall and ceiling finishes shall be clas-
sified in accordance with ASTM E 84. Such interior finish ma-
terials shall be grouped in the following classes in accordance
with their flame spread and smoke-developed indexes.
Class A: Flame spread 0-25; smoke-developed 0-450.
Class B: Flame spread 26-75; smoke-developed 0-450.
Class C: Flame spread 76-200; smoke-developed 0-450.
(tions Materials, other than textiles, tested in accor-
dance with Section 803.2.
803,2, Imterior wall or ceillmg Snishes other tham textiles. In-
terior wall or ceiling finishes, other than textiles, shall be per-
mitted to be tested in accordance with NFPA 286. Finishes
tested in accordance with NFPA 286 shall comply with Section
803.2.1.
803,2.1 Acceptaece criteria. During the 40 kW exposure,
the interior finish shall comply with Item 1 . During the 160
kW exposure, the interior finish shall comply with Item 2.
During the entire test, the interior finish shall comply with
Item 3.
1 . During the 40kW exposure, flames shall not spread to
the ceiling.
2. During the 160 kW exposure, the interior finish shall
comply with the following:
2003 8NTERN1ATI10NAL BUJLDSWG CODE®
157
INTERIOR RNtSHES
2.1. Flame shall not spread to the outer extremity
of the sample on any wall or ceiling.
2.2. Flashover, as defined in NFPA 286, shall not
occur.
3. The total smoke released throughout the NFPA 286
test shall not exceed 1 ,000 m^.
803.3 Stability. Interior finish materials regulated by this chap-
ter shall be applied or otherwise fastened in such a manner that
such materials will not readily become detached where sub-
jected to room temperatures of 200°F (93 °C) for not less than
30 minutes.
803.4 Application. Where these materials are applied on walls,
ceilings or structural elements required to have a fire-resistance
rating or to be of noncombustible construction, they shall com-
ply with the provisions of this section.
803.4.1 Direct attachment and furred construction.
Where walls and ceilings are required by any provision in
this code to be of fire-resistance-rated or noncombustible
construction, the interior finish material shall be applied di-
rectly against such construction or to furring strips not ex-
ceeding 1 .75 inches (44 mm) applied directly against such
surfaces. The intervening spaces between such furring strips
shall be filled with inorganic or Class A material or shall be
fireblocked at a maximum of 8 feet (2438 mm) in any direc-
tion in accordance with Section 717.
803.4.2 Set-out construction. Where walls and ceilings are
required to be of fire-resistance-rated or noncombustible
construction and walls are set out or ceilings are dropped
distances greater than specified in Section 803.4.1, Class A
finish materials shall be used except where interior finish
materials are protected on both sides by an automatic sprin-
kler system or attached to noncombustible backing or fur-
ring strips installed as specified in Section 803.4.1. The
hangers and assembly members of such dropped ceilings
that are below the main ceiling line shall be of
noncombustible materials, except that in Type III and V
construction, fire-retardant-treated wood shall be permit-
ted. The construction of each set-out wall shall be of fire- re-
sistance-rated construction as required elsewhere in this
code.
803.4.3 Heavy timber construction. Wall and ceiling fin-
ishes of all classes as permitted in this chapter that are in-
stalled directly against the wood decking or planking of
Type IV construction or to wood furring strips applied di-
recdy to the wood decking or planking shall be fireblocked
as specified in Section 803.4.1.
803.4.4 Materials. An interior wall or ceiling finish that is
not more than 0.25 inch (6.4 mm) thick shall be applied di-
rectly against a noncombustible backing.
Exceptions:
1. Class A materials.
2. Materials where the qualifying tests were made'
with the material suspended or furred out from the
noncombustible backing.
803.5 Interior finish requirements based on group. Interior
wall and ceihng finish shall have a flame spread index not
greater than that specified in Table 803.5 for the group and lo-
cation designated. Interior wall and ceiling finish materials,
other than textiles, tested in accordance with NFPA 286 and
meeting the acceptance criteria of Section 803 .2.1, shall be per-
mitted to be used where a Class A classification in accordance
with ASTM E 84 is required.
803.6 Textiles. Where used as interior wall or ceiling finish ma-
terials, textiles, including materials having woven or
nonwoven, napped, tufted, looped or similar surface, shall
comply with the requirements of this section.
803.6.1 Textile wall coverings. Textile wall coverings shall
have a Class A flame spread index in accordance with
ASTM E 84 and be protected by automatic sprinklers in-
stalled in accordance with Section 903.3.1.1 or 903.3.1.2 or
the covering shall meet the criteria of Section 803.6.1.1 or
803.6. 1 .2 when tested in the manner intended for use in ac-
cordance with NFPA 265 using the product mounting sys-
tem, including adhesive.
803.6.1.1 Method A test protocol. During the Method A
protocol, flame shall not spread to the ceiling during the
40 kW exposure. During the 150 kW exposure, the textile
wall covering shall comply with all of the following:
1 . Flame shall not spread to the outer extremity of the
sample on the 8-foot by 12-foot (203 mm by 305
mm) wall.
2. The specimen shall not bum to the outer extremity
of the 2-foot- wide (610 mm) samples mounted in
the comer of the room.
3. Buming droplets deemed capable of igniting tex-
tile wall coverings or that burn for 30 seconds or
more shall not form.
4. Flashover, as defined in NFPA 265, shall not occur.
5. The maximum net instantaneous peak heat release
rate, determined by subtracting the bumer output
from the maximum heat release rate, does not ex-
ceed 300 kW.
803.6.1.2 Method B test protocol. During the Method B
protocol, flames shall not spread to the ceiling at any time
during the 40 kW exposure. During the 150 kW expo-
sure, the textile wall covering shall comply with the fol-
lowing:
1 . Flame shall not spread to the outer extremities of
the samples on the 8-foot by 12-foot (203 mm by
305 mm) walls.
2. Flashover, as described in NFPA 265, shall not oc-
cur.
803.6.2 Textile celling finish. Where used as a ceiling fin-
ish, carpet and similar textile materials shall have a Class A
flame spread index in accordance with ASTM E 84 and be
protected by automatic sprinklers.
158
2003 eNTER^SATSO^SAL BUILDING CODE®
rERJOR F8MSSHES
TABLE 803.5
BMTER50R WALL AND CEILING FDNISH REQUSREMENTS BY OCCUPANCY'*
GROUP
sprinklered'
iMONSPRINKLERED
Vertical exits and
exit passageways^' ^
Exit access
corridors and
other exitways
Rooms and
enclosed spaces*'
Vertical exits and
exit passageways^' ^
Exit access
corridors and
other exitways
Rooms and
enclosed spaces''
A-1&A-2
B
B
C
A
A''
B^
A-3^ A-4, A-5
B
B
C
A
A"
C
B, E, M, R-1, R-4
B
C
C
A
B
C
F
C
C
C
B
C
C
H
B
B
eg
A
A
B
I-l
B
C
c
A
B
B
1-2
B
B
Bh.i
A
A
B
1-3
A
AJ
c
A
A
B
1-4
B
B
Bh.i
A
A
B
R-2
C
C
c
B
B
C
R-3
C
C
C
C
C
C
S
C
C
C
B
B
C
u
No restrictions
No restrictions
For SI: 1 inch = 25.4 mm, 1 square foot = 0.0929 m^.
a. Class C interior finish materials shall be permitted for wainscotting or paneling of not more than 1 ,000 square feet 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 fireblocked as required by Section 803.4. 1.
b. In vertical exits of buildings less than three stories in height of other than Group 1-3, Class B interior finish for nonsprinklered buildings and Class C interior finish
for sprinklered buildings shall be permitted.
c. Requirements for rooms and enclosed spaces shall be based upon spaces enclosed by partitions. Where a fire-resistance rating is required for structural elements,
the enclosing partitions shall extend from the floor to the ceiling. Partifions that do not comply with this shall be considered enclosing spaces and the rooms or
spaces on both sides shall be considered one. In determining the applicable requirements for rooms and enclosed spaces, the specific occupancy thereof shall be
the governing factor regardless of the group classification of the building or structure.
d. Lobby areas in Group A-1, A-2 and A-3 occupancies shall not be less than Class B materials.
e. Class C interior finish materials shall be permitted in places of assembly with an occupant load of 300 persons or less.
f. For churches and places of worship, wood used for ornamental purposes, trusses, paneling or chancel furnishing shall be permitted.
g. Class B material is required where the building exceeds two stories.
h. Class C interior finish materials shall be permitted in administrative spaces.
i. Class C interior finish materials shall be permitted in rooms with a capacity of four persons or less.
j. Class B materials shall be permitted as wainscotfing extending not more than 48 inches above the finished floor in exit access corridors,
k. Finish materials as provided for in other sections of this code.
1. Applies when the vertical exits, exit passageways, exit access corridors or exitways, or rooms and spaces are protected by a sprinkler system installed in accor-
dance with Section 903.3.1.1 or 903.3.1.2.
2003 INTERNATIONAL BUILDBNG CODE®
159
INTERIOR FINISHES
803.7 Expanded vloyl wall coverings. Expanded vinyl wall
coverings shall comply with the requirements for textile wall
and ceiling materials and their use shall comply with Section
803.6.
Exception: Expanded vinyl wall or ceiling coverings com-
plying with Section 803.2 shall not be required to comply
with Section 803.1 or 803.6.
803.8 Insolation. Thermal and acoustical insulation shall
comply with Section 719.
803.9 Acoustical ceiling systems. The quality, design, fabrica-
tion and erection of metal suspension systems for acoustical
tile and lay-in panel ceilings in buildings or structures shall
conform with generally accepted engineering practice, the pro-
visions of this chapter and other applicable requirements of this
code.
803.9.1 Materials and installation. Acoustical materials
complying with the interior finish requirements of Section
803 shall be installed in accordance with the manufacturer's
recommendations and applicable provisions for applying
interior finish.
803.9.1.1 Suspended acoustical ceilings. Suspended
acoustical ceiling systems shall be installed in accor-
dance with the provisions of ASTM C 635 and ASTM C
636.
803.9.1.2 Fire-resistance-rated construction. Acousti-
cal ceiling systems that are part of fire-resistance-rated
construction shall be installed in the same manner used
in the assembly tested and shall comply with the provi-
sions of Chapter 7.
SECTION 804
INTERIOR FLOOR FINISH
804.1 General. Interior floor finish and floor covering materi-
als shall comply with this section.
Exception: Floors and floor coverings of a traditional type,
such as wood, vinyl, linoleum or terrazzo, and resilient floor
covering materials which are not comprised of fibers.
804.2 Classification. Interior floor finish and floor covering
materials required by Section 804.5. 1 to be of Class I or II ma-
terials shall be classified in accordance with NFPA 253. The
classificadon referred to herein corresponds to the classifica-
tions determined by NFPA 253 as follows: Class I, 0.45
watts/cm^ or greater; Class II, 0.22 watts/cm^ or greater.
804.3 Testing and identification. Floor covering materials
shall be tested by an approved agency in accordance with
NFPA 253 and identified by a hang tag or other suitable method
so as to identify the manufacturer or supplier and style, and
shall indicate the interior floor finish or floor covering classifi-
cation according to Secfion 804.2. Carpet-type floor coverings
shall be tested as proposed for use, including underlayment.
Test reports confirming the information provided in the manu-
facturer's product identificafion shall be furnished to the build-
ing official upon request.
804.4 Application. Combustible materials installed in or on
floors of buildings of Type I or II construcfion shall conform
with the requirements of this section.
Exception: Stages and platforms constructed in accordance
with Secfions 410.3 and 410.4, respectively.
804.4.1 Smbfloor construction. Floor sleepers, bucks and
nailing blocks shall not be constructed of combustible mate-
rials, unless the space between the fire-resistance-rated
floor construction and the flooring is either solidly filled
with approved noncombustible materials or fireblocked in
accordance with Section 717, and provided that such open
spaces shall not extend under or through permanent parti-
tions or walls.
804.4.2 Wood finish flooring. Wood finish flooring is per-
mitted to be attached directly to the embedded or
fireblocked wood sleepers and shall be permitted where ce-
mented directly to the top surface of approved fire-resis-
tance-rated construction or directly to a wood subfloor
attached to sleepers as provided for in Section 804.4. 1 .
804.4.3 Insulating boards. Combustible insulating boards
not more than 0.5-inch (12.7 mm) thick and covered with
approved finished flooring are permitted, where attached di-
rectly to a noncombustible floor assembly or to wood
subflooring attached to sleepers as provided for in Section
804.4.1.
804.5 Interior floor finish requirements. In all occupancies,
interior floor finish in vertical exits, exit passageways, exit ac-
cess corridors and rooms or spaces not separated from exit ac-
cess corridors by full-height partitions extending from the floor
to the underside of the ceiling shall withstand a minimum criti-
cal radiant flux as specified in Section 804,5.1.
L5.1 Minimum critical radiant flux. Interior floor fin-
ish in vertical exits, exit passageways and exit access corri-
dors shall not be less than Class I in Groups 1-2 and 1-3 and
not less than Class II in Groups A, B, E, H, I- 4, M, R-1, R-2
and S. In all other areas, the interior floor finish shall comply
with the DOC FF-1 "pill test" (CPSC 16 CFR, Part 1630).
Exception: Where a building is equipped throughout
with an automatic sprinkler system in accordance with
Section 903.3. 1 . 1 , Class II materials are permitted in any
area where Class I materials are required and materials
complying with DOC FF-1 "pill test" (CPSC 16 CFR,
Part 1630) are permitted in any area where Class II mate-
rials are required.
[F] SECTION 805
DECORATIONS AND TRIM
805.1 General. In occupancies of Groups A, E, I, R-1 and dor-
mitories in Group R-2, curtains, draperies, hangings and other
decoraUve materials suspended from walls or ceilings shall be
flame resistant in accordance with Section 805.2 and NFPA
701 or noncombustible.
In Groups I-l and 1-2, combustible decorations shall be flame
retardant unless the decorations, such as photographs and
painfings, are of such hmited quantities that a hazard of fire de-
160
2003 8NTERMAT80NAL BUILDING CODE®
FERIOR FINISHES
velopment or spread is not present. In Group 1-3, combustible
decorations are prohibited.
805.1.1 Nomcomtastllble materials. The permissible
amount of noncombustible decorative material shall not be
limited.
805.1.2 Flame-iresnstainit matedals. The permissible
amount of flame-resistant decorative materials shall not ex-
ceed 1 percent of the aggregate area of walls and ceilings .
ExcepMomi: In auditoriums of Group A, the permissible
amount of flame-resistant decorative material shall not
exceed 50 percent of the aggregate area of walls and ceil-
ings where the building is equipped throughout with an
automatic sprinkler system in accordance with Section
903 .3.1.1 and the material is installed in accordance with
Section 803.4.
805.2 Acceptemce criteria smd reports. Where required to be
flame resistant, decorative materials shall be tested by an ap-
proved agency and pass Test 1 or 2, as appropriate, described in
NFPA 701 or such materials shall be noncombustible. Reports
of test results shall be prepared in accordance with NFPA 701
and furnished to the building official upon request.
805.3 Foam plastic. Foam plastic used as trim in any occu-
pancy shall comply with Section 2604.2.
805.4 Pyroxylim plastic. Imitation leather or other material
consisting of or coated with a pyroxylin or similarly hazardous
base shall not be used in Group A occupancies.
805.5 Trim. Material used as interior trim shall have minimum
Class C flame spread and smoke-developed indexes. Combus-
tible trim, excluding handrails and guardrails, shall not exceed
10 percent of the aggregate wall or ceiling area in which it is lo-
cated.
2003 INTERN AUONAL BUILDING CODE® 1611
1 62 2003 INTERNATIONAL BUILDING CODE®
ITECTIOr^ SYSTi
SECTIOM 901
GENERAL
9(Dlol Scope. The provisions of this chapter shall specify where
fire protection systems are required and shall apply to the de-
sign, installation and operation of fire protection systems.
9Cl)lo2 Fire protectlom §y§temSo Fire protection systems shall
be installed, repaired, operated and maintained in accordance
with this code and the International Fire Code.
Any fire protection system for which an exception or reduction
to the provisions of this code has been granted shall be consid-
ered to be a required system.
ui Any fire protection system or portion thereof
not required by this code shall be permitted to be installed
for partial or complete protection provided that such system
meets the requirements of this code.
IS. No person shall remove or modify any
fire protection system installed or maintained under the provi-
sions of this code or the International Fire Code without ap-
proval by the building official.
901,4 TlireadSo Threads provided for fire department connec-
tions to sprinkler systems, standpipes, yard hydrants or any
other fire hose connection shall be compatible with the connec-
tions used by the local fire department.
ests. Fire protection systems shall be
tested in accordance with the requirements of this code and
the International Fire Code. When required, the tests shall be
conducted in the presence of the building official. Tests re-
quired by this code, the International Fire Code and the stan-
dards listed in this code shall be conducted at the expense of
the owner or the owner's representative. It shall be unlawful to
occupy portions of a structure until the required fire protec-
tion systems within that portion of the structure have been
tested and approved.
Where required, fire protection
systems shall be monitored by an approved supervising station
in accordance with NFPA 72.
901.6.1 Automatic sprlnkleir systems. Automatic sprin-
kler systems shall be monitored by an approved supervising
station.
1 . A supervising station is not required for automatic
sprinkler systems protecting one- and two-family
dwellings.
2. Limited area systems serving fewer than 20 sprin-
klers.
901.6.2 Fire alarm systems. Fire alarm systems required
by the provisions of Section 907.2 of this code and Section
907.2 of the International Fire Code shall be monitored by
an approved supervising station in accordance with Section
907.14.
1. Single- and multiple-station smoke alarms re-
quired by Section 907.2.10.
2. Smoke detectors in Group 1-3 occupancies.
3. Supervisory service is not required for automatic
sprinkler systems in one- and two-family dwelhngs.
).3 Group H. Manual fire alarm, automatic fire-extin-
guishing and emergency alarm systems in Group H occu-
pancies shall be monitored by an approved supervising
station.
!i; When approved by the building official,
on-site monitoring at a constantly attended location shall
be permitted provided that notifications to the fire de-
partment will be equal to those provided by an approved
supervising station.
901.7 Fire areas. Where buildings, or portions thereof, are di-
vided into fire areas so as not to exceed the limits established
for requiring a fire protection system in accordance with this
chapter, such fire areas shall be separated by fire barriers hav-
ing a fire-resistance rating of not less than that determined in
accordance with Section 706.3.7.
902.1 Defimitlons. The following words and terms shall, for the
purposes of this chapter, and as used elsewhere in this code,
have the meanings shown herein.
[F] ALAMM NOTIFICATION APPLIANCE. A fire alarm
system component such as a bell, horn, speaker, light or text
display that provides audible, tactile or visible outputs, or any
combination thereof.
[F] ALARM SIGNAL. A signal indicating an emergency re-
quiring immediate action, such as a signal indicative of fire.
[F] ALARM VERIFICATION FEATURE. A feature of au-
tomatic fire detection and alarm systems to reduce unwanted
alarms wherein smoke detectors report alarm conditions for a
minimum period of time, or confirm alarm conditions within a
given time period, after being automatically reset, in order to be
accepted as a valid alarm-initiation signal.
[F] ANNUNCIATOR. A unit containing one or more indica-
tor lamps, alphanumeric displays or other equivalent means in
which each indication provides status information about a cir-
cuit, condition or location.
[F] AUDIBLE ALARM NOTIFICATION APPLIANCE. A
notification appliance that alerts by the sense of hearing.
[F] AUTOMATIC. As applied to fire protection devices, is a
device or system providing an emergency function without the
necessity for human intervention and activated as a result of a
predetermined temperature rise, rate of temperature rise or
combustion products.
rEF
RRE PROTECTION SYSTEMS
[F] AUTOMATIC FIRE-EXTINGUISHING SYSTEM.
An approved system of devices and equipment which automat-
ically detects a fire and discharges an approved fire-extinguish-
ing agent onto or in the area of a fire.
[F] AUTOMATIC SPRINKLER SYSTEM. A sprinkler sys-
tem, for fire protection purposes, is an integrated system of un-
derground and 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 sized or hydraulically de-
signed piping installed in a structure or area, generally over-
head, 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.
[F] AVERAGE AMBIENT SOUND LEVEL. The root mean
square, A-weighted sound pressure level measured over a
24-hour period.
[F] CARBON DIOXIDE EXTINGUISHING SYSTEMS.
A system supplying carbon dioxide (CO2) from a pressurized
vessel through fixed pipes and nozzles. The system includes a
manual- or automatic-actuating mechanism.
[F] CEILING LIMIT. The maximum concentrafion of an
air-borne contaminant to which one may be exposed, as pub-
hshed in DDL 29 CFR Part 1910.1000.
[F] CLEAN AGENT. Electrically nonconducdng, volatile or
gaseous fire extinguishant that does not leave a residue upon
evaporation.
[F] CONSTANTLY ATTENDED LOCATION. A desig-
nated location at a facility staffed by trained personnel on a
continuous basis where alarm or supervisory signals are moni-
tored and facilities are provided for notification of the fire de-
partment or other emergency services.
[F] DELUGE SYSTEM. A sprinkler system employing open
sprinklers attached to a piping system connected to a water sup-
ply through a valve that is opened by the operation of a detec-
tion system installed in the same areas as the sprinklers. When
this valve opens, water flows into the piping system and dis-
charges from all sprinklers attached thereto.
[F] DETECTOR, HEAT. A fire detector that senses heat pro-
duced by burning substances. Heat is the energy produced by
combustion that causes substances to rise in temperature.
[F] DRY-CHEMICAL EXTINGUISHING AGENT. A
powder composed of small particles, usually of sodium bicar-
bonate, potassium bicarbonate, urea-potassium-based bicar-
bonate, potassium chloride or monoammonium phosphate,
with added particulate material supplemented by special treat-
ment to provide resistance to packing, resistance to moisture
absorpfion (caking) and the proper flow capabilities.
[F] EMERGENCY ALARM SYSTEM. A system to provide
indication and warning of emergency situations involving haz-
ardous materials.
[F] EMERGENCY VOICE/ALARM COMMUNICA-
TIONS. Dedicated manual or automatic facihties for originat-
ing and distribudng voice instructions, as well as alert and
evacuation signals pertaining to a fire emergency, to the occu-
pants of a building.
[F] EXPLOSION. An effect produced by the sudden violent
expansion of gases, that is accompanied by a shock wave or dis-
ruption of enclosing materials or structures, or both.
[F] FIRE ALARM BOX, MANUAL. See "Manual Fire
Alarm Box."
[F] FIRE ALARM CONTROL UNIT. A system component
that receives inputs from automatic and manual fire alarm de-
vices and is capable of supplying power to detection devices
and transponder(s) or off-premises transmitter(s). The control
unit is capable of providing a transfer of power to the notifica-
tion appliances and transfer of condition to relays or devices.
[F] FIRE ALARM SIGNAL. A signal inifiated by a fire
alarm-initiating device such as a manual fire alarm box, auto-
matic fire detector, water flow switch, or other device whose
activation is indicative of the presence of a fire or fire signature.
[F] FIRE ALARM SYSTEM. A system or portion of a com-
bination system consisting of components and circuits ar-
ranged to monitor and annunciate the status of fire alarm or
supervisory signal-initiating devices and to initiate the appro-
priate response to those signals.
[F] FIRE COMMAND CENTER. The principal attended or
unattended location where the status of detection, alarm com-
municafions and control systems is displayed, and from which
the system(s) can be manually controlled.
[F] FIRE DETECTOR, AUTOMATIC. A device designed
to detect the presence of a fire signature and to initiate action.
[F] FIRE PROTECTION SYSTEM. Approved devices,
equipment and systems or combinations of systems used to de-
tect a fire, activate an alarm, extinguish or control a fire, control
or manage smoke and products of a fire or any combination
thereof.
[F] FIRE SAFETY FUNCTIONS. Building and fire control
functions that are intended to increase the level of life safety for
occupants or to control the spread of harmful effects of fire.
[F] FOAM-EXTINGUISHING SYSTEM. A special system
discharging a foam made from concentrates, either mechani-
cally or chemically, over the area to be protected.
[F] HALOGENATED EXTINGUISHING SYSTEM. A
fire-extinguishing system using one or more atoms of an ele-
ment from the halogen chemical series: fluorine, chlorine, bro-
mine and iodine.
[F] INITIATING DEVICE. A system component that origi-
nates transmission of a change-of-state condition, such as in a
smoke detector, manual fire alarm box or supervisory switch.
LISTED. Equipment, materials or services included in a list
published by an organization acceptable to the building official
and concerned with evaluation of products or services that
maintains periodic inspection of production of listed equip-
ment or materials or periodic evaluation of services and whose
listing states either that the equipment, material or service
meets identified standards or has been tested and found suitable
for a specified purpose.
[F] MANUAL FIRE ALARM BOX. A manually operated de-
vice used to initiate an alarm signal.
2003 I!\STERNATIONAL BUILDING CODEC
FDRE PROTECTBON SYSTESMS
[F] MULTIPLE-STATION ALARM DEVICEo Two or more
single-station alarm devices that are capable of interconnection
such that actuation of one causes all integral or separate audible
alarms to operate. It also can consist of one single-station alarm
device having connections to other detectors or to a manual fire
alarm box.
[F] MULTIPLE=§TATION SMOKE ALARM„ Two or more
single-station alarm devices that are capable of interconnection
such that actuation of one causes all integral or separate audible
alarms to operate.
[F] NUISANCE ALARM. An alarm caused by mechanical
failure, malfunction, improper installation or lack of proper
maintenance, or an alarm activated by a cause that cannot be
determined.
[F] RECORD DRAWINGS. Drawings ("as builts") that doc-
ument the location of all devices, appliances, wiring sequences,
wiring methods and connections of the components of a fire
alarm system as installed.
[F] SINGLE=STATION SMOKE ALARM. An assembly in-
corporating the detector, the control equipment and the
alarm-sounding device in one unit, operated from a power sup-
ply either in the unit or obtained at the point of installation.
[F] SMOKE ALARM. A single- or multiple-station alarm re-
sponsive to smoke and not connected to a system.
[F] SMOKE DETECTOR. A hsted device that senses visible
or invisible particles of combustion.
SMOKEPROOF ENCLOSURE. An exit stairway designed
and constructed so that the movement of the products of com-
bustion produced by a fire occurring in any part of the building
into the enclosure is limited.
[F] STANDPIPE SYSTEM, CLASSES OF. Standpipe
classes are as follows:
Class I system. A system providing 2.5-inch (64 mm) hose
connections to supply water for use by fire departments and
those trained in handling heavy fire streams.
standpipe systems require water from a fire department
pumper to be pumped into the system through the fire de-
partment connection in order to meet the system demand.
, A system providing 1 .5-inch (38 mm) hose
stations to supply water for use primarily by the building oc-
cupants or by the fire department during initial response.
A system providing 1.5-inch (38 mm)
hose stations to supply water for use by building occupants
and 2.5-inch (64 mm) hose connections to supply a larger
volume of water for use by fire departments and those
trained in handling heavy fire streams.
[F] STANDPIPE, TYPES OF. Standpipe types are as follows:
Aiitomattc dry. A dry standpipe system, normally filled
with pressurized air, that is arranged through the use of a de-
vice, such as dry pipe valve, to admit water into the system
piping automatically upon the opening of a hose valve. The
water supply for an automatic dry standpipe system shall be
capable of supplying the system demand.
Automatic wet. A wet standpipe system that has a water
supply that is capable of supplying the system demand auto-
matically.
wet. A wet standpipe system connected to a water
supply for the purpose of maintaining water within the sys-
tem but does not have a water supply capable of dehvering
the system demand attached to the system. Manual-wet
standpipe systems require water from a fire department
pumper (or the like) to be pumped into the system in order to
meet the system demand.
fc A dry standpipe system that does not have a
permanent water supply attached to the system. Manual dry
A dry standpipe system that is ar-
ranged through the use of a device, such as a deluge valve, to
admit water into the system piping upon activation of a re-
mote control device located at a hose connecfion. A remote
control activation device shall be provided at each hose con-
nection. The water supply for a semiautomatic dry
standpipe system shall be capable of supplying the system
demand.
[F] SUPERVISING STATION. A faciUty that receives sig-
nals and at which personnel are in attendance at all times to re-
spond to these signals.
[F] SUPERVISORY SERVICE, The service required to
monitor performance of guard tours and the operative condi-
tion of fixed suppression systems or other systems for the pro-
tection of life and property.
[F] SUPERVISORY SIGNAL. A signal indicating the need
of action in connection with the supervision of guard tours, the
fire suppression systems or equipment or the maintenance fea-
tures of related systems.
[F] SUPERVISORY SIGNAL=INITIATING DEVICE. An
initiation device, such as a valve supervisory switch, wa-
ter-level indicator or low-air pressure switch on a dry-pipe
sprinkler system, whose change of state signals an off-normal
condition and its restoration to normal of a fire protection or hfe
safety system, or a need for action in connection with guard
tours, fire suppression systems or equipment or maintenance
features of related systems.
[F] TIRES, BULK STORAGE OF. Storage of tires where the
area available for storage exceeds 20,000 cubic feet (566 m^).
[F] TROUBLE SIGNAL, A signal initiated by the fire alarm
system or device indicative of a fault in a monitored circuit or
component.
[F] VISIBLE ALARM NOTIFICATION APPLIANCE. A
notification appliance that alerts by the sense of sight.
[F] WET=CHEMICAL EXTINGUISHING SYSTEM. A
solution of water and potassium-carbonate-based chemical,
potassium-acetate-based chemical or a combination thereof,
forming an extinguishing agent.
[F] WIRELESS PROTECTION SYSTEM. A system or a
part of a system that can transmit and receive signals without
the aid of wire.
[F] ZONE. A defined area within the protected premises. A
zone can define an area from which a signal can be received, an
area to which a signal can be sent or an area in which a form of
control can be executed.
2003 INTERNATIONAL BUILDING CODE®
165
FIRE PROTECTfiON SYSTEMS
SECTION 903
AUTOMATIC SPRINKLER SYSTEMS
[F] 903.1 General, Automatic sprinkler systems shall comply
with this section.
[F] 903,1.1 Alternative protection. Alternative automatic
fire-extinguishing systems complying with Section 904
shall be permitted in lieu of automatic sprinkler protection
where recognized by the applicable standard and approved
by the building official.
[F] 903.2 Where required. Approved automatic sprinkler sys-
tems in new buildings and structures shall be provided in the lo-
cations described in this section.
Exception: Spaces or areas in telecommunications build-
ings used exclusively for telecommunications equipment,
associated electrical power distribution equipment, batter-
ies and standby engines, provided those spaces or areas are
equipped throughout with an automatic fire alarm system
and are separated from the remainder of the building by a
wall with a fire-resistance rating of not less than 1 hour and a
floor/ceihng assembly with a fire-resistance rating of not
less than 2 hours.
[F] 903.2.1 Group A. An automatic sprinkler system shall
be provided throughout buildings and portions thereof used
as Group A occupancies as provided in this section. For
Group A-1, A-2, A-3 and A-4 occupancies, the automatic
sprinkler system shall be provided throughout the floor area
where the Group A- 1 , A-2, A-3 or A-4 occupancy is located,
and in all floors between the Group A occupancy and the
level of exit discharge. For Group A-5 occupancies, the au-
tomatic sprinkler system shall be provided in the spaces in-
dicated in Section 903.2.1.5.
[F] 903.2,1.1 Group A=l, An automatic sprinkler sys-
tem shall be provided for Group A-1 occupancies where
one of the following conditions exists:
1. The fire area exceeds 12,000 square feet (1115
m2).
2. The fire area has an occupant load of 300 or more.
3. The fire area is located on a floor other than the
level of exit discharge.
4. The fire area contains a multi theater complex.
[F] 903.2.1.2 Group A-2. An automatic sprinkler sys-
tem shall be provided for Group A-2 occupancies where
one of the following conditions exists:
1 . The fire area exceeds 5,000 square feet (464.5 m^).
2. The fire area has an occupant load of 300 or more.
3. The fire area is located on a floor other than the
level of exit discharge.
[F] 903.2.1.3 Group A-3. An automafic sprinkler sys-
tem shall be provided for Group A-3 occupancies where
one of the following conditions exists:
1. The fire area exceeds 12,000 square feet (1115
m2).
2. The fire area has an occupant load of 300 or more.
3. The fire area is located on a floor other than the
level of exit discharge.
Exception: Areas used exclusively as participant
sports areas where the main floor area is located at the
same level as the level of exit discharge of the main
entrance and exit.
[F] 903.2,1,4 Group A-4. An automafic sprinkler system
shall be provided for Group A-4 occupancies where one
of the following conditions exists:
1 . The fire area exceeds 1 2,000 square feet (1115 m^).
2. The fire area has an occupant load of 300 or more.
3. The fire area is located on a floor other than the
level of exit discharge.
Exception: Areas used exclusively as participant
sports areas where the main floor area is located at the
same level as the level of exit discharge of the main
entrance and exit.
[F] 903.2.1.5 Group A-5. An automatic sprinkler system
shall be provided in concession stands, retail areas, press
boxes and other accessory use areas in excess of 1 ,000
square feet (93 m^).
[F] 903.2.2 Group E. An automafic sprinkler system shall
be provided for Group E occupancies as follows:
1 . Throughout all Group E fire areas greater than 20,000
square feet (1858 m^) in area.
2. Throughout every portion of educational buildings
below the level of exit discharge.
Exception: An automatic sprinkler system is not re-
quired in any fire area or area below the level of exit
discharge where every classroom throughout the
building has at least one exterior exit door at ground
level.
[F] 903.2.3 Group F-1, An automatic sprinkler system shall
be provided throughout all buildings containing a Group F-1
occupancy where one of the following conditions exists:
1. Where a Group F-1 fire area exceeds 12,000 square
feet (1115 m2);
2. Where a Group F- 1 fire area is located more than three
stories above grade; or
3. Where the combined area of all Group F-1 fire areas
on all floors, including any mezzanines, exceeds
24,000 square feet (2230 m^).
[F] 903.2,3.1 Woodworking operations. An automatic
sprinkler system shall be provided throughout all Group
F-1 occupancy fire areas that contain woodworking oper-
ations in excess of 2,500 square feet (232 m^) in area
which generate finely divided combustible waste or use
finely divided combustible materials.
[F] 903.2,4 Group H. Automatic sprinkler systems shall be
provided in high-hazard occupancies as required in Sections
903.2.4.1 through 903.2.4.3.
[F] 903.2.4.1 General. An automatic sprinkler system
shall be installed in Group H occupancies.
[F] 903.2.4,2 Group H-5, An automatic sprinkler sys-
tem shall be installed throughout buildings containing
Group H-5 occupancies. The design of the sprinkler sys-
166
2003 BNTERNATSONAL BUILDING CODE®
FDRE PROTECTION SYSTEMS
O
tern shall not be less than that required by this code for the
occupancy hazard classifications in accordance with Ta-
ble 903.2.4.2. Where the design area of the sprinkler sys-
tem consists of a corridor protected by one row of
sprinklers, the maximum number of sprinklers required
to be calculated is 13.
[F] TABLE 903.2.4.2
GROUP H-5 SPRIMKLER DESDGN CRITERIA
LOCATION
OCCUPANCY HAZARD
CLASSIFICATION
Fabrication areas
Ordinary Hazard Group 2
Service corridors
Ordinary Hazard Group 2
Storage rooms without dispensing
Ordinary Hazard Group 2
Storage rooms with dispensing
Extra Hazard Group 2
Corridors
Ordinary Hazard Group 2
[F] 9(0)3.2.4.3 PyroxySm plasitics. An automatic sprinkler
system shall be provided in buildings, or portions
thereof, where cellulose nitrate film or pyroxylin plastics
are manufactured, stored or handled in quantities exceed-
ing 100 pounds (45 kg).
[F] 903.2.5 Group I. An automatic sprinkler system shall be
provided throughout buildings with a Group I fire area.
Exceptloim; An automatic sprinkler system installed in
accordance with Section 903.3.1.2 or 903.3.1.3 shall be
allowed in Group I-l facilities.
[F] 903.2,6 Grounp M. An automafic sprinkler system shall
be provided throughout buildings containing a Group M oc-
cupancy where one of the following conditions exists:
1 . Where a Group M fire area exceeds 1 2,000 square feet
(1115 m^);
2. Where a Group M fire area is located more than three
stories above grade; or
3. Where the combined area of all Group M fire areas on
all floors, including any mezzanines, exceeds 24,000
square feet (2230 m^).
[F] 903.2.6.1 ffigh-pnledl storage. An automatic sprin-
kler system shall be provided in accordance with the In-
ternational Fire Code in all buildings of Group M where
storage of merchandise is in high-piled or rack storage
arrays.
[F] 903.2.7 Gromip R. An automatic sprinkler system in-
stalled in accordance with Section 903.3 shall be provided
throughout all buildings with a Group R fire area.
[F] 903.2 J Group §=1, An automatic sprinkler system shall
be provided throughout all buildings containing a Group S- 1
occupancy where one of the following conditions exists:
1. A Group S-1 fire area exceeds 12,000 square feet
(1115m2);
2. A Group S-1 fire area is located more than three sto-
ries above grade; or
3. The combined area of all Group S-1 fire areas on all
floors, including any mezzanines, exceeds 24,000
square feet (2230 m^).
[F] 903o2.§.l Repair garages. An automatic sprinkler
system shall be provided throughout all buildings used as
repair garages in accordance with Section 406, as shown:
1. Buildings two or more stories in height, including
basements, with a fire area containing a repair ga-
rage exceeding 10,000 square feet (929 m^).
2. One-story buildings with a fire area containing a
repair garage exceeding 12,000 square feet (1115
m2).
3. Buildings with a repair garage servicing vehicles
parked in the basement.
[F] 903.2.8.2 Belk storage oiF tires. Buildings and struc-
tures where the area for the storage of tires exceeds
20,000 cubic feet (566 m^) shall be equipped throughout
with an automatic sprinkler system in accordance with
Section 903.3.1.1.
[F] 903.2.9 Group S=2. An automatic sprinkler system shall
be provided throughout buildings classified as enclosed
parking garages in accordance with Section 406.4 or where
located beneath other groups.
w. Enclosed parking garages located beneath
Group R-3 occupancies as applicable in Section 101.2.
[F] 903.2,9.1 Commercial parking garages. An auto-
matic sprinkler system shall be provided throughout
buildings used for storage of commercial trucks or buses
where the fire area exceeds 5,000 square feet (464 m^).
[F] 903,2.10 All occupaecles except Groups R=3 and U.
An automatic sprinkler system shall be installed in the loca-
tions set forth in Sections 903.2. 10.1 through 903.2. 10. 1.3.
Exception," Group R-3 as appHcable in Section 101.2
and Group U.
[F] 903.2.10.1 Stories and basements without open-
ings. An automatic sprinkler system shall be installed
throughout every story or basement of all buildings
where the floor area exceeds 1 ,500 square feet ( 1 39.4 m^)
and where there is not provided at least one of the follow-
ing types of exterior wall openings:
Openings below grade that lead directly to ground
level by an exterior stairway complying with Sec-
tion 1009 or an outside ramp complying with Sec-
tion 1010. Openings shall be located in each 50
linear feet (15 240 mm), or fraction thereof, of ex-
terior wall in the story on at least one side.
Openings entirely above the adjoining ground
level totaUng at least 20 square feet (1.86 m^) in
each 50 linear feet (15 240 mm), or fraction
thereof, of exterior wall in the story on at least one
side.
1.
[F] 903.2.10,1.1 Opening dimensi
Openings shall have a minimum dimension of not less
than 30 inches (762 mm). Such openings shall be ac-
cessible to the fire department from the exterior and
shall not be obstructed in a manner that fire fighting or
rescue cannot be accomplished from the exterior.
2003 ISMTERMATDOiMAL BODLDING CODE®
167
FIRE PROTECTION SYSTEMS
[F] 903.2.10.1.2 Openings on one side only. Where
openings in a story are provided on only one side and
the opposite wall of such story is more than 75 feet (22
860 mm) from such openings, the story shall be
equipped throughout with an approved automatic
sprinkler system, or openings as specified above shall
be provided on at least two sides of the story.
[F] 903.2.10.1.3 Basements. Where any portion of a
basement is located more than 75 feet (22 860 mm)
from openings required by Section 903.2.10.1, the
basement shall be equipped throughout with an ap-
proved automatic sprinkler system.
[F] 903.2.10.2 Rubbish and linen chutes. An automatic
sprinkler system shall be installed at the top of rubbish
and linen chutes and in their terminal rooms. Chutes ex-
tending through three or more floors shall have addi-
tional sprinkler heads installed within such chutes at
alternate floors. Chute sprinklers shall be accessible for
servicing.
[F] 903.2.10.3 Buildings over 55 feet in height. An au-
tomatic sprinkler system shall be installed throughout
buildings with a floor level having an occupant load of 30
or more that is located 55 feet (16 764 mm) or more
above the lowest level of fire department vehicle access.
Exceptions:
1. Airport control towers.
2. Open parking structures.
3. Occupancies in Group F-2.
[F] 903.2.11 During construction. Automatic sprinkler
systems required during construction, alteration and demo-
lition operations shall be provided in accordance with the
International Fire Code.
[F] 903.2.12 Other hazards. Automatic sprinkler protec-
tion shall be provided for the hazards indicated in Sections
903.2.12.1 and 903.2.12.2.
[F] 903.2.12.1 Ducts conveying hazardous exhausts.
Where required by the International Mechanical Code,
automatic sprinklers shall be provided in ducts convey-
ing hazardous exhaust, or flammable or combustible ma-
terials.
Exception: Ducts in which the largest cross-sectional
diameter of the duct is less than 1 inches (254 mm) .
[F] 903.2.12.2 Commercial cooking operations. An
automatic sprinkler system shall be installed in commer-
cial kitchen exhaust hood and duct system where an auto-
matic sprinkler system is used to comply with Section
904.
[F] 903.2.13 Other required suppression systems. In ad-
dition to the requirements of Section 903.2, the provisions
indicated in Table 903.2.13 also require the installation of a
suppression system for certain buildings and areas.
[F] 903.3 Installation requirements. Automatic sprinkler
systems shall be designed and installed in accordance with Sec-
tions 903.3.1 through 903.3.7.
[F] TABLE 903.2.13
ADDITIONAL REQUIRED SUPPRESSION SYSTEMS
SECTION
SUBJECT
402.8
Covered malls
403.2, 403.3
High-rise buildings
404.3
Atriums
405.3
Underground structures
407.5
Group 1-2
410.6
Stages
411.4
Special amusement buildings
412.2.5,412.2.6
Aircraft hangars
415.7.2.4
Group H-2
416.4
Flammable finishes
417.4
Drying rooms
507
Unlimited area buildings
IFC
Sprinkler requirements as set forth in Section
903.2.13 of the International Fire Code
[F] 903.3.1 Standards. Sprinkler systems shall be designed
and installed in accordance with Section 903.3.1.1,
903.3.1.2 or 903.3.1.3.
[F] 903.3.1.1 NFPA 13 sprinkler systems. Where the
provisions of this code require that a building or portion
thereof be equipped throughout with an automatic sprin-
kler system in accordance with Section 903.3.1.1, sprin-
klers shall be installed throughout in accordance with
NFPA 13 except as provided in Section 903.3.1.1.1.
[F] 903.3.1.1.1 Exempt locations. Automatic sprin-
klers shall not be required in the following rooms or
areas where such rooms or areas are protected with an
approved automatic fire detection system in accor-
dance with Section 907.2 that will respond to visible
or invisible particles of combustion. Sprinklers shall
not be omitted from any room merely because it is
damp, of fire -resistance-rated construction or con-
tains electrical equipment.
1. Any room where the application of water, or
flame and water, constitutes a serious life or fire
hazard.
2. Any room or space where sprinklers are consid-
ered undesirable because of the nature of the
contents, when approved by the building offi-
cial.
3. Generator and transformer rooms separated
from the remainder of the building by wails and
floor/ceihng or roof/ceiling assemblies having
a fire-resistance rating of not less than 2 hours.
4. In rooms or areas that are of noncombustible
construction with wholly noncombustible con-
tents.
[F] 903.3.1.2 NFPA 13R sprinkler systems. Where al-
lowed in buildings of Group R, up to and including four
stories in height, automatic sprinkler systems shall be in-
stalled throughout in accordance with NFPA 13R.
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2003 INTERNATIONAL BUILDING CODE®
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[F] 9®3«3ol.2.1 Bakomes. Sprinkler protection shall
be provided for exterior balconies and ground-floor
patios of dwelling units where the building is of Type
V construction. Sidewall sprinklers that are used to
protect such areas shall be permitted to be located
such that their deflectors are within 1 inch (25 mm) to
6 inches (152 mm) below the structural members, and
a maximum distance of 14 inches (356 mm) below the
deck of the exterior balconies that are constructed of
open wood joist construction.
[F] 9033.1o3 NFPA 13D sprinkler systems. Where al-
lowed, automatic sprinkler systems in one- and two-fam-
ily dwellings shall be installed throughout in accordance
with NFPA 1 3D.
[F] 903o3o2 Qunck-respomse amd residential sprimkkrs«
Where automatic sprinkler systems are required by this
code, quick-response or residential automatic sprinklers
shall be installed in the following areas in accordance with
Section 903.3.1 and their hstings:
1 . Throughout all spaces within a smoke compartment
containing patient sleeping units in Group 1-2 in ac-
cordance with this code.
2. Dwelling units, and sleeping units in Group R and I-l
occupancies.
3. Light-hazard occupancies as defined in NFPA 13.
[F] 903.3o3 Obstracled locatloimSo Automatic sprinklers
shall be installed with due regard to obstructions that will
delay activation or obstruct the water distribution pattern.
Automatic sprinklers shall be installed in or under covered
kiosks, displays, booths, concession stands, or equipment
that exceeds 4 feet (1219 mm) in width. Not less than a
3-foot (914 mm) clearance shall be maintained between au-
tomatic sprinklers and the top of piles of combustible fibers.
1. Valves shall not be installed between the do-
mestic water riser control valve and the sprin-
klers.
mi Kitchen equipment under exhaust hoods
protected with a fire-extinguishing system in accordance
with Section 904.
[F] 9033.4 Actuatlom. Automatic sprinkler systems shall
be automatically actuated unless specifically provided for in
this code.
[F] 9®3o3.S Water supplies. Water supplies for automatic
sprinkler systems shall comply with this section and the
standards referenced in Section 903.3.1. The potable water
supply shall be protected against backflow in accordance
with the requirements of this section and the International
Plumbing Code.
[F] 9®3.3o5.1 Domestic services. Where the domestic
service provides the water supply for the automatic
sprinkler system, the supply shall be in accordance with
this section.
[F] 903.3.5.1.1 LI
Limited area sprinkler systems serving fewer than 20
sprinklers on any single connection are permitted to
be connected to the domestic service where a wet au-
tomatic standpipe is not available. Limited area sprin-
kler systems connected to domestic water supplies
shall comply with each of the following requirements:
m An approved indicating control
valve supervised in the open position in ac-
cordance with Section 903.4.
2. The domestic service shall be capable of sup-
plying the simultaneous domestic demand and
the sprinkler demand required to be hydrauli-
cally calculated by NFPA 13, NFPA 13R or
NFPA 13D.
,5.1.2 Mesidemtnal comMmatiom services. A
single combination water supply shall be permitted
provided that the domestic demand is added to the
sprinkler demand as required by NFPA 13R.
[F] 9033.5.2 Secomdary water supply. A secondary
on-site water supply equal to the hydraulically calculated
sprinkler demand, including the hose stream require-
ment, shall be provided for high-rise buildings in Seis-
mic Design Category C, D, E or F as determined by this
code. The secondary water supply shall have a duration
not less than 30 minutes as determined by the occupancy
hazard classification in accordance with NFPA 13.
ExceptioiHo Existing buildings.
[F] 903.3.6 Hose threads. Fire hose threads used in connec-
tion with automatic sprinkler systems shall be approved and
compatible with fire department hose threads.
[F] 903.3,7 Fire departmemt coimectioms. The location of
fire department connections shall be approved by the build-
ing official.
[F] 903.3.7.1 Locking fire department coenectiomi
(FDC) caps. The fire code official is authorized to re-
quire locking FDC caps on fire department connections
for water-based fire protection systems where the re-
sponding fire department carries appropriate key
wrenches for removal.
[F] 903.4 Sprimkkr system monitoring and alarms. All
valves controlling the water supply for automatic sprinkler sys-
tems, pumps, tanks, water levels and temperatures, critical air
pressures and water-flow switches on all sprinkler systems
shall be electrically supervised.
Exceptions;
1. Automatic sprinkler systems protecting one- and
two-family dwelHngs.
2. Limited area systems serving fewer than 20 sprin-
klers.
3. Automatic sprinkler systems installed in accordance
with NFPA 13R where a common supply main is used
to supply both domestic water and the automatic
sprinkler systems and a separate shutoff valve for the
automatic sprinkler system is not provided.
4. Jockey pump control valves that are sealed or locked
in the open position.
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5. Control valves to commercial kitchen hoods, paint
spray booths or dip tanks that are sealed or locked in
the open position.
6. Valves controlling the fuel supply to fire pump en-
gines that are sealed or locked in the open position.
7. Trim valves to pressure switches in dry, preaction and
deluge sprinkler systems that are sealed or locked in
the open position.
[F] 903.4.1 Signals. Alarm, supervisory and trouble signals
shall be distinctly different and automatically transmitted to
an approved central station, remote supervising station or
proprietary supervising station as defined in NFPA 72 or,
when approved by the building official, shall sound an audi-
ble signal at a constantly attended location.
Exceptions I
1 . Underground key or hub valves in roadway boxes
provided by the municipality or public utility are
not required to be monitored.
2. Backflow prevention device test valves, located in
limited area sprinkler system supply piping, shall
be locked in the open position. In occupancies re-
quired to be equipped with a fire alarm system, the
backflow preventer valves shall be electrically su-
pervised by a tamper switch installed in accor-
dance with NFPA 72 and separately annunciated.
[F] 903.4.2 Alarms. Approved audible devices shall be
connected to every automatic sprinkler system. Such sprin-
kler water-flow alarm devices shall be activated by water
flow equivalent to the flow of a single sprinkler of the small-
est orifice size installed in the system. Alarm devices shall
be provided on the exterior of the building in an approved lo-
cation. Where a fire alarm system is installed, actuation of
the automatic sprinkler system shall actuate the building fire
alarm system.
[F] 903.4.3 Floor control valves. Approved supervised in-
dicating control valves shall be provided at the point of con-
nection to the riser on each floor in high-rise buildings.
[F] 903.5 Testing and maintenance. Sprinkler systems shall
be tested and maintained in accordance with the International
Fire Code.
SECTiOM 904
F!RE=EXTIfSIGUiS
m
GSY;
[F] 904.1 General. Automatic fire-extinguishing systems,
other than automatic sprinkler systems, shall be designed, in-
stalled, inspected, tested and maintained in accordance with
the provisions of this section and the applicable referenced
standards.
[F] 904.2 Where required. Automatic fire-extinguishing sys-
tems installed as an alternative to the required automatic sprin-
kler systems of Section 903 shall be approved by the building
official. Automatic fire-extinguishing systems shall not be con-
sidered alternatives for the purposes of exceptions or reduc-
tions permitted by other requirements of this code.
[F] 904.2,1 Hood system suppression. Each required com-
mercial kitchen exhaust hood and duct system required by
the International Fire Code or the International Mechanical
Code to have a Type I hood shall be protected with an ap-
proved automatic fire-extinguishing system installed in ac-
cordance with this code.
[F] 904,3 Installation. Automatic fire-extinguishing systems
shall be installed in accordance with this section.
[F] 904.3,1 Electrical wiring. Electrical wiring shall be in
accordance with the ICC Electrical Code.
[F] 904,3.2 Actuation. Automatic fire-extinguishing sys-
tems shall be automatically actuated and provided with a
manual means of actuation in accordance with Section
904.11.1.
[F] 904,3,3 System interlocking. Automatic equipment in-
terlocks with fuel shutoffs, ventilation controls, door
closers, window shutters, conveyor openings, smoke and
heat vents and other features necessary for proper operation
of the fire-extinguishing system shall be provided as re-
quired by the design and installation standard utihzed for the
hazard.
[F] 904.3.4 Alarms and warning signs. Where alarms are
required to indicate the operation of automatic fire-extin-
guishing systems, distinctive audible and visible alarms and
warning signs shall be provided to warn of pending agent
discharge. Where exposure to automatic-extinguishing
agents poses a hazard to persons and a delay is required to
ensure the evacuation of occupants before agent discharge, a
separate warning signal shall be provided to alert occupants
once agent discharge has begun. Audible signals shall be in
accordance with Section 907.9.2.
[F] 904.3.5 Monitoring. Where a building fire alarm sys-
tem is installed, automatic fire-extinguishing systems shall
be monitored by the building fire alarm system in accor-
dance with NFPA 72.
[F] 904.4 Inspection and testing. Automatic fire-extinguish-
ing systems shall be inspected and tested in accordance with the
provisions of this section prior to acceptance.
.4.1 Inspection. Prior to conducting final accep-
tance tests, the following items shall be inspected:
1 . Hazard specification for consistency with design haz-
ard.
2. Type, location and spacing of automatic- and man-
ual-initiating devices.
3. Size, placement and position of nozzles or discharge
orifices.
4. Location and identification of audible and visible
alarm devices.
5. Identification of devices with proper designations.
6. Operating instructions.
[F] 904.4.2 Alarm testing. Notification appliances, con-
nections to fire alarm systems and connections to approved
supervising stations shall be tested in accordance with this
section and Section 907 to verify proper operation.
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[F] 904o4o2.1 Andnble aimdl visible sigmalSo The audibil-
ity and visibility of notification appliances signaling
agent discharge or system operation, where required,
shall be verified.
[F] 904.4,3 Moeitor testiinig. Connections to protected pre-
mises and supervising station fire alarm systems shall be
tested to verify proper identification and retransmission of
alarms from automatic fire-extinguishing systems.
[F] 904.5 Wet-chemkal systems. Wet-chemical extinguishing
systems shall be installed, maintained, periodically inspected
and tested in accordance with NFPA 17A and their listing.
[F] 904.6 Dry-clnemicall systems. Dry-chemical extinguishing
systems shall be installed, maintained, periodically inspected
and tested in accordance with NFPA 17 and their listing.
[F] 904.7 Foam systems. Foam-extinguishing systems shall be
installed, maintained, periodically inspected and tested in ac-
cordance with NFPA 1 1 and NFPA 16 and their listing.
[F] 904.8 Cartoom dioxidle systems. Carbon dioxide extin-
guishing systems shall be installed, maintained, periodically
inspected and tested in accordance with NFPA 1 2 and their hst-
ing.
[F] 904.9 Halom systems, Halogenated extinguishing systems
shall be installed, maintained, periodically inspected and tested
in accordance with NFPA 12A and their listing.
[F] 904.10 Cleaim-ageet systems. Clean-agent fire-extinguish-
ing systems shall be installed, maintained, periodically in-
spected and tested in accordance with NFPA 2001 and their
listing.
[F] 904.11 Commercial cooknmg systems. The automatic
fire-extinguishing system for commercial cooking systems
shall be of a type recognized for protection of commercial
cooking equipment and exhaust systems of the type and ar-
rangement protected. Preengineered automatic dry- and
wet-chemical extinguishing systems shall be tested in accor-
dance with UL 300 and Usted and labeled for the intended ap-
plication. Other types of automatic fire-extinguishing systems
shall be listed and labeled for specific use as protection for
commercial cooking operations. The system shall be installed
in accordance with this code, its listing and the manufacturer's
installation instructions. Automatic fire-extinguishing systems
of the following types shall be installed in accordance with the
referenced standard indicated, as shown:
1. Carbon dioxide extinguishing systems, NFPA 12.
2. Automatic sprinkler systems, NFPA 13.
3. Foam- water sprinkler system or foam- water spray sys-
tems, NFPA 16.
4. Dry-chemical extinguishing systems, NFPA 17.
5. Wet-chemical extinguishing systems, NFPA 17 A.
Exceptlomi Factory-built commercial cooking recirculating
systems that are tested in accordance with UL 197, and
listed, labeled and installed in accordance with Section
304.1 of the International Mechanical Code.
[F] 904,11.1 Mammal system operatioe. A manual actua-
tion device shall be located at or near a means of egress from
the cooking area, a minimum of 10 feet (3048 mm) and a
maximum of 20 feet (6096 mm) from the kitchen exhaust
system. The manual actuation device shall be located a min-
imum of 4 feet (1219 mm) and a maximum of 5 feet (1524
mm) above the floor. The manual actuation shall require a
maximum force of 40 pounds (178 N) and a maximum
movement of 14 inches (356 mm) to actuate the fire sup-
pression system.
tmni Automatic sprinkler systems shall not be re-
quired to be equipped with manual actuation means.
[F] 904.11.2 System leterconmectnoiii. The actuation of the
fire suppression system shall automatically shut down the
fuel or electrical power supply to the cooking equipment.
The fuel and electrical supply reset shall be manual.
[F] 904.11,3 CartooE dioxide systems. When carbon diox-
ide systems are used, there shall be a nozzle at the top of the
ventilating duct. Additional nozzles that are symmetrically
arranged to give uniform distribution shall be installed
within vertical ducts exceeding 20 feet (6096 mm) and hori-
zontal ducts exceeding 50 feet (15 240 mm). Dampers shall
be installed at either the top or the bottom of the duct and
shall be arranged to operate automatically upon activation
of the fire-extinguishing system. Where the damper is in-
stalled at the top of the duct, the top nozzle shall be immedi-
ately below the damper. Automatic carbon dioxide
fire-extinguishing systems shall be sufficiently sized to pro-
tect against all hazards venting through a common duct si-
multaneously.
[F] 904.11.3.1 Vemtllatloii system. Commercial-type
cooking equipment protected by an automatic carbon di-
oxide-extinguishing system shall be arranged to shut off
the ventilation system upon activation.
[F] 904.11.4 Special provisioms for automatic
systems. Automatic sprinkler systems protecting commer-
cial-type cooking equipment shall be supplied from a sepa-
rate, readily accessible, indicating-type control valve that is
identified.
[F] 904.11.4.1 Listed sprinklers. Sprinklers used for the
protection of fryers shall be listed for that application and
installed in accordance with their listing.
SmWDPlPE SYSTEIViS
[F] 905.1 General. Standpipe systems shall be provided in new
buildings and structures in accordance with this section. Fire
hose threads used in connection with standpipe systems shall
be approved and shall be compatible with fire department hose
threads. The location of fire department hose connections shall
be approved. In buildings used for high-piled combustible stor-
age, fire protection shall be in accordance with the Interna-
tional Fire Code.
[F] 905.2 Imstallatioim standards. Standpipe systems shall be
installed in accordance with this section and NFPA 14.
[F] 905.3 Required nmstallatloes. Standpipe systems shall be
installed where required by Sections 905.3.1 through 905.3.6
and in the locations indicated in Sections 905.4, 905.5 and
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905.6. Standpipe systems are permitted to be combined with
automatic sprinkler systems.
Exception: Standpipe systems are not required in Group
R-3 occupancies as applicable in Section 101.2.
[F] 9053.1 Building height. Class III standpipe systems
shall be installed throughout buildings where the floor level
of the highest story is located more than 30 feet (9144 mm)
above the lowest level of fire department vehicle access, or
where the floor level of the lowest story is located more than
30 feet (9144 mm) below the highest level of fire department
vehicle access.
Exceptions:
1. Class I standpipes are allowed in buildings
equipped throughout with an automatic sprinkler
system in accordance with Section 903.3.1.1 or
903.3.1.2.
2. Class I manual standpipes are allowed in open
parking garages where the highest floor is located
not more than 150 feet (45 720 mm) above the low-
est level of fire department vehicle access.
3. Class I manual dry standpipes are allowed in open
parking garages that are subject to freezing tem-
peratures, provided that the hose connecfions are
located as required for Class II standpipes in accor-
dance with Secfion 905.5.
4. Class I standpipes are allowed in basements
equipped throughout with an automatic sprinkler
system.
[F] 905,3.2 Groep A. Class I automatic wet standpipes
shall be provided in nonsprinklered Group A buildings hav-
ing an occupant load exceeding 1,000 persons.
Exceptions:
1. Open-air-seating spaces without enclosed spaces.
2. Class I automatic dry and semiautomatic dry
standpipes or manual wet standpipes are allowed
in buildings where the highest floor surface used
for human occupancy is 75 feet (22 860 mm) or
less above the lowest level of fire department vehi-
cle access.
[F] 9053.3 Covered mall buildings. A covered mall build-
ing shall be equipped throughout with a standpipe system
where required by Section 905.3. Covered mall buildings
not required to be equipped with a standpipe system by Sec-
tion 905.3 shall be equipped with Class I hose connections
connected to a system sized to deliver 250 gallons per min-
ute (946.4 L/min.) at the most hydraulically remote outlet.
Hose connections shall be provided at each of the following
locations:
1 . Within the mall at the entrance to each exit passage-
way or corridor.
2. At each floor-level landing within enclosed stairways
opening directly on the mall.
3. At exterior public entrances to the mall.
[F] 9053.4 Stages. Stages greater than 1,000 square feet in
area (93 m^) shall be equipped with a Class III wet standpipe
system with 1 .5-inch and 2.5-inch (38 mm and 64 mm) 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 are allowed to be supplied from the auto-
matic sprinkler system and shall have a flow rate of not
less than that required by NFPA 14 for Class III
standpipes.
[F] 905.3.4.1 Hose and cabinet. The 1.5-inch (38 mm)
hose connections shall be equipped with sufficient
lengths of 1.5-inch (38 mm) hose to provide fire protec-
tion for the stage area. Hose connections shall be
equipped with an approved adjustable fog nozzle and be
mounted in a cabinet or on a rack.
[F] 905.3.5 Underground buildings. Underground build-
ings shall be equipped throughout with a Class I automatic
wet or manual wet standpipe system.
[F] 905.3.6 Helistops and heliports. Buildings with a
heUstop or heliport that are equipped with a standpipe shall
extend the standpipe to the roof level on which the helistop
or heliport is located in accordance with Section 1107.5 of
the International Fire Code.
[F] 905.4 Location of Class I standpipe hose connections.
Class I standpipe hose connections shall be provided in all of
the following locations:
1 . In every required stairway, a hose connection shall be
provided for each floor level above or below grade.
Hose connections shall be located at an intermediate
floor level landing between floors, unless otherwise
approved by the building official.
2. On each side of the wall adjacent to the exit opening of
a horizontal exit.
3. In every exit passageway at the entrance from the exit
passageway to other areas of a building.
4. In covered mall buildings, adjacent to each exterior
public entrance to the mall and adjacent to each en-
trance from an exit passageway or exit corridor to the
mall.
5 . Where the roof has a slope less than four units vertical
in 12 units horizontal (33.3-percent slope), each
standpipe shall be provided with a hose connection lo-
cated either on the roof or at the highest landing of
stairways with stair access to the roof. An additional
hose connection shall be provided at the top of the
most hydraulically remote standpipe for testing pur-
poses.
6. Where the most remote portion of a nonsprinklered
floor or story is more than 150 feet (45 720 mm) from
a hose connection or the most remote portion of a
sprinklered floor or story is more than 200 feet (60
960 mm) from a hose connection, the building official
is authorized to require that additional hose connec-
tions be provided in approved locations.
[F] 905.4.1 Protection. Risers and laterals of Class I
standpipe systems not located within an enclosed stairway
or pressurized enclosure shall be protected by a degree of
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2003 SNTERNATIONAL BUILOBNG CODE®
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fire resistance equal to that required for vertical enclosures
in the building in which they are located.
[F] 905.7.2 LocMei
locked.
m; In buildings equipped throughout with an
approved automatic sprinkler system, laterals that are not
located within an enclosed stairway or pressurized enclo-
sure are not required to be enclosed within fire-resis-
tance-rated construction.
[F] 905,4.2 Imtercomiiniecltlom, In buildings where more than
one standpipe is provided, the standpipes shall be intercon-
nected in accordance with NFPA 14.
[F] 905,5 Locatiom off Class II stamdpipe hose comumectnoms.
Class II standpipe hose connections shall be accessible and lo-
cated so that all portions of the building are within 30 feet (9144
mm) of a nozzle attached to 100 feet (30 480 mm) of hose.
[F] 905.5,1 Groeps A-1 aed A=2. In Group A- 1 and A-2 oc-
cupancies with occupant loads of more than 1,000, hose
connections shall be located on each side of any stage, on
each side of the rear of the auditorium, on each side of the
balcony and on each tier of dressing rooms.
[F] 905,5.2 ProttecMoim, Fire-resistance-rated protection of
risers and laterals of Class II standpipe systems is not re-
quired.
[F] 905,5.3 Class II system l-nmcln liose. A minimum
1-inch (25 mm) hose shall be permitted to be used for hose
stations in light-hazard occupancies where investigated and
listed for this service and where approved by the building of-
ficial.
[F] 905.6 Localtiomi off Class III sHamidpIpe hose comnmecitioes.
Class III standpipe systems shall have hose connections located
as required for Class I standpipes in Section 905.4 and shall
have Class II hose connections as required in Section 905.5.
[F] 905.6.1 ProtectioE, Risers and laterals of Class III
standpipe systems shall be protected as required for Class I
systems in accordance with Section 905.4.1.
[F] 905.6,2 lEtercoEeectSomi. In buildings where more than
one Class III standpipe is provided, the standpipes shall be
interconnected at the bottom.
[F] 905,7 Cabmets. Cabinets containing fire-fighting equip-
ment such as standpipes, fire hoses, fire extinguishers or fire
department valves shall not be blocked from use or obscured
from view.
[F] 905.7.1 Catonmelt eqenprnemit MemtMcsatrnmc Cabinets
shall be identified in an approved manner by a permanently
attached sign with letters not less than 2 inches (51 mm)
high in a color that contrasts with the background color, in-
dicating the equipment contained therein.
Excepttnoims:
1 . Doors not large enough to accommodate a written
sign shall be marked with a permanently attached
pictogram of the equipment contained therein.
2. Doors that have either an approved visual identifi-
cation clear glass panel or a complete glass door
panel are not required to be marked.
[F] mt
stalled.
, Cabinets shall be un-
Visual identification panels of glass or other ap-
proved transparent frangible material that is easily
broken and allows access.
Approved locking arrangements.
Group 1-3.
Dry standpipes shall not be in-
ns Where subject to freezing and in accordance
with NFPA 14.
[F] 905,9 Valve supervisiom. Valves controlling water supplies
shall be supervised in the open position so that a change in the
normal position of the valve will generate a supervisory signal
at the supervising station required by Section 903.4. Where a
fire alarm system is provided, a signal shall also be transmitted
to the control unit.
1. Valves to underground key or hub valves in roadway
boxes provided by the municipality or public utility
do not require supervision.
2. Valves locked in the normal position and inspected as
provided in this code in buildings not equipped with a
fire alarm system.
[F] 905,10 Dinrmg comstriuictioE. Standpipe systems required
during construction and demolition operations shall be pro-
vided in accordance with Section 3311.
PORTABLE FIRE EXTINGUISHERS
[F] 906,1 General. Portable fire extinguishers shall be pro-
vided in occupancies and locations as required by the Interna-
tional Fire Code.
SECTION 907
FIRE ALARia AND DETECTION SYSTEil/lS
[F] 907.1 General. This section covers the application, instal-
lation, performance and maintenance of fire alarm systems and
their components.
[F] 907.1.1 Coestmicltiom docmmemlts. Construction docu-
ments for fire alarm systems shall be submitted for review
and approval prior to system installation. Construction doc-
uments shall include, but not be limited to, all of the follow-
ing:
1. A floor plan which indicates the use of all rooms.
2. Locations of alarm-initiating and notification appli-
ances.
3. Alarm control and trouble signaling equipment.
4. Annunciation.
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5. Power connection.
6. Battery calculations.
7. Conductor type and sizes.
8. Voltage drop calculations.
9. Manufacturers, model numbers and listing informa-
tion for equipment, devices and materials.
10. Details of ceiling height and construction.
1 1 . The interface of fire safety control functions
[F] 907.1.2 Equipment. Systems and their components
shall be listed and approved for the purpose for which they
are installed.
[F] 907.2 Where required. An approved manual, automatic or
manual and automatic fire alarm system shall be provided in
accordance with Sections 907.2. 1 through 907.2.23. Where au-
tomatic sprinkler protection, installed in accordance with Sec-
tion 903.3.1.1 or 903.3.1.2, is provided and connected to the
building fire alarm system, automatic heat detection required
by this section shall not be required. An approved automatic
fire detection system shall be installed in accordance with the
provisions of this code and NFPA 72. Devices, combinations of
devices, appliances and equipment shall comply with Section
907.1.2. The automatic fire detectors shall be smoke detectors,
except that an approved alternative type of detector shall be in-
stalled in spaces such as boiler rooms where, during normal op-
eration, products of combustion are present in sufficient
quantity to actuate a smoke detector.
[F] 907.2.1 Group A. A manual fire alarm system shall be
installed in accordance with NFPA 72 in Group A occupan-
cies having an occupant load of 300 or more. Portions of
Group E occupancies occupied for assembly purposes shall
be provided with a fire alarm system as required for the
Group E occupancy.
Exception: Manual fire alarm boxes are not required
where the building is equipped throughout with an auto-
matic sprinkler system and the notification appliances
will activate upon sprinkler water flow.
[F] 907.2.1.1 System initiation in Group A occupan-
cies with an occupant load of 1,000 or more. Activa-
tion of the fire alarm in Group A occupancies with an
occupant load of 1,000 or more shall initiate a signal us-
ing an emergency voice/alarm communications system
in accordance with NFPA 72.
Exception: Where approved, the prerecorded an-
nouncement is allowed to be manually deactivated for
a period of time, not to exceed 3 minutes, for the sole
purpose of allowing a live voice announcement from
an approved, constantly attended location.
[F] 907,2.1.2 Emergency power. Emergency
voice/alarm communications systems shall be provided
with an approved emergency power source.
[F] 907.2.2 Group B. A manual fire alarm system shall be
installed in Group B occupancies having an occupant load
of 500 or more persons or more than 100 persons above or
below the lowest level of exit discharge.
Exception: Manual fire alarm boxes are not required
where the building is equipped throughout with an auto-
matic sprinkler system and the alarm notification appli-
ances will activate upon sprinkler water flow.
[F] 907.2.3 Group E. A manual fire alarm system shall be
installed in Group E occupancies. When automatic sprinkler
systems or smoke detectors are installed, such systems or
detectors shall be connected to the building fire alarm sys-
tem.
Exceptions:
1 . Group E occupancies with an occupant load of less
than 50.
2. Manual fire alarm boxes are not required in Group
E occupancies where all the following apply:
2.1. Interior corridors are protected by smoke
detectors with alarm verification.
2.2. Auditoriums, cafeterias, gymnasiums and
the like are protected by heat detectors or
other approved detection devices.
2.3. Shops and laboratories involving dusts or
vapors are protected by heat detectors or
other approved detection devices.
2.4. Off-premises monitoring is provided.
2.5. The capability to activate the evacuation
signal from a central point is provided.
2.6. In buildings where normally occupied
spaces are provided with a two-way com-
munication system between such spaces
and a constantly attended receiving station
from where a general evacuation alarm can
be sounded, except in locations specifi-
cally designated by the building official.
[F] 907.2.4 Group F. A manual fire alarm system shall be
installed in Group F occupancies that are two or more stories
in height and have an occupant load of 500 or more above or
below the lowest level of exit discharge.
Exception: Manual fire alarm boxes are not required if
the building is equipped throughout with an automatic
sprinkler system and the notification appliances will acti-
vate upon sprinkler water flow.
[F] 907.2.5 Group H. A manual fire alarm system shall be
installed in Group H-5 occupancies and in occupancies used
for the manufacture of organic coadngs. An automatic
smoke detection system shall be installed for highly toxic
gases, organic peroxides and oxidizers in accordance with
Chapters 37, 39 and 40, respectively, of the International
Fire Code.
[F] 907.2.6 Group I. A manual fire alarm system and an au-
tomatic fire detection system shall be installed in Group I
occupancies. An electrically supervised, automatic smoke
detection system shall be provided in waiting areas that are
open to corridors.
Exception: Manual fire alarm boxes in patient sleeping
areas of Group I-l and 1-2 occupancies shall not be re-
quired at exits if located at all nurses' control stations or
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other constantly attended staff locations, provided such
stations are visible and continuously accessible and that
travel distances required in Section 907.3.1 are not ex-
ceeded.
„2.6ol Grouip 1=2, Corridors in nursing homes
(both intermediate-care and skilled nursing facihties),
detoxification facilities and spaces open to the corridors
shall be equipped with an automatic fire detection sys-
tem.
1. Corridor smoke detection is not required in
smoke compartments that contain patient sleep-
ing rooms where patient sleeping units are pro-
vided with smoke detectors that comply with
UL 268. Such detectors shall provide a visual
display on the corridor side of each patient
sleeping unit and an audible and visual alarm at
the nursing station attending each unit.
2. Corridor smoke detection is not required in
smoke compartments that contain patient sleep-
ing rooms where patient sleeping unit doors are
equipped with automatic door-closing devices
with integral smoke detectors on the unit sides
installed in accordance with their listing, pro-
vided that the integral detectors perform the re-
quired alerting function.
[F] 907o2.6,2 Groiap 1=3. Group 1-3 occupancies shall be
equipped with a manual and automatic fire alarm system
installed for alerting staff.
[F] 907,2i6.2ol System nmitiatiom. Actuation of an
automatic fire-extinguishing system, a manual fire
alarm box or a fire detector shall initiate an approved
fire alarm signal which automatically notifies staff.
Presignal systems shall not be used.
[F] 907,2.6.2.2 Mammal ire alarm boxes. Manual
fire alarm boxes are not required to be located in ac-
cordance with Section 907.3 where the fire alarm
boxes are provided at staff-attended locations having
direct supervision over areas where manual fire alarm
boxes have been omitted. Manual fire alarm boxes
shall be permitted to be locked in areas occupied by
detainees, provided that staff members are present
within the subject area and have keys readily available
to operate the manual fire alarm boxes.
[F] 9CI)7,2.6.2o3 Smoke detectors. An approved auto-
matic smoke detection system shall be installed
throughout resident housing areas, including sleeping
areas and contiguous day rooms, group activity
spaces and other common spaces normally accessible
to residents.
Other approved smoke detection arrange-
ments providing equivalent protection in-
cluding, but not limited to, placing detectors
in exhaust ducts from cells or behind protec-
tive guards listed for the purpose are allowed
when necessary to prevent damage or tam-
pering.
2. Sleeping units in Use Conditions 2 and 3. []
3. Smoke detectors are not required in sleeping []
units with four or fewer occupants in smoke
compartments that are equipped throughout
with an approved automatic sprinkler sys-
tem.
.2.7 Group M. A manual fire alarm system shall be
installed in Group M occupancies, other than covered mall
buildings complying with Section 402, having an occupant
load of 500 or more persons or more than 1 00 persons above
or below the lowest level of exit discharge.
1 . A manual fire alarm system is not required in
buildings not over two stories in height where
all individual guestrooms and contiguous attic
and crawl spaces are separated from each other
and public or common areas by at least 1-hour
fire partitions and each individual guestroom
has an exit directly to a public way, exit court or
yard.
2. Manual fire alarm boxes are not required
throughout the building when the following
conditions are met:
2. 1 . The building is equipped throughout with
an automatic sprinkler system installed in
accordance with Section 903.3.1.1 or
903.3.1.2.
2.2. The notification appliances will activate
upon sprinkler water flow, and
2.3. At least one manual fire alarm box is in-
stalled at an approved location.
mt Manual fire alarm boxes are not required if
the building is equipped throughout with an automatic
sprinkler system and the alarm notification apphances
will activate upon sprinkler water flow.
[F] 907,2,7.1 Occupant iiotlicatlon. During times that
the building is occupied, in lieu of the automatic activa-
tion of alarm notification appliances, the manual fire
alarm system shall be allowed to activate an alarm signal
at a constantly attended location from which evacuation
instructions shall be initiated over an emergency
voice/alarm communication system installed in accor-
dance with Section 907.2.12.2. The emergency
voice/alarm communication system shall be allowed to
be used for other announcements, provided the manual
fire alarm use takes precedence over any other use.
[F] 907,2,8 Group M=l. Fire alarm systems shall be in-
stalled in Group R-1 occupancies as required in Sections
907.2.8.1 through 907.2.8.3.
[F] 907,2,8.1 Manual ire alarm system. A manual fire
alarm system shall be installed in Group R-1 occupan-
cies.
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[F] 907,2.8.2 Automatic fire alarm system. An auto-
matic fire alarm system shall be installed throughout all
interior corridors serving guestrooms.
Exception: An automatic fire detection system is not
required in buildings that do not have interior corri-
dors serving guestrooms and each guestroom has a
means of egress door opening directly to an exterior
exit access that leads directly to an exit.
[F] 907.2.8.3 Smoke alarms. Smoke alarms shall be in-
stalled as required by Section 907.2. 10. In buildings that
are not equipped throughout with an automatic sprinkler
system installed in accordance with Section 903.3. 1 . 1 or
903.3.1.2, the smoke alarms in guestrooms shall be con-
nected to an emergency electrical system and shall be an-
nunciated by guestroom at a constantly attended location
from which the fire alarm system is capable of being
manually activated
[F] 907.2.9 Group R-2. A manual fire alarm system shall be
installed in Group R-2 occupancies where:
1 . Any dwelling unit or sleeping unit is located three or
more stories above the lowest level of exit discharge;
2. Any dwelling unit or sleeping unit is located more
than one story below the highest level of exit dis-
charge of exits serving the dwelling unit or sleeping
unit; or
3. The building contains more than 16 dwelling units or
sleeping units.
Exceptions:
1 . A fire alarm system is not required in buildings not
over two stories in height where all dwelling units
or sleeping units and contiguous attic and crawl
spaces are separated from each other and public or
common areas by at least 1-hour fire partitions and
each dwelling unit or sleeping unit has an exit di-
rectly to a public way, exit court or yard.
2. Manual fire alarm boxes are not required through-
out the building when the following conditions are
met:
2.1. The building is equipped throughout with
an automatic sprinkler system in accor-
dance with Section 903.3. 1. 1 or 903.3. 1 .2.
2.2. The notification appliances will activate
upon sprinkler flow, and
2.3. At least one manual fire alarm box is in-
stalled at an approved location.
3 . A fire alarm system is not required in buildings that
do not have interior corridors serving dwelling
units and are protected by an approved automatic
sprinkler system installed in accordance with Sec-
tion 903 .3 . 1 . 1 or 903 .3.1.2, provided that dwelling
units either have a means of egress door opening
directly to an exterior exit access that leads directly
to the exits or are served by open-ended corridors
designed in accordance with Section 1022.6, Ex-
ception 4.
[F] 907.2.10 Single- and multiple-station smoke alarms.
Listed single- and multiple-station smoke alarms shall be in-
stalled in accordance with the provisions of this code and the
household fire-waming equipment provisions of NFPA 72.
[F] 907.2.10.1 Where required. Single- or multiple-sta-
tion smoke alarms shall be installed in the locations de-
scribed in Sections 907.2.10.1.1 through 907.2.10.1.3.
,10.1.1 Group R-1. Single- or multiple-sta-
tion smoke alarms shall be installed in all of the fol-
lowing locations in Group R- 1 :
1. In sleeping areas.
2. In every room in the path of the means of egress
from the sleeping area to the door leading from
the sleeping unit.
3. In each story within the sleeping unit, including
basements. For sleeping units with split levels
and without an intervening door between the
adjacent levels, a smoke alarm 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.
[F] 907.2.10.1.2 Groups R-2, R-3, R-4 and I-l. Sin-
gle- or multiple-station smoke alarms shall be in-
stalled and maintained in Groups R-2, R-3, R-4 and
I-l, regardless of occupant load at all of the following
locations:
1 . On the ceiling or wall outside of each separate
sleeping area in the immediate vicinity of bed-
rooms.
2. In each room used for sleeping purposes.
3. In each story within a dwelling unit, including
basements but not including crawl spaces and
uninhabitable attics. In dwelhngs or dwelling
units with split levels and without an interven-
ing door between the adjacent levels, a smoke
alarm 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.
[F] 907.2.10.1.3 Group I-l. Single- or multiple-sta-
tion smoke alarms shall be installed and maintained in
sleeping areas in occupancies in Group I-l. Single- or
multiple-station smoke alarms shall not be required
where the building is equipped throughout with an au-
tomatic fire detection system in accordance with Sec-
tion 907.2.6.
[F] 907.2.10.2 Power source. In new construction, re-
quired smoke alarms shall receive their primary power
from the building wiring where such wiring is served
from a commercial source and shall be equipped with a
battery backup. Smoke alarms shall emit a signal when
the batteries are low. Wiring shall be permanent and
176
2003 SNTERNATIONAL BUILDING CODE®
FIRE PROTECTDON SYSTEMS
without a disconnecting switch other than as required for
overcurrent protection.
shall be installed in accordance with NFPA 72, and shall be
audible throughout the entire special amusement building.
c=>
o>
mt Smoke alarms are not required to be
equipped with battery backup in Group R-1 where
they are connected to an emergency electrical system.
[F] 907.2.103 ImltercoiniiniectnoEi. Where more than one
smoke alarm is required to be installed within an individ-
ual dwelling unit in Group R-2, R-3 or R-4, or within an
individual dwelling unit or sleeping unit in Group R-1,
the smoke alarms shall be interconnected in such a man-
ner that the activation of one alarm will activate all of the
alarms in the individual unit. The alarm shall be clearly
audible in all bedrooms over background noise levels
with all intervening doors closed.
[F] 907.2.10,4 Acceptance testimg. When the installation of
the alarm devices is complete, each detector and intercon-
necting wiring for multiple-station alarm devices shall be
tested in accordance with the household fire warning equip-
ment provisions of NFPA 72.
[F] 907.2.11 Special amesemeimt biuiiMimgs. An approved
automatic smoke detection system shall be provided in spe-
cial amusement buildings in accordance with this section.
imni In areas where ambient conditions will cause
a smoke detection system to alarm, an approved alterna-
tive type of automatic detector shall be installed.
[F] 907.2,11.1 Alarm. Activation of any single smoke de-
tector, the automatic sprinkler system or any other auto-
matic 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 ca-
pability of manual initiation of requirements in Section
907.2.11.2.
[F] 907,2.11.2 System respomse. The activation of two or
more smoke detectors, a single smoke detector with alarm
verification, the automatic sprinkler system or other ap-
proved fire detection device shall automadcally:
1 . Cause illumination of the means of egress with light
of not less than 1 foot-candle (11 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. Such system
response shall also include activation of a prerecorded
message, clearly audible throughout the special
amusement building, instructing patrons to proceed to
the nearest exit. Alarm signals used in conjunction
with the prerecorded message shall produce a sound
which is distinctive from other sounds used during
normal operation. The wiring to the auxiliary devices
and equipment used to accomplish the above fire
safety functions shall be monitored for integrity in ac-
cordance with NFPA 72.
[F] 907.2.11,
system. An emergency voice/alarm communication system,
which is also allowed to serve as a pubUc address system,
[F] 907.2.12 Hlgln-rise tomnMings. Buildings having floors
used for human occupancy located more than 75 feet (22
860 mm) above the lowest level of fire department vehicle
access shall be provided with an automadc fire alarm system
and an emergency voice/alarm communication system in
accordance with Section 907.2.12.2.
Exceptioms:
1 . Airport traffic control towers in accordance with
Sections 412 and 907.2.22.
2. Open parking garages in accordance with Section
406.3.
3. Buildings with an occupancy in Group A-5.
4. Low-hazard special occupancies in accordance
with Section 503.1.2.
5. Buildings with an occupancy in Group H-1, H-2 or
H-3 in accordance with Section 415.
[F] 907.2,12,1 Automatic fire detectnom. Smoke detec-
tors shall be provided in accordance with this section.
Smoke detectors shall be connected to an automatic fire
alarm system. The activation of any detector required by
this section shall operate the emergency voice/alarm
communication system. Smoke detectors shall be lo-
cated as follows:
1. In each mechanical equipment, electrical, trans-
former, telephone equipment or similar room
which is not provided with sprinkler protection, el-
evator machine rooms and in elevator lobbies.
2. In the main return air and exhaust air plenum of
each air-conditioning system having a capacity
greater than 2,000 cubic feet per minute (cfm)
(0.94 mVs). Such detectors shall be located in a
serviceable area downstream of the last duct inlet.
3. At each connection to a vertical duct or riser serv-
ing two or more stories from a return air duct or
plenum of an air-conditioning system. In Group
R- 1 and R-2 occupancies a listed smoke detector is
allowed to be used in each return air riser carrying
not more than 5,000 cfm (2.4 mVs) and serving not
more than 10 air inlet openings.
[F] 907.2.12.2 Emergency ¥oice/aIarm commueica=
ticm system. The operation of any automatic fire detec-
tor, sprinkler water-flow device or manual fire alarm box
shall automatically sound an alert tone followed by voice
instructions giving approved information and directions
on a general or selective basis to the following terminal
areas on a minimum of the alarming floor, the floor above
and the floor below in accordance with the International
Fire Code.
1. Elevator lobbies.
2. Corridors.
3. Rooms and tenant spaces exceeding 1,000 square
feet (93 m^) in area.
2003 INTERNATIONAL BUILDING CODE®
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4. Dwelling units or sleeping units in Group R-2 oc-
cupancies.
5. Sleeping units in Group R-1 occupancies.
6. Areas of refuge as defined in Section 1002.
Exception: In Group I-l and 1-2 occupancies, the
alarm shall sound in a constantly attended area and a
general occupant notification shall be broadcast over
the overhead page.
[F] 907.2.12.2.1 Manual override, A manual over-
ride for emergency voice communication shall be pro-
vided for all paging zones.
[F] 907.2.12.2.2 Live voice messages. The emer-
gency voice/alarm communication system shall also
have the capability to broadcast live voice messages
through speakers located in elevators, exit stairways
and throughout a selected floor or floors.
[F] 907.2.12.2.3 Standard. The emergency
voice/alarm communication system shall be designed
and installed in accordance with NFPA 72.
[F] 907.2.12.3 Fire department communication sys-
tem. An approved two-way, fire department communi-
cation system designed and installed in accordance with
NFPA 72 shall be provided for fire department use. It
shall operate between a fire command center complying
with Section 911 and elevators, elevator lobbies, emer-
gency and standby power rooms, fire pump rooms, areas
of refuge and inside enclosed exit stairways. The fire de-
partment communication device shall be provided at
each floor level within the enclosed stairway.
Exception: Fire department radio systems where ap-
proved by the fire department.
[F] 907.2.13 Atriums connecting more than two stories.
A fire alarm system shall be installed in occupancies with an
atrium that connects more than two stories. The system shall
be activated in accordance with Section 907.6. Such occu-
pancies in Group A, E or M shall be provided with an emer-
gency voice/alarm communication system complying with
the requirements of Section 907.2.12.2.
[F] 907.2.14 High-piled combustible storage areas. An
automatic fire detection system shall be installed through-
out high-piled combustible storage areas where required by
the International Fire Code.
[F] 907.2.15 Delayed egress locks. Where delayed egress
locks are installed on means of egress doors in accordance
with Section 1008.1.8.6, an automafic smoke or heat detec-
tion system shall be installed as required by that section.
[F] 907.2.16 Aerosol storage uses. Aerosol storage rooms
and general-purpose warehouses containing aerosols shall
be provided with an approved manual fire alarm system
where required by the International Fire Code.
[F] 907.2.17 Lumber, plywood and veneer mills. Lumber,
plywood and veneer mills shall be provided with a manual
fire alarm system.
[F] 907.2.18 Underground buildings with smoke exhaust
system. Where a smoke exhaust system is installed in an un-
derground building in accordance with this code, automatic
fire detectors shall be provided in accordance with this sec-
tion.
[F] 907.2.18.1 Smoke detectors. A minimum of one
smoke detector hsted for the intended purpose shall be
installed in the following areas:
1. Mechanical equipment, electrical, transformer,
telephone equipment, elevator machine or similar
rooms.
2. Elevator lobbies.
3. The main return and exhaust air plenum of each
air-conditioning system serving more than one
story and located in a serviceable area downstream
of the last duct inlet.
4. Each connection to a vertical duct or riser serving
two or more floors from return air ducts or plenums
of heating, ventilating and air-conditioning sys-
tems, except that in Group R occupancies, a listed
smoke detector is allowed to be used in each return
air riser carrying not more than 5,000 cfm (2.4
mVs) and serving not more than 10 air inlet open-
ings.
[F] 907.2.18.2 Alarm required. Activation of the smoke
exhaust system shall activate an audible alarm at a con-
stantly attended location.
[F] 907.2.19 Underground buildings. Where the lowest
level of a structure is more than 60 feet (18 288 mm) below
the lowest level of exit discharge, the structure shall be
equipped throughout with a manual fire alarm system, in-
cluding an emergency voice/alarm communication system
installed in accordance with Section 907.2.12.2.
[F] 907.2.19.1 Public address system. Where a fire
alarm system is not required by Section 907.2, a public
address system shall be provided that 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.
[F] 907.2.20 Covered mall buildings. Covered mall build-
ings exceeding 50,000 square feet (4645 m^) in total floor
area shall be provided with an emergency voice/alarm com-
munication system. An emergency voice/alarm communi-
cation system serving a mall, required or otherwise, shall be
accessible to the fire department. The system shall be pro-
vided in accordance with Section 907.2.12.2.
[F] 907.2.21 Residential aircraft hangars. A minimum of
one listed smoke alarm shall be installed within a residential
aircraft hangar as defined in Section 412.3.1 and shall be in-
terconnected into the residential smoke alarm or other
sounding device to provide an alarm that will be audible in
all sleeping areas of the dwelling.
[F] 907.2.22 Airport traffic control towers. An automatic
fire detection system shall be provided in airport traffic con-
trol towers.
[F] 907.2.23 Battery rooms. An approved automatic smoke
detection system shall be installed in areas containing sta-
tionary lead-acid battery systems having a liquid capacity of
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2003 INTERNATSONAL BUILDING CODE®
FIRE PROTECTION SYSTEMS
more than 50 gallons (189.3 L). The detection system shall
be supervised by an approved central, proprietary or remote
station service or a local alarm that will sound an audible
signal at a constantly attended location.
[F] 907.3 Maraeal Hire alarm IboxeSo Manual fire alarm boxes
shall be installed in accordance with Sections 907.3.1 through
907.3.5.
[F] 9(D7o3 J Locatiomio Manual fire alarm boxes shall be lo-
cated not more than 5 feet (1524 mm) from the entrance to
each exit. Additional manual fire alarm boxes shall be lo-
cated so that travel distance to the nearest box does not ex-
ceed 200 feet (60 960 mm).
tmmi Manual fire alarm boxes shall not be re-
quired in Group E occupancies where the building is
equipped throughout with an approved automatic sprin-
kler system, the notification appliances will activate on
sprinkler water flow and manual activation is provided
from a normally occupied location.
[F] 9073.2 Height The height of the manual fire alarm
boxes shall be a minimum of 42 inches (1067 mm) and a
maximum of 48 inches (1219 mm), measured vertically,
from the floor level to the activating handle or lever of the
box.
[F] 907.3.
color.
Manual fire alarm boxes shall be red in
[F] 907.3.4 SigMS. Where fire alarm systems are not moni-
tored by a supervising station, an approved permanent sign
shall be installed adjacent to each manual fire alarm box that
reads: WHEN ALARM SOUNDS— CALL FIRE DE-
PARTMENT.
m." Where the manufacturer has permanently
provided this information on the manual fire alarm box.
[F] 907.3.S Protective covers. The building official is au-
thorized to require the installation of listed manual fire
alarm box protective covers to prevent malicious false
alarms or provide the manual fire alarm box with protection
from physical damage. The protective cover shall be trans-
parent or red in color with a transparent face to permit visi-
bility of the manual fire alarm box. Each cover shall include
proper operating instructions. A protective cover that emits
a local alarm signal shall not be installed unless approved.
[F] 907.4 Power supply. The primary and secondary power
supplies for the fire alarm system shall be provided in accor-
dance with NFPA 72.
[F] 907.5 Wirimg. Wiring shall comply with the requirements
of the ICC Electrical Code and NFPA 72. Wireless protection
systems utilizing radio-frequency transmitting devices shall
comply with the special requirements for supervision of
low-power wireless systems in NFPA 72.
[F] 907.6 Activatlomi. Where an alarm notification system is re-
quired by another section of this code, it shall be activated by:
1 . A required automatic fire alarm system.
2. Sprinkler water-flow devices.
3. Required manual fire alarm boxes.
[F] 907.7 Presigeal system. Presignal systems shall not be in-
stalled unless approved by the building official and the fire de-
partment. Where a presignal system is installed, 24-hour
personnel supervision shall be provided at a locafion approved
by the fire department, in order that the alarm signal can be ac-
tuated in the event of fire or other emergency.
[F] 907.8 Zones. Each floor shall be zoned separately and a
zone shall not exceed 22,500 square feet (2090 m^). The length
of any zone shall not exceed 300 feet (91 440 mm) in any direc-
tion.
tioes Automatic sprinkler system zones shall not ex-
ceed the area permitted by NFPA 13.
[F] 907.8.1 Zonieg indicator paeeL A zoning indicator
panel and the associated controls shall be provided in an ap-
proved location. The visual zone indication shall lock in un-
til the system is reset and shall not be canceled by the
operation of an audible alarm- silencing switch.
ngs. In buildings used for hu-
man occupancy that have floors located more than 75 feet
(22 860 mm) above the lowest level of fire department vehi-
cle access, a separate zone by floor shall be provided for all
of the following types of alarm-initiating devices where pro-
vided:
1. Smoke detectors.
2. Sprinkler water-flow devices.
3. Manual fire alarm boxes.
4. Other approved types of automatic fire detection de-
vices or suppression systems.
[F] 907,9 Alarm eotiflcation appllamces. Alarm notification
appliances shall be provided and shall be listed for their pur-
pose.
[F] 907.9.1 VislMe alarms. Visible alarm notification ap-
pliances shall be provided in accordance with Sections
907.9.1.1 through 907.9.1.3.
1. Visible alarm notification appliances are not re-
quired in alterations, except where an existing fire
alarm system is upgraded or replaced, or a new fire
alarm system is installed.
2. Visible alarm notification appliances shall not be
required in exits as defined in Section 1002.1.
[F] 907.9.1.1 Pelblic amd commom areas. Visible alarm
notification appliances shall be provided in public areas
and common areas.
[F] 907.9.1.2 Employee work areas. Where employee
work areas have audible alarm coverage, the wiring sys-
tems shall be designed so that visible alarm notification
appliances can be integrated into the alarm system.
[F] 907.9.1,3 Groups 14 amd R-l. Group I-l and R-1
sleeping units in accordance with Table 907.9.1.3 shall jj
be provided with a visible alarm notification appliance,
activated by both the in-room smoke alarm and the build-
ing fire alarm system.
[F] 907.9,1,4 Group ]R=2. In Group R-2 occupancies re-
quired by Section 907 to have a fire alarm system, all
2003 DNTERBMATIONAL BUILDING CODE®
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dwelling units and sleeping units shall be provided with
the capability to support visible alarm notification appli-
ances in accordance with ICC A 11 7.1.
[F] 907.9.2 Audible alarms. Audible alarm notification ap-
pliances shall be provided and shall sound a distinctive
sound that is not to 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 decibels (dBA) above
the average ambient sound level or 5 dBA above the maxi-
mum sound level having a duration of at least 60 seconds,
whichever is greater, in every occupied space within the
building. The minimum sound pressure levels shall be: 70
dBA in occupancies in Groups R and I-l; 90 dBA in me-
chanical equipment rooms and 60 dBA in other occupan-
cies. The maximum sound pressure level for audible alarm
notification appliances shall be 120 dBA at the minimum
hearing distance from the audible appliance. Where the av-
erage ambient noise is greater than 105 dBA, visible alarm
notification appliances shall be provided in accordance with
NFPA 72 and audible alarm notification appliances shall not
be required.
Exception; Visible alarm notification appliances shall
be allowed in lieu of audible alarm notification appli-
ances in critical-care areas of Group 1-2 occupancies.
[F] TABLE 907.9.1 .3
VISIBLE AND AUDIBLE ALARMS
NUWiBER OF
SLEEPING UNITS
SLEEPING UNITS WITH
VISIBLE AND AUDIBLE ALARMS
6 to 25
2
26 to 50
4
51 to 75
7
76 to 100 .
9
101 to 150
12
151 to 200
14
201 to 300
17
301 to 400
20
401 to 500
22
501 to 1,000
5% of total
1,001 and over
50 plus 3 for each 100 over 1,000
[F] 907.10 Fire safety functions. Automatic fire detectors uti-
lized for the purpose of performing fire safety functions shall
be connected to the building's fire alarm control panel where a
fire alarm system is required by Section 907.2. Detectors shall,
upon actuation, perform the intended function and activate the
alarm notification appliances or a visible and audible supervi-
sory signal at a constantly attended location. In buildings not
required to be equipped with a fire alarm 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.
[F] 907.11 Duct smoke detectors. Duct smoke detectors shall
be connected to the building's fire alarm control panel when a
fire alarm system is provided. Activation of a duct smoke de-
tector shall initiate a visible and audible supervisory signal at a
constantly attended location. Duct smoke detectors shall not be
used as a substitute for required open-area detection.
Exceptions:
1. The supervisory signal at a constantly attended loca-
tion is not required where duct smoke detectors acti-
vate the building's alarm nofificafion appliances.
2. In occupancies not required to be equipped with a fire
alarm system, actuation of a smoke detector shall acti-
vate a visible and audible signal in an approved loca-
tion. Smoke detector trouble conditions shall acfivate
a visible or audible signal in an approved location and
shall be identified as air duct detector trouble.
[F] 907.12 Access. Access shall be provided to each detector
for periodic inspection, maintenance and testing.
[F] 907.13 Fire-extinguishing systems. Automatic fire-extin-
guishing systems shall be connected to the building fire alarm
system where a fire alarm system is required by another section
of this code or is otherwise installed.
[F] 907.14 Monitoring. Where required by this chapter or the
International Fire Code, an approved supervising station in ac-
cordance with NFPA 72 shall monitor fire alarm systems.
Exception; Supervisory service is not required for:
1. Single- and multiple-station smoke alarms required
by Section 907.2.10.
2. Smoke detectors in Group 1-3 occupancies.
3. Automatic sprinkler systems in one- and two-family
dwellings.
[F] 907.15 Automatic telephone-dialing devices. Automatic
telephone-dialing devices used to transmit an emergency alarm
shall not be connected to any fire department telephone number
unless approved by the fire chief.
[F] 907.16 Acceptance tests. Upon completion of the installa-
tion of the fire alarm system, alarm notification appliances and
circuits, alarm-initiating devices and circuits, supervisory-sig-
nal initiating devices and circuits, signaling line circuits, and
primary and secondary power supplies shall be tested in accor-
dance with NFPA 72.
[F] 907.17 Record of completion. A record of completion in
accordance with NFPA 72 verifying that the system has been
installed in accordance with the approved plans and specifica-
tions shall be provided.
[F] 907.18 Instructions. Operating, testing and maintenance
instructions, and record drawings ("as builts") and equipment
specifications shall be provided at an approved location.
[F] 907.19 Inspection, testing and maintenance. The mainte-
nance and testing schedules and procedures for fire alarm and
fire detection systems shall be in accordance with the Interna-
tional Fire Code.
SECTION 908
ElVfERGEhJCY ALARM SYSTEMS
[F] 908.1 Group H occupancies. Emergency alarms for the
detection and notification of an emergency condition in Group
2003 SNTERNATIONAL BUILDING CODE®
FIRE PROTECTDOW SYSTEMS
H occupancies shall be provided in accordance with Section
414.7.
[F] 908.2 Gromp H-5 occinpamcyo Emergency alarms for noti-
fication of an emergency condition in an HPM facility shall be
provided as required in Section 415.9.4.6. A continuous
gas-detection system shall be provided for HPM gases in accor-
dance with Section 415.9.7.
[F] 9083 Higlhly toxk amd toxic materialSo A gas detection
system shall be provided for indoor storage and use of highly
toxic and toxic gases to detect the presence of gas at or below
the permissible exposure limit (PEL) or ceiling limit of the gas
for which detection is provided. The system shall be capable of
monitoring the discharge from the treatment system at or below
one-half the IDLH limit.
mi A gas detection system is not required for toxic
gases when the physiological warning properties are at a
level below the accepted PEL for the gas.
[F] 9®§.3.1 AlarmSo The gas detection system shall initiate
a local alarm and transmit a signal to a constantly attended
control station when a short-term hazard condition is de-
tected. The alarm shall be both visible and audible and shall
provide warning both inside and outside the area where gas
is detected. The audible alarm shall be distinct from all other
alarms.
mi Signal transmission to a constantly attended
control station is not required when not more than one
cylinder of highly toxic or toxic gas is stored.
[F] 9CIi83o2 Sliintofff olFgas suipplyo The gas detection system
shall automatically close the shutoff valve at the source on
gas supply piping and tubing related to the system being
monitored for whichever gas is detected.
m; Automatic shutdown is not required for reac-
tors utilized for the production of highly toxic or toxic
compressed gases where such reactors are:
1. Operated at pressures less than 15 pounds per
square inch gauge (psig) (103.4 kPa).
2. Constantly attended.
3. Provided with readily accessible emergency shut-
off valves.
[F] 9(0)8o3o3 Valve closmreo The automatic closure of shutoff
valves shall be in accordance with the following:
1 . When the gas-detection sampling point initiating the
gas detection system alarm is within a gas cabinet or
exhausted enclosure, the shutoff valve in the gas cabi-
net or exhausted enclosure for the specific gas de-
tected shall automatically close.
2. Where the gas-detection sampUng point initiating the
gas detection system alarm is within a gas room and
compressed gas containers are not in gas cabinets or
exhausted enclosures, the shutoff valves on all gas
lines for the specific gas detected shall automatically
close.
3. Where the gas-detection sampling point initiating the
gas detection system alarm is within a piping distribu-
tion manifold enclosure, the shutoff valve for the
compressed container of specific gas detected supply-
ing the manifold shall automatically close.
Exceptiom: When the gas-detection sampling point initi-
ating the gas-detection system alarm is at a use location
or within a gas valve enclosure of a branch line down-
stream of a piping distribution manifold, the shutoff
valve in the gas valve enclosure for the branch line lo-
cated in the piping distribution manifold enclosure shall
automatically close.
[F] 908.4 Ozone gas=gemerator rooms. Ozone gas-generator
rooms shall be equipped with a continuous gas-detection sys-
tem that will shut off the generator and sound a local alarm
when concentrations above the PEL occur.
[F] 908.5 Repair garages, A flammable-gas detection system
shall be provided in repair garages for vehicles fueled by
nonodorized gases in accordance with Section 406.6.6.
[F] 908.6 Meffrigeramt dettecton Machinery rooms shall con-
tain a refrigerant detector with an audible and visual alarm. The
detector, or a sampling tube that draws air to the detector, shall
be located in an area where refrigerant from a leak will concen-
trate. The alarm shall be actuated at a value not greater than the
corresponding TLV-TWA values for the refrigerant classifica-
tion indicated in the International Mechanical Code. Detectors
and alarms shall be placed in approved locations.
Exceptioms Detectors are not required in ammonia system
machinery rooms equipped with a vapor detector in accor-
dance with the International Mechanical Code.
SOiCE CONTROL SYSTE
use. This section applies to mechanical
or passive smoke control systems when they are required by
other provisions of this code. The purpose of this section is to
establish minimum requirements for the design, installation
and acceptance testing of smoke control systems that are in-
tended to provide a tenable environment for the evacuation or
relocation of occupants. These provisions are not intended for
the preservation of contents, the timely restoration of opera-
tions or for assistance in fire suppression or overhaul activities.
Smoke control systems regulated by this section serve a differ-
ent purpose than the smoke- and heat- venting provisions found
in Section 910. Mechanical smoke control systems shall not be
considered exhaust systems under Chapter 5 of the Interna-
tional Mechanical Code.
^.2 General desigm reqeirememte. Buildings, structures or
parts thereof required by this code to have a smoke control sys-
tem or systems shall have such systems designed in accordance
with the applicable requirements of Section 909 and the gener-
ally accepted and well-estabhshed principles of engineering
relevant to the design. The construction documents shall in-
clude sufficient information and detail to adequately describe
the elements of the design necessary for the proper implemen-
tation of the smoke control systems. These documents shall be
accompanied by sufficient information and analysis to demon-
strate compliance with these provisions.
2003 INTERNATiONAL BUBLDING CODE®
FIRE PROTECTION SYSTEMS
909.3 Special inspection and test requirements. In addition
to the ordinary inspection and test requirements which build-
ings, structures and parts thereof are required to undergo,
smoke control systems subject to the provisions of Section 909
shall undergo special inspections and tests sufficient to verify
the proper commissioning of the smoke control design in its fi-
nal installed condition. The design submission accompanying
the construction documents shall clearly detail procedures and
methods to be used and the items subject to such inspections
and tests. Such commissioning shall be in accordance with
generally accepted engineering practice and, where possible,
based on published standards for the particular testing in-
volved. The special inspections and tests required by this sec-
tion shall be conducted under the same terms in Section 1 704.
909.4 Analysis. A rational analysis supporting the types of
smoke control systems to be employed, their methods of opera-
tion, the systems supporting them and the methods of construc-
tion to be utilized shall accompany the submitted construction
documents and shall include, but not be limited to, the items in-
dicated in Sections 909.4.1 through 909.4.6.
909.4.1 Stacli effect. The system shall be designed such that
the maximum probable normal or reverse stack effect will
not adversely interfere with the system's capabihties. In de-
termining the maximum probable stack effect, altitude, ele-
vation, weather history and interior temperatures shall be
used.
909.4.2 Temperature effect of fire. Buoyancy and expan-
sion caused by the design fire in accordance with Section
909.9 shall be analyzed. The system shall be designed such
that these effects do not adversely interfere with the sys-
tem's capabilities.
909.4.3 Wind effect. The design shall consider the adverse
effects of wind. Such consideration shall be consistent with
the wind-loading provisions of Chapter 16.
909.4.4 HVAC systems. The design shall consider the ef-
fects of the heating, ventilating and air-conditioning
(HVAC) systems on both smoke and fire transport. The
analysis shall include all permutations of systems status.
The design shall consider the effects of the fire on the HVAC
systems.
909.4.5 Climate. The design shall consider the effects of
low temperatures on systems, property and occupants. Air
inlets and exhausts shall be located so as to prevent snow or
ice blockage.
909.4.6 Duration of operation. All portions of active or
passive smoke control systems shall be capable of continued
operation after detection of the fire event for not less than 20
minutes.
909.5 Smoke barrier construction. Smoke barriers shall
comply with Section 709, and shall be constructed and sealed
to limit leakage areas exclusive of protected openings. The
maximum allowable leakage area shall be the aggregate area
calculated using the following leakage area ratios:
1. Walls: A/A, = 0.00100
2. Exit enclosures: A/A, = 0.00035
3. All other shafts: A/A„ = 0.00150
4. Floors and roofs: A/A^ = 0.00050
where:
A = Total leakage area, square feet (m^).
Ap- = Unit floor or roof area of barrier, square feet (m^).
A, = Unit wall area of barrier, square feet (m^).
The leakage area ratios shown do not include openings due
to doors, operable windows or similar gaps. These shall be in-
cluded in calculating the total leakage area.
^.5.1 Leakage area. The total leakage area of the barrier
is the product of the smoke barrier gross area monitored by
the allowable leakage area ratio, plus the area of other open-
ings such as gaps and operable windows. Compliance shall
be determined by achieving the minimum air pressure dif-
ference across the barrier with the system in the smoke con-
trol mode for mechanical smoke control systems. Passive
smoke control systems tested using other approved means
such as door fan testing shall be as approved by the building
official.
909.5.2 Opening protection. Openings in smoke barriers
shall be protected by automatic-closing devices actuated by
the required controls for the mechanical smoke control sys-
tem. Door openings shall be protected by fire door assem-
blies complying with Section 715.3.3.
Exceptions:
1. Passive smoke control systems with auto-
matic-closing devices actuated by spot-type
smoke detectors listed for releasing service in-
stalled in accordance with Section 907.10.
2. Fixed openings between smoke zones which are
protected utilizing the airflow method.
3. In Group 1-2, where such doors are installed across
corridors, a pair of opposite-swinging doors with-
out a center mullion shall be installed having vi-
sion panels with approved fire-rated glazing
materials in approved fire-rated frames, the area of
which shall not exceed that tested. The doors shall
be close fitting within operational tolerances and
shall not have undercuts, louvers or grilles. The
doors shall have head and jamb stops, astragals or
rabbets at meeting edges, and automatic-closing
devices. Positive-latching devices are not required.
4. Group 1-3.
5. Openings between smoke zones with clear ceiling
heights of 14 feet (4267 mm) or greater and
bank-down capacity of greater than 20 minutes as
determined by the design fire size.
909.5,2.1 Ducts and air transfer openings. Ducts and
air transfer openings are required to be protected with a
minimum Class II, 250°F (121°C) smoke damper com-
plying with Section 716.
909.6 Pressurlzation method. The primary mechanical means
of controlling smoke shall be by pressure differences across
smoke barriers. Maintenance of a tenable environment is not
required in the smoke control zone of fire origin.
182
2003 INTERNATIONAL BUILDING CODE®
FIRE PROTECTION SYSTEWiS
909.6«1 MneniiiMraii pressure difffereeceo The minimum
pressure difference across a smoke barrier shall be 0.05-inch
water gage (0.0124 kPa) in fully sprinklered buildings. In
buildings permitted to be other than fully sprinklered, the
smoke control system shall be designed to achieve pressure
differences at least two times the maximum calculated pres-
sure difference produced by the design fire.
ward the fire exceed 200 feet per minute (1 .02 m/s). Where
the formula in Section 909.7.1 requires airflow to exceed
this limit, the airflow method shall not be used.
^ ressure dnffFeremceo The maximum air
pressure difference across a smoke barrier shall be deter-
mined by required door-opening or closing forces. The actual
force required to open exit doors when the system is in the
smoke control mode shall be in accordance with Section
1008. 1 .2. Opening and closing forces for other doors shall be
determined by standard engineering methods for the resolu-
tion of forces and reactions. The calculated force to set a
side-hinged, swinging door in motion shall be determined by:
F=Fa, + KiWAhP)l2{W- d)
(Eqiiuiatloini 9=1)
where:
A = Door area, square feet (m^).
d = Distance from door handle to latch edge of door,
feet (m).
F = Total door opening force, pounds (N).
F^^ = Force required to overcome closing device, pounds
(N).
K = Coefficient 5.2 (1.0).
W = Door width, feet (m).
AP = Design pressure difference, inches of water (Pa).
«7 Airffilow desigm mnietliod. When approved by the building
official, smoke migration through openings fixed in a perma-
nently open position, which are located between smoke control
zones by the use of the airflow method, shall be permitted. The
design airflow shall be in accordance with this section. Airflow
shall be directed to limit smoke migration from the fire zone.
The geometry of openings shall be considered to prevent flow
reversal from turbulent effects.
o7.1 Velocity. The minimum average velocity through a
fixed opening shall not be less than:
v = 2n.2[h(Tf-Ty{T^+460)V'^
For SI: v = 1 19.9 [h (Tf TyT^V'^
where:
h = Height of opening, feet (m).
7} = Temperature of smoke, °F (°K).
Tg = Temperature of ambient air, °F (°K).
V = Air velocity, feet per minute (m/minute).
hl.2 Protilblted conditnomSo This method shall not be
employed where either the quantity of air or the velocity of
the airflow will adversely affect other portions of the smoke
control system, unduly intensify the fire, disrupt plume dy-
namics or interfere with exiting. In no case shall airflow to-
.8 Exhaust method. When approved by the building offi-
cial, mechanical smoke control for large enclosed volumes,
such as in atriums or malls, shall be permitted to utilize the ex-
haust method. The design exhaust volumes shall be in accor-
dance with this section.
909.80 1 Exhaust rate. The height of the lowest horizontal
surface of the accumulating smoke layer shall be main-
tained at least 10 feet (3048 mm) above any walking surface
which forms a portion of a required egress system within the
smoke zone. The required exhaust rate for the zone shall be
the largest of the calculated plume mass flow rates for the
possible plume configurations. Provisions shall be made for
natural or mechanical supply of air from outside or adjacent
smoke zones to make up for the air exhausted. Makeup air-
flow rates, when measured at the potential fire location,
shall not exceed 200 feet per minute (60 960 mm per min-
ute) toward the fire. The temperature of the makeup air shall
be such that it does not expose temperature-sensitive fire
protection systems beyond their limits.
909.8.2 Axisymmetric plumes. The plume mass flow rate
(nip), in pounds per second (kg/s), shall be determined by
placing the design fire center on the axis of the space being
analyzed. The limiting flame height shall be determined by:
Zi= 0.5330,2/5 (Equation 9-3)
For SI: Z/ = 0.1660,2/5
where:
nip = Plume mass flow rate, pounds per second (kg/s).
Q = Total heat output.
Q^ = Convective heat output, British thermal units per
second (kW). (The value of Q^ shall not be taken as
less than 0.700.
z = Height from top of fuel surface to bottom of smoke
layer, feet (m).
Zi = Limiting flame height, feet (m). The Zi value must be
greater than the fuel equivalent diameter (see Sec-
tion 909.9).
for z>Zi
nip = OmiQJ'h'" + 0.00420,
For SI: m^ = 0.071 0,"^^ + 0.00180,
for z = Zi
nip = 0.011 Q,
For SI: 771^ = 0.0350,
for z<Zi
nip = 0.02080,3/5^
For SI: m^ = 0.0320,^/5^
To convert nip from pounds per second of mass flow to a
volumetric rate, the following equation shall be used:
y=60m/p
(Equation 9-4)
2003
FIRE PROTECTION SYSTEMS
where:
V = Volumetric flow rate, cubic feet per minute (mVs).
p = Density of air at the temperature of the smoke layer,
pounds per cubic feet (T: in °F) [kg/m^ (T: in °C)].
909.8.3 Balcony spill plumes. The plume mass flow rate
(nip) for spill plumes shall be determined using the geomet-
rically probable width based on architectural elements and
projections in the following equation:
m = 0. 1 24(QW^) ''\zi, + 0.25//)
(Equation 9-5)
For SI: m^ = 036(QW^y'\Zb + 0.25H)
where:
H = Height above fire to underside of balcony, feet (m).
nip = Plume mass flow rate, pounds per second (kg/s).
Q = Total heat output.
W = Plume width at point of spill, feet (m).
Zb = Height from balcony, feet (m).
909.8.4 Window plumes. The plume mass flow rate (m^)
shall be determined from:
m, = 0.017(AJiJ'y'\z^+ar' + OAMJiJ'^
(Equation 9-6)
For SI: m^ = 0.6S(AJiJ'T\z^ + aY" + l.SAJi^ "^
where:
A^ = Area of the opening, square feet (m^).
H^ = Height of the opening, feet (m).
nip = plume mass flow rate, pounds per second (kg/s).
Zw = Height from the top of the window or opening to the
bottom of the smoke layer, feet (m).
a = 2AAJ'mj''-2.\H^.
909.8.5 Plume contact with walls. When a plume contacts
one or more of the surrounding walls, the mass flow rate
shall be adjusted for the reduced entrainment resulting from
the contact provided that the contact remains constant. Use
of this provision requires calculation of the plume diameter,
that shall be calculated by:
^=0.48 [(r, + 460)/(r, + 460)]'/2^
(Equation 9-7)
For SI: d = (dA%{TJT,y'h
where:
d = Plume diameter, feet (m).
T^ = Ambient air temperature, °F (°K).
T^ = Plume centerline temperature, °F (°K).
= 0.60 (T, + 460) Q,^''z"' + T,
z = Height at which T^ is determined, feet (m).
For SI: T, = 0.08 T, Q,'"^ z '"^ + T^
909.9 Design fire. The design fire shall be based on a (2 of not
less than 5,000 Btu/s (5275 kW) unless a rational analysis is
performed by the registered design professional and approved
by the building official. The design fire shall be based on the
analysis in accordance with Section 909.4 and this section.
909.9.1 Factors considered. The engineering analysis shall
include the characteristics of the fuel, fuel load, effects in-
cluded by the fire and whether the fire is likely to be steady
or unsteady.
909.9.2 Separation distance. Determination of the design
fire shall include consideration of the type of fuel, fuel spac-
ing and configuration. The ratio of the separation distance to
the fuel equivalent radius shall not be less than 4. The fuel
equivalent radius shall be the radius of a circle of equal area
to floor area of the fuel package. The design fire shall be in-
creased if other combustibles are within the separation dis-
tance as determined by:
R = [Q/{l2Kq")V''
where:
(Equation 9-8)
= Incident radiant heat flux required for nonpiloted
ignition, Btu/ft^ • s (W/m^).
= Heat release from fire, Btu/s (kW).
= Separation distance from target to center of fuel
package, feet (m).
.9.3 Heat-release assumptions. The analysis shall
make use of best available data from approved sources and
shall not be based on excessively stringent hmitations of
combustible material.
909.9.4 Sprinkler effectiveness assumptions. A docu-
mented engineering analysis shall be provided for condi-
tions that assume fire growth is halted at the time of
sprinkler activation.
909.10 Equipment. Equipment such as, but not hmited to,
fans, ducts, automatic dampers and balance dampers, shall be
suitable for its intended use, suitable for the probable exposure
temperatures that the rational analysis indicates, and as ap-
proved by the building official.
909.10.1 Exhaust fans. Components of exhaust fans shall
be rated and certified by the manufacturer for the probable
temperature rise to which the components will be exposed.
This temperature rise shall be computed by:
T, = (QJmc) + {TJ
(Equation 9-9)
where:
c = Specific heat of smoke at smoke layer temperature,
Btu/lb°F (kJ/kg • K).
m = Exhaust rate, pounds per second (kg/s).
Q^ = Convective heat output of fire, Btu/s (kW).
r„ = Ambient temperature, °F (°K).
T; = Smoke temperature, °F (°K).
Exception: Reduced T^ as calculated based on the assur-
ance of adequate dilution air.
184
2003 INTERNATIONAL BUILDING CODE®
FIRE PROTECTION SYSTEMS
Is. Duct materials and joints shall be capable
of withstanding the probable temperatures and pressures to
which they are exposed as determined in accordance with
Section 909.10.1. Ducts shall be constructed and supported
in accordance with the International Mechanical Code.
Ducts shall be leak tested to 1.5 times the maximum design
pressure in accordance with nationally accepted practices.
Measured leakage shall not exceed 5 percent of design flow.
Results of such testing shall be a part of the documentation
procedure. Ducts shall be supported directly from fire-resis-
tance-rated structural elements of the building by substan-
tial, noncombustible supports.
m? Flexible connections (for the purpose of vi-
bration isolation) complying with the International Me-
chanical Code, that are constructed of approved
fire-resistance-rated materials.
iitlets. Equipment shall
be located so as to not expose uninvolved portions of the
building to an additional fire hazard. Outside air inlets shall
be located so as to minimize the potential for introducing
smoke or flame into the building. Exhaust outlets shall be so
located as to minimize reintroduction of smoke into the
building and to limit exposure of the building or adjacent
buildings to an additional fire hazard.
rso Automatic dampers, regard-
less of the purpose for which they are installed within the
smoke control system, shall be listed and conform to the re-
quirements of approved, recognized standards.
BSo In addition to other requirements,
belt-driven fans shall have 1 .5 times the number of belts re-
quired for the design duty, with the minimum number of
belts being two. Fans shall be selected for stable perfor-
mance based on normal temperature and, where applicable,
elevated temperature. Calculations and manufacturer's fan
curves shall be part of the documentation procedures. Fans
shall be supported and restrained by noncombustible de-
vices in accordance with the requirements of Chapter 16.
Motors driving fans shall not be operated beyond their
nameplate horsepower (kilowatts), as determined from
measurement of actual current draw, and shall have a mini-
mum service factor of 1.15.
IS. The smoke control system shall be
supplied with two sources of power. Primary power shall be the
normal building power systems. Secondary power shall be
from an approved standby source complying with the ICC
Electrical Code. The standby power source and its transfer
switches shall be in a separate room from the normal power
transformers and switch gear and shall be enclosed in a room
constructed of not less than 1-hour fire-resistance-rated fire
barriers ventilated directly to and from the exterior. Power dis-
tribution from the two sources shall be by independent routes.
Transfer to full standby power shall be automatic and within 60
seconds of failure of the primary power. The systems shall
comply with the ICC Electrical Code.
909.11.1 Power sources aed power surges. Elements of
the smoke management system relying on volatile memo-
ries or the like shall be supplied with uninterruptable power
sources of sufficient duration to span a 15-minute primary
power interruption. Elements of the smoke management
system susceptible to power surges shall be suitably pro-
tected by conditioners, suppressors or other approved
means.
909.12 Detection amd control systems. Fire detection systems
providing control input or output signals to mechanical smoke
control systems or elements thereof shall comply with the re-
quirements of Section 907. Such systems shall be equipped
with a control unit complying with UL 864 and listed as smoke
control equipment.
Control systems for mechanical smoke control systems shall
include provisions for verification. Verification shall include
positive confirmation of actuation, testing, manual override,
the presence of power downstream of all disconnects and,
through a preprogrammed weekly test sequence report, abnor-
mal conditions audibly, visually and by printed report.
909.12.1 Wiring. In addition to meeting requirements of the
ICC Electrical Code, all wiring, regardless of voltage, shall
be fully enclosed within continuous raceways.
[F] 909.12.2 Activation. Smoke control systems shall be
activated in accordance with this section.
[F] 909.12.2.1 Pressiiiriaation, airflow or exhaust
metlnod. Mechanical smoke control systems using the
pressurization, airflow or exhaust method shall have
completely automatic control.
[F] 909.12.2.2 Passive method. Passive smoke control
systems actuated by approved spot-type detectors listed
for releasing service shall be permitted.
[F] 909.12.3 Automatic control. Where completely auto-
matic control is required or used, the automatic-control se-
quences shall be initiated from an appropriately zoned
automatic sprinkler system complying with Section
903.3.1.1, manual controls that are readily accessible to the
fire department and any smoke detectors required by engi-
neering analysis.
.13 Control air tubing. Control air tubing shall be of suffi-
cient size to meet the required response times. Tubing shall be
flushed clean and dry prior to final connections and shall be ad-
equately supported and protected from damage. Tubing pass-
ing through concrete or masonry shall be sleeved and protected
from abrasion and electrolytic action.
^.13.1 Materials. Control air tubing shall be hard drawn
copper. Type L, ACR in accordance with ASTM B 42,
ASTM B 43, ASTM B 68, ASTM B 88, ASTM B 251 and
ASTM B 280. Fittings shall be wrought copper or brass, sol-
der type, in accordance with ASME B 16.18 or ASME B
16.22. Changes in direction shall be made with appropriate
tool bends. Brass compression-type fittings shall be used at
final connection to devices; other joints shall be brazed us-
ing a BCuP5 brazing alloy with sohdus above 1,100°F
(593°C) and Hquids below 1,500°F (816°C). Brazing flux
shall be used on copper-to-brass joints only.
Exception: Nonmetallic tubing used within control pan-
els and at the final connection to devices, provided that
all of the following conditions are met:
1. Tubing shall be listed by an approved agency for
flame and smoke characteristics.
2003 !^^TERNAT10MAL BUILDING CODE®
185
FIRE PROTECTION SYSTEMS
2. Tubing and connected devices shall be completely
enclosed within galvanized or paint-grade steel en-
closure of not less than 0.030 inch (0.76 mm) (No.
22 galvanized sheet gage) thickness. Entry to the
enclosure shall be by copper tubing with a protec-
tive grommet of neoprene or teflon or by suitable
brass compression to male-barbed adapter.
3. Tubing shall be identified by appropriately docu-
mented coding.
4. Tubing shall be neatly tied and supported within
enclosure. Tubing bridging cabinet and door or
moveable device shall be of sufficient length to
avoid tension and excessive stress. Tubing shall be
protected against abrasion. Tubing serving devices
on doors shall be fastened along hinges.
909.13.2 Isolatioo from other fuinctsoiis. Control tubing
serving other than smoke control functions shall be isolated
by automatic isolation valves or shall be an independent sys-
tem.
909.13.3 Testing. Control air tubing shall be tested at three
times the operating pressure for not less than 30 minutes
without any noticeable loss in gauge pressure prior to final
connection to devices.
909.14 Marking and identification. The detection and con-
trol systems shall be clearly marked at all junctions, accesses
and terminations.
[F] 909.15 Control diagrams. Identical control diagrams
showing all devices in the system and identifying their location
and function shall be maintained current and kept on file with
the building official, the fire department and in the fire com-
mand center in format and manner approved by the fire chief
[F] 909.16 Fire-fighter's smoke control panel. A
fire-fighter's smoke control panel for fire department emer-
gency response purposes only shall be provided and shall in-
clude manual control or override of automatic control for
mechanical smoke control systems. The panel shall be located
in a fire command center complying with Section 911, and
shall comply with Sections 909.16.1 through 909.16.3.
[F] 909.16.1 Smoke control systems. Fans within the
building shall be shown on the fire-fighter's control panel. A
clear indication of the direction of airflow and the relaUon-
ship of components shall be displayed. Status indicators
shall be provided for all smoke control equipment, annunci-
ated by fan and zone, and by pilot-lamp-type indicators as
follows:
1 . Fans, dampers and other operating equipment in their
normal status — WHITE.
2. Fans, dampers and other operafing equipment in their
off or closed status — RED.
3. Fans, dampers and other operating equipment in their
on or open status — GREEN.
4. Fans, dampers and other operafing equipment in a
fault status— YELLOW/ AMBER.
[F] 909.16.2 Smoke control panel. The fire-fighter's con-
trol panel shall provide control capability over the complete
smoke-control system equipment within the building as fol-
lows:
1 . ON- AUTO-OFF control over each individual piece of
operating smoke control equipment that can also be
controlled from other sources within the building.
This includes stairway pressurization fans; smoke ex-
haust fans; supply, return and exhaust fans; elevator
shaft fans and other operating equipment used or in-
tended for smoke control purposes.
2. OPEN- AUTO-CLOSE control over individual damp-
ers relating to smoke control and that are also con-
trolled from other sources within the building.
3. ON-OFF or OPEN-CLOSE control over smoke con-
trol and other critical equipment associated with a fire
or smoke emergency and that can only be controlled
from the fire-fighter's control panel.
Exceptions:
1 . Complex systems, where approved, where the con-
trols and indicators are combined to control and in-
dicate all elements of a single smoke zone as a unit.
2. Complex systems, where approved, where the con-
trol is accompUshed by computer interface using
approved, plain English commands.
[F] 909.16.3 Control action and priorities. The
fire-fighter's control panel actions shall be as follows:
1. ON-OFF, OPEN-CLOSE control actions shall have
the highest priority of any control point within the
building. Once issued from the fire-fighter's control
panel, no automatic or manual control from any other
control point within the building shall contradict the
control action. Where automatic means are provided
to interrupt normal, nonemergency equipment opera-
tion or produce a specific result to safeguard the build-
ing or equipment (i.e., duct freezestats, duct smoke
detectors, high-temperature cutouts, temperature-ac-
tuated linkage and similar devices), such means shall
be capable of being overridden by the fire-fighter's
control panel. The last control action as indicated by
each fire-fighter's control panel switch position shall
prevail. In no case shall control actions require the
smoke control system to assume more than one con-
figuration at any one time.
Exception: Power disconnects required by the
ICC Electrical Code.
2. Only the AUTO position of each three-position
fire-fighter's control panel switch shall allow auto-
matic or manual control action from other control
points within the building. The AUTO position shall
be the NORMAL, nonemergency, building control
position. Where a fire-fighter's control panel is in the
AUTO position, the actual status of the device (on,
off, open, closed) shall continue to be indicated by the
status indicator described above. When directed by an
automatic signal to assume an emergency condition,
the NORMAL position shall become the emergency
condition for that device or group of devices within
the zone. In no case shall control actions require the
186
2003 INTERNATIONAL BUILDING CODE®
FBRE PROTECTION SYSTEMS
smoke control system to assume more than one con-
figuration at any one time.
[F] 909ol7 System response itnme. Smoke-control system acti-
vation shall be initiated immediately after receipt of an appro-
priate automatic or manual activation command. Smoke
control systems shall activate individual components (such as
dampers and fans) in the sequence necessary to prevent physi-
cal damage to the fans, dampers, ducts and other equipment.
For purposes of smoke control, the fire-fighter's control panel
response time shall be the same for automatic or manual smoke
control action initiated from any other building control point.
The total response time, including that necessary for detection,
shutdown of operating equipment and smoke control system
startup, shall allow for full operational mode to be achieved be-
fore the conditions in the space exceed the design smoke condi-
tion. The system response time for each component and their
sequential relationships shall be detailed in the required ratio-
nal analysis and verification of their installed condition re-
ported in the required final report.
[F] 909.18 Acceptamce testlmgo Devices, equipment, compo-
nents and sequences shall be individually tested. These tests, in
addition to those required by other provisions of this code, shall
consist of determination of function, sequence and, where ap-
phcable, capacity of their installed condition.
[F] 909.18.1 Detecltnoe devkes. Smoke or fire detectors that
are a part of a smoke control system shall be tested in accor-
dance with Chapter 9 in their installed condition. When ap-
plicable, this testing shall include verification of airflow in
both minimum and maximum conditions.
[F] 909.18.2 Decls. Ducts that are part of a smoke control
system shall be traversed using generally accepted practices
to determine actual air quantities.
[F] 909.18.3 Dampers. Dampers shall be tested for function
in their installed condition.
[F] 909.18.4 Imlets amd oetlets. Inlets and outlets shall be
read using generally accepted practices to determine air
quantities.
[F] 909.18,5 Faitiis. Fans shall be examined for correct rota-
tion. Measurements of voltage, amperage, revolutions per
minute (rpm) and belt tension shall be made.
[F] 909.18,6 Smoke barriers. Measurements using in-
clined manometers or other approved calibrated measuring
devices shall be made of the pressure differences across
smoke barriers. Such measurements shall be conducted for
each possible smoke control condition.
[F] 909.18.7 Comtrols. Each smoke zone, equipped with an
automatic-initiation device, shall be put into operation by
the actuation of one such device. Each additional device
within the zone shall be verified to cause the same sequence
without requiring the operation of fan motors in order to pre-
vent damage. Control sequences shall be verified through-
out the system, including verification of override from the
fire-fighter's control panel and simulation of standby power
conditions.
[F] 909.18.8 Special imspectioms for smoke coetrol.
Smoke control systems shall be tested by a special inspector.
[F] 909.18.8.1 Scope off testing. Special inspections
shall be conducted in accordance with the following:
1 . During erection of ductwork and prior to conceal-
ment for the purposes of leakage testing and re-
cording of device location.
2. Prior to occupancy and after sufficient completion
for the purposes of pressure-difference testing,
flow measurements, and detection and control ver-
ification.
[F] 909,18,8.2 Qealiications, Special inspection agen-
cies for smoke control shall have expertise in fire protec-
tion engineering, mechanical engineering and
certification as air balancers.
[F] 909.18,8.3 Reports. A complete report of testing
shall be prepared by the special inspector or special in-
spection agency. The report shall include identification
of all devices by manufacturer, nameplate data, design
values, measured values and identification tag or mark.
The report shall be reviewed by the responsible regis-
tered design professional and, when satisfied that the de-
sign intent has been achieved, the responsible registered
design professional shall seal, sign and date the report.
[F] 909.18,8.3.1 Report fiimg. A copy of the final re-
port shall be filed with the building official and an
identical copy shall be maintained in an approved lo-
cation at the building.
[F] 909,18,9 WemtiilcatioE and docnmemtatiom. Charts,
drawings and other documents identifying and locating
each component of the smoke control system, and describ-
ing its proper function and maintenance requirements, shall
be maintained on file at the building as an attachment to the
report required by Section 909. 18.8.3. Devices shall have an
approved identifying tag or mark on them consistent with
the other required documentation and shall be dated indicat-
ing the last time they were successfully tested and by whom.
[F] 909,19 System acceptance. Buildings, or portions thereof,
required by this code to comply with this section shall not be is-
sued a certificate of occupancy until such time that the building
official determines that the provisions of this section have been
fully complied with, and that the fire department has received
satisfactory instruction on the operation, both automatic and
manual, of the system.
immi In buildings of phased construction, a tempo-
rary certificate of occupancy, as approved by the building
official, shall be permitted provided that those portions of
the building to be occupied meet the requirements of this
section and that the remainder does not pose a significant
hazard to the safety of the proposed occupants or adjacent
buildings.
£S. Where required by Section
1019.1.8, a smokeproof enclosure shall be constructed in ac-
cordance with this section. A smokeproof enclosure shall con-
sist of an enclosed interior exit stairway that conforms to
Section 1019.1 and an outside balcony or ventilated vestibule
meeting the requirements of this section. Where access to the
roof is required by the International Fire Code, such access
2003 IMTERfMATIONAL BOBLDIING CODE®
187
FIRE PROTECTION SYSTEMS
shall be from the smokeproof enclosure where a smokeproof
enclosure is required.
909.20.1 Access. Access to the stair shall be by way of a ves-
tibule or an open exterior balcony. 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.
909.20.2 Construction. The smokeproof enclosure shall be
separated from the remainder of the building by not less than
a 2-hour fire-resistance-rated fire barrier without openings
other than the required means of egress doors. The vestibule
shall be separated from the stairway by not less than a
2-hour fire-resistance-rated fire barrier. The open exterior
balcony shall be constructed in accordance with the fire-re-
sistance-rating requirements for floor construction.
909.20.2.1 Door closers. Doors in a smokeproof enclo-
sure shall be self-closing or automatic-closing by actua-
tion of a smoke detector installed at the floor-side
entrance to the smokeproof enclosure in accordance with
Section 715.3.7. The actuation of the smoke detector on
any door shall activate the closing devices on all doors in
the smokeproof enclosure at all levels. Smoke detectors
shall be installed in accordance with Section 907.10.
909.20.3 Natural ventilation alternative. The provisions
of Sections 909.20.3.1 through 909.20.3.3 shall apply to
ventilation of smokeproof enclosures by natural means.
909.20.3.1 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
Section 715.3.
909.20.3.2 Vestibule doors. Where access to the stair-
way is by way of a vestibule, the door assembly into the
vestibule shall be a fire door complying with Section
715.3. The door assembly from the vestibule to the stair-
way shall have not less than a 20-minute fire protection
rating complying with Section 715.3.
909.20.3.3 Vestibule ventilation. Each vestibule shall
have a minimum net area of 16 square feet (1.5 m^) of
opening in a wall facing an outer court, yard or public
way that is at least 20 feet (6096 mm) in width.
909.20.4 Mechanical ventilation alternative. The provi-
sions of Sections 909.20.4.1 through 909.20.4.4 shall apply
to ventilation of smokeproof enclosures by mechanical
means.
909.20.4.1 Vestibule doors. The door assembly from the
building into the vestibule shall be a fire door complying
with Section 715.3. The door assembly from the vesti-
bule to the stairway shall have not less than a 20-minute
fire protection rating in accordance with Section 715.3.
The door from the building into the vestibule shall be
provided with gaskets or other provisions to minimize air
leakage.
909.20.4.2 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 percent 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 6 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 6 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 controlling
dampers are permitted where necessary to meet the de-
sign requirements, but dampers are not otherwise re-
quired.
[).4.2.1 Engineered ventilation system. Where
a specially engineered system is used, the system 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 ves-
tibules simultaneously. Smoke detectors shall be lo-
cated 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
Section 907.10.
909.20.4.3 Smoke trap. The vestibule ceiling shall be at
least 20 inches (508 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.
909.20.4.4 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 (25 Pa) in the shaft
relative to the vestibule with all doors closed.
,20.5 Stair pressurizatton alternative. Where the
building is equipped throughout with an automatic sprinkler
system in accordance with Section 903.3.1.1, the vestibule
is not required, provided that interior exit stairways are pres-
surized to a minimum of 0.15 inch of water (37 Pa) and a
maximum of 0.35 inch of water (87 Pa) in the shaft relative
to the building measured with all stairway doors closed un-
der maximum anticipated stack pressures.
[),6 Ventilating equipment. The activation of venti-
lating equipment required by the alternatives in Sections
909.20.4 and 909.20.5 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 detec-
tion or power failure, the mechanical equipment shall acti-
vate and operate at the required performance levels. Smoke
detectors shall be installed in accordance with Section
907.10.
D.6.1 Ventilation systems. Smokeproof enclosure
ventilation systems shall be independent of other build-
ing 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 directly connected to the
smokeproof enclosure or connected to the
loo
2003 SNTERNATSONAL BUILDING CODE®
FIRE PROTECTION SYSTEMS
smokeproof enclosure by ductwork enclosed by
2-hour fire-resistance-rated fire barriers.
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 2-hour fire-resistance-rated
fire barriers.
3. Equipment and ductwork shall be located within
the building if separated from the remainder of the
building, including other mechanical equipment,
by 2-hour fire-resistance-rated fire barriers.
power. Mechanical vestibule and
stair shaft ventilation systems and automatic fire detec-
tion systems shall be powered by an approved standby
power system conforming to Section 403. 10. 1 and Chap-
ter 27.
isttego Before the mechan-
ical equipment is approved, the system shall be tested in
the presence of the building official to confirm that the
system is operating in compliance with these require-
ments.
9CIi9o21 Umdergrouinid tanMnmg
Where required in accordance with Section 405.5 for under-
ground buildings, a smoke exhaust system shall be provided in
accordance with this section.
•
hlhl Extnaest capabiltty., Where compartmentation is
required, each compartment shall have an independent, au-
tomatically activated smoke exhaust system capable of
manual operation. The system shall have an air supply and
smoke exhaust capability that will provide a minimum of six
air changes per hour.
[F] 9D9.21.2 Operatiomio The smoke exhaust system shall be
operated in the compartment of origin by the following, in-
dependently of each other:
1 . Two cross-zoned smoke detectors within a single pro-
tected area of a single smoke detector monitored by an
alarm verification zone or an approved equivalent
method.
2. The automatic sprinkler system.
3. Manual controls that are readily accessible to the fire
department.
[F] 9®9.21o3 Alarm reqeiredl» Activation of the smoke ex-
haust system shall activate an audible alarm at a constantly
attended location.
SMOKE AND HEAT ¥EMTS
[F] 9Wol GemeraL Where required by this code or otherwise
installed, smoke and heat vents or mechanical smoke exhaust
systems and draft curtains shall conform to the requirements of
this section.
Esceptlomi: Frozen-food warehouses used solely for storage
of Class I and II commodities where protected by an ap-
proved automatic sprinkler system.
.2 Where required^ Approved smoke and heat vents
shall be installed in the roofs of one-story buildings or portions
thereof occupied for the uses set forth in Sections 910.2.1
through 910.2.4.
[F] 910o2.1 Groups F=l ami S=lo Buildings and portions
thereof used as a Group F-1 or S-1 occupancy having more
than 50,000 square feet (4645 m^) in undivided area.
Exception; Group S-1 aircraft repair hangars.
[F] 910o2o2 Group H. Buildings and portions thereof used
as a Group H occupancy as shown:
1 . In occupancies classified as Group H-2 or H-3, any of
which are over 15,000 square feet (1394 m^) in single
floor area.
ni Buildings of noncombustible con-
struction containing only noncombustible materi-
als.
2. In areas of buildings in Group H used for storing Class
2, 3, and 4 liquid and solid oxidizers. Class 1 and un-
classified detonable organic peroxides. Class 3 and 4
unstable (reactive) materials, or Class 2 or 3 water-re-
active materials as required for a high-hazard com-
modity classification.
Exception; Buildings of noncombustible construc-
tion containing only noncombustible materials.
[F] 91CD.23 Hlgh-piled combustible storage. Buildings
and portions thereof containing high-piled combustible
stock or rack storage in any occupancy group in accordance
with Section 413 and the International Fire Code.
[F] 91®o2.4 Exit access travel dlstamce imcrease. Buildings
and portions thereof used as a Group F-1 or S-1 occupancy
where the maximum exit access travel distance is increased
in accordance with Section 1015.2.
[F] 910o3 Design and nnstallatiom. The design and installation
of smoke and heat vents and draft curtains shall be as specified
in this section and Table 910.3.
[F] 910.3.1 Vent operatiom. Smoke and heat vents shall be
approved and labeled and shall be capable of being operated
by approved automatic and manual means. Automatic oper-
ation of smoke and heat vents shall conform to the provi-
sions of this section.
[F] 910.3.1.1 Gravity-operated drop=out vents. Auto-
matic smoke and heat vents containing heat-sensitive
glazing designed to shrink and drop out of the vent open-
ing when exposed to fire shall fully open within 5 min-
utes after the vent cavity is exposed to a simulated fire,
represented by a time-temperature gradient that reaches
an air temperature of 500°F (260°C) within 5 minutes.
[F] 910.3.1.2 Sprleklered buildings. Where installed in
buildings provided with an approved automatic sprinkler
system, smoke and heat vents shall be designed to oper-
ate automatically.
[F] 91®.3.1,3 Monsprinklered buildings. Where in-
stalled in buildings not provided with an approved auto-
matic sprinkler system, smoke and heat vents shall
operate automatically by actuation of a heat-responsive
2003 INTERNATBOMAL BUILDIMG CODE®
FIRE PROTECTION SYSTEMS
TABLE 910.3
REQUIREiVlENTS FOR DRAFT CURTAINS AND SMOKE AND HEAT VENTS^
OCCUPANCY
GROUP AND
COMMODITY
CLASSIFICATION
DESIGNATED
STORAGE HEIGHT
(feet)
MINIMUM DRAFT
CURTAIN DEPTH
(feet)
MAXIMUM AREA
FORMED BY DRAFT
CURTAINS
(square feet)
VENT AREA
TO FLOOR AREA
RATIO
MAXIMUM
SPACING OF
VENT CENTERS
(feet)
MAXIMUM
DISTANCE TO
VENTS FROM WALL
OR DRAFT
curtains"
(feet)
Group F-1
—
0.2 xH
but>4
50,000
1:100
120
60
Group S-1
I-IV
(Option 1)
<20
6
10,000
1:100
100
60
> 20 < 40
6
8,000
1:75
100
55
Group S-1
I-IV
(Option 2)
<20
4
3,000
1:75
100
55
> 20 < 40
4
3,000
1:50
100
50
Group S-1
High hazard
(Option 1)
<20
6
6,000
1:50
100
50
> 20 < 30
6
6,000
1:40
90
45
Group S-1
High hazard
(Option 2)
<20
4
4,000
1:50
100
50
> 20 < 30
4
2,000
1:30
75
40
For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 ml
a. Requirements for rack storage heights in excess of those indicated shall be in accordance with Chapter 23 of the International Fire Code. For solid-piled storage
heights in excess of those indicated, an approved engineered design shall be used.
b. The distance specified is the maximum distance from any vent in a particular draft curtained area to walls or draft curtains which form the perimeter of the draft
curtained area.
device rated at between 100°F (38°C) and 220°F (104°C)
above ambient.
Exception: Gravity-operated drop-out vents comply-
ing with Section 910.3.1.1
[F] 910.3.2 Vent dimensions. The effective venting area
shall not be less than 16 square feet ( 1 .5 m^) with no dimen-
sion less than 4 feet (1219 mm), excluding ribs or gutters
having a total width not exceeding 6 inches (152 mm).
[F] 910.3.3 Vent locations. Smoke and heat vents shall be
located 20 feet (6096 mm) or more from adjacent lot lines
and fire walls and 10 feet (3048 mm) or more from fire bar-
rier walls. Vents shall be uniformly located within the roof
area above high-piled storage areas, with consideration
given to roof pitch, draft curtain location, sprinkler location
and structural members.
[F] 910.3.4 Draft certains. Where required, draft curtains
shall be provided in accordance with this section.
Exception: Where areas of buildings are equipped with
early suppression fast-response (ESFR) sprinklers, draft
curtains shall not be provided within these areas. Draft
curtains shall only be provided at the separation between
the ESFR sprinklers and the conventional sprinklers.
[F] 910.3.4.1 Construction. Draft curtains shall be con-
structed of sheet metal, lath and plaster, gypsum board or
other approved materials which provide equivalent per-
formance to resist the passage of smoke. Joints and con-
nections shall be smoke tight.
[F] 910.3.4.2 Location and depth. The location and
minimum depth of draft curtains shall be in accordance
with Table 910.3.
[F] 910.4 Mechanical smoke exhaust. Where approved by the
building official, engineered mechanical smoke exhaust shall
be an acceptable alternate to smoke and heat vents.
[F] 910.4.1 Location. Exhaust fans shall be uniformly
spaced within each draft-curtained area and the maximum
distance between fans shall not be greater than 100 feet (30
480 mm).
[F] 910.4.2 Size. Fans shall have a maximum individual ca-
pacity of 30,000 cfm (14.2 mVs). The aggregate capacity of
smoke exhaust fans shall be determined by the equation:
C=Ax 300
where:
(Equation 9-10)
C = Capacity of mechanical ventilation required, in cu-
bic feet per minute (mVs).
A = Area of roof vents provided in square feet (m^) in ac-
cordance with Table 910.3.
[F] 910.4.3 Operation. Mechanical smoke exhaust fans
shall be automatically activated by the automatic sprinkler
system or by heat detectors having operating characteristics
equivalent to those described in Section 910.3.1. Individual
manual controls of each fan unit shall also be provided.
[F] 910.4.4 Wiring and control. Wiring for operation and
control of smoke exhaust fans shall be connected ahead of
190
2003 INTERNATIONAL BUILDING CODE®
FIRE PROTECTION SYSTEMS
the main disconnect and protected against exposure to tem-
peratures in excess of 1,000°F (538°C) for a period of not
less than 15 minutes. Controls shall be located so as to be
immediately accessible to the fire service from the exterior
of the building and protected against interior fire exposure
by fire barriers having a fire-resistance rating not less than 1
hour.
[F] 91CD.4.S Supply air. Supply air for exhaust fans shall be
provided at or near the floor level and shall be sized to pro-
vide a minimum of 50 percent of required exhaust. Open-
ings for supply air shall be uniformly distributed around the
periphery of the area served.
[F] 910.4.6 Interlocks. In combination comfort air-han-
dling/smoke removal systems or independent comfort
air-handling systems, fans shall be controlled to shut down
in accordance with the approved smoke control sequence.
13. Worktable.
14. Generator supervision devices, manual start and trans-
fer features.
15. PubUc address system, where specifically required by
other sections of this code.
ECTI0N911
[F] 911.1 FeatareSo Where required by other sections of this
code, a fire command center for fire department operations
shall be provided. The location and accessibihty of the fire
command center shall be separated from the remainder of the
building by not less than a 1-hour fire-resistance-rated fire bar-
rier. The room shall be a minimum of 96 square feet (9 m^) with
a minimum dimension of 8 feet (2438 mm). A layout of the fire
command center and all features required by the section to be
contained therein shall be submitted for approval prior to in-
stallation. The fire command center shall comply with NFPA
72 and shall contain the following features.
1. The emergency voice/alarm communication system
unit.
2. The fire department communications unit.
3. Fire detection and alarm system annunciator unit.
4. Annunciator unit visually indicating the location of the
elevators and whether they are operational.
5. Status indicators and controls for air-handling systems.
6. The fire-fighter's control panel required by Section
909. 16 for smoke control systems installed in the build-
ing.
7. Controls for unlocking stairway doors simultaneously.
8. Sprinkler valve and water-flow detector display panels.
9. Emergency and standby power status indicators.
10. A telephone for fire department use with controlled ac-
cess to the public telephone system.
1 1 . Fire pump status indicators.
12. Schematic building plans indicadng the typical floor
plan and detailing the building core, means of egress,
fire protection systems, fire-fighting equipment and
fire department access.
2003 SNTERMATDONAL BUILDIMG CODE®
1 92 2003 INTERNATSON AL BUILDING CODE®
CT AFTER 10
User Note: See Preface page iv ("marginal markings") for Chapter 10 reorganization information.
•
SECTQOM 1001
ADIiiNISTRMlON
.1 GemeraL Buildings or portions thereof shall be pro-
vided with a means of egress system as required by this chapter.
The provisions of this chapter shall control the design, con-
struction and arrangement of means of egress components re-
quired to provide an approved means of egress from structures
and portions thereof.
L2 Mlmimum reqelrememtSo It shall be unlawful to alter a
building or structure in a manner that will reduce the number of
exits or the capacity of the means of egress to less than required
by this code.
[F] 1001„3 MaimteiiaEce. Means of egress shall be maintained
in accordance with the International Fire Code.
icimM mm
5. The following words and terms shall, for
the purposes of this chapter and as used elsewhere in this code,
have the meanings shown herein.
ACCESSIBLE MEANS OF EGMESS. A continuous and un-
obstructed way of egress travel from any point in a building or
facility that provides an accessible route to an area of refuge, a
horizontal exit or a public way.
AISLE ACCESSWAY. That portion of an exit access that
leads to an aisle.
ALTERNATING TREAD DEVICE. A device that has a se-
ries of steps between 50 and 70 degrees (0.87 and 1.22 rad)
from horizontal, usually attached to a center support rail in an
alternating manner so that the user does not have both feet on
the same level at the same time.
An area where persons unable to use
stairways can remain temporarily to await instructions or assis-
tance during emergency evacuation.
□ BLEACHERSo Tiered seating facihties.
COMMON PATH OF EGRESS TRAVEL. That portion of
exit access which the occupants are required to traverse before
two separate and distinct paths of egress travel to two exits are
available. Paths that merge are common paths of travel. Com-
mon paths of egress travel shall be included within the permit-
ted travel distance.
, An enclosed exit access component that defines
and provides a path of egress travel to an exit.
DOOR, BALANCED. A door equipped with double-pivoted
hardware so designed as to cause a semicounterbalanced swing
action when opening.
EGRESS COURT. A court or yard which provides access to a
public way for one or more exits.
EMERGENCY ESCAPE AND RESCUE OPENING. An
operable window, door or other similar device that provides for
a means of escape and access for rescue in the event of an emer-
gency.
EXIT. That portion of a means of egress system which is sepa-
rated from other interior spaces of a building or structure by
fire-resistance-rated construction and opening protectives as
required to provide a protected path of egress travel between
the exit access and the exit discharge. Exits include exterior exit
doors at ground level, exit enclosures, exit passageways, exte-
rior exit stairs, exterior exit ramps and horizontal exits.
EXIT, HORIZONTAL. A path of egress travel from one
building to an area in another building on approximately the
same level, or a path of egress travel through or around a wall or
partition to an area on approximately the same level in the same
building, which affords safety from fire and smoke from the
area of incidence and areas communicating therewith.
EXIT ACCESS. That portion of a means of egress system that
leads from any occupied portion of a building or structure to an
exit.
EXIT DISCHARGE. That portion of a means of egress sys-
tem between the termination of an exit and a public way.
EXIT DISCHARGE, LEVEL OF, The horizontal plane lo-
cated at the point at which an exit terminates and an exit dis-
charge begins.
EXIT ENCLOSURE, An exit component that is separated
from other interior spaces of a building or structure by fire-re-
sistance-rated construction and opening protectives, and pro-
vides for a protected path of egress travel in a vertical or
horizontal direction to the exit discharge or the public way.
EXIT PASSAGEWAY. An exit component that is separated
from all other interior spaces of a building or structure by
fire-resistance-rated construction and opening protectives, and
provides for a protected path of egress travel in a horizontal di-
rection to the exit discharge or the public way.
FIRE EXIT HARDWARE,
use on fire door assemblies.
Panic hardware that is listed for
FLOOR AREA, GROSS. The floor area within the inside per-
imeter of the exterior walls of the building under consideration,
exclusive of vent shafts and courts, without deduction for corri-
dors, stairways, closets, the thickness of interior walls, col-
umns or other features. The floor area of a building, or portion
thereof, not provided with surrounding exterior walls shall be
the usable area under the horizontal projection of the roof or
floor above. The gross floor area shall not include shafts with
no openings or interior courts.
||ET. The actual occupied area not including
unoccupied accessory areas such as corridors, stairways, toilet
rooms, mechanical rooms and closets.
2003 DNTERNATBOMAL BUILDING CODE®
193
MEANS OF EGRESS
FOLDING AND TELESCOPIC SEATING. Tiered seating
facilities having an overall shape and size that are capable of
being reduced for purposes of moving or storing.
GRANDSTAND. Tiered seating facilities.
GUARD. A building component or a system of building com-
ponents located at or near the open sides of elevated walking
surfaces that minimizes the possibility of a fall from the walk-
ing surface to a lower level.
HANDRAIL. A horizontal or sloping rail intended for grasp-
ing by the hand for guidance or support.
MEANS OF EGRESS, A continuous and unobstructed path
of vertical and horizontal egress travel from any occupied por-
tion of a building or structure to a public way. A means of
egress consists of three separate and distinct parts: the exit ac-
cess, the exit and the exit discharge.
NOSING. The leading edge of treads of stairs and of landings
at the top of stairway flights.
OCCUPANT LOAD. The number of persons for which the
means of egress of a building or portion thereof is designed.
PANIC HARDWARE. A door-latching assembly incorporat-
ing a device that releases the latch upon the application of a
force in the direction of egress travel.
PUBLIC WAY. A street, alley or other parcel of land open to
the outside air leading to a street, that has been deeded, dedi-
cated or otherwise permanently appropriated to the public for
public use and which has a clear width and height of not less
than 10 feet (3048 mm).
RAMP. A walking surface that has a running slope steeper than
g^ one unit vertical in 20 units horizontal (5 -percent slope).
I SCISSOR STAIR. Two interlocking stairways providing two
separate paths of egress located within one stairwell enclosure.
SMOKE-PROTECTED ASSEMBLY SEATING. Seating
served by means of egress that is not subject to smoke accumu-
lation within or under a structure.
STAIR. A change in elevation, consisting of one or more risers.
STAIRWAY. One or more flights of stairs, either exterior or in-
terior, with the necessary landings and platforms connecting
them, to form a continuous and uninterrupted passage from one
level to another.
STAIRWAY, EXTERIOR. A stairway that is open on at least
one side, except for required structural columns, beams, hand-
rails and guards. The adjoining open areas shall be either yards,
courts or public ways. The other sides of the exterior stairway
need not be open.
STAIRWAY, INTERIOR. A stairway not meeting the defini-
tion of an exterior stairway.
STAIRWAY, SPIRAL. A stairway having a closed circular
form in its plan view with uniform section-shaped treads at-
tached to and radiating from a minimum-diameter supporting
column.
I WINDER. A tread with nonparallel edges.
SECTION 1003
GENERAL MEAHB OF EGRESS
1003.1 Applicability. The general requirements specified in
Sections 1003 through 1012 shall apply to all three elements of
the means of egress system, in addition to those specific re-
quirements for the exit access, the exit and the exit discharge
detailed elsewhere in this chapter.
1003.2 Ceiling height. The means of egress shall have a ceiling
height of not less than 7 feet (2134 mm).
Exceptions:
1. Sloped ceilings in accordance with Section 1208.2.
2. Ceilings of dwelling units and sleeping units within
residential occupancies in accordance with Section
1208.2.
3. Allowable projections in accordance with Section
1003.3.
4. Stair headroom in accordance with Section 1009.2.
5. Door height in accordance with Section 1008.1.1.
1003.3 Protrading objects. Protruding objects shall comply
with the requirements of Sections 1003.3.1 through 1003.3.4.
1003.3.1 Headroom. Protruding objects are permitted to
extend below the minimum ceiling height required by Sec-
tion 1003.2 provided a minimum headroom of 80 inches
(2032 mm) shall be provided for any walking surface, in-
cluding walks, corridors, aisles and passageways. Not more
than 50 percent of the ceiling area of a means of egress shall
be reduced in height by protruding objects.
Exception; Door closers and stops shall not reduce head-
room to less than 78 inches (1981 mm).
A barrier shall be provided where the vertical clearance is
less than 80 inches (2032 mm) high. The leading edge of
such a barrier shall be located 27 inches (686 mm) maxi-
mum above the floor.
1.3.2 Free-standing objects. A free-standing object
mounted on a post or pylon shall not overhang that post or
pylon 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.
Where a sign or other obstruction is mounted between posts
or pylons and the clear distance between the posts or pylons
is greater than 12 inches (305 mm), the lowest edge of such
sign or obstruction shall be 27 inches (685 mm) maximum
or 80 inches (2030 mm) minimum above the finish floor or
ground.
Exception; This requirement shall not apply to sloping
portions of handrails serving stairs and ramps.
1.3.3 Horizontal projections. Structural elements, fix-
tures or furnishings shall not project horizontally from ei-
ther side more than 4 inches (102 mm) over any walking
surface between the heights of 27 inches (686 mm) and 80
inches (2032 mm) above the walking surface.
Exception: Handrails serving stairs and ramps are per-
mitted to protrude 4.5 inches (1 14 mm) from the wall.
194
2003 SNTERNATIONAL BUILDiNG CODE®
ffiASSlS OF EGRESS
3.4 Clear width. Protruding objects shall not reduce
the minimum clear width of accessible routes as required in
Section 1104.
Walking surfaces of the means of egress
shall have a slip-resistant surface and be securely attached.
1<D03,S EkvaMom chamge. Where changes in elevation of less
than 12 inches (305 mm) exist in the means of egress, sloped
surfaces shall be used. Where the slope is greater than one unit
vertical in 20 units horizontal (5-percent slope), ramps comply-
ing with Section 1010 shall be used. Where the difference in el-
evation is 6 inches (152 mm) or less, the ramp shall be equipped
with either handrails or floor finish materials that contrast with
adjacent floor finish materials.
1 . A single step with a maximum riser height of 7 inches
(178 mm) is permitted for buildings with occupancies
in Groups F, H, R-2 and R-3 as applicable in Section
101.2, and Groups S and U at exterior doors not re-
quired to be accessible by Chapter 1 1 .
2. A stair with a single riser or with two risers and a tread
is permitted at locations not required to be accessible
by Chapter 11, provided that the risers and treads
comply with Section 1009.3, the minimum depth of
the tread is 13 inches (330 mm) and at least one hand-
rail complying with Section 1009.11 is provided
within 30 inches (762 mm) of the centerline of the
normal path of egress travel on the stair.
3. An aisle serving seating that has a difference in eleva-
tion less than 12 inches (305 mm) is permitted at loca-
tions not required to be accessible by Chapter 11,
provided that the risers and treads comply with Sec-
tion 1024.1 1 and the aisle is provided with a handrail
complying with Section 1024.13.
Any change in elevation in a corridor serving nonambulatory
persons in a Group 1-2 occupancy shall be by means of a ramp
or sloped walkway.
F egress comttmelty. The path of egress travel
along a means of egress shall not be interrupted by any building
element other than a means of egress component as specified in
this chapter. Obstructions shall not be placed in the required
width of a means of egress except projections permitted by this
chapter. The required capacity of a means of egress system
shall not be diminished along the path of egress travel.
,, escalators amid movimg waiks. Elevators, es-
calators and moving walks shall not be used as a component of a
required means of egress from any other part of the building.
Excepticm: Elevators used as an accessible means of egress
in accordance with Section 1007.4.
OCCUPAWT LOAD
.1 Desngm occepamt load. In determining means of egress
requirements, the number of occupants for whom means of
egress facilities shall be provided shall be established by the
largest number computed in accordance with Sections
1004.1.1 through 1004.1.3.
.1.1 Actual miimber. The actual number of occupants
for whom each occupied space, floor or building is de-
signed.
1004.1.2 Number by Table 1004.1.2. The number of occu-
pants computed at the rate of one occupant per unit of area as
prescribed in Table 1004.1.2.
TABLE 1004.1.2
dAXilViUEVi FLOOR AREA ALLOWAiSiCES PER OCCUPANT
OCCUPANCY
FLOOR AREA IN SQ. FT.
PER OCCUPANT
Agricultural building
300 gross
Aircraft hangars
500 gross
Airport terminal
Baggage claim
Baggage handling
Concourse
Waiting areas
20 gross
300 gross
100 gross
15 gross
Assembly
Gaming floors (keno, slots, etc.)
1 1 gross
Assembly with fixed seats
See Section 1004.7
Assembly without fixed seats
Concentrated (chairs only — not fixed)
Standing space
Unconcentrated (tables and chairs)
7 net
5 net
15 net
Bowling centers, allow 5 persons for each lane
including 15 feet of runway, and for additional
areas
7 net
Business areas
100 gross
Courtrooms — other than fixed seating areas
40 net
Dormitories
50 gross
Educational
Classroom area
Shops and other vocational room areas
20 net
50 net
Exercise rooms
50 gross
H-5 Fabrication and manufacturing areas
200 gross
Industrial areas
100 gross
Institutional areas
Inpatient treatment areas
Outpafient areas
Sleeping areas
240 gross
100 gross
120 gross
Kitchens, commercial
200 gross
Library
Reading rooms
Stack area
50 net
100 gross
Locker rooms
50 gross
Mercantile
Areas on other floors
Basement and grade floor areas
Storage, stock, shipping areas
60 gross
30 gross
300 gross
Parking garages
200 gross
Residential
200 gross
Skating rinks, swimming pools
Rink and pool
Decks
50 gross
15 gross
Stages and platforms
15 net
Accessory storage areas, mechanical
equipment room
300 gross
Warehouses
500 gross
For SI: 1 square foot = 0.0929 m^
2003 WTERWATDOfSiAL BUBLDIWG CODE®
MEANS OF EGRESS
1004.13 Number by combination. Where occupants from
accessory spaces egress through a primary area, the calcu-
lated occupant load for the primary space shall include the
total occupant load of the primary space plus the number of
occupants egressing through it from the accessory space.
1004.2 Increased occupant load. The occupant load permit-
ted in any building or portion thereof is permitted to be in-
creased from that number established for the occupancies in
Table 1 004. 1 .2 provided that all other requirements of the code
are also met based on such modified number and the occupant
load shall not exceed one occupant per 5 square feet (0.47 m^)
of occupiable floor space. Where required by the building offi-
cial, an approved aisle, seating or fixed equipment diagram
substantiating any increase in occupant load shall be submit-
ted. Where required by the building official, such diagram shall
be posted.
1004.3 Posting of occupant load. Every room or space that is
an assembly occupancy shall have the occupant load of the
room or space posted in a conspicuous place, near the main exit
or exit access doorway from the room or space. Posted signs
shall be of an approved legible permanent design and shall be
maintained by the owner or authorized agent.
1004.4 Exiting from multiple levels. 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 egress travel.
1004.5 Egress convergence. Where means of egress from
floors above and below converge at an intermediate level, the
capacity of the means of egress from the point of convergence
shall not be less than the sum of the two floors.
1004.6 Mezzanine levels. The occupant load of a mezzanine
level with egress onto a room or area below shall be added to
that room or area's occupant load, and the capacity of the exits
shall be designed for the total occupant load thus established.
1004.7 Fixed seating. For areas having fixed seats and aisles,
the occupant load shall be determined by the number of fixed
seats installed therein.
For areas having fixed seating without dividing arms, the oc-
cupant load shall not be less than the number of seats based on
one person for each 18 inches (457 mm) of seating length.
The occupant load of seating booths shall be based on one
person for each 24 inches (610 mm) of booth seat length mea-
sured at the backrest of the seating booth.
1004.8 Outdoor areas. Yards, patios, courts and similar out-
door areas accessible to and usable by the building occupants
shall be provided with means of egress as required by this chap-
ter. The occupant load of such outdoor areas shall be assigned
by the building official in accordance with the anticipated use.
Where outdoor areas are to be used by persons in addition to the
occupants of the building, and the path of egress travel from the
outdoor areas passes through the building, means of egress re-
quirements for the building shall be based on the sum of the oc-
cupant loads of the building plus the outdoor areas.
Exceptions s
1. Outdoor areas used exclusively for service of the
building need only have one means of egress.
2. Both outdoor areas associated with Group R-3 and in-
dividual dwelling units of Group R-2, as applicable in
Section 101.2.
1004.9 Multiple occupancies. Where a building contains two
or more occupancies, the means of egress requirements shall
apply to each portion of the building based on the occupancy of
that space. Where two or more occupancies utilize portions of
the same means of egress system, those egress components
shall meet the more stringent requirements of all occupancies
that are served.
SECTION 1005
EGRESS WIDTH
)5.1 Minimum required egress width. The means of
egress width shall not be less than required by this section. The
total width of means of egress in inches (mm) shall not be less
than the total occupant load served by the means of egress mul-
tiplied by the factors in Table 1005. 1 and not less than specified
elsewhere in this code. Multiple means of egress shall be sized
such that the loss of any one means of egress shall not reduce
the available capacity to less than 50 percent of the required ca-
pacity. The maximum capacity required from any story of a
building shall be maintained to the termination of the means of
egress.
Exception: Means of egress complying with Section 1024.
TABLE 1005.1
EGRESS WIDTH PER OCCUPANT SERVED
OCCUPANCY
WITHOUT SPRINKLER SYSTEM
WITH SPRINKLER SYSTEM^
Stairways
(Inches per
occupant)
Other egress
components
(inches per
occupant)
Stairways
(inches per
occupant)
Other egress
components
(inches per
occupant)
Occupancies
other than those
listed below
0.3
0.2
0.2
0.15
Hazardous: H-1,
H-2, H-3 and H-4
0.7
0.4
0.3
0.2
Institutional: 1-2
NA
NA
0.3
0.2
For SI: 1 inch = 25.4 mm. NA = Not applicable.
a. Buildings equipped throughout with an automatic sprinkler system in accor-
dance with Section 903.3.1.1 or 903.3.1.2.
1005.2 Door encroachment. Doors opening into the path of
egress travel shall not reduce the required width to less than
one-half during the course of the swing. When fully open, the
door shall not project more than 7 inches (178 mm) into the re-
quired width.
Exception: The restrictions on a door swing shall not apply
to doors within individual dwelling units and sleeping units
of Group R-2 and dwelling units of Group R-3.
w
196
2003 INTERNATIONAL BUILDING CODE®
lEANS OF EGRESS
ECTION 1006
■CTiON 1007
. The means of egress, including
the exit discharge, shall be illuminated at all times the building
space served by the means of egress is occupied.
1 . Occupancies in Group U.
2. Aisle accessways in Group A.
3. Dwelling units and sleeping units in Groups R-1, R-2
and R-3.
4. Sleeping units of Group I occupancies.
1. The means of egress illumination
level shall not be less than 1 foot-candle (11 lux) at the floor
level.
m: For auditoriums, theaters, concert or opera halls
and similar assembly occupancies, the illumination at the
floor level is permitted to be reduced during performances to
not less than 0.2 foot-candle (2.15 lux) provided that the re-
quired illumination is automatically restored upon activa-
tion of a premise's fire alarm system where such system is
provided.
10063 Illirniinatloini emergemcy power. The power supply for
means of egress illumination shall normally be provided by the
premise's electrical supply.
In the event of power supply failure, an emergency electrical
system shall automatically illuminate the following areas:
1 . Exit access corridors, passageways and aisles in rooms
and spaces which require two or more means of egress.
2. Exit access corridors and exit stairways located in build-
ings required to have two or more exits.
3. Exterior egress components at other than the level of exit
discharge until exit discharge is accompHshed for build-
ings required to have two or more exits.
4. Interior exit discharge elements, as permitted in Section
1023.1, in buildings required to have two or more exits.
5. The portion of the exterior exit discharge immediately
adjacent to exit discharge doorways in buildings required
to have two or more exits.
The emergency power system shall provide power for a du-
ration of not less than 90 minutes and shall consist of storage
batteries, unit equipment or an on-site generator. The installa-
tion of the emergency power system shall be in accordance with
Section 2702.
1006.4 Performamce of system. Emergency lighting facilities
shall be arranged to provide initial illumination that is at least
an average of 1 foot-candle (11 lux) and a minimum at any
point of 0.1 foot-candle (1 lux) measured along the path of
egress at floor level. Illumination levels shall be permitted to
decline to 0.6 foot-candle (6 lux) average and a minimum at any
point of 0.06 foot-candle (0.6 lux) at the end of the emergency
lighting time duration. A maximum-to-minimum illumination
uniformity ratio of 40 to 1 shall not be exceeded.
.1 Accessible means off egress required. Accessible
means of egress shall comply with this section. Accessible
spaces shall be provided with not less than one accessible
means of egress. Where more than one means of egress is re-
quired by Section 1014.1 or 1018.1 from any accessible space,
each accessible portion of the space shall be served by not less
than two accessible means of egress.
Exceptions:
1 . Accessible means of egress are not required in alter-
ations to existing buildings.
2. One accessible means of egress is required from an
accessible mezzanine level in accordance with Sec-
tion 1007.3 or 1007.4.
3. In assembly spaces with sloped floors, one accessible
means of egress is required from a space where the
common path of travel of the accessible route for ac-
cess to the wheelchair spaces meets the requirements
in Section 1024.8.
1007.2 Continuity and components. Each required accessi-
ble means of egress shall be continuous to a public way and
shall consist of one or more of the following components:
1. Accessible routes complying with Section 1 104.
2. Stairways within exit enclosures complying with Sec-
tions 1007.3 and 1019.1.
3. Elevators complying with Section 1007.4.
4. Platform Hfts complying with Section 1007.5.
5. Horizontal exits.
6. Smoke barriers.
1 . Where the exit discharge is not accessible, an exterior
area for assisted rescue must be provided in accor-
dance with Section 1007.8.
2. Where the exit stairway is open to the exterior, the ac-
cessible means of egress shall include either an area of
refuge in accordance with Section 1007.6 or an exte-
rior area for assisted rescue in accordance with Sec-
tion 1007.8.
1007.2.1 BMiMings with foer or more stories. In buildings
where a required accessible floor is four or more stories
above or below a level of exit discharge, at least one required
accessible means of egress shall be an elevator complying
with Section 1007.4.
In buildings equipped throughout with an auto-
matic sprinkler system installed in accordance
with Section 903.3.1.1 or 903.3.1.2, the elevator
shall not be required on floors provided with a hor-
izontal exit and located at or above the level of exit
discharge.
In buildings equipped throughout with an auto-
matic sprinkler system installed in accordance
with Section 903.3.1.1 or 903.3.1.2, the elevator
2003 SNTERiMATSOtSlAL BUILDDNG CODE®
197
MEANS OF EGRESS
shall not be required on floors provided with a
ramp conforming to the provisions of Section
1010.
1007.3 Enclosed exit stairways. An enclosed exit stairway, to
be considered part of an accessible means of egress, shall have
a clear width of 48 inches (1219 mm) minimum between hand-
rails and shall either incorporate an area of refuge within an en-
larged floor-level landing or shall be accessed from either an
area of refuge complying with Section 1007.6 or a horizontal
exit.
Exceptions:
1. Open exit stairways as permitted by Section 1019.1
are permitted to be considered part of an accessible
means of egress.
2. The area of refuge is not required at open stairways
that are permitted by Section 1019.1 in buildings or
facihties that are equipped throughout with an auto-
matic sprinkler system installed in accordance with
Section 903.3.1.1.
3. The clear width of 48 inches (1219 mm) between
handrails and the area of refuge is not required at exit
stairways in buildings or facilities equipped through-
out with an automatic sprinkler system installed in ac-
cordance with Section 903.3.1.1 or 903.3.1.2.
4. The clear width of 48 inches (1219 mm) between
handrails is not required for enclosed exit stairways
accessed from a horizontal exit.
5 . Areas of refuge are not required at exit stairways serv-
ing open parking garages.
1007.4 Elevators. An elevator to be considered part of an ac-
cessible means of egress shall comply with the emergency op-
eration and signaling device requirements of Section 2.27 of
ASME A17. 1 . Standby power shall be provided in accordance
with Sections 2702 and 3003. The elevator shall be accessed
from either an area of refuge complying with Section 1007.6 or
a horizontal exit.
Exceptions:
1 . Elevators are not required to be accessed from an area
of refuge or horizontal exit in open parking garages.
2. Elevators are not required to be accessed from an area
of refuge or horizontal exit in buildings and facilities
equipped throughout with an automatic sprinkler sys-
tem installed in accordance with Section 903.3.1.1 or
903.3.1.2.
1007.5 Platform lifts. Platform (wheelchair) lifts shall not
serve as part of an accessible means of egress, except where al-
lowed as part of a required accessible route in Section 1 109.7.
Platform lifts in accordance with Section 2702 shall be in-
stalled in accordance with ASME A18.1. Standby power shall
be provided for platform lifts permitted to serve as part of a
means of egress.
1007.6 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 Section
1015.1. Every required area of refuge shall have direct access to
an enclosed stairway complying with Sections 1007.3 and
1019.1 or an elevator complying with Section 1007.4. Where
an elevator lobby is used as an area of refuge, the shaft and
lobby shall comply with Section 1019.1.8 for smokeproof en-
closures except where the elevators are in an area of refuge
formed by a horizontal exit or smoke barrier.
1007.6.1 Size. Each area of refuge shall be sized to accom-
modate one wheelchair space of 30 inches by 48 inches (762
mm by 1219 mm) for each 200 occupants or portion thereof,
based on the occupant load of the area of refuge and 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 wheel-
chair space.
1007.6.2 Separation. Each area of refuge shall be separated
from the remainder of the story by a smoke barrier comply-
ing with Section 709. Each area of refuge shall be designed
to minimize the intrusion of smoke.
Exceptions:
1 . Areas of refuge located within a stairway enclo-
sure.
2. Areas of refuge where the area of refuge and areas
served by the area of refuge are equipped through-
out with an automatic sprinkler system installed in
accordance with Section 903.3.1.1 or 903.3.1.2.
1007.6.3 Two-way communication. Areas of refuge shall
be provided with a two-way communication system be-
tween the area of refuge and a central control point. If the
central control point is not constantly attended, the area of
refuge shall also have controlled access to a public tele-
phone system. Location of the central control point shall be
approved by the fire department. The two-way communica-
tion system shall include both audible and visible signals.
1007.6.4 Instructions. In areas of refuge that have a
two-way emergency communications system, instructions
on the use of the area under emergency conditions shall be
posted adjoining the communications system. The instruc-
tions shall include all of the following:
1 . Directions to find other means of egress.
2. Persons able to use the exit stairway do so as soon as
possible, unless they are assisting others.
3. Information on planned availability of assistance in
the use of stairs or supervised operation of elevators
and how to summon such assistance.
4. Directions for use of the emergency communications
system.
1007.6.5 Identification. Each door providing access to an
area of refuge from an adjacent floor area shall be identified
by a sign complying with ICC A117.1, stating: AREA OF
REFUGE, and including the International Symbol of Ac-
cessibility. Where exit sign illumination is required by Sec-
tion 1011.2, the area of refuge sign shall be illuminated.
Additionally, tactile signage complying with ICC A117.1
shall be located at each door to an area of refuge.
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2003 ir^TERNATIONAL BUILDING CODE®
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o7 Sigmageo At exits and elevators serving a required ac-
cessible space but not providing an approved accessible means
of egress, signage shall be installed indicating the location of
accessible means of egress.
.8 Exterior area for assisted rescmeo The exterior area for
assisted rescue must be open to the outside air and meet the re-
quirements of Section 1007.6.1. Separation walls shall comply
with the requirements of Section 704 for exterior walls. Where
walls or openings are between the area for assisted rescue and
the interior of the building, the building exterior walls within 10
feet (3048 mm) horizontally of a nonrated wall or unprotected
opening shall be constructed as required for a minimum 1-hour
fire-resistance rating with V4-hour opening protectives. This
construction shall extend vertically from the ground to a point
10 feet (3048 mm) above the floor level of the area for assisted
rescue or to the roof line, whichever is lower.
WQ7M,1 Opemeess. The exterior area for assisted rescue
shall be at least 50 percent open, and the open area above the
guards shall be so distributed as to minimize the accumula-
tion of smoke or toxic gases.
Exterior exit stairways
that are part of the means of egress for the exterior area for
assisted rescue shall provide a clear width of 48 inches
(1219 mm) between handrails.
Exterior areas for assisted rescue
shall have identification as required for area of refuge that
complies with Section 1007.6.5.
SECTDOW 1008
mS, GATES AND TURNSTBLES
rs. Means of egress doors shall meet the require-
ments of this section. Doors serving a means of egress system
shall meet the requirements of this section and Section 1017.2.
Doors provided for egress purposes in numbers greater than re-
quired by this code shall meet the requirements of this section.
Means of egress doors shall be readily distinguishable from
the adjacent construction and finishes such that the doors are
easily recognizable as doors. Mirrors or similar reflecting ma-
terials shall not be used on means of egress doors. Means of
egress doors shall not be concealed by curtains, drapes, decora-
tions or similar materials.
10©8ol.l Size off 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). Clear openings of doorways with swinging doors shall
be measured between the face of the door and the stop, with
the door open 90 degrees (1.57 rad). Where this section re-
quires 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 (1219 mm) nominal. Means of egress
doors in an occupancy in Group 1-2 used for the movement
of beds shall provide a clear width not less than 41 Vj inches
(1054 mm). The height of doors shall not be less than 80
inches (2032 mm).
Exceptioms;
1 . The minimum and maximum width shall not apply
to door openings that are not part of the required
means of egress in occupancies in Groups R-2 and
R-3 as applicable in Section 101.2.
2. Door openings to resident sleeping units in occu-
pancies in Group 1-3 shall have a clear width of not
less than 28 inches (711 mm).
3. Door openings to storage closets less than 10
square feet (0.93 m^) in area shall not be limited by
the minimum width.
4. Width of door leafs in revolving doors that comply
with Section 1008.1.3.1 shall not be hmited.
5. Door openings within a dwelling unit or sleeping
unit shall not be less than 78 inches (1981 mm) in
height.
6. Exterior door openings in dwelling units and
sleeping units, other than the required exit door,
shall not be less than 76 inches (1930 mm) in
height.
7. Interior egress doors within a dwelhng unit or
sleeping unit which is not required to be adaptable
or accessible.
8. Door openings required to be accessible within
Type B dwelling units shall have a minimum clear
width of 3IV4 inches (806 mm).
lOOB.l.lol Projections into clear widtlh. There shall not
be projections into the required clear width lower than 34
inches (864 mm) above the floor or ground. Projections
into the clear opening width between 34 inches (864
mm) and 80 inches (2032 mm) above the floor or ground
shall not exceed 4 inches (102 mm).
1008.1,2 Door swieg. Egress doors shall be side-hinged
swinging.
Private garages, office areas, factory and storage
areas with an occupant load of 10 or less.
Group 1-3 occupancies used as a place of deten-
tion.
Doors within or serving a single dwelling unit in
Groups R-2 and R-3 as applicable in Section
101.2.
In other than Group H occupancies, revolving
doors complying with Section 1008.1.3.1.
In other than Group H occupancies, horizontal
shding doors complying with Secdon 1008.1.3.3
are permitted in a means of egress.
Power-operated doors in accordance with Section
1008.1.3.2.
2003 BNTERNATSOfSSAL BUlLD!iS!G CODE®
MEANS OF EGRESS
Doors shall swing in the direction of egress travel where
serving an occupant load of 50 or more persons or a Group H
occupancy.
The opening force for interior side-swinging doors with-
out closers shall not exceed a 5-pound (22 N) force. For
other side-swinging, sliding and folding doors, the door
latch shall release when subjected to a 15-pound (67 N)
force. The door shall be set in motion when subjected to a
30-pound (133 N) force. The door shall swing to a full-open
position when subjected to a 15-pound (67 N) force. Forces
shall be applied to the latch side.
1008.1.3 Special doors. Special doors and security grilles
shall comply with the requirements of Sections 1008.1.3.1
through 1008.1.3.5.
1008.1.3.1 Revolving doors. Revolving doors shall
comply with the following:
1 . Each revolving door shall be capable of collapsing
into a bookfold position with parallel egress paths
providing an aggregate width of 36 inches (914
mm).
2. A revolving door shall not be located within 10 feet
(3048 mm) of the foot of or top of stairs or escala-
tors. A dispersal area shall be provided between
the stairs or escalators and the revolving doors.
3. The revolutions per minute (rpm) for a revolving
door shall not exceed those shown in Table
1008.1.3.1.
4. Each revolving door shall have a side-hinged
swinging door which complies with Section
1008.1 in the same wall and within 10 feet (3048
mm) of the revolving door.
TABLE 1008.1.3.1
REVOLVING DOOR SPEEDS
INSIDE DIAMETER
(feet-inches)
POWER-DRIVEN-TYPE
SPEED CONTROL
(rpm)
IWANUAL-TYPE
SPEED CONTROL
(rpm)
6-6
11
12
7-0
10
11
7-6
9
11
8-0
9
10
8-6
8
9
9-0
8
9
9-6
7
8
10-0
7
8
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
1008.1.3.1.1 Egress component. A revolving door
used as a component of a means of egress shall com-
ply with Section 1008.1.3.1 and the following three
conditions:
1. Revolving doors shall not be given credit for
more than 50 percent of the required egress ca-
pacity.
2. Each revolving door shall be credited with no
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 (578 N) is applied within 3 inches (76
mm) of the outer edge of a wing.
1008.1.3.1.2 Other than egress component. A re-
volving door used as other than a component of a
means of egress shall comply with Section
1008.1.3.1. The collapsing force of a revolving door
not used as a component of a means of egress shall not
be more than 180 pounds (801 N).
tion: A collapsing force in excess of 180
pounds (801 N) is permitted if the collapsing force
is reduced to not more than 130 pounds (578 N)
when at least one of the following conditions is sat-
isfied:
1 . There is a power failure or power is removed
to the device holding the door wings in posi-
tion.
2. There is an actuation of the automatic sprin-
kler system where such system is provided.
3. There is an actuation of a smoke detection
system which is installed in accordance with
Section 907 to provide coverage in areas
within the building which are within 75 feet
(22 860 mm) of the revolving doors.
4. There is an actuation of a manual control
switch, in an approved location and clearly
defined, which reduces the holding force to
below the 130-pound (578 N) force level.
)8.1.3.2 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 Section 1008.1.2, except
that the force to set the door in motion shall not exceed 50
pounds (220 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.
Full-power-operated doors shall comply with BHMA
A 156. 10. Power-assisted and low-energy doors shall
comply with BHMA A 156. 19.
Exceptions:
1. Occupancies in Group 1-3.
2. Horizontal sliding doors complying with Sec-
tion 1008.1.3.3.
3. For a biparting door in the emergency breakout
mode, a door leaf located within a multiple-leaf
opening shall be exempt from the minimum
32-inch (813 mm) single-leaf requirement of
Section 1008.1.1, provided a minimum 32-inch
(813 mm) clear opening is provided when the
200
2003 8NTERNATI0NAL BUILDING CODE®
lEANS OF EGRESS
•
two biparting leaves meeting in the center are
broken out.
100§.13o3 Horizontal sliding doors. In other than
Group H occupancies, horizontal sUding doors permitted
to be a component of a means of egress in accordance
with Exception 5 to Section 1008.1.2 shall comply with
all of the following criteria:
1 . The doors shall be power operated and shall be ca-
pable of being operated manually in the event of
power failure.
2. The doors shall be openable by a simple method
from both sides without special knowledge or ef-
fort.
3. The force required to operate the door shall not ex-
ceed 30 pounds (133 N) to set the door in motion
and 15 pounds (67 N) to close the door or open it to
the minimum required width.
4. The door shall be openable with a force not to ex-
ceed 15 pounds (67 N) when a force of 250 pounds
( 1 100 N) is apphed perpendicular to the door adja-
cent to the operating device.
5. The door assembly shall comply with the applica-
ble fire protection rating and, where rated, shall be
self-closing or automatic-closing by smoke detec-
tion, shall be installed in accordance with NFPA 80
and shall comply with Section 715.
6. The door assembly shall have an integrated
standby power supply.
7. The door assembly power supply shall be electri-
cally supervised.
8. The door shall open to the minimum required
width within 10 seconds after activation of the op-
erating device.
I®08.13o4 Acces§=comtrolIed egress doors. The en-
trance doors in a means of egress in buildings with an oc-
cupancy in Group A, B, E, M, R-1 or R-2 and entrance
doors to tenant spaces in occupancies in Groups A, B, E,
M, R-1 and R-2 are permitted to be equipped with an ap-
proved entrance and egress access control system which
shall be installed in accordance with all of the following
criteria:
1 . A sensor shall be provided on the egress side ar-
ranged 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 sys-
tem which locks the doors shall automatically un-
lock the doors.
3. The doors shall be arranged to unlock from a man-
ual unlocking device located 40 inches to 48 inches
(1016 mm to 1219 mm) vertically above the floor
and within 5 feet (1524 mm) of the secured doors.
Ready access shall be provided to the manual un-
locking device and the device shall be clearly iden-
tified by a sign that reads "PUSH TO EXIT." 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 alarm system, if pro-
vided, shall automatically unlock the doors, and
the doors shall remain unlocked until the fire alarm
system has been reset.
5. Activation of the building automatic sprinkler or
fire detection system, if provided, shall automati-
cally unlock the doors. The doors shall remain un-
locked until the fire alarm system has been reset.
6. Entrance doors in buildings with an occupancy in
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.
10®§J.3.5 Security grilles. In Groups B, F, M and S,
horizontal sliding or vertical security grilles are permit-
ted at the main exit and 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. Where two or
more means of egress are required, not more than
one-half of the exits or exit access doorways shall be
equipped with horizontal sliding or vertical security
grilles.
1008.1.4 Floor elevation. There shall be a floor or landing
on each side of a door. Such floor or landing shall be at the
same elevation on each side of the door. Landings shall be
level except for exterior landings, which are permitted to
have a slope not to exceed 0.25 unit vertical in 12 units hori-
zontal (2-percent slope).
Exceptions?
1 . Doors serving individual dwelling units in Groups
R-2 and R-3 as applicable in Secfion 101.2 where
the following apply:
1 . 1 . A door is permitted to open at the top step
of an interior flight of stairs, provided the
door does not swing over the top step.
1 .2. Screen doors and storm doors are permit-
ted to swing over stairs or landings.
2. Exterior doors as provided for in Section 1003.5,
Exception 1, and Section 1017.2, which are not on
an accessible route.
3. In Group R-3 occupancies, the landing at an exte-
rior doorway shall not be more than VI ^ inches
(197 mm) below the top of the threshold, provided
the door, other than an exterior storm or screen
door, does not swing over the landing.
4. Variations in elevation due to differences in finish
materials, but not more than 0.5 inch (12.7 mm).
5. Exterior decks, patios or balconies that are part of
Type B dwelling units and have impervious sur-
faces, and that are not more than 4 inches (102
201
MEANS OF EGRESS
mm) below the finished floor level of the adjacent
interior space of the dwelling unit.
1008.1=5 Landings at doors. Landings shall have a width
not less than the width of the stairway or the door, whichever
is the greater. Doors in the fully open position shall not re-
duce a required dimension by more than 7 inches (178 mm).
When a landing serves an occupant load of 50 or more,
doors in any position shall not reduce the landing to less than
one-half its required width. Landings shall have a length
measured in the direction of travel of not less than 44 inches
(1118 mm).
Exception: Landing length in the direction of travel in
Group R-3 as apphcable in Section 101.2 and Group U
and within individual units of Group R-2 as applicable in
Section 101.2, need not exceed 36 inches (914 mm).
used only for security purposes and not used for normal
operation are permitted at any height.
$.1.6 Thresholds. Thresholds at doorways shall not ex-
ceed 0.75 inch (19.1 mm) in height for sliding doors serving
dwelling units or 0.5 inch (12.7 mm) for other doors. Raised
thresholds and floor level changes greater than 0.25 inch
(6.4 mm) at doorways shall be beveled with a slope not
greater than one unit vertical in two units horizontal (50-per-
cent slope).
Exception: The threshold height shall be hmited to 7 %
inches (197 mm) where the occupancy is Group R-2 or
R-3 as applicable in Section 101.2, the door is an exterior
door that is not a component of the required means of
egress and the doorway is not on an accessible route.
1008.1.7 Door arrangement. Space between two doors in
series shall be 48 inches (1219 mm) minimum plus the
width of a door swinging into the space. Doors in series shall
swing either in the same direction or away from the space
between doors.
Exceptions:
1 . The minimum distance between horizontal sliding
power-operated doors in a series shall be 48 inches
(1219 mm).
2. Storm and screen doors serving individual dwell-
ing units in Groups R-2 and R-3 as applicable in
Section 101.2 need not be spaced 48 inches (1219
mm) from the other door.
3. Doors within individual dwelling units in Groups
R-2 and R-3 as applicable in Section 101.2 other
than within Type A dwelling units.
1008.1.8 Door operations. Except as specifically permitted
by this section egress doors shall be readily openable from
the egress side without the use of a key or special knowledge
or effort.
1008.1.8.1 Hardware. Door handles, pulls, latches,
locks and other operating devices on doors required to be
accessible by Chapter 1 1 shall not require tight grasping,
tight pinching or twisting of the wrist to operate.
1008.1.8.2 Hardware height. Door handles, pulls,
latches, locks and other operating devices shall be in-
stalled 34 inches (864 mm) minimum and 48 inches
(1219 mm) maximum above the finished floor. Locks
LI08.3 Locks and latches. Locks and latches shall
be permitted to prevent operation of doors where any of
the following exists:
1 . Places of detention or restraint.
2. In buildings in occupancy Group A having an oc-
cupant load of 300 or less. Groups B, F, M and S,
and in churches, the main exterior door or doors are
permitted to be equipped with key-operated lock-
ing devices from the egress side provided:
2.1. The locking device is readily distinguishable
as locked,
2.2. A readily visible durable sign is posted on the
egress side on or adjacent to the door stating:
THIS DOOR TO REMAIN UNLOCKED
WHEN BUILDING IS OCCUPIED. The sign
shall be in letters 1 inch (25 mm) high on a
contrasting background,
2.3. The use of the key-operated locking device is
revokable by the building official for due
cause.
3. Where egress doors are used in pairs, approved au-
tomatic flush bolts shall be permitted to be used,
provided that the door leaf having the automatic
flush bolts has no doorknob or surface-mounted
hardware.
4. Doors from individual dwelling or sleeping units I
of Group R occupancies having an occupant load 1
of 10 or less are permitted to be equipped with a
night latch, dead bolt or security chain, provided
such devices are openable from the inside without
the use of a key or tool.
1008.1.8.4 Bolt locks. Manually operated flush bolts or
surface bolts are not permitted.
Exceptions:
1 . On doors not required for egress in individual i
dwelling units or sleeping units. |
2. Where a pair of doors serves a storage or equip-
ment room, manually operated edge- or sur-
face-mounted bolts are permitted on the
inactive leaf.
1008.1.8.5 Unlatching. The unlatching of any leaf shall
not require more than one operation.
Exception: More than one operation is permitted for
unlatching doors in the following locations:
1 . Places of detention or restraint.
2. Where manually operated bolt locks are permit-
ted by Section 1008.1.8.4.
3. Doors with automatic flush bolts as permitted
by Section 1008.1.8.3, Exception 3.
4. Doors from individual dwelling units and
guestrooms of Group R occupancies as permit-
ted by Section 1008.1.8.3, Exception 4.
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2003 INTERNATIONAL BUILDING CODE®
lEABMS OF EGRESS
1008.108.6 Delayed egress locks. Approved, listed, de-
layed egress locks shall be permitted to be installed on
doors serving any occupancy except Group A, E and H
occupancies in buildings that are equipped throughout
with an automatic sprinkler system in accordance with
Section 903.3.1.1 or an approved automatic smoke or
heat detection system installed in accordance with Sec-
tion 907, provided that the doors unlock in accordance
with Items 1 through 6 below. A building occupant shall
not be required to pass through more than one door
equipped with a delayed egress lock before entering an
exit.
1 . The doors unlock upon actuation of the automatic
sprinkler system or automatic fire detection sys-
tem.
2. The doors unlock upon loss of power controlUng
the lock or lock mechanism.
3. The door locks shall have the capability of being
unlocked by a signal from the fire command center.
4. The initiation of an irreversible process which will
release the latch in not more than 15 seconds when
a force of not more than 15 pounds (67 N) is ap-
plied for 1 second to the release device. Initiation
of the irreversible process shall activate an audible
signal in the vicinity of the door. Once the door
lock has been released by the application of force
to the releasing device, relocking shall be by man-
ual means only.
Exceptnomis Where approved, a delay of not
more than 30 seconds is permitted.
5. A sign shall be provided on the door located above
and within 12 inches (305 mm) of the release de-
vice reading: PUSH UNTIL ALARM SOUNDS.
DOOR CAN BE OPENED IN 15 [30] SECONDS.
6. Emergency lighting shall be provided at the door.
1008.1.8.7 Stairway doors. Interior stairway means of
egress doors shall be openable from both sides without
the use of a key or special knowledge or effort.
1. Stairway discharge doors shall be openable
from the egress side and shall only be locked
from the opposite side.
2. This section shall not apply to doors arranged in
accordance with Section 403.12.
3. In stairways serving not more than four stories,
doors are permitted to be locked from the side
opposite the egress side, provided they are
openable from the egress side.
18.1.9 Panic amd ire exit hardware. Where panic and
fire exit hardware is installed, it shall comply with the fol-
lowing:
1 . The actuating portion of the releasing device shall ex-
tend at least one-half of the door leaf width.
2. A maximum unlatching force of 15 pounds (67 N).
Each door in a means of egress from an occupancy of
Group A or E having an occupant load of 100 or more and
any occupancy of Group H-1, H-2, H-3 or H-5 shall not be
provided with a latch or lock unless it is panic hardware or
fire exit hardware.
If balanced doors are used and panic hardware is re-
quired, the panic hardware shall be the push-pad type and
the pad shall not extend more than one-half the width of the
door measured from the latch side.
1008.2 Gates. Gates serving the means of egress system shall
comply with the requirements of this section. Gates used as a
component in a means of egress shall conform to the applicable
requirements for doors.
Exception: Horizontal sliding or swinging gates exceeding
the 4-foot (1219 mm) maximum leaf width limitation are
permitted in fences and walls surrounding a stadium.
1008.2,1 Stadiums. Panic hardware is not required on gates
surrounding stadiums where such gates are under constant
immediate supervision while the public is present, and fur-
ther provided that safe dispersal areas based on 3 square feet
(0.28 m^) per occupant are located between the fence and
enclosed space. Such required safe dispersal areas shall not
be located less than 50 feet (15 240 mm) from the enclosed
space. See Section 1017 for means of egress from safe dis-
persal areas. ^
3 inumstiles. Turnstiles or similar devices that restrict
travel to one direction shall not be placed so as to obstruct any
required means of egress.
Esceptloe: Each turnstile or similar device shall be credited
with no more than a 50-person capacity where all of the fol-
lowing provisions are met:
1 . Each device shall turn free in the direction of egress
travel when primary power is lost, and upon the man-
ual release by an employee in the area.
2. Such devices are not given credit for more than 50
percent of the required egress capacity.
3. Each device is not more than 39 inches (991 mm)
high.
4. Each device has at least 16.5 inches (419 mm) clear
width at and below a height of 39 inches (991 mm)
and at least 22 inches (559 mm) clear width at heights
above 39 inches (991 mm).
Where located as part of an accessible route, turnstiles
shall have at least 36 inches (914 mm) clear at and below
a height of 34 inches (864 mm), at least 32 inches (813
mm) clear width between 34 inches (864 mm) and 80
inches (2032 mm) and shall consist of a mechanism other
than a revolving device.
1008.3.1 High terestile. Turnstiles more than 39 inches
(991 mm) high shall meet the requirements for revolving
doors.
1008.3.2 Addltloeal door. Where serving an occupant load
greater than 300, each turnstile that is not portable shall have
a side-hinged swinging door which conforms to Section
1008.1 within 50 feet (15 240 mm).
2003 SNTERMATIONAL BUILDIMG CODE®
203
MEANS OF EGRESS
SECTION 1009
STAIRWAYS AND HANDRAILS
1009.1 Stairway width. The width of stairways shall be deter-
mined as specified in Section 1005.1, but such width shall not
be less than 44 inches (1118 mm). See Section 1007.3 for ac-
cessible means of egress stairways.
Exceptions:
1 . Stairways serving an occupant load of 50 or less shall
have a width of not less than 36 inches (914 mm).
2. Spiral stairways as provided for in Section 1009.9.
3. Aisle stairs complying with Section 1024.
4. Where a stairway lift is installed on stairways serving
occupancies in Group R-3, or within dwelling units in
occupancies in Group R-2, both as applicable in Sec-
tion 101.2, a clear passage width not less than 20
inches (508 mm) shall be provided. If the seat and
platform can be folded when not in use, the distance
shall be measured from the folded position.
1009.2 Headroom. Stairways shall have a minimum head-
room clearance of 80 inches (2032 mm) measured vertically
from a line connecting the edge of the nosings. Such headroom
shall be continuous above the stairway to the point where the
line intersects the landing below, one tread depth beyond the
bottom riser. The minimum clearance shall be maintained the
full width of the stairway and landing.
Exception: Spiral stairways complying with Section
1009.9 are permitted a 78-inch (1981 mm) headroom clear-
ance.
1009.3 Stair treads and risers. Stair riser heights shall be 7
inches (178 mm) maximum and 4 inches (102 mm) minimum.
Stair tread depths shall be 1 1 inches (279 nrni) minimum. The
riser height shall be measured vertically between the leading
edges of adjacent treads. The greatest riser height within any
flight of stairs shall not exceed the smallest by more than 0.375
inch (9.5 mm). The tread depth shall be measured horizontally
between the vertical planes of the foremost projection of adja-
cent treads and at right angle to the tread's leading edge. The
greatest tread depth within any flight of stairs shall not exceed
the smallest by more than 0.375 inch (9.5 mm). Winder treads
shall have a minimum tread depth of 1 1 inches (279 mm) mea-
sured at a right angle to the tread's leading edge at a point 12
inches (305 mm) from the side where the treads are narrower
and a minimum tread depth of 10 inches (254 mm). The great-
est winder tread depth at the 12-inch (305 mm) walk line within
any flight of stairs shall not exceed the smallest by more than
0.375 inch (9.5 mm).
Exceptions:
1. Circular stairways in accordance with Section
1009.7.
2. Winders in accordance with Section 1009.8.
3. Spiral stairways in accordance with Section 1009.9.
4. Aisle stairs in assembly seating areas where the stair
pitch or slope is set, for sightline reasons, by the slope
of the adjacent seating area in accordance with Sec-
tion 1024.11.2.
5. In occupancies in Group R-3, as applicable in Section
101.2, within dwelling units in occupancies in Group
R-2, as applicable in Section 101.2, and in occupan-
cies in Group U, which are accessory to an occupancy
in Group R-3, as applicable in Section 101.2, the max-
imum riser height shall be 7.75 inches (197 mm) and
the minimum tread depth shall be 10 inches (254
mm), the minimum winder tread depth at the walk line
shall be 10 inches (254 mm), and the minimum
winder tread depth shall be 6 inches (152 mm). A nos-
ing not less than 0.75 inch (19.1 mm) but not more
than 1.25 inches (32 mm) shall be provided on stair-
ways with solid risers where the tread depth is less
than 1 1 inches (279 mm).
6. See the International Existing Building Code for the
replacement of existing stairways.
^.3.1 Dimensional uniformity. Stair treads and risers
shall be of uniform size and shape. The tolerance between
the largest and smallest riser or between the largest and
smallest tread shall not exceed 0.375 inch (9.5 mm) in any
flight of stairs.
Exceptions:
1. Nonuniform riser dimensions of aisle stairs com-
plying with Section 1024.11.2.
2. Consistently shaped winders, complying with Sec-
tion 1009.8, differing from rectangular treads in
the same stairway flight.
Where the bottom or top riser adjoins a sloping public
way, walkway or driveway having an established grade and
serving as a landing, the bottom or top riser is permitted to
be reduced along the slope to less than 4 inches (102 mm) in
height with the variation in height of the bottom or top riser
not to exceed one unit vertical in 12 units horizontal (8-per-
cent slope) of stairway width. The nosings or leading edges
of treads at such nonuniform height risers shall have a dis-
tinctive marking stripe, different from any other nosing
marking provided on the stair flight. The distinctive mark-
ing stripe shall be visible in descent of the stair and shall
have a slip-resistant surface. Marking stripes shall have a
width of at least 1 inch (25 mm) but not more than 2 inches
(51 mm).
.3.2 Profile. The radius of curvature at the leading edge
of the tread shall be not greater than 0.5 inch (12.7 mm).
Beveling of nosings shall not exceed 0.5 inch (12.7 mm).
Risers shall be solid and vertical or sloped from the under-
side of the leading edge of the tread above at an angle not
more than 30 degrees (0.52 rad) from the vertical. The lead-
ing edge (nosings) of treads shall project not more than 1 .25
inches (32 mm) beyond the tread below and all projections
of the leading edges shall be of uniform size, including the
leading edge of the floor at the top of a flight.
Exceptions:
1 . Solid risers are not required for stairways that are
not required to comply with Section 1007.3, pro-
vided that the opening between treads does not per-
mit the passage of a sphere with a diameter of 4
inches (102 mm).
204
2003 INTERNATSONAL BUILDING COOE«
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2. Solid risers are not required for occupancies in
Group 1-3.
Stairway lamdnimgs. There shall be a floor or landing at
the top and bottom of each stairway. The width of landings shall
not be less than the width of stairways they serve. Every landing
shall have a minimum dimension measured in the direction of
travel equal to the width of the stairway. Such dimension need
not exceed 48 inches (1219 mm) where the stairway has a
straight run.
1. Aisle stairs complying with Section 1024.
2. Doors opening onto a landing shall not reduce the
landing to less than one-half the required width. When
fully open, the door shall not project more than 7
inches (178 mm) into a landing.
h§ Stanrway comsltrtLictloiii. All stairways shall be built of
materials consistent with the types permitted for the type of
construction of the building, except that wood handrails shall
be permitted for all types of construction.
hSA Stairway walking serffaceo The walking surface
of treads and landings of a stairway shall not be sloped
steeper than one unit vertical in 48 units horizontal (2-per-
cent slope) in any direction. Stairway treads and landings
shall have a solid surface. Finish floor surfaces shall be se-
curely attached.
Exception: In Group F, H and S occupancies, other than
areas of parking structures accessible to the pubUc, open-
ings in treads and landings shall not be prohibited pro-
vided a sphere with a diameter of 1 '/g inches (29 mm)
cannot pass through the opening.
1009.5.2 OiBtdoor condltloms. Outdoor stairways and out-
door approaches to stairways shall be designed so that water
will not accumulate on walking surfaces. In other than occu-
pancies in Group R-3, and occupancies in Group U that are
accessory to an occupancy in Group R-3, treads, platforms
and landings that are part of exterior stairways in climates
subject to snow or ice shall be protected to prevent the accu-
mulation of same.
^.6 Vertical rise. A flight of stairs shall not have a vertical
rise greater than 12 feet (3658 mm) between floor levels or
landings.
mt Aisle stairs complying with Section 1024.
^,7 Circanlar stairways. Circular stairways shall have a
minimum tread depth and a maximum riser height in accor-
dance with Section 1009.3 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). The mini-
mum tread depth at the narrow end shall not be less than 10
inches (254 mm).
lis For occupancies in Group R-3, and within indi-
vidual dwelling units in occupancies in Group R-2, both as
applicable in Section 101.2.
El .9 Spiral stairways. Spiral stairways are permitted to be
used as a component in the means of egress only within dwell-
ing units or from a space not more than 250 square feet (23 m^)
in area and serving not more than five occupants, or from gal-
leries, catwalks and gridirons in accordance with Section
1014.6.
A spiral stairway shall have a 7.5-inch (191 mm) minimum
clear tread depth at a point 1 2 inches (305 mm) from the narrow
edge. The risers shall be sufficient to provide a headroom of 78
inches (1981 mm) minimum, but riser height shall not be more
than 9.5 inches (241 mm). The minimum stairway width shall
be 26 inches (660 mm).
Oi Alternating tread devices. Alternating tread devices
are limited to an element of a means of egress in buildings of
Groups F, H and S from a mezzanine not more than 250 square
feet (23 m^) in area and which serves not more than five occu-
pants; in buildings of Group 1-3 from a guard tower, observa-
tion station or control room not more than 250 square feet (23
m^) in area and for access to unoccupied roofs.
^.8 Winders, Winders are not permitted in means of egress
stairways except within a dweUing unit.
Dol Haedrails of alteraatimg tread devices. Hand-
rails shall be provided on both sides of alternating tread de-
vices and shall conform to Secdon 1009.1 1.
1009.10,2 Treads of alternating tread devices. Alter-
nating tread devices shall have a minimum projected tread
of 5 inches (127 mm), a minimum tread depth of 8.5 inches
(216 mm), a minimum tread width of 7 inches (178 mm) and
a maximum riser height of 9.5 inches (241 mm). The initial
tread of the device shall begin at the same elevation as the
platform, landing or floor surface.
Exception." Alternating tread devices used as an element
of a means of egress in buildings from a mezzanine area
not more than 250 square feet (23 m^) in area which
serves not more than five occupants shall have a mini-
mum projected tread of 8.5 inches (216 mm) with a mini-
mum tread depth of 10.5 inches (267 mm). The rise to the
next alternating tread surface should not be more than 8
inches (203 mm).
.11 Handrails. Stairways shall have handrails on each
side. Handrails shall be adequate in strength and attachment in
accordance with Section 1607.7. Handrails for ramps, where
required by Section 1010.8, shall comply with this section.
Exceptions;
1. Aisle stairs complying with Section 1024 provided
with a center handrail need not have additional hand-
rails.
2. Stairways within dwelling units, spiral stairways and
aisle stairs serving seating only on one side are per-
mitted to have a handrail on one side only.
3. Decks, patios and walkways that have a single change
in elevation where the landing depth on each side of
the change of elevation is greater than what is required
for a landing do not require handrails.
4. In Group R-3 occupancies, a change in elevation con-
sisting of a single riser at an entrance or egress door
does not require handrails.
2003 INTERNATSOWAL BUJLDIIWG CODE®
MEANS OF EGRESS
5. Changes in room elevations of only one riser within
dwelling units and sleeping units in Group R-2 and
R-3 occupancies do not require handrails.
1009.11.1 Height. Handrail height, measured above stair
tread nosings, or finish surface of ramp slope, shall be uni-
form, not less than 34 inches (864 mm) and not more than 38
inches (965 mm).
1009.11.2 Intermediate handrails. Intermediate handrails
are required so that all portions of the stairway width re-
quired for egress capacity are within 30 inches (762 mm) of
a handrail. On monumental stairs, handrails shall be located
along the most direct path of egress travel.
1009.11.3 Handrail graspability. Handrails with a circular
cross section shall have an outside diameter of at least 1.25
inches (32 mm) and not greater than 2 inches (51 mm) or
shall provide equivalent graspability. If the handrail is not
circular, it shall have a perimeter dimension of at least 4
inches (102 mm) and not greater than 6.25 inches (160 mm)
with a maximum cross-section dimension of 2.25 inches (57
mm). Edges shall have a minimum radius of 0.01 inch (0.25
mm).
1009.11.4 Continuity. Handrail-gripping surfaces shall be
continuous, without interruption by newel posts or other ob-
structions.
Exceptions:
1 . Handrails within dwelling units are permitted to be
interrupted by a newel post at a stair landing.
2. Within a dwelling unit, the use of a volute, turnout
or starting easing is allowed on the lowest tread.
3. Handrail brackets or balusters attached to the bot-
tom surface of the handrail that do not project hori-
zontally beyond the sides of the handrail within 1 .5
inches (38 mm) of the bottom of the handrail shall
not be considered to be obstructions and provided
further that for each 0.5 inch (13 nmi) of additional
handrail perimeter dimension above 4 inches (102
mm), the vertical clearance dimension of 1.5
inches (38 mm) shall be permitted to be reduced by
0.125 inch (3 mm).
1009.11.5 Handrail extensions. Handrails shall return to a
wall, guard or the walking surface or shall be continuous to
the handrail of an adjacent stair flight. Where handrails are
not continuous between flights, the handrails shall extend
horizontally at least 1 2 inches (305 mm) beyond the top riser
and continue to slope for the depth of one tread beyond the
bottom riser.
Exceptions:
1. Handrails within a dwelling unit that is not re-
quired to be accessible need extend only from the
top riser to the bottom riser.
2. Aisle handrails in Group A occupancies in accor-
dance with Section 1024.13.
1009.11.6 Clearance. Clear space between a handrail and a
wall or other surface shall be a minimum of 1.5 inches (38
mm). A handrail and a wall or other surface adjacent to the
handrail shall be free of any sharp or abrasive elements.
L7 Stairway projections. Projections into the re-
quired width at each handrail shall not exceed 4.5 inches
(1 14 mm) at or below the handrail height. Projections into
the required width shall not be limited above the minimum
headroom height required in Section 1009.2.
1009.12 Stairway to roof. In buildings four or more stories in
height above grade, one stairway shall extend to the roof sur-
face, unless the roof has a slope steeper than four units vertical
in 12 units horizontal (33-percent slope). In buildings without
an occupied roof, access to the roof from the top story shall be
permitted to be by an alternating tread device.
1009.12.1 Moof access. Where a stairway is provided to a
roof, access to the roof shall be provided through a pent-
house complying with Section 1509.2.
Exception: In buildings without an occupied roof, ac-
cess to the roof shall be permitted to be a roof hatch or
trap door not less than 16 square feet (1.5 m^) in area and
having a minimum dimension of 2 feet (610 mm).
SECTION 1010
RAMPS
1010.1 Scope. The provisions of this section shall apply to
ramps used as a component of a means of egress.
Exceptions:
1 . Other than ramps that are part of the accessible routes
providing access in accordance with Sections
1 108.2.2 through 1 108.2.4. 1 , ramped aisles within as-
sembly rooms or spaces shall conform with the provi-
sions in Section 1024.1 1.
2. Curb ramps shall comply with ICC Al 17.1.
3. Vehicle ramps in parking garages for pedestrian exit
access shall not be required to comply with Sections
1010.3 through 1010.9 when they are not an accessi-
ble route serving accessible parking spaces, other re-
quired accessible elements or part of an accessible
means of egress.
1010.2 Slope. Ramps used as part of a means of egress shall
have a running slope not steeper than one unit vertical in 12
units horizontal (8-percent slope). The slope of other ramps
shall not be steeper than one unit vertical in eight units horizon-
tal (1 2. 5 -percent slope).
Exception: Aisle ramp slope in occupancies of Group A
shall comply with Section 1024.11.
1010.3 Cross slope. The slope measured perpendicular to the
direction of travel of a ramp shall not be steeper than one unit
vertical in 48 units horizontal (2-percent slope).
1010.4 Vertical rise. The rise for any ramp run shall be 30
inches (762 mm) maximum.
1010.5 Minimum dimensions. The minimum dimensions of
means of egress ramps shall comply with Sections 1010.5.1
through 1010.5.3.
1010.5.1 Width. The minimum width of a means of egress
ramp shall not be less than that required for corridors by
Section 1016.2. The clear width of a ramp and the clear
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2003 INTERNATIONAL BUILDING CODE®
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•
width between handrails, if provided, shall be 36 inches
(914 mm) minimum.
jm. The minimum headroom in all parts
of the means of egress ramp shall not be less than 80 inches
(2032 mm).
IS. Means of egress ramps shall not re-
duce in width in the direction of egress travel. Projections
into the required ramp and landing width are prohibited.
Doors opening onto a landing shall not reduce the clear
width to less than 42 inches (1067 mm).
11)10,6 LamdingSo Ramps shall have landings at the bottom and
top of each ramp, points of turning, entrance, exits and at doors.
Landings shall comply with Sections 1010.6.1 through
1010.6.5.
.6.1 Slope. Landings shall have a slope not steeper than
one unit vertical in 48 units horizontal (2-percent slope) in
any direction. Changes in level are not permitted.
n. The landing shall be at least as wide as the
widest ramp run adjoining the landing.
li.6,3 Leegth. The landing length shall be 60 inches
(1525 mm) minimum.
us Landings in nonaccessible Group R-2 and
R-3 individual dwelling units, as applicable in Section
101 .2, are permitted to be 36 inches (914 mm) minimum.
_ : m dnrectnom. Where changes in direction
of travel occur at landings provided between ramp runs, the
landing shall be 60 inches by 60 inches (1524 mm by 1524
mm) minimum.
m Landings in nonaccessible Group R-2 and
R-3 individual dwelling units, as applicable in Section
101.2, are permitted to be 36 inches by 36 inches (914
mm by 914 mm) minimum.
7S. Where doorways are located adjacent
to a ramp landing, maneuvering clearances required by ICC
A 1 17.1 are permitted to overlap the required landing area.
D. All ramps shall be built of materi-
als consistent with the types permitted for the type of construc-
tion of the building; except that wood handrails shall be
permitted for all types of construction. Ramps used as an exit
shall conform to the applicable requirements of Sections
1019.1 and 1019.1.1 through 1019.1.3 for vertical exit enclo-
sures.
.7.1 Mamp serfface. The surface of ramps shall be of
slip-resistant materials that are securely attached.
L7,2 OeMoor conditioes. Outdoor ramps and outdoor
approaches to ramps shall be designed so that water will not
accumulate on walking surfaces. In other than occupancies
in Group R-3, and occupancies in Group U that are acces-
sory to an occupancy in Group R-3, surfaces and landings
which are part of exterior ramps in climates subject to snow
or ice shall be designed to minimize the accumulation of
same.
Ramps with a rise greater than 6 inches
(152 mm) shall have handrails on both sides complying with
Section 1009.11.
Edge protecttnomi. Edge protection complying with Sec-
tion 1010.9.1 or 1010.9.2 shall be provided on each side of
ramp runs and at each side of ramp landings.
1 . Edge protection is not required on ramps not required
to have handrails, provided they have flared sides that
comply with the ICC Al 17.1 curb ramp provisions.
2. Edge protection is not required on the sides of ramp
landings serving an adjoining ramp run or stairway.
3. Edge protection is not required on the sides of ramp
landings having a vertical dropoff of not more than
0.5 inch (13 mm) within 10 inches (254 mm) horizon-
tally of the required landing area.
I(lll0o9ol Mailmgs. A rail shall be mounted below the hand-
rail 17 inches to 19 inches (432 mm to 483 mm) above the
ramp or landing surface.
r. A curb or barrier shall be pro-
vided that prevents the passage of a 4-inch-diameter (102
mm) sphere, where any portion of the sphere is within 4
inches (102 mm) of the floor or ground surface.
Is. Guards shall be provided where required by
Section 1012 and shall be constructed in accordance with Sec-
tion 1012.
EXIT SIGNS
reqeired. Exits and exit access doors shall be
marked by an approved exit sign readily visible from any direc-
tion of egress travel. Access to exits shall be marked by readily
visible exit signs in cases where the exit or the path of egress
travel is not immediately visible to the occupants. Exit sign
placement shall be such that no point in an exit access corridor
is more than 100 feet (30 480 mm) or the hsted viewing dis-
tance for the sign, whichever is less, from the nearest visible
exit sign.
1 . Exit signs are not required in rooms or areas which re-
quire only one exit or exit access.
2. Main exterior exit doors or gates which obviously and
clearly are identifiable as exits need not have exit
signs where approved by the building official.
3. Exit signs are not required in occupancies in Group U
and individual sleeping units or dwelhng units in
Group R-1, R-2 or R-3.
4. Exit signs are not required in sleeping areas in occu-
pancies in Group 1-3.
5. In occupancies in Groups A-4 and A-5, exit signs are
not required on the seating side of vomitories or open-
ings into seating areas where exit signs are provided in
the concourse that are readily apparent from the vomi-
tories. Egress lighting is provided to identify each
2003 ONTERNATJONAL BUILDSNG CODE®
207
MEANS OF EGRESS
vomitory or opening within the seating area in an
emergency.
1011.2 Illumination. Exit signs shall be internally or exter-
nally illuminated.
Exceptioni Tactile signs required by Section 1011.3 need
not be provided with illumination.
1011.3 Tactile exit signs. A tactile sign stating EXIT and com-
plying with ICC A117.1 shall be provided adjacent to each
door to an egress stairway, an exit passageway and the exit dis-
charge.
1011.4 Internally illuminated exit signs. Internally illumi-
nated exit signs shall be listed and labeled and shall be installed
in accordance with the manufacturer's instructions and Section
2702. Exit signs shall be illuminated at all times.
1011.5 Externally illuminated exit signs. Externally illumi-
nated exit signs shall comply with Sections 1011.5.1 through
1011.5.3.
1011.5.1 Graphics. Every exit sign and directional exit sign
shall have plainly legible letters not less than 6 inches (152
mm) high with the principal strokes of the letters not less
than 0.75 inch (19.1 vnm) wide. The word "EXIT" shall have
letters having a width not less than 2 inches (5 1 mm) wide
except the letter "I," and the minimum spacing between let-
ters shall not be less than 0.375 inch (9.5 mm). Signs larger
than the minimum established in this section shall have let-
ter widths, strokes and spacing in proportion to their height.
The word '"^XIT" shall be in high contrast with the back-
ground and shall be clearly discernible when the exit sign il-
lumination means is or is not energized. If an arrow is
provided as part of the exit sign, the construction shall be
such that the arrow direction cannot be readily changed.
1011.5.2 Exit sign illumination. The face of an exit sign il-
luminated from an external source shall have an intensity of
not less than 5 foot-candles (54 lux).
1011.5.3 Power source. Exit signs shall be illuminated at
all times. To ensure continued illumination for a duration of
not less than 90 minutes in case of primary power loss, the
sign illumination means shall be connected to an emergency
power system provided from storage batteries, unit equip-
ment or an on-site generator. The installation of the emer-
gency power system shall be in accordance with Section
2702.
Exception: Approved exit sign illumination means that
provide continuous illumination independent of external
power sources for a duration of not less than 90 minutes,
in case of primary power loss, are not required to be con-
nected to an emergency electrical system.
SECTION 1012
GUARDS
1012.1 Where required. Guards shall be located along
open-sided walking surfaces, mezzanines, industrial equip-
ment platforms, stairways, ramps and landings which are lo-
cated more than 30 inches (762 mm) above the floor or grade
below. Guards shall be adequate in strength and attachment in
accordance with Section 1607.7. Guards shall also be located
along glazed sides of stairways, ramps and landings that are lo-
cated more than 30 inches (762 mm) above the floor or grade
below where the glazing provided does not meet the strength
and attachment requirements in Section 1607.7.
Exception: Guards are not required for the following loca-
tions:
1. On the loading side of loading docks or piers.
2. On the audience side of stages and raised platforms,
including steps leading up to the stage and raised plat-
forms.
3. On raised stage and platform floor areas such as run-
ways, ramps and side stages used for entertainment or
presentations.
4. At vertical openings in the performance area of stages
and platforms.
5. At elevated walking surfaces appurtenant to stages
and platforms for access to and utilization of special
lighting or equipment.
6. Along vehicle service pits not accessible to the public.
7. In assembly seating where guards in accordance with
Section 1024.14 are permitted and provided.
1012.2 Height. Guards shall form a protective barrier not less
than 42 inches (1067 mm) high, measured vertically above the
leading edge of the tread, adjacent walking surface or adjacent
seatboard.
Exceptions:
1. For occupancies in Group R-3, and within individual
dwelling units in occupancies in Group R-2, both as
apphcable in Section 101.2, guards whose top rail
also serves as a handrail shall have a height not less
than 34 inches (864 mm) and not more than 38 inches
(965 mm) measured vertically from the leading edge
of the stair tread nosing.
2. The height in assembly seating areas shall be in accor-
dance with Section 1024.14.
1012.3 Opening limitations. Open guards shall have balusters
or ornamental patterns such that a 4-inch-diameter (102 mm)
sphere cannot pass through any opening up to a height of 34
inches (864 mm). From a height of 34 inches (864 mm) to 42
inches (1067 mm) above the adjacent walking surfaces, a
sphere 8 inches (203 mm) in diameter shall not pass.
Exceptions:
1 . 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 of 6 inches (152
mm) in diameter cannot pass through the opening.
2. At elevated walking surfaces for access to and use of
electrical, mechanical or plumbing systems or equip-
ment, guards shall have balusters or be of solid materi-
als such that a sphere with a diameter of 21 inches
(533 mm) cannot pass through any opening.
3. In areas which are not open to the public within occu-
pancies in Group 1-3, F, H or S, balusters, horizontal
intermediate rails or other construction shall not per-
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2003 INTERNATIONAL BUILDING CODE®
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m
4
c^
•
mit a sphere with a diameter of 21 inches (533 mm) to
pass through any opening.
4. In assembly seating areas, guards at the end of aisles
where they terminate at a fascia of boxes, balconies
and galleries shall have balusters or ornamental pat-
terns such that a 4-inch-diameter (102 mm) sphere
cannot pass through any opening up to a height of 26
inches (660 mm). From a height of 26 inches (660
mm) to 42 inches (1067 mm) above the adjacent walk-
ing surfaces, a sphere 8 inches (203 mm) in diameter
shall not pass.
1012.4 Screen porches. Porches and decks which are enclosed
with insect screening shall be provided with guards where the
walking surface is located more than 30 inches (762 mm) above
the floor or grade below.
Guards shall be provided
where appliances, equipment, fans or other components that re-
quire service are located within 10 feet (3048 mm) of a roof
edge or open side of a walking surface and such edge or open
side is located more than 30 inches (762 mm) above the floor,
roof or grade below. The guard shall be constructed so as to pre-
vent the passage of a 21 -inch-diameter (533 mm) sphere.
The exit access arrangement shall comply
with Sections 1013 through 1016 and the applicable provisions
of Sections 1003 through 1012.
1013.2 Egress Hhroegh ietervemimg spaces. Egress from a
room or space shall not pass through adjoining or intervening
rooms or areas, except where such adjoining rooms or areas
are accessory to the area served; are not a high-hazard occu-
pancy and provide a discernible path of egress travel to an exit.
Egress shall not pass through kitchens, storage rooms, closets
or spaces used for similar purposes. An exit access shall not
pass through a room that can be locked to prevent egress.
Means of egress from dwelling units or sleeping areas shall
not lead through other sleeping areas, toilet rooms or bath-
rooms.
1 . Means of egress are not prohibited through a kitchen
area serving adjoining rooms constituting part of the
same dwelling unit or sleeping unit.
2. Means of egress are not prohibited through adjoining
or intervening rooms or spaces in a Group H occu-
pancy when the adjoining or intervening rooms or
spaces are the same or a lesser hazard occupancy
group.
1013.2.1 Multiple temants. Where more than one tenant oc-
cupies any one floor of a building or structure, each tenant
space, dwelling unit and sleeping unit shall be provided with
access to the required exits without passing through adja-
cent tenant spaces, dwelhng units and sleeping units.
1013.2.2 Group 1=2. Habitable rooms or suites in Group 1-2
occupancies shall have an exit access door leading directly
to an exit access corridor.
Exceptions s
1 . Rooms with exit doors opening directly to the out-
side at ground level.
2. Patient sleeping rooms are permitted to have one
intervening room if the intervening room is not
used as an exit access for more than eight patient
beds.
3. Special nursing suites are permitted to have one in-
tervening room where the arrangement allows for
direct and constant visual supervision by nursing
personnel.
4. For rooms other than patient sleeping rooms,
suites of rooms are permitted to have one interven-
ing room if the travel distance within the suite to
the exit access door is not greater than 100 feet (30
480 mm) and are permitted to have two intervening
rooms where the travel distance within the suite to
the exit access door is not greater than 50 feet (15
240 mm).
Suites of sleeping rooms shall not exceed 5,000 square
feet (465 m^). Suites of rooms, other than patient sleeping
rooms, shall not exceed 10,000 square feet (929 m^). Any
patient sleeping room, or any suite that includes patient
sleeping rooms, of more than 1 ,000 square feet (93 m^) shall
have at least two exit access doors remotely located from
each other. Any room or suite of rooms, other than patient
sleeping rooms, of more than 2,500 square feet (232 m^)
shall have at least two access doors remotely located from
each other. The travel distance between any point in a Group
1-2 occupancy and an exit access door in the room shall not
exceed 50 feet (15 240 mm). The travel distance between
any point in a suite of sleeping rooms and an exit access door
of that suite shall not exceed 100 feet (30 480 mm).
1, In occupancies other
than Groups H-1, H-2 and H-3, the common path of egress
travel shall not exceed 75 feet (22 860 mm). In occupancies in
Groups H-1, H-2, and H-3, the common path of egress travel
shall not exceed 25 feet (7620 mm).
mss
1 . The length of a common path of egress travel in an oc-
cupancy in Groups B, F and S shall not be more than
100 feet (30 480 mm), provided that the building is
equipped throughout with an automatic sprinkler sys-
tem installed in accordance with Section 903.3.1.1.
2. Where a tenant space in an occupancy in Groups B, S
and U has an occupant load of not more than 30, the
length of a common path of egress travel shall not be
more than 100 feet (30 480 mm).
3 . The length of a common path of egress travel in occu-
pancies in Group 1-3 shall not be more than 100 feet
(30 480 mm).
,4 Aisles. Aisles serving as a portion of the exit access in
the means of egress system shall comply with the requirements
of this section. Aisles shall be provided from all occupied por-
tions of the exit access which contain seats, tables, furnishings,
displays and similar fixtures or equipment. Aisles serving as-
sembly areas, other than seating at tables, shall comply with
2003 iWTERNATJOiSSAL BUDLDiNG CODE®
MEANS OF EGRESS
Section 1024. Aisles serving reviewing stands, grandstands
and bleachers shall also comply with Section 1024.
The required width of aisles shall be unobstructed.
Exception: Doors, when fully opened, and handrails shall
not reduce the required width by more than 7 inches (178
mm). Doors in any position shall not reduce the required
width by more than one-half. Other nonstructural projec-
tions such as trim and similar decorative features are permit-
ted to project into the required width 1.5 inches (38 mm)
from each side.
1013.4.1 Groups B and M. In Group B and M occupancies,
the minimum clear aisle width shall be determined by Sec-
tion 1005.1 for the occupant load served, but shall not be
less than 36 inches (914 mm).
Exception: Nonpublic aisles serving less than 50 peo-
ple, and not required to be accessible by Chapter 1 1 need
not exceed 28 inches (711 mm) in width.
1013.4.2 Seating at tables. Where seating is located at a ta-
ble 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 and parallel to 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 aisle or aisle access ways, the clear width
shall be measured to walls, edges of seating and tread edges,
except that handrail projections are permitted.
Exception: Where tables or counters are served by fixed
seats, the width of the aisle accessway shall be measured
from the back of the seat.
1013.4.2.1 Aisle accessway for tables and seating.
Aisle accessways serving arrangements of seating at ta-
bles or counters shall have sufficient clear width to con-
form to the capacity requirements of Section 1005.1 but
shall not have less than the appropriate minimum clear
width specified in Section 1013.4.1.
1013.4.2.2 Table and seating accessway width. Aisle
accessways shall provide a minimum of 12 inches (305
mm) of width plus 0.5 inch (12.7 mm) of width for each
additional 1 foot (305 mm), or fraction thereof, beyond
12 feet (3658 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 6 feet (1829 mm) and used by a
total of not more than four persons.
1013.4.2.3 Table and seating aisle accessway length.
The length of travel along the aisle accessway 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
egress travel to separate exits.
1013.5 Egress balconies. Balconies used for egress purposes
shall conform to the same requirements as corridors for width,
headroom, dead ends and projections. Exterior balconies shall
be designed to minimize accumulation of snow or ice that im-
pedes the means of egress.
tton: Exterior balconies and concourses in outdoor
stadiums shall be exempt from the design requirement to
protect against the accumulation of snow or ice.
1013.5.1 Wall separation. Exterior egress balconies shall
be separated from the interior of the building by walls and
opening protectives as required for corridors.
Exception: Separation is not required where the exterior
egress balcony is served by at least two stairs and a
dead-end travel condition does not require travel past an
unprotected opening to reach a stair.
1013.5.2 Openness. The long side of an egress balcony
shall be at least 50 percent open, and the open area above the
guards shall be so distributed as to minimize the accumula-
tion of smoke or toxic gases.
SECTION 1014
EXIT AND EXIT ACCESS DOORWAYS
1014.1 Exit or exit access doorways required. Two exits or
exit access doorways from any space shall be provided where
one of the following conditions exists:
1. The occupant load of the space exceeds the values in Ta-
ble 1014.1.
2. The common path of egress travel exceeds the limitations
of Section 1013.3.
3. WhererequiredbySections 1014.3, 1014.4 and 1014.5.
Exception: Group 1-2 occupancies shall comply with Sec-
tion 1013.2.2.
TABLE 1014.1
SPACES WITH ONE EWEANS OF EGRESS
OCCUPANCY
MAXIMUM OCCUPANT LOAD
A, B, E, F, M, U
50
H-1, H-2, H-3
3
H-4, H-5, 1-l, 1-3, 1-4, R
10
S
30
1.1.1 Tlliree or more exits. Access to three or more exits
shall be provided from a floor area where required by Sec-
tion 1018.1.
1014.2 Exit or exit access doorway arrangement. Required
exits shall be located in a manner that makes their availability
obvious. Exits shall be unobstructed at all times. Exit and exit
access doorways shall be arranged in accordance with Sections
1014.2.1 and 1014.2.2.
1014.2.1 Two exits or exit access doorways. Where two
exits or exit access doorways are required from any portion
of the exit access, the exit doors or exit access doorways
shall be placed a distance apart equal to not less than
one-half of the length of the maximum overall diagonal di-
mension of the building or area to be served measured in a
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2003 INTERNATIONAL BUILDING CODE®
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m
Straight line between exit doors or exit access doorways. In-
terlocking or scissor stairs shall be counted as one exit stair-
way.
1 . Where exit enclosures are provided as a portion
of the required exit and are interconnected by a
1-hour fire-resistance-rated corridor conform-
ing to the requirements of Section 1016, the re-
quired exit separation shall be measured along
the shortest direct line of travel within the corri-
dor.
2. Where a building is equipped throughout with an
automatic sprinkler system in accordance with
Section 903.3.1.1 or 903.3.1.2, the separation dis-
tance of the exit doors or exit access doorways
shall not be less than one-third of the length of the
maximum overall diagonal dimension of the area
served.
.2.2 Three or more exnlts or exit access doorways.
Where access to three or more exits is required, at least two
exit doors or exit access doorways shall be placed a distance
apart equal to not less than one-half of the length of the max-
imum overall diagonal dimension of the area served mea-
sured in a straight line between such exit doors or exit access
doorways. Additional exits or exit access doorways shall be
arranged a reasonable distance apart so that if one becomes
blocked, the others will be available.
nt Where a building is equipped throughout
with an automatic sprinkler system in accordance with
Section 903.3. 1 . 1 or 903.3. 1 .2, the separation distance
of at least two of the exit doors or exit access doorways
shall not be less than one-third of the length of the
maximum overall diagonal dimension of the area
served.
Two exit ac-
cess doorways are required in boiler, incinerator and furnace
rooms where the area is over 500 square feet (46 m^) and any
fuel-fired equipment exceeds 400,000 British thermal units
(Btu) (422 000 KJ) input capacity. Where two exit access door-
ways are required, one is permitted to be a fixed ladder or an al-
ternating tread device. Exit access doorways shall be separated
by a horizontal distance equal to one-half the maximum hori-
zontal dimension of the room.
1014.4 Refrigeratloe machimery rooms. Machinery rooms
larger than 1 ,000 square feet (93 m^) shall have not less than
two exits or exit access doors. Where two exit access doorways
are required, one such doorway is permitted to be served by a
fixed ladder or an alternating tread device. Exit access door-
ways shall be separated by a horizontal distance equal to
one-half the maximum horizontal dimension of room.
All portions of machinery rooms shall be within 1 50 feet (45
720 mm) of an exit or exit access doorway. An increase in travel
distance is permitted in accordance with Section 1015.1.
Doors shall swing in the direction of egress travel, regardless
of the occupant load served. Doors shall be tight fitting and
self-closing.
1. 5 Refrlgeratedl rooms or spaces. Rooms or spaces hav-
ing a floor area of 1,000 square feet (93 m^) or more, containing
a refrigerant evaporator and maintained at a temperature below
68°F (20°C), shall have access to not less than two exits or exit
access doors.
Travel distance shall be determined as specified in Section
1015.1, but all portions of a refrigerated room or space shall be
within 150 feet (45 720 mm) of an exit or exit access door
where such rooms are not protected by an approved automatic
sprinkler system. Egress is allowed through adjoining refriger-
ated rooms or spaces.
Exception; Where using refrigerants in quantities limited
to the amounts based on the volume set forth in the Interna-
tional Mechanical Code.
1D14.6 Stage means of egress. Where two means of egress are
required, based on the stage size or occupant load, one means
of egress shall be provided on each side of the stage.
The means of egress from hghting and access catwalks, gal-
leries and gridirons shall meet the requirements for occu-
pancies in Group F-2.
O
1 . A minimum width of 22 inches (559 mm) is per-
mitted for lighting and access catwalks.
2. Spiral stairs are permitted in the means of egress.
3. Stairways required by this subsection need not be
enclosed.
4. Stairways with a minimum width of 22 inches (559
mm), ladders, or spiral stairs are permitted in the
means of egress.
5 . A second means of egress is not required from these
areas where a means of escape to a floor or to a roof
is provided. Ladders, alternating tread devices or
spiral stairs are permitted in the means of escape.
6. Ladders are permitted in the means of egress.
SECTION 1015
EXIT ACCESS TRAVEL DiSTAWCI
Exits shall be so located
on each story such that the maximum length of exit access
travel, measured from the most remote point within a story to
the entrance to an exit along the natural and unobstructed path
of egress travel, shall not exceed the distances given in Table
1015.1.
Where the path of exit access includes unenclosed stairways
or ramps within the exit access or includes unenclosed exit
ramps or stairways as permitted in Section 1019. 1 , the distance
of travel on such means of egress components shall also be in-
cluded in the travel distance measurement. The measurement
along stairways shall be made on a plane parallel and tangent to
the stair tread nosings in the center of the stairway.
1 . Travel distance in open parking garages is permitted
to be measured to the closest riser of open stairs.
2003 BisiTERNATDONAL BUSLDBMG CODE®
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2. In outdoor facilities with open exit access compo-
nents and open exterior stairs or ramps, travel distance
is permitted to be measured to the closest riser of a
stair or the closest slope of the ramp.
3. Where an exit stair is permitted to be unenclosed in
accordance with Exception 8 or 9 of Section
1019.1, the travel distance shall be measured from
the most remote point within a building to an exit
discharge.
TABLE 1015.1
EX!T ACCESS TRAVEL DISTANCE^
OCCUPANCY
WITHOUT SPRINKLER
SYSTEM
(feet)
WITH SPRINKLER
SYSTEM
(feet)
A,E,F-1,I-1,M,
R,S-1
200
250"
B
200
300=
F-2, S-2, U
300
400"
H-1
Not Permitted
75=
H-2
Not Permitted
100=
H-3
Not Permitted
150=
H-4
Not Permitted
175=
H-5
Not Permitted
200=
1-2, 1-3, 1-4
150
200=
For SI: 1 foot = 304.8 mm.
a. See the following sections for modifications to exit access travel distance re-
quirements:
Section 402: For the distance limitation in malls.
Section 404: For the distance limitation through an atrium space.
Section 1015.2: For increased limitation in Groups F-1 and S-1.
Section 1024.7: For increased limitation in assembly seating.
Section 1024.7: For increased limitation for assembly open-air seating.
Section 1018.2: For buildings with one exit.
Chapter 31: For the limitation in temporary structures.
b. Buildings equipped throughout with an automatic sprinkler system in accor-
dance with Section 903.3. 1 . 1 or 903.3.1.2. See Section 903 for occupancies
where sprinkler systems according to Section 903.3.1.2 are permitted.
c. Buildings equipped throughout with an automatic sprinkler system in accor-
dance with Section 903.3.1.1.
1015.2 Roof vent increase. In buildings which are one story in
height, equipped with automatic heat and smoke roof vents
complying with Section 910 and equipped throughout with an
automatic sprinkler system in accordance with Section
903.3. 1 . 1 , the maximum exit access travel distance shall be 400
feet (122 m) for occupancies in Group F-1 or S.
1015.3 Exterior egress balcony increase. Travel distances
specified in Section 1015.1 shall be increased up to an additional
100 feet (30 480 mm) provided the last portion of the exit access
leading to the exit occurs on an exterior egress balcony con-
structed in accordance with Section 1013.5. The length of such
balcony shall not be less than the amount of the increase taken.
SECTION 1016
CORRIDORS
1016.1 Construction. Corridors shall be fire-resistance rated
in accordance with Table 1016.1. The corridor walls required to
be fire-resistance rated shall comply with Section 708 for fire
partitions.
Exceptions:
1 . A fire-resistance rating is not required for corridors in
an occupancy in Group E where each room that is used
for instruction has at least one door directly to the exte-
rior and rooms for assembly purposes have at least
one-half of the required means of egress doors opening
directly to the exterior. Exterior doors specified in this
exception are required to be at ground level.
2. A fire-resistance rating is not required for corridors
contained within a dwelling or sleeping unit in an oc-
cupancy in Group R.
3. A fire-resistance rating is not required for corridors in
open parking garages.
4. A fire-resistance rating is not required for corridors in
an occupancy in Group B which is a space requiring
only a single means of egress complying with Section
1014.1.
TABLE 1016.1
CORRIDOR FIRE-RESISTANCE RAT8NG
OCCUPANCY
OCCUPANT LOAD SERVED BY CORRIDOR
REQUIRED FIRE-RESISTANCE RATING
(hours)
Without sprinkler system
With sprinkler system'^
H-1, H-2, H-3
All
Not Permitted
1
H-4, H-5
Greater than 30
Not Permitted
1
A, B, E, F, M, S, U
Greater than 30
1
R
Greater than 10
1
0.5
I-2^ 1-4
All
Not Permitted
M, 1-3
All
Not Permitted
1"
a. For requirements for occupancies in Group 1-2, see Section 407.3.
b. For a reduction in tiie fire-resistance rating for occupancies in Group 1-3, see Section 408.7.
c. Buildings equipped tiiroughout with an automatic sprinkler system in accordance witii Section 903.3.1.1 or 903.3.1.2 where allowed.
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, The minimum corridor width shall be
as determined in Section 1005.1, but not less than 44 inches
(1118 mm).
1 . Twenty-four inches (6 10 mm) — For access to and uti-
lization of electrical, mechanical or plumbing sys-
tems or equipment.
2. Thirty-six inches (914 mm) — With a required occu-
pant capacity of 50 or less.
3. Thirty-six inches (914 mm) — Within a dwelling unit.
4. Seventy-two inches (1829 nmi) — In Group E with a
corridor having a required capacity of 100 or more.
5 . Seventy-two inches ( 1 829 mm) — In corridors serving
surgical Group I, health care centers for ambulatory
patients receiving outpatient medical care, which
causes the patient to be not capable of self-preserva-
tion.
6. Ninety-six inches (2438 mm) — In Group 1-2 in areas
where required for bed movement.
3 Dead ends. Where more than one exit or exit access
doorway is required, the exit access shall be arranged such that
there are no dead ends in corridors more than 20 feet (6096
mm) in length.
1 . In occupancies in Group 1-3 of Occupancy Condition
2, 3 or 4 (see Section 308.4), the dead end in a corridor
shall not exceed 50 feet (15 240 mm).
2. In occupancies in Groups B and F where the building
is equipped throughout with an automatic sprinkler
system in accordance with Section 903.3.1.1, the
length of dead-end corridors shall not exceed 50 feet
(15 240 mm).
3. A dead-end corridor shall not be limited in length
where the length of the dead-end corridor is less than
2.5 times the least width of the dead-end corridor.
1016.4 Air movememd m corridors. Exit access corridors shall
not serve as supply, return, exhaust, relief or ventilation air
ducts.
n
1 . Use of a corridor as a source of makeup air for exhaust
systems in rooms that open directly onto such corri-
dors, including toilet rooms, bathrooms, dressing
rooms, smoking lounges and janitor closets, shall be
permitted provided that each such corridor is directly
supplied with outdoor air at a rate greater than the rate
of makeup air taken from the corridor.
2. Where located within a dwelling unit, the use of corri-
dors for conveying return air shall not be prohibited.
3. Where located within tenant spaces of 1,000 square
feet (93 m^) or less in area, utilization of corridors for
conveying return air is permitted.
1016.4,1 Corridor celiinigo Use of the space between the
corridor ceiling and the floor or roof structure above as a re-
turn air plenum is permitted for one or more of the following
conditions:
1. The corridor is not required to be of fire-resis-
tance-rated construction;
2. The corridor is separated from the plenum by fire-re-
sistance-rated construction;
3. The air-handling system serving the corridor is shut
down upon activation of the air-handhng unit smoke
detectors required by the International Mechanical
Code.
4. The air-handling system serving the corridor is shut
down upon detection of sprinkler waterflow where
the building is equipped throughout with an automatic
sprinkler system; or
5. The space between the corridor ceiling and the floor
or roof structure above the corridor is used as a com-
ponent of an approved engineered smoke control sys-
tem.
Fire-resistance-rated corridors
shall be continuous from the point of entry to an exit, and shall
not be interrupted by intervening rooms.
tlom: Foyers, lobbies or reception rooms constructed
as required for corridors shall not be construed as interven-
ing rooms.
SECTION 1017
EXITS
1017.1 (General. Exits shall comply with Sections 1017
through 1022 and the applicable requirements of Sections 1003
through 1012. An exit shall not be used for any purpose that in-
terferes with its function as a means of egress. Once a given
level of exit protection is achieved, such level of protection
shall not be reduced until arrival at the exit discharge.
1017.2 Exterior exit doors. Buildings or structures used for
human occupancy shall have at least one exterior door that
meets the requirements of Section 1008.1.1.
1017.2.1 Detailed requirememts. Exterior exit doors shall
comply with the applicable requirements of Section 1008.1 .
1017.2.2 Arramgememt. Exterior exit doors shall lead di-
rectly to the exit discharge or the public way.
<-3
All rooms and spaces
within each story shall be provided with and have access to the
minimum number of approved independent exits as required
by Table 1018.1 based on the occupantload, except as modified
in Section 1014.1 or 1018.2. For the purposes of this chapter,
occupied roofs shall be provided with exits as required for sto-
ries. The required number of exits from any story, basement or
individual space shall be maintained until arrival at grade or the
public way.
2003 INTERNATIOMAL BUILDING CODE®
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TABLE 1018.1
MINIMUM NUMBER OF EXITS FOR OCCUPANT LOAD
OCCUPANT LOAD
MINIMUM NUMBER OF EXITS
1-500
2
501-1,000
3
More than 1,000
4
1018.1.1 Open parking structures. Parking structures
shall not have less than two exits from each parking tier, ex-
cept that only one exit is required where vehicles are me-
chanically parked. Unenclosed vehicle ramps shall not be
considered as required exits unless pedestrian facilities are
provided.
1018.1.2 Helistops. The means of egress from helistops
shall comply with the provisions of this chapter, provided
that landing areas located on buildings or structures shall
have two or more exits. For landing platforms or roof areas
less than 60 feet (18 288 mm) long, or less than 2,000 square
feet (186 m^) in area, the second means of egress is permit-
ted to be a fire escape or ladder leading to the floor below.
1018.2 Buildings with one exit. Only one exit shall be re-
quired in buildings as described below:
1. Buildings described in Table 1018.2, provided that the
building has not more than one level below the first story
above grade plane.
2. Buildings of Group R-3 occupancy.
3. Single-level buildings with the occupied space at the
level of exit discharge provided that the story or space
comphes with Section 1014. 1 as a space with one means
of egress.
TABLE 1018.2
BUILDINGS WITH ONE EXIT
OCCUPANCY
MAXIMUM HEIGHT OF
BUILDING ABOVE
GRADE PLANE
MAXIMUM OCCUPANTS
(OR DWELLING UNITS)
PER FLOOR AND
TRAVEL DISTANCE
A, B", E, F, M, U
1 Story
50 occupants and 75 feet
travel distance
H-2, H-3
1 Story
3 occupants and 25 feet
travel distance
H-4, H-5, 1, R
1 Story
10 occupants and 75 feet
travel distance
S^
1 Story
30 occupants and 100
feet travel distance
B^ F, M, S^
2 Stories
30 occupants and 75 feet
travel distance
R-2
2 Stories'^
4 dwelling units and 50
feet travel distance
For SI: 1 foot = 304.8 mm.
a. For the required number of exits for open parking structures, see Section
1018.1.1.
b. For the required number of exits for air traffic control towers, see Section 412.1.
c. Buildings classified as Group R-2 equipped throughout with an automatic
sprinkler system in accordance with Section 903.3.1.1 or 903.3. 1.2 and pro-
vided with emergency escape and rescue openings in accordance with Sec-
tion 1025 shall have a maximum height of three stories above grade.
d. Buildings equipped throughout with an automatic sprinkler system in accor-
dance with Section 903.3.1.1 with an occupancy in Group B shall have a
maximum travel distance of 100 feet.
1018.3 Exit continuity. Exits shall be continuous from the
point of entry into the exit to the exit discharge.
1018.4 Exit door arrangement. Exit door arrangement shall
meet the requirements of Secdons 1014.2 through 1014.2.2.
SECTION 1019
VERTICAL EXIT ENCLOSURES
1019.1 Enclosures required. Interior exit stairways and inte-
rior exit ramps shall be enclosed with fire barriers. Exit enclo-
sures shall have a fire-resistance rating of not less than 2 hours
where connecting four stories or more and not less than 1 hour
where connecting less than four stories. The number of stories
connected by the shaft enclosure shall include any basements
but not any mezzanines. An exit enclosure shall not be used for i
any purpose other than means of egress. Enclosures shall be
constructed as fire barriers in accordance with Section 706.
Exceptions:
1 . In other than Group H and I occupancies, a stairway
serving an occupant load of less than 10 not more than
one story above the level of exit discharge is not re-
quired to be enclosed.
2. Exits in buildings of Group A-5 where all portions of
the means of egress are essentially open to the outside
need not be enclosed.
3. Stairways serving and contained within a single resi-
dential dwelling unit or sleeping unit in occupancies
in Group R-2 or R-3 and sleeping units in occupancies
in Group R-1 are not required to be enclosed.
4. Stairways that are not a required means of egress ele-
ment are not required to be enclosed where such stair-
ways comply with Section 707.2.
5 . Stairways in open parking structures which serve only
the parking structure are not required to be enclosed.
6. Stairways in occupancies in Group 1-3 as provided for
in Section 408.3.6 are not required to be enclosed.
7. Means of egress stairways as required by Section
410.5.4 are not required to be enclosed.
8. In other than occupancy Groups H and I, a maximum
of 50 percent of egress stairways serving one adjacent
floor are not required to be enclosed, provided at least
two means of egress are provided from both floors
served by the unenclosed stairways. Any two such in-
terconnected floors shall not be open to other floors.
9. In other than occupancy Groups H and I, interior
egress stairways serving only the first and second sto-
ries of a building equipped throughout with an auto-
matic sprinkler system in accordance with Section
903.3.1.1 are not required to be enclosed, provided at
least two means of egress are provided from both
floors served by the unenclosed stairways. Such inter-
connected stories shall not be open to other stories.
1019.1,1 Openings and penetrations. Exit enclosure
opening protectives shall be in accordance with the require-
ments of Section 715.
214
2003 INTERNATIONAL BUILDING CODEd
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m
Except as permitted in Section 402.4.6, 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 en-
closure.
Where interior exit enclosures are extended to the exterior
of a building by an exit passageway, the door assembly from
the exit enclosure to the exit passageway shall be protected
by a fire door conforming to the requirements in Section
715.3. Fire door assemblies in exit enclosures shall comply
with Section 715.3.4.
iSo Penetrations into and openings
through an exit enclosure are prohibited except for required
exit doors, equipment and ductwork necessary for inde-
pendent pressurization, sprinkler piping, standpipes, elec-
trical raceway for fire department communication and
electrical raceway serving the exit enclosure and terminat-
ing at a steel box not exceeding 16 square inches (0.010 m^).
Such penetrations shall be protected in accordance with
Section 712. There shall be no penetrations or communica-
tion openings, whether protected or not, between adjacent
exit enclosures.
Equipment and ductwork for exit en-
closure ventilation shall comply with one of the following
items:
1. Such equipment and ductwork shall be located exte-
rior to the building and shall be directly connected to
the exit enclosure by ductwork enclosed in construc-
tion as required for shafts.
2. Where such equipment and ductwork is located
within the exit enclosure, the intake air shall be taken
directly from the outdoors and the exhaust air shall be
discharged directly to the outdoors, or such air shall
be conveyed through ducts enclosed in construction
as required for shafts.
3. Where located within the building, such equipment
and ductwork shall be separated from the remainder
of the building, including other mechanical equip-
ment, with construction as required for shafts.
In each case, openings into the fire-resistance-rated con-
struction shall be limited to those needed for maintenance
and operation and shall be protected by self-closing fire-re-
sistance-rated devices in accordance with Chapter 7 for en-
closure wall opening protectives.
Exit enclosure ventilation systems shall be independent
of other building ventilation systems.
Is. Exterior walls
of a vertical exit enclosure shall comply with the require-
ments of Section 704 for exterior walls. Where nonrated
walls or unprotected openings enclose the exterior of the
stairway and the walls or openings are exposed by other
parts of the building at an angle of less than 1 80 degrees
(3.14 rad), the building exterior walls within 10 feet (3048
mm) horizontally of a nonrated wall or unprotected opening
shall be constructed as required for a minimum 1-hour
fire-resistance rating with V4-hour opening protectives. This
construction shall extend vertically from the ground to a
point 10 feet (3048 mm) above the topmost landing of the
stairway or to the roof line, whichever is lower.
1019.1o5 Enclosures under stairways.. The walls and soffits
within enclosed usable spaces under enclosed and unen-
closed stairways shall be protected by 1-hour fire-resis-
tance-rated construction, or the fire-resistance rating of the
stairway enclosure, whichever is greater. Access to the en-
closed usable space shall not be directly from within the stair
enclosure.
Exceptions Spaces under stairways serving and con-
tained within a single residential dwelling unit in Group
R-2 or R-3 as applicable in Section 101.2.
There shall be no enclosed usable space under exterior
exit stairways unless the space is completely enclosed in
1-hour fire-resistance-rated construction. The open space
under exterior stairways shall not be used for any purpose.
KIM Discharge idemtlfication. A stairway in an exit
enclosure shall not continue below the level of exit dis-
charge unless an approved barrier is provided at the level of
exit discharge to prevent persons from unintentionally con-
tinuing into levels below. Directional exit signs shall be pro-
vided as specified in Section 1011.
1019<,lo7 Stairway floor niraiber signs. A sign shall be pro-
vided at each floor landing in interior vertical exit enclo-
sures connecting more than three stories designating the
floor level, the terminus of the top and bottom of the stair en-
closure and the identification of the stair. The signage shall
also state the story of, and the direction to the exit discharge
and the availability of roof access from the stairway for the
fire department. The sign shall be located 5 feet (1524 mm)
above the floor landing in a position which is readily visible
when the doors are in the open and closed positions.
1019,1.8 Smokeproof enclosures. In buildings required to
comply with Section 403 or 405 , each of the exits of a build-
ing that serves stories where the floor surface is located
more than 75 feet (22 860 mm) above the lowest level of fire
department vehicle access or more than 30 feet (9144 mm)
below the level of exit discharge serving such floor levels
shall be a smokeproof enclosure or pressurized stairway in
accordance with Section 909.20.
jsere exit. A smokeproof enclosure or
pressurized stairway shall exit into a public way or into
an exit passageway, yard or open space having direct ac-
cess to a public way. The exit passageway shall be with-
out other openings and shall be separated from the
remainder of the building by 2-hour fire-resistance-rated
construction.
Exceptions;
1. Openings in the exit passageway serving a
smokeproof enclosure are permitted where the
exit passageway is protected and pressurized in
the same manner as the smokeproof enclosure,
and openings are protected as required for ac-
cess from other floors.
2. Openings in the exit passageway serving a pres-
surized stairway are permitted where the exit
2003 INTERiSiATDOMAL BUILDING CODE®
215
fViEANS OF EGRESS
passageway is protected and pressurized in the
same manner as the pressurized stairway.
1019.1.8.2 Enclosure access. Access to the stairway
within a smokeproof enclosure shall be by way of a vesti-
bule or an open exterior balcony.
Exception: Access is not required by way of a vesti-
bule or exterior balcony for stairways using the pres-
surization alternative complying with Section
909.20.5.
SECTION 1020
EXIT PASSAGEWAYS
1020.1 Exit passageway. Exit passageways serving as an exit
component in a means of egress system shall comply with the
requirements of this section. An exit passageway shall not be
used for any purpose other than as a means of egress.
1020.2 Width. The width of exit passageways shall be deter-
mined as specified in Section 1005.1 but such width shall not
be less than 44 inches (1118 mm), except that exit passageways
serving an occupant load of less than 50 shall not be less than 36
inches (914 mm) in width.
The required width of exit passageways shall be unob-
structed.
Exception: Doors, when fully opened, and handrails, shall
not reduce the required width by more than 7 inches (178
mm). Doors in any position shall not reduce the required
width by more than one-half. Other nonstructural projec-
tions such as trim and similar decorative features are permit-
ted to project into the required width 1.5 inches (38 mm) on
each side.
1020.3 Construction. Exit passageway enclosures shall have
walls, floors and ceilings of not less than 1-hour fire-resistance
rating, and not less than that required for any connecting exit
enclosure. Exit passageways shall be constructed as fire barri-
ers in accordance with Section 706.
1020.4 Openings and penetrations. Exit passageway opening
protectives shall be in accordance with the requirements of
Section 715.
Except as permitted in Section 402.4.6, openings in exit pas-
sageways other than unexposed exterior openings shall be lim-
ited to those necessary for exit access to the exit passageway
from normally occupied spaces and for egress from the exit
passageway.
Where interior exit enclosures are extended to the exterior of
a building by an exit passageway, the door assembly from the
exit enclosure to the exit passageway shall be protected by a fire
door conforming to the requirements in Section 715.3. Fire
door assemblies in exit passageways shall comply with Section
715.3.4.
Elevators shall not open into an exit passageway.
1020.5 Penetrations. Penetrations into and openings through
an exit passageway are prohibited except for required exit
doors, equipment and ductwork necessary for independent
pressurization, sprinkler piping, standpipes, electrical raceway
for fire department communication and electrical raceway
serving the exit passageway and terminating at a steel box not
exceeding 16 square inches (0.010 m^). Such penetrations shall
be protected in accordance with Section 712. There shall be no
penetrations or communicating openings, whether protected or
not, between adjacent exit passageways.
SECTION 1021
HORIZONTAL EXITS
1021.1 Horizontal exits. Horizontal exits serving as an exit in
a means of egress system shall comply with the requirements of
this section. A horizontal exit shall not serve as the only exit
from a portion of a building, and where two or more exits are re-
quired, not more than one-half of the total number of exits or to-
tal exit width shall be horizontal exits.
Exceptions:
1 . Horizontal exits are permitted to comprise two-thirds
of the required exits from any building or floor area
for occupancies in Group 1-2.
2. Horizontal exits are permitted to comprise 100 per-
cent of the exits required for occupancies in Group
1-3. At least 6 square feet (0.6 m^) of accessible space
per occupant shall be provided on each side of the hor-
izontal exit for the total number of people in adjoining
compartments.
Every fire compartment for which credit is allowed in con-
nection with a horizontal exit shall not be required to have a
stairway or door leading directly outside, provided the adjoin-
ing fire compartments have stairways or doors leading directly
outside and are so arranged that egress shall not require the oc-
cupants to return through the compartment from which egress
originates.
The area into which a horizontal exit leads shall be provided
with exits adequate to meet the occupant requirements of this
chapter, but not including the added occupant capacity imposed
by persons entering it through horizontal exits from another
area. At least one of its exits shall lead directly to the exterior or
to an exit enclosure.
1021.2 Separation. The separation between buildings or areas
of refuge connected by a horizontal exit shall be provided by a
fire wall complying with Section 705 or a fire barrier comply-
ing with Section 706 and having a fire-resistance rating of not
less than 2 hours. Opening protectives in horizontal exit walls
shall also comply with Section 715. The horizontal exit separa-
tion shall extend vertically through all levels of the building un-
less floor assemblies are of 2-hour fire resistance with no
unprotected openings.
Exception: A fire-resistance rating is not required at hori-
zontal exits between a building area and an above-grade pe-
destrian walkway constructed in accordance with Section
3104, provided that the distance between connected build-
ings is more than 20 feet (6096 mm).
Horizontal exit walls constructed as fire barriers shall be
continuous from exterior wall to exterior wall so as to divide
completely the floor served by the horizontal exit.
1021.3 Opening protectives. Fire doors in horizontal exits
shall be self-closing or automatic-closing when activated by a
»
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•
smoke detector installed in accordance with Section 907.10.
Opening protectives in horizontal exits shall be consistent with
the fire-resistance rating of the wall. Such doors where located
in a cross-corridor condition shall be automatic-closing by acti-
vation of a smoke detector installed in accordance with Section
907.10.
hmited to those necessary for egress from normally occupied
spaces.
Bge areSo The refuge area of a horizon-
tal exit shall be spaces occupied by the same tenant or public ar-
eas and each such area of refuge shall be adequate to house the
original occupant load of the refuge space plus the occupant
load anticipated from the adjoining compartment. The antici-
pated occupant load from the adjoining compartment shall be
based on the capacity of the horizontal exit doors entering the
area of refuge. The capacity of areas of refuge shall be com-
puted on a net floor area allowance of 3 square feet (0.2787 m^)
for each occupant to be accommodated therein, not including
areas of stairways, elevators and other shafts or courts.
ui The net floor area allowable per occupant shall
be as follows for the indicated occupancies:
1 . Six square feet (0.6 m^) per occupant for occupancies
in Group 1-3.
2. Fifteen square feet (1.4 m^) per occupant for ambula-
tory occupancies in Group 1-2.
3. Thirty square feet (2.8 m^) per occupant for
nonambulatory occupancies in Group 1-2.
Exterior exit
ramps and stairways serving as an element of a required means
of egress shall comply with this section.
ffis Exterior exit ramps and stairways for outdoor
stadiums complying with Section 1019.1, Exception 2.
1022.2 Use m a meaims off egress. Exterior exit ramps and stair-
ways shall not be used as an element of a required means of
egress for occupancies in Group 1-2. For occupancies in other
than Group 1-2, exterior exit ramps and stairways shall be per-
mitted as an element of a required means of egress for buildings
not exceeding six stories or 75 feet (22 860 mm) in height.
1022.3 Open side. Exterior exit ramps and stairways serving as
an element of a required means of egress shall be open on at
least one side. An open side shall have a minimum of 35 square
feet (3.3 m^) of aggregate open area adjacent to each floor level
and the level of each intermediate landing. The required open
area shall be located not less than 42 inches (1067 nrni) above
the adjacent floor or landing level.
The open areas adjoining exterior exit
ramps or stairways shall be either yards, courts or public ways;
the remaining sides are permitted to be enclosed by the exterior
walls of the building.
1022.5 Locatloe. Exterior exit ramps and stairways shall be lo-
cated in accordance with Section 1023.3.
Exterior
exit ramps and stairways shall be separated from the interior of
the building as required in Section 1019.1. Openings shall be
1 . Separation from the interior of the building is not re-
quired for occupancies, other than those in Group R- 1
or R-2, in buildings that are no more than two stories
above grade where the level of exit discharge is the
first story above grade.
2. Separation from the interior of the building is not re-
quired where the exterior ramp or stairway is served
by an exterior ramp and/or balcony that connects two
remote exterior stairways or other approved exits,
with a perimeter that is not less than 50 percent open.
To be considered open, the opening shall be a mini-
mum of 50 percent of the height of the enclosing wall,
with the top of the openings no less than 7 feet (2134
mm) above the top of the balcony.
3. Separation from the interior of the building is not re-
quired for an exterior ramp or stairway located in a
building or structure that is permitted to have unen-
closed interior stairways in accordance with Section
1019.1.
4. Separation from the interior of the building is not re-
quired for exterior ramps or stairways connected to
open-ended corridors, provided that Items 4.1
through 4.4 are met:
4. 1 . The building, including corridors and ramps
and/or stairs, shall be equipped throughout
with an automatic sprinkler system in accor-
dance with Section 903.3.1.1 or 903.3.1.2.
4.2. The open-ended corridors comply with Sec-
tion 1016.
4.3. The open-ended corridors are connected on
each end to an exterior exit ramp or stairway
complying with Section 1022.
4.4. At any location in an open-ended corridor
where a change of direction exceeding 45 de-
grees (0.79 rad) occurs, a clear opening of not
less than 35 square feet (3.3 m^) or an exterior
ramp or stairway shall be provided. Where
clear openings are provided, they shall be lo-
cated so as to minimize the accumulation of
smoke or toxic gases.
1023.1 General. Exits shall discharge directly to the exterior of
the building. The exit discharge shall be at grade or shall pro-
vide direct access to grade. The exit discharge shall not reenter
a building.
1 . A maximum of 50 percent of the number and capacity
of the exit enclosures is permitted to egress through
2003 INTERi^ATlONAL BUDLDBNG CODE®
MEANS OF EGRESS
areas on the level of discharge provided all of the fol-
lowing are met:
1.1. Such exit enclosures egress to a free and unob-
structed way to the exterior of the building,
which way is readily visible and identifiable
from the point of termination of the exit enclo-
sure.
1 .2. The entire area of the level of discharge is sep-
arated from areas below by construction con-
forming to the fire-resistance rating for the
exit enclosure.
1 .3. The egress path from the exit enclosure on the
level of discharge is protected throughout by
an approved automatic sprinkler system. All
portions of the level of discharge with access
to the egress path shall either be protected
throughout with an automatic sprinkler sys-
tem installed in accordance with Section
903.3.1.1 or 903.3.1.2, or separated from the
egress path in accordance with the require-
ments for the enclosure of exits.
2. A maximum of 50 percent of the number and capacity
of the exit enclosures is permitted to egress through a
vestibule provided all of the following are met:
2.1. The entire area of the vestibule is separated
from areas below by construction conforming
to the fire-resistance rating for the exit enclo-
sure.
2.2. The depth from the exterior of the building is
not greater than 10 feet (3048 mm) and the
length is not greater than 30 feet (9144 mm).
2.3. The area is separated from the remainder of
the level of exit discharge by construction pro-
viding protection at least the equivalent of ap-
proved wired glass in steel frames.
2.4. The area is used only for means of egress and
exits directly to the outside.
3. Stairways in open parking garages complying with
Section 1019.1, Exception 5, are permitted to egress
through the open parking garage at the level of exit
discharge.
1023.2 Exit discharge capacity. The capacity of the exit dis-
charge shall be not less than the required discharge capacity of
the exits being served.
1023.3 Exit discharge location. Exterior balconies, stairways
and ramps shall be located at least 10 feet (3048 mm) from ad-
jacent lot lines and from other buildings on the same lot unless
the adjacent building exterior walls and openings are protected
in accordance with Section 704 based on fire separation dis-
tance.
1023.4 Exit discharge components. Exit discharge compo-
nents shall be sufficiently open to the exterior so as to minimize
the accumulation of smoke and toxic gases.
1023.5 Egress courts. Egress courts serving as a portion of the
exit discharge in the means of egress system shall comply with
the requirements of Section 1023.
1023.5.1 Width. The width of egress courts shall be deter-
mined as specified in Section 1005.1, but such width shall
not be less than 44 inches (1118 mm), except as specified
herein. Egress courts serving occupancies in Group R-3 ap-
plicable in Section 101.2 and Group U shall not be less than
36 inches (914 mm) in width.
The required width of egress courts shall be unobstructed
to a height of 7 feet (2134 mm).
Exception: Doors, when fully opened, and handrails
shall not reduce the required width by more than 7 inches
(178 mm). Doors in any position shall not reduce the re-
quired width by more than one-half. Other nonstructural
projections such as trim and similar decorative features
are permitted to project into the required width 1 .5 inches
(38 mm) from each side.
Where an egress court exceeds the minimum required
width and the width of such egress court is then reduced
along the path of exit travel, the reduction in width shall be
gradual. The transition in width shall be affected by a guard
not less than 36 inches (914 mm) in height and shall not cre-
ate an angle of more than 30 degrees (0.52 rad) with respect
to the axis of the egress court along the path of egress travel.
In no case shall the width of the egress court be less than the
required minimum.
1023.5.2 Construction and openings. Where an egress
court serving a building or portion thereof is less than 10 feet
(3048 mm) in width, the egress court walls shall be not less
than 1-hour fire-resistance-rated exterior walls complying
with Section 704 for a distance of 10 feet (3048 mm) above
the floor of the court, and openings therein shall be equipped
with fixed or self-closing, V4-hour opening protective as-
semblies.
Exceptions:
1 . Egress courts serving an occupant load of less than
10.
2. Egress courts serving Group R-3 as applicable in
Section 101.2.
1023.6 Access to a public way. The exit discharge shall pro-
vide a direct and unobstructed access to a public way.
Exception: Where access to a public way cannot be pro-
vided, a safe dispersal area shall be provided where all of the
following are met:
1 . The area shall be of a size to accommodate at least 5
square feet (0.28 m^) for each person.
2. The area shall be located on the same property at least
50 feet (15 240 mm) away from the building requiring
egress.
3. The area shall be permanently maintained and identi-
fied as a safe dispersal area.
4. The area shall be provided with a safe and unob-
structed path of travel from the building.
r
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m
M
ECTION 1024
LI GemeraL Occupancies in Group A which contain seats,
tables, displays, equipment or other material shall comply with
this section.
Bleachers, grandstands, and folding
and telescopic seating shall comply with ICC 300.
exit. Group A occupancies that have
an occupant load of greater than 300 shall be provided with a
main exit. The main exit shall be of sufficient width to accom-
modate not less than one-half of the occupant load, but such
width shall not be less than the total required width of all means
of egress leading to the exit. Where the building is classified as
a Group A occupancy, the main exit shall front on at least one
street or an unoccupied space of not less than 10 feet (3048
mm) in width that adjoins a street or pubhc way.
m In assembly occupancies where there is no
well-defined main exit or where multiple main exits are pro-
vided, exits shall be permitted to be distributed around the
perimeter of the building provided that the total width of
egress is not less than 100 percent of the required width.
exits. In addition to having access to a
main exit, each level of an occupancy in Group A having an oc-
cupant load of greater than 300 shall be provided with addi-
tional exits that shall provide an egress capacity for at least
one-half of the total occupant load served by that level and
comply with Section 1014.2.
tt&mt In assembly occupancies where there is no
well-defined main exit or where multiple main exits are pro-
vided, exits shall be permitted to be distributed around the
perimeter of the building provided that the total width of
egress is not less than 100 percent of the required width.
In Group A- 1 occupancies, where
persons are admitted to the building at times when seats are not
available and are allowed to wait in a lobby or similar space,
such use of lobby or similar space shall not encroach upon the
required clear width of the means of egress. Such waiting areas
shall be separated from the required means of egress by sub-
stantial permanent partitions or by fixed rigid railings not less
than 42 inches (1067 mm) high. Such foyer, if not directly con-
nected to a pubhc street by all the main entrances or exits, shall
have a straight and unobstructed corridor or path of travel to ev-
il ery such main entrance or exit.
Imternor Ibakoey amd gallery means off egress. For
balconies or galleries having a seating capacity of over 50 lo-
cated in Group A occupancies, at least two means of egress
shall be provided, one from each side of every balcony or gal-
lery, with at least one leading directly to an exit.
1024.5.1 Eeclosere off balcomy openings. Interior stairways
and other vertical openings shall be enclosed in a vertical exit
enclosure as provided in Section 1019.1, except that stairways
are permitted to be open between the balcony and the main as-
sembly floor in occupancies such as theaters, churches and au-
ditoriums. At least one accessible means of egress is required
from a balcony or gallery level containing accessible seating
locations in accordance with Section 1007.3 or 1007.4.
1024.6 Width of meams of egress for assemtoly. The clear width
of aisles and other means of egress shall comply with Section
1024.6.1 where smoke-protected seating is not provided and with
Section 1024.6.2 or 1024.6.3 where smoke-protected seating is
provided. The clear width shall be measured to walls, edges of
seating and tread edges except for permitted projections.
smoke protection. The clear width of
the means of egress shall provide sufficient capacity in ac-
cordance with all of the following, as applicable:
1 . At least 0.3 inch (7.6 mm) of width for each occupant
served shall be provided on stairs having riser heights
7 inches (178 mm) or less and tread depths 1 1 inches
(279 mm) or greater, measured horizontally between
tread nosing.
2. At least 0.005 inch (0.127 nmi) of additional stair
width for each occupant shall be provided for each 0. 10
inch (2.5 mm) of riser height above 7 inches (178 nrni).
3. Where egress requires stair descent, at least 0.075
inch (1.9 mm) of additional width for each occupant
shall be provided on those portions of stair width hav-
ing no handrail within a horizontal distance of 30
inches (762 mm).
4. Ramped means of egress, where slopes are steeper
than one unit vertical in 12 units horizontal (8-percent
slope), shall have at least 0.22 inch (5.6 mm) of clear
width for each occupant served. Level or ramped
means of egress, where slopes are not steeper than one
unit vertical in 12 units horizontal (8-percent slope),
shall have at least 0.20 inch (5.1 mm) of clear width
for each occupant served.
ng. The clear width of the
means of egress for smoke-protected assembly seating shall
be not less than the occupant load served by the egress ele-
ment multiplied by the appropriate factor in Table 1024.6.2.
The total number of seats specified shall be those within a
single assembly space and exposed to the same smoke-pro-
tected environment. Interpolation is permitted between the
specific values shown. A hfe safety evaluation, complying
with NFPA 101, shall be done for a facility utilizing the re-
duced width requirements of Table 1024.6.2 for smoke-pro-
tected assembly seating.
Exceptioim: For an outdoor smoke-protected assembly
with an occupant load not greater than 18,000, the clear
width shall be determined using the factors in Section
1024.6.3.
1024.6.2.1 Smoke control. Means of egress serving a
smoke-protected assembly seating area shall be provided
with a smoke control system complying with Section
909 or natural ventilation designed to maintain the
smoke level at least 6 feet (1829 mm) above the floor of
the means of egress.
2003 IMTERMATIONAL BUILDBNG CODE®
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MEANS OF EGRESS
TABLE 1024.6.2
WIDTH OF AISLES FOR SMOKE-PROTECTED ASSEMBLY
TOTAL NUMBER OF
SEATS IN THE SMOKE-
PROTECTED ASSEMBLY
OCCUPANCY
INCHES OF CLEAR WIDTH PER SEAT SERVED
Stairs and aisle steps with
handrails within 30 inches
Stairs and aisle steps-
without handrails
within 30 inches
Passageways, doorways
and ramps not steeper
than 1 in 10 in slope
Ramps steeper
than 1 in 10 in slope
Equal to or less than 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
0.062
Equal to or greater than 25,000
0.060
0.075
0.044
0.048
For SI: 1 inch = 25.4 mm.
1024.6.2.2 Roof height. A smoke-protected assembly
seating area with a roof shall have the lowest portion of
the roof deck not less than 15 feet (4572 mm) above the
highest aisle or aisle accessway.
Exception: A roof canopy in an outdoor stadium shall
be permitted to be less than 15 feet (4572 mm) above
the highest aisle or aisle accessway provided that
there are no objects less than 80 inches (2032 mm)
above the highest aisle or aisle accessway.
1024.6.2.3 Automatic sprinklers. Enclosed areas with
walls and ceilings in buildings or structures containing
smoke-protected assembly seating shall be protected
with an approved automatic sprinkler system in accor-
dance with Section 903.3.1.1.
Exceptions:
1 . The floor area used for contests, performances
or entertainment provided the roof construction
is more than 50 feet (15 240 mm) above the
floor level and the use is restricted to low fire
hazard uses.
2. Press boxes and storage facilities less than
1 ,000 square feet (93 m^) in area.
3 . Outdoor seating facilities where seating and the
means of egress in the seating area are essen-
tially open to the outside.
1024.6.3 Width of means of egress for outdoor
smoke-protected assembly. The clear width in inches
(mm) of aisles and other means of egress shall be not less
than the total occupant load served by the egress element
multiplied by 0.08 (2.0 mm) where egress is by aisles and
stairs and multiplied by 0.06 (1.52 mm) where egress is by
ramps, corridors, tunnels or vomitories.
Exception: The clear width in inches (mm) of aisles and
other means of egress shall be permitted to comply with
Section 1024.6.2 for the number of seats in the outdoor
smoke-protected assembly where Section 1024.6.2 per-
mits less width.
1024.7 Travel distance. Exits and aisles shall be so located that
the travel distance to an exit door shall not be greater than 200
feet (60 960 mm) measured along the line of travel in
nonsprinklered buildings. Travel distance shall not be more
than 250 feet (76 200 mm) in sprinklered buildings. Where
aisles are provided for seating, the distance shall be measured
along the aisles and aisle accessway without travel over or on
the seats.
Exceptions:
1. Smoke-protected assembly seating: The travel dis-
tance from each seat to the nearest entrance to a
vomitory or concourse shall not exceed 200 feet (60
960 mm). The travel distance from the entrance to the
vomitory or concourse to a stair, ramp or walk on the
exterior of the building shall not exceed 200 feet (60
960 mm).
2. Open-air seating: The travel distance from each seat
to the building exterior shall not exceed 400 feet (122
m). The travel distance shall not be limited in facilities
of Type I or II construction.
1024.8 Common path of travel. The common 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 egress travel to two
exits.
Exceptions:
1. For areas serving not more than 50 occupants, the
common path of travel shall not exceed 75 feet (22
860 mm).
2. For smoke-protected assembly seating, the common
path of travel shall not exceed 50 feet (15 240 mm).
1024.8.1 Path through adjacent row. Where one of the two
paths of travel is across the aisle through a row of seats to an-
other aisle, there shall be not more than 24 seats between the
two aisles, and the minimum clear width between rows for
the row between the two aisles shall be 12 inches (305 mm)
plus 0.6 inch (15.2 mm) for each additional seat above seven
in the row between aisles.
Exception: For smoke-protected assembly seating there
shall not be more than 40 seats between the two aisles and
the minimum clear width shall be 12 inches (305 mm)
plus 0.3 inch (7.6 mm) for each additional seat.
1024.9 Assembly aisles are required. Every occupied portion
of any occupancy in Group A that contains seats, tables, dis-
plays, similar fixtures or equipment shall be provided with
aisles leading to exits or exit access doorways in accordance
with this section. Aisle accessways for tables and seating shall
comply with Section 1013.4.2.
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1024o9.1 MinSmem aisle wldtli. The minimum clear width
of aisles shall be as shown:
1. Forty-eight inches (1219 mm) for aisle stairs having
seating on each side.
Exceptnoms Thirty-six inches (914 mm) where the
aisle does not serve more than 50 seats.
2. Thirty-six inches (914 mm) for aisle stairs having
seating on only one side.
3. Twenty-three inches (584 mm) between an aisle stair
handrail or guard and seating where the aisle is subdi-
vided by a handrail.
4. Forty-two inches (1067 mm) for level or ramped
aisles having seating on both sides.
1. Thirty-six inches (914 mm) where the aisle
does not serve more than 50 seats.
2. Thirty inches (762 mm) where the aisle does
not serve more than 14 seats.
5. Thirty-six inches (914 mm) for level or ramped aisles
having seating on only one side.
Exceptioim: Thirty inches (762 mm) where the
aisle does not serve more than 14 seats.
6. Twenty-three inches (584 mm) between an aisle stair
handrail and seating where an aisle does not serve
more than five rows on one side.
The aisle width shall provide suffi-
cient egress capacity for the number of persons accommo-
dated by the catchment area served by the aisle. The
catchment area served by an aisle is that portion of the total
space that is served by that section of the aisle. In establish-
ing 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 egress capacity.
jlirag alsleso Where aisles converge to form
a single path of egress travel, the required egress capacity of
that path shall not be less than the combined required capac-
ity of the converging aisles.
L Those portions of aisles, where
egress is possible in either of two directions, shall be uni-
form in required width.
1024.9.5 Assembly aisle termlnatiom. Each end of an aisle
shall terminate at cross aisle, foyer, doorway, vomitory or
concourse having access to an exit.
1 . Dead-end aisles shall not be greater than 20 feet
(6096 mm) in length.
2. Dead-end aisles longer than 20 feet (6096 mm) are
permitted where seats beyond the 20-foot (6096
mm) dead-end aisle are no 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 (15.2 mm) for each additional seat above
seven in the row.
3. For smoke-protected assembly seating, the
dead-end aisle length of vertical aisles shall not ex-
ceed a distance of 21 rows.
4. For smoke-protected assembly seating, a longer
dead-end aisle is permitted where seats beyond the
21 -row 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 (7.6
mm) for each additional seat above seven in the
row.
1024o9o6 Assembly aisle obstructions. There shall be no
obstructions in the required width of aisles except for hand-
rails as provided in Section 1024.13.
1CD24.10 Clear width off aisle accessways servimg seating.
Where seating rows have 14 or fewer seats, the minimum clear
aisle accessway 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 seats in the raised position. Where any chair
in the row does not have an automatic or self-rising seat, the
measurements shall be made with the seat in the down position.
For seats with folding tablet arms, row spacing shall be deter-
mined with the tablet arm down.
1024.10.1 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 (7.6 mm)
for every additional seat beyond 14 seats, but the minimum
clear width is not required to exceed 22 inches (559 mm).
Exception. For smoke-protected assembly seating, the
row length limits for a 12-inch- wide (305 mm) aisle
accessway, beyond which the aisle accessway minimum
clear width shall be increased, are in Table 1024.10.1.
TABLE 1024.10.1
SMOKE-PROTECTED
ASSEMBLY AISLE ACCESSWAYS
TOTAL NUiWBER OF
SEATS IN THE SMOKE-
PROTECTED ASSEMBLY
OCCUPANCY
MAXIMUIW NUMBER OF SEATS PER ROW
PERMITTED TO HAVE A MINIMUM 12-INCH
CLEAR WIDTH AISLE ACCESSWAY
Aisle or doorway at
both ends of row
Aisle or doorway at
one end of row only
Less than 4,000
14
7
4,000
15
7
7,000
16
8
10,000
17
8
13,000
18
9
16,000
19
9
19,000
20
10
22,000 and greater
21
11
For SI: 1 inch = 25.4 mm.
1024,10.2 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 in-
creased by 0.6 inch (15.2 mm) for every additional seat be-
2003 8NTERiMATI10^aAL BUBLDBNG CODE®
221
MEANS OF EGRESS
yond seven seats, but the minimum clear width is not
required to exceed 22 inches (559 mm).
Exception: For smoke-protected assembly seating, the
row length limits for a 12-inch- wide (305 mm) aisle
accessway, beyond which the aisle accessway minimum
clear width shall be increased, are in Table 1024.10.1.
1024.11 Assembly aisle walking surfaces. Aisles with a slope
not exceeding one unit vertical in eight units horizontal
(12.5-percent slope) shall consist of a ramp having a slip-resis-
tant walking surface. Aisles with a slope exceeding one unit
vertical in eight units horizontal (12.5-percent slope) shall con-
sist of a series of risers and treads that extends across the full
width of aisles and complies with Sections 1024.1 1.1 through
1024.11.3.
1024.11.1 Treads. Tread depths shall be a minimum of 1 1
inches (279 mm) and shall have dimensional uniformity.
Exception: The tolerance between adjacent treads shall
not exceed 0.188 inch (4.8 mm).
1024.11.2 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 8 inches (203 mm) and shall be uniform within each
flight.
Exceptions:
1 . 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 0.188
inch (4.8 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 nonuni-
form risers. Such stripe shall be a minimum of 1
inch (25 mm), and a maximum of 2 inches (51
mm), wide. The edge marking stripe shall be dis-
tinctively different from the contrasting marking
stripe.
2. Riser heights not exceeding 9 inches (229 mm)
shall be permitted where they are necessitated by
the slope of the adjacent seating areas to maintain
sightlines.
1024.11.3 Tread contrasting marking stripe. A contrast-
ing marking stripe shall be provided on each tread at the nos-
ing or leading edge such that the location of each tread is
readily apparent when viewed in descent. Such stripe shall
be a minimum of I inch (25 mm), and a maximum of 2
inches (51 mm), wide.
Exception: The contrasting marking stripe is permitted
to be omitted where tread surfaces are such that the loca-
tion of each tread is readily apparent when viewed in de-
scent.
1024.12 Seat stability. In places of assembly, the seats shall be
securely fastened to the floor.
Exceptions:
1. In places of assembly or portions thereof without
ramped or tiered floors for seating and with 200 or
fewer seats, the seats shall not be required to be fas-
tened to the floor.
2. In places of assembly or portions thereof with seating
at tables and without ramped or tiered floors for seat-
ing, the seats shall not be required to be fastened to the
floor.
3. In places of assembly or portions thereof without
ramped or tiered floors for seating and with greater
than 200 seats, the seats shall be fastened together in
groups of not less than three or the seats shall be se-
curely fastened to the floor.
4. In places of assembly where flexibility of the seating
arrangement is an integral part of the design and func-
tion of the space and seating is on tiered levels, a max-
imum of 200 seats shall not be required to be fastened
to the floor. Plans showing seating, tiers and aisles
shall be submitted for approval.
5. Groups of seats within a place of assembly separated
from other seating by railings, guards, partial height
walls or similar barriers with level floors and having
no more than 14 seats per group shall not be required
to be fastened to the floor.
6. Seats intended for musicians or other performers and
separated by railings, guards, partial height walls or
similar barriers shall not be required to be fastened to
the floor.
1024.13 Handrails. Ramped aisles having a slope exceeding
one unit vertical in 15 units horizontal (6.7-percent slope) and
aisle stairs shall be provided with handrails located either at the
side or within the aisle width.
Exceptions:
1 . Handrails are not required for ramped aisles having a
gradient no greater than one unit vertical in eight units
horizontal (12.5-percent slope) and seating on both
sides.
2. Handrails are not required if, at the side of the aisle,
there is a guard that complies with the graspability re-
quirements of handrails.
1024.13.1 Discontinuous handrails. Where there is seat-
ing on both sides of the aisle, the handrails shall be discon-
tinuous 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.
1024.13.2 Intermediate handrails. Where handrails are
provided in the middle of aisle stairs, there shall be an addi-
tional intermediate handrail located approximately 12 inches
(305 mm) below the main handrail.
1024.14 Assembly guards. Assembly guards shall comply
with Sections 1024.14.1 through 1024.14.3.
1024.14.1 Cross aisles. Cross aisles located more than 30
inches (762 mm) above the floor or grade below shall have
guards in accordance with Section 1012.
222
2003 INTERNATIONAL BUILDING CODE®
ffiAMS OF EGRESS
Where an elevation change of 30 inches (762 mm) or less
occurs between a cross aisle and the adjacent floor or grade
below, guards not less than 26 inches (660 mm) above the
aisle floor shall be provided.
m Where the backs of seats on the front of the
cross aisle project 24 inches (610 mm) or more above the
adjacent floor of the aisle, a guard need not be provided.
1024ol4o2 SigMlime-coestrained guard heights. Unless
subject to the requirements of Section 1024. 14.3, a fascia or
railing system in accordance with the guard requirements of
Section 1012 and having a minimum height of 26 inches
(660 mm) shall be provided where the floor or footboard ele-
vation is more than 30 inches (762 mm) above the floor or
grade below and the fascia or railing would otherwise inter-
fere with the sighthnes of immediately adjacent seating. At
bleachers, a guard must be provided where the floor or foot-
board elevation is more than 24 inches (610 mm) above the
floor or grade below and the fascia or railing would other-
wise interfere with the sightlines of the immediately adja-
cent seating.
m
f aisles. A fascia or railing
system complying with the guard requirements of Section
1012 shall be provided for the full width of the aisle where
the foot of the aisle is more than 30 inches (762 mm) above
the floor or grade below. The fascia or railing shall be a mini-
mum of 36 inches (914 mm) high and shall provide a mini-
mum 42 inches (1067 mm) measured diagonally between
the top of the rail and the nosing of the nearest tread.
1024.15 Beech seatimg. Where bench seating is used, the num-
ber of persons shall be based on one person for each 18 inches
(457 mm) of length of the bench.
1(1125.1 Gemeralo In addition to the means of egress required by
this chapter, provisions shall be made for emergency escape
and rescue in Group R as applicable in Section 101 .2 and Group
I-l occupancies. Basements and sleeping rooms below the
fourth story above grade plane shall have at least one exterior
emergency escape and rescue opening in accordance with this
section. Where basements contain one or more sleeping rooms,
emergency egress and rescue openings shall be required in each
sleeping room, but shall not be required in adjoining areas of
the basement. Such opening shall open directly into a public
street, public alley, yard or court.
1 . In other than Group R-3 occupancies as applicable in
Section 101.2, buildings equipped throughout with an
approved automatic sprinkler system in accordance
with Section 903.3.1.1 or 903.3.1.2.
2. In other than Group R-3 occupancies as applicable in
Section 101 .2, sleeping rooms provided with a door to
a fire-resistance-rated corridor having access to two
remote exits in opposite directions.
3. The emergency escape and rescue opening is permit-
ted to open onto a balcony within an atrium in accor-
dance with the requirements of Section 404, provided
the balcony provides access to an exit and the dwell-
ing unit or sleeping unit has a means of egress that is
not open to the atrium.
4. Basements with a ceiling height of less than 80 inches
(2032 mm) shall not be required to have emergency
escape and rescue windows.
5. High-rise buildings in accordance with Section 403.
6. Emergency escape and rescue openings are not re-
quired from basements or sleeping rooms which have
an exit door or exit access door that opens directly into
a public street, public alley, yard, egress court or to an
exterior exit balcony that opens to a public street, pub-
lic alley, yard or egress court.
7. Basements without habitable spaces and having no
more than 200 square feet (18.6 square meters) in
floor area shall not be required to have emergency es-
cape windows.
1025.2 MmiraiMm sise. Emergency escape and rescue open-
ings shall have a minimum net clear opening of 5.7 square feet
(0.53 m2).
Exceptioms The minimum net clear opening for emergency
escape and rescue grade-floor openings shall be 5 square
feet (0.46 m^).
1025.2,1 MImlmiiim dimensions. 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). The net clear opening dimensions shall be
the result of normal operation of the opening.
Emergency escape and
rescue openings shall have the bottom of the clear opening not
greater than 44 inches (1118 mm) measured from the floor.
1025.4 Operational corastraiints. Emergency escape and res-
cue openings shall be operational from the inside of the room
without the use of keys or tools. Bars, grilles, grates or similar
devices are permitted to be placed over emergency escape and
rescue openings provided the minimum net clear opening size
complies with Section 1025.2 and such devices 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 escape and rescue opening. Where such bars,
grilles, grates or similar devices are installed in existing build-
ings, smoke alarms shall be installed in accordance with Sec-
tion 907.2.10 regardless of the valuation of the alteration.
, An emergency escape and rescue open-
ing with a finished sill height below the adjacent ground level
shall be provided with a window well in accordance with Sec-
tions 1025.5.1 and 1025.5.2.
sliQo The minimum horizontal area of
the window well shall be 9 square feet (0.84 m^), with a min-
imum dimension of 36 inches (914 mm). The area of the
window well shall allow the emergency escape and rescue
opening to be fully opened.
rs or steps. Window wells with a vertical
depth of more than 44 inches (1118 mm) shall be equipped
with an approved permanently affixed ladder or steps. Lad-
223
MEANS OF EGRESS
ders or rungs shall have an inside width of at least 12 inches
(305 mm), shall project at least 3 inches (76 mm) from the
wall and shall be spaced not more than 18 inches (457 mm)
on center (o.c.) vertically for the full height of the window
well. The ladder or steps shall not encroach into the required
dimensions of the window well by more than 6 inches (152
mm). The ladder or steps shall not be obstructed by the
emergency escape and rescue opening. Ladders or steps re-
quired by this section are exempt from the stairway require-
ments of Section 1009.
224 2003 INTERNATIONAL BUILDING CODE®
0HAPTER11
JTY
SECTIOM1101
GENERAL
.1 Scope. The provisions of this chapter shall control the
design and construction of facilities for accessibility to physi-
cally disabled persons.
O
•
L Buildings and facilities shall be designed and
constructed to be accessible in accordance with this code and
ICCA117.1.
SECTIOW 1102
DEFiWmONS
1102.1 Deinitnoms. The following words and terms shall, for
the purposes of this chapter and as used elsewhere in the code,
have the following meanings:
ACCESSIBLE. A site, building, facility or portion thereof,
that complies with this chapter.
ACCESSIBLE ROUTE. A continuous, unobstructed path
that complies with this chapter.
ACCESSIBLE UNIT. A dwelhng unit or sleeping unit that
complies with this code and Chapters 1 through 9 of ICC
A117.1.
CIRCULATION PATH. An exterior or interior way of pas-
sage from one place to another for pedestrians.
COMMON USE. Interior or exterior circulation paths, rooms,
spaces or elements that are not for public use and are made
available for the shared use of two or more people.
DETECTABLE WARNING. A standardized surface feature
built in or applied to walking surfaces or other elements to warn
visually impaired persons of hazards on a circulation path.
DWELLING UNIT OR SLEEPING UNIT, MULTI=
STORY, A dwelling unit or sleeping unit with habitable space
located on more than one story.
DWELLING UNIT OR SLEEPING UNIT, TYPE A. A
dwelling unit or sleeping unit designed and constructed for ac-
cessibihty in accordance with ICC Al 17.1.
DWELLING UNIT OR SLEEPING UNIT, TYPE B. A
dwelling unit or sleeping unit designed and constructed for ac-
cessibility in accordance with ICC Al 17.1, consistent with the
design and construction requirements of the federal Fair
Housing Act.
EMPLOYEE WORK AREA, All or any portion of a space
used only by employees and only for work. Corridors, toilet
rooms, kitchenettes and break rooms are not employee work ar-
eas.
FACILITY, All or any portion of buildings, structures, site im-
provements, elements and pedestrian or vehicular routes lo-
cated on a site.
INTENDED TO BE OCCUPIED AS A RESIDENCE, This
refers to a dwelling unit or sleeping unit that can or will be used
all or part of the time as the occupant's place of abode.
MULTILEVEL ASSEMBLY SEATING. Seating that is ar-
ranged in distinct levels where each level is comprised of either
multiple rows, or a single row of box seats accessed from a sep-
arate level.
L An entrance that is not a service en-
trance or a restricted entrance.
ILIC-USE AREAS, Interior or exterior rooms or spaces
that are made available to the general public.
RESTRICTED ENTRANCE, An entrance that is made
available for common use on a controlled basis, but not public
use, and that is not a service entrance.
SELF=SERVICE STORAGE FACILITY. Real property de-
signed and used for the purpose of renting or leasing individual
storage spaces to customers for the purpose of storing and re-
moving personal property on a self-service basis.
SERVICE ENTRANCE. An entrance intended primarily for
delivery of goods or services.
SITE. A parcel of land bounded by a property line or a desig-
nated portion of a public right-of-way.
WHEELCHAIR SPACE. A space for a single wheelchair and
its occupant.
SECTION 1103
SCOPWG REQUIREIVlEiS9TS
1103.1 Where requinred. Buildings and structures, temporary
or permanent, including their associated sites and facilities,
shall be accessible to persons with physical disabilities.
1103.2 Gemeral exceptions. Sites, buildings, facilities and ele-
ments shall be exempt from this chapter to the extent specified
in this section.
1110)3,2,1 Specific requirements. Accessibility is not re-
quired in buildings and facilities, or portions thereof, to the
extent permitted by Sections 1 104 through 1110.
11(D3,2,2 Existing bulMmgs. Existing buildings shall com-
ply with Section 3409.
.2.3 Employee work areas. Spaces and elements
within employee work areas shall only be required to com-
ply with Sections 907.9.1.2, 1007 and 1 104.3.1 and shall be
designed and constructed so that individuals with disabili-
2003 IWTERMATBONAL BOBLDDfySG CODE®
225
ACCESSIBILITY
ties can approach, enter and exit the work area. Work areas,
or portions of work areas, that are less than 150 square feet
(14 m^) in area and elevated 7 inches (178 mm) or more
above the ground or finish floor where the elevation is es-
sential to the function of the space shall be exempt from all
requirements.
1 103.2.4 Detached dwellings. Detached one- and two-fam-
ily dwelhngs and accessory structures, and their associated
sites and facilities as applicable in Section 101.2, are not re-
quired to be accessible.
1103.2.5 Utility buildings. Occupancies in Group U are ex-
empt from the requirements of this chapter other than the
following:
1 . In agricultural buildings, access is required to paved
work areas and areas open to the general public.
2. Private garages or carports that contain required
accessible parking.
1103.2.6 Construction sites. Structures, sites and equip-
ment directly associated with the actual processes of con-
struction including, but not limited to, scaffolding, bridging,
materials hoists, materials storage or construction trailers
are not required to be accessible.
1103.2.7 Raised areas. Raised areas used primarily for pur-
poses of security, life safety or fire safety including, but not
limited to, observation galleries, prison guard towers, fire
towers or lifeguard stands are not required to be accessible
or to be served by an accessible route.
1103.2.8 Limited access spaces. Nonoccupiable spaces ac-
cessed only by ladders, catwalks, crawl spaces, freight ele-
vators or very narrow passageways are not required to be
accessible.
1103.2.9 Equipment spaces. Spaces frequented only by
personnel for maintenance, repair or monitoring of equip-
ment are not required to be accessible. Such spaces include,
but are not limited to, elevator pits, elevator penthouses, me-
chanical, electrical or communications equipment rooms,
piping or equipment catwalks, water or sewage treatment
pump rooms and stations, electric substations and trans-
former vaults, and highway and tunnel utility facilities.
1103.2.10 Single-occupant structures. Single-occupant
structures accessed only by passageways below grade or el-
evated above grade including, but not limited to, toll booths
that are accessed only by underground tunnels, are not re-
quired to be accessible.
1103.2.11 Residential Group R-1. Buildings of Group R-1
containing not more than five sleeping units for rent or hire
that are also occupied as the residence of the proprietor are
not required to be accessible.
1103.2.12 Day care facilities. Where a day care faciUty
(Groups A-3, E, 1-4 and R-3) is part of a dwelling unit, only
the portion of the structure utilized for the day care facility is
required to be accessible.
1103.2.13 Detention and correctional facilities. In deten-
tion and correctional facilities, common use areas that are
used only by inmates or detainees and security personnel,
and that do not serve holding cells or housing cells required
to be accessible, are not required to be accessible or to be
served by an accessible route.
1103.2.14 Fuel-dispensing systems. The operable parts on
fuel-dispensing devices shall comply with ICC A117.1,
Section 308.2.1 or 308.3.1.
SECTION 1104
ACCESSIBLE ROUTE
1104.1 Site arrival points. Accessible routes within the site
shall be provided from public transportation stops, accessible
parking and accessible passenger loading zones and public
streets or sidewalks to the accessible building entrance served.
Exception: An accessible route shall not be required be-
tween site arrival points and the building or facility entrance
if the only means of access between them is a vehicular way
not providing for pedestrian access.
1104.2 Within a site. At least one accessible route shall con-
nect accessible buildings, accessible facilities, accessible ele-
ments and accessible spaces that are on the same site.
Exception: An accessible route is not required between ac-
cessible buildings, accessible facihties, accessible elements
and accessible spaces that have, as the only means of access
between them, a vehicular way not providing for pedestrian
access.
1104.3 Connected spaces. When a building, or portion of a
building, is required to be accessible, an accessible route shall
be provided to each portion of the building, to accessible build-
ing entrances connecting accessible pedestrian walkways and
the public way. Where only one accessible route is provided,
the accessible route shall not pass through kitchens, storage
rooms, restrooms, closets or similar spaces.
Exceptions:
1. In assembly areas with fixed seating required to be
accessible, an accessible route shall not be required to
serve fixed seating where wheelchair spaces or desig-
nated aisle seats required to be on an accessible route
are not provided.
2. Accessible routes shall not be required to mezzanines
provided that the building or facility has no more than
one story, or where multiple stories are not connected
by an accessible route as permitted by Section 1 104.4.
3. A single accessible route is permitted to pass through
a kitchen or storage room in an accessible dwelling
unit.
1104.3.1 Employee work areas. Common use circulation |
paths within employee work areas shall be accessible
routes.
Exceptions:
1 . Common use circulation paths, located within em-
ployee work areas that are less than 300 square feet
(27.9 m^) in size and defined by permanently in-
226
2003 INTERNATIONAL BUILDING CODEC
m
stalled partitions, counters, casework or furnish-
ings, shall not be required to be accessible routes.
. Common use circulation paths, located within em-
ployee work areas, that are an integral component
of equipment, shall not be required to be accessible
routes.
. Common use circulation paths, located within ex-
terior employee work areas that are fully exposed
to the weather, shall not be required to be accessi-
ble routes.
L3.2 Press boxes. Press boxes in assembly areas shall
be on an accessible route.
1 . An accessible route shall not be required to press
boxes in bleachers that have points of entry at only
one level, provided that the aggregate area of all
press boxes is 500 square feet (46 m^) maximum.
2. An accessible route shall not be required to
free-standing press boxes that are elevated above
grade 12 feet (3660 mm) minimum provided that
the aggregate area of all press boxes is 500 square
feet (46 m^) maximum.
js. At least one acces-
sible route shall connect each accessible level, including mez-
zanines, in multilevel buildings and facilities.
. An accessible route is not required to stories and mez-
zanines above and below accessible levels that have
an aggregate area of not more than 3,000 square feet
(278.7 m^). This exception shall not apply to:
1.1. Multiple tenant facilities of Group M occu-
pancies containing five or more tenant spaces;
1.2. Levels containing offices of health care pro-
viders (Group B or I); or
1.3. Passenger transportation facilities and air-
ports (Group A-3 or B).
. In Group A, I, R and S occupancies, levels that do not
contain accessible elements or other spaces required
by Section 1 107 or 1 108 are not required to be served
by an accessible route from an accessible level.
. In air traffic control towers, an accessible route is not
required to serve the cab and the floor immediately
below the cab.
. Where a two-story building or facility has one story
with an occupant load of five or fewer persons that
does not contain public use space, that story shall not
be required to be connected by an accessible route to
the story above or below.
LocatioM. Accessible routes shall coincide with or be
located in the same area as a general circulation path. Where the
circulation path is interior, the accessible route shall also be in-
terior.
lion: Accessible routes from parking garages con-
tained within and serving Type B dwelling units are not re-
quired to be interior.
1104c6 Security barriers. Security barriers including, but not
limited to, security bollards and security check points shall not
obstruct a required accessible route or accessible means of
egress.
Exception: Where security barriers incorporate elements
that cannot comply with these requirements, such as certain
metal detectors, fluoroscopes or other similar devices, the
accessible route shall be permitted to be provided adjacent
to security screening devices. The accessible route shall per-
mit persons with disabihties passing around security barri-
ers to maintain visual contact with their personal items to
the same extent provided others passing through the secu-
rity barrier.
ACCESSIBLE ENTRANCES
llOSol Public entraeceSo In addition to accessible entrances
required by Sections 1105.1.1 through 1105.1.6, at least 50
percent of all public entrances shall be accessible.
ions:
1. An accessible entrance is not required to areas not
required to be accessible.
2. Loading and service entrances that are not the only
entrance to a tenant space.
LI Parking garage entrances. Where provided, di-
rect access for pedestrians from parking structures to build-
ings or facility entrances shall be accessible.
Where direct access is provided for pedestrians from a pe-
destrian tunnel or elevated walkway to a building or facility,
at least one entrance to the building or facility from each
tunnel or walkway shall be accessible.
1105.1.3 Restricted entrances. Where restricted entrances
are provided to a building or facility, at least one restricted
entrance to the building or facility shall be accessible.
1105.1.4 Entrances for inmates or detainees. Where en-
trances used only by inmates or detainees and security per-
sonnel are provided at judicial facilities, detention facilities
or correctional facilities, at least one such entrance shall be
accessible.
1105.1.5 Service entrances. If a service entrance is the only
entrance to a building or a tenant space in a facility, that en-
trance shall be accessible.
1105.1.6 Tenant spaces, dwelling units and sleeping
units. At least one accessible entrance shall be provided to
each tenant, dwelling unit and sleeping unit in a facility.
1 . An accessible entrance is not required to tenants
that are not required to be accessible.
2003 INTERSMATDOiMAL BUILDSMG CODE®
227
ACCESSIBIL5TY
An accessible entrance is not required to dwelling
units and sleeping units that are not required to be
Accessible units, Type A units or Type B units.
SECTION 1106
PARKING AND PASSENGER LOADING FACILITIES
1106.1 Required. Where parking is provided, accessible park-
ing spaces shall be provided in compliance with Table 1 106.1,
except as required by Sections 1106.2 through 1106.4. The
number of accessible parking spaces shall be determined based
on the total number of parking spaces provided for the facility.
Exception: This section does not apply to parking spaces
used exclusively for buses, trucks, other delivery vehicles,
law enforcement vehicles or vehicular impound and motor
pools where lots accessed by the pubhc are provided with an
accessible passenger loading zone.
TABLE 1106.1
ACCESSIBLE PARKING SPACES
TOTAL PARKING
SPACES PROVIDED
REQUIRED MINIMUM NUMBER
OF ACCESSIBLE SPACES
lto25
1
26 to 50
2
51 to 75
3
76 to 100
4
101 to 150
5
151 to 200
6
201 to 300
7
301 to 400
8
401 to 500
9
501 to 1,000
2% of total
More than 1,000
20, plus one for each 100
over 1,000
1106.2 Groups R-2 and R-3. Two percent, but not less than
one, of each type of parking space provided for occupancies in
Groups R-2 and R-3, which are required to have Accessible,
Type A or Type B dwelling or sleeping units, shall be accessi-
ble. Where parking is provided within or beneath a building,
accessible parking spaces shall also be provided within or be-
neath the building.
1106.3 Hospital outpatient facilities. Ten percent of patient
and visitor parking spaces provided to serve hospital outpatient
facilities shall be accessible.
1106.4 Rehabilitation facilities and outpatient physical
therapy facilities. Twenty percent, but not less than one, of the
portion of patient and visitor parking spaces serving rehabilita-
tion facilities and outpatient physical therapy facihties shall be
accessible.
1106.5 Van spaces. For every six or fraction of six accessible
arking spaces, at least one shall be a van-accessible parking
space.
1106.6 Location. Accessible parking spaces shall be located
on the shortest accessible route of travel from adjacent parking
to an accessible building entrance. Accessible parking spaces
shall be dispersed among the various types of parking facilities
provided. In parking facilities that do not serve a particular
building, accessible parking spaces shall be located on the
shortest route to an accessible pedestrian entrance to the park-
ing facihty. Where buildings have multiple accessible en-
trances with adjacent parking, accessible parking spaces shall
be dispersed and located near the accessible entrances.
Exception: In multilevel parking structures, van-accessible
parking spaces are permitted on one level.
.7 Passenger loading zones. Passenger loading zones
shall be designed and constructed in accordance with ICC
A117.1.
j.7.1 Continuous loading zones. Where passenger
loading zones are provided, one passenger loading zone in
every continuous 100 linear feet (30.4 m) maximum of load-
ing zone space shall be accessible.
1106.7.2 Medical facilities. A passenger loading zone shall
be provided at an accessible entrance to licensed medical
and long-term care facilities where people receive physical
or medical treatment or care and where the period of stay ex-
ceeds 24 hours.
1106.7.3 Valet parking. A passenger loading zone shall be
provided at valet parking services.
SECTION 1107
DWELLING UNITS AND SLEEPING UNITS
1107.1 General. In addition to the other requirements of this
chapter, occupancies having dwelling units or sleeping units
shall be provided with accessible features in accordance with
this section.
1107.2 Design. Dwelling units and sleeping units which are re-
quired to be Accessible units shall comply with this code and
the applicable portions of Chapters 1 through 9 of ICC A117.1 .
Type A and Type B units shall comply with the applicable por-
tions of Chapter 10ofICCA117.1. Units required to be Type A
units are permitted to be designed and constructed as Accessi-
ble units. Units required to be Type B units are permitted to be
designed and constructed as Accessible units or as Type A
units.
1107.3 Accessible spaces. Rooms and spaces available to the
general pubhc or available for use by residents and serving Ac-
cessible units. Type A units or Type B units shall be accessible.
Accessible spaces shall include toilet and bathing rooms,
kitchen, living and dining areas and any exterior spaces, includ-
ing patios, terraces and balconies.
Exceptions Recreational facilities in accordance with Sec-
tion 1109.14.
1107.4 Accessible route. At least one accessible route shall
connect accessible building or facility entrances with the pri-
mary entrance of each Accessible unit. Type A unit and Type B
228
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ACCESSIBILITY
unit within the building or facility and with those exterior and
interior spaces and facilities that serve the units.
If the slope of the finished ground level between
accessible facilities and buildings exceeds one unit
vertical in 12 units horizontal (1:12), or where physi-
cal barriers prevent the installation of an accessible
route, a vehicular route with parking that complies
with Section 1 106 at each public or common use facil-
ity or building is permitted in place of the accessible
route.
Exterior decks, patios or balconies that are part of
Type B units and have impervious surfaces, and that
are not more than 4 inches (102 mm) below the fin-
ished floor level of the adjacent interior space of the
unit.
L Occupancies in Group I shall be provided
with accessible features in accordance with Sections 1 107.5.1
through 1107.5.5.
•
I=lo Group I-l occupancies shall be pro-
vided with accessible features in accordance with Sections
1107.5.1.1 and 1107.5.1.2.
lohl Accessible umnts. At least 4 percent, but not
less than one, of the dwelling units and sleeping units
shall be Accessible units.
.1.2 Type B imlts. In structures with four or more
dweUing or sleeping units intended to be occupied as a
residence, every dwelling and sleeping unit intended to
be occupied as a residence shall be a Type B unit.
Exceptiom; The number of Type B units is permitted
to be reduced in accordance with Section 1 107.7.
5.2 Groep 1=2 Nersmg homeSo Nursing homes of
Group 1-2 shall be provided with accessible features in ac-
cordance with Sections 1107.5.2.1 and 1107.5.2.2.
110)7oS.2.1 Accessible imits., At least 50 percent, but not
less than one, of the dwelling units and sleeping units
shall be Accessible units.
5.2,2 Type B umnts. In structures with four or more
dwelling or sleeping units intended to be occupied as a
residence, every dwelling and sleeping unit intended to
be occupied as a residence shall be a Type B unit.
Exceptions The number of Type B units is permitted
to be reduced in accordance with Section 1 107.7.
1107.5.3 Growp 1=2 Hospitals. General-purpose hospitals,
psychiatric facihties, detoxification facilides and residential
care/assisted living facilities of Group 1-2 shall be provided
with accessible features in accordance with Sections
1107.5.3.1 and 1107.5.3.2.
.3.1 Accessible mmits. At least 10 percent, but not
less than one, of the dwelling units and sleeping units
shall be Accessible units.
Is. In structures with four or more
dwelling or sleeping units intended to be occupied as a
residence, every dwelling and sleeping unit intended to
be occupied as a residence shall be a Type B unit.
Exception: The number of Type B units is permitted
to be reduced in accordance with Section 1 107.7.
A Group 1-2 RehabllitatloE facilities. In hospitals
and rehabilitation facilities of Group 1-2 which specialize in
treating conditions that affect mobility, or units within either
which specialize in treating conditions that affect mobility,
100 percent of the dwelling units and sleeping units shall be
Accessible units.
1107.S.5 Groep 1=3. Buildings, facihties or portions thereof
with Group 1-3 occupancies shall comply with Sections
1107.5.5.1 through 1107.5.5.3.
g emits. In occupancies in
Group 1-3, at least 2 percent, but not less than one, of the
dwelhng units and sleeping units shall be Accessible
units.
housing
cells or rooms. In addition to the units required to be ac-
cessible by Section 1107.5.5.1, where special holding
cells or special housing cells or rooms are provided, at
least one serving each purpose shall be accessible. Cells
or rooms subject to this requirement include, but are not
limited to, those used for purposes of orientation, protec-
tive custody, administrative or disciplinary detention or
segregation, detoxification and medical isolation.
mi Cells or rooms specially designed with-
out protrusions and that are used solely for purposes
of suicide prevention shall not be required to include
grab bars.
Patient sleeping
units or cells required to be accessible in medical care
facilities shall be provided in addition to any medical
isolation cells required to comply with Section
1107.5.5.2.
L Occupancies in Group R shall be provided
with accessible features in accordance with Sections 1 107.6.1
through 1107.6.4.
11®7.6.1 Group M=l, Group R-1 occupancies shall be pro-
vided with accessible features in accordance with Sections
1107.6.1.1 and 1107.6.1.2.
units. In occupancies in Group
R-1, Accessible dwelling units and sleeping units shall
be provided in accordance with Table 1 107.6.1 .1 . All fa-
cilities on a site shall be considered to determine the total
number of Accessible units. Accessible units shall be
dispersed among the various classes of units. Roll-in
showers provided in Accessible units shall include a per-
manently mounted folding shower seat.
2003 8NTERMAT10NAL BUILDING CODE®
229
ACCESSIBILITY
TABLE 1107.6.1.1
ACCESSIBLE DWELLING AND SLEEPING UNITS
TOTAL NUMBER OF
UNITS PROVIDED
MINIMUM REQUIRED NUMBER OF ACCESSIBLE
UNITS ASSOCIATED WITH ROLL-IN SHOWERS
TOTAL NUMBER OF
REQUIRED ACCESSIBLE UNITS
lto25
1
26 to 50
2
51 to 75
1
4
76 to 100
1
5
101 to 150
2
7
151 to 200
2
8
201 to 300
3
10
301 to 400
4
12
401 to 500
4
13
501 to 1,000
1% of total
3% of total
Over 1,000
10, plus 1 for each 100 over 1,000
30, plus 2 for each 100 over 1,000
1107.6.1.2 Type B units. In structures with four or more
dwelling or sleeping units intended to be occupied as a
residence, every dwelling and sleeping unit intended to
be occupied as a residence shall be a Type B unit.
Exception: The number of Type B units is permitted
to be reduced in accordance with Section 1 107.7.
1107.6.2 Group R-2. Accessible units, Type A units and
Type B units shall be provided in occupancies in Group R-2
in accordance with Sections 1107.6.2.1 and 1107.6.2.2.
1107.6.2.1 Apartment houses, monasteries and con-
vents. Type A and Type B units shall be provided in
apartment houses, monasteries and convents in accor-
dance with Sections 1107.6.2.1.1 and 1107.6.2.1.2.
1107.6.2.1ol Type A units. In occupancies in Group
R-2 containing more than 20 dwelling units or sleep-
ing units, at least 2 percent, but not less than one, of
the units shall be a Type A unit. All units on a site shall
be considered to determine the total number of units
and the required number of Type A units. Type A units
shall be dispersed among the various classes of units.
Exceptions:
1 . The number of Type A units is permitted to
be reduced in accordance with Section
1107.7.
2. Existing structures on a site shall not con-
tribute to the total number of units on a site.
1107.6.2.1.2 Type B units. Where there are four or
more dwelling units or sleeping units intended to be
occupied as a residence in a single structure, every
dwelling unit and sleeping unit intended to be occu-
pied as a residence shall be a Type B unit.
Exception: The number of Type B units is permit-
ted to be reduced in accordance with Section
1107.7.
1107.6.2.2 Boarding houses, dormitories, fraternity
houses and sorority houses. Accessible units and Type
B dwelling units shall be provided in boarding houses,
dormitories, fraternity houses and sorority houses in ac-
cordance with Sections 1107.6.2.2.1 and 1107.6.2.2.2.
1107.6.2.2.1 Accessible units. Accessible dwelling
units and sleeping units shall be provided in accor-
dance with Table 1 107.6. 1 . 1 .
1107.6.2.2.2 Type B units. Where there are four or
more dwelling units or sleeping units intended to be
occupied as a residence in a single structure, every
dwelling unit and every sleeping unit intended to be
occupied as a residence shall be a Type B unit.
Exception: The number of Type B units is permit-
ted to be reduced in accordance with Section
1107.7.
L=3. In occupancies in Group R-3 where
there are four or more dwelling units or sleeping units in-
tended to be occupied as a residence in a single structure, ev-
ery dwelling and sleeping unit intended to be occupied as a
residence shall be a Type B unit.
Exception: The number of Type B units is permitted to
be reduced in accordance with Section 1107.7.
1107.6.4 Group R-4. Group R-4 occupancies shall be pro-
vided with accessible features in accordance with Sections
1107.6.4.1 and 1107.6.4.2.
1107.6.4.1 Accessible units. At least one of the dwelling
or sleeping units shall be an Accessible unit.
1107.6.4.2 Type B units. In structures with four or more
dwelling or sleeping units intended to be occupied as a
residence, every dwelling and sleeping unit intended to
be occupied as a residence shall be a Type B unit.
Exception: The number of Type B units is permitted
to be reduced in accordance with Section 1 107.7.
230
2003 INTERNATIONAL BUILDING CODE®
ACCESSIBSLDTY
1107.7 Gemeral excepttoms. Where specifically permitted by
Section 1 107.5 or 1 107.6, the required number of Type A and
Type B units is permitted to be reduced in accordance with Sec-
tions 1107.7.1 through 1107.7.5.
IWIJA BiialMiimgs wntttiOMt elevator servkeo Where no el-
evator service is provided in a building, only the dwelling
and sleeping units that are located on stories indicated in
Sections 1107.7.1.1 and 1107.7.1.2 are required to be Type
A and Type B units. The number of Type A units shall be de-
termined in accordance with Section 1107.6.2.1.1.
1107.7olol Ome story wnth Type B limits reqeiredo At
least one story containing dwelling units or sleeping
units intended to be occupied as a residence shall be pro-
vided with an accessible entrance from the exterior of the
building and all units intended to be occupied as a resi-
dence on that story shall be Type B units.
o7ol.2 AdditSomal stories with Type B miiitSo On all
other stories that have a building entrance in proximity to
arrival points intended to serve units on that story, as indi-
cated in Items 1 and 2, all dwelling units and sleeping
units intended to be occupied as a residence served by
that entrance on that story shall be Type B units.
1 . Where the slopes of the undisturbed site measured
between the planned entrance and all vehicular or
pedestrian arrival points within 50 feet of the
planned entrance are 10 percent or less, and
2. Where the slopes of the planned finished grade
measured between the entrance and all vehicular or
pedestrian arrival points within 50 feet of the
planned entrance are 10 percent or less.
Where no such arrival points are within 50 feet (15 240
mm) of the entrance, the closest arrival point shall be
used unless that arrival point serves the story required by
Section 1107.7.1.1.
o7,2 MaiBtistory omits. A multistory dwelling or sleep-
ing unit which is not provided with elevator service is not re-
quired to be a Type B unit. Where a multistory unit is
provided with external elevator service to only one floor, the
floor provided with elevator service shall be the primary en-
try to the unit, shall comply with the requirements for a Type
B unit and a toilet facility shall be provided on that floor.
1107.7.3 EDevator service to tine lowest
Where elevator service in the building provides an accessi-
ble route only to the lowest story containing dwelling or
sleeping units intended to be occupied as a residence, only
the units on that story which are intended to be occupied as a
residence are required to be Type B units.
1107.7.4 Site nmpracticality. On a site with multiple
nonelevator buildings, the number of units required by Sec-
tion 1 107.7. 1 to be Type B units is permitted to be reduced to
a percentage which is equal to the percentage of the entire
site having grades, prior to development, which are less than
10 percent, provided that all of the following conditions are
met:
1 . Not less than 20 percent of the units required by Sec-
tion 1107.7.1 on the site are Type B units;
2. Units required by Section 1107.7.1, where the slope
between the building entrance serving the units on
that story and a pedestrian or vehicular arrival point is
no greater than 8.33 percent, are Type B units;
3. Units required by Section 1107.7.1, where an elevated
walkway is planned between a building entrance serv-
ing the units on that story and a pedestrian or vehicular
arrival point and the slope between them is 10 percent
or less are Type B units; and
4. Units served by an elevator in accordance with Sec-
tion 1 107.7.3 are Type B units.
1107.7.5 DesigE IHood elevation. The required number of
Type A and Type B units shall not apply to a site where the
lowest floor or the lowest structural building members of
nonelevator buildings are required to be at or above the de-
sign flood elevation resulting in:
1. A difference in elevation between the minimum
required floor elevation at the primary entrances and
vehicular and pedestrian arrival points within 50 feet
(15 240 mm) exceeding 30 inches (762 mm), and
2. A slope exceeding 10 percent between the minimum
required floor elevation at the primary entrances and
vehicular and pedestrian arrival points within 50 feet
(15 240 mm).
Where no such arrival points are within 50 feet (15 240
mm) of the primary entrances, the closest arrival point shall
be used.
SECTION 11 OS
SPECDAL OCCUPANCIES
1108.1 Gemeral. In addition to the other requirements of this
chapter, the requirements of Sections 1108.2 through 1108.4
shall apply to specific occupancies.
ig. Assembly areas with fixed
seating shall comply with Sections 1 108.2.1 through 1 108.2.8.
Dining areas shall comply with Section 1108.2.9.
1108.2.1 Services. Services and facilities provided in areas
not required to be accessible shall be provided on an accessi-
ble level and shall be accessible.
1108.2.2 Wheelchair spaces. In theaters, bleachers, grand-
stands, stadiums, arenas and other fixed seating assembly
areas, accessible wheelchair spaces complying with ICC
A117.1 shall be provided in accordance with Sections
1108.2.2.1 through 1108.2.2.5.
1108.2.2.1 Gemeral seating. Wheelchair spaces shall be
provided in accordance with Table 1108.2.2.1
2003 INTERNATIONAL BUILDING CODE®
231
ACCESSIBILITY
TABLE 1108.2.2.1
ACCESSIBLE WHEELCHAIR SPACES
CAPACITY OF SEATING
IN ASSEMBLY AREAS
MINIMUM REQUIRED NUMBER
OF WHEELCHAIR SPACES
4 to 25
1
26 to 50
2
51 to 100
4
101 to 300
5
301 to 500
6
501 to 5,000
6, plus 1 for each 150, or
fraction thereof, between 501
through 5,000
5,001 and over
36 plus 1 for each 200, or
fraction thereof, over 5,000
1108.2.2.2 Luxury boxes, club boxes and suites. In
each luxury box, club box, and suite within arenas, stadi-
ums and grandstands, wheelchair spaces shall be pro-
vided in accordance with Table 1108.2.2.1.
1108.2.2.3 Other boxes. In boxes other than those re-
quired to comply with Section 1 108.2.2.2, the total num-
ber of wheelchair spaces provided shall be determined in
accordance with Table 1108.2.2.1. Wheelchair spaces
shall be located in not less than 20 percent of all boxes
provided.
1108.2.3 Integration. Wheelchair spaces shall be an inte-
gral part of the seating plan.
1108.2.4 Dispersion of wheelchair spaces. Dispersion of
wheelchair spaces shall be based on the availabihty of ac-
cessible routes to various seating areas including seating at
various levels in multilevel facilities.
1108.2.4.1 Multilevel assembly seating areas. In multi-
level assembly seating areas, wheelchair spaces shall be
provided on the main floor level and on one of each two
additional floor or mezzanine levels. Wheelchair spaces
shall be provided in each luxury box, club box and suite
within assembly facilities.
Exceptions:
1 . In multilevel assembly spaces utilized for wor-
ship services, where the second floor or mezza-
nine level contains 25 percent or less of the total
seating capacity, wheelchair spaces shall be
permitted to all be located on the main level.
2. In multilevel assembly seating where the
second floor or mezzanine level provides 25
percent or less of the total seating capacity
and 300 or fewer seats, wheelchair spaces
shall be permitted to all be located on the
main level.
1108.2.5 Companion seats. At least one companion seat
complying with ICC A117.1 shall be provided for each
wheelchair space required by Section 1 108.2.2.
1108.2.6 Designated aisle seats. At least five percent, but
not less than one, of the total number of aisle seats provided
shall be designated aisle seats.
1108.2.7 Assistive listening systems. Each assembly area
where audible communications are integral to the use of the
space shall have an assistive listening system.
Exception: Other than in courtrooms, an assistive listen-
ing system is not required where there is no audio ampli-
fication system.
1108.2.7.1 Receivers. Receivers shall be provided for
assistive listening systems in accordance with Table
1108.2.7.1.
Exception: Where a building contains more than one
assembly area, the total number of required receivers
shall be permitted to be calculated according to the to-
tal number of seats in the assembly areas in the build-
ing provided that all receivers are usable with all
systems, and if assembly areas required to provide
assistive listening are under one management.
1108.2.7.2 Public address systems. Where stadiums,
arenas and grandstands provide audible public an-
nouncements, they shall also provide equivalent text in-
formation regarding events and facilities in compliance
with Sections 1108.2.7.2.1 and 1108.2.7.2.2.
1108.2.7.2.1 Prerecorded text messages. Where elec-
tronic signs are provided and have the capability to dis-
play prerecorded text messages containing information
that is the same, or substantially equivalent, to informa-
•
TABLE 1108.2.7.1
RECEIVERS FOR ASSISTIVE LISTENING SYSTEMS
CAPACITY OF SEATING
DN ASSEMBLY AREAS
MINIMUM REQUIRED
NUMBER OF RECEIVERS
MINIMUM NUMBER OF RECEIVERS
TO BE HEARING-AID COMPATIBLE
50 or less
2
2
51 to 200
2, plus 1 per 25 seats over 50 seats*
2
201 to 500
2, plus 1 per 25 seats over 50 seats.*
1 per 4 receivers*
501 to 1,000
20, plus 1 per 33 seats over 500 seats*
1 per 4 receivers*
1,001 to 2,000
35, plus 1 per 50 seats over 1,000 seats*
1 per 4 receivers*
Over 2,000
55, plus 1 per 100 seats over 2,000 seats*
1 per 4 receivers*
NOTE: * = or fraction thereof
232
2003 INTERNATIONAL BUILDING CODE®
ACCESS8BBL1TY
m
tion that is provided audibly, signs shall display text
that is equivalent to audible announcements.
m: Announcements that cannot be prere-
corded in advance of the event shall not be required
to be displayed.
ll(D)8.2.7<,2o2 Real-time messages. Where electronic
signs are provided and have the capability to display
real-time messages containing information that is the
same, or substantially equivalent, to information that
is provided audibly, signs shall display text that is
equivalent to audible announcements.
1108.2o8 Performance areas. An accessible route shall di-
rectly connect the performance area to the assembly seating
area where a circulation path directly connects a perfor-
mance area to an assembly seating area. An accessible route
shall be provided from performance areas to ancillary areas
or facilities used by performers.
Bg areas. In dining areas, the total floor area
allotted for seating and tables shall be accessible.
1 . In buildings or facilities not required to provide an
accessible route between levels, an accessible
route to a mezzanine seating area is not required,
provided that the mezzanine contains less than 25
percent of the total area and the same services are
provided in the accessible area.
2. In sports facilities, tiered dining areas providing
seating required to be accessible shall be required
to have accessible routes serving at least 25 percent
of the dining area, provided that accessible routes
serve accessible seating and where each tier is pro-
vided with the same services.
1108,2.9.1 Dmmg surfaces. Where dining surfaces for
the consumption of food or drink are provided, at least 5
percent, but not less than one, of the seating and standing
spaces at the dining surfaces shall be accessible and be
distributed throughout the facility.
js. Self-service storage fa-
cilities shall provide accessible individual self-storage spaces
in accordance with Table 1 108.3.
TABLE 1108.3
ACCESSIBLE SELF-SERVICE STORAGE FACILITIES
TOTAL SPACES IN FACILITY
MDNIiVlUM NUMBER OF REQUIRED
ACCESSIBLE SPACES
1 to 200
5%, but not less than 1
Over 200
10, plus 2% of total number of
units over 200
1108.3ol DIspersiOEo Accessible individual self-service
storage spaces shall be dispersed throughout the various
classes of spaces provided. Where more classes of spaces
are provided than the number of required accessible spaces,
the number of accessible spaces shall not be required to ex-
ceed that required by Table 1108.3. Accessible spaces are
permitted to be dispersed in a single building of a
multibuilding facility.
;illtie§. Judicial facilities shall comply with
Sections 1108.4.1 through 1108.4.3.
1108.4.1 Courtrooms. Each courtroom shall be accessible.
cells. Where provided, central holding
cells and court-floor holding cells shall comply with Sec-
tions 1108.4.2.1 and 1108.4.2.2.
1108.4.2,1 Ceetral holding cells. Where separate cen-
tral holding cells are provided for adult males, juvenile
males, adult females or juvenile females, one of each
type shall be accessible. Where central holding cells are
provided and are not separated by age or sex, at least one
accessible cell shall be provided.
cells. Where separate
court-floor holding cells are provided for adult males, ju-
venile males, adult females or juvenile females, each
courtroom shall be served by one accessible cell of each
type. Where court-floor holding cells are provided and
are not separated by age or sex, courtrooms shall be
served by at least one accessible cell. Accessible cells
shall be permitted to serve more than one courtroom.
Bg areas. Visiting areas shall comply with
Sections 1108.4.3.1 and 1108.4.3.2.
1108.4.3,1 Cmlblcles and counters. At least 5 percent,
but no fewer than one, of cubicles shall be accessible on
both the visitor and detainee sides. Where counters are
provided, at least one shall be accessible on both the visi-
tor and detainee sides.
m This requirement shall not apply to the
detainee side of cubicles or counters at noncontact
visiting areas not serving holding cells.
IS. Where solid partitions or security
glazing separate visitors from detainees, at least one of
each type of cubicle or counter partition shall be accessi-
ble.
1109.1 General, Accessible building features and facilities
shall be provided in accordance with Sections 1 109.2 through
1109.15.
Exception; Type A and Type B dwelling and sleeping units
shall comply with ICC All 7.1.
1109.2 Toilet and bathing facilities. Toilet rooms and bathing
facilities shall be accessible. Where a floor level is not required
to be connected by an accessible route, the only toilet rooms or
bathing facilities provided within the facihty shall not be lo-
cated on the inaccessible floor. At least one of each type of fix-
ture, element, control or dispenser in each accessible toilet
room and bathing facility shall be accessible.
ions;
In toilet rooms or bathing facilities accessed only
through a private office, not for common or public
use, and intended for use by a single occupant, any of
the following alternatives are allowed:
2003 INTERNATIONAL BUILDING CODE®
233
ACCESSIBSLITY
1.1. Doors are permitted to swing into the clear
floor space provided the door swing can be re-
versed to meet the requirements in ICC
A117.1,
1.2. The height requirements for the water closet
in ICC A117.1 are not applicable,
1.3. Grab bars are not required to be installed in a
toilet room, provided that reinforcement has
been installed in the walls and located so as to
permit the installation of such grab bars, and
1.4. The requirement for height, knee and toe
clearance shall not apply to a lavatory.
2. This section is not applicable to toilet and bathing
facilities that serve dwelling units or sleeping units
that are not required to be accessible by Section 1 107.
3. Where multiple single-user toilet rooms or bathing
facilities are clustered at a single location and contain
fixtures in excess of the minimum required number of
plumbing fixtures, at least 5 percent, but not less than
one room for each use at each cluster, shall be accessi-
ble.
4. Toilet room fixtures that are in excess of those
required by the International Plumbing Code and that
are designated for use by children in day care and pri-
mary school occupancies.
5. Where no more than one urinal is provided in a toilet
room or bathing facility, the urinal is not required to
be accessible.
6. Toilet rooms that are part of critical-care or inten-
sive-care patient sleeping rooms are not required to be
accessible.
1109.2.1 Unisex toikt and bathieg rooms. In assembly
and mercantile occupancies, an accessible unisex toilet
room shall be provided where an aggregate of six or more
male and female water closets is required. In buildings of
mixed occupancy, only those water closets required for the
assembly or mercantile occupancy shall be used to deter-
mine the unisex toilet room requirement. In recreational fa-
cilities where separate-sex bathing rooms are provided, an
accessible unisex bathing room shall be provided. Fixtures
located within unisex toilet and bathing rooms shall be in-
cluded in determining the number of fixtures provided in an
occupancy.
Exception: Where each separate-sex bathing room has
only one shower or bathtub fixture, a unisex bathing
room is not required.
1109.2.1.1 Standard. Unisex toilet and bathing rooms
shall comply with Sections 1109.2.1.2 through
1109.2.1.7 and ICC A117.I.
1109.2.1.2 Unisex toilet rooms. Unisex toilet rooms
shall include only one water closet and only one lavatory.
A unisex bathing room in accordance with Section
1 109.2.1.3 shall be considered a unisex toilet room.
Exception: A urinal is permitted to be provided in ad-
dition to the water closet in a unisex toilet room.
Eg rooms. Unisex bathing
rooms shall include only one shower or bathtub fixture.
Unisex bathing rooms shall also include one water closet
and one lavatory. Where storage facilities are provided
for separate-sex bathing rooms, accessible storage facili-
ties shall be provided for unisex bathing rooms.
.2.1.4 Location. Unisex toilet and bathing rooms
shall be located on an accessible route. Unisex toilet
rooms shall be located not more than one story above or
below separate-sex toilet rooms. The accessible route
from any separate-sex toilet room to a unisex toilet room
shall not exceed 500 feet (152 m).
J.2.1.5 Prohilbited location. In-passenger transpor-
tation facilities and airports, the accessible route from
separate-sex toilet rooms to a unisex toilet room shall not
pass through security checkpoints.
1109.2.1.6 Clear floor space. Where doors swing into a
unisex toilet or bathing room, a clear floor space not less
than 30 inches by 48 inches (762 mm by 1219 mm) shall
be provided, within the room, beyond the area of the door
swing.
.2.1,7 Privacy. Doors to unisex toilet and bathing
rooms shall be securable from within the room.
h2.2 Water closet compartment. Where water closet
compartments are provided in a toilet room or bathing facil-
ity, at least one wheelchair-accessible compartment shall be
provided. Where the combined total water closet compart-
ments and urinals provided in a toilet room or bathing facil-
ity is six or more, at least one ambulatory-accessible water
closet compartment shall be provided in addition to the
wheelchair-accessible compartment. Wheelchair-accessi-
ble and ambulatory-accessible compartments shall comply
with ICC Al 17.1.
1109.3 Sinks. Where sinks are provided, at least 5 percent, but
not less than one, provided in accessible spaces shall comply
with ICC Al 17.1.
•
1 . Mop or service sinks are not required to be accessible.
2. Sinks designated for use by children in day care and
primary school occupancies.
1109.4 Kitchens and kitchenettes. Where kitchens and kitch-
enettes are provided in accessible spaces or rooms, they shall be
accessible in accordance with ICC A117.1.
1109.5 Drinking fountains. On floors where drinking foun-
tains are provided, at least 50 percent, but not less than one
fountain, shall be accessible.
1109.6 Elevators. Passenger elevators on an accessible route
shall be accessible and comply with Section 3001.3.
1109.7 Lifts, Platform (wheelchair) lifts are permitted to be a
part of a required accessible route in new construction where
»
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2003 SNTERNATSONAL BUSLDING CODE®
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indicated in Items 1 through 7. Platform (wheelchair) hfts shall
be installed in accordance with ASME A 18.1.
1. An accessible route to a performing area and speakers'
platforms in occupancies in Group A.
2. An accessible route to wheelchair spaces required to
comply with the wheelchair space dispersion require-
ments of Section 1 108.2.2 through 1 108.2.4.
3 . An accessible route to spaces that are not open to the gen-
eral public with an occupant load of not more than five.
4. An accessible route within a dwelUng or sleeping unit.
5. An accessible route to wheelchair seating spaces located
in outdoor dining terraces in A-5 occupancies where the
means of egress from the dining terraces to a public way
are open to the outdoors.
6. An accessible route to raised judges' benches, clerks' sta-
tions, jury boxes, witness stands and other raised or de-
pressed areas in a court.
7. An accessible route where existing exterior site con-
straints make use of a ramp or elevator infeasible.
1109o8 Storage. Where fixed or built-in storage elements such
as cabinets, shelves, medicine cabinets, closets and drawers are
provided in required accessible spaces, at least one of each type
shall contain storage space complying with ICC Al 17.1.
^.8.1 Lockers. Where lockers are provided in accessible
spaces, at least five percent, but not less than one, of each
type shall be accessible.
Self-service shelves
and display units shall be located on an accessible route.
Such shelving and display units shall not be required to
comply with reach-range provisions.
Where coat
hooks and folding shelves are provided in toilet rooms, toilet
compartments, or in dressing, fitting or locker rooms, at
least one of each type shall be accessible and shall be pro-
vided in accessible toilet rooms without toilet compart-
ments, accessible toilet compartments and accessible
dressing, fitting and locker rooms.
1109.9 Detectable warmirngs. Passenger transit platform edges
bordering a drop-off and not protected by platform screens or
guards shall have a detectable warning.
Detectable warnings are not required at bus
stops.
ig. Assembly areas with fixed
seating in every occupancy shall comply with Section 1108.2
for accessible seating and assistive listening devices.
4
Where seating or standing space at fixed or built-in tables,
counters or work surfaces is provided in accessible spaces, at
least 5 percent of the seating and standing spaces, but not less
than one, shall be accessible. In Group 1-3 occupancy visiting
areas at least 5 percent, but not less than one, cubicle or counter
shall be accessible on both the visitor and detainee sides.
1. Check- writing surfaces at check-out aisles not
required to comply with Section 1109.12.2 are not
required to be accessible.
2. In Group 1-3 occupancies, the counter or cubicle on
the detainee side is not required to be accessible at
noncontact visiting areas or in areas not serving
accessible holding cells or sleeping units.
,11.1 DispersiOE. Accessible fixed or built-in seating
at tables, counters or work surfaces shall be distributed
throughout the space or facility containing such elements.
I service
accessible features
through 1109.12.5.
s. Service facilities shall provide for
in accordance with Sections 1109.12.1
1109.12.1 Dressing, flttieg and locker rooms. Where
dressing rooms, fitting rooms or locker rooms are provided,
at least 5 percent, but not less than one, of each type of use in
each cluster provided shall be accessible.
.12.2 Clieck-out aisles. Where check-out aisles are
provided, accessible check-out aisles shall be provided in
accordance with Table 1109.12.2. Where check-out aisles
serve different functions, at least one accessible check-out
aisle shall be provided for each function. Where checkout
aisles serve different functions, accessible check-out aisles
shall be provided in accordance with Table 1109.12.2 for
each function. Where check-out aisles are dispersed
throughout the building or facility, accessible check-out
aisles shall also be dispersed. Traffic control devices, secu-
rity devices and turnstiles located in accessible check-out
aisles or lanes shall be accessible.
ii; Where the area of the selhng space is less
than 5,000 square feet (465 m^), only one check-out aisle
is required to be accessible.
TABLE 1109.12.2
ACCESSIBLE CHECK-OUT AISLES
TOTAL CHECK-OUT AISLES OF
EACH FUNCTION
MINIMUM NUMBER OF
ACCESSIBLE CHECK-OUT AISLES
OF EACH FUNCTION
1 to4
1
5 to 8
2
9 to 15
3
Over 15
3, plus 20% of additional aisles
.12.3 Poimt of sale and service coiimters. Where coun-
ters are provided for sales or distribution of goods or ser-
vices, at least one of each type provided shall be accessible.
Where such counters are dispersed throughout the building
or facihty, accessible counters shall also be dispersed.
.12.4 Food service lines. Food service lines shall be
accessible. Where self-service shelves are provided, at least
50 percent, but not less than one, of each type provided shall
be accessible.
2003 BNTERNAT80NAL BUIILDBNG CODE®
235
ACCESSIBIL8TY
1109.12.5 Queue and waiting lines. Queue and waiting
lines servicing accessible counters or check-out aisles shall
be accessible.
1109.13 Controls, operating mechanisms and hardware.
Controls, operating mechanisms and hardware intended for op-
eration by the occupant, including switches that control light-
ing and ventilation, and electrical convenience outlets, in
accessible spaces, along accessible routes or as parts of acces-
sible elements shall be accessible.
Exceptions:
1 . Operable parts that are intended for use only by ser-
vice or maintenance personnel shall not be required to
be accessible.
2. Electrical or communication receptacles serving a
dedicated use shall not be required to be accessible.
3. Where two or more outlets are provided in a kitchen
above a length of counter top that is uninterrupted by a
sink or appliance, one outlet shall not be required to be
accessible.
4. Floor electrical receptacles shall not be required to be
accessible.
5. HVAC diffusers shall not be required to be accessible.
6. Except for light switches, where redundant controls
are provided for a single element, one control in each
space shall not be required to be accessible.
1109.13.1 Operable windows. Where operable windows
are provided in rooms that are required to be accessible in
accordance with Sections 1107.5.1.1, 1107.5.2.1,
1107.5.3.1, 1107.5.4, 1107.6.1.1, 1107.6.2.2.1 and
1 107.6.4. 1 , at least one window in each room shall be acces-
sible and each required operable window shall be accessi-
ble.
Exception; Accessible windows are not required in
bathrooms or kitchens.
1109.14 Recreational facilities. Recreational facilities shall
be provided with accessible features in accordance with Sec-
tions 1109.14.1 through 1109.14.3.
1109.14.1 Facilities serving a single building. In Group
R-2 and R-3 occupancies where recreational facilities are
provided serving a single building containing Type A or
Type B units, 25 percent, but not less than one, of each type
of recreational facility shall be accessible. Every recre-
ational facility of each type on a site shall be considered to
determine the total number of each type that is required to be
accessible.
1109.14.2 Facilities serving multiple beildings. In Group
R-2 and R-3 occupancies on a single site where multiple
buildings containing Type A or Type B units are served by
recreational facilities, 25 percent, but not less than one, of
each type of recreational facility serving each building shall
be accessible. The total number of each type of recreational
facility that is required to be accessible shall be determined
by considering every recreational facility of each type serv-
ing each building on the site.
4.3 Other occupancies. All recreational facilities
not falling within the purview of Section 1109.14.1 or
1 109.14.2 shall be accessible.
1109,15 Stairways. Stairways located along accessible routes
connecting floor levels that are not connected by an elevator
shall be designed and constructed to comply with ICC Al 17.1
and Chapter 10.
SECTION 1110
SiGMAGE
1110.1 Signs. Required accessible elements shall be identified
by the International Symbol of Accessibility at the following
locations:
1. Accessible parking spaces required by Section 1106.1
except where the total number of parking spaces pro-
vided is four or less.
2. Accessible passenger loading zones.
3. Accessible areas of refuge required by Section 1007.6.
4. Accessible rooms where multiple single-user toilet or
bathing rooms are clustered at a single location.
5. Accessible entrances where not all entrances are accessi-
ble.
6. Accessible check-out aisles where not all aisles are ac-
cessible. The sign, where provided, shall be above the
check-out aisle in the same location as the check-out
aisle number or type of check-out identification.
7. Unisex toilet and bathing rooms.
8. Accessible dressing, fitting and locker rooms where not
all such rooms are accessible.
1110.2 Directional signage. Directional signage indicating the
route to the nearest hke accessible element shall be provided at
the following locations. These directional signs shall include
the International Symbol of Accessibility:
1 . Inaccessible building entrances.
2. Inaccessible public toilets and bathing facilities.
3. Elevators not serving an accessible route.
4. At each separate-sex toilet and bathing room indicating
the location of the nearest unisex toilet or bathing room
where provided in accordance with Section 1 109.2.1.
5. At exits and elevators serving a required accessible
space, but not providing an approved accessible means of
egress, signage shall be provided in accordance with Sec-
tion 1007.7.
,3 Other signs. Signage indicating special accessibility
provisions shall be provided as shown:
1. Each assembly area required to comply with Section
1108.2.7 shall provide a sign notifying patrons of the
availability of assistive listening systems.
Exception: Where ticket offices or windows are pro-
vided, signs are not required at each assembly area
provided that signs are displayed at each ticket office
or window informing patrons of the availability of
assistive listening systems.
236
2003 INTERNATIONAL BUILDING CODE®
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n
2. At each door to an egress stairway, exit passageway and
exit discharge, signage shall be provided in accordance
with Section 1011.3.
3. At areas of refuge, signage shall be provided in accor-
dance with Sections 1007.6.3 through 1007.6.5.
4. At areas for assisted rescue, signage shall be provided in
accordance with Section 1007.8.3.
CODE® 237
238 2003 INTERNATIONAL BUILDING CODE®
OMM
!T
1;
1201.1 ScopSo The provisions of this chapter shall govern ven-
tilation, temperature control, lighting, yards and courts, sound
transmission, room dimensions, surrounding materials and ro-
dent proofing associated with the interior spaces of buildings.
1202.1 Gemeral. The following words and terms shall, for the
purposes of this chapter and as used elsewhere in this code,
have the meanings shown herein.
A one-story addition added to an
existing building with a glazing area in excess of 40 percent of
the gross area of the structure's exterior walls and roof.
THERMAL ISOLATION. A separation of conditioned
spaces, between a sunroom addition and a dwelling unit, con-
sisting of existing or new wall(s), doors and/or windows.
SECTION 1203
VENTILATION
1203.1 GemeraL Buildings shall be provided with natural ven-
tilation in accordance with Section 1203.4, or mechanical ven-
tilation in accordance with the International Mechanical Code.
1203.2 Attic spaces. Enclosed attics and enclosed rafter spaces
formed where ceilings are applied directly to the underside of
roof framing members shall have cross ventilation for each sep-
arate space by ventilating openings protected against the en-
trance of rain and snow. Blocking and bridging shall be
arranged so as not to interfere with the movement of air. A min-
imum of 1 inch (25 mm) of airspace shall be provided between
the insulation and the roof sheathing. The net free ventilating
area shall not be less than 1/150 of the area of the space venti-
lated, with 50 percent of the required ventilating area provided
by ventilators located in the upper portion of the space to be
ventilated at least 3 feet (914 mm) above eave or cornice vents
with the balance of the required ventilation provided by eave or
cornice vents.
m The minimum required net free ventilating area
shall be V300 of the area of the space ventilated, provided a
vapor retarder having a transmission rate not exceeding 1
perm in accordance with ASTM E 96 is installed on the
warm side of the attic insulation and provided 50 percent of
the required ventilating area provided by ventilators located
in the upper portion of the space to be ventilated at least 3
feet (914 mm) above eave or cornice vents, with the balance
of the required ventilation provided by eave or cornice
vents.
1203.2.1 Opemmgs ieto attic. Exterior openings into the at-
tic space of any building intended for human occupancy
shall be covered with corrosion-resistant wire cloth screen-
ing, hardware cloth, perforated vinyl or similar material that
will prevent the entry of birds, squirrels, rodents, snakes and
other similar creatures. The openings therein shall be a min-
imum of Vg inch (3.2 mm) and shall not exceed 74 inch (6.4
mm). Where combustion air is obtained from an attic area, it
shall be in accordance with Chapter 7 of the International
Mechanical Code.
The space between the bot-
tom of the floor joists and the earth under any building except
spaces occupied by a basement or cellar shall be provided with
ventilation openings through foundation walls or exterior
walls. Such openings shall be placed so as to provide cross ven-
tilation of the under-floor space.
1203.3.1 Opemimgs for under=ffloor ventilatiom. The mini-
mum net area of ventilation openings shall not be less than 1
square foot for each 150 square feet (0.67 m^ for each 100
m^) of crawl-space area. Ventilation openings shall be cov-
ered for their height and width with any of the following ma-
terials, provided that the least dimension of the covering
shall not exceed 74 inch (6 mm):
1. Perforated sheet metal plates not less than 0.070 inch
(1.8 mm) thick.
2. Expanded sheet metal plates not less than 0.047 inch
(1.2 mm) thick.
3. Cast-iron grills or gratings.
4. Extruded load-bearing vents.
5. Hardware cloth of 0.035 inch (0.89 mm) wire or
heavier.
6. Corrosion-resistant wire mesh, with the least dimen-
sion not exceeding 78 inch (3.2 mm).
1203.3.2 Exceptloms. The following are exceptions to Sec-
tions 1203.3 and 1203.3.1:
1. Where warranted by chmatic conditions, ventilation
openings to the outdoors are not required if ventila-
tion openings to the interior are provided.
2. The total area of ventilation openings is permitted to
be reduced to Vj 500 of the under-floor area where the
ground surface is treated with an approved vapor re-
tarder material and the required openings are placed
so as to provide cross ventilation of the space. The in-
stallation of operable louvers shall not be prohibited.
3. Ventilation openings are not required where continu-
ously operated mechanical ventilation is provided at a
rate of 1 .0 cubic foot per minute (cfm) for each 50
square feet (1.02 L/s for each 10 m^) of crawl-space
floor area and the ground surface is covered with an
approved vapor retarder.
4. Ventilation openings are not required when the
ground surface is covered with an approved vapor re-
tarder, the perimeter walls are insulated and the space
2003 SMTERMATIONAL BUILDIfMG CODE®
239
INTERIOR ENVIRONWIENT
is conditioned in accordance with the International
Energy Conservation Code.
5. For buildings in flood hazard areas as established in
Section 1612.3, the openings for under-floor ventila-
tion shall be deemed as meeting the flood opening re-
quirements of ASCE 24 provided that the ventilation
openings are designed and installed in accordance
with ASCE 24.
1203.4 Natural ventilation. Natural ventilation of an occupied
space shall be through windows, doors, louvers or other open-
ings to the outdoors. The operating mechanism for such open-
ings shall be provided with ready access so that the openings
are readily controllable by the building occupants.
1203.4.1 Ventilation area required. The minimum
openable area to the outdoors shall be 4 percent of the floor
area being ventilated.
1203.4.1.1 Adjoining spaces. Where rooms and spaces
without openings to the outdoors are ventilated through
an adjoining room, the opening to the adjoining room
shall be unobstructed and shall have an area of not less
than 8 percent of the floor area of the interior room or
space, but not less than 25 square feet (2.3 m^). The mini-
mum openable area to the outdoors shall be based on the
total floor area being ventilated.
Exception; Exterior openings required for ventila-
tion shall be permitted to open into a thermally iso-
lated sunroom addition or patio cover provided that
the openable area between the sunroom addition or
patio cover and the interior room shall have an area of
not less than 8 percent of the floor area of the interior
room or space, but not less than 20 square feet (1.86
m^). The minimum openable area to the outdoors shall
be based on the total floor area being ventilated.
1203.4.1.2 Openings below grade. Where openings be-
low grade provide required natural ventilation, the out-
side horizontal clear space measured perpendicular to
the opening shall be one and one-half times the depth of
the opening. The depth of the opening shall be measured
from the average adjoining ground level to the bottom of
the opening.
1203.4.2 Contaminants exhausted. Contaminant sources
in naturally ventilated spaces shall be removed in accor-
dance with the International Mechanical Code and the In-
ternational Fire Code.
Rooms containing bathtubs,
showers, spas and similar bathing fixtures shall be me-
chanically ventilated in accordance with the Interna-
tional Mechanical Code.
1203.4.3 Openings on yards or courts. Where natural ven-
tilation is to be provided by openings onto yards or courts,
such yards or courts shall comply with Section 1206.
1203.5 Other ventilation and exhaust systems. Ventilation
and exhaust systems for occupancies and operations involving
flammable or combustible hazards or other contaminant
sources as covered in the International Mechanical Code or the
International Fire Code shall be provided as required by both
codes.
SECTION 1204
TEMPERATURE CONTROL
1204.1 Equipment and systems. Interior spaces intended for
human occupancy shall be provided with active or passive
space-heating systems capable of maintaining a minimum in-
door temperature of 68°F (20°C) at a point 3 feet (914 mm)
above the floor on the design heating day.
Exception; Interior spaces where the primary purpose is not
associated with human comfort.
SECTION 1205
LIGHTSNG
1205.1 General. Every space intended for human occupancy
shall be provided with natural hght by means of exterior glazed
openings in accordance with Section 1205.2 or shall be pro-
vided with artificial light in accordance with Section 1205.3.
Exterior glazed openings shall open directly onto a public way
or onto a yard or court in accordance with Section 1206.
1205.2 Natural light The minimum net glazed area shall not
be less than 8 percent of the floor area of the room served.
|oming spaces. For the purpose of natural
lighting, any room is permitted to be considered as a portion
of an adjoining room where one-half of the area of the com-
mon wall is open and unobstructed and provides an opening
of not less than one-tenth of the floor area of the interior
room or 25 square feet (2.32 m^), whichever is greater.
Exception: Openings required for natural light shall be
permitted to open into a thermally isolated sunroom ad-
dition or patio cover where the common wall provides a
glazed area of not less than one-tenth of the floor area of
the interior room or 20 square feet (1.86 m^), whichever
is greater.
1205.2.2 Exterior openings. Exterior openings required by
Section 1205.2 for natural light shall open directly onto a
public way, yard or court, as set forth in Section 1206.
1 . Required exterior openings are permitted to open
into a roofed porch where the porch:
1.1. Abuts a public way, yard or court.
1.2. Has a ceihng height of not less than 7 feet
(2134 mm).
1.3. Has a longer side at least 65 percent open
and unobstructed.
2. Skylights are not required to open directly onto a
public way, yard or court.
1205.3 Artlicial light. Artificial light shall be provided that is
adequate to provide an average illumination of 10 foot-candles
(107 lux) over the area of the room at a height of 30 inches (762
mm) above the floor level.
1205.4 Stairway illumination. Stairways within dwelling
units and exterior stairways serving a dwelling unit shall have
an illumination level on tread runs of not less than 1 foot-candle
(11 lux). Stairs in other occupancies shall be governed by
Chapter 10.
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2003 SNTERNATSONAL BU!LD!NG CODE®
12IIS.4.1 ComtrolSo The control for activation of the re-
quired stairway lighting shall be in accordance with the ICC
Electrical Code.
1205.5 Emergency egress Mghtninigo The means of egress shall
be illuminated in accordance with Section 1006.1.
ECTiOM 1206
INTERSOR EiMV!R0^8MENT
ment shall not apply to dwelling unit entrance doors; however,
such doors shall be tight fitting to the frame and sill.
12073 Strectere=boime soiiMd„ Floor/ceiling assembhes be-
tween 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 50 (45 if field tested) when
tested in accordance with ASTM E 492.
1206.1 General. This section shall apply to yards and courts
adjacent to exterior openings that provide natural light or venti-
lation. Such yards and courts shall be on the same property as
the building.
1206.2 Yards. Yards shall not be less than 3 feet (914 mm) in
width for one- and two-story buildings. For buildings more
than two stories in height, the minimum width of the yard shall
be increased at the rate of 1 foot (305 mm) for each additional
story. For buildings exceeding 14 stories in height, the required
width of the yard shall be computed on the basis of 14 stories.
1206.3 Courts. Courts shall not be less than 3 feet (914 mm) in
width. Courts having windows opening on opposite sides shall
not be less than 6 feet (1829 mm) in width. Courts shall not be
less than 10 feet (3048 mm) in length unless bounded on one
end by a public way or yard. For buildings more than two sto-
ries in height, the court shall be increased 1 foot (305 mm) in
width and 2 feet (310 mm) in length for each additional story,
I For buildings exceeding 14 stories in height, the required di-
mensions shall be computed on the basis of 14 stories.
1206.3.1 Coert access. Access shall be provided to the bot-
tom of courts for cleaning purposes.
1206.3.2 Air intake. Courts more than two stories in height
shall be provided with a horizontal air intake at the bottom
not less than 10 square feet (0.93 m^) in area and leading to
the exterior of the building unless abutting a yard or public
way.
1206.3.3 Court drainage. The bottom of every court shall
be properly graded and drained to a public sewer or other ap-
proved disposal system complying with the International
Plumbing Code.
SECTION 120?
SOUMD TRANSiilSSION
1207.1 Scope. This section shall apply to 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.
#
1207.2 Air-toorne sound. 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 50 (45 if field tested) for air-borne noise
when tested in accordance with ASTM E 90. Penetrations or
openings in construction assemblies for piping; electrical de-
vices; recessed cabinets; bathtubs; soffits; or heating, ventilat-
ing or exhaust ducts shall be sealed, lined, insulated or
otherwise treated to maintain the required ratings. This require-
1208.1 Mmimum room widths. Habitable spaces, other than a
kitchen, shall not be less than 7 feet (2134 mm) in any plan di-
mension. Kitchens shall have a clear passageway of not less
than 3 feet (914 mm) between counter fronts and appliances or
counter fronts and walls.
1208.2 Minimum ceiling heiglats. Occupiable spaces, habit-
able spaces and corridors shall have a ceiling height of not less
than 7 feet 6 inches (2286 mm). Bathrooms, toilet rooms, kitch-
ens, storage rooms and laundry rooms shall be permitted to
have a ceiling height of not less than 7 feet (2134 mm).
m
1. In one- and two-family dwellings, beams or girders
spaced not less than 4 feet (1219 mm) on center and
projecting not more than 6 inches (152 mm) below the
required ceiling height.
2. If any room in a building has a sloped ceihng, the pre-
scribed ceiling height for the room is required in
one-half the area thereof. Any portion of the room
measuring less than 5 feet (1524 mm) from the fin-
ished floor to the ceihng shall not be included in any
computation of the minimum area thereof.
3. Mezzanines constructed in accordance with Section
505.1.
1208.2.1 Furred ceiling. Any room with a furred ceiling
shall be required to have the minimum ceiling height in
two-thirds of the area thereof, but in no case shall the height
of the furred ceiling be less than 7 feet (2134 mm).
1208.3 Room area. Every dweUing unit shall have at least one
room that shall have not less than 120 square feet (13.9 m^) of |
net floor area. Other habitable rooms shall have a net floor area
of not less than 70 square feet (6.5 m^).
Exception; Every kitchen in a one- and two-family dwell-
ing shall have not less than 50 square feet (4.64 m^) of gross
floor area.
1208.4 Efficiency dwelling units. An efficiency living unit
shall conform to the requirements of the code except as modi-
fied herein:
1.
The unit shall have a living room of not less than 220
square feet (20.4 m) of floor area. An additional 100
square feet (9.3 m) of floor area shall be provided for
each occupant of such unit in excess of two.
The unit shall be provided with a separate closet.
The unit shall be provided with a kitchen sink, cook-
ing appliance and refrigeration facilities, each having
a clear working space of not less than 30 inches (762
2003 INTER IMATIONAL BUDLDBNG CODE®
241
INTERIOR ENVIRONMENT
mm) in front. Light and ventilation conforming to this
code shall be provided.
The unit shall be provided with a separate bathroom
containing a water closet, lavatory and bathtub or
shower.
SECTION 1209
ACCESS TO UNOCCUPIED SPACES
1209.1 Crawl spaces. Crawl spaces shall be provided with a
minimum of one access opening not less than 18 inches by 24
inches (457 mm by 610 mm).
1209.2 Attic spaces. An opening not less than 20 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). A 30-inch
(762 mm) minimum clear headroom in the attic space shall be
provided at or above the access opening.
1209.3 MechanicaB appliances. Access to mechanical appli-
ances installed in under-floor areas, in attic spaces and on roofs
or elevated structures shall be in accordance with the Interna-
tional Mechanical Code.
SECTION 1210
SURROUNDING GVIATERIALS
1210.1 Floors. In other than dwelling units, toilet and bathing
room floors shall have a smooth, hard, nonabsorbent surface
that extends upward onto the walls at least 6 inches (152 mm).
1210.2 Walls. Walls within 2 feet (610 mm) of urinals and wa-
ter closets shall have a smooth, hard, nonabsorbent surface, to a
height of 4 feet (1219 mm) above the floor, and except for struc-
tural elements, the materials used in such walls shall be of a
type that is not adversely affected by moisture.
Exceptions:
1. Dwelling units and sleeping units.
2. Toilet rooms that are not accessible to the public and
which have not more than one water closet.
Accessories such as grab bars, towel bars, paper dispensers
and soap dishes, provided on or within walls, shall be installed
and sealed to protect structural elements from moisture.
1210.3 Showers. Shower compartments and walls above bath-
tubs with installed shower heads shall be finished with a
smooth, nonabsorbent surface to a height not less than 70
inches (1778 mm) above the drain inlet.
1210.4 Waterproof joints. Built-in tubs with showers shall
have waterproof joints between the tub and adjacent wall.
1210.5 Toilet rooms. Toilet rooms shall not open directly into a
room used for the preparation of food for service to the public.
242
2003 INTERNATIONAL BUILDING CODE®
OHAPTE
(QYEFf
1301
OEWERAL
ol ScopSo This chapter governs the design and construc-
tion of buildings for energy efficiency.
1301. lol Crnteda. Buildings shall be designed and con-
structed in accordance with the International Energy Con-
servation Code.
2003 BNTERNATIONAL BUDLDtNG CODE®
244 2003 fNTERNATIONAL BUILDING CODE®
CHAPTER M
ERIOR WALL!
.1 Scope. The provisions of this chapter shall estabhsh the
minimum requirements for exterior walls, exterior wall cover-
ings, exterior wall openings, exterior windows and doors, ar-
chitectural trim, balconies and bay windows.
METAL COMPOSITE MATERIAL (MCM) SYSTEM.
An exterior wall finish system fabricated using MCM in a spe-
cific assembly including joints, seams, attachments, substrate,
framing and other details as appropriate to a particular design.
L A facing attached to a wall for the purpose of pro-
viding ornamentation, protection or insulation, but not counted
as adding strength to the wall.
1402ol GeeeraL The following words and terms shall, for the
purposes of this chapter and as used elsewhere in this code,
have the meanings shown herein.
ABHEREB MASONRY VENEER. Veneer secured and sup-
ported through the adhesion of an approved bonding material
applied to an approved backing.
ANCHORED MASONRY VENEER. Veneer secured with
approved mechanical fasteners to an approved backing.
L The wall or surface to which the veneer is secured.
IT^
1403.1 Gemeral, The provisions of this section shall apply to
exterior walls, wall coverings and components thereof.
EXTERIOR WALL. A wall, bearing or nonbearing, that is
used as an enclosing wall for a building, other than a fire wall,
and that has a slope of 60 degrees (1 .05 rad) or greater with the
horizontal plane.
EXTERIOR WALL COVERING. 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 but not limited to, veneers, siding, ex-
terior insulation and finish systems, architectural trim and em-
bellishments such as cornices, soffits, facias, gutters and
leaders.
EXTERIOR WALL ENVELOPE. A system or assembly of
exterior wall components, including exterior wall finish mate-
rials, that provides protection of the building structural mem-
bers, including framing and sheathing materials, and
conditioned interior space, from the detrimental effects of the
exterior environment.
EIBER CEMENT SIDING. A manufactured, fiber-reinforc-
ing product made with an inorganic hydraulic or calcium siU-
cate binder formed by chemical reacdon and reinforced with
organic or inorganic nonasbestos fibers, or both. Additives that
enhance manufacturing or product performance are permitted.
Fiber cement siding products have either smooth or textured
faces and are intended for exterior wall and related applica-
tions.
METAL COMPOSITE MATERIAL (MCM). A fac-
tory-manufactured panel consisting of metal skins bonded to
both faces of a plastic core.
n. Exterior walls shall provide the
building with a weather-resistant exterior wall envelope. The
exterior wall envelope shall include flashing, as described in
Section 1405.3. The exterior wall envelope shall be designed
and constructed in such a manner as to prevent the accumula-
tion of water within the wall assembly by providing a water-re-
sistive barrier behind the exterior veneer, as described in
Section 1404.2 and a means for draining water that enters the
assembly to the exterior of the veneer, unless it is determined
that penetration of water behind the veneer shall not be detri-
mental to the building performance. Protection against conden-
sation in the exterior wall assembly shall be provided in
accordance with the International Energy Conservation Code.
A weather-resistant exterior wall envelope shall not
be required over concrete or masonry walls designed
in accordance with Chapters 19 and 2 1 , respectively.
Compliance with the requirements for a means of
drainage, and the requirements of Sections 1405.2
and 1405.3, shall not be required for an exterior wall
envelope that has been demonstrated through testing
to resist wind-driven rain, including joints, penetra-
tions and intersections with dissimilar materials, in
accordance with ASTM E 331 under the following
conditions:
2.1. Exterior wall envelope test assemblies shall
include at least one opening, one control joint,
one wall/eave interface and one wall sill. All
tested openings and penetrations shall be rep-
resentative of the intended end-use configura-
tion.
2.2. Exterior wall envelope test assemblies shall
be at least 4 feet by 8 feet (1219 mm by 2438
mm) in size.
2003 INTERNATIONAL BUILDING CODE®
245
EXTERIOR WALLS
2.3. Exterior wall envelope assemblies shall be
tested at a minimum differential pressure of
6.24 pounds per square foot (psf) (0.297
kN/m').
2.4. Exterior wall envelope assemblies shall be
subjected to a minimum test exposure dura-
tion of 2 hours.
The exterior wall envelope design shall be considered to
resist wind-driven rain where the results of testing indicate
that water did not penetrate control joints in the exterior wall
envelope, joints at the perimeter of openings or intersections
of terminations with dissimilar materials.
1403.3 Vapor retarder. An approved vapor retarder shall be
provided.
Exceptions:
1. Where other approved means to avoid condensation
and leakage of moisture are provided.
2. Plain and reinforced concrete or masonry exterior
walls designed and constructed in accordance with
Chapter 19 or 21, respectively.
1403.4 Structural. Exterior walls, and the associated open-
ings, shall be designed and constructed to resist safely the su-
perimposed loads required by Chapter 16.
1403.5 Fire resistance. Exterior walls shall be fire-resistance
rated as required by other sections of this code with opening
protection as required by Chapter 7.
1403.6 Flood resistance. For buildings in flood hazard areas as
established in Section 1612.3, exterior walls extending below
the design flood elevation shall be resistant to water damage.
Wood shall be pressure-preservative treated in accordance with
AWPA CI, C2, C3, C4, C9, C15, C18, C22, C23, C24, C28, PI,
P2 and P3, or decay-resistant heartwood of redwood, black lo-
cust or cedar.
1403.7 Flood resistance for high-velocity wave action areas.
For buildings in flood hazard areas subject to high-velocity
wave action as established in Section 1612.3, electrical, me-
chanical and plumbing system components shall not be
mounted on or penetrate through exterior walls that are de-
signed to break away under flood loads.
continuous water-resistive barrier behind the exterior wall ve-
neer.
II. Exterior walls of wood construction shall be de-
signed and constructed in accordance with Chapter 23.
,1 Basic hardboard. Basic hardboard shall conform
to the requirements of AHA A 135.4.
L2 Hardboard siding. Hardboard siding shall con-
form to the requirements of AHA A135.6 and, where used
structurally, shall be so identified by the label of an approved
agency.
1404.4 Masonry. Exterior walls of masonry construction shall
be designed and constructed in accordance with this section
and Chapter 21. Masonry units, mortar and metal accessories
used in anchored and adhered veneer shall meet the physical re-
quirements of Chapter 21. The backing of anchored and ad-
hered veneer shall be of concrete, masonry, steel framing or
wood framing.
1404.5 Metal. Exterior walls of formed steel construction,
structural steel or lightweight metal alloys shall be designed in
accordance with Chapters 22 and 20, respectively.
1404.5,1 Aluminum siding. Aluminum siding shall con-
form to the requirements of A AM A 1402.
1404.6 Concrete. Exterior walls of concrete construction shall
be designed and constructed in accordance with Chapter 19.
1404.7 Glass-unit masonry. Exterior walls of glass-unit ma-
sonry shall be designed and constructed in accordance with
Chapter 21.
1404.8 Plastics. Plastic panel, apron or spandrel walls as de-
fined in this code shall not be limited in thickness, provided that
such plastics and their assembhes conform to the requirements
of Chapter 26 and are constructed of approved weather-resis-
tant materials of adequate strength to resist the wind loads for
cladding specified in Chapter 16.
1404.9 Vinyl siding. Vinyl siding shall conform to the require-
ments of ASTM D 3679.
d Fiber cement siding. Fiber cement siding shall con-
form to the requirements of ASTM C 1186 and shall be so
identified on labeling listing an approved quality control
agency.
SECTION 1404
1404.1 General. Materials used for the construction of exterior
walls shall comply with the provisions of this section. Mate-
rials not prescribed herein shall be permitted, provided that any
such alternative has been approved.
1404.2 Water-resistive barrier. A minimum of one layer of
No. 15 asphalt felt, complying with ASTM D 226 for Type 1
felt, shall be attached to the sheathing, with flashing as de-
scribed in Section 1405.3, in such a manner as to provide a
5
INSTALLATION OF WALL COVERINGS
1405.1 General. Exterior wall coverings shall be designed and
constructed in accordance with the applicable provisions of
this section.
1405.2 Weather protection. Exterior walls shall provide
weather protection for the building. The materials of the mini-
mum nominal thickness specified in Table 1405.2 shall be ac-
ceptable as approved weather coverings.
246
2003 INTERNATIONAL BUILDING CODE®
EXTERtOR WALLS
TABLE 1405.2
[VJS^S1MUM THICKMESS OF WEATHER COVERSMGS
COVERING TYPE
MINIMOiVi THICKNESS
(inches)
Adhered masonry veneer
0.25
Anchored masonry veneer
2.625
Aluminum siding
0.019
Asbestos-cement boards
0.125
Asbestos shingles
0.156
Cold-rolled copper^
0.0216 nominal
Copper shingles'"
0.0162 nominal
Exterior plywood (with sheathing)
0.313
Exterior plywood (without sheathing)
See Section 2304.6
Fiberboard siding
0.5
Fiber cement lap siding
0.25"^
Fiber cement panel siding
0.25^
Glass-fiber reinforced concrete panels
0.375
Hardboard siding'^
0.25
High-yield copper''
0.0162 nominal
Lead-coated copper''
0.0216 nominal
Lead-coated high-yield copper
0.0162 nominal
Marble slabs
1
Particleboard (with sheathing)
See Section 2304.6
Particleboard (without sheathing)
See Section 2304.6
Precast stone facing
0.625
Steel (approved corrosion resistant)
0.0149
Stone (cast artificial)
1.5
Stone (natural)
2
Structural glass
0.344
Stucco or exterior portland cement plaster
Three-coat work over:
Metal plaster base
0.875"
Unit masonry
0.625"
Cast-in-place or precast concrete
0.625"
Two-coat work over:
Unit masonry
0.5"
Cast-in-place or precast concrete
0.375"
Terra cotta (anchored)
1
Terra cotta (adhered)
0.25
Vinyl siding
0.035
Wood shingles
0.375
Wood siding (without sheathing)"
0.5
For SI: 1 inch - 25.4 mm.
a. Wood siding of thicknesses less than 0.5 inch shall be placed over sheathing
that conforms to Section 2304.6.
b. Exclusive of texture.
I c. As measured at the bottom of decorative grooves,
d. 16ouncesper square foot for cold-rolled copper and lead-coated copper, 1 2
ounces per square foot for copper shingles, high-yield copper and
lead-coated high-yield copper.
1405.3 Flashing. Flashing shall be installed in such a manner
so as to prevent moisture from entering the wall or to redirect it
to the exterior. Flashing shall be installed at the perimeters of
exterior door and window assemblies, penetrations and termi-
nations of exterior wall assemblies, exterior wall intersections
with roofs, chimneys, porches, decks, balconies and similar
projections and at built-in gutters and similar locations where
moisture could enter the wall. Flashing with projecting flanges
shall be installed on both sides and the ends of copings, under
sills and continuously above projecting trim.
14053.1 Exterior wall pockets. In exterior walls of build-
ings or structures, wall pockets or crevices in which mois-
ture can accumulate shall be avoided or protected with caps
or drips, or other approved means shall be provided to pre-
vent water damage.
1405.3.2 Masonry. Flashing and weepholes shall be lo-
cated in the first course of masonry above finished ground
level above the foundation wall or slab, and other points of
support, including structural floors, shelf angles and lintels
where anchored veneers are designed in accordance with
Section 1405.5.
Wood veneers on exterior walls of
buildings of Type I, II, III and IV construction shall be not less
than 1-inch (25 mm) nominal thickness, 0.438-inch (11.1 mm)
exterior hardboard siding or 0.375-inch (9.5 mm) exterior-type
wood structural panels or particleboard and shall conform to
the following:
1 . The veneer does not exceed three stories in height, mea-
sured from grade, except where fire-retardant-treated
wood is used, the height shall not exceed four stories.
2. The veneer is attached to or furred from a
noncombustible backing that is fire-resistance rated as
required by other provisions of this code.
3. Where open or spaced wood veneers (without concealed
spaces) are used, they shall not project more than 24
inches (610 mm) from the building wall.
J5.5 Anchored masonry veneer. Anchored masonry veneer
shall comply with the provisions of Sections 1405.5, 1405.6,
1405.7 and 1405.8 and Secdons 6.1 and 6.2 of ACI 530/ASCE
5/TMS 402. m
I5.S.1 Tolerances. Anchored masonry veneers in accor-
dance with Chapter 14 are not required to meet the toler-
ances in Article 3.3 Gl of ACI 530.1/ASCE 6/TMS 602.
1405.5,2 Seismic reqenrements. Anchored masonry ve-
neer located in Seismic Design Category C, D, E or F shall
conform to the requirements of Section 6.2.2.10 of ACI
530/ASCE 5/TMS 402.
1405.6 Stone veneer. Stone veneer units not exceeding 10
inches (254 mm) in thickness shall be anchored directly to ma-
sonry, concrete or to stud construcfion by one of the following
methods:
1 . With concrete or masonry backing, anchor ties shall be
not less than 0.1055-inch (2.68 mm) corrosion-resistant
wire, or approved equal, formed beyond the base of the
backing. The legs of the loops shall be not less than 6
inches (152 mm) in length bent at right angles and laid in
the mortar joint, and spaced so that the eyes or loops are
43
2003 BNTERNATIONAL BUDLDBIvaG CODE®
247
EXTERIOR WALLS
12 inches (305 mm) maximum on center (o.c.) in both di-
rections. There shall be provided not less than a
0.1055-inch (2.68 mm) corrosion-resistant wire tie, or
approved equal, threaded through the exposed loops for
every 2 square feet (0.2 m^) of stone veneer. This tie shall
be a loop having legs not less than 15 inches (381 mm) in
length bent so that it will lie in the stone veneer mortar
joint. The last 2 inches (51 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.
2. With stud backing, a 2-inch by 2-inch (5 1 by 5 1 nmi)
0.0625-inch (1.59 mm) corrosion-resistant wire mesh
with two layers of waterproofed paper backing in accor-
dance with Section 1403.3 shall be apphed directly to
wood studs spaced a maximum of 16 inches (406 mm)
o.c. On studs, the mesh shall be attached with
2-inch-long (5 1 mm) corrosion-resistant steel wire fur-
ring nails at 4 inches (102 mm) o.c. providing a minimum
1.125-inch (29 mm) penetration into each stud and with
8d common nails at 8 inches (203 mm) o.c. into top and
bottom plates or with equivalent wire ties. There shall be
not less than a 0.1055-inch (2.68 nmi) corrosion-resis-
tant wire, or approved equal, looped through the mesh for
every 2 square feet (0.2 m^) of stone veneer. This tie shall
be a loop having legs not less than 15 inches (38 1 mm) in
length, so bent that it will lie in the stone veneer mortar
joint. The last 2 inches (51 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.
1405.7 Slab-type veneer. Slab-type veneer units not exceeding
2 inches (5 1 mm) in thickness shall be anchored directly to ma-
sonry, concrete or stud construction. For veneer units of mar-
ble, travertine, granite or other stone units of slab form ties of
corrosion-resistant dowels in drilled holes located in the mid-
dle third of the edge of the units spaced a maximum of 24
inches (610 m) apart around the periphery of each unit with not
less than four ties per veneer unit. Units shall not exceed 20
square feet (1.9 m^) in area. If the dowels are not tight fitting,
the holes shall be drilled not more than 0.063 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. Veneer ties
shall be corrosion-resistant metal capable of resisting, in ten-
sion or compression, a force equal to two times the weight of
the attached veneer. If made of sheet metal, veneer ties shall be
not smaller in area than 0.0336 by 1 inch (0.853 by 25 mm) or,
if madeof wire, not smaller in diameter than 0.1483-inch (3.76
mm) wire.
1405.8 Terra cotta. Anchored terra cotta or ceramic units not
less than 1.625 inches (41 mm) thick shall be anchored directly
to masonry, concrete or stud construction. Tied terra cotta or
ceramic veneer units shall be not less than 1.625 inches (41
mm) thick with projecting dovetail webs on the back surface
spaced approximately 8 inches (203 mm) o.c. The facing shall ^
be tied to the backing wall with corrosion-resistant metal an-
chors 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) o.c; these anchors shall be
secured to 0.25-inch (6.4 mm) corrosion-resistant pencil rods
that pass through the vertical aligned loop anchors in the back-
ing wall. The veneer ties shall have sufficient strength to sup-
port the full weight of the veneer in tension. The facing shall be
set with not less than a 2-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 distinctly damp when the grout is poured.
1405.9 Adhered masoKiry veneer. Adhered masonry veneer
shall comply with the applicable requirements in Section
1405.9.1 and Sections 6.1 and 6.3 of ACI 530/ASCE 5/TMS
402.
1405.9.1 Interior adhered masonry veneers. Interior ad-
hered masonry veneers shall have a maximum weight of 20
psf (0.958 kg/m^) and shall be installed in accordance with
Section 1405.9. Where the interior adhered masonry veneer
is supported by wood construction, the supporting members
shall be designed to limit deflection to 1/600 of the span of
the supporting members.
1405.10 Metal veneers. Veneers of metal shall be fabricated
from approved corrosion-resistant materials or shall be pro-
tected front and back with porcelain enamel, or otherwise be '
treated to render the metal resistant to corrosion. Such veneers
shall not be less than 0.0149-inch (0.378 mm) nominal thick-
ness sheet steel mounted on wood or metal furring strips or ap-
proved sheathing on the wood construction.
1405.10.1 Attachment. Exterior metal veneer shall be se-
curely attached to the supporting masonry or framing mem-
bers with corrosion-resistant fastenings, metal ties or by
other approved devices or methods. The spacing of the fas-
tenings or ties shall not exceed 24 inches (610 mm) either
vertically or horizontally, but where units exceed 4 square
feet (0.4 m^) in area there shall be not less than four attach-
ments per unit. The metal attachments shall have a
cross-sectional area not less than provided by W 1.7 wire.
Such attachments and their supports shall be capable of re-
sisting a horizontal force in accordance with the wind loads
specified in Section 1609, but in no case less than 20 psf
(0.958 kg/m2).
1405.10.2 Weather protection. Metal supports for exterior
metal veneer shall be protected by painting, galvanizing or
by other equivalent coating or treatment. Wood studs, fur-
ring strips or other wood supports for exterior metal veneer
shall be approved pressure-treated wood or protected as re-
quired in Section 1403.2. Joints and edges exposed to the
weather shall be caulked with approved durable waterproof-
ing material or by other approved means to prevent penetra-
tion of moisture.
248
2003 5NTERNAT10NAL BUILDING CODE®
EXTERIOR WALLS
Masonry backup shall not be required
for metal veneer except as is necessary to meet the fire-resis-
tance requirements of this code.
ag. Grounding of metal veneers on
buildings shall comply with the requirements of Chapter 27
and the ICC Electrical Code.
14(05.11 Glass veeeero The area of a single section of thin exte-
rior structural glass veneer shall not exceed 10 square feet (0.93
m^) where it is not more than 15 feet (4572 mm) above the level
of the sidewalk or grade level directly below, and shall not ex-
ceed 6 square feet (0.56 m^) where it is more than 15 feet (4572
mm) above that level.
1405«llol LemgitlTi amd hengllit The length or height of any
section of thin exterior structural glass veneer shall not ex-
ceed 48 inches (1219 mm).
14®5ollo2 TMckmess. The thickness of thin exterior struc-
tural glass veneer shall be not less than 0.344 inch (8.7 mm).
Thin exterior structural glass ve-
neer shall be set only after backing is thoroughly dry and af-
ter application of an approved bond coat uniformly over the
entire surface of the backing so as to effectively seal the sur-
face. Glass shall be set in place with an approved mastic ce-
ment in sufficient quantity so that at least 50 percent of the
area of each glass unit is directly bonded to the backing by
mastic not less than 0.25 inch (6.4 mm) thick and not more
than 0.625 inch (15.9 mm) thick. The bond coat and mastic
shall be evaluated for compatibility and shall bond firmly to-
gether.
1405.11.4 ImsttallaHnoini alt sidewalk level. Where glass ex-
tends to a sidewalk surface, each section shall rest in an ap-
proved metal molding, and be set at least 0.25 inch (6.4 mm)
above the highest point of the sidewalk. The space between
the molding and the sidewalk shall be thoroughly caulked
and made water tight.
1405.11.4.1 lEstallatnonii above sidewalk level. Where
thin exterior structural glass veneer is installed above the
level of the top of a bulkhead facing, or at a level more
than 36 inches (914 mm) above the sidewalk level, the
mastic cement binding shall be supplemented with ap-
proved nonferrous metal shelf angles located in the hori-
zontal joints in every course. Such shelf angles shall be
not less than 0.0478-inch (12 mm) thick and not less than
2 inches (5 1 mm) long and shall be spaced at approved
intervals, with not less than two angles for each glass
unit. Shelf angles shall be secured to the wall or backing
with expansion bolts, toggle bolts or by other approved
methods.
1405.11.5 Joimlts. Unless otherwise specifically approved
by the building official, abutting edges of thin exterior struc-
tural glass veneer shall be ground square. Mitered joints
shall not be used except where specifically approved for
wide angles. Joints shall be uniformly buttered with an ap-
proved jointing compound and horizontal joints shall be
held to not less than 0.063 inch (1.6 mm) by an approved
nonrigid substance or device. Where thin exterior structural
glass veneer abuts nonresilient material at sides or top, ex-
pansion joints not less than 0.25 inch (6.4 mm) wide shall be
provided.
1405.11.6 Mechamiical ffastemimgs. Thin exterior structural
glass veneer installed above the level of the heads of show
windows and veneer installed more than 12 feet (3658 mm)
above sidewalk level shall, in addition to the mastic cement
and shelf angles, be held in place by the use of fastenings at
each vertical or horizontal edge, or at the four comers of
each glass unit. Fastenings shall be secured to the wall or
backing with expansion bolts, toggle bolts or by other meth-
ods. Fastenings shall be so designed as to hold the glass ve-
neer in a vertical plane independent of the mastic cement.
Shelf angles providing both support and fastenings shall be
permitted.
1405.11.7 FlashiEg. Exposed edges of thin exterior struc-
tural glass veneer shall be flashed with overlapping corro-
sion-resistant metal flashing and caulked with a waterproof
compound in a manner to effectively prevent the entrance of
moisture between the glass veneer and the backing.
1405,12 Esiterlor windows amd doors. Windows and doors in-
stalled in exterior walls shall conform to the testing and perfor-
mance requirements of Section 1714.5.-
15.12.1 lEistallatlonn. Windows and doors shall be in-
stalled in accordance with approved manufacturer's instruc-
tions. Fastener size and spacing shall be provided in such
instructions and shall be calculated based on maximum
loads and spacing used in the tests.
D5.13 Vimyl siding. Vinyl siding conforming to the require-
ments of this section and complying with ASTM D 3679 shall
be permitted on exterior walls of buildings of Type V construc-
tion located in areas where the basic wind speed specified in
Chapter 16 does not exceed 100 miles per hour (161 km/h) and
the building height is less than or equal to 40 feet (12 192 mm)
in Exposure C. Where construction is located in areas where
the basic wind speed exceeds 100 miles per hour (161 km/h), or
building heights are in excess of 40 feet (12 192 nam), tests or
calculations indicating compliance with Chapter 16 shall be
submitted. Vinyl siding shall be secured to the building so as to
provide weather protection for the exterior walls of the build-
ing.
1405,13,1 Applkatlom, The siding shall be applied over
sheathing or materials listed in Section 2304.6. Siding shall
be applied to conform with the weather-resistant barrier re-
quirements in Section 1403. Siding and accessories shall be
installed in accordance with approved manufacturer's in-
structions. Unless otherwise specified in the approved man-
ufacturer's instructions, nails used to fasten the siding and
accessories shall have a minimum 0.313-inch (7.9 mm)
head diameter and 0.125-inch (3.18 mm) shank diameter.
The nails shall be corrosion resistant and shall be long
enough to penetrate the studs or nailing strip at least 0.75
inch (19 mm). Where the siding is installed horizontally, the
fastener spacing shall not exceed 16 inches (406 mm) hori-
EXTERIOR WALLS
zontally and 12 inches (305 mm) vertically. Where the sid-
ing is installed vertically, the fastener spacing shall not
exceed 12 inches (305 mm) horizontally and 12 inches (305
mm) vertically.
1405.14 Cement plaster. Cement plaster applied to exterior
walls shall conform to the requirements specified in Chapter
25.
1405.15 Fiber cement siding. Fiber cement siding comply-
ing with Section 1404.10 shall be permitted on exterior walls
of Type I, II, III, IV and V construction for wind pressure re-
sistance or wind speed exposures as indicated in the manufac-
turer's compliance report and approved installation
instructions. Where specified, the siding shall be installed
over sheathing or materials listed in Section 2304.6 and shall
be installed to conform to the weather-resistant barrier re-
quirements in Section 1403. Siding and accessories shall be
installed in accordance with approved manufacturer's in-
structions. Unless otherwise specified in the approved manu-
facturer's instructions, nails used to fasten the siding to wood
studs shall be corrosion-resistant round head smooth shank
and shall be long enough to penetrate the studs at least 1 inch
(25 mm). For metal framing, all-weather screws shall be used
and shall penetrate the metal framing at least three full
threads.
1405.16 Fastening. Weather boarding and wall coverings shall
be securely fastened with aluminum, copper, zinc, zinc-coated
or other approved corrosion-resistant fasteners in accordance
with the nailing schedule in Table 2304.9.1 or the approved
manufacturer's installation instructions. Shingles and other
weather coverings shall be attached with appropriate stan-
dard-shingle nails to furring strips securely nailed to studs, or
with approved mechanically bonding nails, except where
sheathing is of wood not less than 1-inch (25 mm) nominal
thickness or of wood structural panels as specified in Table
2308.9.3(3).
1405.17 Fiber cement siding.
1405.17.1 Panel siding. Panels shall be installed with the
long dimension parallel to framing. Vertical joints shall oc-
cur over framing members and shall be sealed with caulking
or covered with battens. Horizontal joints shall be flashed
with Z-flashing and blocked with solid wood framing.
1405.17.2 Horizontal lap siding. Lap siding shall be
lapped a minimum of 1 V4 inches (32 mm) and shall have the
ends sealed with caulking, covered with an H-section joint
cover or located over a strip of flashing. Lap siding courses
shall be permitted to be installed with the fastener heads ex-
posed or concealed, according to approved manufacturers'
instructions.
SECTION 1406
COIVIBUSTIBLE l\^ATERIALS ON THE EXTERIOR
SIDE OF EXTERIOR WALLS
1406.1 General. This section shall apply to exterior wall cover-
ings, balconies and similar appendages, and bay and oriel win-
dows constructed of combustible materials.
1406.2 Combustible exterior wall coverings. Combustible
exterior wall coverings shall comply with this section.
Exception: Plastics complying with Chapter 26.
1406.2.1 Ignition resistance. Combustible exterior wall
coverings shall be tested in accordance with NFPA 268.
Exceptions:
1 Wood or wood-based products.
2. Other combustible materials covered with an exte-
rior covering other than vinyl sidings listed in Ta-
ble 1405.2.
3. Aluminum having a minimum thickness of 0.019
inch (0.48 nmi).
4. Exterior wall coverings on exterior walls of Type V
construction.
1406.2.1.1 Fire separation 5 feet or less. Where in-
stalled on exterior walls having a fire separation distance
of 5 feet (1524 mm) or less, combustible exterior wall
coverings shall not exhibit sustained flaming as defined
in NFPA 268.
1406.2.1.2 Fire separation greater than 5 feet. For fire
separation distances greater than 5 feet ( 1 524 mm), an as-
sembly shall be permitted that has been exposed to a re-
duced level of incident radiant heat flux in accordance
with the NFPA 268 test method without exhibiting sus-
tained flaming. The minimum fire separation distance re-
quired for the assembly shall be determined from Table
1406.2. 1 .2 based on the maximum tolerable level of inci-
dent radiant heat flux that does not cause sustained flam-
ing of the assembly.
1406.2.2 Architectural trim. In buildings of Type I, II, III
and IV construction that do not exceed three stories or 40
feet (12 192 mm) in height above grade plane, exterior wall
coverings shall be permitted to be constructed of wood
where permitted by Section 1405.4 or other equivalent com-
bustible material. Combustible exterior wall coverings,
other than fire-retardant-treated wood complying with Sec-
tion 2303.2 for exterior installation, shall not exceed 10 per-
cent of an exterior wall surface area where the fire
separation distance is 5 feet (1524 mm) or less. Architec-
tural trim that exceeds 40 feet (12 192 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.
250
2003 INTERNATIONAL BUILDING CODEC
EXTERD0F5 WALLS
mLEM06.2.1.2
iViBNIIViUlVl FIRE SEPARATION FOR COMBUSTIBLE VEJMEERS
FIRE
SEPARATION
DISTANCE
(feet)
TOLERABLE
LEVEL ONCIDENT
RADIANT HEAT
ENERGY(kW/m2)
FIRE
SEPARATION
DISTANCE
(feet)
TOLERABLE
LEVEL INCIDENT
RADIANT HEAT
ENERGY(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
6.7
25
3.5
15
6.3
For SI: 1 foot = 304.8 mm, 1 Btu/H^ x°F = .0057 kW/m^ x K.
L2.3 LocaitioEo Where combustible exterior wall cover-
ing 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.
Where the combustible exterior
wall covering is furred from the wall and forms a solid sur-
face, the distance between the back of the covering and the
wall shall not exceed 1.625 inches (41 mm) and the space
thereby created shall be fireblocked in accordance with Sec-
tion 717 so that there will be no open space exceeding 100
square feet (9.3 m^). Where wood furring strips are used,
they shall be of approved wood of natural decay resistance
or preservative-treated wood.
1. Fireblocking of cornices is not required in sin-
gle-family dwellings.
2. Fireblocking shall not be required where installed
on noncombustible framing and the face of the ex-
terior wall finish exposed to the concealed space is
covered by one of the following materials:
2. 1 . Aluminum having a minimum thickness of
0.019 inch (0.5 mm);
2.2. Corrosion-resistant steel having a base
metal thickness not less than 0.016 inch
(0.4 mm) at any point; or
2.3. Other approved noncombustible materials.
ras. Balconies and
similar projections of combustible construction, other than
fire-retardant-treated wood, shall afford the fire-resistance rat-
ing required by Table 601 for floor construction or shall be of
Type IV construction as described in Section 602.4, and the ag-
gregate length shall not exceed 50 percent of the building per-
imeter on each floor.
loEs;
On buildings of Type I and II construction, three sto-
ries or less in height, fire-retardant-treated wood shall
be permitted for balconies, porches, decks and exte-
rior stairways not used as required exits.
2. Untreated wood is permitted for pickets and rails, or
similar guardrail devices that are limited to 42 inches
(1067 mm) in height.
3. Balconies and similar appendages on buildings of
Type III, IV and V construction shall be permitted to
be of Type V construction, and shall not be required to
have a fire-resistance rating where sprinkler protec-
tion is extended to these areas.
4. Where sprinkler protection is extended to the balcony
areas, the aggregate length of the balcony on each
floor shall not be hmited.
3. Bay and oriel win-
dows shall conform to the type of construction required for the
building to which they are attached.
Exceptnom: Fire-retardant-treated wood shall be permitted
on buildings three stories or less of Type I, II, III and IV con-
struction.
ilEML COiiPOSITE IVlATERiALS (IViC^)
ol Gemeral. The provisions of this section shall govern the
materials, construction and quality of metal composite materi-
als (MCM) for use as exterior wall coverings in addition to
other applicable requirements of Chapters 14 and 16.
1407,2 Exterior wall inlslh, MCM used as exterior wall finish
or as elements of balconies and similar appendages and bay and
oriel windows to provide cladding or weather resistance shall
comply with Sections 1407.4 through 1407.13.
tSo MCM used
as architectural trim or embeUishments shall comply with Sec-
tions 1407.7 through 1407.13.
1407.4 Stmictiiral desigmo MCM systems shall be designed Q
and constructed to resist wind loads as required by Chapter 16
for components and cladding.
14017.5 ApprovaL Results of approved tests or an engineering
analysis shall be submitted to the building official to verify
compliance with the requirements of Chapter 16 for wind
loads.
1407,6 Weather resistance. MCM systems shall comply with D
Section 1403 and shall be designed and constructed to resist
wind and rain in accordance with this section and the manufac-
turer's installation instructions.
,7 Dinrablllty, MCM systems shall be constructed of ap- Q
proved materials that maintain the performance characteristics
required in Section 1407 for the duration of use.
1407.8 Fire-resistamce rating. Where MCM systems are used D
on exterior walls required to have a fire-resistance rating in ac-
cordance with Section 704, evidence shall be submitted to the
building official that the required fire-resistance rating is main-
tained.
1407.9 Sinrface-berming characteristics. Unless otherwise
specified, MCM shall have a flame spread index of 75 or less
and a smoke-developed index of 450 or less when tested as an
assembly in the maximum thickness intended for use in accor-
dance with ASTM E84.
2003 DNTERMATIIONAL BUILDING CODE®
251
EXTERIOR WALLS
1407.10 Type I, II, III and IV constractioe. Where installed
on buildings of Type 1, 11, III and IV construction, MCM sys-
tems shall comply with Sections 1407.10.1 through 1407.10.4,
or 1407.11.
1407.10.1 Sorface-burming characteristics. MCM shall
have a flame spread index of not more than 25 and a
smoke-developed index of not more than 450 when tested as
an assembly in the maximum thickness intended for use in
accordance with ASTM E 84.
1407.10.2 Thermal barriers, MCM shall be separated
from the interior of a building by an approved thermal bar-
rier consisting of 0.5-inch (12.7 mm) gypsum wallboard or
equivalent thermal barrier material that will limit the aver-
age temperature rise of the unexposed surface to not more
than 250°F (121°C) after 15 minutes of fire exposure in ac-
cordance with the standard time-temperature curve of
ASTM E 1 19. The thermal barrier shall be installed in such a
manner that it will remain in place for not less than 15 min-
utes based on a test conducted in accordance with UL 1715.
1407.10.3 Thermal barrier not required. The thermal
barrier specified for MCM in Section 1407.10.2 is not re-
quired where:
1. The MCM system is specifically approved based on
tests conducted in accordance with UL 1040 or UL
1715. Such testing shall be performed with the MCM
in the maximum thickness intended for use. The
MCM system shall include seams, joints and other
typical details used in the installation and shall be
tested in the manner intended for use.
2. The MCM is used as elements of balconies and simi-
lar appendages, architectural trim or embellishments.
1407.10.4 Full-scale tests. The MCM exterior wall assem-
bly shall be tested in accordance with, and comply with, the
acceptance criteria of NFPA 285. Such tesdng shall be per-
formed on the MCM system with the MCM in the maximum
thickness intended for use.
1407.11 Alternate conditions. MCM and MCM systems shall
not be required to comply with Sections 1407.10.1 through
1407.10.4 provided such systems comply with Section
1407.11.1 or 1407.11.2.
1407.11.1 Installations up to 40 feet in height, MCM shall
not be installed more than 40 feet (12 190 mm) in height
above the grade plane where installed in accordance with
Sections 1407.11.1.1 and 1407.11.1.2.
1407.11.1.1 Fire separation distance of 5 feet or less.
Where the fire separation distance is 5 feet (1524 mm) or
less, the area of MCM shall not exceed 10 percent of the
exterior wall surface.
1407.11.1.2 Fire separation distance greater than 5
feet. Where the fire separation distance is greater than 5
feet (1524 mm), there shall be no limit on the area of ex-
terior wall surface coverage using MCM.
1407.11.2 Installations up to SO feet in height, MCM shall
not be installed more than 50 feet (15 240 mm) in height
above the grade plane where installed in accordance with
Sections 1407.11.2.1 and 1407.11.2.2.
1,2,1 Self ignition temperature. MCM shall
have a self-ignition temperature of 650°F (343°C) or
greater when tested in accordance with ASTM D 1929.
•
,11.2.2 Limitations. Sections of MCM shall not ex-
ceed 300 square feet (27.9 m^) in area and shall be sepa-
rated by a minimum of 4 feet (1219 nrun) vertically.
1407.12 Type V construction, MCM shall be permitted to be
installed on buildings of Type V construction.
1407.13 Labeling, MCM shall be labeled in accordance with
Section 1703.5.
252
2003 INTERNATIONAL BUILDING CODE®
QHAPTEE 11
1501
1501.1 Scope, The provisions of this chapter shall govern the
design, materials, construction and quality of roof assemblies,
and rooftop structures.
m>
1502ol GeneraL The following words and terms shall, for the
purposes of this chapter and as used elsewhere in this code,
have the meanings shown herein.
BUILT-UP ROOF COVERING. Two or more layers of felt
cemented together and surfaced with a cap sheet, mineral ag-
gregate, smooth coating or similar surfacing material.
INTERLAYMENT. A layer of felt or nonbituminous satu-
rated felt not less than 1 8 inches (457 mm) wide, shingled be-
tween each course of a wood-shake roof covering.
MECHANICAL EQUIPMENT SCREEN. A partially en-
closed rooftop structure used to aesthetically conceal heating,
ventilating and air conditioning (HVAC) electrical or mechani-
cal equipment from view.
METAL ROOF PANEL. An interlocking metal sheet having a
minimum installed weather exposure of 3 square feet (.279 m^)
per sheet.
L An interlocking metal sheet hav-
ing an installed weather exposure less than 3 square feet (.279
m^) per sheet.
MODIFIED BITUMEN ROOF COVERING. One or more
layers of polymer-modified asphalt sheets. The sheet materials
shall be fully adhered or mechanically attached to the substrate
or held in place with an approved ballast layer.
JTHOUSE. An enclosed, unoccupied structure above the
roof of a building, other than a tank, tower, spire, dome cupola
or bulkhead, occupying not more than one-third of the roof
area.
The drainage condition in
which consideration has been made for all loading deflections
of the roof deck, and additional slope has been provided to en-
sure drainage of the roof within 48 hours of precipitation.
urainage oi me roor wimin ^■Q nours oi precipiiauon.
jKjcitiOOFINGo The process of recovering or replacing an
isting roof covering. See "Roof recover" and "Roof repl;
ment."
anex-
■ace-
f. A system designed to provide weather
protection and resistance to design loads. The system consists
of a roof covering and roof deck or a single component serving
as both the roof covering and the roof deck. A roof assembly in-
cludes the roof deck, vapor retarder, substrate or thermal bar-
rier, insulation, vapor retarder and roof covering.
The covering appUed to the roof deck
for weather resistance, fire classification or appearance.
ROOF COVERING SYSTEM. See "Roof assembly."
ROOF DECK. The flat or sloped surface not including its sup-
porting members or vertical supports.
^COVER. The process of installing an additional
roof covering over a prepared existing roof covering without
removing the existing roof covering.
. Reconstruction or renewal of any part of an
existing roof for the purposes of its maintenance.
, The process of removing the exist-
ing roof covering, repairing any damaged substrate and install-
ing a new roof covering.
The natural or mechanical process
of supplying conditioned or unconditioned air to, or removing
such air from, attics, cathedral ceilings or other enclosed spaces
over which a roof assembly is installed.
ROOFTOP STRUCTURE. An enclosed structure on or
above the roof of any part of a building.
SCUPPER. An opening in a wall or parapet that allows water
to drain from a roof.
SINGLE=PLY MEMBRANE. A roofing membrane that is
field applied using one layer of membrane material (either ho-
mogeneous or composite) rather than multiple layers.
r. One or more layers of felt, sheathing pa-
per, nonbituminous saturated felt or other approved material
over which a steep-slope roof covering is applied.
1503,1 General. Roof decks shall be covered with approved
roof coverings secured to the building or structure in accor-
dance with the provisions of this chapter. Roof coverings shall
be designed, installed and maintained in accordance with this
code and the approved manufacturer's instructions such that
the roof covering shall serve to protect the building or structure.
1503.2 Flashing, Flashing shall be installed in such a manner
so as to prevent moisture entering the wall and roof through
joints in copings, through moisture-permeable materials and at
intersections with parapet walls and other penetrations through
the roof plane.
1503,2.1 Locatloms, Flashing shall be installed at wall and
roof intersections, at gutters, wherever there is a change in
roof slope or direction and around roof openings. Where
flashing is of metal, the metal shall be corrosion resistant
with a thickness of not less than 0.019 inch (.483 mm) (No.-
26 galvanized sheet).
2003 BIMTERiSSATDOiSSAL BUDLDDMG CODE®
253
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
1503o3 Coping, Parapet walls shall be properly coped with
noncombustible, weatherproof materials of a width no less
than the thickness of the parapet wall.
[P] 1503.4 Roof drainage. Design and installation of roof
drainage systems shall comply with the International
Plumbing Code.
1503.4.1 Gutters. Gutters and leaders placed on the outside
of buildings, other than Group R-3 as applicable in Section
101.2, private garages and buildings of Type V construction,
shall be of noncombustible material or a minimum of
Schedule 40 plastic pipe.
1503.5 Roof ventilation. Intake and exhaust vents shall be pro-
vided in accordance with Section 1203.2 and the manufac-
turer's installation instructions.
SECTION 1504
PERFORMANCE REQUIREMENTS
1504.1 Wind resistance of roofs. Roof decks and roof cover-
ings shall be designed for wind loads in accordance with Chap-
ter 16 and Sections 1504.2, 1504.3 and 1504.4.
1504.1.1 Wind resistance of asphalt shingles. Asphalt
shingles shall be designed for wind speeds in accordance
with Section 1507.2.7.
1504.2 Wind resistance of clay and concrete tile. Clay and
concrete tile roof coverings shall be connected to the roof deck
in accordance with Chapter 16.
1504.3 Wind resistance of nonballasted roofs. Roof cover-
ings installed on roofs in accordance with Section 1507 that are
mechanically attached or adhered to the roof deck shall be de-
signed to resist the design wind load pressures for cladding in
Chapter 16.
1504.3.1 Other roof systems. Roof systems with built-up,
modified bitumen, fully adhered or mechanically attached
single-ply through fastened metal panel roof systems, and
other types of membrane roof coverings shall also be tested
in accordance with FM 4450, FM 4470, UL 580 or UL 1 897.
1504.3.2 Metal panel roof systems. Metal panel roof sys-
tems through fastened or standing seam shall be tested in ac-
cordance with UL 580 or ASTM E 1 592.
1504.4 Ballasted low-slope roof systems. Ballasted low-slope
(roof slope < 2:12) single-ply roof system coverings installed
in accordance with Section 1507 shall be designed in accor-
dance with ANSI/SPRI RP-4.
1504.5 Edge securement for low-slope roofs. Low-slope
membrane roof systems metal edge securement, except gut-
ters, installed in accordance with Section 1507, shall be de-
signed in accordance with ANSI/SPRI ES-1, except the basic
wind speed shall be determined from Figure 1609.
1504.6 Physical properties. Roof coverings installed on
low-slope roofs (roof slope < 2:12) in accordance with Section
1507 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 G 152,
ASTM G 155 or ASTM G 154. Those roof coverings that 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.
1504.7 Impact resistance. Roof coverings installed on
low-slope roofs (roof slope < 2: 12) in accordance with Section
1507 shall resist impact damage based on the results of tests
conducted in accordance with ASTM D 3746, ASTM D 4272,
CGSB 37-GP-52M or FM 4470.
SECTION 1505
FIRE CLASSIFICATION
1505.1 General. Roof assemblies shall be divided into the
classes defined below. Class A, B and C roof assemblies and
roof coverings required to be listed by this section shall be
tested in accordance with ASTM E 108 or UL 790. In addition,
fire-retardant-treated wood roof coverings shall be tested in ac-
cordance with ASTM D 2898. The minimum roof coverings in-
stalled on buildings shall comply with Table 1505.1 based on
the type of construction of the building.
TABLE 1505.1^"
[VigNin/3UM ROOF COVERING CLASSIFICATION
FOR TYPES OF CONSTRUCTION
lA
IB
IIA
MB
IIIA
NIB
IV
VA
VB
B
B
B
C=
B
C^
B
B
O
For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m^.
a. Unless otherwise required in accordance with the International Urban
Wildland Interface Code or due to the location of the building within a fire
district in accordance with Appendix D.
b. Nonclassified roof coverings shall be permitted on buildings of Group R-3,
as applicable in Section 101.2, and Group U occupancies, where there is a
minimum fire-separation distance of 6 feet measured from the leading edge
of the roof.
c. Buildings that are not more than two stories in height and having not more
than 6,000 square feet of projected roof area and where there is a minimum
10-foot fire-separation distance from the leading edge of the roof to a lot line
on all sides of the building, except for street fronts or public ways, shall be
permitted to have roofs of No. 1 cedar or redwood shakes and No. I shingles.
1505.2 Class A roof assemblies. Class A roof assemblies are
those that are effective against severe fire test exposure. Class A
roof assemblies and roof coverings shall be listed and identified
as Class A by an approved testing agency. Class A roof assem-
blies shall be permitted for use in buildings or structures of all
types of construction.
Exception: Class A roof assemblies include those with cov-
erings of brick, masonry, slate, clay or concrete roof tile, ex-
posed concrete roof deck, ferrous or copper shingles or
sheets.
1505.3 Class B roof assemblies. Class B roof assemblies are
those that are effective against moderate fire-test exposure.
Class B roof assemblies and roof coverings shall be hsted and
idenfified as Class B by an approved testing agency.
Exception: Class B roof assemblies include those with cov-
erings of metal sheets and shingles.
1505.4 Class C roof assemblies. Class C roof assembhes are
those that are effective against light fire-test exposure. Class C
roof assemblies and roof coverings shall be listed and identified
as Class C by an approved testing agency.
254
2003 INTERNATIONAL BUILDING CODE®
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
ISOS.S Nomdassiied rooimg. Nonclassified roofing is ap-
proved material that is not listed as a Class A, B or C roof cover-
ing.
1505«6 FIre-retardlamit-treated wood shnmgks amd sliakeSo
Fire-retardant-treated wood shakes and shingles shall be
treated by impregnation with chemicals by the full-cell vac-
uum-pressure process, in accordance with AWPA CI. Each
bundle shall be marked to identify the manufactured unit and
the manufacturer, and shall also be labeled to identify the clas-
sification of the material in accordance with the testing re-
quired in Section 1505.1, the treating company and the quality
control agency.
1505.7 Special perpose roofs. Special purpose wood shingle
or wood shake roofing shall conform with the grading and ap-
plication requirements of Section 1507.8 or 1507.9. In addi-
tion, an underlayment of 0.625-inch (15.9 mm) Type X
water-resistant gypsum backing board or gypsum sheathing
shall be placed under minimum nominal 0.5-inch-thick (12.7
mm) wood structural panel solid sheathing or 1-inch (25 mm)
nominal spaced sheathing.
■CTIOW 1g06
15®7.2.1 Deck reqelrements. Asphalt shingles shall be fas-
tened to solidly sheathed decks.
1506.1 Scope, The requirements set forth in this section shall
apply to the application of roof-covering materials specified
herein. Roof coverings shall be apphed in accordance with this
chapter and the manufacturer's installation instructions. Instal-
lation of roof coverings shall comply with the applicable provi-
sions of Section 1507.
5. 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 ap-
plied.
Roof-covering materials shall conform to the applicable stan-
dards hsted in this chapter. In the absence of apphcable stan-
dards or where materials are of questionable suitability, testing
by an approved agency shall be required by the building official
to determine the character, quahty and limitations of applica-
tion of the materials.
1S®6.4 Prodeclt idemttifficatloim. Roof-covering materials shall
be delivered in packages bearing the manufacturer's identify-
ing marks and approved testing agency labels required in ac-
cordance with Section 1505. Bulk shipments of materials shall
be accompanied with the same information issued in the form
of a certificate or on a bill of lading by the manufacturer.
1507.1 Scope. Roof coverings shall be applied in accordance
with the applicable provisions of this section and the manufac-
turer's installation instructions.
1507.2 Asphalt shimgles. The installation of asphalt shingles
shall comply with the provisions of this section and Table
1507.2.
1507.2.2 Slope, Asphalt shingles shall only be used on roof
slopes of two units vertical in 12 units horizontal (17-per-
cent slope) or greater. For roof slopes from two units vertical
in 12 units horizontal (17-percent slope) up to four units ver-
tical in 12 units horizontal (33-percent slope), double
underlayment application is required in accordance with
Section 1507.2.8.
1507.2.3 Umderlaymemt. Unless otherwise noted, required
underlayment shall conform to ASTM D 226, Type I, or
ASTM D 4869, Type I.
1507.2.4 Self=adlhierlng polymer modified toiiuimen sheet.
Self-adhering polymer modified bitumen sheet shall com-
ply with ASTM D 1970.
1507.2.5 Asphalt shingles. Asphalt shingles shall have
self-seal strips or be interlocking, and comply with ASTM
D 225 or ASTM D 3462.
1507.2.6 Fasteners. Fasteners for asphalt shingles shall be
galvanized, stainless steel, aluminum or copper roofing
nails, minimum 12 gage [0.105 inch (2.67 mm)] shank with
a minimum 0.375 inch-diameter (9.5 mm) head, of a length
to penetrate through the roofing materials and a minimum of
0.75 inch (19.1 mm) into the roof sheathing. Where the roof
sheathing is less than 0.75 inch (19.1 mm) thick, the nails
shall penetrate through the sheathing. Fasteners shall com-
ply with ASTM F 1667.
1507.2.7 Attachment, Asphalt shingles shall have the mini-
mum number of fasteners required by the manufacturer and
Section 1504. 1 . Asphalt shingles shall be secured to the roof []
with not less than four fasteners per strip shingle or two fas-
teners per individual shingle. Where the roof slope exceeds
20 units vertical in 12 units horizontal (166-percent slope),
special methods of fastening are required. For roofs located
where the basic wind speed in accordance with Figure 1609
is 1 10 mph or greater, special methods of fastening are re-
quired. Special fastening methods shall be tested in accor-
dance with ASTM D 3161, modified to use a wind speed of
1 10 mph.
1507,2,8 Underlayment applicatnom. For roof slopes from
two units vertical in 12 units horizontal (17-percent slope),
up to four units vertical in 12 units horizontal (33-percent
slope), underlayment shall be two layers applied in the fol-
lowing manner. Apply a minimum 19-inch-wide (483 mm)
strip of underlayment felt parallel with and starting at the
eaves, fastened sufficiently to hold in place. Starting at the
eave, apply 36-inch-wide (914 mm) sheets of underlayment
overlapping successive sheets 19 inches (483 mm) and fas-
tened sufficiently to hold in place. For roof slopes of four
units vertical in 12 units horizontal (33-percent slope) or
greater, underlayment shall be one layer applied in the fol-
lowing manner. Underlayment shall be applied shingle fash-
ion, parallel to and starting from the eave and lapped 2
inches (5 1 mm), fastened only as necessary to hold in place.
1507.2.8,1 High wind attachment. Underlayment ap-
plied in areas subject to high winds (greater than 110
mph in accordance with Figure 1609) shall be applied
2003 BMTERNATDOMAL BUBLDDSSIG CODE®
255
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
TABLE 1507.2
ASPHALT SHINGLE APPLICATION
COMPONENT
INSTALLATION REQUIREMENT
1. Roof slope
Asphalt shingles shall only be used on roof slopes of two units vertical in 12 units
horizontal (2:12) or greater. For roof slopes from two units vertical in 12 units
horizontal (2:12) up to four units vertical in 12 units horizontal (4:12), double
underlayment application is required in accordance with Section 1507.2.8.
2. Deck requirement
Asphalt shingles shall be fastened to solidly sheathed roofs.
3. Underlayment
Underlayment shall conform with ASTM D 226, Type 1, or ASTM D 4869, Type 1.
For roof slopes from two units vertical in 12 units
horizontal (2:12), up to four units vertical in 12 units
horizontal (4:12)
Underlayment shall be two layers applied in the following manner. Apply a
minimum 19-inch strip or underlayment felt parallel to and starting at the eaves,
fastened sufficiently to hold in place. Starting at the eave, apply 35-inch-wide
sheets of underlayment overlapping successive sheets 19 inches and fastened
sufficiently to hold in place.
For roof slopes from four units vertical in 12 units
horizontal (4:12) or greater
Underlayment shall be one layer applied in the following manner. Underlayment
shall be applied shingle fashion, parallel to and starting from the eave and lapped
2 inches, fastened only as necessary to hold in place.
In areas where the average daily temperature in January
is 25°F or less or where there is a possibility of ice
forming along the eaves causing a backup of water
A membrane that consists of at least two layers of underlayment cemented
together or of a self-adhering polymer-modified bitumen sheet shall be used in
lieu of normal underlayment and extend from the eave's edge to a point at least 24
inches inside the exterior wall line of the building.
4. AppUcation
—
Attachment
Asphalt shingles shall have the minimum number of fasteners required by the
manufacturer and Section 1504.1. Asphalt shingles shall be secured to the roof
with not less than four fasteners per strip shingle or two fasteners per individual
shingle. Where the roof slope exceeds 20 units vertical in 12 units horizontal
(20:12), special methods of fastening are required.
Fasteners
Galvanized, stainless steel, aluminum or copper roofing nails, minimum 12-gage
(0.105 inch) shank with a minimum Vg-inch diameter head. Fasteners shall be
long enough to penetrate into the sheathing % inch or through the thickness of the
sheathing.
Flashings
In accordance with Section 1507.2.9.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, °C = [(°F) - 32]/1.8, 1 mile per hour = 1.609 km/h.
with corrosion- resistant fasteners in accordance with the
manufacturer's instructions. Fasteners are to be applied
along the overlap at a maximum spacing of 36 inches
(914 mm) on center.
1507.2.8.2 Ice dam membrane. In areas where the aver-
age daily temperature in January is 25°F (-4°C) or less or
where there is a possibility of ice forming along the eaves
causing a backup of water, a membrane that consists of at
least two layers of underlayment cemented together or of
a self-adhering polymer modified bitumen sheet shall be
used in lieu of normal underlayment and extend from the
eave's edge to a point at least 24 inches (610 mm) inside
the exterior wall line of the building.
Exception*. Detached accessory structures that con-
tain no conditioned floor area.
1507.2.9 Flashings. Flashing for asphalt shingles shall
comply with this section. Flashing shall be applied in accor-
dance with this section and the asphalt shingle manufac-
turer's printed instructions.
1507.2.9.1 Base and cap flashing. Base and cap flashing
shall be installed in accordance with the manufacturer's
instructions. Base flashing shall be of either corro-
sion-resistant metal of minimum nominal 0.019-inch
(0.483 mm) thickness or mineral-surfaced roll roofing
weighing a minimum of 77 pounds per 100 square feet
(3.76 kg/m^). Cap flashing shall be corrosion-resistant
metal of minimum nominal 0.019-inch (0.483 mm)
thickness.
1507.2.9.2 Valleys. Valley Unings shall be installed in ac-
cordance with the manufacturer's instructions before ap-
plying shingles. Valley linings of the following types
shall be permitted:
1 . For open valleys (valley lining exposed) hned with
metal, the valley lining shall be at least 16 inches
(406 mm) wide and of any of the corrosion-resis-
tant metals in Table 1507.2.9.2.
2. For open valleys, valley lining of two plies of min-
eral-surfaced roll roofing shall be permitted. The
256
2003 INTERNATIONAL BUILDING CODE®
ROOF ASSEMBLIES AMD ROOFTOP STRUCTURES
bottom layer shall be 1 8 inches (457 mm) and the
top layer a minimum of 36 inches (914 mm) wide.
For closed valleys (valleys covered with shingles),
valley lining of one ply of smooth roll roofing com-
plying with ASTM D 224 and at least 36 inches
(914 mm) wide or types as described in Items 1 and
2 above shall be permitted. Specialty
underlayment shall comply with ASTM D 1970.
TABLE 1507.2.9.2
Y LIMING MATERIAL
MATERIAL
MDNDiViUiVi
THICKNESS
GAGE
WEIGHT
Copper
16 oz
Aluminum
0.024 in.
Stainless steel
—
28
Galvanized steel
0.0179 in.
26 (zinc-coated G90)
Zinc alloy
0.027 in.
Lead
2.5 pounds
Painted teme
—
—
20 pounds
For SI: 1 inch = 25.4 mm, 1 pound = 0.454 kg, 1 ounce = 28.35 g.
Ige. Provide drip edge at eaves and ga-
bles of shingle roofs. Overlap to be a minimum of 2
inches (51 mm). Eave drip edges shall extend 0.25 inch
(6.4 mm) below sheathing and extend back on the roof a
minimum of 2 inches (51 mm). Drip edge shall be me-
chanically fastened a maximum of 12 inches (305 mm)
o.c. A cricket or saddle shall be installed on the ridge side
of any chimney greater than 30 inches (762 mm) wide.
Cricket or saddle coverings shall be sheet metal or of the
same material as the roof covering.
1507o3 Clay amd comcrete tile. The installation of clay and
concrete tile shall comply with the provisions of this section.
1507.3.1 Deck requnremepltSo Concrete and clay tile shall
be installed only over solid sheathing or spaced structural
sheathing boards.
1507.3.2 Deck slope. Clay and concrete roof tile shall be in-
stalled on roof slopes of 2'/2 units vertical in 12 units hori-
zontal (21 -percent slope) or greater. For roof slopes from
2V2 units vertical in 12 units horizontal (21 -percent slope) to
four units vertical in 12 units horizontal (33-percent slope),
double underlayment application is required in accordance
with Section 1507.3.3.
15©7,3.3 Umderlaymemt. Unless otherwise noted, required
underlayment shall conform to: ASTM D 226, Type II;
ASTM D 2626 or ASTM D 249 Type I mineral-surfaced roll
roofing.
1507.3.3.1 L(D)w=§lope roofs. For roof slopes from 2'/2
units vertical in 1 2 units horizontal (2 1 -percent slope), up
to four units vertical in 12 units horizontal (33-percent
slope), underlayment shall be a minimum of two layers
applied as follows:
1. Starting at the eave, a 19-inch (483 mm) strip of
underlayment shall be applied parallel with the
eave and fastened sufficiently in place.
2. Starting at the eave, 36-inch-wide (914 mm) strips
of underlayment felt shall be applied overlapping
successive sheets 19 inches (483 mm) and fastened
sufficiently in place.
For roof slopes of four
units vertical in 12 units horizontal (33-percent slope) or
greater, underlayment shall be a minimum of one layer of
underlayment felt applied shingle fashion, parallel to,
and starting from the eaves and lapped 2 inches (5 1 mm),
fastened only as necessary to hold in place.
1507.3.4 Clay tile. Clay roof tile shall comply with ASTM
C1167.
1507.3.5 Comcrete tile. Concrete roof tiles shall be in accor-
dance with the physical test requirements as follows:
1 . The transverse strength of tiles shall be determined
according to Section 6.3 of ASTM C 1 167 and in ac-
cordance with Table 1507.3.5.
2. The absorption of concrete roof tiles shall be accord-
ing to Section 8 of ASTM C 140. Roof files shall ab-
sorb not more than 15 percent of the dry weight of the
tile during a 24-hour immersion test.
3. Roof files shall be tested for freeze/thaw resistance
according to Secfion 8 of ASTM C67. Roof tiles shall
show no breakage and not have more than 1 percent
loss in dry weight of any individual concrete roof tile.
-TABLE 1507.3.5
TRANSVERSE BREAKD^8G STRENGTH
OF CONCRETE ROOF TILE (lbs.)
TILE PROFILE
DRY
Average of five tiles
Individual tile
High profile
400
350
Medium profile
300
250
Flat profile
300
250
For SI: I pound = 4.45 N.
1507.3.6 Fasteners. Tile fasteners shall be corrosion resis-
tant and not less than 1 1 gage, V,6-inch (8.0 mm) head, and
of sufficient length to penetrate the deck a minimum of 0.75
inch (19. 1 nun) or through the thickness of the deck, which-
ever is less. Attaching wire for clay or concrete tile shall not
be smaller than 0.083 inch (2. 1 mm). Perimeter fastening ar-
eas include three file courses but not less than 36 inches (914
nmi) from either side of hips or ridges and edges of eaves
and gable rakes.
15®7.3.7 Atlaclimeni Clay and concrete roof files shall be
fastened in accordance with Table 1507.3.7.
2003 SNTERMATIONAL BUILDING CODE®
257
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
TABLE 1507.3.7
CLAY AND CONCRETE TILE ATTACHMENT^- "' «=
GENERAL — CLAY OR CONCRETE ROOF TILE
Maximum basic
wind speed
(mph)
Mean roof
height
(feet)
Roof slope up to < 3:12
Roof slope 3:12 and over
85
0-60
One fastener per tile. Flat tile
without vertical laps, two
fasteners per tile.
Two fasteners per tile. Only one fastener on slopes of 7: 12 and
less for tiles with installed weight exceeding 7.5 Ibs./sq. ft.
having a width no greater than 16 inches.
100
0-40
100
> 40-60
The head of all tiles shall be nailed. The nose of all eave tiles shall be fastened with approved
clips. All rake tiles shall be nailed with two nails. The nose of all ridge, hip and rake tiles shall be
set in a bead of roofer's mastic.
110
0-60
The fastening system shall resist the wind forces in Section 1609.7.2.
120
0-60
The fastening system shall resist the wind forces in Section 1609.7.2.
130
0-60
The fastening system shall resist the wind forces in Section 1609.7.2.
All
>60
The fastening system shall resist the wind forces in Section 1609.7.2.
INTERLOCKING CLAY OR CONCRETE ROOF TILE WITH PROJECTING ANCHOR LUGS"®
(Installations on spaced/solid sheathing with battens or spaced sheathing)
Maximum basic
wind speed
(mph)
Mean roof
height
(feet)
Roof slope up to < 5:12
Roof slope 5:12 < 12:12
Roof slope 12:12 and over
85
0-60
Fasteners are not required. Tiles
with installed weight less than 9
Ibs./sq. ft. require a minimum of
one fastener per tile.
One fastener per tile every other
row. AH perimeter tiles require one
fastener. Tiles with installed
weight less than 9 lbs./sq. ft.
require a minimum of one fastener
per tile.
One fastener required for every
tile. Tiles with installed weight
less than 9 lbs./sq. ft. require a
minimum of one fastener per
tile.
100
0-40
100
> 40-60
The head of all tiles shall be nailed. The nose of all eave tiles shall be fastened with approved
clips. All rake tiles shall be nailed with two nails The nose of all ridge, hip and rake tiles shall be
set in a bead of roofers's mastic.
110
0-60
The fastening system shall resist the wind forces in Section 1609.7.2.
120
0-60
The fastening system shall resist the wind forces in Section 1609.7.2.
130
0-60
The fastening system shall resist the wind forces in Section 1609.7.2.
All
>60
The fastening system shall resist the wind forces in Section 1609.7.2.
INTERLOCKING CLAY OR CONCRETE ROOF TILE WITH PROJECTING ANCHOR LUGS
(Installations on solid sheathing without battens)
Maximum basic
wind speed
(mph)
Mean roof
height
(feet)
All roof slopes
85
0-60
One fastener per tile.
100
0-40
One fastener per tile.
100
> 40-60
The head of all tiles shall be nailed. The nose of all eave tiles shall be fastened with approved
clips. All rake tiles shall be nailed with two nails The nose of all ridge, hip and rake tiles shall be
set in a bead of roofers's mastic.
110
0-60
The fastening system shall resist the wind forces in Section 1609.7.2.
120
0-60
The fastening system shall resist the wind forces in Section 1609.7.2.
130
0-60
The fastening system shall resist the wind forces in Section 1609.7.2.
All
>60
The fastening system shall resist the wind forces in Section 1609.7.2.
For SI: 1 inch = 25.4 mm, 1 foot - 304.8 mm, 1 mile per hour = 1.609 km/h, 1 pound per square foot = 0.0478 kn/m^.
a. Minimum fastener size. Corrosion-resistant nails not less than No. 1 1 gage with ^/,g-inch head. Fasteners shall be long enough to penetrate into the sheathing 0.75
inch or through the thickness of the sheathing, whichever is less. Attaching wire for clay and concrete tile shall not be smaller than 0.083 inch.
b. Snow areas. A minimum of two fasteners per tile are required or battens and one fastener.
c. Roof slopes greater than 24:12. The nose of all tiles shall be securely fastened.
d. Horizontal battens. Battens shall be not less than linch by 2 inch nominal. Provisions shall be made for drainage by a minimum of Vg-inch riser at each nail or by
4-foot-long battens with at least a 0.5-inch separation between battens. Horizontal battens are required for slopes over 7:12.
e. Perimeter fastening areas include three tile courses but not less than 36 inches from either side of hips or ridges and edges of eaves and gable rakes.
258
2003 INTERNATIONAL BUILDING CODE®
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
15®73o§ AppIScatnonio Tile shall be applied according to the
manufacturer's installation instructions, based on the fol-
lowing:
1. Climatic conditions.
2. Roof slope.
3. Underlayment system.
4. Type of tile being installed.
lS07o3,9 Flashmgo At the juncture of the roof vertical sur-
faces, flashing and counterflashing shall be provided in ac-
cordance with the manufacturer's installation instructions,
and where of metal, shall not be less than 0.019-inch (0.48
mm) (No. 26 galvanized sheet gage) corrosion-resistant.
The valley flashing shall extend at least 1 1 inches (279 mm)
from the centerline each way and have a splash diverter rib
not less than 1 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 4 inches (102 mm). For roof slopes of
three units vertical in 12 units horizontal (25-percent slope)
and over, the valley flashing shall have a 36-inch-wide (914
mm) underlayment of one layer of Type I underlayment run-
ning the full length of the valley, in addition to other required
underlayment. In areas where the average daily temperature
in January is 25 °F (-4°C) or less or where there is a possibil-
ity of ice forming along the eaves causing a backup of water,
the metal valley flashing underlayment shall be solid ce-
mented to the roofing underlayment for slopes under seven
units vertical in 12 units horizontal (58-percent slope) or of
self-adhering polymer modified bitumen sheet.
Is. The installation of metal roof panels
shall comply with the provisions of this section.
1507.4,1 Deck reqinnremeElts. Metal roof panel roof cover-
ings shall be applied to a solid or closely fitted deck, except
where the roof covering is specifically designed to be ap-
plied to spaced supports.
150)7.4,2 Deck stope. The minimum slope for lapped,
nonsoldered seam metal roofs without applied lap sealant
shall be three units vertical in 12 units horizontal (25 -percent
slope). The minimum slope for lapped, nonsoldered seam
metal roofs with applied lap sealant shall be one-half vertical
unit in 12 units horizontal (4-percent slope). The minimum
slope for standing seam of roof systems shall be one-quarter
unit vertical in 12 units horizontal (2-percent slope).
1507,4,3 Maternal standards. Metal-sheet roof covering
systems that incorporate supporting structural members
shall be designed in accordance with Chapter 22.
Metal-sheet roof coverings installed over structural decking
shall comply with Table 1507.4.3.
1507,4,4 Attachmemt, Metal roofing fastened directly to
steel framing shall be attached by approved manufacturers'
fasteners. In the absence of manufacturer recommenda-
tions, all of the following fasteners shall be used:
1. Galvanized fasteners shall be used for galvanized
roofs.
2. 300 series stainless-steel fasteners shall be used for
copper roofs.
Stainless-steel fasteners are acceptable for all types of
metal roofs.
TABLE 1507.4.3
ROOF COVERING TYPE
STANDARD APPLICATION
RATE/THICKNESS
Aluminum
ASTM B 209, 0.024 inch minimum
thickness for roll-formed panels and 0.019
inch minimum thickness for press-formed
shingles.
Aluminum-zinc alloy
coated steel
ASTM A 792 AZ 50
Copper
16 oz./sq. ft. for metal-sheet roof-covering
systems; 12 oz./sq. ft. for preformed metal
shingle systems.
Galvanized steel
ASTM A 653 G-90 zinc-coated,
0.013-inch-thick minimum
Lead-coated copper
ASTM B 101
Hard lead
2 lbs./sq. ft.
Soft lead
3 lbs./sq. ft.
Prepainted steel
ASTM A 755
Teme (tin) and teme-
coated stainless
Teme coating of 40 lbs. per double base
box, field painted where applicable in
accordance with manufacturer's
installation instructions.
1 ounce per square foot = 0.0026 kg/m^,
1 pound per square foot = 4.882 kg/m^,
1 inch = 25.4 mm, 1 pound = 0.454 kg.
For SI:
1507,5 Metal roof sMegles. The installafion of metal roof
shingles shall comply with the provisions of this section.
1507,5,1 Deck reqmrememts. Metal roof shingles shall be
apphed to a solid or closely fitted deck, except where the
roof covering is specifically designed to be applied to
spaced sheathing.
Metal roof shingles shall not be in-
stalled on roof slopes below three units vertical in 12 units
horizontal (25 -percent slope).
1507.5.3 Umderlaymemt, Underlayment shall conform to
ASTM D 226, Type I. In areas where the average daily tem-
perature in January is 25°F (-4°C) or less or where there is a
possibility of ice forming along the eaves causing a backup
of water, an ice barrier that consists of at least two layers of
underlayment cemented together or of a self-adhering poly-
mer-modified bitumen sheet, shall be used in lieu of normal
underlayment and extend from the eave's edge to a point at
least 24 inches (610 mm) inside the exterior wall line of the
building.
Exceptions Detached accessory structures that contain
no conditioned floor area.
1507.5.4 Material standards. Metal roof shingle roof cov-
erings shall comply with Table 1507.4.3.
1507.5.5 AttaclimeEt, Metal roof shingles shall be secured
to the roof in accordance with the approved manufacturer's
installation instructions.
EO
259
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
1507.5.6 Flashing. Roof valley flashing shall be of corro-
sion-resistant metal of the same material as the roof cover-
ing or shall comply with the standards in Table 1507.4.3.
The valley flashing shall extend at least 8 inches (203 mm)
from the centerline each way and shall have a splash diverter
rib not less than 0.75 inch (19.1 mm) high at the flow line
formed as part of the flashing. Sections of flashing shall
have an end lap of not less than 4 inches (102 mm). In areas
where the average daily temperature in January is 25 °F
(-4°C) or less or where there is a possibility of ice forming
along the eaves causing a backup of water, the metal valley
flashing shall have a 36-inch- wide (914 mm) underlayment
directly under it consisting of one layer of underlayment
running the full length of the valley, in addition to
underlayment required for metal roof shingles. The metal
valley flashing underlayment shall be solid cemented to the
roofing underlayment for roof slopes under seven units ver-
tical in 12 units horizontal (58-percent slope) or of self-ad-
hering polymer-modified bitumen sheet.
1507.6 Mineral-surfaced roll roofing. The installation of
mineral-surfaced roll roofing shall comply with this secfion.
1507.6.1 Deck requirements. Mineral-surfaced roll roof-
ing shall be fastened to solidly sheathed roofs.
1507.6.2 Deck slope. Mineral-surfaced roll roofing shall
not be apphed on roof slopes below one unit vertical in 12
units horizontal (8-percent slope).
1507.6.3 Underlayment. Underlayment shall conform to
ASTM D 226, Type I. In areas where the average daily tem-
perature in January is 25 °F (-4°C) or less or where there is a
possibility of ice forming along the eaves causing a backup
of water, an ice barrier that consists of at least two layers of
underlayment cemented together or of a self-adhering poly-
mer-modified bitumen sheet, shall extend from the eave's
edge to a point at least 24 inches (610 mm) inside the exte-
rior wall line of the building.
Exception: Detached accessory structures that contain
no conditioned floor area.
1507.6.4 Material standards. Mineral-surfaced roll roof-
ing shall conform to ASTM D 224, ASTM D 249, ASTM D
371 or ASTM D 3909.
1507.7 Slate shingles. The installation of slate shingles shall
comply with the provisions of this section.
1507.7.1 Deck requirements. Slate shingles shall be fas-
tened to solidly sheathed roofs.
1507.7.2 Deck slope. Slate shingles shall only be used on
slopes of four units vertical in 12 units horizontal (4:12) or
greater.
1507.7.3 Underlayment. Underlayment shall comply with
ASTM D 226, Type II. In areas where the average daily tem-
perature in January is 25 °F (-4°C) or less or where there is a
possibility of ice forming along the eaves causing a backup
of water, an ice barrier that consists of at least two layers of
underlayment cemented together or of a self-adhering poly-
mer-modified bitumen sheet, shall extend from the eave's
edge to a point at least 24 inches (610 mm) inside the exte-
rior wall line of the building.
Exception: Detached accessory structures that contain
no conditioned floor area.
1507.7.4 Material standards. Slate shingles shall comply
with ASTM C 406.
1507.7.5 Application. Minimum headlap for slate shingles
shall be in accordance with Table 1507.7.5. Slate shingles
shall be secured to the roof with two fasteners per slate.
TABLE 1507.7.5
SLATE SHINGLE HEADLAP
l»
SLOPE
HEADLAP
(inches)
4:12 < slope < 8:12
4
8:12 < slope < 20:12
3
slope > 20: 12
2
For SI: 1 inch = 25.4 mm.
1507.7.6 Flashing. Flashing and counterflashing shall be
made with sheet metal. Valley flashing shall be a minimum
of 15 inches (381 mm) wide. Valley and flashing metal shall
be a minimum uncoated thickness of 0.0179-inch (0.455
mm) zinc-coated G90. Chimneys, stucco or brick walls shall
have a minimum of two pUes of felt for a cap flashing con-
sisting of a 4-inch- wide (102 mm) strip of felt set in plastic
cement and extending 1 inch (25 mm) above the first felt and
a top coating of plastic cement. The felt shall extend over the
base flashing 2 inches (51 mm).
1507.8 Wood shingles. The installation of wood shingles shall
comply with the provisions of this section and Table 1507.8.
1507.8.1 Deck requirements. Wood shingles shall be in-
stalled on solid or spaced sheathing. Where spaced sheath-
ing is used, sheathing boards shall not be less than 1-inch by
4-inch (25 mm by 102 mm) nominal dimensions and shall
be spaced on centers equal to the weather exposure to coin-
cide with the placement of fasteners.
1507.8.1.1 Solid sheathing required. Solid sheathing is
required in areas where the average daily temperature in
January is 25°F (-4°C) or less or where there is a possibil-
ity of ice forming along the eaves causing a backup of
water.
1507.8.2 Deck slope. Wood shingles shall be installed on
slopes of three units vertical in 12 units horizontal (25 -per-
cent slope) or greater.
1507.8.3 Underlayment. Underlayment shall comply with
ASTM D 226, Type I. In areas where the average daily tem-
perature in January is 25 °F (-4°C) or less or where there is a
possibility of ice forming along the eaves causing a backup
of water, an ice barrier that consists of at least two layers of
underlayment cemented together or of a self-adhering poly-
mer-modified bitumen sheet shall extend from the eave's
edge to a point at least 24 inches (610 mm) inside the exte-
rior wall line of the building.
Exception: Detached accessory structures that contain I
no conditioned floor area. ^
260
2003 INTERNATIONAL BUILDING CODE®
ROOF ASSEIiBUES AHD ROOFTOP STRUCTURES
TABLE 1507.8
WOOD SHINGLE AND SHA6CE 8NSTALLAT10M
ROOF ITEM
WOOD SHINGLES
WOOD SHAKES
1. Roof slope
Wood shingles shall be installed on slopes of
three units vertical in 12 units horizontal (3:12)
or greater.
Wood shakes shall be installed on slopes of four units
vertical in 12 units horizontal (4: 12) or greater.
2. Deck requirement
—
Temperate climate
Shingles shall be applied to roofs with solid or
spaced sheathing. Where spaced sheathing is
used, sheathing boards shall not be 4 less than
1" X 4" nominal dimensions and shall be
spaced on center equal to the weather exposure
to coincide with the placement of fasteners.
Shakes shall be applied to roofs with solid or spaced
sheathing.Where spaced sheathing is used, sheathing
boards shall not be less than 1 " x 4" nominal dimensions
and shall be spaced on center equal to the weather
exposure to coincide with the placement of fasteners.
When 1" X 4" spaced sheathing is installed at 10 inches,
boards must be installed between the sheathing boards.
In areas where the average daily
temperature in January is 25°F
or less or where there is a
possibility of ice forming along
the eaves causing a backup of
water.
Solid sheathing required.
Solid sheathing is required.
3. Interlayment
No requirements.
Interlayment shall comply with ASTM D 226, Type 1 .
4. Underlayment
—
—
Temperate climate
Underlayment shall comply with ASTM D
226, Type 1.
Underlayment shall comply with ASTM D 226, Type 1 .
In areas where the average daily
temperature in January is 25 °F
or less or 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
self-adhering polymer-modified bitumen sheet
shall extend from the eave's edge to a point at
least 24 inches inside the exterior wall line of
the building.
An ice shield that consists of at least two layers of
underlayment cemented together or of a self-adhering
polymer-modified bitumen sheet shall extend from the
eave's edge to a point at least 24 inches inside the
exterior wall line of the building.
5. Application
—
—
Attachment
Fasteners for wood shingles shall be corrosion
resistant with a minimum penetration of 0.75
inch into the sheathing. For sheathing less than
0.5 inch thick, the fasteners shall extend
through the sheathing.
Fasteners for wood shakes shall be corrosion resistant
with a minimum penetration of 0.75 inch into the
sheathing. For sheathing less than 0.5 inch thick, the
fasteners shall extend through the sheathing.
No. of f&steners
Two per shingle.
Two per shake.
Exposure
Weather exposures shall not exceed those set
forth in Table 1507.8.6
Weather exposures shall not exceed those set forth in
Table 1507.9.7
Method
Shingles shall be laid with a side lap of not less
than 1.5 inches between joints in courses, and no
two joints in any three adjacent courses shall be
in direct alignment. Spacing between shingles
shall be 0.25 to 0.375 inch.
Shakes shall be laid with a side lap of not less than 1.5
inches between joints in adjacent courses. Spacing
between shakes shall not be less than 0.375 inch or
more than 0.625 inch for shakes and tapersawn shakes
of naturally durable wood and shall be 0.25 to 0.375
inch for preservative taper sawn shakes.
Flashing
In accordance with Section 1507.8.7.
In accordance with Section 1507.9.8.
For SI: 1 inch = 25.4 mm, °C = [(°F) - 32J/1.8.
2003 INTERNATIONAL BUILDING CODE®
261
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
1507.8.4 Material standards. Wood shingles shall be of
naturally durable wood and comply with the requirements
of Table 1507.8.4.
TABLE 1507.8.4
WOOD SHINGLE MATERIAL REQUIREMENTS
MATERIAL
APPLICABLE
MINIMUM GRADES
GRADING RULES
Wood shingles of naturally
durable wood
1,2 or 3
CSSB
CSSB = Cedar Shake and Shingle Bureau
1507.8.5 Attachment. Fasteners for wood shingles shall be
corrosion resistant with a minimum penetration of 0.75 inch
(19.1 mm) into the sheathing. For sheathing less than 0.5
inch (12.7 mm) in thickness, the fasteners shall extend
through the sheathing. Each shingle shall be attached with a
minimum of two fasteners.
1507.8.6 Application. Wood shingles shall be laid with a
side lap not less than 1.5 inches (38 mm) between joints in
adjacent courses, and not be in direct alignment in alternate
courses. Spacing between shingles shall be 0.25 to 0.375
inches (6.4 to 9.5 mm). Weather exposure for wood shingles
shall not exceed that set in Table 1507.8.6.
TABLE 1507.8.6
WOOD SHINGLE WEATHER EXPOSURE AND ROOF SLOPE
ROOFING MATERIAL
LENGTH
(inches)
GRADE
EXPOSURE (inches)
3:12 pitch
to < 4:12
4:12 pitch
or steeper
Shingles of naturally
durable wood
16
No. 1
No. 2
No. 3
3.75
3.5
3
5
4
3.5
18
No. 1
No. 2
No. 3
4.25
4
3.5
5.5
4.5
4
24
No. 1
No. 2
No. 3
5.75
5.5
5
7.5
6.5
5.5
For SI: 1 inch = 25.4 mm.
1507.8.7 Flashing. At the juncture of the roof and vertical
surfaces, flashing and counterflashing shall be provided in
accordance with the manufacturer's installation instruc-
tions, and where of metal, shall not be less than 0.019-inch
(0.48 mm) (No. 26 galvanized sheet gage) corrosion-resis-
tant metal. The valley flashing shall extend at least 1 1 inches
(279 mm) from the centerline each way and have a splash di-
verter rib not less than 1 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 4 inches (102 mm). For roof
slopes of three units vertical in 12 units horizontal (25-per-
cent slope) and over, the valley flashing shall have a
36-inch-wide (914 mm) underlayment of one layer of Type I
underlayment running the full length of the valley, in addi-
tion to other required underlayment. In areas where the av-
erage daily temperature in January is 25°F (-4°C) or less or
where there is a possibility of ice forming along the eaves
causing a backup of water, the metal valley flashing
underlayment shall be solid cemented to the roofing
underlayment for slopes under seven units vertical in 12
units horizontal (58-percent slope).
1507.9 Wood shakes. The installation of wood shakes shall
comply with the provisions of this section and Table 1507.8.
1507.9.1 Deck requirements. Wood shakes shall only be
used on solid or spaced sheathing. Where spaced sheathing
is used, sheathing boards shall not be less than 1-inch by
4-inch (25 mm by 102 mm) nominal dimensions and shall
be spaced on centers equal to the weather exposure to coin-
cide with the placement of fasteners. Where 1-inch by
4-inch (25 mm by 102 mm) spaced sheathing is installed at
10 inches (254 mm) o.c, additional 1-inch by 4-inch (25
mm by 102 mm) boards shall be installed between the
sheathing boards.
1507.9.1.1 Solid sheathing required. Solid sheathing is
required in areas where the average daily temperature in
January is 25 °F (-4°C) or less or where there is a possibil-
ity of ice forming along the eaves causing a backup of
water.
1507.9.2 Deck slope. Wood shakes shall only be used on
slopes of four units vertical in 12 units horizontal (33-per-
cent slope) or greater.
1507.9.3 Underlayment. Underlayment shall comply
with ASTM D 226, Type I. In areas where the average daily
temperature in January is 25 °F (-4°C) or less or where
there is a possibility of ice forming along the eaves causing
a backup of water, an ice barrier that consists of at least two
layers of underlayment cemented together or a self-adher-
ing polymer-modified bitumen sheet shall extend from the
edge of the eave to a point at least 24 inches (610 mm) in-
side the exterior wall line of the building.
Exception: Detached accessory structures that contain
no conditioned floor area.
1507.9.4 Interlayment. Interlayment shall comply with
ASTM D 226, Type I.
1507.9.5 Material standards. Wood shakes shall comply
with the requirements of Table 1507.9.5.
TABLE 1507.9.5
WOOD SHAKE MATERIAL REQUIREMENTS
IViATERIAL
MINIMUfVi
GRADES
APPLICABLE
GRADING
RULES
Wood shakes of naturally durable wood
1
CSSB
Taper sawn shakes of naturally durable
wood
1 or 2
CSSB
Preservative-treated shakes and
shingles of naturally durable wood
1
CSSB
Fire-retardant-treated shakes and
shingles of naturally durable wood
1
CSSB
Preservative-treated taper sawn shakes
of Southern yellow pine treated in
accordance with AWPA Standard C2
1 or 2
TFS
CSSB = Cedar Shake and Shingle Bureau.
TFS = Forest Products Laboratory of the Texas Forest Services.
1507.9.6 Attachment. Fasteners for wood shakes shall be
corrosion resistant with a minimum penetration of 0.75 inch
(19.1 mm) into the sheathing. For sheathing less than 0.5
inch (12.7 mm) in thickness, the fasteners shall extend
262
2003 INTERNATIONAL BUILDING CODEC
ROOF ASSEMBLIES AMD [ROOFTOP STRUCTURES
through the sheathing. Each shake shall be attached with a
minimum of two fasteners.
1507<,9o7 Applkatnomo Wood shakes shall be laid with a side
lap not less than 1.5 inches (38 mm) between joints in adja-
cent courses. Spacing between shakes in the same course
shall be 0.375 to 0.625 inches (9.5 to 15.9 mm) for shakes
and taper sawn shakes of naturally durable wood and shall
be 0.25 to 0.375 inch (6.4 to 9.5 mm) for preservative taper
sawn shakes. Weather exposure for wood shakes shall not
exceed those set in Table 1507.9.7.
TABLE 1507.9.7
:atii-5ER exposure
E
ROOFING IWATERIAL
LEi^GTH
(inches)
GRADE
EXPOSURE
(inches)
4:12 PITCH
OR STEEPER
Shakes of naturally
durable wood
18
24
No. 1
No. 1
7.5
10a
Preservative-treated taper
sawn shakes of Southern
yellow pine
18
24
No. 1
No. 1
7.5
10
18
24
No. 2
No. 2
5.5
7.5
Taper sawn shakes of
naturally durable wood
18
24
No. 1
No. 1
7.5
10
18
24
No. 2
No. 2
5.5
7.5
For SI: 1 inch = 25.4 mm.
a. For 24-inch by 0.375-inch handspHt shakes, the maximum exposure is 7.5
inches.
1507.9.8 Flasliiirag. At the juncture of the roof and vertical
surfaces, flashing and counterflashing shall be provided in
accordance with the manufacturer's installation instruc-
tions, and where of metal, shall not be less than 0.019-inch
(0.48 mm) (No. 26 galvanized sheet gage) corrosion-resis-
tant metal. The valley flashing shall extend at least 1 1 inches
(279 mm) from the centerline each way and have a splash di-
verter rib not less than 1 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 4 inches (102 mm). For roof
slopes of 3 units vertical in 12 units horizontal (25-percent
slope) and over, the valley flashing shall have a
36-inch-wide (914 mm) underlayment of one layer of Type I
underlayment running the full length of the valley, in addi-
tion to other required underlayment. In areas where the aver-
age daily temperature in January is 25°F (-4°C) or less or
where there is a possibility of ice forming along the eaves
causing a backup of water, the metal valley flashing
underlayment shall be solid cemented to the roofing
underlayment for slopes under seven units vertical in 12
units horizontal (58-percent slope).
1507.10 Bttiilt-ep roofs. The installation of built-up roofs shall
comply with the provisions of this section.
1507.10.1 Sflope. Built-up roofs shall have a design slope of
a minimum of one-fourth unit vertical in 12 units horizontal
(2-percent slope) for drainage, except for coal-tar built-up
roofs that shall have a design slope of a minimum one-eighth
unit vertical in 12 units horizontal (1 -percent slope).
1507.10.2 Material standards. Built-up roof covering ma-
terials shall comply with the standards in Table 1507.10.2.
1507.11 Modified bltumeii rooflmg. The installation of modi-
fied bitumen roofing shall comply with the provisions of this
section.
TABLE 1507.10.2
BUILT-UP ROOFiMG MATERIAL STANDARDS
MATERIAL STANDARD
STANDARD
Acrylic coatings used in roofing
ASTM D 6083
Aggregate surfacing
ASTMD1863
Asphalt adhesive used in roofing
ASTM D 3747
Asphalt cements used in roofing
ASTM D 3019; D 2822;
D4586
Asphalt-coated glass fiber base sheet
ASTM D 4601
Asphalt coatings used in roofing
ASTM D1227; D 2823; D
4479
Asphalt glass felt
ASTM D 2178
Asphalt primer used in roofing
ASTM D 41
Asphalt-saturated and asphalt-coated
organic felt base sheet
ASTM D 2626
Asphalt-saturated organic felt
(perforated)
ASTM D 226
Asphalt used in roofing
ASTM D 312
Coal-tar cements used in roofing
ASTM D 4022; D 5643
Coal-tar saturated organic felt
ASTM D 227
Coal-tar pitch used in roofing
ASTM D 450; Type I or II
Coal-tar primer used in roofing,
damproofing and waterproofing
ASTM D 43
Glass mat, coal tar
ASTM D 4990
Glass mat, venting type
ASTM D 4897
Mineral-surfaced inorganic cap sheet
ASTM D 3909
Thermoplastic fabrics used in roofing
ASTM D 5665, D 5726
1507.11.1 Slope. Modified bitumen membrane roofs shall
have a design slope of a minimum of one-fourth unit vertical
in 12 units horizontal (2-percent slope) for drainage.
1507.11.2 Material standards. Modified bitumen roof
coverings shall comply with CGSB 37-GP-56M, ASTM D
6162, ASTM D 6163, ASTM D 6164, ASTM D 6222,
ASTM D 6223 and ASTM D 6298.
1507.12 Thermoset single-pEy roofing. The installation of
thermoset single-ply roofing shall comply with the provisions
of this secfion.
1507.12.1 Slope. Thermoset single-ply membrane roofs
shall have a design slope of a minimum of one-fourth unit
vertical in 12 units horizontal (2-percent slope) for drainage.
1507.12.2 Material standards. Thermoset single-ply roof
coverings shall comply with RMA RP-1, RP-2 or RP-3, or
ASTM D 4637, ASTM D 5019 or CGSB 37-GP-52M.
263
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
1507.13 Thermoplastic single-ply rooOng. The installation
of thermoplastic single-ply roofing shall comply with the pro-
visions of this section.
1507.13.1 Slope. Thermoplastic single-ply membrane
roofs shall have a design slope of a minimum of one-fourth
unit vertical in 12 units horizontal (2-percent slope).
1507.13.2 Material standards. Thermoplastic single-ply
roof coverings shall comply with ASTM D 4434 or CGSB
37-GP-54M.
1507.14 Sprayed polyurethane foam roofing. The installa-
tion of sprayed polyurethane foam roofing shall comply with
the provisions of this section.
1507.14.1 Slope. Sprayed polyurethane foam roofs shall
have a design slope of a minimum of one-fourth unit vertical
in 12 units horizontal (2-percent slope) for drainage.
1507.14.2 Material standards. Spray-applied polyure-
thane foam insulation shall comply with ASTM C 1029.
1507.14.3 Application. Foamed-in-place roof insulation
shall be installed in accordance with the manufacturer's in-
structions. A liquid-applied protective coating that com-
plies with Section 1507.15 shall be applied no less than 2
hours nor more than 72 hours following the application of
the foam.
1507.14.4 Foam plastics. Foam plastic materials and instal-
lation shall comply with Chapter 26.
1507.15 Liquid-applied coatings. The installation of hq-
uid-appHed coatings shall comply with the provisions of this
section.
1507.15.1 Slope. Liquid-applied roofs shall have a design
slope of a minimum of one-fourth unit vertical in 12 units
horizontal (2-percent slope).
1507.15.2 Material standards. Liquid-applied roof coat-
ings shall comply with ASTM C 836, ASTM C 957, ASTM
D 6083, ASTM D 1227 or ASTM D 3468.
SECTION 1508
ROOF INSULATION
1508.1 General. The use of above-deck thermal insulation
shall be permitted provided such insulation is covered with an
approved roof covering and passes the tests of FM 4450 or UL
1256 when tested as an assembly.
Exception: Foam plastic roof insulation shall conform to
the material and installation requirements of Chapter 26.
1508.1.1 Cellulosic fiberboard. Cellulosic fiberboard roof
insulation shall conform to the material and installation re-
quirements of Chapter 23.
SECTION 1509
ROOFTOP STRUCTURES
1509.1 General. The provisions of this section shall govern the
construction of rooftop structures.
1509.2 Penthouses. A penthouse or other projection above the
roof in structures of other than Type I construction shall not ex-
ceed 28 feet (8534 mm) above the roof where used as an enclo-
sure for tanks or for elevators that run to the roof and in all other
cases shall not extend more than 18 feet (5486 mm) above the
roof. The aggregate area of penthouses and other rooftop struc-
tures shall not exceed one-third the area of the supporting roof.
A penthouse, bulkhead or any other similar projection above
the roof shall not be used for purposes other than shelter of me-
chanical equipment or shelter of vertical shaft openings in the
roof. Provisions such as louvers, louver blades or flashing shall
be made to protect the mechanical equipment and the building
interior from the elements. Penthouses or bulkheads used for
purposes other than permitted by this section shall conform to
the requirements of this code for an additional story. The re-
strictions of this section shall not prohibit the placing of wood
flagpoles or similar structures on the roof of any building.
1509.2.1 Type of construction. Penthouses shall be con-
structed with walls, floors and roof as required for the build-
ing.
Exceptions:
1 . On buildings of Type I and II construction, the ex-
terior walls and roofs of penthouses with a fire sep-
aration distance of more than 5 feet (1524 mm) and
less than 20 feet (6096 mm) shall be of at least
1-hour fire-resistance-rated noncombustible con-
struction. Walls and roofs with a fire separation
distance of 20 feet (6096 mm) or greater shall be of
noncombustible construction. Interior framing and
walls shall be of noncombustible construction.
2. On buildings of Type III, IV and V construction,
the exterior walls of penthouses with a fire separa-
tion distance of more than 5 feet (1524 mm) and
less than 20 feet (6096 mm) shall be at least 1-hour
fire-resistance-rated construction. Walls with a fire
separation distance of 20 feet (6096 mm) or greater
from a common property line shall be of Type IV or
noncombusdble construction. Roofs shall be con-
structed of materials and fire-resistance rated as re-
quired in Table 601. Interior framing and walls
shall be Type IV or noncombustible construction.
3. Unprotected noncombustible enclosures housing
only mechanical equipment and located with a
minimum fire separafion distance of 20 feet (6096
mm) shall be permitted.
4. On one-story buildings, combustible unroofed me-
chanical equipment screens, fences or similar en-
closures are permitted where located with a fire
separation distance of at least 20 feet (6096 mm)
from adjacent property lines and where not ex-
ceeding 4 feet (1219 mm) in height above the roof
surface.
5. Dormers shall be of the same type of construction
as the roof on which they are placed, or of the exte-
rior walls of the building.
1509.3 Tanks. Tanks having a capacity of more than 500 gal-
lons (2 m^) placed in or on a building shall be supported on ma-
sonry, reinforced concrete, steel or Type IV construction
provided that, where such supports are located in the building
!•
264
2003 INTERNATIONAL BUILDING CODE®
ROOF ASSEMBLIES AMD ROOFTOP STROCTORES
above the lowest story, the support shall be fire-resistance rated
as required for Type I A construction.
1509o3ol Valve. Such tanks shall have in the bottom or on
the side near the bottom, a pipe or outlet, fitted with a suit-
able quick opening valve for discharging the contents in an
emergency through an adequate drain.
1509.3.2 Locatnom. Such tanks shall not be placed over or
near a line of stairs or an elevator shaft, unless there is a sohd
roof or floor underneath the tank.
1509.3.3 Tamk cover. Unenclosed roof tanks shall have cov-
ers sloping toward the outer edges.
1509.4 Co©Dmg towers. Cooling towers in excess of 250
square feet (23.2 m^) in base area or in excess of 15 feet (4572
mm) high where located on buildings more than 50 feet (15 240
mm) high shall be of noncombustible construction. Cooling
towers shall not exceed one-third of the supporting roof area.
Exceptnoms Drip boards and the enclosing construction of
wood not less than 1 inch (25 mm) nominal thickness, pro-
vided the wood is covered on the exterior of the tower with
noncombustible material.
1509.5 Towers, spires, domes amd cepolas. Any tower, spire,
dome or cupola shall be of a type of construction not less in
fire-resistance rating than required for the building to which it
is attached except that any such tower, spire, dome or cupola
that exceeds 85 feet (25 908 mm) in height above grade, or ex-
ceeds 200 square feet (18.6 m^) in horizontal area or is used for
any purpose other than a belfry or an architectural embellish-
ment shall be constructed of and supported on Type I or 11 con-
struction.
1509,5.1 Nomcomlbiinstltole comstructlom requnired. Any
tower, spire, dome or cupola that exceeds 60 feet (18 288) in
height above the highest point at which it comes in contact
with the roof, or that exceeds 200 square feet (18.6 m^) in
area at any horizontal section, or which is intended to be
used for any purpose other than a belfry or architectural em-
bellishment, shall be entirely constructed of and supported
by noncombustible materials. Such structures shall be sepa-
rated from the building below by construction having a
fire-resistance rating of not less than 1 .5 hours with open-
ings protected with a minimum 1.5-hour fire-protection rat-
ing. Structures, except aerial supports 12 feet (3658 mm)
high or less, flagpoles, water tanks and cooling towers,
placed above the roof of any building more than 50 feet (15
240 mm) in height, shall be of noncombustible material and
shall be supported by construcfion of noncombustible mate-
rial.
1509,5.2 Towers annd spires. Towers and spires where en-
closed shall have exterior walls as required for the building
to which they are attached. The roof covering of spires shall
be of a class of roof covering as required for the main roof of
the rest of the structure.
1i1(
1510,1 Gemeral, Materials and methods of application used for
recovering or replacing an existing roof covering shall comply
with the requirements of Chapter 15.
m Reroofing shall not be required to meet the min-
imum design slope requirement of one-quarter unit vertical
in 12 units horizontal (2-percent slope) in Section 1507 for
roofs that provide positive roof drainage.
1510.2 Structaral and coestractsoini loads. Structural roof
components shall be capable of supporting the roof-covering
system and the material and equipment loads that will be en-
countered during installation of the system.
1510,3 Mecoverieg versus replacementt. New roof coverings
shall not be installed without first removing all existing layers
of 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.
ExcepMoes:
1. Complete and separate roofing systems, such as
standing-seam metal roof systems, that are designed
to transmit the roof loads directly to the building's
structural system and that do not rely on existing roofs
and roof coverings for support, shall not require the
removal of existing roof coverings.
2. Metal panel, metal shingle, and concrete and clay tile
roof coverings shall be permitted to be installed over
existing wood shake roofs when applied in accor-
dance with Section 1510.4.
1510,4 Moof recovering. Where the application of a new roof
covering over wood shingle or shake roofs creates a combusti-
ble concealed space, the entire existing surface shall be covered
with gypsum board, mineral fiber, glass fiber or other approved
materials securely fastened in place.
1510.5 EelsistalflatnoE of materials. Existing slate, clay or ce-
ment tile shall be permitted for reinstallation, except that dam-
aged, cracked or broken slate or tile shall not be reinstalled.
Existing vent flashing, metal edgings, drain outlets, collars and
metal counterflashings shall not be reinstalled where rusted,
damaged or deteriorated. Aggregate surfacing materials shall
not be reinstalled.
1510,6 Flashings. Flashings shall be reconstructed in accor-
dance with approved manufacturer's installation instructions.
Metal flashing to which bituminous materials are to be adhered
shall be primed prior to installation.
265
266 2003 INTERNATIONAL BUILDING CODE®
SECTiOM 16011
GENERAL
.1 Scope. The provisions of this chapter shall govern the
structural design of buildings, structures and portions thereof
regulated by this code.
1602.1 DeiEitiOHS. The following words and terms shall, for
the purposes of this chapter, have the meanings shown herein.
ALLOWABLE STRESS DESIGN. A method of proportion-
ing structural members, such that elastically computed stresses
produced in the members by nominal loads do not exceed spec-
ified allowable stresses (also called "working stress design").
An exterior floor projecting from
and supported by a structure without additional independent
supports.
lSES
, Total design lateral force or shear at the base.
BASIC SEISMIC=FORCE=RESISTING SYSTEMS.
Bearing wall system. A structural system without a com-
plete vertical load-carrying space frame. Bearing walls or
bracing elements provide support for substantial vertical
loads. Seismic lateral force resistance is provided by shear
walls or braced frames.
A structural system with an essen-
tially complete space frame providing support for vertical
loads. Seismic lateral force resistance is provided by shear
walls or braced frames.
system. A structural system with an essentially com-
plete space frame providing support for vertical loads. Seis-
mic lateral force resistance is provided by a moment frame
and shear walls or braced frames.
A structure with a large por-
tion of its mass concentrated at the top; therefore, having es-
sentially one degree of freedom in horizontal translation.
Seismic lateral force resistance is provided by the columns
acting as cantilevers.
Momemt-reslsMmg frame system, A structural system with
an essentially complete space frame providing support for
vertical loads. Seismic lateral force resistance is provided by
moment frames.
Shear wall-frame ieteractive system. A structural system
which uses combinations of shear walls and frames de-
signed to resist seismic lateral forces in proportion to their
rigidities, considering interaction between shear walls and
frames on all levels. Support of vertical loads is provided by
the same shear walls and frames.
Strengthened portions along
shear wall and diaphragm edges (also called "boundary ele-
ments").
In light-frame construction, dia-
phragms and shear wall boundary members to which
sheathing transfers forces. Boundary elements include
chords and drag struts at diaphragm and shear wall perime-
ters, interior openings, discontinuities and reentrant cor-
ners.
CANTILEVERED COLUMN SYSTEM. A structural sys-
tem relying on column elements that cantilever from a fixed
base and have minimal rotational resistance capacity at the top
with lateral forces applied essentially at the top and are used for
lateral resistance.
COLLECTOR ELEMENTS. Members that serve to transfer
forces between floor diaphragms and members of the lat-
eral-force-resisting system.
The 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. ^
DEAD LOADS. The weight of materials of construcdon
incorporated into the building, including but not limited to |
walls, floors, roofs, ceilings, stairways, built-in partitions, fin-
ishes, cladding and other similarly incorporated architectural
and structural items, and fixed service equipment, including
the weight of cranes. All dead loads are considered permanent
loads.
the limit deformation.
An exterior floor supported on at least two opposing
sides by an adjacent structure, and/or posts, piers or other inde-
pendent supports.
. The ratio of the ultimate deformation to
An element whose
deformability is not less than 3.5 when subjected to four
fully reversed cycles at the limit deformation.
ememt. An element that is neither
a low deformability or a high deformability element.
Low deformaMMty elememL An element whose
deformabihty is 1.5 or less.
11. Two times the initial deformation that
occurs at a load equal to 40 percent of the maximum
strength.
The deformation at which failure
occurs and which shall be deemed to occur if the sustainable
load reduces to 80 percent or less of the maximum strength.
DESIGN STRENGTH, The product of the nominal strength
and a resistance factor (or strength reduction factor).
2003 INTERNATIONAL BUILDING CODE®
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STRUCTURAL DESIGN
DIAPHRAGM. A horizontal or sloped system acting to trans-
mit lateral forces to the vertical-resisting elements. When the
term "diaphragm" is used, it shall include horizontal bracing
systems.
Diaphragm, blocked. In light-frame construction, a dia-
phragm in which all sheathing edges not occurring on a
framing member are supported on and fastened to blocking.
Diaphragm boundary. In light-frame construction, a loca-
tion where shear is transferred into or out of the diaphragm
sheathing. Transfer is either to a boundary element or to an-
other force-resisting element.
Diaphragm chord. A diaphragm boundary element per-
pendicular to the applied load that is assumed to take axial
stresses due to the diaphragm moment.
Diaphragm, flexible. A diaphragm is flexible for the pur-
pose of distribution of story shear and torsional moment
when the computed maximum in-plane deflection of the di-
aphragm itself under lateral load is more than two times the
average drift of adjoining vertical elements of the lat-
eral-force-resisting system of the associated story under
equivalent tributary lateral load (see Section 1617.5.3).
Diaphragm, rigid. A diaphragm is rigid for the purpose of
distribution of story shear and torsional moment when the
lateral deformation of the diaphragm is less than or equal to
two times the average story drift.
DURATION OF LOAD. The period of continuous applica-
tion of a given load, or the aggregate of periods of intermittent
appHcations of the same load.
ELEMENT.
Ductile element. An element capable of sustaining large
cychc deformations beyond the attainment of its nominal
strength without any significant loss of strength.
Limited ductile element. An element that is capable of sus-
taining moderate cyclic deformations beyond the attain-
ment of nominal strength without significant loss of
strength.
Nonductile element. An element having a mode of failure
that resuhs in an abrupt loss of resistance when the element
is deformed beyond the deformation corresponding to the
development of its nominal strength. Nonductile elements
cannot reliably sustain significant deformation beyond that
attained at their nominal strength.
EQUIPMENT SUPPORT. Those structural members or
assemblies of members or manufactured elements, including
braces, frames, lugs, snuggers, hangers or saddles, that trans-
mit gravity load and operating load between the equipment and
the structure.
ESSENTIAL FACILITIES. Buildings and other structures
that are intended to remain operational in the event of extreme
environmental loading from flood, wind, snow or earthquakes.
FACTORED LOAD. The product of a nominal load and a load
factor.
FLEXIBLE EQUIPMENT CONNECTIONS. Those con-
nections between equipment components that permit rotational
and/or translational movement without degradation of perfor-
mance.
FRAME.
Braced frame. An essentially vertical truss, or its equiva-
lent, of the concentric or eccentric type that is provided in a
building frame system or dual system to resist lateral 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
frame in which at least one end of each brace frames into a
beam a short distance from a beam-column or from another
diagonal brace.
Ordinary concentrically braced frame (OCBF). A steel
concentrically braced frame in which members and connec-
tions are designed in accordance with the provisions of
AISC Seismic without modification.
Special concentrically braced frame (SCBF). A steel or
composite steel and concrete concentrically braced frame in
which members and connections are designed for ductile
behavior.
Moment frame. A frame in which members and joints re-
sist lateral forces by flexure as well as along the axis of the
members. Moment frames are categorized as "intermediate
moment frames" (IMF), "ordinary moment frames" (OMF),
and "special moment frames" (SMF).
GUARD. See Section 1002.1.
IMPACT LOAD. The load resulting from moving machinery,
elevators, craneways, vehicles and other similar forces and
kinetic loads, pressure and possible surcharge from fixed or
moving loads.
JOINT. A portion of a column bounded by the highest and low-
est surfaces of the other members framing into it.
LIMIT STATE. A condition beyond which a structure or
member becomes unfit for service and is judged to be no longer
useful for its intended function (serviceability limit state) or to
be unsafe (strength limit state).
LIVE LOADS. Those loads produced by the use and occu-
pancy of the building or other structure and do not include con-
struction or environmental loads such as wind load, snow load,
rain load, earthquake load, flood load or dead load.
LIVE LOADS (ROOF). Those loads produced (1) during
maintenance by workers, equipment and materials; and (2) dur-
ing the life of the structure by movable objects such as planters
and by people.
LOAD AND RESISTANCE FACTOR DESIGN (LRFD). A
method of proportioning structural members and their connec-
tions using load and resistance factors such that no appUcable
limit state is reached when the structure is subjected to appro-
priate load combinations. The term "LRFD" is used in the
design of steel and wood structures.
LOAD FACTOR. A factor that accounts for deviations of the
actual load from the nominal load, for uncertainties in the anal-
ysis that transforms the load into a load effect, and for the prob-
ability that more than one extreme load will occur
simultaneously.
<l|^^
268
2003 INTERNATIONAL BUILDING CODEC
STRUCTURAL DESSGM
LOADS. Forces or other actions that result from the weight of
building materials, occupants and their possessions, environ-
mental effects, differential movement and restrained dimen-
sional changes. Permanent loads are those loads in which
variations over time are rare or of small magnitude, such as
dead loads. All other loads are variable loads (see also "Nomi-
J nal loads").
LOADS EFFECTSo Forces and deformations produced in
structural members by the applied loads.
NOMINAL LOADSo The magnitudes of the loads specified in
this chapter (dead, live, soil, wind, snow, rain, flood and earth-
quake).
NOTATIONS.
D = Dead load.
E = Combined effect of horizontal and vertical earthquake-
induced forces as defined in Sections 1616.4.1 and
1617.1.
E^ = Maximum seismic load effect of horizontal and verti-
cal seismic forces as set forth in Sections 1616.4.1 and
1617.1.
F = Load due to fluids.
F^ = Flood load.
H = Load due to lateral pressure of soil and water in soil.
L = Live load, except roof live load, including any permit-
ted live load reduction.
L^ = Roof live load including any permitted live load reduc-
tion.
P = Ponding load.
R = Rain load.
S = Snow load.
T = Self- straining force arising from contraction or expan-
sion resulting from temperature change, shrinkage,
moisture change, creep in component materials, move-
ment due to differential settlement or combinations
thereof.
W = Load due to wind pressure.
OTHER STRUCTURES, Structures, other than buildings, for
which loads are specified in this chapter.
P=DELTA EFFECT. The second order effect on shears, axial
forces and moments of frame members induced by axial loads
on a laterally displaced building frame.
PANEL (PART OF A STRUCTURE). The section of a floor,
wall or roof comprised between the supporting frame of two
adjacent rows of columns and girders or column bands of floor
or roof construction.
A factor that accounts for devia-
tions of the actual strength from the nominal strength and the
manner and consequences of failure (also called "strength
reduction factor").
SHEAR PANEL. A floor, roof or wall component sheathed to
act as a shear wall or diaphragm.
SHEAR WALL. A wall designed to resist lateral forces paral-
lel to the plane of the wall.
SPACE FRAME. A structure composed of interconnected
members, other than bearing walls, that is capable of support-
ing vertical loads and that also may provide resistance to seis-
mic lateral forces.
SPECIAL TRANSVERSE REINFORCEMENT. Rein-
forcement 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.
STRENGTH, NOMINAL. The capacity of a structure or
member to resist the effects of loads, as determined by compu-
tations using specified material strengths and dimensions and
equations derived from accepted principles of structural
mechanics or by field tests or laboratory tests of scaled models,
allowing for modeling effects and differences between labora-
tory and field conditions.
ED. Strength of a member, cross sec-
tion or connection required to resist factored loads or related
internal moments and forces in such combinations as stipulated
by these provisions.
STRENGTH DESIGN. A method of proportioning structural
members such that the computed forces produced in the mem-
bers by factored loads do not exceed the member design
strength [also called "load and resistance factor design"
(LRFD)]. The term "strength design" is used in the design of
concrete and masonry structural elements.
WALL, LOAD BEARING. Any wall meeting either of the
following classifications:
1 . Any metal or wood stud wall that supports more than 100
pounds per linear foot (plf) (1459 N/m) of vertical load in
addition to its own weight.
2. Any masonry or concrete wall that supports more than
200 plf (2919 N/m) of vertical load in addition to its own
weight.
WALL, NONLOAD BEARING. Any wall that is not a
load-bearing wall.
SECTION 1603
CONSTRUCTION DOCUi
m
^S. Shallow anchors are those with
embedment length-to-diameter ratios of less than eight.
1603.1 General. Construction documents shall show the size,
section and relative locations of structural members with floor
levels, column centers and offsets fully dimensioned. The
design loads and other information pertinent to the structural
design required by Sections 1 603 . 1 . 1 through 1 603 . 1 . 8 shall be
clearly indicated on the construction documents for parts of the
building or structure.
ExcepMoii: Construction documents for buildings con-
structed in accordance with the conventional light-frame
construction provisions of Section 2308 shall indicate the
following structural design information:
1. Floor and roof live loads.
2003 INTERMATJONAL BUBLDJNG CODE®
STRUCTURAL DESIGN
2. Ground snow load, P^.
3. Basic wind speed (3-second gust), miles per hour
(mph) (km/hr) and wind exposure.
4. Seismic design category and site class.
1603.1.1 Floor live load. The uniformly distributed, con-
centrated and impact floor live load used in the design shall
be indicated for floor areas. Live load reduction of the uni-
formly distributed floor live loads, if used in the design,
shall be indicated.
1603.1.2 Roof live load. The roof live load used in the de-
sign shall be indicated for roof areas (Section 1607.1 1).
1603.1.3 Roof snow load. The ground snow load, P^, shall
be indicated. In areas where the ground snow load, P^, ex-
ceeds 10 pounds per square foot (psf) (0.479 kN/m^), the
following additional information shall also be provided, re-
gardless of whether snow loads govern the design of the
roof:
1. Flat-roof snow load, P^.
2. Snow exposure factor, Q.
3. Snow load importance factor, /^.
4. Thermal factor, C,.
1603.1.4 Wind design data. The following information re-
lated to wind loads shall be shown, regardless of whether
wind loads govern the design of the lateral-force-resisting
system of the building:
1. Basic wind speed (3-second gust), miles per hour
(km/hr).
2. Wind importance factor, 7^/, and building category.
3. Wind exposure, if more than one wind exposure is uti-
lized, the wind exposure and applicable wind direc-
tion shall be indicated.
4. The applicable internal pressure coefficient.
5. Components and cladding. The design wind pres-
sures in terms of psf (kN/m^) to be used for the design
of exterior component and cladding materials not spe-
cifically designed by the registered design profes-
sional.
1603.1.5 Earthquake design data. The following informa-
tion related to seismic loads shall be shown, regardless of
whether seismic loads govern the design of the lat-
eral-force-resisting system of the building:
1. Seismic importance factor, I^, and seismic use
group.
2. Mapped spectral response accelerations Ss and Sj.
3. Site class.
4. Spectral response coefficients ^^^ and S[),.
5. Seismic design category.
6. Basic seismic-force-resisting system(s).
7. Design base shear.
8. Seismic response coefficient(s), C5.
9. Response modification factor(s), R.
10. Analysis procedure used.
1603.1.6 Flood load. For buildings located in flood hazard
areas as established in Section 1612.3, the following infor-
mation, referenced to the datum on the community's Flood
Insurance Rate Map (FIRM), shall be shown, regardless of
whether flood loads govern the design of the building:
1. In flood hazard areas not subject to high-velocity
wave action, the elevation of proposed lowest floor,
including basement.
2. In flood hazard areas not subject to high- velocity
wave action, the elevation to which any nonresidential
building will be dry floodproofed.
3. In flood hazard areas subject to high- velocity wave
action, the proposed elevation of the bottom of the
lowest horizontal structural member of the lowest
floor, including basement.
1603.1.7 Special loads. Special loads that are applicable to
the design of the building, structure or portions thereof shall
be indicated along with the specified section of this code
that addresses the special loading condition.
1603.1.8 System and components requiring special in-
spections for seismic resistance. Construction documents
or specifications shall be prepared for those systems and
components requiring special inspection for seismic resis-
tance as specified in Section 1707.1 by the registered design
professional responsible for their design and shall be sub-
mitted for approval in accordance with Section 106.1. Ref-
erence to seismic standards in lieu of detailed drawings is
acceptable.
1603.2 Restrictions on loading. It shall be unlawful to place,
or cause or permit to be placed, on any floor or roof of a build-
ing, structure or portion thereof, a load greater than is permitted
by these requirements.
1603.3 Live loads posted. Where the live loads for which each
floor or portion thereof of a commercial or industrial building is
or has been designed to exceed 50 psf (2.40 kN/m^), such
design live loads shall be conspicuously posted by the owner in
that part of each story in which they apply, using durable signs.
It shall be unlawful to remove or deface such notices.
1603.4 Occupancy permits for changed loads. Construction
documents for other than residential buildings filed with the
building official with applications for permits shall show on
each drawing the live loads per square foot (m^) of area covered
for which the building is designed. Occupancy permits for
buildings hereafter erected shall not be issued until the floor
load signs, required by Section 1603.3, have been installed.
SECTION 1604
GENERAL DESIGN REQUIREMENTS
1604.1 General. Building, structures and parts thereof shall be
designed and constructed in accordance with strength design,
load and resistance factor design, allowable stress design,
empirical design or conventional construction methods, as per-
mitted by the applicable material chapters.
1604.2 Strength. Buildings and other structures, and parts
thereof, shall be designed and constructed to support safely the
factored loads in load combinations defined in this code with-
270
2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL DES8GM
out exceeding the appropriate strength limit states for the mate-
rials of construction. Alternatively, buildings and other
structures, and parts thereof, shall be designed and constructed
to support safely the nominal loads in load combinations
defined in this code without exceeding the appropriate speci-
fied allowable stresses for the materials of construction.
Loads and forces for occupancies or uses not covered in this
chapter shall be subject to the approval of the building official.
Structural systems and members
thereof shall be designed to have adequate stiffness to limit
deflections and lateral drift. See Section 1617.3 for drift Umits
applicable to earthquake loading.
16©43,1 DefflecitEoes. The deflections of structural mem-
bers shall not exceed the more restrictive of the limitations
of Sections 1604.3.2 through 1604.3.5 or that permitted by
Table 1604.3.
160403.2 Reieforced concreteo The deflection of reinforced
concrete structural members shall not exceed that permitted
byACI318.
160403.3 SteeL The deflection of steel structural members
shall not exceed that permitted by AISC LRFD, AISC HSS,
AISC 335, AISI -NASPEC, AISI-General, AISI-Truss,
ASCE 3, ASCE 8-SSD-LRFD/ASD, and the standard spec-
ifications of SJI Standard Specificafions, Load Tables and
Weight Tables for Steel Joists and Joist Girders as appUca-
ble.
,4 Masomryo The deflection of masonry structural
members shall not exceed that permitted by ACI 530/ASCE
5/TMS 402.
The deflection of aluminum struc-
tural members shall not exceed that permitted by AA-94.
Deflection of structural members over
span, /, shall not exceed that permitted by Table 1604.3.
fsis. Load effects on structural members and their
connections shall be determined by methods of structural anal-
ysis that take into account equilibrium, general stability, geo-
metric compatibility and both short- and long-term material
properties.
Members that tend to accumulate residual deformations
under repeated service loads shall have included in their analy-
sis the added eccentricities expected to occur during their ser-
vice life.
Any system or method of construction to be used shall be
based on a rational analysis in accordance with well-estab-
lished principles of mechanics. Such analysis shall result in a
system that provides a complete load path capable of transfer-
ring loads from their point of origin to the load-resisting ele-
ments.
The total lateral force shall be distributed to the various verti-
cal elements of the lateral-force-resisting system in proportion
to their rigidities considering the rigidity of the horizontal brac-
ing system or diaphragm. Rigid elements that are assumed not
to be a part of the lateral-force-resisting system shall be permit-
ted to be incorporated into buildings provided that their effect
on the action of the system is considered and provided for in
design. Provisions shall be made for the increased forces
induced on resisting elements of the structural system resulting
from torsion due to eccentricity between the center of applica-
tion of the lateral forces and the center of rigidity of the lat-
eral-force-resisting system.
Every structure shall be designed to resist the overturning
effects caused by the lateral forces specified in this chapter. See
Section 1609 for wind. Section 1610 for lateral soil loads and
Sections 1613 through 1623 for earthquake.
TABLE 1604.3
CONSTRUCTION
L
SorW^
D+L^'S
Roof members:^
Supporting plaster ceiling
Supporting nonplaster ceiling
Not supporting ceiling
//360
//240
//1 80
1/360
1/240
//1 80
//240
//1 80
//1 20
Floor members
//360
//240
Exterior walls and interior partitions:
With brittle finishes
With flexible finishes
—
//240
//1 20
—
Farm buildings
—
—
//ISO
Greenhouses
—
—
//1 20
For SI: 1 foot = 304.8 mm.
a. For structural roofing and siding made of formed metal sheets, the total load
deflection shall not exceed //60. For secondary roof structural members sup-
porting formed metal roofing, the live load deflection shall not exceed //1 50.
For secondary wall members supporting formed metal siding, the design
wind load deflecfion shall not exceed //90. For roofs, this exception only ap-
plies when the metal sheets have no roof covering.
b. Interior partitions not exceeding 6 feet in height and flexible, folding and
portable partitions are not governed by the provisions of this section. The
deflection criterion for interior partitions is based on the horizontal load de-
fined in Section 1607.13.
c. See Section 2403 for glass supports.
d. For wood structural members having a moisture content of less than 16 per-
cent at fime of installafion and used under dry conditions, the deflection re-
sulting from L + 0.5D is permitted to be substituted for the deflection
resuking from L + D.
e. The above deflections do not ensure against ponding. Roofs that do not have
sufficient slope or camber to assure adequate drainage shall be investigated
for ponding. See Section 161 1 for rain and ponding requirements and Sec-
tion 1503.4 for roof drainage requirements.
f. The wind load is permitted to be taken as 0.7 times the "component and clad-
ding" loads for the purpose of determining deflection limits herein.
g. For steel structural members, the dead load shall be taken as zero.
h. For aluminum structural members or aluminum panels used in roofs or walls
of sunroom additions or pafio covers, not supporting edge of glass or alumi-
num sandwich panels, the total load deflection shall not exceed //60. For alu-
minum sandwich panels used in roofs or walls of sunroom additions or patio
covers, the total load deflection shall not exceed //1 20.
i. For cantilever members, / shall be taken as twice the length of the cantilever.
The value for snow load, wind
load and seismic load importance factors shall be determined in
accordance with Table 1604.5.
. tests. The building 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 anal-
ysis and load tests shall be conducted in accordance with Sec-
tion 1713.
2003 INTERMATIOMAL BUDLOING CODE®
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STRUCTURAL DESIGN
TABLE 1604.5
CLASSIFICATION OF BUILDINGS AND OTHER STRUCTURES FOR IMPORTANCE FACTORS
CATEGORY^
NATURE OF OCCUPANCY
SEISMIC
FACTOR Ie
SNOW
FACTOR Is
WIND
FACTOR /iv
I
Buildings and other structures that represent a low hazard to human hfe in the
event of failure including, but not Umited to:
* Agricultural facilities
9 Certain temporary facilities
• Minor storage facilities
1.00
0.8
0.87''
II
Buildings and other structures except those listed in Categories I, III and IV
1.00
1.0
1.00
III
Buildings and other structures that represent a substantial hazard to human life in the
event of failure including, but not hmited to:
• Buildings and other structures where more than 300 people congregate in one area
9 Buildings and other structures with elementary school, secondary school or
day care facilities with an occupant load greater than 250
® Buildings and other structures with an occupant load greater than 500 for colleges
or adult education facilities
® Health care facilities with an occupant load of 50 or more resident patients but not
having surgery or emergency treatment facilities
» Jails and detention facilities
e Any other occupancy with an occupant load greater than 5,000
• Power-generating stations, water treatment for potable water, waste water
treatment facilities and other public utility facilities not included in Category IV
e Buildings and other structures not included in Category IV containing sufficient
quantities of toxic or explosive substances to be dangerous to the public if released
1.25
1.1
1.15
IV
Buildings and other structures designated as essential facilities including, but not
limited to:
• Hospitals and other health care facilities having surgery or emergency treatment
facilities
» Fire, rescue and police stations and emergency vehicle garages
• Designated earthquake, hurricane or other emergency shelters
o Designated emergency preparedness, communication, and operation centers and
other facilities required for emergency response
• Power-generating stations and other public utility facilities required as emergency
backup facilities for Category IV structures
• Structures containing highly toxic materials as defined by Section 307 where the
quantity of the material exceeds the maximum allowable quantities of Table 307.7(2)
• Aviation control towers, air traffic control centers and emergency aircraft hangars
o Buildings and other structures having crifical national defense functions
o Water treatment facilities required to maintain water pressure for fire suppression
1.50
1.2
1.15
a. For the purpose of Section 1616.2, Categories I and II are considered Seismic Use Group I, Category III is considered Seismic Use Group II and Category IV is
equivalent to Seismic Use Group III.
b. In hurricane-prone regions with V > 100 miles per hour, /^ shall be 0.77.
272
2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL DES8GM
1604.7 PrecomstriHctiom load tests. Materials and methods of
construction that are not capable of being designed by
approved engineering analysis or that do not comply with the
applicable material design standards listed in Chapter 35, or
alternative test procedures in accordance with Section 1711,
shall be load tested in accordance with Section 1714.
1604.8.1 Gemerall. Anchorage of the roof to walls and col-
umns, and of walls and columns to foundations, shall be pro-
vided to resist the uplift and sliding forces that result from
the application of the prescribed loads.
Is. Concrete and ma-
sonry walls shall be anchored to floors, roofs and other struc-
tural elements that provide lateral support for the wall. Such
anchorage shall provide a positive direct connection capable
of resisting the horizontal forces specified in this chapter but
not less than a minimum strength design horizontal force of
280 plf (4.10 kN/m) of wall, substituted for "F' in the load
combinations of Section 1605.2 or 1605.3. Walls shall be de-
signed to resist bending between anchors where the anchor
spacing exceeds 4 feet (1219 mm). Required anchors in ma-
sonry walls of hollow units or cavity walls shall be embedded
in a reinforced grouted structural element of the wall. See
Sections 1609.6.2.2 and 1620 for wind and earthquake design
requirements.
1604.8.3 Decks. Where supported by attachment to an exterior
wall, decks shall be positively anchored to the primary struc-
ture and designed for both vertical and lateral loads as applica-
ble. Such attachment shall not be accomphshed by the use of
toenails or nails subject to withdrawal. Where positive connec-
tion to the primary building structure cannot be verified during
inspection, decks shall be self-supporting. For decks with can-
tilevered fi-aming members, connections to exterior walls or
other fi-aming members shall be designed and constructed to
resist uplift resulting from the full live load specified in Table
1607.1 acting on the cantilevered portion of the deck.
LOAD (DOiViBI
1605.1 General. Buildings and other structures and portions
thereof shall be designed to resist the load combinations speci-
fied in Section 1605.2 or 1605.3 and Chapters 18 through 23,
and the special seismic load combinations of Section 1605.4
where required by Section 1620.2.6, 1620.2.9 or 1620.4.4 or
Section 9.5.2.6.2.11 or 9.5.2.6.3.1 of ASCE 7. Applicable
loads shall be considered, including both earthquake and wind,
in accordance with the specified load combinafions. Each load
combination shall also be investigated with one or more of the
variable loads set to zero.
combmatloms. Where strength design
or load and resistance factor design is used, structures and
portions thereof shall resist the most critical effects from the
following combinations of factored loads:
1.4D (Equuatiom 16=1)
l.2D+l.6L+0.5{L,orSorR) (Eqeattom 16=2)
1 .2D -I- 1 .6(L, or 5 or /?) -I- (/■;! or 0.8 W)
l.2D+l.6W+fjL + 0.5{L,OTSovR)
l.2D+l.0E+fjL+f2S
0.9D + (l.0EoTl.6W)
where:
// =
(Eqmiatnon 16=4)
(Eqaiiatflon 16=6)
1 .0 for floors in places of pubhc assembly, for live
loads in excess of 100 pounds per square foot (4.79
kN/m^), and for parking garage live load.
0.5 for other live loads.
0.7 for roof configurations (such as saw tooth) that
do not shed snow off the structure.
/2 = 0.2 for other roof configurations.
Exceptiom; Where other factored load combinations are
specifically required by the provisions of this code, such
combinations shall take precedence.
fj
f2
Is. Where F, H, P orT is to be consid-
ered in design, each applicable load shall be added to the
above combinations in accordance with Section 2.3.2 of
ASCE 7. Where F„ is to be considered in design, the load
combinations of Section 2.3.3 of ASCE 7 shall be used.
1605,3 Load combieatlons using allowabEe stress design.
1605.3.1 Bask load combinationis. Where allowable stress
design (working stress design), as permitted by this code, is
used, structures and portions thereof shall resist the most criti-
cal effects resulting from the following combinations of loads:
D
D + L
D + L + {L,otS or R)
D + (WoTOJE) + L + (L,orSoTR)
0.6D+W
0.6D + 0JE
(Equation 16=7)
?)
a 16=11)
(EqeatloM 16=12)
1 . Crane hook loads need not be combined with roof
live load or with more than three-fourths of the
snow load or one-half of the wind load.
2. Flat roof snow loads of 30 psf (1 .44 kN/m^) or less
need not be combined with seismic loads. Where
flat roof snow loads exceed 30 psf ( 1 .44 kN/m^), 20
percent shall be combined with seismic loads.
1605,3.1.1 Load redectlon. It is permitted to multiply
the combined effect of two or more variable loads by
0.75 and add to the effect of dead load. The combined
load used in design shall not be less than the sum of the
effects of dead load and any one of the variable loads.
The 0.7 factor on E does not apply for this provision.
Increases in allowable stresses specified in the appro-
priate materials section of this code or referenced stan-
dard shall not be used with the load combinations of
Section 1605.3.1 except that a duration of load increase
shall be permitted in accordance with Chapter 23.
2003 INTElRiSSATD0^3AL BUILDING CODE®
273
STRUCTUiRAL DESJGN
1605.3,1.2 Other loads. Where F, H, P or Tare to be con-
sidered in design, the load combinations of Section 2.4. 1
of ASCE 7 shall be used. Where F„ is to be considered in
design, the load combinations of Section 2.4.2 of ASCE
7 shall be used.
1605.3.2 Alternative basic load combinations. In lieu of
the basic load combinations specified in Section 1605.3.1,
structures and portions thereof shall be permitted to be de-
signed for the most critical effects resulting from the follow-
ing combinations. When using these alternate basic load
combinations that include wind or seismic loads, allowable
stresses are permitted to be increased or load combinations
reduced, where permitted by the material section of this
code or referenced standard. Where wind loads are calcu-
lated in accordance with Section 1609.6 or Section 6 of
ASCE 7, the coefficient O) in the following equations shall
be taken as 1 . 3 . For other wind loads co shall be taken as 1 .0.
D + L+(L,otS or R)
D + L + (a)W)
D + L + (oW+S/2
D + L + S + (oW/2
D + L + S + E/IA
0.9D + EnA
Exceptions:
(Equation 16-13)
(Equation 16-14)
(Equation 16-15)
(Equation 16-16)
(Equation 16-17)
(Equation 16-18)
1 . Crane hook loads need not be combined with roof
live load or with more than three-fourths of the
snow load or one-half of the wind load.
2. Flat roof snow loads of 30 pounds per square foot
(1.44 kN/m^) or less need not be combined with
seismic loads. Where flat roof snow loads exceed
30 psf (1 .44 kN/m^), 20 percent shall be combined
with seismic loads.
1605.3.2.1 Other loads. Where F, H, P or Tare to be con-
sidered in design, 1 .0 times each applicable load shall be
added to the combinations specified in Section 1605.3.2.
1605.4 Special seismic load combinations. For both allow-
able stress design and strength design methods, where specifi-
cally required by Sections 1613 through 1622 or by Chapters
18 through 23, elements and components shall be designed to
resist the forces calculated using Equation 16-19 when the
effects of the seismic ground motion are additive to gravity
forces and those calculated using Equation 16-20 when the
effects of the seismic ground motion counteract gravity forces.
l.2D+f,L + E„
0.9D + E^
(Equation 16-19)
(Equation 16-20)
where
E.
= The maximum effect of horizontal and vertical forces
as set forth in Section 1617.1.
fj = 1 .0 for floors in places of public assembly, for live
loads in excess of 100 psf (4.79 kN/m^) and for park-
ing garage hve load.
/; = 0.5 for other live loads.
1605.5 Heliports and lielistops. Heliport and helistop landing
or touchdown areas shall be designed for the following loads,
combined in accordance with Section 1605:
1 . Dead load, D, plus the gross weight of the hehcopter,
D/,, plus snow load, S.
2. Dead load, D, plus two single concentrated impact
loads, L, approximately 8 feet (2438 mm) apart ap-
plied anywhere on the touchdown pad (representing
each of the helicopter's two main landing gear,
whether skid type or wheeled type), having a magni-
tude of 0.75 times the gross weight of the helicopter.
Both loads acting together total 1.5 times the gross
weight of the helicopter.
3. Dead load, D, plus a uniform live load, L, of 100 psf
(4.79 kN/m2).
SECTION 1606
DEAD LOADS
1606.1 Weights of materials and construction. In determin-
ing dead loads for purposes of design, the actual weights of
materials and construction shall be used. In the absence of defi-
nite information, values used shall be subject to the approval of
the building official.
1606.2 Weights of fixed service equipment. In determining
dead loads for purposes of design, the weight of fixed service
equipment, such as plumbing stacks and risers, electrical feed-
ers, heating, ventilating and air-conditioning systems (HVAC)
and fire sprinkler systems, shall be included.
SECTION 1607
LIVE LOADS
1607.1 General, Live loads are those loads defined in Section
1602.1.
1607.2 Loads not specified. For occupancies or uses not desig-
nated in Table 1607.1, the live load shall be determined in
accordance with a method approved by the building official.
1607.3 Uniform live loads. The hve loads used in the design of
buildings and other structures shall be the maximum loads
expected by the intended use or occupancy but shall in no case
be less than the minimum uniformly distributed unit loads
required by Table 1607.1.
1607.4 Concentrated loads. Floors and other similar surfaces
shall be designed to support the uniformly distributed live loads
prescribed in Secdon 1607.3 or the concentrated load, in
pounds (kilonewtons), given in Table 1607.1, whichever pro-
duces the greater load effects. Unless otherwise specified, the
indicated concentration shall be assumed to be uniformly dis-
tributed over an area 2.5 feet by 2.5 feet [6.25 ft^ (0.58 m^)] and
shall be located so as to produce the maximum load effects in
the structural members.
274
2003 INTERNATBOfMAL BUILDING CODE®
STRUCTURAL DESSGN
lUM UNIFORMLY DBSTRBBUTED LBVi
rABLE 1607.1
LOADS AND MiNSMUM QOHQl
ITRATED LIIVE LOADS^
OCCUPANCY OR USE
UNIFORM
(psf)
CONCENTRATED
(lbs.)
1 . Apartments (see residential)
—
2. Access floor systems
Office use
Computer use
50
100
2,000
2,000
3. Armories and drill rooms
150
—
4. Assembly areas and theaters
Fixed seats (fastened to floor)
Lobbies
Movable seats
Stages and platforms
Follow spot, projections and
control rooms
Catwalks
60
100
100
125
50
40
—
5. Balconies (exterior)
On one- and two-family residences
only, and not exceeding 100 ft.^
100
60
—
6. Decks
Same as
occupancy
served*^
—
7. Bowling alleys
75
8. Cornices
60
—
9. Corridors, except as otherwise indicated
100
—
10. Dance halls and ballrooms
100
1 1 . Dining rooms and restaurants
100
12. Dwellings (see residential)
13. Elevator machine room grating
(on area of 4 in.^)
—
300
14. Finish light floor plate construction
(on area of 1 in.^)
—
200
15. Fire escapes
On single-family dwellings only
100
40
—
16. Garages (passenger vehicles only)
Trucks and buses
40 Note a
See Section 1607.6
17. Grandstands (see stadium and
arena bleachers)
—
—
18. Gymnasiums, main floors and
balconies
100
—
19. Handrails, guards and grab bars
See Secfion 1607.7
20. Hospitals
Operating rooms, laboratories
Private rooms
Wards
Corridors above first floor
60
40
40
80
1,000
1,000
1,000
1,000
21. Hotels (see residential)
22. Libraries
Reading rooms
Stack rooms
Corridors above first floor
60
150"
80
1,000
1,000
1,000
23. Manufacturing
Light
Heavy
125
250
2,000
3,000
24. Marquees
75
—
OCCUPANCY OR USE
UNIFORM
(psf)
CONCENTRATED
(lbs.)
25. Office buildings
File and computer rooms shall be
designed for heavier loads based on
anticipated occupancy
Lobbies and first-floor corridors
Offices
Corridors above first floor
100
50
80
2,000
2,000
2,000
26. Penal institutions
Cell blocks
Corridors
40
100
—
27. Residemial
One- and two-family dwellings
Uninhabitable attics without storage
Uninhabitable attics with storage
Habitable atfics and sleeping areas
All other areas except balconies
and decks
Hotels and muUifamily dwellings
Private rooms and corridors
serving them
Public rooms and corridors
serving them
10
20
30
40
40
100
—
28. Reviewing stands, grandstands and
bleachers
Notec
—
29. Roofs
See Section 1607.11
30. Schools
Classrooms
Corridors above first floor
First-floor corridors
40
80
100
1,000
1,000
1,000
31. Scuttles, skylight ribs and accessible
ceilings
—
200
32. Sidewalks, vehicular driveways and
yards, subject to trucking
250^*
8,000=
33. Skating rinks
100
34. Stadiums and arenas
Bleachers
Fixed seats (fastened to floor)
100=
60=
—
35. Stairs and exits
One- and two-family dwellings
All other
100
40
100
Notef
36. Storage warehouses (shall be designed
for heavier loads if required for
anticipated storage)
Light
Heavy
125
250
—
37. Stores
Retail
First floor
Upper floors
Wholesale, all floors
100
75
125
1,000
1,000
1,000
38. Vehicle barriers
See Section 1607.7
39. Walkways and elevated platforms
(other than exitways)
60
—
40. Yards and terraces, pedestrians
100
—
(continued)
2003 6NTERNATD0NAL BUlLDBiMG CODE®
275
STRUCTURAL DESIGN
Notes to Table 1607.1
For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 mm^, 1 pound per
square foot = 0.0479 kN/m^ 1 pound = 0.004448 kN.
1 pound per cubic foot =16 kg/m^
a. Floors in garages or portions of buildings used for the storage of motor vehi-
cles shall be designed for the uniformly distributed live loads of Table
1607.1 or the following concentrated loads: (1) for garages restricted to ve-
hicles accommodating not more than nine passengers, 3,000 pounds acting
on an area of 4.5 inches by 4.5 inches; (2) for mechanical parking structures
without slab or deck which are used for storing passenger vehicles only,
2,250 pounds per wheel.
b. The loading applies to stack room floors that support nonmobile, dou-
ble-faced library bookstacks, subject to the following limitations:
1. The nominal bookstack unit height shall not exceed 90 inches;
2. The nominal shelf depth shall not exceed 12 inches for each face; and
3 . Parallel rows of double-faced bookstacks shall be separated by aisles
not less than 36 inches wide.
c. Design in accordance with the ICC Standard on Bleachers, Folding and
Telescopic Seating and Grandstands.
d. Other uniform loads in accordance with an approved method which contains
provisions for truck loadings shall also be considered where appropriate.
e. The concentrated wheel load shall be applied on an area of 20 square inches.
f. Minimum concentrated load on stair treads (on area of 4 square inches) is
300 pounds.
g. Where snow loads occur that are in excess of the design conditions, the
structure shall be designed to support the loads due to the increased loads
caused by drift buildup or a greater snow design determined by the building
official (see Section 1608). For special-purpose roofs, see Section
1607.11.2.2.
h. See Section 1604.8.3 for decks attached to exterior walls.
1607.5 Partition loads. In office buildings and in other build-
ings where partition locations are subject to change, provision
for partition weight shall be made, whether or not partitions are
shown on the construction documents, unless the specified live
load exceeds 80 psf (3.83 kN/m^). Such partition load shall not
be less than a uniformly distributed live load of 20 psf
(0.96kN/m2).
1607.6 Truck and bus garages. Minimum live loads for
garages having trucks or buses shall be as specified in Table
1607.6, but shall not be less than 50 psf (2.40 kN/m^), unless
other loads are specifically justified and approved by the build-
ing official. Actual loads shall be used where they are greater
than the loads specified in the table.
1607.6.1 Truck and bus garage live load application. The
concentrated load and uniform load shall be uniformly dis-
tributed over a 10-foot (3048 mm) width on a line normal to
the centerhne of the lane placed within a 12-foot- wide
(3658 mm) lane. The loads shall be placed within their indi-
vidual lanes so as to produce the maximum stress in each
structural member. Single spans shall be designed for the
uniform load in Table 1607.6 and one simultaneous concen-
trated load positioned to produce the maximum effect. Mul-
tiple spans shall be designed for the uniform load in Table
1607.6 on the spans and two simultaneous concentrated
loads in two spans positioned to produce the maximum neg-
ative moment effect. Multiple span design loads, for other
effects, shall be the same as for single spans.
1607.7 Loads on handrails, guards, grab bars and vehicle
barriers. Handrails, guards, grab bars as designed in ICC
Al 17.1 and vehicle barriers shall be designed and constructed
to the structural loading conditions set forth in this section.
TABLE 1607.6
UNIFORM AND CONCENTRATED LOADS
LOADING
CLASS^
UNIFORM LOAD
(pounds/linear
foot of lane)
CONCENTRATED LOAD
(pounds)**
For moment
design
For shear
design
H20-44 and
HS20-44
640
18,000
26,000
HI 5-44 and
HS 15-44
480
13,500
19,500
For SI: 1 pound per linear foot = 0.01459 kN/m, 1 pound = 0.004448 kN,
1 ton = 8.90 kN.
a. An H loading class designates a two-axle truck with a semitrailer. An HS
loading class designates a tractor truck with a semitrailer. The numbers fol-
lowing the letter classification indicate the gross weight in tons of the stan-
dard truck and the year the loadings were instituted.
b. See Section 1607.6.1 for the loading of multiple spans.
1607.7.1 Handrails and guards. Handrail assemblies and
guards shall be designed to resist a load of 50 plf (0.73
kN/m) applied in any direction at the top and to transfer this
load through the supports to the structure.
Exceptions:
1. For one- and two-family dwellings, only the sin-
gle, concentrated load required by Section
1607.7.1.1 shall be applied.
2. In Group 1-3, F, H and S occupancies, for areas that
are not accessible to the general public and that
have an occupant load no greater than 50, the mini-
mum load shall be 20 pounds per foot (0.29 kN/m).
1607.7.1.1 Concentrated load. Handrail assemblies and
guards shall be able to resist a single concentrated load of
200 pounds (0.89 kN), applied in any direction at any
point along the top, and have attachment devices and sup-
porting structure to transfer this loading to appropriate
structural elements of the building. This load need not be
assumed to act concurrently with the loads specified in
the preceding paragraph.
1607.7.1.2 Components. Intermediate rails (all those
except the handrail), balusters and panel fillers shall be
designed to withstand a horizontally applied normal load
of 50 pounds (0.22 kN) on an area equal to 1 square foot
(0.093m^), including openings and space between rails.
Reactions due to this loading are not required to be super-
imposed with those of Section 1607.7.1 or 1607.7.1.1.
1607.7.1.3 Stress increase. Where handrails and guards
are designed in accordance with the provisions for allow-
able stress design (working stress design) exclusively for
the loads specified in Section 1607.7.1, the allowable
stress for the members and their attachments are permit-
ted to be increased by one-third.
1607.7.2 Grab bars, shower seats and dressing room
bench seats. Grab bars, shower seats and dressing room
bench seat systems shall be designed to resist a single con-
centrated load of 250 pounds (1.11 kN) applied in any direc-
tion at any point.
1607.7.3 Vehicle barriers. Vehicle barrier systems for pas-
senger cars shall be designed to resist a single load of 6,000
pounds (26.70 kN) applied horizontally in any direction to
276
2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGW
the barrier system and shall have anchorage or attachment
capable of transmitting this load to the structure. For design
of the system, the load shall be assumed to act at a minimum
height of 1 foot, 6 inches (457 mm) above the floor or ramp
surface on an area not to exceed 1 square foot (305 mm^),
and is not required to be assumed to act concurrently with
any handrail or guard loadings specified in the preceding
paragraphs of Section 1607.7.1. Garages accommodating
trucks and buses shall be designed in accordance with an ap-
proved method that contains provision for traffic railings.
The live loads specified in Section
1607.2 include allowance for impact conditions. Provisions
shall be made in the structural design for uses and loads that
involve unusual vibration and impact forces.
Elevator loads shall be increased by
100 percent for impact and the structural supports shall be
designed within the limits of deflection prescribed by
ASMEA17.1.
.2 Mactiieery. For the purpose of design, the weight
of machinery and moving loads shall be increased as follows
to allow for impact: (1) elevator machinery, 100 percent; (2)
hght machinery, shaft- or motor-driven, 20 percent; (3) re-
ciprocating machinery or power-driven units, 50 percent;
(4) hangers for floors or balconies, 33 percent. Percentages
shall be increased where specified by the manufacturer.
1607.9 Reductlom In live loads. The minimum uniformly dis-
tributed live loads, L^, in Table 1607.1 are permitted to be
reduced according to the following provisions.
Subject to the hmitations of Sections
1607.9.1.1 through 1607.9.1.4, members for which a value
of K[^[Aj is 400 square feet (37. 16 m^) or more are permitted
to be designed for a reduced live load in accordance with the
following equation:
L = L.
0.25 +
15
#^
(Eqmatnwm 16-21)
T )
For SI: L = L^
where:
0.25 -K
4.57
■\j^LL^T
^LL
= Reduced design live load per square foot (meter) of
area supported by the member.
= Unreduced design live load per square foot (meter)
of area supported by the member (see Table
1607.1).
= Live load element factor (see Table 1607.9.1).
= Tributary area, in square feet (square meters). L shall
not be less than 0.50L„ for members supporting one
floor and L shall not be less than 0.40L„ for members
supporting two or more floors.
TABLE 1607.9.11
LBVE LOAD ELEMEhST
ELEMENT
Kll
Interior columns
Exterior columns without cantilever slabs
4
4
Edge columns with cantilever slabs
3
Comer columns with cantilever slabs
Edge beams without cantilever slabs
Interior beams
2
2
2
All other members not identified above including:
Edge beams with cantilever slabs
Cantilever beams
Two-way slabs
Members without provisions for continuous shear
transfer normal to their span
1
16®7.9 .1.1 Heavy live loads. Live loads that exceed 100 psf
(4.79 kN/m^) shall not be reduced except the live loads for
members supporting two or more floors are permitted to be
reduced by a maximum of 20 percent, but the live load shall
not be less than L as calculated in Section 1607.9.1.
^arages. The live loads
shall not be reduced in passenger vehicle garages except
the live loads for members supporting two or more floors
are permitted to be reduced by a maximum of 20 percent,
but the live load shall not be less than L as calculated in
Section 1607.9.1.
.9.1,3 Special occepaedes. Live loads of 100 psf
(4.79 kN/m^) or less shall not be reduced in public assem-
bly occupancies.
Live loads
shall not be reduced for one-way slabs except as permit-
ted in Section 1607.9.1.1. Live loads of 100 psf (4.79
kN/m^) or less shall not be reduced for roof members ex-
cept as specified in Section 1607.11.2.
As an alter-
native to Section 1607.9.1, floor live loads are permitted to
be reduced in accordance with the following provisions.
Such reductions shall apply to slab systems, beams, girders,
columns, piers, walls and foundations.
1 . A reduction shall not be permitted in Group A occu-
pancies.
2. A reduction shall not be permitted when the live load
exceeds 100 psf (4.79 kN/m^) except that the design
live load for columns may be reduced by 20 percent.
3. For live loads not exceeding 100 psf (4.79 kN/m^), the
design live load for any structural member supporting
150 square feet (13.94 m^) or more is permitted to be
reduced in accordance with the following equation:
R = r {A- 150)
ForSL/? = r(A-13.94)
2003 8NTERNATS0NAL BUIlLDtNG CODE®
277
STRUCTURAL DESIGN
Such reduction shall not exceed 40 percent for hori-
zontal members, 60 percent for vertical members, nor
R as determined by the following equation:
R = 23.1 (\+D/L,)
where:
A =
D =
Lo =
R =
r =
Area of floor or roof supported by the mem-
ber, square feet (m^).
Dead load per square foot (m^) of area sup-
ported.
Unreduced live load per square foot (m^) of
area supported.
Reduction in percent.
Rate of reduction equal to 0.08 percent for
floors.
1607.10 Distribution of floor loads. Where uniform floor hve
loads are involved in the design of structural members arranged
so as to create continuity, the minimum applied loads shall be
the full dead loads on all spans in combination with the floor
hve loads on spans selected to produce the greatest effect at
each location under consideration. It shall be permitted to
reduce floor live loads in accordance with Section 1607.9.
1607.11 Roof loads. The structural supports of roofs and mar-
quees shall be designed to resist wind and, where apphcable,
snow and earthquake loads, in addition to the dead load of con-
struction and the appropriate live loads as prescribed in this
section, or as set forth in Table 1607. 1 . The live loads acting on
a sloping surface shall be assumed to act vertically on the hori-
zontal projection of that surface.
1607.11.1 Distribution of roof loads. Where uniform roof
live loads are involved in the design of structural members
arranged so as to create continuity, the minimum applied
loads shall be the full dead loads on all spans in combination
with the roof live loads on adjacent spans or on alternate
spans, whichever produces the greatest effect. See Section
1607. 11. 2 for minimum roof live loads and Section 1608.5
for partial snow loading.
1607.11.2 Minimum roof live loads. Minimum roof loads
shall be determined for the specific conditions in accor-
dance with Sections 1607.11.2.1 through 1607.11.2.4.
1607.11.2.1 Flat, pitched and curved roofs. Ordinary
flat, pitched and curved roofs shall be designed for the
hve loads specified in the following equation or other
controlling combinations of loads in Section 1605,
whichever produces the greater load. In structures where
special scaffolding is used as a work surface for workers
and materials during maintenance and repair operations,
a lower roof load than specified in the following equation
shall not be used unless approved by the building official.
Greenhouses shall be designed for a minimum roof live
load of 10 psf (0.479 kN/m^).
L, = 20RjR2
For SI: L, = 0.96 R1R2
where: 0.58 < L, < 0.96
L^ = Roof live load per square foot (m^) of horizontal
projection in pounds per square foot (kN/m^).
The reduction factors Rj and R2 shall be determined as
follows:
Rj=l
Rj= 1.2 -O.OOIA,
For SI: 1.2- 0.01 lA,
Ri = 0.6
where
A
for A, < 200 square feet
(18.58 m^)
(Equation 16-25)
for 200 square feet < A, <
600 square feet
(Equation 16-26)
for 18.58 square meters < A, <
55.74 square meters
for A, > 600 square feet
(55.74 m^)
(Equation 16-27)
= Tributary area (span length multiplied by effec-
tive width) in square feet (m^) supported by any
structural member, and
F = for a sloped roof, the number of inches of rise per
foot (for SI: F = 0.12 x slope, with slope ex-
pressed in percentage points), and
F = for an arch or dome, rise-to-span ratio multiplied
by 32, and
R2=l for F < 4 (Equation 16-28)
^2 =1-2- 0.05 F for4<F<12 (Equation 16-29)
/?2 = 0.6 for F > 1 2 (Equation 16-30)
1.2.2 Special-purpose roofs. Roofs used for
promenade purposes shall be designed for a minimum
live load of 60 psf (2.87 kN/m^). Roofs used for roof gar-
dens or assembly purposes shall be designed for a mini-
mum live load of 100 psf (4.79 kN/m^). Roofs used for
other special purposes shall be designed for appropriate
loads, as directed or approved by the building official.
where: 12 < L < 20
L2.3 Landscaped roofs. Where roofs are to be
landscaped, the uniform design live load in the land-
scaped area shall be 20 psf (0.958 kN/m^). The weight of
the landscaping materials shall be considered as dead
load and shall be computed on the basis of saturation of
the soil.
1607.11.2.4 Awnings and canopies. Awnings and cano-
pies shall be designed for a uniform live load of 5 psf
(0.240 kN/m^) as well as for snow loads and wind loads
as specified in Sections 1608 and 1609.
1607.12 Crame loads. The crane live load shall be the rated
capacity of the crane. Design loads for the runway beams,
including connections and support brackets, of moving bridge
cranes and monorail cranes shall include the maximum wheel
loads of the crane and the vertical impact, lateral and longitudi-
nal forces induced by the moving crane.
278
2003 INTERNATIONAL BUILDING CODE®
DESS
16(ID7<,12ol Maximiininni wheel loado The maximum wheel
loads shall be the wheel loads produced by the weight of the
bridge, as applicable, plus the sum of the rated capacity and
the weight of the trolley with the trolley positioned on its
runway at the location where the resulting load effect is
maximum.
16([D7ol2.2 Vertical nmpacH; foirceo The maximum wheel
loads of the crane shall be increased by the percentages
shown below to determine the induced vertical impact or vi-
bration force:
Monorail cranes (powered) 25 percent
Cab-operated or remotely operated
bridge cranes (powered) 25 percent
Pendant-operated bridge cranes
(powered) 10 percent
Bridge cranes or monorail cranes with
hand-geared bridge, trolley and hoist percent
l(5fID7.12o3 Lateral force. The lateral force on crane runway
beams with electrically powered trolleys shall be calculated
as 20 percent of the sum of the rated capacity of the crane
and the weight of the hoist and trolley. The lateral force shall
be assumed to act horizontally at the traction surface of a
runway beam, in either direction perpendicular to the beam,
and shall be distributed according to the lateral stiffness of
the runway beam and supporting structure.
16(D7ol2.41 Loegfitadlflinial forceo The longitudinal force on
crane runway beams, except for bridge cranes with
hand-geared bridges, shall be calculated as 10 percent of the
maximum wheel loads of the crane. The longitudinal force
shall be assumed to act horizontally at the traction surface of
a runway beam, in either direction parallel to the beam.
16®7ol3 Imternor walls amdl partnttBomis. Interior walls and par-
titions that exceed 6 feet (1829 mm) in height, including their
finish materials, shall have adequate strength to resist the loads
to which they are subjected but not less than a horizontal load of
5 psf (0.240 kN/m2).
SMOW LOADS
Design snow loads shall be determined in
accordance with Section 7 of ASCE 7, but the design roof load
shall not be less than that determined by Section 1607.
ilSo The ground snow loads to be used
in determining the design snow loads for roofs are given in Fig-
ure 1608.2 for the contiguous United States and Table 1608.2
for Alaska. Site-specific case studies shall be made in areas
designated CS in Figure 1608.2. Ground snow loads for sites at
elevations above the limits indicated in Figure 1608.2 and for
all sites within the CS areas shall be approved. Ground snow
load determination for such sites shall be based on an extreme
value statistical analysis of data available in the vicinity of the
site using a value with a 2-percent annual probabiUty of being
exceeded (50-year mean recurrence interval). Snow loads are
zero for Hawaii, except in mountainous regions as approved by
the building official.
, The flat roof snow load, /t^ , on a
roof with a slope equal to or less than 5 degrees (0.09 rad) (1
inch per foot = 4,76 degrees) shall be calculated in accordance
with Secfion 7.3 of ASCE 7.
16083.1 Exposure factor. The value for the snow exposure
factor, Q, used in the calculadon of py shall be determined
from Table 1608.3.1.
The value for the thermal factor,
C„ used in the calculation of py shall be determined from Ta-
ble 1608.3.2.
E 1608.2
GROUWD SMOW LOADS, p. , FOR ALASKAM LOCATIONS
LOCATION
POUNDS PER
SQUARE FOOT
LOCATION
POUNDS PER
SQUARE FOOT
LOCATION
POUNDS PER
SQUARE FOOT
Adak
30
Galena
60
Petersburg
150
Anchorage
50
Gulkana
70
St. Paul Islands
40
Angoon
70
Homer
40
Seward
50
Barrow
25
Juneau
60
Shemya
25
Barter Island
35
Kenai
70
Sitka
50
Bethel
40
Kodiak
30
Talkeetna
120
Big Delta
50
Kotzebue
60
Unalakleet
50
Cold Bay
25
McGrath
70
Valdez
160
Cordova
100
Nenana
80
Whitder
300
Fairbanks
60
Nome
70
Wrangell
60
Fort Yukon
60
Palmer
50
Yakutat
150
For SI: 1 pound per square foot = 0.0479 kN/m^
2003 DNTERMATIONAL BUILDING CODE®
279
STRUCTURAL DESIGN
(500)
(i««)
(1M0)
m
(4000)
ZERO
In CS areas, site-speclfic Case Studies are required to
establllsh ground snow loads. Extreme local variations
In ground snow loads In these areas preclude mapping
at tnlsi scale.
Numbers in parentheses represent the upper elevation
limits In feet for the ground snow load values presented
below. Srte-specrfic case studies are required to establish
ground snow loads at elevations not covered.
To convert Ib/sq ft to kNm^, multiply by 0.0479.
To convert feet to meters, multiply by 0.3048
100
200
300 miles
FIGURE 1608.2
GROUND SNOW LOADS, pg, FOR THE UNITED STATES (psf)
280
2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
F5GURE 1608.2-cortimjed
GROUWD SMOW LOADS, pg, FOR THE UNITED STATES (psf)
2003 BNTERWATSONAL BUILDING CODE®
281
STRUCTURAL DESIGN
TABLE 1608.3.1
SNOW EXPOSURE FACTOR, C.
TERRAIN CATEGORY^
EXPOSURE OF ROOF^"
Fully exposed*^
Partially exposed
Sheltered
A (see Section 1609.4)
N/A
1.1
1.3
B (see Section 1609.4)
0.9
1.0
1.2
C (see Section 1609.4)
0.9
1.0
1.1
D (see Section 1609.4)
0.8
0.9
1.0
Above the treeline in windswept mountainous areas
0.7
0.8
N/A
In Alaska, in areas where trees do not exist within a
2-mile radius of the site
0.7
0.8
N/A
For SI: 1 mile = 1609 m.
a. The terrain category and roof exposure condition chosen shall be representative of the anticipated conditions during the life of the structure. An exposure factor
shall be determined for each roof of a structure.
b. Definitions of roof exposure are as follows:
1 . Fully exposed shall mean roofs exposed on all sides with no shelter afforded by terrain, higher structures or trees. Roofs that contain several large pieces of
mechanical equipment, parapets which extend above the height of the balanced snow load, /ij,, or other obstructions are not in this category.
2. Partially exposed shall include all roofs except those designated as "fully exposed" or "sheltered."
3. Sheltered roofs shall mean those roofs located tight in among conifers that qualify as "obstructions."
c. Obstructions within a distance of 10 h^ provide "shelter," where h^ is the height of the obstruction above the roof level. If the only obstructions are a few deciduous
trees that are leafless in winter, the "fully exposed" category shall be used except for terrain category "A." Note that these are heights above the roof Heights used
to establish the terrain category in Section 1609.4 are heights above the ground.
TABLE 1608.3.2
THERMAL FACTOR, C,
THERMAL CONDITION^
Ct
All structures except as indicated below
1.0
Structures kept just above freezing and others with cold, ventilated roofs in which the thermal resistance (/?-value)
between the ventilated space and the heated space exceeds 25h • ft^ • °F/Btu
1.1
Unhealed structures
1.2
Continuously heated greenhouses'' with a roof having a thermal resistance (^-value) less than 2.0h • ft^ -"F/Btu
0.85
For SI: 1 h ■ ft^ • °F/Btu = 0. 176 m^ • KAV.
a. The thermal condition shall be representative of the anticipated conditions during winters for the life of the structure.
b. A continuously heated greenhouse shall mean a greenhouse with a constantly maintained interior temperature of 50°F or more during winter months. Such green-
house shall also have a maintenance attendant on duty at all times or a temperature alarm system to provide warning in the event of a heating system failure.
1608.3.3 Snow load importance factor. The value for the
snow load importance factor, /^, used in the calculation of Pf
shall be determined in accordance with Table 1604.5.
Greenhouses that are occupied for growing plants on pro-
duction or research basis, without pubUc access, shall be in-
cluded in Importance Category I.
1608.3.4 Rain-om-snow surcharge load. Roofs with a
slope less than Vj inch per foot (2.38 degrees) shall be de-
signed for a rain-on-snow surcharge load determined in ac-
cordance with Section 7.10 of ASCE 7.
1608.3.5 Ponding instability. For roofs with a slope less
than 74 inch per foot (1.19 degrees), the design calculations
shall include verification of the prevention of ponding insta-
bility in accordance with Section 7. 11 of ASCE 7.
1608.4 Sloped roof snow loads. The snow load, p„ on a roof
with a slope greater than 5 degrees (0.09 rad) (1 inch per foot =
4.76 degrees) shall be calculated in accordance with Section
7.4 of ASCE 7.
1608.5 Partial loading. The effect of not having the balanced
snow load over the entire loaded roof area shall be analyzed in
accordance with Section 7.5 of ASCE 7.
1608.6 Unbalanced snow loads. Unbalanced roof snow loads
shall be determined in accordance with Section 7.6 of ASCE 7.
Winds from all directions shall be accounted for when estab-
lishing unbalanced snow loads.
1608.7 Drifts on lower roofs. In areas where the ground snow
\oad,Pg, as determined by Section 1608.2, is equal to or greater
than 5 psf (0.240 kN/m^), roofs shall be designed to sustain
localized loads from snow drifts in accordance with Section 7.7
of ASCE 7.
1608.8 Eoof projections. Drift loads due to mechanical equip-
ment, penthouses, parapets and other projections above the roof
shall be determined in accordance with Section 7.8 of ASCE 7.
1608.9 Sliding snow. The extra load caused by snow sliding off
a sloped roof onto a lower roof shall be determined in accor-
dance with Section 7.9 of ASCE 7.
282
2003 INTERNATIONAL BUILDING CODEC
STRUCTURAL DESIGN
^.1 ApplkationSo Buildings, structures and parts thereof
shall be designed to withstand the minimum wind loads pre-
scribed herein. Decreases in wind loads shall not be made for
the effect of shielding by other structures.
iSo Wind loads on ev-
ery building or structure shall be determined in accordance
with Section 6 of ASCE 7. Wind shall be assumed to come
from any horizontal direction and wind pressures shall be
assumed to act normal to the surface considered.
1 . Wind loads determined by the provisions of Sec-
tion 1609.6.
2. Subject to the limitations of Section 1609.1.1.1, the
provisions of SBCCI SSTD 10 Standard for Hurri-
cane Resistant Residential Construction shall be per-
mitted for applicable Group R-2 and R-3 buildings.
3. Subject to the limitations of Section 1609.1.1.1,
residential structures using the provisions of the
AF&PA Wood Frame Construction Manual for
One- and Two-Family Dwellings.
4. Designs using NAAMM FP 1001 Guide Specifica-
tion for Design of Metal Flagpoles.
5. Designs using TIA/EIA-222 for antenna-support-
ing structures and antennas.
16©9 J =1,1 ApplkaMSity. The provisions of SSTD 10 are
applicable only to buildings located within Exposure, B
or C as defined in Section 1609.4. The provisions of
SSTD 10 and the AF&PA Wood Frame construction
Manual for One- and Two-Family Dwellings shall not ap-
ply to buildings sited on the upper half of an isolated hill,
ridge or escarpment meeting the following conditions:
1. The hill, ridge or escarpment is 60 feet (18 288
mm) or higher if located in Exposure B or 30 feet
(9144 mm) or higher if located in Exposure C;
2. The maximum average slope of the hill exceeds 10
percent; and
3. The hill, ridge or escarpment is unobstructed up-
wind by other such topographic features for a dis-
tance from the high point of 50 times the height of
the hill or 1 mile (1.61 km), whichever is greater.
1609.1<.2 MImmem wind loads. The wind loads used in the
design of the main wind-force-resisting system shall not be
less than 10 psf (0.479 kN/m^) multiplied by the area of the
building or structure projected on a vertical plane normal to
the wind direction. In the calculation of design wind loads
for components and cladding for buildings, the algebraic
sum of the pressures acting on opposite faces shall be taken
into account. The design pressure for components and clad-
ding of buildings shall not be less than 10 psf (0.479 kN/m^)
acting in either direction normal to the surface. The design
force for open buildings and other structures shall not be less
than 10 psf (0.479 kN/m^) multiplied by the area Af.
1609olo3 Anchorage against overtsmrming,
ieg. Structural members and systems and components and
cladding in a building or structure shall be anchored to resist
wind-induced overturning, uplift and sliding and to provide
continuous load paths for these forces to the foundation.
Where a portion of the resistance to these forces is provided
by dead load, the dead load, including the weight of soils
and foundations, shall be taken as the minimum dead load
likely to be in place during a design wind event. Where the
alternate basic load combinations of Section 1605.3.2 are
used, only two-thirds of the minimum dead load likely to be
in place during a design wind event shall be used.
olo4 Protectloim off opemlegSo In wind-borne debris re-
gions, glazing that receives positive external pressure in the
lower 60 feet (18288 mm) in buildings shall be assumed to be
openings unless such glazing is impact resistant or protected
with an impact-resistant covering meeting the requirements
of an approved impact-resisting standard or ASTM E 1996
and of ASTM E 1886 referenced therein as follows:
1 . Glazed openings located within 30 feet (9144 mm) of
grade shall meet the requirements of the Large Mis-
sile Test of ASTM E 1996.
2. Glazed openings located more than 30 feet (9144
mm) above grade shall meet the provisions of the
Small Missile Test of ASTM E 1996.
Exceptions s
1 . Wood structural panels with a minimum thickness of
7,6 inch (11.1 mm) and maximum panel span of 8
feet (2438 mm) shall be permitted for opening pro-
tection in one- and two-story buildings. Panels shall
be precut to cover the glazed openings with attach-
ment hardware provided. Attachments shall be de-
signed to resist the components and cladding loads
determined in accordance with the provisions of Sec-
tion 1609.6.1.2. Attachment in accordance with Ta-
ble 1609.1.4 is permitted for buildings with a mean
roof height of 33 feet (10 058 mm) or less where wind
speeds do not exceed 130 mph (57.2 m/s).
2. Buildings in Category I as defined in Table 1604.5,
including production greenhouses as defined in
Secfion 1608.3.3.
TABLE11S09.1.4
WIMD-BORNE DEBR8S PROTECTDOM F/^STEMBNG
SCHEDULE FOR WOOD STRUCTURAL PANELS^-''-'^
FASTEI^ER
TYPE
FASTEMER SPACIMG (inches)
Panel span
< 2 feet
2 feet <
Panel span
< 4 feet
4 feet <
Panel span
< 6 feet
6 feet <
Panel span
< 8 feet
2V2 No. 6 Wood screws
16
16
12
9
2'/2 No. 8 Wood screws
16
16
16
12
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.4 N,
1 mile per hour = 0.44 m/s.
a. This table is based on a maximum wind speed (3-second gust) of 130 mph
and mean roof height of 33 feet or less.
b. Fasteners shall be installed at opposing ends of the wood structural panel.
c. Where screws are attached to masonry or masonry/stucco, they shall be at-
tached utilizing vibration-resistant anchors having a minimum withdrawal
capacity of 490 pounds.
2003 BNTERWATBOWAL BOllLDiMG CODE®
STRUCTURAL DESIGN
FIGURE 1609
BAS8C WmO SPEED (3-SECOND GUST)
284
2003 INTERNATIONAL BUILDING CODE®
11®(49) 120CS4I Hgj^g^gj
M 33 iF£ (1® m] silb®¥© groycud for Eicposyr© C cstegory.
So Sslanids amd ©©astoti areas ©ytsid© She ias^ ©©mitoyr shall
©©oitoyir ©f tlihi© ©oaslta! ureSo
4, ^©yirataiiniqiys terraoirit gorges, ©©©ao pr@m@intori©Ss and!
the last wioid spe^
siai wind regfeims
SE 11S09 — cooltinyedl
BASIC WmD SPEED (3-SECOND GUST)
JTE
STRUCTURAL DESIGN
130(58)
110(49)120(54)
Notes:
1. Values are nominal design 3-second gust wind
in miles per hour (m/s) at 33 ft (10 m)
above ground for Exposure C category.
2. Linear interpolation between wind contours is
permitted.
3. islands and coastal areas outside the last
contour shall use the last wind speed contour
of the coastal ;
4. Mountainous terrain, gorges, ocean
promontories, and special wind regions shall
b© examined for unusual wind conditions.
FIGURE 1609-continued
BASIC WIND SPEED (3-SECOND GUST)
WESTERN GULF OF MEXICO HURRICANE COASTLINE
286
2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGM
.130(58)-
.140(63)
120(S4)
130(58)
I SpeclaS Wind Region
IMotes:
1. Values ar@ nominal design S'-secorad gust wind
speeds in miles per hour {mis) at 33 fl (10 m)
above ground for Exposure C category.
2. Linear interpolation between wind contours is
permitted.
3. islands ^nd coastal areas outside the last
contour shall use the last wind speed contour
of th© coastal area.
4. AHountainous terrain, gorges, ocean
promontories, and special wind regions shall
be examined for unusual wind conditions.
\1S0(67)
FIGURE 16Ci9-^ontinued
BASIC WIND SPEED (3-SEC0S\SD GUST)
EASTERN GOLF OF MEXICO AiS3D SOUTHEASTERN U.S. HURRICANE COASTLINE
2003 INTERMATIOMAL BOILDIIVIG CODE®
287
STRUCTURAL DESIGN
Special Wind Region
l^otes:
1. Values are nominal design S-second gust wind
speeds in milles per hour (m/s) at 33 ft (10 m)
above ground for Exposure C category.
2. Linear interpolation between wind contours is
permitted.
3. Islands and coastal areas outside the last
contour shall use the last wind speed contour
of the coastal area.
4. Mountainous terrain, gorges, ocean
promontories, and special wind regions shall
be examined for unusual wind conditions.
FIGURE 1609-continued
BASIC WIND SPEED (3-SECOND GUST)
IVIID AND NORTHERN ATLANTIC HURRICANE COASTLINE
288
2003 INTERNATIONAL BUILDING CODE®
STOOCTURAL DESIGN
•
16©9.1<,4»1 BeiMlmg with opeiilnigSo Where glazing is
assumed to be an opening in accordance with Section
1609. 1 .4, the building shall be evaluated to determine if
the openings are of sufficient area to constitute an open
or partially enclosed building as defined in Section
1609.2. Open and partially enclosed buildings shall be
designed in accordance with the applicable provisions
of ASCE7.
Ag>4 square feet (0.37 m^) or > O.OIA , whichever is smaller,
Bg. Lateral-force-resist-
ing systems shall meet seismic detailing requirements and
limitations prescribed in this code, even when wind code
prescribed load effects are greater than seismic load effects.
,2 Defimltloinis. The following words and terms shall, for
the purposes of Section 1609.6, have the meanings shown
herein.
BUILDINGS AND OTHEE STRUCTURES, FLEXIBLE„
Slender buildings and other structures that have a fundamental
natural frequency less than 1 Hz.
lH), A building that does not comply
with the requirements for open or partially enclosed buildings.
BUILDING, LOW=RISE. Enclosed or partially enclosed
buildings that comply with the following conditions:
1 . Mean roof height, h, less than or equal to 60 feet (18 288
mm).
2. Mean roof height, h, does not exceed least horizontal di-
mension.
BUILDING, OPEN. A building having each wall at least 80
percent open. This condition is expressed for each wall by the
equation:
A„>0.8A^ (Eqeatnom 16=31)
where:
Ag = Total area of openings in a wall that receives positive
external pressure, in square feet (m^).
= The gross area of that wall in which A^ is identified, in
square feet (m^).
,LY ENCLOSED. A building that
complies with both of the following conditions:
1 . The total area of openings in a wall that receives positive
external pressure exceeds the sum of the areas of open-
ings in the balance of the building envelope (walls and
roof) by more than 10 percent; and
2. The total area of openings in a wall that receives positive
external pressure exceeds 4 square feet (0.37 m^) or 1
percent of the area of that wall, whichever is smaller, and
the percentage of openings in the balance of the building
envelope does not exceed 20 percent.
These conditions are expressed by the following equations:
A
andA„,
where:
/A^, < 0.20
Ag, Ag are as defined for an open building.
Agi = The sum of the areas of openings in the building enve-
lope (walls and roof) not including A , in square feet
(m2).
Agi = The sum ofthe gross surface areas of the building enve-
lope (walls and roof) not including A , in square feet
BUILDING, SIMPLE DIAPHRAGM. A building in which
wind loads are transmitted through floor and roof diaphragms
to the vertical lateral-force-resisting systems.
Elements of the build-
ing envelope that do not qualify as part of the main
windforce-resisting system.
EFFECTIVE WIND AREA. The area used to determine
GCp. For component and cladding elements, the effective wind
area in Tables 1609.6.2.1(2) and 1609.6.2.1(3) is the span
length muUiplied by an effective width that need not be less
than one-third the span length. For cladding fasteners, the
effective wind area shall not be greater than the area that is trib-
utary to an individual fastener.
S. Areas vulnerable to hur-
ricanes defined as:
1.
The U.S. Atlantic Ocean and Gulf of Mexico coasts
where the basic wind speed is greater than 90 mph (39.6
m/s) and
Hawaii, Puerto Rico, Guam, Virgin Islands and Ameri-
can Samoa.
TANCE FACTOR, /^. A factor that accounts for the
degree of hazard to human life and damage to property.
MAIN WINDFOMCE=RESISTING SYSTEM. An assem-
blage of structural elements assigned to provide support and
stability for the overall structure. The system generally
receives wind loading from more than one surface.
The average ofthe roof eave height
and the height to the highest point on the roof surface, except
that eave height shall be used for roof angle of less than or equal
to 10 degrees (0.1745 rad).
Areas within hurri-
cane-prone regions within 1 mile (1 .61 km) ofthe coastal mean
high water line where the basic wind speed is 1 10 mph (48.4
m/s) or greater; or where the basic wind speed is 120 mph (52.8
m/s) or greater; or Hawaii.
,A.>1.10A.
1}
h3 Basic wind speed. The basic wind speed, in mph, for
the determination ofthe wind loads shall be determined by Fig-
ure 1 609 or by ASCE 7 Figure 6- 1 when using the provisions of
ASCE 7. Basic wind speed for the special wind regions indi-
cated, near mountainous terrain, and near gorges, shall be in
accordance with local jurisdiction requirements. Basic wind
2003 IMTERNAT80MAL BUBLDING CODE®
STRUCTURAL DESIGN
Speeds determined by the local jurisdiction shall be in accor-
dance with Section 6.5.4 of ASCE 7.
In nonhurricane-prone regions, when the basic wind speed is
estimated from regional climatic data, the basic wind speed
shall be not less than the wind speed associated with an annual
probability of 0.02 (50-year mean recurrence interval), and the
estimate shall be adjusted for equivalence to a 3-second gust
wind speed at 33 feet (10 m) above ground in exposure Cate-
gory C. The data analysis shall be performed in accordance
with Section 6.5.4 of ASCE 7.
1609.3.1 Wind speed conversion. When required, the
3-second gust wind velocities of Figure 1609 shall be con-
verted to fastest-mile wind velocities using Table 1609.3. 1 .
1609.4 Exposure category. For each wind direction consid-
ered, an exposure category that adequately reflects the charac-
teristics of ground surface irregularities shall be determined for
the site at which the building or structure is to be constructed.
For a site located in the transition zone between categories, the
category resulting in the largest wind forces shall apply.
Account shall be taken of variations in ground surface rough-
ness that arise from natural topography and vegetation as well
as from constructed features. For any given wind direction, the
exposure in which a specific building or other structure is sited
shall be assessed as being one of the following categories.
When applying the simplified wind load method of Section
1609.6, a single exposure category shall be used based upon the
most restrictive for any given wind direction.
1 . Exposure A. This exposure category is no longer used in
ASCE 7.
2. Exposure B. Urban and suburban areas, wooded areas or
other terrain with numerous closely spaced obstructions
having the size of single-family dwellings or larger. Ex-
posure B shall be assumed unless the site meets the defi-
nition of another type of exposure.
3. Exposure C. Open terrain with scattered obstructions,
including surface undulations or other irregularities,
having heights generally less than 30 feet (9144 mm) ex-
tending more than 1 ,500 feet (457.2 m) from the building
site in any quadrant. This exposure shall also apply to any
building located within Exposure B-type terrain where
the building is directly adjacent to open areas of Expo-
sure C-type terrain in any quadrant for a distance of more
than 600 feet (1 82.9 m). This category includes flat open
country, grasslands and shorelines in hurricane-prone re-
gions.
Exposure D. Flat, unobstructed areas exposed to wind
flowing over open water (excluding shorelines in hurri-
cane-prone regions) for a distance of at least 1 mile (1.61
km). Shorelines in Exposure D include inland water-
ways, the Great Lakes and coastal areas of California,
Oregon, Washington and Alaska. This exposure shall ap-
ply only to those buildings and other structures exposed
to the wind coming from over the water. Exposure D ex-
tends inland from the shoreline a distance of 1,500 feet
(460 m) or 10 times the height of the building or struc-
ture, whichever is greater.
K§ Importance factor. Buildings and other structures
shall be assigned a wind load importance factor, I„, in accor-
dance with Table 1604.5.
1609.6 Simplified wind load method.
.6.1 Scope. The procedures in Section 1609.6 shall be
permitted to be used for determining and applying wind
pressures in the design of enclosed buildings with flat, ga-
bled and hipped roofs and having a mean roof height not ex-
ceeding the least horizontal dimension or 60 feet (18 288
mm), whichever is less, subject to the limitations of Sections
1609.6.1.1 and 1609. 6. 1.2. If a building qualifies only under
Section 1609.6.1.2 for design of its components and clad-
ding, then its main windforce-resisting system shall be de-
signed in accordance with Section 1609.1.1.
#
lion: The provisions of Section 1609.6 shall not
apply to buildings sited on the upper half of an isolated
hill or escarpment meeting all of the following condi-
tions:
1. The hill or escarpment is 60 feet (18 288 mm) or
higher if located in Exposure B or 30 feet (9144
mm) or higher if located in Exposure C.
2. The maximum average slope of the hill exceeds 10
percent.
3. The hill or escarpment is unobstructed upwind by
other such topographic features for a distance from
the high point of 50 times the height of the hill or 1
mile (1.61 km), whichever is less.
TABLE 1609.3.1
EQU8VALENT BAS!C WIND SPEEDS^-''-^
^35
85
90
100
105
110
120
125
130
140
145
150
160
170
^>
70
75
80
85
90
100
105
110
120
125
130
140
150
For SI: 1 mile per hour = 0.44 m/s.
a. Linear interpolation is permitted.
b. V35 is the 3-second gust wind speed (mph).
c. Vj^ is the fastest mile wind speed (mph).
290
2003 gNTERNATlONAL BUILDING CODE®
^ESB'
•
Iio^olol Maim wimidlfforce-resnstmg systems. For the
design of main windforce- resisting systems, the build-
ing must meet all of the following conditions:
1 . The building is a simple diaphragm building as de-
fined in Section 1609.2.
2. The building is not classified as a flexible building
as defined in Section 1609.2.
3. The building does not have response characteris-
tics making it subject to across wind loading, vor-
tex shedding, instability due to galloping or flutter;
and does not have a site location for which chan-
neling effects or buffeting in the wake of upwind
obstructions warrant special consideration.
4. The building structure has no expansion joints or
separations.
5. The building is regular shaped and has an approxi-
mately symmetrical cross section in each direction
with roof slopes not exceeding 45 degrees (0.78
rad.).
16(Il)9o6»1.2 Compomemits amd cladldninig« For the design
of components and cladding, the building must meet all
of the following conditions:
1 . The building does not have response characteris-
tics making it subject to across wind loading, vor-
tex shedding, instability due to galloping or flutter;
and does not have a site location for which chan-
neling effects or buffeting in the wake of upwind
obstructions warrant special consideration.
2. The building is regular shaped with roof slopes not
exceeding 45 degrees (0.78 rad.) for gable roofs, or
27 degrees (0.47 rad.) for hip roofs.
1 . The basic wind speed, V, shall be determined in accor-
dance with Section 1609.3. The wind shall be as-
sumed to come from any horizontal direction.
2. An importance factor /^^ shall be determined in accor-
dance with Section 1609.5.
3. An exposure category shall be determined in accor-
dance with Section 1609.4.
4. A height and exposure adjustment coefficient, X, shall
be determined from Table 1609.6.2.1(4).
o6.2ol Mam wSnudforce-resisttnimg system. Sim-
plified design wind pressures, p^, for the main
windforce-resisting systems represent the net pressures
(sum of internal and external) to be applied to the hori-
zontal and vertical projections of building surfaces as
shown in Figure 1609.6.2.1. For the horizontal pressures
(Zones A, B, C, D), p^ is the combination of the wind-
ward and leeward net pressures, p^ shall be determined
from Equation 16-34).
Ps=^hPs
where:
X = Adjustment factor for building height and expo-
sure from Table 1609.6.2.1(4).
/^ = Importance factor as defined in Section 1609.5
/?^3o = Simplified design wind pressure for Exposure B,
at /i = 30 feet (9144 mm), and for /,, = 1.0, from
Table 1609.6.2.1(1).
^MolAA Mimnmem pressinres. The load effects
of the design wind pressures from Section 1609.6.2.1
shall not be less than assuming the pressures , p^, for
Zones A, B,C and D all equal to +10 psf (0.48 kN/m2),
while assuming Zones E, F, G, and H all equal to psf.
»o Net design wind
pressures, /?„£„ for the components and cladding of build-
ings represent the net pressures (sum of internal and ex-
ternal) to be apphed normal to each building surface as
shown in Figure 1609.6.2.2. The net design wind pres-
sure, p„^„ shall be determined from Equation 16-35:
Pnet — XlwPnem
where:
X
(EquLnatioM 16-
= Adjustment factor for building height and expo-
sure from Table 1609.6.2.1(4).
I„ = Importance factor as defined in Section 1609.5.
Pneeo = Net design wind pressure for Exposure B,a.th =
30 feet (9144 mm), and for /^ = 1.0, from Tables
1609.6.2.1(2) and 1609.6.2.1(3).
!'.6.2.2ol Mlmnminm pressures. The positive de-
sign wind pressures, p^^,, from Section 1609.6.2.2
shall not be less than +10 psf (0.48 kN/m^), and the
negative design wind pressures, p„^„ from Section
1609.6.2.2 shall not be less than -10 psf (-0.48
kN/m2).
,6.2.3 Load case. Members that act as both part of
the main windforce-resisting system and as components
and cladding shall be designed for each separate load
case. '
O
2003 DNTERMATIIONAL BUILDING CODE®
291
STRUCTURAL DESIGN
Comef
Transverse
Longitudinal
FIGURE 1609.6.2.1
MAIN WINDFORCE LOADING DIAGRAM
For SI: 1 foot = 304.8 mm, 1 degree = 0.0 174 rad.
Notes:
1 . Pressures are applied to the horizontal and vertical projections for Exposure B, at /i = 30 feet, for I^^,= l .0. Adjust to other exposures and heights with adjustment
factor X.
2. The load patterns shown shall be applied to each comer of the building in turn as the reference comer.
3. For the design of the longitudinal MWFRS, use 9 = 0°, and locate the Zone E/F, G/H boundary at the mid-length of the building.
4. Load Cases 1 and 2 must be checked for 25° < 9 < 45°. Load Case 2 at 25° is provided only for interpolation between 25° to 30°.
5. Plus and minus signs signify pressures acting toward and away from the projected surfaces, respectively.
6. For roof slopes other than those shown, linear interpolation is permitted.
7. The total horizontal load shall not be less than that determined by assuming ps = 0'm Zones B and D.
8. The zone pressures represent the following:
Horizontal pressure zones — Sum of the windward and leeward net (sum of internal and external) pressures on vertical projection of:
A - End zone of wall C - Interior zone of wall
B - End zone of roof D - Interior zone of roof
Vertical pressure zones — Net (sum of internal and external) pressures on horizontal projection of:
E - End zone of windward roof G - Interior zone of windward roof
F - End zone of leeward roof H - Interior zone of leeward roof
9. Where Zone E or G falls on a roof overhang on the windward side of the building, use Eqh and Gqh for the pressure on the horizontal projection of the overhang.
Overhangs on the leeward and side edges shall have the basic zone pressure applied.
10. Notation:
a: 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4 percent of least horizontal dimension or 3 feet.
h: Mean roof height, in feet (meters), except that eave height shall be used for roof angles <10°.
0: Angle of plane of roof from horizontal, in degrees.
292
2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGM
Interior Zones
Roofs - Zona 1 / W^ - Zona 4
:]
Roofs - Zorra 2 / Walls - Zon9 5
^omer Zones
For SI-. 1 foot = 304.8 mm, 1 degree = 0.0174 rad.
JRE 1609.6.2.2
iPOISSENT AND CLADDBNG PRESSURE
1 . Pressures are applied normal to the surface for Exposure B, at /z = 30 feet, for /„, = 1 .0. Adjust to other exposures and heights with adjustment factor X.
2. Plus and minus signs signify pressures acting toward and away from the surfaces, respectively.
3. For hip roofs with 9 < 25°, Zone 3 shall be treated as Zone 2.
4. For effective areas between those given, the value is permitted to be interpolated, otherwise use the value associated with the lower effective area.
5. Notation:
a: 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4 percent of least horizontal dimension or 3 feet.
h: Mean roof height, in feet (meters), except that eave height shall be used for roof angles <10°.
0: Angle of plane of roof from horizontal, in degrees.
2003 INTERMATBONAL BUBLDIMG CODE®
293
STRUCTURAL DESIGN
TABLE 1609.6.2.1(1)
SIMPLIFIED DESIGN WIND PRESSURE (MAIN WINDFORCE-RESISTING SYSTEM), p^o (Exposure B Est fi = 30 feet with /„ = 1.0) (psf)
BASIC
WIND
SPEED
(mph)
ROOF
ANGLE
(degrees)
ROOF
RISE IN
12"
LOAD
CASE
ZONES
Horizontal Pressures
Vertical Pressures
Overhangs
A
B
C
D
E
F
G
H
Eqh
GoH
85
0to5°
Flat
11.5
-5.9
7.6
-3.5
-13.8
-7.8
-9.6
-6.1
-19.3
-15.1
10°
2
12.9
-5.4
8.6
-3.1
-13.8
-8.4
-9.6
-6.5
-19.3
-15.1
15°
3
14.4
-4.8
9.6
-2.7
-13.8
-9.0
-9.6
-6.9
-19.3
-15.1
20°
4
15.9
-4.2
10.6
-2.3
-13.8
-9.6
-9.6
-7.3
-19.3
-15.1
25°
6
2
14.4
2.3
10.4
2.4
-6.4
-2.4
-8.7
-4.7
-4.6
-0.7
-7.0
-3.0
-11.9
-10.1
30° to 45°
7 to 12
2
12.9
12.9
8.8
8.8
10.2
10.2
7.0
7.0
1.0
5.0
-7.8
-3.9
0.3
4.3
-6.7
-2.8
-4.5
-4.5
-5.2
-5.2
90
Oto5°
Flat
12.8
-6.7
8.5
-4.0
-15.4
-8.8
-10.7
-6.8
-21.6
-16.9
10°
2
14.5
-6.0
9.6
-3.5
-15.4
-9.4
-10.7
-7.2
-21.6
-16.9
15°
3
16.1
-5.4
10.7
-3.0
-15.4
-10.1
-10.7
-7.7
-21.6
-16.9
20°
4
17.8
-4.7
11.9
-2.6
-15.4
-10.7
-10.7
-8.1
-21.6
-16.9
25°
6
2
16.1
2.6
11.7
2.7
-7.2
-2.7
-9.8
-5.3
-5.2
-0.7
-7.8
-3.4
-13.3
-11.4
30° to 45°
7 to 12
2
14.4
14.4
9.9
9.9
11.5
11.5
7.9
7.9
1.1
5.6
-8.8
-4.3
0.4
4.8
-7.5
-3.1
-5.1
-5.1
-5.8 •
-5.8
100
Oto5°
Flat
15.9
-8.2
10.5
-4.9
-19.1
-10.8
-13.3
-8.4
-26.7
-20.9
10°
2
17.9
-7.4
11.9
-4.3
-19.1
-11.6
-13.3
-8.9
-26.7
-20.9
15°
3
19.9
-6.6
13.3
-3.8
-19.1
-12.4
-13.3
-9.5
-26.7
-20.9
20°
4
22.0
-5.8
14.6
-3.2
-19.1
-13.3
-13.3
-10.1
-26.7
-20.9
25°
6
2
19.9
3.2
14.4
3.3
-8.8
-3.4
-12.0
-6.6
-6.4
-0.9
-9.7
-4.2
-16.5
-14.0
30° to 45°
7 to 12
2
17.8
17.8
12.2
12.2
14.2
14.2
9.8
9.8
1.4
6.9
-10.8
-5.3
0.5
5.9
-9.3
-3.8
-6.3
-6.3
-7.2
-7.2
110
0to5°
Flat
19.2
-10.0
12.7
-5.9
-23.1
-13.1
-16.0
-10.1
-32.3
-25.3
10°
2
21.6
-9.0
14.4
-5.2
-23.1
-14.1
-16.0
-10.8
-32.3
-25.3
15°
3
24.1
-8.0
16.0
-4.6
-23.1
-15.1
-16.0
-11.5
-32.3
-25.3
20°
4
26.6
-7.0
17.7
-3.9
-23.1
-16.0
-16.0
-12.2
-32.3
-25.3
25°
6
24.1
3.9
17.4
4.0
-10.7
-4.1
-14.6
-7.9
-7.7
-1.1
-11.7
-5.1
-19.9
-17.0
30° to 45°
7 to 12
2
21.6
21.6
14.8
14.8
17.2
17.2
11.8
11.8
1.7
8.3
-13.1
-6.5
0.6
7.2
-11.3
-4.6
-7.6
-7.6
-8.7
-8.7
120
0to5°
Flat
22.8
-11.9
15.1
-7.0
-27.4
-15.6
-19.1
-12.1
-38.4
-30.1
10°
2
25.8
-10.7
17.1
-6.2
-27.4
-16.8
-19.1
-12.9
-38.4
-30.1
15°
3
28.7
-9.5
19.1
-5.4
-27.4
-17.9
-19.1
-13.7
-38.4
-30.1
20°
4
31.6
-8.3
21.1
-4.6
-27.4
-19.1
-19.1
-14.5
-38.4
-30.1
25°
6
28.6
4.6
20.7
4.7
-12.7
-4.8
-17.3
-9.4
-9.2
-1.3
-13.9
-6.0
-23.7
-20.2
30° to 45°
7 to 12
2
25.7
25.7
17.6
17.6
20.4
20.4
14.0
14.0
2.0
9.9
-15.6
-7.7
0.7
8.6
-13.4
-5.5
-9.0
-9.0
-10.3
-10.3
130
Oto5°
Flat
26.8
-13.9
17.8
-8.2
-32.2
-18.3
-22.4
-14.2
-45.1
-35.3
10°
2
30.2
-12.5
20.1
-7.3
-32.2
-19.7
-22.4
-15.1
-45.1
-35.3
15°
3
1
33.7 ^
-11.2
22.4
-6.4
-32.2
-21.0
-22.4
-16.1
-45.1
-35.3
20°
4
37.1
-9.8
24.7
-5.4
-32.2
-22.4
-22.4
-17.0
-45.1
-35.3
25°
6
2
33.6
5.4
24.3
5.5
-14.9
-5.7
-20.4
-11.1
-10.8
-1.5
-16.4
-7.1
-27.8
-23.7
30° to 45°
7 to 12
1
2
30.1
30.1
20.6
20.6
24.0
24.0
16.5
16.5
2.3
11.6
-18.3
-9.0
0.8
10.0
-15.7
-6.4
-10.6
-10.6
-12.1
-12.1
continued
294
2003 INTERNATIONAL BUILDING CODE®
SIMPUFSED DESIGr
TABLE 1 009.6.2.1 (ll)-coratDfiiued
MDF0RCE-RESBST5SSSG SYSTEM), PsgoCExposyre B afi i^ = 30 feet
, = 1 .0) (psf)
BASIC
WIND
SPEED
(mph)
ROOF ,
AMGLE--
(degg-ees)
ROOF
RISE ON
11 2"
LOAD
CASE
ZONES
IHorDzontal Pressures
Vertical Pressures
Overhangs
A
B
C
D
E
F
G
H
EOH
GoH
140
Oto5°
Flat
31.1
-16.1
20.6
-9.6
-37.3
-21.2
-26.0
-16.4
-52.3
-40.9
10°
2
35.1
-14.5
23.3
-8.5
-37.3
-22.8
-26.0
-17.5
-52.3
-40.9
15°
3
39.0
-12.9
26.0
-7.4
-37.3
-24.4
-26.0
-18.6
-52.3
-40.9
20°
4
43.0
-11.4
28.7
-6.3
-37.3
-26.0
-26.0
-19.7
-52.3
-40.9
25°
6
2
39.0
6.3
28.2
6.4
-17.3
-6.6
-23.6
-12.8
-12.5
-1.8
-19.0
-8.2
-32.3
-27.5
30° to 45°
7 to 12
2
35.0
35.0
23.9
23.9
27.8
27.8
19.1
19.1
2.7
13.4
-21.2
-10.5
0.9
11.7
-18.2
-7.5
-12.3
-12.3
-14.0
-14.0
150
Oto5°
Flat
35.7
-18.5
23.7
-11.0
-42.9
-24.4
-29.8
-18.9
-60.0
-47.0
10°
2
40.2
-16.7
26.8
-9.7
-42.9
-26.2
-29.8
-20.1
-60.0
-47.0
15°
3
44.8
-14.9
29.8
-8.5
-42.9
-28.0
-29.8
-21.4
-60.0
-47.0
20°
4
49.4
-13.0
32.9
-7.2
-42.9
-29.8
-29.8
-22.6
-60.0
-47.0
25°
6
2
44.8
7.2
32.4
7.4
-19.9
-7.5
-27.1
-14.7
-14.4
-2.1
-21.8
-9.4
-37.0
-31.6
30° to 45°
7 to 12
40.1
40.1
27.4
27.4
31.9
31.9
22.0
22.0
3.1
15.4
-24.4
-12.0
1.0
13.4
-20.9
-8.6
-14.1
-14.1
-16.1
-16.1
170
to 5°
Flat
45.8
-23.8
30.4
-14.1
-55.1
-31.3
-38.3
-24.2
-77.1
-60.4
10°
2
51.7
-21.4
34.4
-12.5
-55.1
-33.6
-38.3
-25.8
-77.1
-60.4
15°
3
57.6
-19.1
38.3
-10.9
-55.1
-36.0
-38.3
-27.5
-77.1
-60.4
20°
4
63.4
-16.7
42.3
-9.3
-55.1
-38.3
-38.3
-29.1
-77.1
-60.4
25°
6
2
57.5
9.3
41.6
9.5
-25.6
-9.7
-34.8
-18.9
-18.5
-2.6
-28.0
-12.1
-47.6
-40.5
30° to 45°
7 to 12
1
2
51.5
51.5
35.2
35.2
41.0
41.0
28.2
28.2
4.0
19.8
-31.3
-15.4
1.3
17.2
-26.9
-11.0
-18.1
-18.1
-20.7
-20.7
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 degree = 0.0174 rad, 1 mile per hour = 0.44 m/s, 1 pound per square foot = 47.9 N/m^.
2003 SNTERNATBOMAL BUILDIiMG CODE®
STRUCTURAL DESIGN
TABLE 1609.6.2.1(2)
NET DESIGN WIND PRESSURE (COMPONEMT AND CLADDINIG), Pneoo (Exposure B at /? = 30 feet with l„ = 1 .0) (psf)
ZONE
EFFECTIVE
WIND
AREA
BASIC WIND SPEED V (mph— 3-second gust)
85
90
100
110
120
130
140
150
170
(A .
o
o
o
o
1
10
5.3
-13.0
5.9
-14.6
7.3
-18.0
8.9
-21.8
10.5
-25.9
12.4
-30.4
14.3
-35.3
16.5
-40.5
21.1
-52.0
1
20
5.0
-12.7
5.6
-14.2
6.9
-17.5
8.3
-21.2
9.9
-25.2
11.6
-29.6
13.4
-34.4
15.4
-39.4
19.8
-50.7
1
50
4.5
-12.2
5.1
-13.7
6.3
-16.9
7.6
-20.5
9.0
-24.4
10.6
-28.6
12.3
-33.2
14.1
-38.1
18.1
-48.9
1
100
4.2
-11.9
4.7
-13.3
5.8
-16.5
7.0
-19.9
8.3
-23.7
9.8
-27.8
11.4
-32.3
13.0
-37.0
16.7
-47.6
2
10
5.3
-21.8
5.9
-24.4
7.3
-30.2
8.9
-36.5
10.5
-43.5
12.4
-51.0
14.3
-59.2
16.5
-67.9
21.1
-87.2
2
20
5.0
-19.5
5.6
-21.8
6.9
-27.0
8.3
-32.6
9.9
-38.8
11.6
-45.6
13.4
-52.9
15.4
-60.7
19.8
-78.0
2
50
4.5
-16.4
5.1
-18.4
6.3
-22.7
7.6
-27.5
9.0
-32.7
10.6
-38.4
12.3
-44.5
14.1
-51.1
18.1
-65.7
2
100
4.2
-14.1
4.7
-15.8
5.8
-19.5
7.0
-23.6
8.3
-28.1
9.8
-33.0
11.4
-38.2
13.0
-43.9
16.7
-56.4
3
10
5.3
-32.8
5.9
-36.8
7.3
-45.4
8.9
-55.0
10.5
-65.4
12.4
-76.8
14.3
-89.0
16.5
-102.2
21.1
-131.3
3
20
5.0
-27.2
5.6
-30.5
6.9
-37.6
8.3
-45.5
9.9
-54.2
11.6
-63.6
13.4
-73.8
15.4
-84.7
19.8
-108.7
3
50
4.5
-19.7
5.1
-22.1
6.3
-27.3
7.6
-33.1
9.0
-39.3
10.6
-46.2
12.3
-53.5
14.1
-61.5
18.1
-78.9
3
100
4.2
-14.1
4.7
-15.8
5.8
-19.5
7.0
-23.6
8.3
-28.1
9.8
-33.0
11.4
-38.2
13.0
-43.9
16.7
-56.4
(0
0)
■o
o
A
1
1
10
7.5
-11.9
8.4
-13.3
10.4
-16.5
12.5
-19.9
14.9
-23.7
17.5
-27.8
20.3
-32.3
23.3
-37.0
30.0
-47.6
1
20
6.8
-11.6
7.7
-13.0
9.4
-16.0
11.4
-19.4
13.6
-23.0
16.0
-27.0
18.5
-31.4
21.3
-36.0
27.3
-46.3
1
50
6.0
-11.1
6.7
-12.5
8.2
-15.4
10.0
-18.6
11.9
-22.2
13.9
-26.0
16.1
-30.2
18.5
-34.6
23.8
-44.5
1
100
5.3
-10.8
5.9
-12.1
7.3
-14.9
8.9
-18.1
10.5
-21.5
12.4
-25.2
14.3
-29.3
16.5
-33.6
21.1
-43.2
2
10
7.5
-20.7
8.4
-23.2
10.4
-28.7
12.5
-34.7
14.9
-41.3
17.5
-48.4
20.3
-56.2
23.3
-64.5
30.0
-82.8
2
20
6.8
-19.0
7.7
-21.4
9.4
-26.4
11.4
-31.9
13.6
-38.0
16.0
-44.6
18.5
-51.7
21.3
-59.3
27.3
-76.2
2
50
6.0
-16.9
6.7
-18.9
8.2
-23.3
10.0
-28.2
11.9
-33.6
13.9
-39.4
16.1
-45.7
18.5
-52.5
23.8
-67.4
2
100
5.3
-15.2
5.9
-17.0
7.3
-21.0
8.9
-25.5
10.5
-30.3
12.4
-35.6
14.3
-41.2
16.5
-47.3
21.1
-60.8
. 3
10
7.5
-30.6
8.4
-34.3
10.4
-42.4
12.5
-51.3
14.9
-61.0
17.5
-71.6
20.3
-83.1
23.3
-95.4
30.0
-122.5
3
20
6.8
-28.6
7.7
-32.1
9.4
-39.6
11.4
-47.9
13.6
-57.1
16.0
-67.0
18.5
-77.7
21.3
-89.2
27.3
-114.5
3
50
6.0
-26.0
6.7
-29.1
8.2
-36.0
10.0
-43.5
11.9
-51.8
13.9
-60.8
16.1
-70.5
18.5
-81.0
23.8
-104.0
3
100
5.3
-24.0
5.9
-26.9
7.3
-33.2
8.9
-40.2
10.5
-47.9
12.4
-56.2
14.3
-65.1
16.5
-74.8
21.1
-96.0
(0
£
a>
■o
:§
o
CM
A
§
1
10
11.9
-13.0
13.3
-14.6
16.5
-18.0
19.9
-21.8
23.7
-25.9
27.8
-30.4
32.3
-35.3
37.0
-40.5
47.6
-52.0
1
20
11.6
-12.3
13.0
-13.8
16.0
-17.1
19.4
-20.7
23.0
-24.6
27.0
-28.9
31.4
-33.5
36.0
-38.4
46.3
-49.3
1
50
11.1
-11.5
12.5
-12.8
15.4
-15.9
18.6
-19.2
22.2
-22.8
26.0
-26.8
30.2
-31.1
34.6
-35.7
44.5
-45.8
1
100
10.8
-10.8
:12.1
-12.1
14.9
-14.9
18.1
-18.1
21.5
-21.5
25.2
-25.2
29.3
-29.3
33.6
-33.6
43.2
-43.2
2
10
11.9
-15.2
13.3
-17.0
16.5
-21.0
19.9
-25.5
23.7
-30.3
27.8
-35.6
32.3
-41.2
37.0
-47.3
47.6
-60.8
2
20
11.6
-14.5
;i3.o
-16.3
16.0
-20.1
19.4
-24.3
23.0
-29.0
27.0
-34.0
31.4
-39.4
36.0
-45.3
46.3
-58.1
2
50
11.1
-13.7
12.5
-15.3
15.4
-18.9
18.6
-22.9
22.2
-27.2
26.0
-32.0
30.2
-37.1
34.6
-42.5
44.5
-54.6
2
100
10.8
-13.0
12.1
-14.6
14.9
-18.0
18.1
-21.8
21.5
-25.9
25.2
-30.4
29.3
-35.3
33.6
-40.5
43.2
-52.0
3
10
11.9
-15.2
13.3
-17.0
16.5
-21.0
19.9
-25.5
23.7
-30.3
27.8
-35.6
32.3
-41.2
37.0
-47.3
47.6
-60.8
3
20
11.6
-14.5
13.0
-16.3
16.0
-20.1
19.4
-24.3
23.0
-29.0
27.0
-34.0
31.4
-39.4
36.0
-45.3
46.3
-58.1
3
50
11.1
-13.7
12.5
-15.3
15.4
-18.9
18.6
-22.9
22.2
-27.2
26.0
-32.0
30.2
-37.1
34.6
-42.5
44.5
-54.6
3
100
10.8
-13.0
12.1
-14.6
14.9
-18.0
18.1
-21.8
21.5
-25.9
25.2
-30.4
29.3
-35.3
33.6
-40.5
43.2
-52.0
1
4
10
13.0
-14.1
14.6
-15.8
18.0
-19.5
21.8
-23.6
25.9
-28.1
30.4
-33.0
35.3
-38.2
40.5
-43.9
52.0
-56.4
4
20
12.4
-13.5
13.9
-15.1
17.2
-18.7
20.8
-22.6
24.7
-26.9
29.0
-31.6
33.7
-36.7
38.7
-42.1
49.6
-54.1
4
50
11.6
-12.7
13.0
-14.3
16.1
-17.6
19.5
-21.3
23.2
-25.4
27.2
-29.8
31.6
-34.6
36.2
-39.7
46.6
-51.0
4
100
11.1
-12.2
12.4
-13.6
15.3
-16.8
18.5
-20.4
22.0
-24.2
25.9
-28.4
30.0
-33.0
34.4
-37.8
44.2
-48.6
4
500
9.7
-10.8
10.9
-12.1
13.4
-14.9
16.2
-18.1
19.3
-21.5
22.7
-25.2
26.3
-29.3
30.2
-33.6
38.8
-43.2
5
10
13.0
-17.4
14.6
-19.5
18.0
-24.1
21.8
-29.1
25.9
-34.7
30.4
-40.7
35.3
-47.2
40.5
-54.2
52.0
-69.6
5
20
12.4
-16.2
13.9
-18.2
17.2
-22.5
20.8
-27.2
24.7
-32.4
29.0
-38.0
33.7
-44.0
38.7
-50.5
49.6
-64.9
5
50
11.6
-14.7
13.0
-16.5
16.1
-20.3
19.5
-24.6
23.2
-29.3
27.2
-34.3
31.6
-39.8
36.2
-45.7
46.6
-58.7
5
100
11.1
-13.5
12.4
-15.1
15.3
-18.7
18.5
-22.6
22.0
-26.9
25.9
-31.6
30.0
-36.7
34.4
-42.1
44.2
-54.1
5
500
9.7
-10.8
10.9
-12.1
13.4
-14.9
16.2
-18.1
19.3
-21.5
22.7
-25.2
26.3
-29.3
30.2
-33.6
38.8
-43.2
For SI: 1 foot - 304.8 mm, 1 degree - 0.0174 rad, 1 mile per hour = 0.44 m/s, 1 pound per
Note: For effective areas between those given above, the load is permitted to be interpolated,
square foot = 47.9 N/m^.
otherwise use the load associated with the lower effective ;
296
2003 INTERNATIONAL BUILDING CODE®
^ESi
TABLE 1609,6.2.1
ROOF OVERHANG NET DESIGN WIND PRESSURE (COMPONENT AND
Pneao (Exposyre B aH i^ = 30 feeH
,= 1.
ZONE
EFFECTIVE
WIND AREA
(sq.ft.)
BASIC WIND SPEED V (mph— 3-second gust)
90
100
110
120
130
140
150
170
w
■a
(>-
o
o
1
2
10
-21.0
-25.9
-31.4
-37.3
-43.8
-50.8
-58.3
-74.9
2
20
-20.6
-25.5
-30.8
-36.7
-43.0
-49.9
-57.3
-73.6
2
50
-20.1
-24.9
-30.1
-35.8
-42.0
-48.7
-55.9
-71.8
2
100
-19.8
-24.4
-29.5
-35.1
-41.2
-47.8
-54.9
-70.5
3
10
-34.6
-42.7
-51.6
-61.5
-72.1
-83.7
-96.0
-123.4
3
20
-27.1
-33.5
-40.5
-48.3
-56.6
-65.7
-75.4
-96.8
3
50
-17.3
-21.4
-25.9
-30.8
-36.1
-41.9
-48.1
-61.8
3
100
-10.0
-12.2
-14.8
-17.6
-20.6
-23.9
-27.4
-35.2
1
•a
CM
O
A
O
o
2
10
-27.2
-33.5
-40.6
-48.3
-56.7
-65.7
-75.5
-96.9
2
20
-27.2
-33.5
-40.6
-48.3
-56.7
-65.7
-75.5
-96.9
2
50
-27.2
-33.5
-40.6
-48.3
-56.7
-65.7
-75.5
-96.9
2
100
-27.2
-33.5
-40.6
-48.3
-56.7
-65.7
-75.5
-96.9
3
10
-45.7
-56.4
-68.3
-81.2
-95.3
-110.6
-126.9
-163.0
3
20
-41.2
-50.9
-61.6
-73.3
-86.0
-99.8
-114.5
-147.1
3
50
-35.3
-43.6
-52.8
-62.8
-73.7
-85.5
-98.1
-126.1
3
100
-30.9
-38.1
-46.1
-54.9
-64.4
-74.7
-85.8
-110.1
1
1
o
ev
A
O
o
2
10
-24.7
-30.5
-36.9
-43.9
-51.5
-59.8
-68.6
-88.1
2
20
-24.0
-29.6
-35.8
-42.6
-50.0
-58.0
-66.5
-85.5
2
50
-23.0
-28.4
-34.3
-40.8
-47.9
-55.6
-63.8
-82.0
2
100
-22.2
-27.4
-33.2
-39.5
-46.4
-53.8
-61.7
-79.3
3
10
-24.7
-30.5
-36.9
-43.9
-51.5
-59.8
-68.6
-88.1
3
20
-24.0
-29.6
-35.8
-42.6
-50.0
-58.0
-66.5
-85.5
3
50
-23.0
-28.4
-34.3
-40.8
-47.9
-55.5
-63.8
-82.2
3
100
-22.2
-27.4
-33.2
-39.5
-46.4
-53.8
-61.7
-79.3
For SI: 1 foot = 304.8 mm, 1 degree = 0.0174 rad, 1 mile per hour = 0.45 m/s,
s: For effective areas between those given above, the load is permitted to be
1 pound per square foot = 47.9 N/m^.
interpolated, otherwise use the load associated with the lower effective area.
TABLE 1609.6.2.1(4)
ADJUSTMENT FACTOR FOR BUDLDING HEIGHT AND EXPOSURE, {X]
MEAN ROOF HEIGHT
(feet)
EXPOSURE
B
C
D
15
1.00
1.21
1.47
20
1.00
1.29
1.55
25
1.00
1.35
1.61
30
1.00
1.40
1.66
35
1.05
1.45
1.70
40
1.09
1.49
1.74
45
1.12
1.53
1.78
50
1.16
1.56
1.81
55
1.19
1.59
1.84
60
1.22
1.62
1.87
For SI: 1 foot = 304.8 mm.
a. All table values shall be adjusted for other exposures and heights by multiplying by the above coefficients.
2003 DNTERNATIONAL BUILDING CODE®
297
STRUCTURAL DESIGN
1609.7 Roof systems.
1609.7.1 Roof deck. The roof deck shall be designed to
withstand the wind pressures determined under either the
provisions of Section 1609.6 for buildings with a mean roof
height not exceeding 60 feet (18 288 mm) or Section
1609.1.1 for buildings of any height.
1609.7.2 Roof coverings. Roof coverings shall comply
with Section 1609.7.1.
Exception: Rigid tile roof coverings that are air perme-
able and installed over a roof deck complying with Sec-
tion 1609.7. 1 are permitted to be designed in accordance
with Section 1609.7.3.
1609.73 Rigid tile. Wind loads on rigid tile roof coverings
shall be determined in accordance with the following equation:
3. An underlayment shall be installed in accordance,
with Chapter 15.
4. The tile shall be single lapped interlocking with a min-
imum head lap of not less than 2 inches (51 mm).
5. The length of the tile shall be between 1.0 and 1.75
feet (305 mm and 533 mm).
6. The exposed width of the tile shall be between 0.67
and 1.25 feet (204 mm and 381 mm).
7. The maximum thickness of the tail of the tile shall not
exceed 1.3 inches (33 mm).
8. Roof tiles using mortar set or adhesive set systems
shall have at least two-thirds of the tile's area free of
mortar or adhesive contact.
M, = q,C,bLLSl.O-GcJ
(Equation 16-36)
For SI: M, =
where:
q,C,bLL^[l.O-Gc^]
1,000
b = Exposed width, feet (mnn) of the roof tile.
Q = Lift coefficient. The lift coefficient for concrete and
clay tile shall be 0.2 or shall be determined by test in
accordance with Section 1715.2.
GCp = Roof pressure coefficient for each applicable roof
zone determined from Section 6 of ASCE 7. Roof co-
efficients shall not be adjusted for internal pressure.
L = Length, feet (mm) of the roof tile.
L„ = Moment arm, feet (mm) from the axis of rotation to
the point of upUft on the roof tile. The point of uphft
shall be taken at 0.76L from the head of the tile and
the middle of the exposed width. For roof tiles with
nails or screws (with or without a tail clip), the axis of
rotation shall be taken as \he head of the tile for direct
deck application or as the top edge of the batten for
battened applications. For roof tiles fastened only by
a nail or screw along the side of the tile, the axis of ro-
tation shall be determined by testing. For roof tiles in-
stalled with battens and fastened only by a cUp near
the tail of the tile, the moment arm shall be deter-
mined about the top edge of the batten with consider-
ation given for the point of rotation of the tiles based
on straight bond or broken bond and the tile profile.
M^ = Aerodynamic uplift moment, feet-pounds (N-mm)
acting to raise the tail of the tile.
q^ = Wind velocity pressure, psf (kN/m^) determined
from Section 6.5.10 of ASCE 7.
Concrete and clay roof tiles complying with the follow-
ing limitations shall be designed to withstand the aerody-
namic uphft moment as determined by this section.
1 . The roof tiles shall be either loose laid on battens, me-
chanically fastened, mortar set or adhesive set.
2. The roof tiles shall be installed on solid sheathing
which has been designed as components and clad-
ding.
SECTION 1610
SOIL LATERAL LOAD
1610.1 GeneraL Basement, foundation and retaining walls
shall be designed to resist lateral soil loads. Soil loads specified
in Table 1610.1 shall be used as the minimum design lateral soil
loads unless specified otherwise in a soil investigation report
approved by the building official. Basement walls and other
walls in which horizontal movement is restricted at the top shall
be designed for at-rest pressure. Retaining walls free to move
and rotate at the top are permitted to be designed for active pres-
sure. Design lateral pressure from surcharge loads shall be
added to the lateral earth pressure load. Design lateral pressure
shall be increased if soils with expansion potential are present
at the site.
Exception: Basement walls extending not more than 8 feet
(2438 mm) below grade and supporting flexible floor sys-
tems shall be permitted to be designed for active pressure.
SECTION 1611
RAIN LOADS
1611.1 Design rain loads. Each portion of a roof shall be
designed to sustain the load of rainwater that will accumulate
on it if the primary drainage system for that portion is blocked
plus the uniform load caused by water that rises above the inlet
of the secondary drainage system at its design flow.
R = 5.2 id, + d,)
For SI: R = 0.0098 (d, + d^)
where:
(Equation 16-37)
d. =
R
= Additional depth of water on the undeflected roof
above the inlet of secondary drainage system at its de-
sign flow (i.e., the hydraulic head), in inches (mm).
= Depth of water on the undeflected roof up to the inlet of
secondary drainage system when the primary drainage
system is blocked (i.e., the static head), in inches (mm).
= Rain load on the undeflected roof, in psf (kN/m^). When '
the phrase "undeflected roof is used, deflections from
loads (including dead loads) shall not be considered
when determining the amount of rain on the roof.
298
2003 INTERNATIONAL BUILDING CODE®
STRUCTORAL DESIGM
TABLE 1610.11
DESCRIPTION OF BACKFILL M1ATERSAL*=
ONIFSED SOIL
CLASSOFOCATSON
DESIGN LATERAL SOIL LOAD^
(pound per square foot per foot of depth)
Active pressure
At-rest pressure
Well-graded, clean gravels; gravel-sand mixes
GW
30
60
Poorly graded clean gravels; gravel-sand mixes
GP
30
60
Silty gravels, poorly graded gravel-sand mixes
GM
40
60
Clayey gravels, poorly graded gravel-and-clay mixes
GC
45
60
Well-graded, clean sands; gravelly sand mixes
sw
30
60
Poorly graded clean sands; sand-gravel mixes
SP
30
60
Silty sands, poorly graded sand-silt mixes
SM
45
60
Sand-silt clay mix with plastic fines
SM-SC
45
100
Clayey sands, poorly graded sand-clay mixes
sc
60
100
Inorganic silts and clayey silts
ML
45
100
Mixture of inorganic silt and clay
ML-CL
60
100
Inorganic clays of low to medium plasticity
CL
60
100
Organic silts and silt clays, low plasticity
OL
Noteb
Noteb
Inorganic clayey silts, elastic silts
MH
Noteb
Noteb
Inorganic clays of high plasticity
CH
Noteb
Noteb
Organic clays and silty clays
OH
Noteb
Noteb
For SI: 1 pound per square foot per foot of depth = 0.157 kPa/m, 1 foot - 304.8 mm.
a. Design lateral soil loads are given for moist conditions for the specified soils at their optimum densities. Actual field conditions shall govern. Submerged or satu-
rated soil pressures shall include the weight of the buoyant soil plus the hydrostatic loads.
b. Unsuitable as backfill material.
c. The definition and classification of soil materials shall be in accordance with ASTM D 2487.
Ponding refers to the retention of
water due solely to the deflection of relatively flat roofs. Roofs
with a slope less than one-fourth unit vertical in 12 units hori-
zontal (2-percent slope) shall be investigated by structural anal-
ysis to ensure that they possess adequate stiffness to preclude
progressive deflection (i.e., instability) as rain falls on them or
meltwater is created from snow on them. The larger of snow
load or rain load shall be used in this analysis. The primary
drainage system within an area subjected to ponding shall be
considered to be blocked in this analysis.
age. Roofs equipped with hardware
to control the rate of drainage shall be equipped with a second-
ary drainage system at a higher elevation that limits accumula-
tion of water on the roof above that elevation. Such roofs shall
be designed to sustain the load of rainwater that will accumu-
late on them to the elevation of the secondary drainage system
plus the uniform load caused by water that rises above the inlet
of the secondary drainage system at its design flow determined
from Section 1611.1. Such roofs shall also be checked for
ponding instability in accordance with Section 1611.2.
SECTION 1612
FLOOD LOADS
Within flood hazard areas as established in
Section 1612.3, all new construction of buildings, structures
and portions of buildings and structures, including substantial
improvements and restoration of substantial damage to build-
ings and structures, shall be designed and constructed to resist
the effects of flood hazards and flood loads.
1612,2 DefimitioES. The following words and terms shall, for
the purposes of this section, have the meanings shown herein.
BASE FLOODo The flood having a 1 -percent chance of being
equaled or exceeded in any given year.
BASE FLOOD ELEVATION. The elevation of the base
flood, including wave height, relative to the National Geodetic
Vertical Datum (NGVD), North American Vertical Datum
(NAVD) or other datum specified on the Flood Insurance Rate
Map (HRM).
BASEMENT, The portion of a building having its floor
subgrade (below ground level) on all sides.
DESIGN FLOOD. The flood associated with the greater of the
following two areas:
1. Area with a flood plain subject to a 1 -percent or greater
chance of flooding in any year; or
2. Area designated as a flood hazard area on a community's
flood hazard map, or otherwise legally designated.
DESIGN FLOOD ELEVATION. The elevation of the
"design flood," including wave height, relative to the datum
specified on the community's legally designated flood hazard
map. In areas designated as Zone AO, the design flood eleva-
tion shall be the elevation of the highest existing grade of the
STRUCTURAL DESIGN
building's perimeter plus the depth number (in feet) specified
on the flood hazard map. In areas designated as Zone AO where
a depth number is not specified on the map, the depth number
shall be taken as being equal to 2 feet (610 mm).
DRY FLOODPROOFING. A combination of design modifi-
cations that results in a building or structure, including the
attendant utility and sanitary facilities, being water tight with
walls substantially impermeable to the passage of water and
with structural components having the capacity to resist loads
as identified in ASCE 7.
EXISTING CONSTRUCTION. Any buildings and struc-
tures for which the "start of construction" commenced before
the effective date of the community 's first flood plain manage-
ment code, ordinance or standard. "Existing construction" is
also referred to as "existing structures."
EXISTING STRUCTURE. See "Existing construction."
FLOOD or FLOODING. A general and temporary condition
of partial or complete inundation of normally dry land from:
1. The overflow of inland or tidal waters.
2. The unusual and rapid accumulation or runoff of surface
waters from any source.
FLOOD DAMAGE-RESISTANT MATERIALS. Any con-
struction material capable of withstanding direct and pro-
longed contact with floodwaters without sustaining any
damage that requires more than cosmetic repair.
FLOOD HAZARD AREA. The greater of the following two
areas:
1. The area within a flood plain subject to a 1 -percent or
greater chance of flooding in any year.
2. The area designated as a flood hazard area on a commu-
nity's flood hazard map, or otherwise legally designated.
FLOOD HAZARD AREA SUBJECT TO HIGH VELOC-
ITY WAVE ACTION. Area within the flood hazard area that
is subject to high velocity wave action, and shown on a Flood
Insurance Rate Map (FIRM) or other flood hazard map as Zone
V, VO, VEorVl-30.
FLOOD INSURANCE RATE MAP (FIRM). An official
map of a community on which the Federal Emergency Man-
agement Agency (FEMA) has delineated both the special flood
hazard areas and the risk premium zones applicable to the com-
munity.
FLOOD INSURANCE STUDY. The official report provided
by the Federal Emergency Management Agency containing the
Flood Insurance Rate Map (FIRM), the Flood Boundary and
Floodway Map (FBFM), the water surface elevation of the base
flood and supporting technical data.
FLOODWAY. The channel of the river, creek or other water-
course and the adjacent land areas that must be reserved in
order to discharge the base flood without cumulatively increas-
ing the water surface elevation more than a designated height.
LOWEST FLOOR. The floor of the lowest enclosed area,
including basement, but excluding any unfinished or
flood-resistant enclosure, usable solely for vehicle parking,
building access or limited storage provided that such enclosure
is not built so as to render the structure in violation of this sec-
tion.
SPECIAL FLOOD HAZARD AREA. The land area subject
to flood hazards and shown on a Flood Insurance Rate Map or
other flood hazard map as Zone A, AE, A 1-30, A99, AR, AO,
AH, V, VO,VEorVl-30.
START OF CONSTRUCTION. The date of permit issuance
for new construction and substantial improvements to existing
structures, provided the actual start of construction, repair,
reconstruction, rehabilitation, addition, placement or other
improvement is within 180 days after the date of issuance. The
actual start of construction means the first placement of perma-
nent construction of a building (including a manufactured
home) on a site, such as the pouring of a slab or footings, instal-
lation of pilings or construction of columns.
Permanent construction does not include land preparation
(such as clearing, excavation, grading or filling), the installa-
tion of streets or walkways, excavation for a basement, foot-
ings, piers or foundations, the erection of temporary forms or
the installation of accessory buildings such as garages or sheds
not occupied as dwelling units or not part of the main building.
For a substantial improvement, the actual "start of construc-
tion" means the first alteration of any wall, ceiling, floor or
other structural part of a building, whether or not that alteration
affects the external dimensions of the building.
SUBSTANTIAL DAMAGE, Damage of any origin sustained
by a structure whereby the cost of restoring the structure to its
before-damaged condition would equal or exceed 50 percent of
the market value of the structure before the damage occurred.
SUBSTANTIAL IMPROVEMENT. Any repair, reconstruc-
tion, rehabihtation, addition or improvement of a building or
structure, the cost of which equals or exceeds 50 percent of the
market value of the structure before the improvement or repair
is started. If the structure has sustained substantial damage, any
repairs are considered substantial improvement regardless of
the actual repair work performed. The term does not, however,
include either:
1 . Any project for improvement of a building required to
correct existing health, sanitary or safety code violations
identified by the building official and that are the mini-
mum necessary to assure safe living conditions.
2. Any alteration of a historic structure provided that the al-
teration will not preclude the structure's continued desig-
nation as a historic structure.
1612,3 Establishment of flood hazard areas. To establish
flood hazard areas, the governing body shall adopt a flood haz-
ard map and supporting data. The flood hazard map shall
include, at a minimum, areas of special flood hazard as identi-
fied by the Federal Emergency Management Agency in an
engineering report entitled "The Flood Insurance Study for
[INSERT NAME OF JURISDICTION]," dated [INSERT DATE OF ISSU-
ANCE], as amended or revised with the accompanying Flood
Insurance Rate Map (FIRM) and Flood Boundary and Floodway
Map (FBFM) and related supporting data along with any revi-
sions thereto. The adopted flood hazard map and supporting data
are hereby adopted by reference and declared to be part of this
section.
300
2003 INTERNATIONAL BUILDING CODE®
1612.4 Desngm and coinisitrMCitloinio The design and construction
of buildings and structures located in flood hazard areas,
including flood hazard areas subject to high velocity wave
action, shall be in accordance with ASCE 24.
The following docu-
mentation shall be prepared and sealed by a registered design
professional and submitted to the building official:
1. For construction in flood hazard areas not subject to
high- velocity wave action:
1.1. The elevation of the lowest floor, including base-
ment, as required by the lowest floor elevation in-
spection in Section 109.3.3.
1 .2. For fully enclosed areas below the design flood
elevation where provisions to allow for the auto-
matic entry and exit of floodwaters do not meet
the minimum requirements in Section 2.6.1.1,
ASCE 24, construction documents shall include
a statement that the design will provide for equal-
ization of hydrostatic flood forces in accordance
with Section 2.6.1.2, ASCE 24.
1.3. For dry floodproofed nonresidential buildings,
construction documents shall include a statement
that the dry floodproofmg is designed in accor-
dance with ASCE 24.
2. For construction in flood hazard areas subject to high- ve-
locity wave action:
2.1. The elevation of the bottom of the lowest hori-
zontal structural member as required by the low-
est floor elevation inspection in Section 1 09 .3 . 3 .
2.2. Construction documents shall include a state-
ment that the building is designed in accordance
with ASCE 24, including that the pile or column
foundation and building or structure to be at-
tached thereto is designed to be anchored to resist
flotation, collapse and lateral movement due to
the effects of wind and flood loads acting simul-
taneously on all building components, and other
load requirements of Chapter 16.
2.3. For breakaway walls designed to resist a nominal
load of less than 10 psf (0.48 kN/m^) or more than
20 psf (0.96 kN/m^), construction documents
shall include a statement that the breakaway wall
is designed in accordance with ASCE 24.
SEOTIOM 1613
EARTHQUAKE LOADS DEFINmOWS
1613.1 DeflmltiomSoThe following words and terms shall, for
the purposes of this section, have the meanings shown herein.
ACTIVE FAULT/ACTIVE FAULT TRACE. A fault for
which there is an average historic slip rate of 1 mm per year or
more and geologic evidence of seismic activity within Holo-
cene (past 11,000 years) times. Active fault traces are desig-
nated by the appropriate regulatory agency and/or registered
design professional subject to identification by a geologic
report.
ATTACHMENTS, SEISMIC. Means by which components
and their supports are secured or connected to the seis-
mic-force-resisting system of the structure. Such attachments
include anchor bolts, welded connections and mechanical fas-
teners.
BASE. The level at which the horizontal seismic ground
motions are considered to be imparted to the structure.
BOUNDARY ELEMENTS. Chords and collectors at dia-
phragm and shear wall edges, interior openings, discontinuities
and reentrant comers.
ITTLE. Systems, members, materials and connections that
do not exhibit significant energy dissipation capacity in the
inelastic range.
COLLECTOR. A diaphragm or shear wall element parallel to
the applied load that collects and transfers shear forces to the
vertical-force-resisting elements or distributes forces within a
diaphragm or shear wall.
JT. A part or element of an architectural, electri-
cal, mechanical or structural system.
L A mechanical or electrical com-
ponent or element that is part of a mechanical and/or electri-
cal system within or without a building system.
J. Component, including its attach-
ments, having a fundamental period greater than 0.06 sec-
ond.
IgM. Component, including its attachments,
having a fundamental period less than or equal to 0.06 sec-
ond.
DESIGN EARTHQUAKE. The earthquake effects that build-
ings and structures are specifically proportioned to resist in
Sections 1613 through 1622.
DESIGNATED SEISMIC SYSTEM. Those architectural,
electrical and mechanical systems and their components that
require design in accordance with Section 1621 that have a
component importance factor, 7^, greater than one.
The design earthquake lateral dis-
placement, excluding additional displacement due to actual
and accidental torsion, required for design of the isolation
system.
Total deslgm dnsplacememt. The design earthquake lateral
displacement, including additional displacement due to ac-
tual and accidental torsion, required for design of the isola-
tion system.
to The maximum considered
earthquake lateral displacement, including additional dis-
placement due to actual and accidental torsion, required for
verification of the stabiHty of the isolation system or ele-
ments thereof, design of building separations and vertical
load testing of isolator unit prototype.
DISPLACEMENT RESTRAINT SYSTEM. A collection of
structural elements that limits lateral displacement of seismi-
cally isolated structures due to the maximum considered earth-
quake.
2003 BNTERBSSATJOP^AL BUILDING CODE®
STRUCTURAL DESIGN
EFFECTIVE DAMPING. The value of equivalent viscous
damping corresponding to energy dissipated during cyclic
response of the isolation system.
EFFECTIVE STIFFNESS. The value of the lateral force in
the isolation system, or an element thereof, divided by the cor-
responding lateral displacement.
HAZARDOUS CONTENTS. A material that is highly toxic
or potentially explosive and in sufficient quantity to pose a sig-
nificant hfe-safety threat to the general public if an uncon-
trolled release were to occur.
INVERTED PENDULUM-TYPE STRUCTURES. Struc-
tures that have a large portion of their mass concentrated near
the top, and thus have essentially one degree of freedom in hori-
zontal translation. The structures are usually T-shaped with a
single column supporting the beams or framing at the top.
ISOLATION INTERFACE. The boundary between the
upper portion of the structure, which is isolated, and the lower
portion of the structure, which moves rigidly with the ground.
ISOLATION SYSTEM. The collection of structural elements
that includes individual isolator units, structural elements that
transfer force between elements of the isolation system and
connections to other structural elements.
ISOLATOR UNIT. A horizontally flexible and vertically stiff
structural element of the isolation system that permits large lat-
eral deformations under design seismic load. An isolator unit is
permitted to be used either as part of or in addition to the
weight-supporting system of the building.
LOAD.
Gravity load (W). The total dead load and applicable por-
tions of other loads as defined in Sections 1613 through
1622.
MAXIMUM CONSIDERED EARTHQUAKE. The most
severe earthquake effects considered by this code.
NONBUILDING STRUCTURE. A structure, other than a
building, constructed of a type included in Section 1622.
OCCUPANCY IMPORTANCE FACTOR. A factor
assigned to each structure according to its seismic use group as
prescribed in Table 1604.5.
SEISMIC DESIGN CATEGORY. A classification assigned
to a structure based on its seismic use group and the severity of
the design earthquake ground motion at the site.
SEISMIC-FORCE-RESISTING SYSTEM. The part of the
structural system that has been considered in the design to pro-
vide the required resistance to the seismic forces prescribed
herein.
SEISMIC FORCES. The assumed forces prescribed herein,
related to the response of the structure to earthquake motions,
to be used in the design of the structure and its components.
SEISMIC USE GROUP. A classification assigned to a build-
ing based on its use as defined in Section 1616.2.
SHEAR WALL. A wall designed to resist lateral forces paral-
lel to the plane of the wall.
SHEAR WALL-FRAME INTER^iCTIVE SYSTEM. A
structural system that uses combinations of shear walls and
frames designed to resist lateral forces in proportion to their
rigidities, considering interaction between shear walls and
frames on all levels.
SITE CLASS. A classification assigned to a site based on the
types of soils present and their engineering properties as
defined in Section 1615.1.5.
SITE COEFFICIENTS. The values of, F„ and, F^ indicated
in Tables 1615.1.2(1) and 1615.1.2(2), respectively.
STORY DRIFT RATIO. The story drift divided by the story
height.
TORSIONAL FORCE DISTRIBUTION. The distribution
of horizontal seismic forces through a rigid diaphragm when
the center of mass of the structure at the level under consider-
ation does not coincide with the center of rigidity (sometimes
referred to as a "diaphragm rotation").
TOUGHNESS. The ability of a material to absorb energy
without losing significant strength.
WIND-RESTRAINT SEISMIC SYSTEM. The collecfion
of structural elements that provides restraint of the seismic-iso-
lated structure for wind loads. The wind-restraint system may
be either an integral part of isolator units or a separate device.
SECTION 1614
EARTHQUAKE LOADS— GENERAL
1614.1 Scope. Every structure, and portion thereof, shall as a
minimum, be designed and constructed to resist the effects of
earthquake motions and assigned a seismic design category as
set forth in Section 1616.3. Structures determined to be in Seis-
mic Design Category A need only comply with Section 1616.4.
Exceptions:
1 . Structures designed in accordance with the provisions
of Secdons 9. 1 through 9.6, 9. 1 3 and 9. 14 of ASCE 7
shall be permitted.
2. Detached one- and two-family dwellings as applica-
ble in Section 101.2 in Seismic Design Categories A,
B and C, or located where the mapped short-period
spectral response acceleration, Sg, is less than 0.4 g,
are exempt from the requirements of Sections 1613
through 1622.
3. The seismic-force-resisting system of wood frame
buildings that conform to the provisions of Secfion
2308 are not required to be analyzed as specified in
Section 1616.1.
4. Agricultural storage structures intended only for inci-
dental human occupancy are exempt from the require-
ments of Sections 1613 through 1623.
5. Structures located where mapped short-period spec-
tral response acceleration, Ss, determined in accor-
dance with Section 1615.1, is less than or equal to
0.1 5g and where the mapped spectral response accel-
eration at 1-second period, S], determined in accor-
dance with Section 1615.1, is less than or equal to
0.04g shall be categorized as Seismic Design Cate-
gory A. Seismic Design Category A structures need
only comply with Section 1616.4.
302
2003 INTERNATIONAL BUILDING CODE®
#
6. Structures located where the short-period design
spectral response acceleration, S^s, determined in ac-
cordance with Section 1615.1, is less than or equal to
0.1 67g and the design spectral response acceleration
at 1 -second period, Spi, determined in accordance
with Section 1615.1, is less than or equal to 0.067g,
shall be categorized as Seismic Design Category A
and need only comply with Section 1616.4.
[EB] 1614ol.l Additions to existing IbiilMimigs., An addi-
tion that is structurally independent from an existing struc-
ture shall be designed and constructed as required for a new
structure in accordance with the seismic requirements for
new structures. An addition that is not structurally inde-
pendent from an existing structure shall be designed and
constructed such that the entire structure conforms to the
seismic-force resistance requirements for new structures
unless the following conditions are satisfied:
1 . The addition conforms with the requirements for new
structures,
2. The addition does not increase the seismic forces in
any structural element of the existing structure by
more than 5 percent, unless the element has the capac-
ity to resist the increased forces determined in accor-
dance with Sections 1613 through 1622, and
3. Additions do not decrease the seismic resistance of
any structural element of the existing structure by
more than 5 percent cumulative since the original con-
struction, unless the element has the capacity to resist
the forces determined in accordance with Sections
1613 through 1622.
[EB] 1614.2 Chamge ®ff occmpamcy. When a change of occu-
pancy results in a structure being reclassified to a higher seis-
mic use group, the structure shall conform to the seismic
requirements for a new structure.
1 . Specific detailing provisions required for a new struc-
ture are not required to be met where it can be shown
an equivalent level of performance and seismic safety
contemplated for a new structure is obtained. Such
analysis shall consider the regularity, overstrength, re-
dundancy and ductility of the structure within the con-
text of the specific detailing provided.
2. When a change of use results in a structure being re-
classified from Seismic Use Group I to Seismic Use
Group II and the structure is located in a seismic map
area where Sps < 0.33, compliance with this section is
not required.
16143 Alteratioiis. Alterations are permitted to be made
to any structure without requiring the structure to comply with
Sections 1613 through 1623 provided the alterations conform
to the requirements for a new structure. Alterations that
increase the seismic force in any existing structural element by
more than 5 percent or decrease the design strength of any
existing structural element to resist seismic forces by more than
5 percent shall not be permitted unless the entire seis-
mic-force-resisting system is determined to conform to Sec-
tions 1613 through 1623 for a new structure.
mt Alterations to existing structural elements or
additions of new structural elements that are not required by
Sections 1613 through 1 623 and are initiated for the purpose
of increasing the strength or stiffness of the seis-
mic-force-resisting system of an existing structure need not
be designed for forces conforming to Sections 1613 through
1623 provided that an engineering analysis is submitted in-
dicating the following:
1 . The design strength of existing structural elements re-
quired to resist seismic forces is not reduced.
2. The seismic force to required existing structural ele-
ments is not increased beyond their design strength.
3. New structural elements are detailed and connected to
the existing structural elements as required by this
chapter.
4. New or relocated nonstructural elements are detailed
and connected to existing or new structural elements
as required by this chapter.
5. The alterations do not create a structural irregularity
as defined in Section 1616.5 or make an existing
structural irregularity more severe.
6. The alterations do not result in the creation of an un-
safe condition.
1614o4 Quality asseranceo A quality assurance plan shall be
provided where required by Chapter 17.
1614 J Seismic amdl wind., When the code-prescribed wind
design produces greater effects, the wind design shall govern,
but detailing requirements and limitations prescribed in this
and referenced sections shall be followed.
SECTION 1S15
EARTHQUAKE LOADS— SITE GROUND
1615ol Gemeral procedure for determlmimg maximum com-
sidered earthquake and design spectral respoese accelera-
tioeSo Ground motion accelerations, represented by response
spectra and coefficients derived from these spectra, shall be
determined in accordance with the general procedure of Sec-
tion 1615.1, or the site-specific procedure of Section 1615.2.
The site-specific procedure of Section 1615.2 shall be used for
structures on sites classified as Site Class F, in accordance with
Section 1615.1.1.
The mapped maximum considered earthquake spectral
response acceleration at short periods (Ss) and at 1 -second
period (S/) shall be determined from Figures 1615(1) through
(10). Where a site is between contours, straight-line interpola-
tion or the value of the higher contour shall be used.
The site class shall be determined in accordance with Sec-
fion 1615.1.1. The maximum considered earthquake spectral
response accelerations at short period and 1 -second period
adjusted for site class effects, S^^s and S^,, shall be determined
in accordance with Section 1615.1.2. The design spectral
response accelerations at short period, Sps, and at 1 -second
period, Spj, shall be determined in accordance with Section
1615.1.3. The general response spectrum shall be determined
in accordance with Section 1615.1.4.
<s]
2003 SNTERiMATSONIAL BUILDDIMG CODE®
STRUCTURAL DESiGN
llie acceleration values contoured arc the random
hoiizontal component For design pmpases, the
icfeience site condition for the map is to be taken as
NEHRP site class B.
Re^onal naps should be used when additional detail
isiequiied.
Building Seismic Safety Council, 1 998, NEHRP
Recommended Provisions for Seismic Regulations
for New Buildings and other Stnictmes, FEMA 302
Frankel, A, Mueller, C, Barahaid, T, ftridns, D.,
Leyendecker, E V., Dickman, N, Hanson, S., and
Hopper, M, 1 996, National Seismic-Hazaid Maps:
Docunsntation June 1 996: U.S. GeologicaJ Survey
Open-Rle Report 96-532, 1 1 pi
Frankel, A, Mueller, C, Bamhaid, T., Perkins, D.,
Leyendecker, EV., [>ickTnan, H, Hanson, S., anj
Hopper, M, 1 997, Seismic - Hazaid Maps for the
Contemtinis United States, Map F - Horizontal
Spectral Response Acceleration forOL2 Second
I^riod with 2% Probability of Exceedance in 50
Yeais U.S. Geological Survey Open-File Report
97-1 31 -F. scale l:7,000,00a
ftteisea M., Biyant, W., Cramer, C, Cao, T,
Reichle, M., Frankel, A, Lienkaemper, J.,
McCroiy, P., and Schwartz, D., 1 996, Ptobabilistic
Seismic Hazard Assessment for the State of
California California DivisionofMinesand
Geology Open-file Report 96-08, 66 p, and U.S.
Geological Survey Open-File Report 96-706, 66 pi
Map prepared by US. Geological Survey.
Note:
■ Region 1 is shown enlarged in Figure
■ Region 2 is shown enlarged in Figure
1615(3).
1615(5).
FIGURE 1615(1)
MAXSf\/:UM CONSIDERED EARTHQUAKE GROUND MOTBON FOR THE CONTEREVIINOUS UNITED STATES
OF 0.2 SEC SPECTRAL RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING), SITE CLASS B
304
2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
MAXSSVaUEM CONSIDERED I
DF 0.2 SEC SPECTRAL REI
yOTION FOR THE CONTERMINOUS UNITED STATES
^ (5 PERCENT OF CRITICAL DAMPING), S5TE CLASS B
2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
BuUding Seismic Safety Council. 1 998. NEHRP
Recontmended Provisions for Seismic Regulations
for New Binldin^ and other Sbuctmes. FEMA 302.
Frankel. A., MueQei; C, Bamhaid, T, F^ridns, Di,
Leyendeckei; EV.. Dickman. N., Hanson. S. and
Hof^Ki; M, 1 996, National Seismic-Hazaid Maps:
Docinmnlation June 1996; US. Geological Survey
Open-Hie Report 96-532, 1 1 pi
Frankel, A.. Muellei; C, Bamhaid, T., Bnkins, D.,
Leyendecker, EV., l^ckman, H, Hanson, S., and
Itopper, M, 1 997, Seismic - Hazaid Maps for the
Contennims United States, Map L - (foiizontal
Spectral Response Acceleration for 1 .0 Secoml
I^riod with 2% Hubability of Exceedance in 50
Yeais U.S. Geological Survey Opeo-Ble Report
97-1 31 -L, scale l:7,OOaoaa
Ifeteisen, M., Biyant. W., Cramei; C, Cao^ T,
Rekhle, M, Frankel, A., Lienkaempei; S.,
McCipry, P., and Schwartz, D., 1 996^ PlobabiUstic
Seismic Ha2aud Assessment for the State of
California: Califiiniia Division of Mines aiKl
Geology Opert-File Report 9&08, 66 p, and U.S.
Geological Survey Open-Rlc Report 96-706; 66 p
Mappepared by US Geological Survey.
■ Region 1 is shown enlarged in Figure 1615(4).
Region 2 is shown enlarged in Figure 1615(6).
FIGURE 1615(2)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES
OF 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING), SITE CLASS B
306
2003 INTERNATIONAL BUILDING CODE®
STOUCTORAL DESIGN
FBGURE 1S1l5(2H5or>4muedl
'OR TOE COMTERMIISIOUS UNITED STATE
OF 1.0 SEC SPECTRAL RESPONSE ACCELERATSON (5 PERCENT OF CRDTBCAL DAMPDNG), SITE CLAS
2003 INTERNATIONAL BUDLDSNG CODE®
DO
FIGURE 1615(3)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF 0.2 SEC SPECTRAL
RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING), SITE CLASS B
Explanadon
Contour inteirals, % g
Areas with a constant spectral
response acceleration oif 150% g
Point value of spectral response
acceleration expressed as a percent
of gravity
Contours of spectral response
acceleration exinessed as a percent
of gravity, ifachures point in
direction of decreasing values.
Locations of faults (see DISCUSSION).
The number on the fault is the
median spectral response acceleration
times 1 . 5, expressed as a percent of
gravity.
DISCUSSION
The acceleration values contoured are the random horizontal
component For design purposes, flierefererKe site condition for
the map is to be taken as NEHRF site class B.
A line shown as a h\At location is the projection to the earth' s
siirface of the edge of the fault rupture area located closest to
the earth's suifece. Only the portion of the foult used in
determining design values is shown The number on the fault is the
deterministic medjanspectral response acceleration times 1.5 The
values on the fa.uh. portion shown may be used for interpolation
purposes.
Selected contours near faults have been deleted fiDT clarity. In
these instances, interpolation may be done using fault values and the
nearest adjacent contour.
200 KILOMETERS
FIGURE 1615(3)-continued
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF 0.2 SEC SPECTRAL
RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING), SITE CLASS B
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g
z
o
o
o
o
m
FIGURE 1615(4)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF 1.0 SEC SPECTRAL
RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING), SITE CLASS B
rA" v'Vi\ \
ExplanatioD
ContcHir intervals, % g
Note: contoms aiB irregulaily spaced
Areas with a constant spectral
response acceleration (rf 60% g
R)int value of spectral response
acceleration expressed as a percent
of gravity
Contours of spectral response
acceleration expressed as a percent
of gravity. Hachures point in
Locations of feults (see DISCUSSION):
The number on the fault is the
median spectral response acceleration
times 1 .5, expressed as a percent of
gravity.
DISCUSSION
The acceleration values contoured aie the random hoiizmital
component For design pmposes, the reference site condition fic-
tile map is to be taken as NEHRP site class B.
A line shown as a fault location is the projection to the earth's
surface of the edge of the &ult n^iture area located closest to
the earth's surface. Only the portion ofthe&ultified in
determining design values is shown Tbc number on the fault is the
deterministic medan spectral response acceleration times 1 .5. The
values on the fault portion shown may be used for interpolation
puiposes.
Selected contours near &ult5 have been deleted for clarity, hi
these instances, interpolation may be done icing &ult values and the
nearest adjacent contour.
200 KILOMETtRS
FIGURE 1615(4>-continued
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF 1.0 SEC SPECTRAL
RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING), SITE CLASS B
Explanation
Contour intervals, % g
175
100
90
80
70
60
50
40
35
25
15
10
5
Note contoins are inegulariy spaced
+
6.2
Point value of spectral response
acceleration expressed as a percent
of gravity
10
Contouis of spectral response
acceleration expressed as a percent
of gravity. Hachures point in
direction of decreasing values.
DISCUSSION
The acceleration values contoured are the random horizontal
component Bordesignpmposes, the reference site condition for
the map is to be taken as NEHRP site class B.
(O
H
3D
C
o
C
3)
>
r-
o
m
w
a
FIGURE 1615(5)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 2 OF 0.2 SEC SPECTRAL
RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING), SITE CLASS B
■HI
Scale l:3,50aOOO
-I I — ^^=r
Index map showing location of study area
m
100 KILOMETERS
COWSBDERED E,
ESPONSE ACCELE
E
(5 PERC
FOR REQBOi^ 2 OF 0.2
CR1T8CAL DAMPBWG), SBTE
o
o
o
D
m
Ejqilanation
Contour intervals, % g
Note: contoms are inegulaily spaced
Point value of spectral lesponse
acceleration expressed as a percent
of gravity
Contouis of spectral response
acceleration expressed as a percent
of gravity. Hachures point in
direction of decreasing values.
DISCUSSION
(/)
H
3
C
o
H
C
3D
>
I-
a
m
w
Q
The acceleration values contoured are the random horizontal
component For design puiposes, the reference site condition for
the map is to be taken as NEHRP site class B.
FIGURE 1615(6)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 2 OF 1.0 SEC SPECTRAL
RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING), SITE CLASS B
m
Index map showing location of study aiea
113°
Scale l:3,5OaO0O
I I I I
100 KILOMETERS
FIGURE 1615(6)-cont!nued
MAXIMUiVl CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 2 OF 1.0 SEC SPEC
RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAPPING), SITE CLASS B
e
m
0)
H
O
>
g
g
o
o
o
o
m
(0
H
30
C
o
H
C
3S
r-
P
m
o
Scale 1:17,000,000
750 KILOMETtRS
FIGURE 1615(7)
MAXSfVlUM CONSIDERED EARTHQUAKE GROUND MOTION FOR ALASKA OF 0.2 SEC SPECTRAL
RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING), SITE CLASS B
Scale 1:17,000,000
750 KILOMETERS
FIGURE 1615(7>-continued
!ViAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR ALASKA OF 1.0 SEC SPECTRAL
RESPONSE ACCELERAT80M (5 PERCENT OF CRITICAL DAMPING), SITE CLASS B
r"
D
m
>
00
c
r-
g
z
o
o
o
o
rn
Scale 1:3,5(X;0C»
150 KILOMETERS
FIGURE 1615(8)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR HAWAII OF 0.2 SEC SPECTRAL
RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING), SITE CLASS B
150 KILOMETERS
FSGURE 1615(8)-continued
mm COWSIDERED EARTHQUAKE GROUND MOTIOM FOR HAWAII OF 1.0 SEC SPE
RESPONSE ACCELERATDOWl (5 PERCENT OF CRITBCAL DAMPING), SITE CLASS B
STRUCTURAL DESIGN
a2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING)
1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING)
M M M
25 50
100 KILOMETERS
FIGURE 1615(9)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR PUERTO RICO,
CULEBRA, VIEQUES, ST. THOMAS, ST. JOHN, AND ST. CROIX OF 0.2 AND 1.0 SEC SPECTRAL
RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING), SITE CLASS B
320
2003 INTERNATIONAL BUILDING CODE®
OESS'
150% g
fj
v r
J y
GUAM
(UNITED STATES)
REFERENCES
Building Seismic Safety Council, 1 998, NEHRP
Recommended Provisions for Seismic Regulations
for New Bmldin^ and other Shuctmes, FEMA 301
Map prepared by U.S. Geological Suivey.
100% g
<:
f TUrUILA
y (UNITED STATES)
a2 §EC SPECTKAL KESPONSE ACCELERATION (5% OF CRDTICAL DAMPING)
60% g
Pj
V r
]
GUAM
(UNITED STATES)
REFERENCES
Building Seismic Safety Council, 1 998, NEHRP
Reconimended (^visions for Seismic Regulations
for New Buildings and other Stiuctuies, FEMA 301
Map prepaied by U.S. GeologicaJ Survey.
144P45' 145°00'E 171°00' 170P45'
W SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPONG)
Scale 1:1,000^000
-I I ^r
25 KILOMETERS
FIGURE 1615(10)
raUAKE GROUND liOTJON FOR GUAI
0.2 AND 1.0 SEC SPECTRAL RESPOMSE ACCELE'
(5 PERCENT OF CRDTBCAL DAMPIMG), SBTE CLAS
2003 INTERINIATIIONAL BUBLDIMG CODE®
321
STRUCTURAL DESIGN
1615.1.1 Site class definitions. The site shall be classified
as one of the site classes defined in Table 1615.1.1. Where
the soil shear wave velocity, v^ , is not known, site class shall
be determined, as permitted jn Table 1615.1.1, from stan-
dard penetration resistance, A^, or from soil undrained shear
strength, 5„, calculated in accordance with Section
1615.1.5. Where site-specific data are not available to a
depth of 100 feet (30 480 mm), appropriate soil properties
are permitted to be estimated by the registered design pro-
fessional preparing the soils report based on known geo-
logic conditions.
When the soil properties are not known in sufficient detail
to determine the site class. Site Class D shall be used unless
the building official determines that Site Class E or F soil is
likely to be present at the site.
1615.1.2 Site coefficients and adjusted maximum con-
sidered earthquake spectral response acceleratiom pa-
rameters. The maximum considered earthquake spectral
response acceleration for short periods, S^s, and at 1 -second
period, S^j, adjusted for site class effects, shall be deter-
mined by Equations 16-38 and 16-39, respectively:
(Equation 16-38)
'^MS — ^a'^s
where:
F„ = Sitecoefficient defined in Table 1615.1.2(1).
F^ = Sitecoefficient defined in Table 1615.1.2(2).
Ss = The mapped spectral accelerations for short periods
as determined in Section 1615.1.
Sj = The mapped spectral accelerations for a 1 -second
period as determined in Secrion 1615.1.
1615.1.3 Design spectral response acceleration parame-
ters. Five-percent damped design spectral response acceler-
ation at short periods, S^s, and at 1 -second period, S^i, shall
be determined from Equations 16-40 and 16-41, respec-
fively:
c — _ c
^D] ~ ^ ^Ml
(Equation 16-40)
(Equation 16-41)
where:
S^s = The maximum considered earthquake spectral re-
sponse accelerations for short period as determined
in Section 1615.1.2.
Smi = The maximum considered earthquake spectral re-
sponse accelerations for 1 -second period as deter-
mined in Section 1615.1.2.
1615.1.4 General procedure response spectrum. The
general design response spectrum curve shall be developed
as indicated in Figure 1615.1.4 and as follows:
1 . For periods less than or equal to Tq, the design spectral
response acceleration, S^, shall be determined by
Equation 16-42.
2. For periods greater than or equal to Tq and less than or
equal to Ts, the design spectral response acceleration,
Sa, shall be taken equal to-^^^.
TABLE 1615.1.1
SITE CLASS DEFINSTSONS
SITE
CLASS
SOIL PROFILE
NAME
AVERAGE PROPERTIES IN TOP 100 feet, AS PER SECTION 1615.1.5
Soil shear wave
velocity, Vs. (Ws)
Standard penetration
resistance, N
Soil undrained
shear strength, s„ , (psf)
A
Hard rock
V,. > 5,000
N/A ■
N/A
B
Rock
2,500 < V, < 5,000
N/A
N/A
C
Very dense soil and soft rock
1,200 < V, < 2,500
N >50
?„ > 2,000
D
Stiff soil profile
600 < V, < 1,200
15 < yv < 50
1,000 < 5„ < 2,000
E
Soft soil profile
V, < 600
yv < 15
5„ < 1,000
E
—
Any profile with more than 10 feet of soil having the following characteristics:
1. Plasticity index PI > 20,
2. Moisture content w > 40%, and
3. Undrained shear strength J„ < 500 psf
F
—
Any profile containing soils having one or more of the following characteristics:
1 . Soils vulnerable to potential failure or collapse under seismic loading such as liquefiable
soils, quick and highly sensitive clays, collapsible weakly cemented soils.
2. Peats and/or highly organic clays (// > 10 feet of peat and/or highly organic clay where
H = thickness of soil)
3. Very high plasticity clays (H >25 feet with plasticity index PI >75)
4. Very thick soft/medium stiff clays (// > 120 feet)
For SI: I foot = 304.8 mm, 1 square foot = 0.0929 m-^, 1 pound per square foot = 0.0479 kPa. N/A = Not applicable
322
2003 BNTERNATSONAL BUILDENG CODE®
STRUCTURAL DESIGW
TABLE 1615.1.2(1)
VALUES OF SITE COEFFBCIEMT F^ AS A FU^SCTBON OF S8TE CLASS
AMD MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS (SsY
S8TE
CLASS
MAPPED SPECTRAL RESPONSE ACCELERATiON AT SHORT PERIODS
Ss<0.25
Ss = 0.50
Ss = 0.75
S,= 1.00
Ss>1.25
A
0.8
0.8
0.8
0.8
0.8
B
1.0
1.0
1.0
1.0
1.0
C
1.2
1.2
1.1
1.0
1.0
D
1.6
1.4
1.2
1.1
1.0
E
2.5
1.7
1.2
0.9
0.9
F
Noteb
Noteb
Noteb
Noteb
Noteb
a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at short period, S^.
b. Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values, except that for structures with pe- u
riods of vibration equal to or less than 0.5 second, values of F^ for liquefiable soils are permitted to be taken equal to the values for the site class determined without ^
regard to liquefaction in Section 1615.1.5.1.
VALUES OF SITE
»ED SPECTRAB
TABLE 1615.1.2(2)
^EFFICIENT FyAS A FUNCTION OF S8TE CLASS
RESPONSE ACCELERATION AT 1 -SECOND PERIOD (S,)
SDTE
CLASS
MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS
Si < 0.1
Si = 0.2
Si = 0.3
Si = 0.4
Si > 0.5
A
0.8
0.8
0.8
0.8
0.8
B
1.0
1.0
1.0
1.0
1.0
C
1.7
1.6
1.5
1.4
1.3
D
2.4
2.0
1.8
1.6
1.5
E
3.5
3.2
2.8
2.4
2.4
F
Noteb
Noteb
Noteb
Noteb
Noteb
a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at 1 -second period, Sj.
b. Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values, except that for structures with pe
riods of vibration equal to or less than 0.5 second, values of F^, for liquefiable soils are permitted to be taken equal to the values for the site class determined without ||
regard to liquefaction in Section 1615.1.5.1.
CO
c
CO
C
o
a
(0
I
o
CD
A
CO
Sa =Sni/T
Ts 1.0
Period T
FIGURE 1615.1.4
DESIGN RESPONSE SPECTROff
3. For periods greater than Ts, the design spectral re-
sponse acceleration, S^, shall be determined by Equa-
tion 16-43.
(Equation 16-42)
(Equation 16-
S^ = 0.6-^7-1-0.45,
S = '
T
where:
Sps = The design spectral response acceleration at short
periods as determined in Section 1615.1.3.
Sd, = The design spectral response acceleration at 1 -sec-
ond period as determined in Section 1615.1.3.
T = Fundamental period (in seconds) of the structure
(see Section 9.5.5.3 of ASCE 7).
2003 BNTERNATBONAL BUILDSNG CODE®
323
STRUCTURAL DESIGN
1615.1.5 Site classification for seismic design. Site classi-
fication for Site Class C, D or E shall be determined from
Table 1615.1.5.
The notations presented below apply to the upper 100 feet
(30 480 mm) of the site profile. Profiles containing dis-
tinctly different soil layers shall be subdivided into those
layers designated by a number that ranges from 1 to n at the
bottom where there is a total of n distinct layers in the upper
100 feet (30 480 mm). The symbol, /, then refers to any one
of the layers between 1 and n.
where:
v^, = The shear wave velocity in feet per second (m/s).
dj = The thickness of any layer between and 100 feet
(30 480 mm).
s.. =■
(Equation 16-47)
1".
V. =■
(Equation 16-44)
1=1
n
^d. =100 feet (30 480 mm)
A^, is the Standard Penetration Resistance (ASTM D 1586)
not to exceed 100 blows/foot (mm) as directly measured in the
field without corrections.
_ I"'
N=^ —
n
N.,=-
(Equation 16-45)
(Equation 16-46)
where:
m
1=1
Use only d^ and TV, for cohesionless soils.
d, = The total thickness of cohesionless soil layers in the
top 100 feet (30 480 mm).
5„, = The undrained shear strength in psf (kPa), not to ex-
ceed 5,000 psf (240 kPa), ASTM D 2166 or D 2850.
It:
/=i
where:
1=1
d, = The total thickness (100 - d,) (For SI: 30 480 - d,) of
cohesive soil layers in the top 100 feet (30 480 mm).
PI = The plasticity index, ASTM D 43 1 8.
w = The moisture content in percent, ASTM D 2216.
The shear wave velocity for rock, Site Class B, shall be ei-
ther measured on site or estimated by a geotechnical engi-
neer or engineering geologist/seismologist for competent
rock with moderate fracturing and weathering. Softer and
more highly fractured and weathered rock shall either be
measured on site for shear wave velocity or classified as Site
Class C.
The hard rock, Site Class A, category shall be supported
by shear wave velocity measurements either on site or on
profiles of the same rock type in the same formation with an
equal or greater degree of weathering and fracturing. Where
hard rock conditions are known to be continuous to a depth
of 100 feet (30 480 mm), surficial shear wave velocity mea-
surements are permitted to be extrapolated to assess v^ .
The rock categories. Site Classes A and B, shall not be
used if there is more than 10 feet (3048 mm) of soil between
the rock surface and the bottom of the spread footing or mat
foundation.
1615.1.5.1 Steps for classifying a site.
1 . Check for the four categories of Site Class F re-
quiring site-specific evaluation. If the site corre-
sponds to any of these categories, classify the site
as Site Class F and conduct a site-specific evalua-
tion.
2. Check for the existence of a total thickness of soft
clay > 10 feet (3048 mm) where a soft clay layer is
defined by: 5„ < 500 psf (25 kPa), w > 40 percent,
and PI > 20. If these criteria are satisfied, classify
the site as Site Class E.
3. Categorize the siteusing one of the following three
methods with v^ , A^, and s^ computed in all cases as
specified.
3.1. V Jor the top 100 feet (30 480 mm)
(v method).
TABLE 1615.1.5
SITE CLASSIFICATION^
SITE CLASS
Va
NorN,,
Su
E
< 600 ft/s
< 15
< 1,000 psf
D
600 to 1,200 ft/s
15 to 50
1,000 to 2,000 psf
C
1,200 to 2,500 ft/s
>50
> 2,000
For SI: 1 foot per second = 304.8 mm per second, 1 pound per square foot = 0.0479 kN/m^.
a. If the s^ method is used and the A^^^ and 5„ criteria differ, select the category with the softer soils (for example, use Site Class E instead of D).
324
2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESBGN
3.2. N for the top 100 feet (30 480 mm) (N
method).
3.3. N^^ for cohesionless soil layers (PI < 20)
in the top 100 feet (30 480 mm) and aver-
age, 5„ , for cohesive soil layers (PI > 20) in
the top 100 feet (30 480 mm) (5„ method).
1615,2 SIte-speclfIc procedure for determimnmg groemd
motion acceieratlonSo A site-specific study shall account for
the regional seismicity and geology; the expected recurrence
rates and maximum magnitudes of events on known faults and
source zones; the location of the site with respect to these; near
source effects if any and the characteristics of subsurface site
conditions.
1615.2.1 Probabnlislic maximum comsi
quake. Where site-specific procedures are used as required
or permitted by Section 1615, the maximum considered
earthquake ground motion shall be taken as that motion rep-
resented by an acceleration response spectrum having a
2-percent probabihty of exceedance within a 50-year pe-
riod. The maximum considered earthquake spectral re-
sponse acceleration at any period, S^^, shall be taken from
the 2-percent probability of exceedance within a 50-year pe-
riod spectrum.
Exception; Where the spectral response ordinates at 0.2
second or 1 second for a 5-percent damped spectrum hav-
ing a 2-percent probability of exceedance within a
50-year period exceed the corresponding ordinates of the
deterministic limit of Section 1615.2.2, the maximum
considered earthquake ground motion spectrum shall be
taken as the lesser of the probabiUstic maximum consid-
ered earthquake ground modon or the deterministic max-
imum considered earthquake ground motion spectrum of
Section 1615.2.3, but shall not be taken as less than the
deterministic limit ground motion of Section 1615.2.2.
osi maxsmum
earthquake groumd motion. The deterministic limit for the
maximum considered earthquake ground motion shall be
the response spectrum determined in accordance with Fig-
ure 1615.2.2, where site coefficients, F^ and F^, are deter-
mined in accordance with Section 1615.1.2, with the value
of the mapped short-period spectral response acceleration,
Ss, taken as 1 .5g and the value of the mapped spectral re-
sponse acceleration at 1 second, 5,, taken as 0.6g.
The deterministic maximum con-
sidered earthquake ground motion response spectrum shall
be calculated as 150 percent of the median spectral response
accelerations, S^/^^, at all periods resulting from a character-
istic earthquake on any known active fault within the region.
ic design ground motion. Where
site-specific procedures are used to determine the maximum
considered earthquake ground motion response spectrum,
the design spectral response acceleration, S^, at any period
shall be determined from Equation 16-48:
^ 2 „
and shall be greater than or equal to 80 percent of the design
spectral response acceleration, S^, determined by the gen-
eral response spectrum in Section 1615.1.4.
1615,2.5 Design spectral response coefficients. Where the
site-specific procedure is used to determine the design
ground motion in accordance with Section 1615.2.4, the pa-
rameter Sps shall be taken as the spectral acceleration, 5^,
obtained from the site-specific spectra at a period of 0.2 sec-
ond, except that it shall not be taken as less than 90 percent
of the peak spectral acceleration, 5^, at any period. The pa-
rameter Sd, shall be taken as the greater of the spectral accel-
eration, S^, at a period of 1 second or two times the spectral
acceleration, S^, at a period of 2 seconds. The parameters
S^s ^nd Smj shall be taken as 1.5 times S^s and Sp,, respec-
tively. The values so obtained shall not be taken as less than
80 percent of the values obtained from the general proce-
dures of Section 1615.1.
SECT80N 1616
EARTHQUAKE LOADS— CRITERIA
ELECTION
1616,1 Structural design criteria. Each structure shall be
assigned to a seismic design category in accordance with Sec-
tion 1616.3. Seismic design categories are used in this code to
determine permissible structural systems, limitations on height
and irregularity, those components of the structure that must be
designed for seismic resistance and the types of lateral force
analysis that must be performed. Each structure shall be pro-
vided with complete lateral- and vertical-force-resisfing sys-
tems capable of providing adequate strength, stiffness and
energy dissipation capacity to withstand the design earthquake
ground motions determined in accordance with Section 1615
within the prescribed deformation limits of Section 1617.3.
The design ground motions shall be assumed to occur along
any horizontal direction of a structure. A continuous load path,
or paths, with adequate strength and stiffness to transfer forces
induced by the design earthquake ground motions from the
points of application to the final point of resistance shall be pro-
vided.
SaM—l-SFg
S>i
CO
c
.o
I
CD
05
C
o
DC
S,^=0.6FJT
Period T (Sec.)
FIGURE 1615.2.2
iTERR/llfS8!ST!C LSiWST ON SWlAXIIViUWJ CONSIDERED
EARTHQUAKE RESPONSE SPECTRUM
2003 INTERNATSONAL BUBLDING CODE®
325
STRUCTURAL DESIGN
Allowable stress design is permitted to be used to evaluate
sliding, overturning and soil bearing at the soil-structure inter-
face regardless of the approach used in the design of the struc-
ture, provided load combinations of Section 1605.3 are
utilized. When using allowable stress design for proportioning
foundations, the value of 0.2 SpsD in Equations 16-50, 16-51,
16-52 and 16-53 or Equations 9.5.2.7-1, 9.5.2.7-2, 9.5.2.7.1-1
and 9.5.2.7.1-2 of ASCE 7 is permitted to be taken equal to
zero. When the load combinations of Section 1605.3.2 are uti-
lized, a one-third increase in soil allowable stresses is permitted
for all load combinations that include W or E.
1616.2 Seismic use groups and occupancy importance fac-
tors. Each structure shall be assigned a seismic use group and a
corresponding occupancy importance factor (/g) as indicated in
Table 1604.5.
1616.2.1 Seismic Use Group I. Seismic Use Group I struc-
tures are those not assigned to either Seismic Use Group II
or III.
1616.2.2 Seismic Use Group II. Seismic Use Group II
structures are those, the failure of which would result in a
substantial pubhc hazard due to occupancy or use as indi-
cated by Table 1604.5, or as designated by the building offi-
cial.
1616.2.3 Seismic Use Group III. Seismic Use Group III
structures are those having essential facihties that are re-
quired for postearthquake recovery and those containing
substantial quantities of hazardous substances, as indicated
in Table 1604.5, or as designated by the building official.
Where operational access to a Seismic Use Group III
structure is required through an adjacent structure, the adja-
cent structure shall conform to the requirements for Seismic
Use Group III structures. Where operational access is less
than 10 feet (3048 mm) from an interior lot line or less than
10 feet (3048 mm) from another structure, access protection
from potential falling debris shall be provided by the owner
of the Seismic Use Group III structure.
1616.2.4 Multiple occupancies. Where a structure is occu-
pied for two or more occupancies not included in the same
seismic use group, the structure shall be assigned the classi-
fication of the highest seismic use group corresponding to
the various occupancies.
Where structures have two or more portions that are
structurally separated in accordance with Section 1620,
each portion shall be separately classified. Where a structur-
ally separated portion of a structure provides required ac-
cess to, required egress from or shares life safety
components with another portion having a higher seismic
use group, both portions shall be assigned the higher seismic
use group.
1616.3 Determination of seismic design category. All struc-
tures shall be assigned to a seismic design category based on
their seismic use group and the design spectral response accel-
eration coefficients, Sps and Sp,, determined in accordance with
Section 1615.1.3 or 1615.2.5. Each building and structure shall
be assigned to the most severe seismic design category in
accordance with Table 1616.3(1) or 1616.3(2), irrespective of
the fundamental period of vibration of the structure, T.
Exception: The seismic design category is permitted to be
determined from Table 1616.3(1) alone when all of the fol-
lowing apply:
1 . The approximate fundamental period of the structure,
T^, in each of the two orthogonal directions deter-
mined in accordance with Secfion 9.5.5.3.2 of ASCE
7, is less than 0.8 T^ determined in accordance with
Section 1615.1.4,
2. Equation 9.5.5.2.1-1 of ASCE 7 is used to determine
the seismic response coefficient, C„ and
3. The diaphragms are rigid as defined in Section 1602.
TABLE 1616.3(1)
SEISMIC DESIGN CATEGORY BASED ON
SHORT-PERIOD RESPONSE ACCELERATIONS
VALUE OF Sds
SEISMIC USE GROUP
5
II
III
So5<0.167g
A
A
A
0.167g<5o5<0.33g
B
B
C
0.33g<S^5<0.50g
C
C
D
0.50g < 5^5
D«
D^
D"
a. Seismic Use Group I and II structures located on sites with mapped maxi-
mum considered earthquake spectral response acceleration at 1 -second pe-
riod, S), equal to or greater than 0.75g, shall be assigned to Seismic Design
Category E, and Seismic Use Group III structures located on such sites shall
be assigned to Seismic Design Category F.
TABLE 1616.3(2)
SEISMIC DESIGN CATEGORY BASED ON
1 -SECOND PERIOD RESPONSE ACCELERATION
VALUE OF Sdi
SEISMIC USE GROUP
1
11
III
Sd, < 0.067g
A
A
A
0.067g< So/ < 0.1 33g
B
B
C
0.133g<So/<0.20g
C
C
D
0.20g < Sdi
D^
D^
D^
a. Seismic Use Group 1 and II structures located on sites with mapped maxi-
mum considered earthquake spectral response acceleration at 1 -second pe-
riod, Sj, equal to or greater than 0.75g, shall be assigned to Seismic Design
Category E, and Seismic Use Group III structures located on such sites shall
be assigned to Seismic Design Category F.
1616.3.1 Site limitation for Seismic Design Category E or
F. A structure assigned to Seismic Design Category E or F
shall not be sited over an identified active fault trace.
Exception: Detached Group R-3 as apphcable in Section
101.2 of Ught-frame construction.
1616.4 Design requirements for Seismic Design Category
A. Structures assigned to Seismic Design Category A need
only comply with the requirements of Sections 1616.4.1
through 1616.4.5.
1616.4.1 Minimum lateral force. Structures shall be pro-
vided with a complete lateral-force-resisting system de-
signed to resist the minimum lateral force, F^, applied
simultaneously at each floor level given by Equation 1 6-49:
F. = 0.01 w.
(Equation 16-49)
326
2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGM
where:
F^ = The design lateral force applied at Level x.
w^ = The portion of the total gravity load of the structure,
W, located or assigned to Level x.
W = The total dead load and other loads listed below:
1 . In areas used for storage, a minimum of 25 per-
cent of the reduced floor live load (floor live
load in public garages and open parking struc-
tures need not be included).
2. Where an allowance for partition load is in-
cluded in the floor load design, the actual parti-
tion weight or a minimum weight of 10 psf
(0.479 kN/m^) of floor area, whichever is greater.
3 . Total operating weight of permanent equipment.
4. Twenty percent of flat roof snow load where flat
roof snow load exceeds 30 psf (1.44 kN/m^).
The direction of application of seismic forces used in design
shall be that which will produce the most critical load effect in
each component. The design seismic forces are permitted to be
applied separately in each of two orthogonal directions and or-
thogonal effects are permitted to be neglected.
The effect of this lateral force shall be taken as E in the
load combinations prescribed in Section 1605.2 for strength
or load and resistance factor design methods, or Section
1605.3 for allowable stress design methods. Special seismic
load combinations that include E^ need not be considered.
1616o4o2 Comiectttoes, All parts of the structure between
separation joints shall be interconnected, and the connec-
tions shall be capable of transmitting the seismic force, Fp,
induced in the connection by the parts being connected. Any
smaller portion of the structure shall be tied to the remainder
of the structure for F^ equal to 0.05 times the weight of the
smaller portion. A positive connection for resisting horizon-
tal forces acting on the member shall be provided for each
beam, girder or truss to its support. The connection shall
have strength sufficient to resist 5 percent of the dead and
live load vertical reaction applied horizontally.
1616.4o3 Anchorage of comcireie or masomry wallls. See
Section 1604.8.2.
1616.4.4 Conventiomal Iiglit-fframe constnictioe. Buildings
constructed in compliance with Section 2308 are deemed to
comply with Sections 1616.4.1, 1616.4.2 and 1616.4.3.
shall be classified as regular or irregular based on the criteria
in this section. Such classification shall be based on the plan
and vertical configuration. Buildings shall not exceed the |
Hmitations of Section 1616.6.1. ^
•I
,S Tank freeboard., Tanks in Seismic Use Group III
according to Table 9.14.5.1.2 of ASCE 7 shall also comply
with the freeboard requirements of Section 9. 14.7.3.6. 1 .2 of
ASCE 7.
1616.S BiilMieg comSgairatioiSo Buildings shall be classified
as regular or irregular based on the criteria in Section 9.5.2.3 of
ASCE 7.
ExceptloES Buildings designed using the simplified analy-
sis procedure in Section 1617.5 shall be classified in accor-
dance with Section 1616.5.1.
I6I60S.I Building configuration (for use Im the simplified
analysis procedwire of Section 1617o5)o Buildings designed
using the simplified analysis procedure in Section 1617.5
Irregularity. Buildings having one or
more of the features listed in Table 1616.5.1.1 shall be
designated as having plan structural irregularity and shall
comply with the requirements in the sections referenced
in that table.
,1.2 Vertical irregelarlty. Buildings having one
or more of the features listed in Table 1616.5.1.2 shall be
designated as having vertical irregularity and shall com-
ply with the requirements in the sections referenced in
that table.
Exceptions;
1. Structural irregularities of Type la, lb or 2 in
Table 1616.5.1.2 do not apply where no story
drift ratio under design lateral load is greater
than 130 percent of the story drift ratio of the
next story above. Torsional effects need not be
considered in the calculation of story drifts for
the purpose of this determination. The story
drift ratio relationship for the top two stories of
the building is not required to be evaluated.
2. Irregularities of Types la, lb and 2 of Table
1616.5.1 .2 are not required to be considered for
one-story buildings in any seismic design cate-
gory or for two-story buildings in Seismic De-
sign Category A, B, C or D.
1616.6 Amalysis procedures, A structural analysis conforming to
one of the types permitted in Section 9.5.2.5. 1 of ASCE 7 or to the
simplified procedure in Section 1617.5 shall be made for all struc-
tures. The analysis shall form the basis for determining the seis-
mic forces, E and E^, to be applied in the load combinations of
Section 1605 and shall form the basis for determining the design
drift as required by Section 9.5.2.8 of ASCE 7 or Section 1617.3.
1 . Structures assigned to Seismic Design Category A.
2. Design drift need not be evaluated in accordance with
Section 1617.3 when the simplified analysis method
of Section 1617.5 is used.
1616,6.1 Simplified analysis. A simplified analysis, in ac-
cordance with Section 1617.5, shall be permitted to be used
for any structure in Seismic Use Group I, subject to the fol-
lowing limitations, or a more rigorous analysis shall be made:
1 . Buildings of light-framed construction not exceeding
three stories in height, excluding basements.
2. Buildings of any construction other than light-framed
construction, not exceeding two stories in height, ex-
cluding basements, with flexible diaphragms at every
level as defined in Section 1602.
^
rERi*
327
STRUCTURAL DESIGN
TABLE 1616.5.1.1
PLAN STRUCTURAL IRREGULARITIES
rRREGULARITY TYPE AND DESCRIPTION
REFERENCE
SECTION
SEISMIC DESIGN
CATEGORY^
APPLICATION
la
Torsional Irregularity — to be considered when diaphragms are not flexible as determined in Section 1602.1.1
Torsional irregularity shall be considered to exist when the maximum story drift, computed including
accidental torsion, at one end of the structure transverse to an axis is more than 1.2 times the average
of the story drifts at the two ends of the structure.
9.5.5.5.2 of ASCE 7
1620.4.1
9.5.2.5.1 of ASCE 7
9.5.5.7.1 of ASCE 7
C, D, E and F
D, E and F
D, E and F
C, D, E and F
lb
Extreme Torsional Irregularity — to be considered when diaphragms are not flexible as determined
in Section 1602.1.
Extreme torsional irregularity shall be considered to exist when the maximum story drift, computed and
including accidental torsion, at one end of the structure transverse to an axis is more than 1.4 times the
average of the story drifts at the two ends of the structure.
9.5.5.5.2 of ASCE 7
1620.4.1
1620.5.1
9.5.2.5.1 of ASCE 7
9.5.5.7.1 of ASCE 7
C, D, E and F
D
E and F
D, E and F
C, D, E and F
2
Reentrant Comers
Plan configurations of a structure and its lateral-force-resisting system contain reentrant comers where both
projections of the structure beyond a reentrant comer are greater than 15 percent of the plan dimension of
the stmcture in the given direction.
1620.4.1
D, E and F
3
Diaphragm Discontinuity
Diaphragms with abrupt discontinuities or variations in stiffness, including those having cutout or open areas
greater than 50 percent of the gross enclosed diaphragm area, or changes in effective diaphragm stiffness of
more than 50 percent from one story to the next.
1620.4.1
D, E and F
4
Out-of-Plane Offsets
Discontinuities in a lateral-force-resistance path, such as out-of-plane offsets of the vertical elements.
1620.4.1
9.5.2.5.1 of ASCE 7
1620.2.9
D, E and F
D, E and F
B, C, D, E and F
5
Nonparailel Systems
The vertical lateral-force-resisting elements are not parallel to or symmetric about the major orthogonal axes
of the lateral-force-resisting system.
1620.3.2
C, D, E and F
a. Seismic design category is determined in accordance with Section 1616.
TABLE 1616.5.1.2
VERTICAL STRUCTURAL BRREGULARITIES
IRREGULARITY TYPE AND DESCRIPTION
REFERENCE
SECTION
SEISMIC DESIGN
CATEGORY^
APPLICATION
la
Stiffness Irregularity — Soft Story
A soft story is one in which the lateral stiffness is less than 70 percent of that in the story above or less than
80 percent of the average stiffness of the three stories above.
9.5.2.5.1 of ASCE 7
D, E, and F
lb
Stiffness Irregularity — Extreme Soft Story
An extreme soft story is one in which the lateral stiffness is less than 60 percent of that in the story above or
less than 70 percent of the average stiffness of the three stories above.
1620.5.1
9.5.2.5.1 of ASCE 7
EandF
D, E and F
2
Weight (Mass) Irregularity
Mass irregularity shall be considered to exist where the effective mass of any story is more than 150 percent
of the effective mass of an adjacent story. A roof that is lighter than the floor below need not be considered.
9.5.2.5.1 of ASCE 7
D, E and F
3
Vertical Geometric Irregularity
Vertical geometric irregularity shall be considered to exist where the horizontal dimension of the lateral-
force-resisting system in any story is more than 130 percent of that in an adjacent story.
9.5.2.5.1 of ASCE 7
D, E and F
4
In-plane Discontinuity in Vertical Lateral-Force-Resisting Elements
An in-plane offset of the laterai-force-resisting elements greater than the length of those elements or a
reduction in stiffness of the resisting element in the story below.
1620.4.1
9.5.2.5.1 of ASCE 7
1620.2.9
D, E and F
D, E and F
B, C, D, E and F
5
Discontinuity in Capacity — Weak Story
A weak story is one in which the story lateral strength is less than 80 percent of that in the story above.
The story strength is the total strength of seismic-resisting elements sharing the story shear for the
direction under consideration.
1620.2.3
9.5.2.5.1 of ASCE 7
1620.5.1
B, C, D, E and F
D, E and F
Eand F
a. Seismic design category is determined in accordance with Section 1616.
328
2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL DES8GEM
LOADS— SiSMti/iUiyi DESIGM
"E AMD RELATED EFFECTS
1617ol Seismic load effect E amd E„o The seismic load effect,
E, for use in the basic load combinations of Sections 1605.2 and
1605.3 shall be determined from Section 9.5.2.7 of ASCE 7.
The maximum seismic load effect, E^, for use in the special
seismic load combination of Section 1605.4 shall be the special
seismic load determined from Section 9.5.2.7.1 of ASCE 7.
in; For structures designed using the simplified
analysis procedure in Section 1617.5, the seismic load ef-
fects, E and E„, shall be determined from Section 1617.1.1.
I6I7.I0I Seismic load effects, E and E„_
simplified amalysis procedure of Section 1617oS)» Seismic
load effects, E and E„, for use in the load combinations of
Section 1605 for structures designed using the simplified
analysis procedure in Section 1617.5 shall be determined as
follows.
1617„lcl.l Seismic lload effect, E, Where the effects of
gravity and the seismic ground motion are additive, seis-
mic load, E, for use in Equations 16-5, 16-10 and 16-17,
shall be defined by Equation 16-50:
E=pQ, + 0.2SosD
where:
D
E
Qe
= The effect of dead load.
= The combined effect of horizontal and vertical
earthquake-induced forces.
= A redundancy coefficient obtained in accordance
with Section 1617.2.
= The effect of horizontal seismic forces.
= The design spectral response acceleration at
short periods obtained from Section 1615.1.3 or
1615.2.5.
Where the effects of gravity and seismic ground mo-
tion counteract, the seismic load, E, for use in Equations
16-6, 16-12 and 16-18 shall be defined by Equation
16-51.
E=pQs-0.2SosD
(Eqimatlon 16-51)
Design shall use the load combinations prescribed in
Section 1605.2 for strength or load and resistance factor
design methodologies, or Section 1605.3 for allowable
stress design methods.
1617ol.lo2 Maximum seismic load effect, ^„, The max-
imum seismic load effect, E^, shall be used in the special
seismic load combinations in Section 1605.4.
Where the effects of the seismic ground motion and
gravity loads are additive, seismic load, £„, for use in
Equation 16-19, shall be defined by Equation 16-52.
E, = QoQe + 0.2SosD
2003 SMTERiSSATiOMAL BU8LDING CODE®
Where the effects of the seismic ground and gravity
loads counteract, seismic load, E^, for use in Equation
16-20, shall be defined by Equation 16-53.
E^ = QoQe-0.2SosD
(Eqeation 16-53)
where E, Q^, Sps are as defined above and Qq is the sys-
tem overstrength factor as given in Table 1617.6.2.
The term QqQe need not exceed the maximum force
that can be transferred to the element by the other ele-
ments of the lateral-force-resisting system.
Where allowable stress design methodologies are
used with the special load combinations of Section
1605.4, design strengths are permitted to be determined
using an allowable stress increase of 1 .7 and a resistance
factor, (|), of 1 .0. This increase shall not be combined with
increases in allowable stresses or load combination re-
ductions otherwise permitted by this code or the material
reference standard except that combination with the du-
ration of load increases in Chapter 23 is permitted.
f. The provisions given in Secdon 9.5.2.4
of ASCE 7 shall be used.
Exception; Structures designed using the simplified analy-
sis procedure in Section 1617.5 shall use the redundancy
provisions in Sections 1617.2.2.
1617„2.1 ASCE 7, Sections 9.5.2,4.2 and 9.5.2.4.3. Modify
Sections 9.5.2.4.2 and 9.5.2.4.3 as follows:
9.5.2.4.2 Seismic Design Category D: For structures in
Seismic Design Category D,p shall be taken as the largest
of the values ofp^ calculated at each story "x" of the struc-
ture in accordance with Equation 9.5.2.4.2-1 as follows:
= 2--
20
where:
= The ratio of the design story shear resisted by
the single element carrying the most shear force
in the story to the total story shear, for a given
direction of loading. For braced frames, the
value of r^„^ is equal to the lateral force compo-
nent in the most heavily loaded brace element
divided by the story shear. For moment frames,
r„^ shall be taken as the maximum of the sum
of the shears in any two adjacent columns in the
plane of a moment frame divided by the story
shear. For columns common to two bays with
moment-resisting connections on opposite
sides at the level under consideration, 70 per-
cent of the shear in that column is permitted to
be used in the column shear summation. For
shear walls, r„„_^ shall be taken equal to shear in
the most heavily loaded wall or wall pier multi-
plied by 10//^ (the metric coefficient is 3. 3// J,
divided by the story shear, where l^ is the wall
or wall pier length in feet (m). The value of the
ratio of 10//,^ need not be greater than 1.0 for
buildings of light-framed construc-
320
i
STRUCTURAL DESIGN
tion. For dual systems, r,^ shall be taken as the
maximum value defined above, considering all
lateral-load-resisting elements in the story. The
lateral loads shall be distributed to elements
based on relative rigidities considering the inter-
action of the dual system. For dual systems, the
value ofp need not exceed 80 percent of the value
calculated above.
A^ = The floor area in square feet of the diaphragm
level immediately above the story.
Calculation of r,^ need not consider the effects of ac-
cidental torsion and any dynamic amplification of tor-
sion required by Section 9.5.5.5.2.
For a story with a flexible diaphragm immediately
above, r^^ shall be permitted to be calculated from an
analysis that assumes rigid diaphragm behavior and p^,
need not exceed 1.25.
The value ofp need not exceed 1 .5, which is permitted
to be used for any structure. The value ofp shall not be
taken as less than 1 .0.
Exception: For structures with seismic-force-resist-
ing systems in any direction comprised solely of spe-
cial moment frames, the seismic-force-resisting
system shall be configured such that the value of p
calculated in accordance with this section does not ex-
ceed 1.25. The calculated value ofp is permitted to
exceed this Hmit when the design story drift. A, as de-
termined in Section 9.5.5.7, does not exceed AJp for
any story where A„ is the allowable story drift from
Table 9.5.2.8.
The metric equivalent of Equation 9.5.2.4.2-1 is:
■2--
6.1
^mwc, yl^x
where: A^ is in square meters.
The value p shall be permitted to be taken equal to 1 .0
in the following circumstances:
1 . When calculating displacements for dynamic am-
plification of torsion in Section 9.5.5.5.2.
2. When calculating deflections, drifts and seismic
shear forces related to Sections 9.5.5.7.1 and
9.5.5.7.2.
3. For design calculations required by Section
9.5.2.6, 9.6 or 9.14.
For structures with vertical combinations of seis-
mic-force-resisting systems, the value ofp shall be deter-
mined independently for each seismic-force-resisting
system. The redundancy coefficient of the lower portion
shall not be less than the following:
Pl =
R..
where:
p^ = p of lower portion.
R^ = Rof lower portion.
p„ = p of upper portion.
/?„ = /? of upper portion.
9.5.2.4.3 Seismic Design Categories E and F. For struc-
tures in Seismic Design Categories E and F, the value ofp
shall be calculated as indicated in Section 9.5.2.4.2,
above.
Exception: For structures with lateral-force-resisting
systems in any direction consisting solely of special
moment frames, the lateral-force-resisting system
shall be configured such that the value ofp calculated
in accordance with Secfion 9.5.2.4.2 does not exceed
1.1. The calculated value ofp is permitted to exceed
this limit when the design story drift. A, as determined
in Section 9.5.5.7, does not exceed AJp for any story
where A^ is the allowable story drift from Table
9.5.2.8.
1617.2.2 Mednindancy (for use in the simpliHed analysis
procedure of Section 1617.5). A redundancy coefficient, p,
shall be assigned to each structure designed using the simpli-
fied analysis procedure in Section 1617.5 in accordance with
this section. Buildings shall not exceed the limitations of Sec-
tion 1616.6.1.
1617.2.2.1 Seismic Design Category A, B or C. For
structures assigned to Seismic Design Category A, B or
C (see Section 1616), the value of the redundancy coeffi-
cient p is 1.0.
1617.2.2.2 Seismic Design Category D, E or E For
structures in Seismic Design Category D, E or F (see Sec-
tion 1616), the redundancy coefficient, p, shall be taken
as the largest of the values of,p„ calculated at each story
"/" of the structure in accordance with Equation 16-54, as
follows:
P,=2-
For SI:
yo,=2-
20
(Equation 16-54)
6.1
where:
= The ratio of the design story shear resisted by the
most heavily loaded single element in the story to
the total story shear, for a given direction of load-
ing.
= For braced frames, the value r,^ , is equal to the
horizontal force component in the most heavily
loaded brace element divided by the story shear.
= For moment frames, r„^ , shall be taken as the
maximum of the sum of the shears in any two ad-
jacent columns in a moment frame divided by the
story shear. For columns common to two bays
with moment-resisting connections on opposite
sides at the level under consideration, it is permit-
ted to use 70 percent of the shear in that column in
the column shear summation.
330
2003 INTERNATIONAL BUILDING CODE®
STROCTORAL DESJGE^
r = For shear walls, r „, , shall be taken as the maxi-
max- ' maXj '
mum value of the product of the shear in the wall
or wall pier and 10//,^ (3.3//^ for SI), divided by
the story shear, where l^ is the length of the wall
or wall pier in feet (m). In light-framed construc-
tion, the value of the ratio of 10//^^ need not be
greater than 1 .0.
r = For dual systems, r „, , shall be taken as the maxi-
maXj J ' max I '
mum value defined above, considering all lat-
eral-load-resisting elements in the story. The
lateral loads shall be distributed to elements
based on relative rigidities considering the inter-
action of the dual system. For dual systems, the
value of p need not exceed 80 percent of the value
calculated above.
Aj = The floor area in square feet of the diaphragm
level immediately above the story.
For a story with a flexible diaphragm immediately
above, r„^ shall be permitted to be calculated from an
analysis that assumes rigid diaphragm behavior and p
need not exceed 1.25.
The value, p, shall not be less than 1.0, and need not
exceed 1.5.
Calculation of r„^ need not consider the effects of ac-
cidental torsion and any dynamic amplification of tor-
sion required by Section 9.5.5.5.2 of ASCE 7.
For structures with seismic-force-resisting systems in
any direction comprised solely of special moment
frames, the seismic-force-resisting system shall be con-
figured such that the value of p calculated in accordance
with this section does not exceed 1.25 for structures as-
signed to Seismic Design Category D, and does not ex-
ceed 1.1 for structures assigned to Seismic Design
Category E or F.
Exceptioms The calculated value of p is permitted to
exceed these limits when the design story drift. A, as
determined in Secfion 1617.5.4, does not exceed A^p
for any story where A„ is the allowable story drift from
Table 1617.3.1.
The value p shall be permitted to be taken equal to 1 .0
in the following circumstances:
1 . When calculating displacements for dynamic am-
plification of torsion in Section 9.5.5.5.2 of
ASCE 7.
2. When calculating deflections, drifts and seismic
shear forces related to Sections 9.5.5.7.1 and
9.5.5.7.2 of ASCE 7.
3. For design calculations required by Section 1620,
1621 or 1622.
For structures with vertical combinations of seis-
mic-force-resisting systems, the value, p, shall be deter-
mined independently for each seismic-force-resisting
system. The redundancy coefficient of the lower portion
shall not be less than the following:
Pl =
R..
(Eqiiiatlofi 16-55)
where:
p^ = p of lower portion.
Ri^ = Rof lower portion.
p„ = p of upper portion.
/?„ = Rof upper portion.
16173 Deflection mid drift llmlts= The provisions given in
Section 9.5.2.8 of ASCE 7 shall be used.
Exception: Structures designed using the simphfied analy-
sis procedure in Section 1617.5 shall meet the provisions in I
Section 1617.3. L I
I
1617o3ol Deflectiom and drift limits (for use in tDie simpli-
fied analysis procedure of Section 1617,5). The design
story drift. A, as determined in Section 1617.5.4, shall not
exceed the allowable story drift, A„, as obtained from Table
1617.3.1 for any story. All portions of the building shall be S
designed to act as an integral unit in resisting seismic forces
unless separated structurally by a distance sufficient to
avoid damaging contact under total deflection as deter-
mined in Secfion 1617.5.4. Buildings shall not exceed the
limitations of Section 1616.6.1.
1617.4 Equivalent lateral force procedure for seismic
design of buildings. The provisions given in Secfion 9.5.5 of
ASCE 7 shall be used.
1617.5 Simplified analysis procedure for seismic design
buildings. See Section 1616.6.1 for limitations on the use of
this procedure. For purposes of this analytical procedure, a
building is considered to be fixed at the base.
<$s
,1 Seismic base shear. The seismic base shear, K in a
given direction shall be determined in accordance with the
following equation:
v=^^:^w
R
(Equation 16-56)
where:
Sps = The design elastic response acceleration at short pe-
riod as determined in accordance with Section
1615.1.3.
R = The response modification factor from Table
1617.6.2.
W = The effective seismic weight of the structure, includ-
ing the total dead load and other loads listed below:
1 . In areas used for storage, a minimum of 25 per-
cent of the reduced floor live load (floor live
load in public garages and open parking struc-
tures need not be included).
2. Where an allowance for partition load is in-
cluded in the floor load design, the actual parti-
tion weight or a minimum weight of 10 psf of
floor area, whichever is greater (0.48 kN/m^).
3 . Total weight of permanent operating equipment.
4. 20 percent of flat roof snow load where flat
snow load exceeds 30 psf (1.44 kN/m^).
2003 fMTERNATlONAL BUBLDSMG CODE®
331
STRUCTURAL DESIGN
TABLE 1617.3.1
ALLOWABLE STORY DRIFT, A, (inches)"
BUILDING
SEISMIC USE GROUP
1
II
III
Buildings, other than masonry shear wall or masonry wall frame buildings, four stories
or less in height with interior walls, partitions, ceilings and exterior wall systems that
have been designed to accommodate the story drifts
0.025 h,,'>
0.020 h,.
0.015 h,.
Masonry cantilever shear wall buildings'^
0.010 h,^
0.010 h,.
0.010 h^
Other masonry shear wall buildings
0.001 h,.
0.007 h,.
0.007 /2„
Masonry wall frame buildings
0.013/1,,
0.013/1,,
0.010 /!,,
All other buildings
0.020 h^.
0.015 h,.
0.010 h,.
For SI: 1 inch = 25.4 mm.
a. There shall be no drift limit for single-story buildings with interior walls, partitions, ceilings and exterior wall systems that have been designed to accommodate
the story drifts.
b. h^^ is the story height below Level x.
c. Buildings in which the basic structural system consists of masonry shear walls designed as vertical elements cantilevered from their base or foundation support
which are so constructed that moment transfer between shear walls (coupling) is negligible.
1617.5.2 Vertical distribution. The forces at each level
shall be calculated using the following equation:
P J-^S,s
R
w.
(Equation 16-57)
where:
w, = The portion of the effective seismic weight of the
structure, W, at Level x.
1617.5.3 Horizontal distribution. Diaphragms con-
structed of untopped steel decking or wood structural panels
or similar light-framed construction are permitted to be con-
sidered as flexible.
1617.5.4 Design drift. For the purposes of Sections
1617.3.1 and 1620.4.6, the design story drift. A, shall be
taken as 1 percent of the story height unless a more exact
analysis is provided.
1617.6 Seismic-force-resisting systems. The provisions given
in Section 9.5.2.2 of ASCE 7 shall be used except as modified
in Section 1617.6.1.
Exception: For structures designed using the simplified
analysis procedure in Section 1617.5, the provisions of Sec-
tion 1617.6.2 shall be used.
1617.6.1 Modifications to ASCE 7, Section 9.5,2.2.
1617.6.1.1 ASCE 7, Table 9.5.2.2. Modify Table 9.5.2.2
as follows:
1. Bearing wall systems: Ordinary reinforced ma-
sonry shear walls shall use a response modification
coefficient of 2'/2. Light-framed walls sheathed
with wood structural panels rated for shear resis-
tance or steel sheets shall use a response modifica-
tion coefficient of 6V2. Table 1617.6.2 entries for
ordinary plain prestressed masonry shear walls, in-
termediate prestressed masonry shear walls and
special prestressed masonry shear walls shall apply.
2. Building frame systems: Ordinary reinforced ma-
sonry shear walls shall use a response modification
coefficient of 3. Light-framed walls sheathed with
wood structural panels rated for shear resistance or
steel sheets shall use a response modification coef-
ficient of 7. Table 1617.6.2 entries for ordinary
plain prestressed masonry shear walls, intermedi-
ate prestressed masonry shear walls and special
prestressed masonry shear walls shall apply.
3 . Dual systems with intermediate moment fi^ames capa-
ble of resisting at least 25 percent of prescribed seis-
mic forces. Special steel concentrically braced frames
shall use a deflection amplification factor of 4.
4. The table column titled Detailing Reference Sec-
tion in Table 1617.6.2 shall apply.
1617.6.1.2 ASCE 7, Section 9.5.2.2.2.1. Modify Section
9.5.2.2.2.1 by adding Exception 3 as follows:
3. The following two-stage static analysis procedure
is permitted to be used for structures having a flexi-
ble upper portion supported on a rigid lower por-
tion where both portions of the structure
considered separately can be classified as being
regular, the average story stiffness of the lower por-
tion is at least 10 times the average story stiffness
of the upper portion and the period of the entire
structure is not greater than 1 . 1 times the period of
the upper portion considered as a separate struc-
ture fixed at the base:
3.1.
3.2.
The flexible upper portion shall be de-
signed as a separate structure using the ap-
propriate values of R and p.
The rigid lower portion shall be designed
as a separate structure using the appropri-
ate values of R and p. The reactions from
the upper portion shall be those determined
from the analysis of the upper portion am-
plified by the ratio of the R/p of the upper
portion over R/p of the lower portion. This
ratio shall not be less than 1 .0.
r
332
2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL DEStGW
1617o6 .13 ASCE 7, Sectlom 9,S,2o2o4o3. Modify Section
9.5.2.2.4.3 by changing exception to read as follows:
Exception? Reinforced concrete frame members not de-
signed as part of the seismic-force-resisting system and
slabs shall comply with Section 21.11 of Ref. 9.9-1.
1617o6.2 Selsmlc=ff©rce=resistieg systems (for lase m the
Simplified asialysis procedure off Section 1617oS)o The ba-
sic lateral and vertical seismic-force-resisting systems shall
conform to one of the types indicated in Table 1617.6.2 sub-
ject to the limitations on height indicated in the table based
on seismic design category as determined in Section 1616.
The appropriate response modification coefficient, R, sys-
tem overstrength factor. Op, and deflection amplification
factor, Q, indicated in Table 1617.6.2 shall be used in deter-
mining the base shear, element design forces and design
story drift. For seismic-force-resisting systems not listed in
Table 1617.6.2, analytical and test data shall be 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
1617.6.2 for equivalent response modification coefficient,
R, system overstrength coefficient, Qg, and deflection am-
pHfication factor, Q, values. Buildings shall not exceed the
limitations of Section 1616.6.1.
Exceptlom; Structures assigned to Seismic Design Cate-
gory A.
1617.6.2.1 Dmial systems. For a dual system, the moment
frame shall be capable of resisting at least 25 percent of
the design forces. The total seismic force resistance is to
be provided by the combination of the moment frame and
the shear walls or braced frames in proportion to their
stiffness.
sns. For other
than dual systems and shear wall-frame interactive sys-
tems, where a combination of different structural sys-
tems is utilized to resist lateral forces in the same
direction, the value, R, used for design in that direction
shall not be greater than the least value for any of the sys-
tems utilized in that same direction.
II ; For light-framed, flexible diaphragm
buildings, of Seismic Use Group I and two stories or
less in height: Resisting elements are permitted to be
designed using the least value of R for the different
structural systems found on each independent hne of
resistance. The value of R used for design of dia-
phragms in such structures shall not be greater than
the least value for any of the systems utilized in that
same direction.
Where
different seismic-force-resisting systems are used along
the two orthogonal axes of the structure, the appropriate
response modification coefficient, R, system overstrength
factor, Oo» ^nd deflection amplification factor, Q, indi-
cated in Table 1617.6.2 for each system shall be used.
1617,6.2.3,1 Combliiatioii framing factor. The re-
sponse modification coefficient, R, in the direction
under consideration at any story shall not exceed the
lowest response modificafion coefficient, R, for the
seismic-force-resisting system in the same direction
considered above that story, excluding penthouses.
The system overstrength factor, O^, in the direction
under consideration at any story, shall not be less than
the largest value of this factor for the seis-
mic-force-resisting system in the same direction con-
sidered above that story. In structures assigned to
Seismic Design Category D, E or F, if a system with a
response modification coefficient, R, with a value less
than five is used as part of the seismic-force-resisting
system in any direction of the structure, the lowest
such value shall be used for the entire structure.
1. Detached one- and two-family dwellings
constructed of light framing.
2. The response modification coefficient, R,
and system overstrength factor, O^' for sup-
ported structural systems with a weight
equal to or less than 10 percent of the weight
of the structure are permitted to be deter-
mined independent of the values of these pa-
rameters for the structure as a whole.
3. The following two-stage static analysis pro-
cedure is permitted to be used for structures
having a flexible upper portion supported on
a rigid lower portion where both portions of
the structure considered separately can be
classified as being regular, the average story
stiffness of the lower portion is at least 10
times the average story stiffness of the upper
portion and the period of the entire structure
is not greater than 1 . 1 times the period of the
upper portion considered as a separate struc-
ture fixed at the base:
3.1. The flexible upper portion shall be de-
signed as a separate structure using the
appropriate values of R and p .
3.2. The rigid lower portion shall be de-
signed as a separate structure using the
appropriate values of /? and p. The re-
actions from the upper portion shall be
those determined from the analysis of
the upper portion amplified by the ra-
tio of, R/p, of the upper portion over,
R/p, of the lower portion. This ratio
shall not be less than 1 .0. „^
6,2.3.2 Combiniatioii fframimg detailing re=
qairements. The detailing requirements of Section
1620 required by the higher response modification
coefficient, R, shall be used for structural components
common to systems having different response modifi-
cation coefficients.
1617,6.2,4 System limitatioms for Seismic Design Cat=
egory D, E or F, In addition to the system limitation indi-
cated in Table 1617.6.2, structures assigned to Seismic |
Design Category D, E or F shall be subject to the follow-
ing.
2003 INTERMATIONAL BU8LDING CODE®
333
TABLE 1617.6.2
DESIGN COEFFICIENTS AND FACTORS FOR BASIC SEISWIIC-FORCE-RESISTING SYSTEMS
u>
BASIC SEISMIC-FORCE-RESISTING SYSTEM
DETAILING
REFERENCE
SECTION
RESPONSE
MODIFICATION
COEFFICIENT, Ff
SYSTEM
OVERSTRENGTH
FACTOR, 0.^
DEFLECTION
AMPLIFICATION
FACTOR, C/
SYSTEM LIMITATIONS AND BUILDING HEIGHT LIMITATIONS (FEET) BY
SEISMIC DESIGN CATEGORY AS DETERMINED IN SECTION 1616.3°
AorB
C
D"
E°
F"
1. Bearing Wall Systems
A. Ordinary steel braced frames in light-frame constmction
2211
4
2
3V,
NL
NL
65
65
65
B. Special reinforced concrete shear walls
1910.2.4
5'/^
2V,
5
NL
NL
160
160
100
C. Ordinary reinforced concrete shear walls
1910.2.3
4%
27,
4
NL
NL
NP
NP
NP
D. Detailed plain concrete shear walls
1910.2.2
2V,
2'/.
2
NL
NP
NP
NP
NP
E. Ordinary plain concrete shear walls
1910.2.1
iv^
2V2
IV2
NL
NP
NP
NP
NP
F. Special reinforced masonry shear walls
1.13.2.2.5°
5
2V2
3V,
NL
NL
160
160
100
G. Intermediate reinforced masonry shear walls
1.13.2.2.4°
3%
2V2
2V4
NL
NL
NP
NP
NP
H. Ordinary reinforced masonry shear walls
1.13.2.2.3°
VI,
2V2
1%
NL
160
NP
NP
NP
I. Detailed plain masonry shear walls
1.13.2.2.2°
2
2V2
IV4
NL
NP
NP
NP
NP
J. Ordinary plain masonry shear walls
1.13.2.2.1°
IV.
2V,
IV4
NL
NP
NP
NP
NP
K. Light frame walls with shear panels — wood
structural panels/sheet steel panels
2306.4.1/
2211
6V2
3
4
NL
NL
65
65
65
L. Light framed walls with shear panels — all other
materials
2306.4.5/
2211
2
27,
2
NL
NL
35
NP
NP
M. Ordinary plain prestressed masonry shear walls
2106.1.1.1
IV2
2V2
IV4
NL
NP
NP
NP
NP
N. Intermediate prestressed masonry shear walls
2106.1.1.2,
1.13.2.2.4°
1%
2V,
27,
NL
35
NP
NP
NP
O. Special prestressed masonry shear walls
2106.1.1.3,
1.13.2.2.5°
A\
2V2
3V,
NL
35
35
35
35
2. Building Frame Systems
A. Steel eccentrically braced frames, moment-
resisting, connections at columns away from links
(15)J
8
2
4
NL
NL
160
160
100
B. Steel eccentrically braced frames, nonmoment
resisting, connections at columns away from links
(isy
7
2
4
NL
NL
160
160
100
C. Special steel concentrically braced frames
(13)i
6
2
5
NL
NL
160
160
100
D. Ordinary steel concentrically braced frames
(uy
5
2
4V,
NL
NL
35"
35"
NP"
E. Special reinforced concrete shear walls
1910.2.4
6
27,
5
NL
NL
160
160
100
F. Ordinary reinforced concrete shear walls
1910.2.3
5
2V2
47,
■ NL
NL
NP
NP
NP
G. Detailed plain concrete shear walls
1910.2.2
3
2V2
2V,
NL
NP
NP
NP
NP
{continued)
DESIGN CO
mBLE 1617.6.2— coofmued
EFFlCtEMTS AMD FACTORS FOR BASBC SEISMDC-FORCE-RESISTBWG SYSTEMS
BASIC SEISMIC-FORCE-RESISTING SYSTEM
DETAILING
REFERENCE
SECTION
RESPONSE
MODIFICATION
COEFFICIENT, Ff
SYSTEM
OVERSTRENGTH
FACTOR, n„8
DEFLECTION
AMPLIFICATION
FACTOR, C/
SYSTEM LIMITATIONS AND BUILDING HEIGHT LIMITATIONS (FEET) BY
SEISMIC DESIGN CATEGORY'^ AS DETERMINED IN SECTION 1616.3'
AorB
c
D"
E'
r
H. Ordinary plain concrete shear walls
1910.2.1
2
VI,
2
NL
NP
NP
NP
NP
I. Composite eccentrically braced frames
(14)''
8
2
4
NL
NL
160
160
100
J. Composite concentrically braced frames
(13)"
5
2
4V2
NL
NL
160
160
100
K. Ordinary composite braced frames
(12)''
3
2
3
NL
NL
NP
NP
NP
L. Composite steel plate shear walls
(17)'^
6V2
2V,
5V2
NL
NL
160
160
100
M. Special composite reinforced concrete shear
walls with steel elements
(16)'^
6
VI,
5
NL
NL
160
160
100
N. Ordinary composite reinforced concrete shear
walls with steel elements
(15)*=
5
VI,
A%
NL
NL
NP
NP
NP
O. Special reinforced masonry shear walls
1.13.2.2.5°
5%
VI,
4
NL
NL
160
160
100
P. Intermediate reinforced masonry shear walls
1.13.2.2.4°
4
2V2
VI,
NL
NL
NP
NP
NP
Q. Ordinary reinforced masonry shear walls
1.13.2.2.3°
3
VI,
2V4
NL
160
NP
NP
NP
R. Detailed plain masonry shear walls
1.13.2.2.2°
2%
VI,
2'/4
NL
NP
NP
NP
NP
S. Ordinary plain masonry shear walls
1.13.2.2.1°
1%
VI,
IV4
NL
NP
NP
NP
NP
T. Light frame walls with shear panels — wood
structural panels/sheet steel panels
2306.4.1/
2211
7
VI,
4V2
NL
NL
65
65
65
U. Light framed walls with shear panels — all other
materials
2306.4.5/
2211
2%
VI,
VI,
NL
NL
35
NP
NP
V. Ordinary plain prestressed masonry shear walls
2106.1.1.1
IV,
VI,
IV4
NL
NP
NP
NP
NP
W. Intermediate prestressed masonry shear walls
2106.1.1.2,
1.13.2.2.4°
3
VI,
VI,
NL
35
NP
NP
NP
X. Special prestressed masonry shear walls
2106.1.1.3,
1.13.2.2.5°
4V,
VI,
4
NL
35
35
35
35
3. Moment-resisting Frame Systems
A. Special steel moment frames
(9y
8
3
5\
NL
NL
NL
NL
NL
B. Special steel truss moment frames
(ny
7
3
5%
NL
NL
160
100
NP
C. Intermediate steel moment frames
(10)i
4V2
3
4
NL
NL
35"^
Nph,i
Nph,i
D. Ordinary steel moment frames
(iiy
3'/2
3
3
NL
NL
Nph,i
Nph,i
Nph,i
E. Special reinforced concrete moment frames
(21.1)'
8
3
5\
NL
NL
NL
NL
NL
(continued)
TABLE 1617.6.2— continued
DESIGN COEFFICIENTS AND FACTORS FOR BASIC SEISMIC-FORCE-RESISTING SYSTEMS
(J)
&
O
O
o
m
BASIC SEISMIC-FORCE-RESISTING SYSTEM
DETAILING
REFERENCE
SECTION
RESPONSE
MODIFICATION
COEFFICIENT, fl"
SYSTEM
OVERSTRENGTH
FACTOR, n„^
DEFLECTION
AMPLIFICATION
FACTOR, C/
SYSTEM LIMITATIONS AND BUILDING HEIGHT LIMITATIONS (FEET) BY
SEISMIC DESIGN CATEGORY AS DETERMINED IN SECTION 1616.3'
AorB
c
D-
E'
r
F. Intermediate reinforced concrete moment frames
(21.1)'
5
3
4V2
NL
NL
NP
NP
NP
G. Ordinary reinforced concrete moment frames
(21.1)'
3
3
2V2
NL
NP
NP
NP
NP
H. Special composite moment frames
(9)''
8
3
5%
NL
NL
NL
NL
NL
I. Intermediate composite moment frames
(10)'^
5
3
4'/^
NL
NL
NP
NP
NP
J. Composite partially restrained moment frames
(8)'^
6
3
5\
160
160
100
NP
NP
K. Ordinary composite moment frames
(11)"^
3
3
1%
NL
NP
NP
NP
NP
L. Masonry wall frames
2106
5'/,
3
5
NL
NL
160
160
100
4. Dual Systems with Special Moment Frames
A. Steel eccentrically braced frames, moment-
resisting connections, at columns away from links
(i5y
8
2V,
4
NL
NL
NL
NL
NL
B. Steel eccentrically braced frames, nonmoment-
resisting connections, at columns away from links
(15>i
7
1%
4
NL
NL
NL
NL
NL
C. Special steel concentrically braced frames
(13)i
8
2'/2
6'/2
NL
NL
NL
NL
NL
D. Special reinforced concrete shear walls
1910.2.4
8
2'/,
6V2
NL
NL
NL
NL
NL
E. Ordinary reinforced concrete shear walls
1910.2.3
7
2'/2
6
NL
NL
NP
NP
NP
F. Composite eccentrically braced frames
(14)''
8
2%
4
NL
NL
NL
NL
NL
G. Composite concentrically braced frames
(13)^
6
2'/^
5
NL
NL
NL
NL
NL
H. Composite steel plate shear walls
(17)'^
8
2V2
6\
NL
NL
NL
NL
NL
I. Special composite reinforced concrete shear
walls with steel elements
(16)"
8
VI,
ei.
NL
NL
NL
NL
NL
J. Ordinary composite reinforced concrete shear
walls with steel elements
(15)'^
7
2'/^
6
NL
NL
NP
NP
NP
K. Special reinforced masonry shear walls
1.13.2.2.5°
7
3
6%
NL
NL
NL
NL
NL
L. Intermediate reinforced masonry shear walls
1.13.2.2.4°
6'/,
3
5V2
NL
NL
NP
NP
NP
5. Dual Systems with Intermediate Moment Frames'"
A. Special steel concentrically braced frames*^
(13y
4'/,
2V2
4
NL
NL
35"
Nph,i
NP
B. Special reinforced concrete shear walls
1910.2.4
6
2'/2
5
NL
NL
160
100
100
C. Ordinary reinforced concrete shear walls
1910.2.3
5'/,
2'/2
4%
NL
NL
NP
NP
NP
(continued)
H
TABLE 161l7.6.2-contDoy©d
DESIGN C0EFFBC8EMTS AND FACTORS FOR BASIC SE1SMIC-F0RCE-RESBST8NG SYSTEMS
BASIC SEISWilC-FORCE-RESISTING SYSTEM
DETAILING
REFERENCE
SECTION
RESPONSE
MODIFICATION
COEFFICIENT, ff
SYSTEM
OVERSTRENGTH
FACTOR, n„«
DEFLECTION
AMPLIFICATION
FACTOR, C/
SYSTEM LIMITATIONS AND BUILDING HEIGHT LIMITATIONS (FEET) BY
SEISMIC DESIGN CATEGORY AS DETERMINED IN SECTION 1616.3°
AorB
c
D"
E°
r
D. Ordinary reinforced masonry shear walls
1.13.2.2.3°
3
3
2%
NL
160
NP
NP
NP
E. Intermediate reinforced masonry shear walls
1.13.2.2.4°
5
3
A%
NL
NL
NP
NP
NP
F. Composite concentrically braced frames
(13)'^
5
2%
4V,
NL
NL
160
100
NP
G. Ordinary composite braced frames
(12)''
4
2%
3
NL
NL
NP
NP
NP
H. Ordinary composite reinforced concrete shear
walls with steel elements
(15)''
5%
2%
A%
NL
NL
NP
NP
NP
6. Shear Wall-frame Interactive System with
Ordinary Reinforced Concrete Moment Frames
and Ordinary Reinforced Concrete Shear Walls
21.1'
1910.2.3
5'/,
2V,
5
NL
NP
NP
NP
NP
7. Inverted Pendulum Systems
A. Cantilevered column systems
2V,
2
2'/2
NL
NL
35
35
35
B. Special steel moment frames
{9y
2%
2
2%
NL
NL
NL
NL
NL
C. Ordinary steel moment frames
(uy
IV4
2
2'/2
NL
NL
NP
NP
NP
D. Special reinforced concrete moment frames
21.1'
2%
2
IV4
NL
NL
NL
NL
NL
8. Structural Steel Systems Not Specifically
Detailed for Seismic Resistance
AISC— 335
AISC— LRFD
AISI
AISC— HSS
3
3
3
NL
NL
NP
NP
NP
For SI: 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 KN/m^.
a. Response modification coefficient, R, for use throughout.
b. Deflection amplification factor, Q.
c. NL = Not limited and NP = Not permitted.
d. See Section 1617.6.2.4. 1 for a description of building systems limited to buildings with a height of 240 feet or less.
e. See Section 1617.6.2.4.1 for building systems limited to buildings with a height of 160 feet or less.
f. Ordinary moment frame is permitted to be used in lieu of intermediate moment frame in Seismic Design Categories B and C.
g. The tabulated value of the overstrength factor, fig, is permitted to be reduced by subtracting V2 for structures with flexible diaphragms but shall not be taken as less than 2.0 for any structure.
h. Steel ordinary moment frames and intermediate moment frames are permitted in single-story buildings up to a height of 60 feet, when the moment joints of field connections are constructed of bolted end plates and
the dead load of the roof does not exceed 15 pounds per square foot. The dead weight of the portion of walls more than 35 feet above the base shall not exceed 1 5 pounds per square foot,
i. Steel ordinary moment frames are permitted in buildings up to a height of 35 feet, where the dead load of the walls, floors and roof does not exceed 15 pounds per square foot,
j. AISC 341 Part I or Part III section number,
k. AISC 341 Part II section number.
1. ACI 318, Section number
m. Steel intermediate moment resisting frames as part of a dual system are not permitted in Seismic Design Categories D, E, and F.
n. Steel ordinary concentrically braced frames are permitted in penthouse structures and in single-story buildings up to a height of 60 feet when the dead load of the roof does not exceed 15 pounds per square foot,
o. ACI 530/ASCE 5/TMS 402 section number.
STRUCTURAL DESIGN
1617.6.2.4.1 Limited building height. For buildings
that have steel-braced frames or concrete
cast-in-place shear walls, the height Umits in Table
1617.6.2 for Seismic Design Category D or E are in-
creased to 240 feet (73 152 nmi) and for Seismic De-
sign Category F to 160 feet (48 768 mm) provided that
the buildings are configured such that the braced
frames or shear walls arranged in any one plane con-
form to the following:
1. The braced frames or shear walls in any one
plane shall resist no more than 50 percent of the
total seismic forces in each direction, neglect-
ing torsional effects.
2. The seismic force in the braced frames or shear
walls in any one plane resulting from torsional
effects shall not exceed 20 percent of the total
seismic force in the braced frames or shear
walls.
1617.6.2.4.2 Interaction effects. Moment-resisting
frames that are enclosed or adjoined by stiffer ele-
ments not considered to be part of the seis-
mic-force-resisting system shall be designed so that
the action or failure of those elements will not impair
the vertical load and seismic-force-resisting capabil-
ity of the frame. The design shall consider and provide
for the effect of these rigid elements on the structural
system at deformations corresponding to the design
story drift, A, as determined in Section 1617.5.4. In
addition, the effects of these elements shall be consid-
ered when determining whether a structure has one or
more of the irregularities defined in Section 1616.5.1.
1617.6.2.4.3 Deformational compatibility. Every
structural component not included in the seis-
mic-force-resisting system in the direction under con-
sideration shall be designed to be adequate for vertical
load-carrying capacity and the induced moments and
shears resulting from the design story drift, A, as de-
termined in accordance with Section 1617.5.4. Where
allowable stress design is used, A shall be computed
without dividing the earthquake force by 1 .4. The mo-
ments and shears induced in components that are not
included in the seismic-force-resisting system in the
direction under consideration shall be calculated in-
cluding the stiffening effects of adjoining rigid struc-
tural and nonstructural elements.
Exception: Reinforced concrete frame members
not designed as part of the seismic-force-resisting
system and slabs shall comply with Section 21.11
ofACI318.
1617.6.2.4.4 Special moment frames. A special mo-
ment frame that is used but not required by Table
1617.6.2 is permitted to be discontinued and sup-
ported by a stiffer system with a lower response modi-
fication coefficient, R, provided the requirements of
Sections 1620.2.3 and 1620.4.1 are met. Where a spe-
cial moment frame is required by Table 1617.6.2, the
frame shall be continuous to the foundation.
SECTION 1618
DYNAMIC ANALYSIS PROCEDURE FOR THE
SEISMIC DESIGN OF BUILDINGS
1618.1 Dynamic analysis procedures. The following
dynamic analysis procedures are permitted to be used in lieu of I
the equivalent lateral force procedure of Section 1617.4:
1. Modal Response Spectral Analysis.
2. Linear Time-history Analysis.
3. Nonlinear Time-history Analysis.
The dynamic analysis procedures hsted above shall be per- I
formed in accordance with the requirements of Sections 9.5.6, I
9.5.7 and 9.5.8, respectively, of ASCE 7.
SECTION 1619
EARTHQUAKE LOADS
SOIL-STRUCTURE INTERACTION EFFECTS
1619.1 Analysis procedure. If soil-structure interaction is
considered in the determination of seismic design forces and
corresponding displacements in the structure, the procedure |
given in Section 9.5.9 of ASCE 7 shall be used.
SECTION 1620
EARTHQUAKE LOADS— DESIGN, DETAILING
REQUIREMENTS AND STRUCTURAL COMPONENT
LOAD EFFECTS
1620.1 Structural component design and detailing. The
design and detailing of the components of the seis-
mic-force-resisting system shall comply with the requirements
of Section 9.5.2.6 of ASCE 7 in addition to the nonseismic
requirements of this code except as modified in Sections
1620.1.1, 1620.1.2 and 1620.1.3.
Exception: For structures designed using the simplified
analysis procedure in Section 1617.5, the provisions of Sec-
tions 1620.2 through 1620.5 shall be used.
1620.1.1 ASCE 7, Section 9.5.2.6.2.5. Section 9.5.2.6.2.5
of ASCE 7 shall not apply.
1620.1.2 ASCE 7, Section 9.5.2.6.2.11. Modify ASCE 7,
Section 9.5.2.6.2.1 1, to read as follows:
9.5.2.6.2.11 Elements supporting discontinuous walls or
frames. Columns, beams, trusses or slabs supporting dis-
continuous walls or frames of structures and the connections
of the discontinuous element to the supporting member hav-
ing plan irregularity Type 4 of Table 9.5.2.3.2 or vertical ir-
regularity Type 4 of Table 9.5.2.3.3 shall have the design
strength to resist the maximum axial force that can develop
in accordance with the special seismic loads of Section
9.5.2.7.1.
Exceptions:
1. The quantity E in Section 9.5.2.7.1 need not ex-
ceed the maximum force that can be transmitted to
the element by the lateral-force-resisting system at
yield.
2. Concrete slabs supporting light-framed walls.
r
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1620.13 ASCE 7, Sectiom 9oSo2o6o3o Modify ASCE 7, Sec-
tion 9.5.2.6.3, to read as follows:
9.5.2.6.3 Seismic Design Category C. Structures as-
signed to Category C shall conform to the requirements
of Section 9.5.2.6.2 for Category B and to the require-
ments of this section. Structures that have plan structural
irregularity Type la or lb of Table 9.5.2.3.2 along both
principal plan axes, or plan structural irregularity Type 5
of Table 9.5.2.3.2, shall be analyzed for seismic forces in
compliance with Section 9.5.2.5.2.2. When the square
root of the sum of the squares method of combining di-
rectional effects is used, each term computed shall be as-
signed the sign that will yield the most conservative
result.
The orthogonal combination procedure of Section
9.5.2.5.2.2, Item a, shall be required for any column or
wall that forms part of two or more intersecting seis-
mic-force-resisting systems and is subjected to axial load
due to seismic forces acting along either principal plan
axis equaling or exceeding 20 percent of the axial load
design strength of the column or wall.
1620o2 Stractiiral component design and detailmg (for lase
in the simplified analysis procedure of Sectiom 1617oS). The
design and detailing of the components of the seis-
mic-force-resisting system for structures designed using the
simpUfied analysis procedure in Section 1617.5 shall comply
with the requirements of Sections 1620.2 through 1620.5 in
addition to the nonseismic requirements of this code. Buildings
shall not exceed the Umitations of Section 1616.6.1.
4
ion: Structures assigned to Seismic Design Cate-
gory A.
Structures assigned to Seismic Design Category B (see Sec-
tion 1616) shall conform to Sections 1620.2.1 through
1620.2.10.
1620o2ol Second=order load effects. Where G exceeds 0. 10
as determined in Section 9.5.5.7.2 in ASCE 7, second-order
load effects shall be included in the evaluation of component
and connection strengths.
1620.2.2 Openings. Where openings occur in shear walls,
diaphragms or other plate-type elements, reinforcement at
the edges of the openings shall be designed to transfer the
stresses into the structure. The edge reinforcement shall ex-
tend into the body of the wall or diaphragm a distance suffi-
cient to develop the force in the reinforcement.
1620.2.3 Discontinuities m vertical system. Structures
with a discontinuity in lateral capacity, vertical irregularity
Type 5, as defined in Table 1616.5.1.2, shall not be over two
stories or 30 feet (9144 mm) in height where the "weak"
story has a calculated strength of less than 65 percent of the
story above.
Exception; Where the "weak" story is capable of resist-
ing a total seismic force equal to the overstrength factor,
Qq, as given in Table 1617.6.2, multipHed by the design
force prescribed in Section 1617.5, the height limitation
does not apply.
1620.2.4 Connections. All parts of the structure, except at
separation joints, shall be interconnected and the connec-
tions shall be designed to resist the seismic force, Fp, in-
duced by the parts being connected. Any smaller portion of
the structure shall be tied to the remainder of the structure
for the greater of:
Fp = 0A33SDsWp
or
Fp = 0.05wp
(Eqeation 16-58)
16-5«
where:
= The design, 5-percent damped, spectral response ac-
celeration at short periods as defined in Section
1615.
w
= The weight of the smaller portion.
A positive connection for resisting a horizontal force act-
ing parallel to the member shall be provided for each beam,
girder or truss to its support for a force not less than 5 per-
cent of the dead plus live load reaction.
1620.2.5 Diaphragms. Permissible deflection shall be that
deflection up to which the diaphragm and any attached dis-
tributing or resisting element will maintain its structural in-
tegrity under design load conditions, such that the resisting
element will continue to support design loads without dan-
ger to occupants of the structure.
Floor and roof diaphragms shall be designed to resist Fp
as follows:
Fp = 0.2I^os^p+Vp,
where:
(Equation 16=60)
Fp = The seismic force induced by the parts.
4 = Occupancy importance factor (Table 1604.5).
Sds = The short-period site design spectral response accel-
eration coefficient (Section 1615).
Wp = The weight of the diaphragm and other elements of
the structure attached to the diaphragm.
Vp^ = The portion of the seismic shear force at the level of
the diaphragm, required to be transferred to the
components of the vertical seismic-force-resisting
system because of the offsets or changes in stiffness
of the vertical components above or below the dia-
phragm.
Diaphragms shall provide for both shear and bending
stresses resulting from these forces. Diaphragms shall have
ties or struts to distribute the wall anchorage forces into the
diaphragm. Diaphragm connections shall be positive, me-
chanical or welded-type connections.
1620.2.6 Collector elements. Collector elements shall be
provided that are capable of transferring the seismic forces
originating in other portions of the structure to the element
providing the resistance to those forces. Collector elements,
splices and their connections to resisting elements shall
have the design strength to resist the special load combina-
tions of Section 1605.4.
Exceptions In structures or portions thereof braced en-
tirely by light-framed shear walls, collector elements,
splices and connections to resisting elements need only
2003 SNTERMATBONAL BU8LDSMG CODE®
STRUCTURAL DESIGN
have the strength to resist the load combinations of Sec-
tion 1605.2 or 1605.3.
1620.2.7 Bearing walls and shear walls. Bearing walls and
shear walls and their anchorage shall be designed for an
out-of-plane force, Fp, that is the greater of 10 percent of the
weight of the wall, or the quantity given by Equation 16-61 :
where:
(Equation 16-61)
/g = Occupancy importance factor (Table 1604.5).
Sds = The short-period site design spectral response accel-
eration coefficient (Section 1615.1.3 or 1615.2.5).
w„ = The weight of the wall.
In addition, concrete and masonry walls shall be an-
chored to the roof and floors and members that provide lat-
eral support for the wall or that are supported by the wall.
The anchorage shall provide a direct connection between
the wall and the supporting construction capable of resisting
the greater of the force, Fp, as given by Equation 16-61 or
(400 Sds Ie) pounds per linear foot of wall. For SI: 583 8 Sps h
N/m. Walls shall be designed to resist bending between an-
chors where the anchor spacing exceeds 4 feet (1219 mm).
Parapets shall conform to the requirements of Section
9.6.2.2 of ASCE 7.
1620.2.8 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 using the procedures given in Section 1617.4
and varying uniformly to a moment at the top equal to
one-half the calculated bending moment at the base.
1620.2.9 Elements supporting discontinuous walls or
frames. Columns or other elements subject to vertical reac-
tions from discontinuous walls or frames of structures hav-
ing plan irregularity Type 4 of Table 1616.5.1.1 or vertical
irregularity Type 4 of Table 1616.5. 1 .2 shall have the design
strength to resist special seismic load combinations of Sec-
tion 1605.4. The connections from the discontinuous walls
or frames to the supporting elements need not have the de-
sign strength to resist the special seismic load combinations
of Section 1605.4.
Exceptions:
1. The quantity, E^, in Section 1617.1.1.2 need not
exceed the maximum force that can be transmitted
to the element by the lateral-force-resisting system
at yield.
2. Concrete slabs supporting hght-framed walls.
1620.2.10 Direction of seismic load. The direction of ap-
plication of seismic forces used in design shall be that which
will produce the most critical load effect in each component.
The requirement will be deemed satisfied if the design seis-
mic forces are applied separately and independently in each
of the two orthogonal directions.
1620.3 Seismic Design Category C. Structures assigned to
Seismic Design Category C (see Section 1616) shall conform
to the requirements of Section 1620.2 for Seismic Design Cate-
gory B and to Sections 1620.3.1 through 1620.3.2.
1620.3.1 Anchorage of concrete or masonry walls. Con-
crete or masonry walls shall be anchored to floors and roofs
and members that provide out-of-plane lateral support for
the wall or that are supported by the wall. The anchorage
shall provide a positive direct connection between the wall
and floor or roof capable of resisting the horizontal forces
specified in Equation 16-62 for structures with flexible dia-
phragms or in Section 9.6. 1 .3 of ASCE 7 (using Gp of 1 .0 and
Rp of 2.5) for structures with diaphragms that are not flexi-
ble.
Fp = Q.^S^sh^.
where:
(Equation 16-62)
Fp = The design force in the individual anchors.
/g = Occupancy importance factor in accordance with
Section 1616.2.
Sps = The design earthquake spectral response accelera-
tion at short period in accordance with Section
1615.1.3.
w^ = The weight of the wall tributary to the anchor.
Diaphragms shall be provided with continuous ties or
struts between diaphragm chords to distribute these anchor-
age forces into the diaphragms. Where added chords are
used to form subdiaphragms, such chords shall transmit the
anchorage forces to the main cross ties. The maximum
length-to-width ratio of the structural subdiaphragm shall
be 2'/2 to 1 . Connections and anchorages capable of resisting
the prescribed forces shall be provided between the dia-
phragm and the attached components. Connections shall ex-
tend into the diaphragms a sufficient distance to develop the
force transferred into the diaphragm.
The strength design forces for steel elements of the wall
anchorage system shall be 1 .4 times the force otherwise re-
quired by this section.
In wood diaphragms, the continuous ties shall be in addi-
tion to the diaphragm sheathing. Anchorage shall not be ac-
complished by use of toenails or nails subject to withdrawal,
nor shall wood ledgers or framing be used in cross-grain
bending or cross-grain tension. The diaphragm sheathing
shall not be considered effective as providing the ties or
struts required by this section.
In metal deck diaphragms, the metal deck shall not be
used as the continuous ties required by this section in the di-
rection perpendicular to the deck span.
Diaphragm-to-wall anchorage using embedded straps shall
be attached to or hooked around the reinforcing steel or oth-
erwise terminated so as to directly transfer force to the rein-
forcing steel.
1620.3.2 Dnrection of seismic load. For structures that have
plan structural irregularity Type laor IbofTable 1616.5.1.1
along both principal plan axes, or plan structural irregularity
Type 5 in Table 1616.5.1.1, the critical direction require-
ment of Section 1620.2. 10 shall be deemed satisfied if com-
ponents and their foundations are designed for the following
orthogonal combination of prescribed loads.
One hundred percent of the forces for one direction plus
30 percent of the forces for the perpendicular direction. The
w
340
2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGiVl
combination requiring the maximum component strength
shall be used. Alternatively, the effects of the two orthogo-
nal directions are permitted to be combined on a square root
of the sum of the squares (SRSS) basis. When the SRSS
method of combining directional effects is used, each term
computed shall be assigned the sign that will result in the
most conservative result.
The orthogonal combination procedure above shall be re-
quired for any colunm or wall that forms part of two or more
intersecting seismic-force-resisting systems and is sub-
jected to axial load due to seismic forces acting along either
principal plan axis equaling or exceeding 20 percent of the
axial load design strength of the column or wall.
tesngm Category D= Structures assigned to
Seismic Design Category D shall conform to the requirements
of Section 1620.3 for Seismic Design Category C and to Sec-
tions 1620.4.1 through 1620.4.6.
1620<,4ol Plan or vertical irregularitleSo For buildings hav-
ing a plan structural irregularity of Type la, lb, 2, 3 or 4 in
Table 1616.5.1.1 or a vertical structural irregularity of Type
4 in Table 1616.5.1.2, the design forces determined from
Section 1617.5 shall be increased 25 percent for connec-
tions of diaphragms to vertical elements and to collectors,
and for connections of collectors to the vertical elements.
«
mi When connection design forces are deter-
mined using the special seismic load combinations of
Section 1605.4
I seismic forces. In addition to the apphca-
ble load combinations of Section 1605, horizontal cantile-
ver and horizontal prestressed components shall be
designed to resist a minimum net upward force of 0.2 times
the dead load.
162®o4.3 DIaphragmSo Floor and roof diaphragms shall be
designed to resist design seismic forces determined in ac-
cordance with Equation 16-63 as follows:
F„^ =
l=X
W .
px n px
i=x
where:
F, = The design force applied to Level /.
Fp^ = The diaphragm design force.
w, = The weight tributary to Level /.
Wp^ = The weight tributary to the diaphragm at Level x.
The force determined from Equation 16-63 need not ex-
S ceed OASosh^px but shall not be less than O.ISdsIe^px where
Sps is the design spectral response acceleration at short pe-
riod determined in Section 1615.1 .3 and /^ is the occupancy
importance factor determined in Section 1616.2. When the
diaphragm is required to transfer design seismic force from
the vertical-resisting elements above the diaphragm to other
vertical-resisting elements below the diaphragm due to off-
sets in the placement of the elements or to changes in rela-
tive lateral stiffness in the vertical elements, these forces
shall be added to those determined from Equation 16-63 and
to the upper and lower limits on that equation.
Collector elements shall be
provided that are capable of transferring the seismic forces
originating in other portions of the structure to the element
providing resistance to those forces.
Collector elements, splices and their connections to re-
sisting elements shall resist the forces determined in accor-
dance with Equation 16-63. In addition, collector elements,
spHces and their connections to resisting elements shall
have the design strength to resist the earthquake loads as de-
fined in the special load combinations of Section 1605.4.
Exceptions In structures, or portions thereof, braced en-
tirely by light-framed shear walls, collector elements,
splices and their connections to resisting elements need
only be designed to resist forces in accordance with
Equation 16-63.
162©o4.5 Building separations„ All structures shall be sep-
arated from adjoining structures. Separations shall allow for
the displacement d^. Adjacent buildings on the same prop-
erty shall be separated by at least d^j where
^A/7-=V(^Mi)'+(<5a/2)'
16-(f
and d/^i and 6^2 ^^ the displacements of the adjacent build-
ings.
When a structure adjoins a property line not conmion to a
public way, that structure shall also be set back from the
property Une by at least the displacement, d^^, of that struc-
ture.
ms Smaller separations or property hne set-
backs shall be permitted when justified by rational analy-
ses based on maximum expected ground motions.
1620o41o6 Aecliorage of concrete or masomry walls to flex-
ible diaptiragms., In addition to the requirements of Section
1620.3.1, concrete and masonry walls shall be anchored to
flexible diaphragms based on the following:
1 . When elements of the wall anchorage system are not
loaded concentrically or are not perpendicular to the
wall, the system shall be designed to resist all compo-
nents of the forces induced by the eccentricity.
2. When pilasters are present in the wall, the anchorage
force at the pilasters shall be calculated considering
the additional load transferred from the wall panels to
the pilasters. The minimum anchorage at a floor or
roof shall not be less than that specified in Item 1 .
1620o5 Seismic Desigm Category E or E Structures assigned
to Seismic Design Category E or F (Section 1616) shall con-
form to the requirements of Section 1620.4 for Seismic Design
Category D and to Section 1620.5.1.
162®oS=l Plam or vertical irregolarities. Structures having
plan irregularity Type lb of Table 1616.5.1.1 or vertical ir-
regularities Type lb or 5 of Table 1616.5.1.2 shall not be
permitted.
341
STRUCTURAL DESIGN
SECTION 1621
ARCHITECTURAL, MECHANICAL AND
ELECTRICAL COMPONENT SEISMIC DESIGN
REQUIREMENTS
1621.1 Component design. Architectural, mechanical, elec-
trical and nonstructural systems, components and elements
permanently attached to structures, including supporting struc-
tures and attachments (hereinafter referred to as "compo-
nents"), and nonbuilding structures that are supported by other
structures, shall meet the requirements of Section 9.6 of ASCE
7 except as modified in Sections 1621.1.1, 1621.1.2 and
1621.1.3, excluding Section 9.6.3.11.2, of ASCE 7, as
amended in this section.
1621.1.1 ASCE 7, Section 9.6.3.11.2: Section 9.6.3. 1 1 .2 of
ASCE 7 shall not apply.
1621.1.2 ASCE 7, Section 9.6.2.8.1. Modify ASCE 7, Sec-
tion 9.6.2.8.1, to read as follows:
9.6.2.8.1 General. Partitions that are tied to the ceiUng
and all partitions greater than 6 feet (1 829 mm) in height
shall be laterally braced to the building structure. Such
bracing shall be independent of any ceiling splay brac-
ing. Bracing shall be spaced to limit horizontal deflection
at the partition head to be compatible with ceiling deflec-
tion requirements as determined in Section 9.6.2.6 for
suspended ceilings and Section 9.6.2.6 for other systems.
Exception: Partitions not taller than 9 feet (2743 mm)
when the horizontal seismic load does not exceed 5
psf (0.240 KN/m2) required in Section 1607.13.
1621.1.3 ASCE 7, Section 9.6.3.13. Modify ASCE 7, Sec-
tion 9.6.3.13, to read as follows:
9.6.3.13 Mechanical equipment, attachments and sup-
ports. Attachments and supports for mechanical equip-
ment not covered in Sections 9.6.3.8 through 9.6.3. 12 or
Section 9.6.3.16 shall be designed to meet the force and
displacement provisions of Section 9.6.1.3 and 9.6.1.4
and the additional provisions of this section. In addition
to their attachments and supports, such mechanical
equipment designated as having an /^ = 1.5, which con-
tains hazardous or flammable materials in quantities that
exceed the maximum allowable quantities for an open
system listed in Section 307, shall, itself, be designed to
meet the force and displacement provisions of Sections
9.6.1.3 and 9.6.1.4 and the additional provisions of this
section. The seismic design of mechanical equipment,
attachments and their supports shall include analysis of
the following: the dynamic effects of the equipment, its
contents and, when appropriate, its supports. The inter-
action between the equipment and the supporting struc-
tures, including other mechanical and electrical
equipment, shall also be considered.
SECTION 1622
NONBUILDING STRUCTURES SEISMIC
DESIGN REQUIREMENTS
1622.1 Nonbuilding structures. The requirements of Section
9.14 of ASCE 7 shall apply to nonbuilding structures except as
modified by Sections 1622.1.1, 1622.1.2 and 1622.1.3.
1622.1.1 ASCE 7, Section 9.14.5.1. Modify Section
9.14.5.1, Item 9, to read as follows:
9. Where an approved national standard provides a basis for
the earthquake-resistant design of a particular type of
nonbuilding structure covered by Section 9.14, such a stan-
dard shall not be used unless the following limitations are
met:
1 . The seismic force shall not be taken as less than 80
percent of that given by the remainder of Section
9.14.5.1.
2. The seismic ground acceleration, and seismic coeffi-
cient, shall be in conformance with the requirements
of Sections 9.4.1 and 9.4.1.2.5, respectively.
3. The values for total lateral force and total base over-
turning moment used in design shall not be less than
80 percent of the base shear value and overturning
moment, each adjusted for the effects of soil structure
interaction that is obtained by using this standard.
1622.1.2 ASCE 7, Section 9.14.7.2.1. Modify Section
9.14.7.2.1 to read as follows:
9.14.7.2.1 General. This section applies to all earth-re-
taining walls. The applied seismic forces shall be deter-
mined in accordance with Section 9.7.5.1 with a
geotechnical analysis prepared by a registered design
professional.
The seismic use group shall be determined by the proxim-
ity of the retaining wall to other nonbuilding structures or
buildings. If failure of the retaining wall would affect an ad-
jacent structure, the seismic use group shall not be less than
that of the adjacent structure, as determined in Section 9.1 .3.
Earth-retaining walls are permitted to be designed for seis-
mic loads as either yielding or nonyielding walls. Cantile-
vered reinforced concrete retaining walls shall be assumed
to be yielding walls and shall be designed as simple flexural
wall elements.
1622.1.3 ASCE 7, Section 9.14.7.9. Add a new Section
9.14.7.9 to read as follows:
9.14.7.9 Buried structures. As used in this section, the
term "buried structures" means subgrade structures such
as tanks, tunnels and pipes. Buried structures that are
designated as Seismic Use Group II or III, as determined
in Section 9. 1 .3, or are of such a size or length as to war-
rant special seismic design as determined by the regis-
tered design professional, shall be identified in the
geotechnical report. Buried structures shall be designed
to resist seismic lateral forces determined from a sub-
stantiated analysis using standards approved by the
building official. Flexible couplings shall be provided for
buried structures where changes in the support system,
configurations or soil condition occur.
342
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E>
SEIS^l
1623.1 Design reqeSrememtSo Every seismically isolated
structure and every portion thereof shall be designed and con-
structed in accordance with the requirements of Section 9. 1 3 of
ASCE 7, except as modified in Section 1623.1.1.
U23AA ASCE 7, Section 9.13,6o23. Modify ASCE 7,
Section 9.13.6.2.3, to read as follows:
9. 1 3.6.2.3 Fire resistance. Fire-resistance ratings for the iso-
lation system shall comply with Section 714.7 of the Inter-
national Building Code.
2003 INTERMATBONAL BUBLD8MG CODE®
344 2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL TESTS AND SPECIAL INSPECT!
GENERAL
ol Scopeo The provisions of this chapter shall govern the
quality, workmanship and requirements for materials covered.
Materials of construction and tests shall conform to the appli-
cable standards listed in this code.
17®1,2 New materialSo New building materials, equipment,
appliances, systems or methods of construction not provided
for in this code, and any material of questioned suitability pro-
posed for use in the construction of a building or structure, shall
be subjected to the tests prescribed in this chapter and in the ap-
proved rules to determine character, quality and limitations of
use.
1701.3 Used materlalSo The use of second-hand materials that
meet the minimum requirements of this code for new materials
shall be permitted.
1702.1 Gemeral, The following words and terms shall, for the
purposes of this chapter and as used elsewhere in this code,
have the meanings shown herein.
An established and recognized
agency regularly engaged in conducting tests or furnishing in-
spection services, when such agency has been approved.
FABRICATOR. An established and qualified
person, firm or corporation approved by the building official
pursuant to Chapter 17 of this code.
CERTIFICATE OF COMPLIANCE. A certificate stating
that materials and products meet specified standards or that
work was done in compliance with approved construction doc-
uments.
Structural, load-bearing or lateral
load-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 work-
ing or reforming after manufacture and prior to installation in a
building or structure. Materials produced in accordance with
standard specifications referenced by this code, such as rolled
structural steel shapes, steel-reinforcing bars, masonry units
and plywood sheets, shall not be considered "fabricated items."
INSPECTION CERTIFICATE, An identification applied on
a product by an approved agency containing the name of the
manufacturer, the function and performance characteristics,
and the name and identification of an approved agency that in-
dicates that the product or material has been inspected and eval-
uated by an approved agency (see Section 1703.5 and "Label,"
"Manufacturer's designation" and "Mark").
LABEL. An identification applied on a product by the manu-
facturer that contains the name of the manufacturer, the func-
tion and performance characteristics of the product or material,
and the name and identification of an approved agency and that
indicates that the representative sample of the product or mate-
rial has been tested and evaluated by an approved agency (see
Section 1703.5 and "Inspection certificate," "Manufacturer's
designation" and "Mark").
An identification
applied on a product by the manufacturer indicating that a
product or material complies with a specified standard or set of
rules (see also "Inspecfion certificate," "Label" and "Mark").
MARK, An identification appUed on a product by the manu-
facturer indicating the name of the manufacturer and the func-
tion of a product or material (see also "Inspection certificate,"
"Label" and "Manufacturer's designation").
SPECIAL INSPECTION. Inspection as herein required of
the materials, installation, fabrication, erection or placement of
components and connections requiring special expertise to en-
sure comphance with approved construction documents and
referenced standards (see Section 1704).
SPECIAL INSPECTION, CONTINUOUS. The full-time
observation of work requiring special inspection by an ap-
proved special inspector who is present in the area where the
work is being performed.
The part-time or in-
termittent observation of work requiring special inspection by
an approved special inspector who is present in the area where
the work has been or is being performed and at the completion
of the work.
SPRAYED FIRE-RESISTANT MATERIALS.
Cementitious or fibrous materials that are spray applied to pro-
vide fire-resistant protection of the substrates.
STRUCTURAL OBSERVATION. The visual observation of
the structural system by a registered design professional for
general conformance to the approved construction documents
at significant construction stages and at completion of the
structural system. Structural observation does not include or
waive the responsibility for the inspection required by Section
109, 1704 or other sections of this code.
1703.1 Approved agency. An approved agency shall provide
all information as necessary for the building official to deter-
mine that the agency meets the apphcable requirements.
1703.1.1 IndepeedenL An approved agency shall be objec-
tive and competent. The agency shall also disclose possible
conflicts of interest so that objectivity can be confirmed.
1703.1.2 Equlpmemt, An approved agency shall have ade-
quate equipment to perform required tests. The equipment
shall be periodically caUbrated.
2003 SMTERMATBOhSAL BUILDBMG CODE®
345
STRUCTURAL TESTS AND SPECIAL INSPECTIONS
1703.1.3 Personnel. An approved agency shall employ ex-
perienced personnel educated in conducting, supervising
and evaluating tests and/or inspections.
1703.2 Written approval. Any material, appliance, equip-
ment, system or method of construction meeting the require-
ments of this code shall be approved in writing after
satisfactory completion of the required tests and submission of
required test reports.
1703.3 Approved record. For any material, appliance, equip-
ment, system or method of construction that has been ap-
proved, a record of such approval, including 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 appro-
priate times.
1703.4 Performance. Specific information consisting of test
reports conducted by an approved testing agency in accordance
with standards referenced in Chapter 35, or other such informa-
tion as necessary, shall be provided for the building official to
determine that the material meets the applicable code require-
ments.
1703.4.1 Research and investigation. Sufficient technical
data shall be submitted to the building official to substanti-
ate the proposed use of any material or assembly. If it is de-
termined that the evidence submitted is satisfactory proof of
performance for the use intended, the building official shall
approve the use of the material or assembly subject to the re-
quirements of this code. The cost offsets, reports and inves-
tigations required under these provisions shall be paid by the
permit applicant.
1703.4.2 Research reports. Supporting data, where neces-
sary to assist in the approval of materials or assemblies not
specifically provided for in this code, shall consist of valid
research reports from approved sources.
1703.5 Labeling. Where materials or assemblies are required
by this code to be labeled, such materials and assemblies shall
be labeled by an approved agency in accordance with Section
1703. Products and materials required to be labeled shall be la-
beled in accordance with the procedures set forth in Sections
1703.5.1 through 1703.5.3.
1703.5.1 Testing. An approved agency shall test a represen-
tative sample of the product or material being labeled to the
relevant standard or standards. The approved agency shall
maintain a record of the tests performed. The record shall
provide sufficient detail to verify compliance with the test
standard.
1703.5.2 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 mate-
rial tested.
1703.5.3 Label information. The label shall contain the
manufacturer's or distributor's identification, model num-
ber, serial number or definitive information describing the
product or material's performance characteristics and ap-
proved agency's identification.
1703.6 Heretofore approved materials. The use of any mate-
rial akeady 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 to the public.
1703.7 Evaluation and follow-up inspection services. Where
structural components or other items regulated by this code are
not visible for inspection after completion of a prefabricated as-
sembly, the permit applicant shall submit a report of each pre-
fabricated assembly. The report shall indicate the complete
details of the assembly, including a description of the assembly
and its components, the basis upon which the assembly is being
evaluated, test results and similar information and other data as
necessary for the building official to determine conformance to
this code. Such a report shall be approved by the building offi-
cial.
1703.7.1 Follow-up inspection. The permit apphcant shall
provide for special inspections of fabricated items in accor-
dance with Section 1704.2.
1703.7.2 Test and inspection records. Copies of necessary
test and inspection records shall be filed with the building
official.
SECTION 1704
SPECIAL INSPECTIONS
1704.1 General. Where application is made for construction as
described in this section, the owner or the registered design pro-
fessional in responsible charge acting as the owner's agent shall
employ one or more special inspectors to provide inspections
during construction on the types of work listed under Section
1704. The special inspector shall be a qualified person who
shall demonstrate competence, to the satisfaction of the build-
ing official, for inspection of the particular type of construction
or operation requiring special inspection. These inspections are
in addition to the inspections specified in Section 109.
Exceptions:
1 . Special inspections are not required for work of a mi-
nor nature or as warranted by conditions in the juris-
diction as approved by the building official.
2. Special inspections are not required for building com-
ponents unless the design involves the practice of pro-
fessional engineering or architecture as defined by
applicable state statutes and regulations governing the
professional registration and certification of engi-
neers or architects.
3. Unless otherwise required by the building official,
special inspections are not required for occupancies in
Group R-3 as appHcable in Section 101.2 and occu-
pancies in Group U that are accessory to a residential
occupancy including, but not limited to, those listed in
Section 312.1.
1704.1.1 Building permit requirement. The permit appli-
cant shall submit a statement of special inspections prepared
by the registered design professional in responsible charge
in accordance with Section 106.1 as a condition for permit
issuance. This statement shall include a complete list of ma-
346
2003 INTERNATIONAL BUILDING CODE®
STRUC
TESTS
SPEi
ISPECTIOMS
terials and work requiring special inspections by this sec-
tion, the inspections to be performed and a Hst of the
individuals, approved agencies or firms intended to be re-
tained for conducting such inspections.
1704.1o2 Report reqmremeiito Special inspectors shall
keep records of inspections. The special inspector shall fur-
nish inspection reports to the building official, and to the
registered design professional in responsible charge. Re-
ports shall indicate that work inspected was done in confor-
mance to approved construction documents. Discrepancies
shall be brought to the immediate attention of the contractor
for correction. If the discrepancies are not corrected, the dis-
crepancies shall be brought to the attention of the building
official and to the registered design professional in responsi-
ble charge prior to the completion of that phase of the work.
A final report documenting required special inspections and
correction of any discrepancies noted in the inspections
shall be submitted at a point in time agreed upon by the per-
mit applicant and the building official prior to the start of
work.
Where fabrication of struc-
tural load-bearing members and assemblies is being performed
on the premises of a fabricator's shop, special inspection of the
fabricated items shall be required by this section and as re-
quired elsewhere in this code.
1704.2ol Fabrtcattnom amd Implememtatioini procedaireso
The special inspector shall verify that the fabricator main-
tains detailed fabrication and quality control procedures that
provide a basis for inspection control of the workmanship
and the fabricator's abiUty to conform to approved construc-
tion documents and referenced standards. The special in-
spector shall review the procedures for completeness and
adequacy relative to the code requirements for the fabrica-
tor's scope of work.
lloms Special inspections as required by Section
1704.2 shall not be required where the fabricator is ap-
proved in accordance with Section 1704.2.2.
Special inspections re-
quired by this code are not required where the work is done
on the premises of a fabricator registered and approved to
perform such work without special inspection. Approval
shall be based upon review of the fabricator's written proce-
dural and quality control manuals and periodic auditing of
fabrication practices by an approved special inspection
agency. At completion of fabrication, the approved fabrica-
tor shall submit a certificate of compliance to the building
official stating that the work was performed in accordance
with the approved construction documents.
, The special inspections for steel el-
ements of buildings and structures shall be as required by Sec-
tion 1704.3 and Table 1704.3. Where required, special
inspection of steel shall also comply with Section 1715.
1 . Special 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 fabri-
cator shall be required to submit a detailed procedure for
material control that 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 are capable of being deter-
mined.
2. The special inspector need not be continuously present
during welding of the following items, provided the ma-
terials, welding procedures and quahfications of welders
are verified prior to the start of the work; periodic inspec-
tions are made of the work in progress and a visual in-
spection of all welds is made prior to completion or prior
to shipment of shop welding.
2.1. Single-pass fillet welds not exceeding V,g inch
(7.9 mm) in size.
2.2. Floor and roof deck welding.
2.3. Welded studs when used for structural dia-
phragm.
2.4. Welded sheet steel for cold-formed steel framing
members such as studs and joists.
2.5. Welding of stairs and railing systems.
17M3A Weldlngo Welding inspection shall be in compli-
ance with AWS D 1 . 1 . The basis for welding inspector quali-
fication shall be AWS DLL
17©4.3o2 Details. The special inspector shall perform an in-
spection of the steel frame to verify compliance with the de-
tails shown on the approved construction documents, such
as bracing, stiffening, member locations and proper applica-
tion of joint details at each connection.
17M33 Hlgh-streegth bolts. Installation of high-strength
bolts shall be periodically inspected in accordance with
AISC specifications.
.3.3.1 General. While the work is in progress, the
special inspector shall determine that the requirements
for bolts, nuts, washers and paint; bolted parts and instal-
lation and tightening in such standards are met. For bolts
requiring pretensioning, the special inspector shall ob-
serve the preinstallation testing and calibration proce-
dures when such procedures are required by the
installation method or by project plans or specifications;
determine that all pUes of connected materials have been
drawn together and properly snugged and monitor the in-
stallation of bolts to verify that the selected procedure for
installation is properly used to tighten bolts. For joints re-
quired to be tightened only to the snug-tight condition,
the special inspector need only verify that the connected
materials have been drawn together and properly
snugged.
.3.3.2 Periodic momitorimg. Monitoring of bolt in-
stallation for pretensioning is permitted to be performed
on a periodic basis when using the tum-of-nut method
with matchmarking techniques, the direct tension indica-
tor method or the alternate design fastener (twist-off
bolt) method. Joints designated as snug tight need be in-
spected only on a periodic basis.
2003 SMTERIVSATllOMAL BUiLDBiSSG CODE®
STRUCTURAL TESTS AND SPECIAL INSPECTIONS
TABLE 1704.3
REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION
VERIFICATION AND INSPECTION
CONTINUOUS
PERIODIC
REFERENCED
STANDARD^
IBC
REFERENCE
1. Material verification of high-strength bolts, nuts
and washers:
a. Identification markings to conform to ASTM
standards specified in the approved construction
documents.
—
X
Applicable ASTM
material specifications; AISC 335,
Section A3.4; AISC LRFD, Section A3.3
—
b. Manufacturer's certificate of compUance required.
—
X
—
—
2. Inspection of high-strength bolting:
a. Bearing-type connections.
—
X
AISC LRFD Section M2.5
1704.3.3
b. SUp-critical connections.
X
X
3. Material verification of structural steel:
a. Identification markings to conform to ASTM
standards specified in the approved construction
documents.
—
—
ASTM A 6 orASTM A 568
1708.4
b. Manufacturers' certified mill test reports.
—
—
ASTM A 6 or ASTM A 568
4. Material verification of weld filler materials:
a. Identification markings to conform to AWS
specification in the approved construction
documents.
—
—
AISC, ASD, Section A3. 6;
AISC LRFD, Section A3. 5
—
b. Manufacturer's certificate of compliance required.
—
—
—
—
5. Inspection of welding:
a. Structural steel:
—
—
1) Complete and partial penetration groove welds.
X
—
AWSDl.l
1704.3.1
2) Multipass fillet welds.
X
—
3) Single-pass fillet welds > Vig"
X
—
4) Single-pass fillet welds < ^,5"
—
X
5) Floor and deck welds.
—
X
AWS D 1.3
—
b. Reinforcing steel:
—
—
AWS D 1.4
ACI 318: 3.5.2
1903.5.2
1) Verification of weldability of reinforcing steel
other than ASTM A 706.
—
X
2) Reinforcing steel-resisting flexural and axial
forces in intermediate and special moment
frames, and boundary elements of special
reinforced concrete shear walls and shear
reinforcement.
X
—
3) Shear reinforcement.
X
—
4) Other reinforcing steel.
—
X
6. Inspection of steel frame joint details for comphance
with approved construction documents:
a. Details such as bracing and stiffening.
b. Member locations.
c. Apphcation of joint details at each connection.
—
X
—
1704.3.2
For SI: 1 inch = 25.4 mm.
a. Where applicable, see also Section 1707.1, Special inspection for seismic resistance.
348
2003 INTERNATIONAL BUILDING CODE®
STRUCTORAL TESTS AMD SPECIIAL [INSPECTIONS
1704.3,3,3 Contlmeous momltorlng. Monitoring of bolt
installation for pretensioning using the calibrated
wrench method or the turn-of-nut method without
matchmarking shall be performed on a continuous basis.
1704,4 Coecrete construction. The special inspections and
verifications for concrete construction shall be as required by
this section and Table 1704.4.
Exceptions Special inspections shall not be required for:
1 . Isolated spread concrete footings of buildings three
stories or less in height that are fully supported on
earth or rock.
2. Continuous concrete footings supporting walls of
buildings three stories or less in height that are fully
supported on earth or rock where:
2. 1 . The footings support walls of light frame con-
struction;
2.2. The footings are designed in accordance with
Table 1805.4.2; or
2.3. The structural design is based on a f ^ no
greater than 2,500 pounds per square inch
(psi)(17.2Mpa).
3. Nonstructural concrete slabs supported directly on
the ground, including prestressed slabs on grade,
where the effective prestress in the concrete is less
than 150 psi (1.03 Mpa).
4. Concrete foundation walls constructed in accordance
with Table 1805.5(1), 1805.5(2), 1805.5(3) or
1805.5(4).
5. Concrete patios, driveways and sidewalks, on grade.
1 Materials, In the absence of sufficient data or doc-
umentation providing evidence of conformance to quality
standards for materials in Chapter 3 of ACI 3 1 8, the building
official shall require testing of materials in accordance with
the appropriate standards and criteria for the material in
Chapter 3 of ACI 318. Weldabihty of reinforcement, except
that which conforms to ASTM A 706, shall be determined in
accordance with the requirements of Section 1903.5.2.
"ABLE 1704.4
JSPECTfON OF COWCREl
CONSTRUCTIOW
VERSRCATIOW AND 8NSPECT10SM
COMTWUOUS
PERSODIC
REFERENCED
STANDARD^
IBC REFERENCE
1. Inspection of reinforcing steel, including
prestressing tendons, and placement.
—
X
ACI 318: 3.5, 7.1-7.7
1903.5, 1907.1,
1907.7, 1914.4
2. Inspection of reinforcing steel welding in
accordance with Table 1704.3, Item 5B.
—
—
AWSD1.4
ACI 318: 3.5.2
1903.5.2
3. Inspect bolts to be installed in concrete prior to
and during placement of concrete where
allowable loads have been increased.
X
—
—
1912.5
4. Verifying use of required design mix.
—
X
ACI 318: Ch. 4, 5.2-5.4
1904, 1905.2-1905.4,
1914.2, 1914.3
5. At the time fresh concrete is sampled to fabricate
specimens for strength tests, perform slump and
air content tests, and determine the temperature
of the concrete.
X
—
ASTM C 172
ASTM C 31
ACI 318: 5.6, 5.8
1905.6, 1914.10
6. Inspection of concrete and shotcrete placement
for proper application techniques.
X
—
ACI 318: 5.9, 5.10
1905.9, 1905.10,
1914.6, 1914.7, 1914.8
7. Inspection for maintenance of specified curing
temperature and techniques.
—
X
ACI 318: 5.11-5.13
1905.11,1905.13,
1914.9
8. Inspection of prestressed concrete:
a. Application of prestressing forces.
b. Grouting of bonded prestressing tendons in
the seismic-force-resisting system.
X
X
—
ACI 318: 18.20
ACI 318: 18.18.4
—
9. Erection of precast concrete members.
—
X
ACI 318: Ch. 16
—
10. Verification of in-situ concrete strength, prior to
stressing of tendons in posttensioned concrete and
prior to removal of shores and forms from beams
and structural slabs.
—
X
ACI 318: 6.2
1906.2
For SI: 1 inch = 25.4 mm.
a. Where applicable, see also Section 1707.1, Special inspection for seismic resistance.
STRUCTURAL TESTS AND SPECIAL INSPECTIONS
1704.5 Masonry construction. Masonry construction shall be
inspected and evaluated in accordance with the requirements of
this section, depending on the classification of the building or
structure or nature of occupancy, as defined by this code (see
Table 1604.5 and Section 1616.2).
Exception: Special inspections shall not be required for:
1. Empirically designed masonry, glass unit masonry or
masonry veneer designed by Section 2109, 2110 or
ACI 530/ASCE 5/TMS 402, Chapters 5, 6 or 7, when
they are part of nonessential buildings (see Table
1604.5 and Section 1616.2).
2. Masonry foundation walls constructed in accordance
with Table 1805.5(1), 1805.5(2), 1805.5(3) or
1805.5(4).
1704.5.1 Empirically designed masonry, glass unit ma-
sonry and masonry veneer in essential facilities. The
minimum inspection program for masonry designed by
Chapter 14, Section 2109 or 21 10, or by Chapter 5, 6 or 7 of
ACI 530/ASCE 5/TMS 402, in essential facilities (see Table
1604.5 and Section 1616.2) shall comply with Table
1704.5.1.
1704.5.2 Engineered masonry in nonessential facilities.
The minimum special inspection program for masonry de-
signed by Section 2106, 2107 or 2108, or by chapters other
than Chapters 5, 6 or 7 of ACI 530/ASCE 5/TMS 402, in
nonessential faciUties (see Table 1604.5 and Section
1616.2), shall comply with Table 1704.5.1.
1704.5.3 Engineered masonry in essential facilities. The
minimum special inspection program for masonry designed
by Section 2106, 2107 or 2108, or by chapters other than
Chapters 5, 6 or 7 of ACI 530/ASCE 5/TMS 402, in essen-
tial facilities (see Table 1604.5 and Section 1616.2), shall
comply with Table 1704.5.3.
1704.6 Wood construction. Special inspections of the fabrica-
tion process of prefabricated wood structural elements and as-
semblies shall be in accordance with Section 1704.2. Special
inspections of site-built assemblies shall be in accordance with
Section 1704.1.
1704.6.1 Fabrication of high-load diaphragms.
High-load diaphragms using values from Table 2306.3.2
shall be installed with special inspections as indicated in
Section 1704. 1 . The special inspector shall inspect the wood
structural panel sheathing to ascertain whether it is of the
grade and thickness shown on the approved building plans.
Additionally, the special inspector must verify the nominal
size of framing members at adjoining panel edges, the nail
or staple diameter and length, the number of fastener lines
and that spacing between fasteners in each line and at edge
margins agrees with the approved building plans.
1704.7 Soils. The special inspections for existing site soil con-
ditions, fill placement and load-bearing requirements shall fol-
low Secfions 1704.7.1 through 1704.7.3. The approved soils
report, required by Section 1802.2, shall be used to determine
comphance.
Exception: Special inspections not required during place-
ment of fill less than 12 inches (305 mm) deep.
1704.7.1 Site preparation. Prior to placement of the pre-
pared fill, the special inspector shall determine that the site
has been prepared in accordance with the approved soils re-
port.
1704.7.2 During fill placement. During placement and
compacdon of the fill material, the special inspector shall
determine that the material being used and the maximum lift
thickness comply with the approved report, as specified in
Section 1803.5.
1704.7.3 Evaluation of in-place density. The special in-
spector shall determine, at the approved frequency, that the
in-place dry density of the compacted fill complies with the
approved report.
1704.8 Pile foundations. A special inspector shall be present
when pile foundations are being installed and during tests. The
special inspector shall make and submit to the building official
records of the installation of each pile and results of load tests.
Records shall include the cutoff and tip elevation of each pile
relative to a permanent reference.
1704.9 Pier foundations. Special inspection is required for
pier foundations for buildings assigned to Seismic Design Cat-
egory C, D, E or F in accordance with Section 1616.3.
1704.10 Wall panels and veneers. Special inspection is re-
quired for exterior and interior architectural wall panels and the
anchoring of veneers for buildings assigned to Seismic Design
Category E orFin accordance with Section 1616.3. Special in-
spection of such masonry veneer shall be in accordance with
Section 1704.5.
1704.11 Sprayed fire-resistant materials. Special inspec-
tions for sprayed fire-resistant materials applied to structural
elements and decks shall be in accordance with Sections
1704.11.1 through 1704.11.5. Special inspections shall be
based on the fire-resistance design as designated in the ap-
proved construction documents.
1704.11.1 Structural member surface conditions. The
surfaces shall be prepared in accordance with the approved
fire-resistance design and the approved manufacturer's
written instructions. The prepared surface of structural
members to be sprayed shall be inspected before the appli-
cation of the sprayed fire-resistant material.
1704.11.2 Application. The substrate shall have a mini-
mum ambient temperature before and after application as
specified in the approved manufacturer's written instruc-
tions. The area for apphcafion shall be venfilated during and
after application as required by the approved manufacturer's
written instructions.
350
2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL TESTS AMD SPECl,
JSPECTIOMS
TABLE 1704.5.1
LEVEL 1 SPEC8AL BNSPECTIOM
Si^SPECTlOM TASK
FREQyE^^CY of INSPECTIOIV!
REFERENCE FOR CRITERIA
Continuous
during tasit
listed
Periodically
during tasCt
listed
DBC
section
ACl 530/ASCE
5/TMS 402^
ACl 530.1/ASCE
SfTMS 602^
1. As masonry construction begins, the following shall
be verified to ensure compliance:
a. Proportions of site-prepared mortar.
—
X
—
—
Art. 2.6A
b. Construction of mortar joints.
X
Art. 3.3B
c. Location of reinforcement and connectors.
X
Art. 3.4, 3.6A
d. Prestressing technique.
—
X
—
—
Art. 3.6B
e. Grade and size of prestressing tendons and
anchorages.
—
X
—
—
Art. 2.4B,
2.4H
2. The inspection program shall verify:
a. Size and location of structural elements.
—
X
—
—
Art. 3.3G
b. Type, size and location of anchors, including
other details of anchorage of masonry to
structural members, frames or other construction.
—
X
—
Sec. 1.2.2(e),
2.1.4,3.1.6
—
c. Specified size, grade and type of reinforcement.
—
X
—
Sec. 1.12
Art. 2.4, 3.4
d. Welding of reinforcing bars.
X
—
Sec. 2.1.10.6.2,
3.2.3.4(b)
—
e. Protection of masonry during cold weather
(temperature below 40°F) or hot weather
(temperature above 90°F).
—
X
Sec. 2104.3,
2104.4
—
Art. 1.8C,
1.8D
f. Application and measurement of prestressing force.
—
X
—
—
Art. 3.6B
3. Prior to grouting, the following shall be verified to
ensure compliance:
a. Grout space is clean.
—
X
—
—
Art. 3.2D
b. Placement of reinforcement and connectors and
prestressing tendons and anchorages.
X
Sec. 1.12
Art. 3.4
c. Proportions of site-prepared grout and prestressing
grout for bonded tendons.
X
—
Art. 2.6B
d. Construction of mortar joints.
X
—
Art. 3.3B
4. Grout placement shall be verified to ensure compliance
with code and construction document provisions.
X
—
—
—
Art 3.5
a. Grouting of prestressing bonded tendons.
X
—
—
—
Art. 3.6C
5. Preparation of any required grout specimens, mortar
specimens and/or prisms shall be observed.
X
—
Sec. 2105.2.2,
2105.3
—
Art. 1.4
6. Compliance with required inspection provisions of the
construction documents and the approved submittals
shall be verified.
—
X
—
—
Art. 1.5
For SI: °C = (°F- 32)/1.8.
a. The specific standards referenced are those listed in Chapter 35.
2003 INTERMAT80SNJAL BU8LD8SS1G CODE®
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STRUCTURAL TESTS AND SPECIAL INSPECTIONS
TABLE 1704.5.3
LEVEL 2 SPECIAL INSPECTDON
INSPECTION TASK
FREQUENCY OF
INSPECTION
REFERENCE FOR CRITERIA
Continuous
during tasl(
listed
Periodically
during task
listed
IBC
section
ACI 530/
ASCE 5/
TMS 402^
ACI 530.1/
ASCE 6/
TMS 602^
1 . From the beginning of masonry construction, the
following shall be verified to ensure compliance:
a. Proportions of site-prepared mortar, grout and
prestressing grout for bonded tendons.
—
X
—
—
Art. 2.6A
b. Placement of masonry units and construction of
mortar joints.
—
X
—
—
Art. 3.3B
c. Placement of reinforcement, connectors and
prestressing tendons and anchorages.
—
X
—
Sec. 1.12
Art. 3.4,
3.6A
d. Grout space prior to grouting.
X
—
—
—
Art. 3.2D
e. Placement of grout.
X
—
—
—
Art. 3.5
f. Placement of prestressing grout.
X
—
—
—
Art. 3.6C
2. The inspection program shall verify:
a. Size and location of structural elements.
—
X
—
—
Art. 3.3G
b. Type, size and location of anchors, including
other details of anchorage of masonry to
structural members, frames or other construction.
X
—
—
Sec. 1.2.2(e),
2.1.4,3.1.6
—
c. Specified size, grade and type of reinforcement.
X
—
Sec. 1.12
Art. 2.4, 3.4
d. Welding of reinforcment.
X
—
—
Sec. 2.1.10.6.2,
3.2.3.4(b)
—
e. Protection of masonry during cold weather
(temperature below 40°F) or hot weather
(temperature above 90°F).
—
X
Sec. 2104.3,
2104.4
—
Art. 1.8C,
1.8D
f. Apphcation and measurement of prestressing force.
X
—
—
—
Art. 3.6B
3. Preparation of any required grout specimens, mortar
specimens and/or prisms shall be observed.
X
—
Sec. 2105.2.2,
2105.3
—
Art. 1.4
4. Compliance with required inspection provisions of the
construction documents and the approved submittals
shall be verified.
—
X
—
—
Art. 1.5
For SI: °C = (°F - 32)71.8.
a. Tiie specific standards referenced are those listed in Chapter 35.
1704.11.3 Thickness. The average thickness of the sprayed
fire-resistant materials appUed to structural elements shall
not be less than the thickness required by the approved
fire-resistant design. Individual measured thickness, which
exceeds the thickness specified in a design by ^1^ inch (6.4
mm) or more, shall be recorded as the thickness specified in
the design plus V4 inch (6.4 mm). For design thicknesses 1
inch (25 mm) or greater, the minimum allowable individual
thickness shall be the design thickness minus 74 inch (6.4
mm). For design thicknesses less than 1 inch (25 mm), the
minimum allowable individual thickness shall be the design
thickness minus 25 percent. Thickness shall be determined
in accordance with ASTM E 605. Samples of the sprayed
fire-resistant materials shall be selected in accordance with
Sections 1704.11.3.1 and 1704.11.3.2.
1704.11.3.1 Floor, roof and wall assemblies. The thick-
ness of the sprayed fire-resistant material apphed to
floor, roof and wall assemblies shall be determined in ac-
cordance with ASTM E 605, taking the average of not
less than four measurements for each 1 ,000 square feet
(93 m^) of the sprayed area on each floor or part thereof.
1704.113.2 Structural framing members. The thickness
of the sprayed fire-resistant material apphed to structural
members shall be determined in accordance with ASTM E
605. Thickness testing shall be performed on not less than
25 percent of the structural members on each floor.
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1704.11,4 Densltyo The density of the sprayed fire-resistant
material shall not be less than the density specified in the ap-
proved fire-resistant design. Density of the sprayed fire-re-
sistant material shall be determined in accordance with
ASTM E 605.
2. Prior to occupancy and after sufficient completion for
the purposes of pressure difference testing, flow mea-
surements and detection and control verification.
_ lio The cohesive/adhesive bond
strength of the cured sprayed fire-resistant material applied
to structural elements shall not be less than 150 pounds per
square foot (psf) (7.18 kN/m^). The cohesive/adhesive bond
strength shall be determined in accordance with the field test
specified in ASTM E 736 by testing in-place samples of the
sprayed fire-resistant material selected in accordance with
Sections 1704.11.5.1 and 1704.11.5.2.
1704.11.5.1 Floor, roof and wall assemtolies. The test
samples for determining the cohesive/adhesive bond
strength of the sprayed fire-resistant materials shall be
selected from each floor, roof and wall assembly at the
rate of not less than one sample for every 10,000 square
feet (929 m^) or part thereof of the sprayed area in each
story.
The test
samples for determining the cohesive/adhesive bond
strength of the sprayed fire-resistant materials shall be
selected from beams, girders, joists, trusses and columns
at the rate of not less than one sample for each type of
structural framing member for each 10,000 square feet
(929 m^) of floor area or part thereof in each story.
1704.12 Exterior msuilatiom amdl IBnish systems (EIFS), Spe-
cial inspections shall be required for all EIFS applications.
1 . Special inspections shall not be required for EIFS ap-
plications installed over a water-resistive barrier with
a means of draining moisture to the exterior.
2. Special inspections shall not be required for EIFS ap-
plications installed over masonry or concrete walls.
1704.13 Special cases. Special inspections shall be required
for proposed work that is, in the opinion of the building official,
unusual in its nature, such as, but not limited to, the following
examples:
1 . Construction materials and systems that are alternatives
to materials and systems prescribed by this code.
2. Unusual design applications of materials described in
this code.
3. Materials and systems required to be installed in accor-
dance with additional manufacturer's instructions that
prescribe requirements not contained in this code or in
standards referenced by this code.
1704.14 Special mspectlom for smoke conntrol. Smoke control
systems shall be tested by a special inspector.
1704. 14ol Testing scope. The test scope shall be as follows:
1 . During erection of ductwork and prior to concealment
for the purposes of leakage testing and recording of
device location.
1.2 QiiallficatloEis. Special inspection agencies for
smoke control shall have expertise in fire protection engi-
neering, mechanical engineering and certification as air
balancers.
TY ASSURANCE FOR SEISiVllC RESI
1705,1 Scope. A quality assurance plan for seismic require-
ments shall be provided in accordance with Section 1705.2 for
the following:
1. The seismic-force-resisting systems in structures as-
signed to Seismic Design Category C, D, E or F, in accor-
dance with Section 1616.
2. Designated seismic systems in structures assigned to
Seismic Design Category D, E or F.
3. The following additional systems in structures assigned
to Seismic Design Category C:
3.1. Heating, ventilating and air-conditioning
(HVAC) ductwork containing hazardous materi-
als and anchorage of such ductwork.
3.2. Piping systems and mechanical units containing
flammable, combustible or highly toxic materi-
als.
3.3. Anchorage of electrical equipment used for
emergency or standby power systems.
4. The following additional systems in structures assigned
to Seismic Design Category D:
4. 1 . Systems required for Seismic Design Category C.
4.2. Exterior wall panels and their anchorage.
4.3. Suspended ceiling systems and their anchorage.
4.4. Access floors and their anchorage.
4.5. Steel storage racks and their anchorage, where
the factor, Ip, determined in Section 9.6.1.5 of
ASCE 7, is equal to 1.5.
5. The following additional systems in structures assigned
to Seismic Design Category E or F:
5.1. Systems required for Seismic Design Categories
C and D.
5.2. Electrical equipment.
1 . A quality assurance plan is not required for structures
designed and constructed in accordance with the con-
venfional construction provisions of Section 2308.
2. A quality assurance plan is not required for structures
designed and constructed in accordance with the fol-
lowing:
2.1. The structure is constructed of light wood
framing or hght framed cold-foiTned steel; the
design spectral response acceleration at short
periods, Sds, as determined in Section 1615.1,
2003 INTERNATDONAL BUlLDSiSSG CODE®
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STRUCTURAL TESTS AND SPECIAL INSPECTIONS
does not exceed 0.5g, and the height of the
structure does not exceed 35 feet (10 668 mm)
above grade plane; or
2.2. The structure is constructed using a reinforced
masonry structural system or reinforced con-
crete structural system; the design spectral re-
sponse acceleration at short periods, Spg, as
determined in Section 1615.1, does not ex-
ceed 0.5g, and the height of the structure does
not exceed 25 feet (7620 mm) above grade
plane; or
2.3. The structure is a detached one- or two-family
dwelling not exceeding two stories in height;
and
2.3.1. The structure is classified as Seismic
Use Group 1, as determined in Section
1616.2; and
2.3.2. The structure does not have any of the
following plan or vertical irregulari-
ties as defined in Section 1616.5:
a. Torsional irregularity.
b. Nonparallel systems.
c. Stiffness irregularity-extreme
soft story and soft story.
d. Discontinuity in capacity-weak
story.
1705.2 Quality assurance plan preparation. The design of
each designated seismic system shall include a quality assur-
ance plan prepared by a registered design professional. The
quality assurance plan shall identify the following:
1. The designated seismic systems and seismic-force-re-
sisting systems that are subject to quality assurance in ac-
cordance with Section 1705.1.
2. The special inspections and testing to be provided as re-
quired by Sections 1704 and 1708 and other applicable
sections of this code, including the applicable standards
referenced by this code.
3. The type and frequency of testing required.
4. The type and frequency of special inspections required.
5. The required frequency and distribution of testing and
special inspection reports.
6. The structural observations to be performed.
7. The required frequency and distribution of structural ob-
servation reports.
1705.3 Contractor responsibility. Each contractor responsi-
ble for the construction of a seismic-force-resisting system,
designated seismic system, or component hsted in the quality
assurance plan shall submit a written contractor's statement of
responsibility to the building official and to the owner prior to
the commencement of work on the system or component. The
contractor's statement of responsibility shall contain the fol-
lowing:
1 . Acknowledgment of awareness of the special require-
ments contained in the quality assurance plan.
2. Acknowledgment that control will be exercised to obtain
conformance with the construction documents approved
by the building official.
3. Procedures for exercising control within the contractor's
organization, the method and frequency of reporting and
the distribution of the reports.
4. Identification and quahfications of the person(s) exercis-
ing such control and their position(s) in the organization.
SECTION 1706
QUALITY ASSURANCE FOR WIND REQUIREMENTS
1706.1 Scope. A quality assurance plan shall be provided in ac-
cordance with Section 1 706. 1.1.
1706.1.1 Where required. A quality assurance plan for
wind requirements shall be provided for all structures con-
structed in the following areas:
1. In wind exposure Categories A and B, where the
3-second-gust basic wind speed is 120 miles per hour
(mph) (52.8 m/sec) or greater.
2. In wind exposure Categories C and D, where the
3-second-gust basic wind speed is 110 mph (49
m/sec) or greater.
Exception: A quality assurance plan is not required for
structures designed and constructed in accordance with
the International Residential Code or the conventional
construction provisions of Section 2308 of this code, pro-
vided that all of the applicable items listed in Section
1706. 1 .2 are inspected during construction by a qualified
person approved by the building official.
1706.1.2 Detailed requirements. Where required by Sec-
tion 1706. 1 . 1 , a quaUty assurance plan shall be provided for
the following:
1. Roof cladding and roof framing connections.
2. Wall connections to roof and floor diaphragms and
framing.
3. Roof and floor diaphragm systems, including collec-
tors, drag struts and boundary elements.
4. Vertical windforce-resisting systems, including
braced frames, moment frames and shear walls.
5. Windforce-resisting system connections to the foun-
dation.
6. Fabrication and installation of components and as-
semblies required to meet the impact-resistance re-
quirements of Secfion 1609.1.4.
Exception: Fabrication of manufactured components
and assemblies that have a label indicating compliance
with the wind-load and impact-resistance requirements
of this code.
1706.2 Quality assurance plan preparation. The design of
each main windforce-resisting system and each wind-resisting
component shall include a quality assurance plan prepared by a
registered design professional.
Exception: For construction that is not required to be de-
signed by a registered design professional, the quality assur-
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2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL TESTS AND SPECDAL DNSPECTDONS
ance plan may be prepared by a qualified person approved
by the building official.
The quality assurance plan shall identify the following:
1. The main windforce-resisting systems and wind-re-
sisting components that are subject to quality assur-
ance in accordance with Section 1706.1.
2. The special inspections and testing to be provided as
required by Section 1704 and other applicable sec-
tions of this code, including the applicable standards
referenced by this code.
3. The type and frequency of testing required.
4. The type and frequency of special inspections re-
quired.
5 . The required frequency and distribution of testing and
special inspection reports.
6. The structural observations to be performed.
7. The required frequency and distribution of structural
observation reports.
17®63 CoEstrfflctor respoeslbilMy. Each contractor responsi-
ble for the construction of a main windforce-resisting system or
a wind-resisting component listed in the quality assurance plan
shall submit a written statement of responsibility to the build-
ing official and the owner prior to the commencement of work
on the system or component. The contractor's statement of re-
sponsibility shall contain the following:
1. Acknowledgment of awareness of the special require-
ments contained in the quality assurance plan;
2. Acknowledgment that control will be exercised to obtain
conformance with the construction documents approved
by the building official;
3. Procedures for exercising control within the contractor's
organization, the method and frequency of reporting and
the distribution of the reports; and
4. Identification and qualifications of the person(s) exercis-
ing such control and their position(s) in the organization.
SPECIAL INSPECTIONS FOi
i. Continuous special inspection for
structural welding in accordance with AISC 341.
1707ol Special imspecMoEis for sensmk resistamce. Special in-
spection as specified in this section is required for the follow-
ing, where required in Section 1704.1. Special inspections
itemized in Sections 1707.2 through 1707.8 are required for the
following:
1. The seismic-force-resisting systems in structures as-
signed to Seismic Design Category C, D, E or F, as deter-
mined in Section 1616.
2. Designated seismic systems in structures assigned to
Seismic Design Category D, E or F.
3. Architectural, mechanical and electrical components in
structures assigned to Seismic Design Category C, D, E
or F that are required in Sections 1707.6 and 1707.7.
1. Single-pass fillet welds not exceeding V,6 inch (7.9
mm) in size.
2. Floor and roof deck welding.
17®7.3 Structural wood. Continuous special inspection dur-
ing field gluing operations of elements of the seismic-force-re-
sisting system. Periodic special inspections for nailing, bolting,
anchoring and other fastening of components within the seis-
mic-force-resisting system, including drag struts, braces and |
hold-downs. |
Exceptlom: Fastening of wood sheathing used for wood I
shear walls, shear panels and diaphragms where the fastener
spacing is more than 4 inches (102 mm) on center (o.c).
1707.4 Cold-formed steel framing. Periodic special inspec-
tions during welding operations of elements of the seis-
mic-force-resisting system. Periodic special inspections for
screw attachment, bolting, anchoring and other fastening of
components within the seismic-force-resisting system, includ-
ing struts, braces, and hold-downs.
1707.5 Storage racks and access loors. Periodic special in-
spection during the anchorage of access floors and storage
racks 8 feet (2438 mm) or greater in height in structures as-
signed to Seismic Design Category D, E or F. f
1707.6 ArcMtectural compoeents. Periodic special inspec-
tion during the erection and fastening of exterior cladding, inte-
rior and exterior nonbearing walls and interior and exterior
veneer in structures assigned to Seismic Design Category D, E
orF.
Exceptions:
1. Special inspection is not required for architectural
components in structures 30 feet (9144 mm) or less in
height.
2. Special inspection is not required for cladding and ve-
neer weighing 5 psf (24.5N/m2) or less.
3. Special inspection is not required for interior
nonbearing walls weighing 15 psf (73.5 N/m^) or less.
1707.7 Mechankal and electrical components. Periodic spe-
cial inspection is required during the anchorage of electrical
equipment for emergency or standby power systems in struc-
tures assigned to Seismic Design Category C, D, E or F. Peri-
odic special inspection is required during the installation of
anchorage of other electrical equipment in structures assigned
to Seismic Design Category E or F. Periodic special inspection
is required during installation of piping systems intended to
carry flammable, combustible or highly toxic contents and
their associated mechanical units in structures assigned to Seis-
mic Design Category C, D, E or F. Periodic special inspection
is required during the installation of HVAC ductwork that will
contain hazardous materials in structures assigned to Seismic
Design Category C, D, E or F.
1707.7.1 Component inspection. Special inspection is
required for the installation of the following components,
where the component has a Component Importance Fac-
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STRUCTURAL TESTS AND SPECIAL INSPECTIONS
tor of 1.0 or 1.5 in accordance with Section 9.6.1.5 of
ASCE 7.
1 . Equipment using combustible energy sources.
2. Electrical motors, transformers, switchgear unit sub-
stations and motor control centers.
3. Reciprocating and rotating-type machinery.
4. Piping distribution systems 3 inches (76 mm) and
larger.
5. Tanks, heat exchangers and pressure vessels.
1707.7.2 Component and attachment testing. The com-
ponent manufacturer shall test or analyze the component
and the component mounting system or anchorage for the
design forces in Chapter 16 for those components having a
Component Importance Factor of 1.0 or 1.5 in accordance
with Chapter 16. The manufacturer shall submit a certificate
of compliance for review and acceptance by the registered
design professional responsible for the design, and for ap-
proval by the building official. The basis of certification
shall be by test on a shaking table, by three-dimensional
shock tests, by an analytical method using dynamic charac-
teristics and forces from Chapter 16 or by more rigorous
analysis. The special inspector shall inspect the component
and verify that the label, anchorage or mounting conforms
to the certificate of compliance.
1707.7.3 Component manufacturer certification. Each
manufacturer of equipment to be placed in a building as-
signed to Seismic Design Categories E or F, in accordance
with Chapter 1 6, where the equipment has a Component Im-
portance Factor of 1 .0 or 1 .5 in accordance with Chapter 16,
shall maintain an approved quality control program. Evi-
dence of the quality control program shall be permanently
identified on each piece of equipment by a label.
1707.8 Seismic isolation system. Provide periodic special in-
spection during the fabrication and installation of isolator units
and energy dissipation devices if used as part of the seismic iso-
lation system.
SECTION 1708
STRUCTURAL TESTING FOR
SEISMIC RESISTANCE
1708.1 Masonry. Testing and verification of masonry materi-
als and assemblies prior to construction shall comply with the
requirements of this section, depending on the classification of
building or structure or nature of occupancy, as defined in this
code (see Table 1604.5 or Section 1616.2).
1708.1.1 Empirically designed masonry and glass unit
masonry in nonessential facilities. For masonry designed
by Section 2109 or 2110, or by Chapter 5 or 7 of ACI
530/ASCE 5/TMS 402, in nonessential facilities (see Table
1604.5 or Section 1616.2), certificates of compliance used
in masonry construction shall be verified prior to construc-
tion.
1708.1.2 Empirically designed masonry and glass unit
masonry in essential facilities. The minimum testing and
verification prior to construction for masonry designed by
Section 2109 or 2110, or by Chapter 5 or 7 of ACI
530/ASCE 5/TMS 402, in essential faciUties (see Table
1604.5 or Section 1616.2), shall comply with the require-
ments of Table 1708.1.2, Level 1 Quality Assurance.
TABLE 1708.1.2
LEVEL 1 QUALITY ASSURANCE
MDNIMUM TESTS AND SUBMITTALS
Certificates of compliance used in masonry construction.
Verification of/'^ prior to construction, except where specifically
exempted by this code.
1708.1.3 Engineered masonry in nonessential facilities.
The minimum testing and verification prior to construction
for masonry designed by Section 2107 or 2108, or by chap-
ters other than Chapter 5, 6 or 7 of ACI 530/ASCE 5/TMS
402, in nonessential faciUties (see Table 1604.5 or Section
1616.2), shall comply with Table 1708.1.2, Level 1 Quahty
Assurance.
1708.1.4 Engineered masonry in essential facilities. The
minimum testing and verification prior to construction for
masonry designed by Section 2107 or 2108, or by chapters
other than Chapter 5, 6 or 7 of ACI 530/ASCE 5/TMS 402, in
essential facihties (see Table 1604.5 or Section 1616.2), shall
comply with Table 1708.1.4, Level 2 Quality Assurance.
TABLE 1708.1.4
LEVEL 2 QUALITY ASSURANCE
MINIMUM TESTS AND SUBMITTALS
Certificates of compliance used in masonry construction.
Verification of/'„ prior to construction and every 5,000 square
feet during construction.
Verification of proportions of materials in mortar and grout as
delivered to the site.
For SI: 1 square foot = 0.0929 m^.
1708.2 Testing for seismic resistance. The tests specified in
Sections 1708.3 through 1708.6 are required for the following:
1. The seismic-force-resisting systems in structures as-
signed to Seismic Design Category C, D, E or F, as deter-
mined in Section 1616.
2. Designated seismic systems in structures assigned to
Seismic Design Category D, E or F.
3. Architectural, mechanical and electrical components in
structures assigned to Seisinic Design Category C, D, E
or F that are required in Secfion 1708.5.
1708.3 Reinforcing and prestressing steel. Certified mill test
reports shall be provided for each shipment of reinforcing steel
used to resist flexural, shear and axial forces in reinforced con-
crete intermediate frames, special moment frames and bound-
ary elements of special reinforced concrete or reinforced
masonry shear walls. Where ASTM A 615 reinforcing steel is
used to resist earthquake-induced flexural and axial forces in
special moment frames and in wall boundary elements of shear
walls in structures assigned to Seismic Design Category D, E or
F, as determined in Section 1616, the testing requirements of
ACI 318 shall be met. Where ASTM A 615 reinforcing steel is
356
2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL TESTS AMD SPECIAL nNSPECTIO^aS
to be welded, chemical tests shall be performed to determine
weldability in accordance with Section 1903.5.2.
1708.4 Structural steeL The testing contained in the quality
assurance plan shall be as required by AISC 341 and the addi-
tional requirements herein. The acceptance criteria for nonde-
structive testing shall be as required in AWS Dl.l as specified
by the registered design professional.
Base metal thicker than 1 .5 inches (38 mm), where subject to
through-thickness weld shrinkage strains, shall be ultrasoni-
cally tested for discontinuities behind and adjacent to such
welds after joint completion. Any material discontinuities shall
be accepted or rejected on the basis of ASTM A 435 or ASTM
A 898 (Level 1 criteria) and criteria as established by the regis-
tered design professional(s) in responsible charge and the con-
struction documents.
.5 Mecfeaekal smd electrical equlpmeisto Each manu-
facturer of designated seismic system components shall test or
analyze the component and its mounting system or anchorage
and submit a certificate of compliance for review and accep-
tance by the registered design professional in responsible
charge of the design of the designated seismic system and for
approval by the building official. The evidence of compliance
shall be by actual test on a shake table, by three-dimensional
shock tests, by an analytical method using dynamic character-
istics and forces, by the use of experience data (i.e., historical
data demonstrating acceptable seismic performance) or by
more rigorous analysis providing for equivalent safety. The
special inspector shall examine the designated seismic system
and determine whether the anchorages and label conform with
the evidence of compliance.
1708.6 Seismicaliy isolated structures. For required system
tests, see Section 9.13.9 of ASCE 7.
2. The height of the structure is greater than 75 feet (22 860
mm).
3. When so designated by the registered design profes-
sional in responsible charge of the design,
4. When such observation is specifically required by the
building official.
The owner shall employ a registered design professional to
perform structural observations as defined in Section 1702.
Deficiencies shall be reported in writing to the owner and the
building official. At the conclusion of the work included in the
permit, the structural observer shall submit to the building offi-
cial a written statement that the site visits have been made and
identify any reported deficiencies which, to the best of the
structural observer's knowledge, have not been resolved.
SECTION 171C
lEMGTHS OF
lATERIALS
171®.! Comformance to standards. The design strengths and
permissible stresses of any structural material that are identi-
fied by a manufacturer's designation as to manufacture and
grade by mill tests, or the strength and stress grade is otherwise
confirmed to the satisfaction of the building official, shall con-
form to the specifications and methods of design of accepted
engineering practice or the approved rules in the absence of ap-
plicable standards.
1710,2 New materials. For materials that are not specifically
provided for in this code, the design strengths and permissible
stresses shall be established by tests as provided for in Section
1711.
bservatlons. Structural observations shall
be provided for those structures included in Seismic Design
Category D, E or F, as determined in Section 1616, where one
or more of the following conditions exist:
1 . The structure is included in Seismic Use Group II or III,
2. The height of the structure is greater than 75 feet (22 860
mm) above the base,
3. The structure is in Seismic Design Category E and Seis-
mic Use Group I and greater than two stories in height,
4. When so designated by the registered design profes-
sional in responsible charge of the design,
5. When such observation is specifically required by the
building official.
Structural observations shall also be provided for those struc-
tures sited where the basic wind speed exceeds 110 mph (49
m/sec) determined from Figure 1609, where one or more of the
following conditions exist:
1 . The structure is included in Category III or IV according
to Table 1604.5.
1711,1 General, In the absence of approved rules or other ap-
proved standards, the building official shall make, or cause to
be made, the necessary tests and investigations; or the building
official shall accept duly authenticated reports from approved
agencies in respect to the quality and manner of use of new ma-
terials or assemblies as provided for in Section 104.11. The
cost of all tests and other investigations required under the pro-
visions of this code shall be borne by the permit applicant.
1712.1 Wiiiere 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, the system of
construction or the structural unit and the connections shall be
subjected to the tests prescribed in Section 1714. The building
official shall accept certified reports of such tests conducted by
an approved testing agency, provided that such tests meet the
requirements of this code and approved procedures.
2003 Sr^TERi^ATiOS^AL BUBLDING CODE®
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STRUCTURAL TESTS AND SPECIAL INSPECTIONS
SECTION 1713
IN-SITU LOAD TESTS
1713.1 General. Whenever there is a reasonable doubt as to the
stability or load-bearing capacity of a completed building,
structure or portion thereof for the expected loads, an engineer-
ing 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 on actual mate-
rial properties and other as-built conditions that affect stability
or load-bearing capacity, and shall be conducted in accordance
with the appUcable design standard. If the structural assess-
ment determines that the load-bearing capacity is less than that
required by the code, load tests shall be conducted in accor-
dance with Section 1713.2. If the building, structure or portion
thereof is found to have inadequate stability or load-bearing ca-
pacity for the expected loads, modifications to ensure structural
adequacy or the removal of the inadequate construction shall be
required.
1713.2 Test standards. Structural components and assemblies
shall be tested in accordance with the appropriate material stan-
dards listed in Chapter 35. In the absence of a standard that con-
tains an applicable load test procedure, the test procedure shall
be developed by a registered design professional and approved.
The test procedure shall simulate loads and conditions of apph-
cation that the completed structure or portion thereof will be
subjected to in normal use.
1713.3 In-situ load tests. In-situ load tests shall be conducted
in accordance with Section 1713.3.1 or 1713.3.2 and shall be
supervised by a registered design professional. The test shall
simulate the applicable loading conditions specified in Chapter
16 as necessary to address the concerns regarding structural
stability of the building, structure or portion thereof.
1713.3.1 Load test procedure specified. Where a standard
listed in Chapter 35 contains an applicable load test proce-
dure and acceptance criteria, the test procedure and accep-
tance criteria in the standard shall apply. In the absence of
specific load factors or acceptance criteria, the load factors
and acceptance criteria in Section 1713.3.2 shall apply.
1713.3.2 Load test procedure not specified. In the absence
of applicable load test procedures contained within a stan-
dard referenced by this code or acceptance criteria for a spe-
cific material or method of construction, such existing
structure shall be subjected to a test procedure developed by
a registered design professional that simulates applicable
loading and deformation conditions. For components that
are not a part of the seismic-load-resisting system, the test
load shall be equal to two times the unfactored design loads.
The test load shall be left in place for a period of 24 hours.
The structure shall be considered to have successfully met
the test requirements where the following criteria are satis-
fied:
1 . Under the design load, the deflection shall not exceed
the limitations specified in Section 1604.3.
2. Within 24 hours after removal of the test load, the
structure shall have recovered not less than 75 percent
of the maximum deflection.
3. During and immediately after the test, the structure
shall not show evidence of failure.
SECTION 1714
PRECONSTRUCTION LOAD TESTS
1714.1 General. In evaluating the physical properties of mate-
rials and methods of construction that are not capable of being
designed by approved engineering analysis or do not comply
with appUcable material design standards listed in Chapter 35,
the structural adequacy shall be predetermined based on the
load test criteria established in this section.
1714.2 Load test procedures specified. Where specific load
test procedures, load factors and acceptance criteria are in-
cluded in the applicable design standards listed in Chapter 35,
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 Section
1714.3 shall apply.
1714.3 Load test procedures not specified. Where load test
procedures are not specified in the appUcable design standards
listed in Chapter 35, the load-bearing and deformation capacity
of structural components and assembUes shall be determined
on the basis of a test procedure developed by a registered design
professional that simulates applicable loading and deformation
conditions. For components and assemblies that are not a part
of the seismic-load-resisting system, the test shall be as speci-
fied in Secfion 1714.3.1. Load tests shall simulate the applica-
ble loading conditions specified in Chapter 16.
1714.3.1 Test procedure. The test assembly shall be sub-
jected 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 as-
sembly shall be considered to have successfully met the test
requirements if the assembly recovers not less than 75 per-
cent of the maximum deflection within 24 hours after the re-
moval 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 two and one-half times the load at which the
deflection Umitations specified in Section 1714.3.2 were
reached, or the load is equal to two and one-half times the
superimposed design load. In the case of structural compo-
nents and assemblies for which deflection limitations are
not specified in Secfion 1714.3.2, the test specimen shall be
subjected to an increasing superimposed load until struc-
tural failure occurs or the load is equal to two and one-half
fimes 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 in Section
1714.3.2.
2. The failure load divided by 2.5.
3. The maximum load applied divided by 2.5.
1714.3.2 Deflection. The deflection of structural members
under the design load shall not exceed the limitations in Sec-
tion 1604.3.
1714.4 Wall and partition assemblies. Load-bearing waU and
partifion assemblies shall sustain the test load both with and
without window framing. The test load shall include all design
load components. Wall and partition assembUes shall be tested
both with and without door and window framing.
358
2003 INTERNATIONAL BUILDING CODE®
STRUCTURAL TESTS AND SPECIAL INSPECTIONS
1714.5 Exterior wnedciw and door assemblleSo The design
pressure rating of exterior windows and doors in buildings shall
be determined in accordance with Section 1714.5.1 or
1714.5.2.
Exceptiom; Structural wind load design pressures for win-
dow units smaller than the size tested in accordance with
Section 1714.5.1 or 17 14.5.2 shall be permitted to be higher
than the design value of the tested unit provided such higher
pressures are determined by accepted engineering analysis.
All components of the small unit shall be the same as the
tested unit. Where such calculated design pressures are
used, they shall be validated by an additional test of the win-
dow unit having the highest allowable design pressure.
LI AlemiinLDM, mm}
and glass doors. Aluminum, vinyl and wood exterior win-
dows and glass doors shall be labeled as conforming to
AAMA/NWWDA 101/I.S.2 or 101/I.S.2/NAFS. The label
shall state the name of the manufacturer, the approved label-
ing agency and the product designation as specified in
AAMA/NWWDA 101/I.S.2 or 101/I.S.2/NAFS. Products
tested and labeled as conforming to AAMA/NWWDA
101/I.S.2 or 101/I.S.2/NAFS shall not be subject to the re-
quirements of Sections 2403.2 and 2403.3.
olo Exterior window and door
assemblies shall be tested in accordance with ASTM E 330.
Exterior window and door assemblies containing glass shall
comply with Section 2403. The design pressure for testing
shall be calculated in accordance with Chapter 16. Each as-
sembly shall be tested for 10 seconds at a load equal to 1.5
times the design pressure.
1714o6 Test specimems,, 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 assembly or on repre-
sentative samples of the materials used to construct the load test
assembly. Required tests shall be conducted or witnessed by an
approved agency.
IViATERIAL AND TEST STAMDARDS
171S,1 Test stamdards for joist liamgers amd conimectorso
1715oU Test standards for joist haimgerSo The vertical
load-bearing capacity, torsional moment capacity and de-
flection characteristics of joist hangers shall be determined
in accordance with ASTM D 1761, using lumber having a
specific gravity of 0.49 or greater, but not greater than 0.55,
as determined in accordance with AFPA NDS for the joist
and hangers.
1715olo2 Vertical load capacity for joist liamgers. The ver-
tical load capacity for the joist hanger shall be determined
by testing three joist hanger assemblies as specified in
ASTM D 1761. If the ultimate vertical load for any one of
the tests varies more than 20 percent from the average ulti-
mate vertical load, at least three additional tests shall be con-
ducted. The allowable vertical load for a normal duration of
loading of the joist hanger shall be the lowest value deter-
mined from the following:
1. The lowest ultimate vertical load from any test di-
vided by three (where three tests are conducted and
each ultimate vertical load does not vary more than 20
percent from the average ultimate vertical load).
2. The average ultimate vertical load for all tests divided
by six (where six or more tests are conducted).
3. The vertical load at which the vertical movement of
the joist with respect to the header is 0.125 inch (3.2
mm) in any test.
4. The allowable design load for nails or other fasteners
utilized to secure the joist hanger to the wood mem-
bers.
5. The allowable design load for the wood members
forming the connection.
171Solo3 Torsional moment capacity for joist hangers.
The torsional moment capacity for the joist hanger shall be
determined by testing at least three joist hanger assemblies
as specified in ASTM D 1761. The allowable torsional mo-
ment for normal duration of loading of the joist hanger shall
be the average torsional moment at which the lateral move-
ment of the top or bottom of the joist with respect to the orig-
inal position of the joist is 0.125 inch (3.2 mm).
1715.1.4 Design valwe modifications for Joist hangers.
Allowable design values for joist hangers that are deter-
mined by Item 4 or 5 in Section 1715.1 .2 shall be permitted
to be modified by the appropriate duration of loading factors
as specified in AFPA NDS but shall not exceed the direct
loads as determined by Item 1, 2 or 3 in Section 1715.1.2.
Allowable design values determined by Item 1, 2 or 3 in
Sections 1715. 1.2 and 2305.1 shall not be modified by dura-
tion of loading factors.
1715.2 Concrete and clay roof tiles.
1715.2.1 Overturning resistance. Concrete and clay roof
tiles shall be tested to determine their resistance to overturn-
ing due to wind in accordance with SBCCI SSTD 1 1 and
Chapter 15.
1715.2.2 Wind tunnel testing. When roof tiles do not sat-
isfy the limitations in Chapter 16 for rigid tile, a wind tunnel
test shall be used to determine the wind characteristics of the
concrete or clay tile roof covering in accordance with
SBCCI SSTD 11 and Chapter 15.
2003 INTERNATIONAL BUILDING CODE®
359
360 2003 INTERNATIONAL BUILDING CODE®
SECTS©f^1801l
GENERAL
I8OI0I Scope. The provisions of this chapter shall apply to
building and foundation systems in those areas not subject to
scour or water pressure by wind and wave action. Buildings and
foundations subject to such scour or water pressure loads shall
be designed in accordance with Chapter 16.
1801.2 Design. Allowable bearing pressures, allowable
stresses and design formulas provided in this chapter shall be
used with the allowable stress design load combinations speci-
fied in Section 1605.3. The quahty and design of materials used
structurally in excavations, footings and foundations shall con-
form to the requirements specified in Chapters 16, 19, 21, 22
and 23 of this code. Excavations and fills shall also comply with
Chapter 33.
.1 Foundatnom desigm for si
Where the foundation is proportioned using the strength
design load combinations of Section 1605.2, the seismic
overturning moment need not exceed 75 percent of the value
computed from Section 9.5.5.6 of ASCE 7 for the equivalent
lateral force method, or Secfion 1618 for the modal analysis
method.
FOUNDATiOM AMD SOILS IMVESTI
1802.1 Gesieral. Foundation and soils investigations shall be
conducted in conformance with Sections 1802.2 through
1802.6. Where required by the building official, the classifica-
tion and investigation of the soil shall be made by a registered
design professional.
1802.2 Where required. The owner or applicant shall submit a
foundation and soils investigation to the building official where
required in Sections 1802.2.1 through 1802.2.7.
Exception; The building official need not require a founda-
tion or soils investigation where satisfactory data from adja-
cent areas is available that demonstrates an investigation is
not necessary for any of the conditions in Sections 1802.2.1
through 1802.2.6.
1802.2.1 QaiestloEiaMe soil. Where the safe-sustaining
power of the soil is in doubt, or where a load-bearing value
superior to that specified in this code is claimed, the building
official shall require that the necessary investigation be
made. Such investigation shall comply with the provisions
of Sections 1802.4 through 1802.6.
1802.2.2 ExpaiBslve soils. In areas likely to have expansive
soil, the building official shall require soil tests to determine
where such soils do exist.
1802.2.3 Grosmd-water table. A subsurface soil investiga-
tion shall be performed to determine whether the existing
ground- water table is above or within 5 feet (1524 mm)
below the elevation of the lowest floor level where such
floor is located below the finished ground level adjacent to
the foundation.
Exceptions A subsurface soil investigation shall not be
required where waterproofing is provided in accordance
with Section 1807.
1802.2.4 Pile and pier foundations. Pile and pier founda-
tions shall be designed and installed on the basis of a foun-
dation investigation and report as specified in Sections
1802.4 through 1802.6 and Section 1808.2.1.
1802.2.5 Rock strata. Where subsurface explorations at the
project site indicate variations or doubtful characteristics in
the structure of the rock upon which foundations are to be
constructed, a sufficient number of borings shall be made to
a depth of not less than 1 feet (3048 mm) below the level of
the foundations to provide assurance of the soundness of the
foundation bed and its load-bearing capacity.
1802.2.6 Seismic Design Category C. Where a structure is
determined to be in Seismic Design Category C in accor-
dance with Section 1616, an investigation shall be con-
ducted, and shall include an evaluation of the following
potential hazards resulting from earthquake motions: slope
instability, hquefaction and surface rupture due to faulting
or lateral spreading.
1802.2.7 Seismic Design Category D, E or F. Where the
structure is determined to be in Seismic Design Category D,
E or F, in accordance with Section 1616, the soils investiga-
tion requirements for Seismic Design Category C, given in
Section 1802.2.6, shall be met, in addition to the following.
The investigation shall include:
1 . A determination of lateral pressures on basement and
retaining walls due to earthquake motions.
2. An assessment of potential consequences of any liq-
uefaction and soil strength loss, including estimation
of differential settlement, lateral movement or reduc-
tion in foundation soil-bearing capacity, and shall ad-
dress mitigation measures. Such measures shall be
given consideration in the design of the structure and
can include, but are not limited to, ground stabiliza-
tion, selection of appropriate foundation type and
depths, selection of appropriate structural systems to
accommodate anticipated displacements or any com-
bination of these measures. The potential for liquefac-
tion and soil strength loss shall be evaluated for site
peak ground acceleration magnitudes and source
characteristics consistent with the design earthquake
ground motions. Peak ground acceleration shall be
2003 INTERNATBONAL BUDLDBNG CODE®
361
SOILS AND FOUNDATIONS
determined from a site-specific study taking into ac-
count soil amplification effects, as specified in Sec-
tion 1615.2.
Exception: A site-specific study need not be performed
provided that peak ground acceleration equal to S^s^^.S is
used, where S^s is determined in accordance with Section
1615.2.1.
1802.3 Soil classification. Where required, soils shall be clas-
sified in accordance with Section 1802.3.1 or 1802.3.2.
1802.3.1 General. For the purposes of this chapter, the defi-
nition and classification of soil materials for use in Table
1804.2 shall be in accordance with ASTM D 2487.
1802.3.2 Expansive soils. Soils meeting all four of the fol-
lowing provisions shall be considered expansive, except
that tests to show compliance with Items 1 , 2 and 3 shall not
be required if the test prescribed in Item 4 is conducted:
1. Plasticity index (PI) of 15 or greater, determined in
accordance with ASTM D 4318.
2. More than 10 percent of the soil particles pass a No.
200 sieve (75 ^im), determined in accordance with
ASTM D 422.
3. More than 10 percent of the soil particles are less than
5 micrometers in size, determined in accordance with
ASTM D 422.
4. Expansion index greater than 20, determined in ac-
cordance with ASTM D 4829.
1802.4 Investigation. Soil classification shall be based on ob-
servation and any necessary tests of the materials disclosed by
borings, test pits or other subsurface exploration made in ap-
propriate locations. Additional studies shall be made as neces-
sary to evaluate slope stability, soil strength, position and
adequacy of load-bearing soils, the efi"ect of moisture variation
on soil-bearing capacity, compressibility, liquefaction and ex-
pansiveness.
1802.4.1 Exploratory boring. The scope of the soil investi-
gation including the number and types of borings or
soundings, the equipment used to drill and sample, the
in-situ testing equipment and the laboratory testing program
shall be determined by a registered design professional.
1802.5 Soil boring and sampling. The soil boring and sam-
pling procedure and apparatus shall be in accordance with gen-
erally accepted engineering practice. The registered design
professional shall have a fully qualified representative on the
site during all boring and sampling operations.
1802.6 Reports. The soil classification and design load-bear-
ing capacity shall be shown on the construction document.
Where required by the building official, a written report of the
investigation shall be submitted that includes, but need not be
limited to, the following information:
1 . A plot showing the location of test borings and/or exca-
vations.
2. A complete record of the soil samples.
3. A record of the soil profile.
4. Elevation of the water table, if encountered.
5. Recommendations for foundation type and design crite-
ria, including but not limited to: bearing capacity of natu-
ral or compacted soil; provisions to mitigate the effects of
expansive soils; mitigation of the effects of liquefaction,
differential settlement and varying soil strength; and the
effects of adjacent loads.
6. Expected total and differential settlement.
7. Pile and pier foundation information in accordance with
Section 1808.2.2.
8. Special design and construction provisions for footings
or foundations founded on expansive soils, as necessary.
9. Compacted fill material properties and tesdng in accor-
dance with Section 1803.5.
SECTION 1803
EXCAVATION, GRADING AND FILL
1803.1 Excavations near footings or foundations. Excava-
tions for any purpose shall not remove lateral support from any
footing or foundation without first underpinning or protecting
the footing or foundation against settlement or lateral transla-
tion.
1803.2 Placement of backfill. The excavation outside the
foundation shall be backfilled with soil that is free of organic
material, construction debris, cobbles and boulders or a con-
trolled low-strength material (CLSM). The backfill shall be
placed in lifts and compacted, in a manner that does not damage
the foundation or the waterproofing or dampproofing material.
Exception; Controlled low-strength material need not be
compacted.
1803.3 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 20 units horizontal (5-percent
slope) for a minimum distance of 10 feet (3048 mm) measured
perpendicular to the face of the wall or an approved alternate
method of diverting water away from the foundation shall be
used.
Exception: Where climatic or soil conditions warrant, the
slope of the ground away from the building foundation is
permitted to be reduced to not less than one unit vertical in
48 units horizontal (2-percent slope).
The procedure used to establish the final ground level adja-
cent to the foundation shall account for additional settlement of
the backfill.
1803.4 Grading and fill in floodways. In floodways shown on
the flood hazard map established in Section 1612.3, grading
and/or fill shall not be approved unless it has been demon-
strated through hydrologic and hydraulic analyses performed
by a registered design professional in accordance with standard
engineering practice that the proposed grading or fill, or both.
362
2003 INTERNATIONAL BUILDING CODE®
SOBLS AND FOUMDATIOMS
will not result in any increase in flood levels during the occur-
rence of the design flood.
1803.5 Compacted fill imaterlaL Where footings will bear on
compacted fill material, the compacted fill shall comply with
the provisions of an approved report, which shall contain the
following:
1. Specifications for the preparation of the site prior to
placement of compacted fill material.
2. Specifications for material to be used as compacted fill.
3. Test method to be used to determine the maximum dry
density and optimum moisture content of the material to
be used as compacted fill.
4. Maximum allowable thickness of each lift of compacted
fill material.
5. Field test method for determining the in-place dry den-
sity of the compacted fill.
6. Minimum acceptable in-place dry density expressed as a
percentage of the maximum dry density determined in
accordance with Item 3.
7. Number and frequency of field tests required to deter-
mine comphance with Item 6.
Exceptlomi Compacted fill material less than 12 inches (305
mm) in depth need not comply with an approved report, pro-
vided it has been compacted to a minimum of 90 percent
Modified Proctor in accordance with ASTM D 1557. The
compaction shall be verified by a quahfied inspector
approved by the building official.
1803.6 Controlled low-stremgth material (CLSM). Where
footings will bear on controlled low-strength material (CLSM),
the CLSM shall comply with the provisions of an approved re-
port, which shall contain the following:
1. Specifications for the preparation of the site prior to
placement of the CLSM.
2. Specificafions for the CLSM.
3. Laboratory or field test method(s) to be used to deter-
mine the compressive strength or bearing capacity of the
CLSM.
4. Test methods for determining the acceptance of the
CLSM in the field.
5. Number and frequency of field tests required to deter-
mine compliance with Item 4.
CTIQH 1804
■BEARBNG VALUI
OF SOILS
1804.1 Design. The presumptive load-bearing values provided
in Table 1804.2 shall be used with the allowable stress design
load combinations specified in Section 1605.3.
1804.2 Presumptive load=t)earmg values. The maximum al-
lowable foundation pressure, lateral pressure or lateral sliding
resistance values for supporting soils at or near the surface shall
not exceed the values specified in Table 1804.2 unless data to
substantiate the use of a higher value are submitted and ap-
proved.
Presumptive load-bearing values shall apply to materials
with similar physical characteristics and dispositions.
Mud, organic silt, organic clays, peat or unprepared fill shall
not be assumed to have a presumptive load-bearing capacity
unless data to substantiate the use of such a value are submitted.
tmnt A presumptive load-bearing capacity is permit-
ted to be used where the building official deems the
load-bearing capacity of mud, organic silt or unprepared fill
is adequate for the support of lightweight and temporary
structures.
1804.3 Lateral sliding reslstamce. The resistance of structural
walls to lateral sliding shall be calculated by combining the val-
ues derived from the lateral bearing and the lateral sliding resis-
TABLE 1804.2
ALLOWABLE FOUMDATBOIM AND LATERAL PRESSURE
CLASS OF MATERDALS
ALLOWABLE
FOUNDATION
PRESSURE
(psf)"
LATERAL
BEARING
(psf/f below natural
grade)"
LATERAL SLDDSNG
Coefflcienf
of friction^
Resistance
(psf)"
1. Crystalline bedrock
12,000
1,200
0.70
2. Sedimentary and foliated rock
4,000
400
0.35
3. Sandy gravel and/or gravel (GW and GP)
3,000
200
0.35
4. Sand, silty sand, clayey sand, silty gravel and
clayey gravel (SW, SP, SM, SC, GM and GC)
2,000
150
0.25
—
5. Clay, sandy clay, silty clay, clayey silt, silt and
sandy silt (CL, ML, MH and CH)
1,500^^
100
—
130
For SI: 1 pound per square foot = 0.0479 kPa, 1 pound per square foot per foot = 0.157 kPa/m.
a. Coefficient to be multiplied by the dead load.
b. Lateral sliding resistance value to be multiplied by the contact area, as limited by Section 1804.3.
c. Where the building official determines that in-place soils with an allowable bearing capacity of less than 1 ,500 psf are likely to be present at the site, the allowable
bearing capacity shall be determined by a soils investigation.
d. An increase of one-third is permitted when using the alternate load combinations in Section 1605.3.2 that include wind or earthquake loads.
2003 INTERMATB0^3AL BUILDIMG CODE®
SOILS AND FOUNDATIONS
tance shown in Table 1804.2 unless data to substantiate the use
of higher values are submitted for approval.
For clay, sandy clay, silty clay and clayey silt, in no case shall
the lateral sliding resistance exceed one-half the dead load.
1804.3.1 Increases in allowable lateral sliding resistance.
The resistance values derived from the table are permitted to
be increased by the tabular value for each additional foot
(305 mm) of depth to a maximum of 15 times the tabular
value.
Isolated poles for uses such as flagpoles or signs and poles
used to support buildings that are not adversely affected by a
'/2-inch (12.7 mm) motion at the ground surface due to
short-term lateral loads are permitted to be designed using
lateral-bearing values equal to two times the tabular values.
SECTION 1805
FOOTINGS AND FOUNDATIONS
1805.1 General. Footings and foundations shall be designed
and constructed in accordance with Sections 1805.1 through
1805.9. Footings and foundations shall be built on undisturbed
soil, compacted fill material or CLSM. Compacted fill material
shall be placed in accordance with Section 1803.5. CLSM shall
be placed in accordance with Section 1803.6.
The top surface of footings shall be level. The bottom surface
of footings is permitted to have a slope not exceeding one unit
vertical in 10 units horizontal (10-percent slope). Footings
shall be stepped where it is necessary to change the elevation of
the top surface of the footing or where the surface of the ground
slopes more than one unit vertical in 10 units horizontal
(10-percent slope).
1805.2 Depth of footings. The minimum depth of footings be-
low the undisturbed ground surface shall be 12 inches (305
mm). Where applicable, the depth of footings shall also con-
form to Sections 1805.2.1 through 1805.2.3.
1805.2.1 Frost protection. Except where otherwise pro-
tected from frost, foundation walls, piers and other perma-
nent supports of buildings and structures shall be protected
from frost by one or more of the following methods:
1 . Extending below the frost line of the locality;
2. Constructing in accordance with ASCE-32; or
3. Erecting on solid rock.
Exception: Free-standing buildings meeting all of the
following conditions shall not be required to be pro-
tected:
1. Classified in Importance Category I (see Table
1604.5);
2. Area of 400 square feet (37 m^) or less; and
3. Eave height of 10 feet (3048 mm) or less.
Footings shall not bear on frozen soil unless such frozen con-
dition is of a permanent character.
1805.2.2 Isolated footings. Footings on granular soil shall
be so located that the line drawn between the lower edges of
adjoining footings shall not have a slope steeper than 30
degrees (0.52 rad) with the horizontal, unless the material
supporting the higher footing is braced or retained or other-
wise laterally supported in an approved manner or a greater
slope has been properly established by engineering analysis.
1805.2.3 Shifting or moving soils. Where it is known that the
shallow subsoils are of a shifting or moving character, foot-
ings shall be carried to a sufficient depth to ensure stabihty.
1805.3 Footings on or adjacent to slopes. The placement of
buildings and structures on or adjacent to slopes steeper than
one unit vertical in three units horizontal (33.3-percent slope)
shall conform to Sections 1805.3.1 through 1805.3.5.
1805.3.1 Building clearance from ascending slopes. In
general, buildings below slopes shall be set a sufficient dis-
tance from the slope to provide protection from slope drain-
age, erosion and shallow failures. Except as provided for in
Section 1805.3.5 and Figure 1805.3.1, the following criteria
will be assumed to provide this protection. Where the exist-
ing slope is steeper than one unit vertical in one unit horizon-
tal (100-percent slope), the toe of the slope shall be assumed
to be at the intersection of a horizontal plane drawn from the
top of the foundation and a plane drawn tangent to the slope
at an angle of 45 degrees (0.79 rad) to the horizontal. Where
a retaining wall is constructed at the toe of the slope, the
height of the slope shall be measured from the top of the wall
to the top of the slope.
1805.3.2 Footing setback from descending slope sur-
face. Footings on or adjacent to slope surfaces shall be
founded in firm material with an embedment and set back
from the slope surface sufficient to provide vertical and lat-
eral support for the footing without detrimental settlement.
Except as provided for in Section 1805.3.5 and Figure
1805.3.1, the following setback is deemed adequate to
meet the criteria. Where the slope is steeper than 1 unit ver-
tical in 1 unit horizontal (100-percent slope), the required
setback shall be measured from an imaginary plane 45
degrees (0.79 rad) to the horizontal, projected upward from
the toe of the slope.
1805.3.3 Pools. The setback between pools regulated by this
code and slopes shall be equal to one-half the building foot-
ing setback distance required by this section. That portion of
the pool wall within a horizontal distance of 7 feet (2134
mm) from the top of the slope shall be capable of supporting
the water in the pool without soil support.
1805.3.4 Foundation elevation. On graded sites, the top of
any exterior foundation shall extend above the elevation of
the street gutter at point of discharge or the inlet of an
approved drainage device a minimum of 12 inches (305
mm) plus 2 percent. Alternate elevations are permitted sub-
ject to the approval of the building official, provided it can
be demonstrated that required drainage to the point of dis-
charge and away from the structure is provided at all loca-
tions on the site.
364
2003 INTERNATIONAL BUILDING CODE®
SOULS AMD FOUBVIDATIOMS
H/3 BUT NEED NOT
EXCEED 40 FT
MAX.
^H/2BUT NEED NOT EXCEED 15 FT. MAX.
For SI: 1 foot = 304.8 mm.
IE 1805.3.11
FOUNDATBOM CLEARANCES FROEVi SLOPES
. clearamceo Alternate set-
backs and clearances are permitted, subject to the approval
of the building official. The building official is permitted to
require an investigation and recommendation of a regis-
tered design professional to demonstrate that the intent of
this section has been satisfied. Such an investigation shall
include consideration of material, height of slope, slope
gradient, load intensity and erosion characteristics of slope
material.
)5.4 FootlmgSo Footings shall be designed and constructed in
accordance with Sections 1805.4.1 through 1805.4.6.
1805o4.1 Deslgiio Footings shall be so designed that the
allowable bearing capacity of the soil is not exceeded, and
that differential settlement is minimized. The minimum
width of footings shall be 12 inches (305 mm).
Footings in areas with expansive soils shall be designed in
accordance with the provisions of Section 1805.8.
1805.401.1 Design loads. Footings shall be designed for
the most unfavorable effects due to the combinations of
loads specified in Section 1605.3. The dead load shall in-
clude the weight of foundations, footings and overlying
fill. Reduced live loads, as specified in Section 1607.9,
are permitted to be used in designing footings.
18050401.2 Vibratory toads. Where machinery opera-
tions or other vibrations are transmitted through the
foundation, consideration shall be given in the footing
design to prevent detrimental disturbances of the soil.
1805.4.2 Concrete footimgs. The design, materials and con-
struction of concrete footings shall comply with Sections
1805.4.2.1 through 1805.4.2.6 and the provisions of Chap-
ter 19.
Exceptions Where a specific design is not provided, con-
crete footings supporting walls of light-frame construc-
tion are permitted to be designed in accordance with
Table 1805.4.2.
h. Concrete in footings
shall have a specified compressive strength (f 'J of not
less than 2,500 pounds per square inch (psi) (17 237 kPa)
at 28 days.
1805.4.2.2 Footing seismic ties. Where a structure is as-
signed to Seismic Design Category D, E or F in accor-
dance with Section 1616, individual spread footings
founded on soil defined in Section 1615.1.1 as Site Class
E or F shall be interconnected by ties. Ties shall be capa-
ble of carrying, in tension or compression, a force equal
to the product of the larger footing load times the seismic
coefficient S^s divided by 10 unless it is demonstrated
that equivalent restraint is provided by reinforced con-
crete beams within slabs on grade or reinforced concrete
slabs on grade.
sgs. The edge thickness
of plain concrete footings supporting walls of other than
light-frame construction shall not be less than 8 inches
(203 mm) where placed on soil.
m For plain concrete footings supporting
Group R-3 occupancies, the edge thickness is permit-
ted to be 6 inches (152 mm), provided that the footing
does not extend beyond a distance greater than the
thickness of the footing on either side of the supported
wall.
IF concrete. Concrete footings
shall not be placed through water unless a tremie or other
method approved by the building official is used. Where
placed under or in the presence of water, the concrete
shall be deposited by approved means to ensure mini-
mum segregation of the mix and neghgible turbulence of
the water.
1805.4.2,5 Protection off 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.
2003 INTERMATBOMAL BUILDBMG CODE®
365
SOILS AND FOUNDATIONS
TABLE 1805.4.2
FOOTINGS SUPPORTING WALLS OF LIGHT-FRAtVlE CONSTRUCTION^- ''• «=■ **• ^
NUMBER OF FLOORS
SUPPORTED BY THE
FOOTING'
WIDTH OF
FOOTING
(inches)
THICKNESS OF
FOOTING
(Inches)
1
12
6
2
15
6
3
18
88
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Depth of footings shall be in accordance with Section 1805.2.
b. The ground under the floor is permitted to be excavated to the elevation of the top of the footing.
c. Interior-stud-bearing walls are permitted to be supported by isolated footings. The footing width and length shall be twice the width shown in this table, and foot-
ings shall be spaced not more than 6 feet on center.
d. See Section 1910 for additional requirements for footings of structures assigned to Seismic Design Category C, D, E or F.
e. For thickness of foundation walls, see Section 1805.5.
f . Footings are permitted to support a roof in addition to the stipulated number of floors. Footings supporting roof only shall be as required for supporting one floor.
g. Plain concrete footings for Group R-3 occupancies are permitted to be 6 inches thick.
1805.4,2.6 Forming of concrete. Concrete footings are
permitted to be cast against the earth where, in the opin-
ion of the building official, soil conditions do not require
forming. Where forming is required, it shall be in accor-
dance with Chapter 6 of ACI 318.
1805.4.3 Masonry-unit footings. The design, materials
and construction of masonry-unit footings shall comply
with Sections 1805.4.3.1 and 1805.4.3.2, and the provisions
of Chapter 21.
Exception: Where a specific design is not provided, ma-
sonry-unit footings supporting walls of light-frame con-
struction are permitted to be designed in accordance with
Table 1805.4.2.
1805.4.3.1 Dimensions. Masonry-unit footings shall be
laid in Type M or S mortar complying with Section
2103.7 and the depth shall not be less than twice the pro-
jection beyond the wall, pier or column. The width shall
not be less than 8 inches (203 mm) wider than the wall
supported thereon.
1805.4.3.2 Offsets. The maximum offset of each course
in brick foundation walls stepped up from the footings
shall be 1 '/2 inches (38 mm) where laid in single courses,
and 3 inches (76 nmn) where laid in double courses.
1805.4.4 Steel grillage footings. Grillage footings of struc-
tural steel shapes shall be separated with approved steel
spacers and be entirely encased in concrete with at least 6
inches (152 mm) on the bottom and at least 4 inches (102
mm) at all other points. The spaces between the shapes shall
be completely filled with concrete or cement grout.
1805.4.5 Timber footings. Timber footings are permitted
for buildings of Type V construction and as otherwise
approved by the building official. Such footings shall be
treated in accordance with AWPA C2 or C3. Treated timbers
are not required where placed entirely below permanent
water level, or where used as capping for wood piles that
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 percent of the allowable stresses for the species
and grade of timber as specified in the AFPA NDS.
1805.4.6 Wood foundations. Wood foundation systems
shall be designed and installed in accordance with AFPA
Technical Report No. 7. Lumber and plywood shall be
treated in accordance with AWPA C22 and shall be identi-
fied in accordance with Section 2303.1.8.1.
1805.5 Foundation walls. Concrete and masonry foundation
walls shall be designed in accordance with Chapter 19 or 21.
Foundation walls that are laterally supported at the top and bot-
tom and within the parameters of Tables 1805.5(1) through
1805.5(4) are permitted to be designed and constructed in ac-
cordance with Sections 1805.5.1 through 1805.5.5.
1805.5,1 Foundation wall thickness. The minimum thick-
ness of concrete and masonry foundation walls shall comply
with Sections 1805.5.1.1 through 1805.5.1.3.
1805.5.1.1 Thickness based on walls supported. The
thickness of foundation walls shall not be less than the
thickness of the wall supported, except that foundation
walls of at least 8 inch (203 mm) nominal width are per-
mitted to support brick-veneered frame walls and
10-inch-wide (254 mm) cavity walls provided the re-
quirements of Section 1805.5.1.2 are met. Corbeling of
masonry shall be in accordance with Section 2104.2.
Where an 8-inch (203 mm) wall is corbeled, the top cor-
bel shall be a full course of headers at least 6 inches (152
mm) in length, extending not higher than the bottom of
the floor framing.
366
2003 INTERNATIONAL BUILDING CODE®
•
TABLE 1 805.5(1)
PLAm MASONRY AMD PLAIN CONCRETE FOUNDATION WALLS^'"
■ C
PLASM MASOMRY
WALL HEIGHT
(feet)
HEIGHT OF
UNBALANCED BACKFBLL
(feet)
n/ilNIMUM NOMSNAL WALL THICKNESS (Inches)
Soil classes and lateral soil load^ (psf per foot below natural grade)
GW, GP, SW and SP soils
30
GM, GC, Sm, SS\fl-SC and ML soils
45
SC, MH, ML-CL and Inorganic CL soils
60
7
4 (or less)
5
6
7
8
8
10
12
8
10
12
10 (solid'^)
8
10
10(solid=)
10 (solid=)
8
4 (or less)
5
6
7
8
8
8
10
12
10 (solid=)
8
10
12
12 (solid^)
12 (solid'^)
8
12
12 (solid'^)
Noted
Noted
9
4 (or less)
5
6
7
8
9
8
8
12
12 (solid'=)
12 (solid^)
Noted
8
10
12
12 (solid'^)
Noted
Noted
8
12
12 (solid'^)
Noted
Noted
Noted
PLAIN CONCRETE
WALL HEiGHT
(feet)
HEIGHT OF
ONBALANCED BACKFILL
(feet)
MH^IEUIOM NOMINAL WALL THICKNESS (inches)
Soil classes and lateral soil load° (psf per foot below natural grade)
•
GW, GP, SW and SP soils
30
GSVJ, GC, SM, SEUI-SC and ML soils
45
SC, iiH, ML-CL and Inorganic CL soils
60
7
4 (or less)
5
6
7
VL
VL
1%
VL
7'/2
8
7'/,
8
10
8
4 (or less)
5
6
7
8
1%
VL
VL
7V,
10
7V,
10
10
7^
7'/,
10
10
12
9
4 (or less)
5
6
7
8
9
7V,
10
10
7^
VI,
10
10
12
7^
7'/,
10
10
12
Notee
For SI: 1 inch - 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 IcPa/m.
a. For design lateral soil loads, see Section 1610. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist
soil conditions without hydrostatic pressure.
b. Provisions for this table are based on construction requirements specified in Section 1805.5.2.
c. Solid grouted hollow units or solid masonry units.
d. A design in compliance with Chapter 21 or reinforcement in accordance with Table 1805.5(2) is required.
e. A design in compliance with Chapter 19 is required.
2003 INTERNATIONAL BUILDING CODE®
3S7
SOILS AND FOUNDATIONS
TABLE 1805.5(2)
8-INCH CONCRETE AND MASONRY FOUNDATION WALLS WITH REINFORCING WHERE d> 5 INCHES^- ''■ '^
WALL
HEIGHT
(feet)
HEIGHT OF
UNBALANCED BACKFILL
(feet)
VERTICAL REINFORCEMENT
Soil classes and lateral soil load° (psf per foot below natural grade)
GW, GP, SW and SP soils
30
GM, GC, SM, SM-SC and ML soils
45
SC, MH, ML-CL and Inorganic CL soils
60
7
4 (or less)
5
6
7
#4 at 48" o.c.
#4 at 48" o.c.
#4 at 48" o.c.
#4 at 40" o.c.
#4 at 48" o.c.
#4 at 48" o.c.
#5 at 48" o.c.
#5 at 40" o.c.
#4 at 48" o.c.
#4 at 40" o.c.
#5 at 40" o.c.
#6 at 48" o.c.
8
4 (or less)
5
6
7
8
#4 at 48" o.c.
#4 at 48" o.c.
#4 at 48" o.c.
#5 at 48" o.c.
#5 at 40" o.c.
#4 at 48" o.c.
#4 at 48" o.c.
#5 at 48" o.c.
#6 at 48" o.c.
#6 at 40" o.c.
#4 at 48" o.c.
#4 at 40" o.c.
#5 at 40" o.c.
#6 at 40" o.c.
#7 at 40" o.c.
9
4 (or less)
5
6
7
8
9
#4 at 48" o.c.
#4 at 48" o.c.
#4 at 48" o.c.
#5 at 48" o.c.
#5 at 40" o.c.
#6 at 40" o.c.
#4 at 48" o.c.
#4 at 48" o.c.
#5 at 48" o.c.
#6 at 48" o.c.
#7 at 48" o.c.
#8 at 48" o.c.
#4 at 48" o.c.
#5 at 48" o.c.
#6 at 48" o.c.
#7 at 48" o.c.
#8 at 48" o.c.
#8 at 32" o.c.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kPa/m.
a. For design lateral soil loads, see Section 1610. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist
soil conditions without hydrostatic pressure.
b. Provisions for this table are based on construction requirements specified in Section 1805.5.2.
c. For alternative reinforcement, see Section 1805.5.3.
TABLE 1805.5(3)
10-INCH CONCRETE AND MASONRY FOUNDATION WALLS WITH REINFORCING WHERE d> 6.75 INCHES^- "-^
WALL
HEIGHT
(feet)
HEIGHT OF
UNBALANCED BACKFILL
(feet)
VERTICAL REINFORCEMENT
Soil classes and lateral soil load^ (psf per foot below natural grade)
GW, GP, SW and SP soils
30
GM, GC, SM, SM-SC and ML soils
45
SC, MH, ML-CL and Inorganic CL soils
60
7
4 (or less)
5
6
7
#4 at 56" o.c.
#4 at 56" o.c.
#4 at 56" o.c.
#4 at 56" o.c.
#4 at 56" o.c.
#4 at 56" o.c.
#4 at 48" o.c.
#5 at 56" o.c.
#4 at 56" o.c.
#4 at 56" o.c.
#4 at 40" o.c.
#5 at 40" o.c.
8
4 (or less)
5
6
7
8
#4 at 56" o.c.
#4 at 56" o.c.
#4 at 56" o.c.
#4 at 48" o.c.
#5 at 56" o.c.
#4 at 56" o.c.
#4 at 56" o.c.
#4 at 48" o.c.
#4 at 32" o.c.
#5 at 40" o.c.
#4 at 56" o.c.
#4 at 48" o.c.
#5 at 56" o.c.
#6 at 56" o.c.
#7 at 56" o.c.
9
4 (or less)
5
6
7
8
9
#4 at 56"o.c.
#4 at 56" o.c.
#4 at 56" o.c.
#4 at 40" o.c.
#4 at 32" o.c.
#5 at 40" o.c.
#4 at 56" o.c.
#4 at 56" o.c.
#4 at 40" o.c.
#5 at 48" o.c.
#6 at 48" o.c.
#6 at 40" o.c.
#4 at 56" o.c.
#4 at 48" o.c.
#4 at 32" o.c.
#6 at 48" o.c.
#4 at 16" o.c.
#7 at 40" o.c.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kPa/m.
a. For design lateral soil loads, see Section 1610. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist
soil conditions without hydrostatic pressure.
b. Provisions for this table are based on construction requirements specified in Section 1805.5.2.
c. For alternative reinforcement, see Section 1805.5.3.
368
2003 INTERNATIONAL BUILDING CODE®
TABLE 1805.5(4)
12-BNCH] CONCRETE AND MASOISSRY FOUIMDATBOM WALLS WITH RESNFORCIMG WHERE d> 8.75 BMCHES^''''«=
WALL
HEIGHT
(feet)
HESGHT OF
UNBALANCED BACKRLL
(feet)
VERTICAL RE5NFORCEMEMT
Soil classes and lateral soil load° (psf per foot below natural grade)
GW, GP, SW and SP soils
30
GM, GC, SEV3, SM-SC and EU3L soils
45
SC, MH, ML-CL and Inorganic CL soils
60
7
4 (or less)
5
6
7
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 64" o.c.
#4 at 48" o.c.
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 48" o.c.
#5 at 56" o.c.
8
4 (or less)
5
6
7
8
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 64" o.c.
#4 at 48" o.c.
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 56" o.c.
#5 at 64" o.c.
#4 at 32" o.c.
#4 at 72" o.c.
#4 at 72" o.c.
#5 at 72" o.c.
#4 at 32" o.c.
#5 at 40" o.c.
9
4 (or less)
5
6
7
8
9
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 56" o.c.
#4 at 64" o.c.
#5 at 56" o.c.
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 56" o.c.
#4 at 40" o.c.
#6 at 64" o.c.
#7 at 72" o.c.
#4 at 72" o.c.
#4 at 64" o.c.
#5 at 64" o.c.
#6 at 64" o.c.
#6 at 48" o.c.
#6 at 40" o.c.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kPa/m.
a. For design lateral soil loads, see Section 1610. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist
soil conditions without hydrostatic pressure.
b. Provisions for this table are based on construction requirements specified in Section 1805.5.2.
c. For alternative reinforcement, see Section 1805.5.3.
i|
ol.2 Thickness based op soil loads, mmtoalanced
eight and wall helghto The thickness of foun-
dation walls shall comply with the requirements of Table
1805.5(1) for plain masonry and plain concrete walls or
Table 1805.5(2), 1805.5(3) or 1805.5(4) for reinforced
concrete and masonry walls. When using the tables, ma-
sonry shall be laid in running bond and the mortar shall
be Type M or S.
Unbalanced backfill height is the difference in height
of the exterior and interior finish ground levels. Where an
interior concrete slab is provided, the unbalanced back-
fill height shall be measured from the exterior finish
ground level to the top of the interior concrete slab.
18®S.S.lo3 Miibble stoiie» Foundation walls of rough or
random rubble stone shall not be less than 16 inches (406
mm) thick. Rubble stone shall not be used for foundations
for structures in Seismic Design Category C, D, E or F.
1805.5<,2 Foundatloiii wall materials. Foundafion walls
constructed in accordance with Table 1805.5(1), 1805.5(2),
1805.5(3) or 1805.5(4) shall comply with the following:
1. Vertical reinforcement shall have a minimum yield
strength of 60,000 psi (414 Mpa).
2. The specified location of the reinforcement shall
equal or exceed the effective depth distance, d,
noted in Tables 1805.5(2), 1805.5(3) and 1805.5(4)
and shall be measured from the face of the soil side
of the wall to the center of vertical reinforcement.
The reinforcement shall be placed within the toler-
ances specified in ACI 530.1/ASCE 6/TMS 402,
Article 3.4 B7 of the specified location.
3. Concrete shall have a specified compressive strength
of not less than 2,500 psi (17.2 MPa) at 28 days.
4. Grout shall have a specified compressive strength of
not less than 2,000 psi (13.8 MPa) at 28 days.
5. Hollow masonry units shall comply with ASTM C 90
and be installed with Type M or S mortar.
1805=So3 Alternative fouedatiom wall reiisforcennent. In
lieu of the reinforcement provisions in Table 1805.5(2),
1 805.5(3) or 1805.5(4), alternative reinforcing bar sizes and
spacings having an equivalent cross-sectional area of rein-
forcement per linear foot (mm) of wall are permitted to be
used, provided the spacing of reinforcement does not
exceed 72 inches (1829 mm) and reinforcing bar sizes do
not exceed No. 1 1 .
At least 4 inches (102
mm) of solid masonry shall be provided at girder supports at
the top of hollow masonry unit foundation walls.
1805o5oS Seismic reqeiremeets. Tables 1805.5(1) through
1805.5(4) shall be subject to the following limitations in
Sections 1805.5.5.1 and 1805.5.5.2 based on the seismic
design category assigned to the structure as defined in Sec-
tion 1616.
1 Seismic requirements for concrete founda-
§. Concrete foundation walls designed using
2003 INTERMATiONAL BUILDJMG CODE®
36S
SOILS AND FOUNDATIONS
Tables 1805.5(1) through 1805.5(4) shall be subject to
the following limitations:
1. Seismic Design Categories A and B. No limita-
tions, except provide not less than two No. 5 bars
around window and door openings. Such bars shall
extend at least 24 inches (610 mm) beyond the cor-
ners of the openings
2. Seismic Design Category C. Tables shall not be
used except as allowed for plain concrete members
in Section 1910.4.
3. Seismic Design Categories D, E and F. Tables shall
not be used except as allowed for plain concrete
members in ACI 318, Section 22.10.
1805.5.5.2 Seismic requirements for masonry foun-
dation walls. Masonry foundation walls designed using
Tables 1805.5(1) through 1805.5(4) shall be subject to
the following limitations:
1 . Seismic Design Categories A and B. No additional
seismic requirements.
2. Seismic Design Category C. A design using Tables
1 805 .5( 1 ) through 1 805.5(4) subject to the seismic
requirements of Section 2106.4.
3. Seismic Design Category D. A design using Tables
1805.2(2) through 1805.5(4) subject to the seismic
requirements of Section 2106.5.
4. Seismic Design Categories E and F. A design using
Tables 1805.2(2) through 1805.5(4) subject to the
seismic requirements of Section 2106.6.
1805.5.6 Foundation wall drainage. Foundation walls
shall be designed to support the weight of the full hydro-
static pressure of undrained backfill unless a drainage sys-
tem is installed in accordance with Sections 1807.4.2 and
1807.4.3.
1805.5.7 Pier and curtain wall foundations. Except in
Seismic Design Categories D, E and F, pier and curtain wall
foundations are permitted to be used to support light-frame
construction not more than two stories in height, provided
the following requirements are met:
1 . All load-bearing walls shall be placed on continuous
concrete footings bonded integrally with the exterior
wall footings.
2. The minimum actual thickness of a load-bearing ma-
sonry wall shall not be less than 4 inches (102 mm)
nominal or 3% inches (92 mm) actual thickness, and
shall be bonded integrally with piers spaced 6 feet
(1829 mm) on center (o.c).
3. Piers shall be constructed in accordance with Chapter
21 and the following:
3.1. The unsupported height of the masonry piers
shall not exceed 10 times their least dimen-
sion.
3.2. Where structural clay tile or hollow concrete
masonry units are used for piers supporting
beams and girders, the cellular spaces shall be
filled solidly with concrete or Type M or S
mortar.
Exception: Unfilled hollow piers are per-
mitted where the unsupported height of the
pier is not more than four times its least di-
mension.
3.3. Hollow piers shall be capped with 4 inches
(102 mm) of solid masonry or concrete or the
cavities of the top course shall be filled with
concrete or grout.
4. The maximum height of a 4-inch ( 1 02 mm) load-bear-
ing masonry foundation wall supporting wood frame
walls and floors shall not be more than 4 feet (1219
mm) in height.
5. The unbalanced fill for 4-inch (102 mm) foundation
walls shall not exceed 24 inches (610 mm) for solid
masonry, nor 12 inches (305 nmi) for hollow masonry.
1805.6 Foundation plate or sill bolting. Wood foundation
plates or sills shall be bolted or strapped to the foundafion or
foundation wall as provided in Chapter 23.
1805.7 Designs employing lateral bearing. Designs to resist
both axial and lateral loads employing posts or poles as col-
umns embedded in earth or embedded in concrete footings in
the earth shall conform to the requirements of Sections
1805.7.1 through 1805.7.3.
1805.7.1 Limitations. The design procedures outlined in
this section are subject to the following limitations:
1 . The frictional resistance for structural walls and slabs
on silts and clays shall be limited to one-half of the
normal force imposed on the soil by the weight of the
footing or slab.
2. Posts embedded in earth shall not be used to provide
lateral support for structural or nonstructural materi-
als such as plaster, masonry or concrete unless bracing
is provided that develops the limited deflection re-
quired.
Wood poles shall be treated in accordance with AWPA C2
orC4.
1805.7.2 Design criteria. The depth to resist lateral loads
shall be determined by the design criteria established in Sec-
tions 1805.7.2.1 through 1805.7.2.3, or by other methods
approved by the building official.
)5.7.2.1 Nonconstrained. The following formula
shall be used in determining the depth of embedment re-
quired to resist lateral loads where no constraint is pro-
vided at the ground surface, such as rigid floor or rigid
ground surface pavement, and where no lateral constraint
is provided above the ground surface, such as a structural
diaphragm.
d = 0.5A { 1 + [ 1 + (4.36h/A)] "^ }
where:
A = 2.34P/S, b.
(Equation 18-1)
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SOILS AMD FOUNDATiOIMS
b = Diameter of round post or footing or diagonal di-
mension of square post or footing, feet (m).
d = Depth of embedment in earth in feet (m) but not
over 12 feet (3658 mm) for purpose of computing
lateral pressure.
h = Distance in feet (m) from ground surface to point
of application of "P."
P = Applied lateral force in pounds (kN).
5, = Allowable lateral soil-bearing pressure as set
forth in Section 1804.3 based on a depth of
one-third the depth of embedment in pounds per
square foot (psf) (kPa).
180So7.2o2 Comsttralnedo The following formula shall be
used to determine the depth of embedment required to re-
sist lateral loads where constraint is provided at the
ground surface, such as a rigid floor or pavement.
cF = 4.25(Ph/S^ b)
or alternatively
(F = 4.25 (M/S^ b)
(EqinatloE 18=
(Eqoaitioini 18=3)
where:
Mg = moment in the post at grade, in foot-pounds
(kN-m).
53 = Allowable lateral soil-bearing pressure as set
forth in Section 1804.3 based on a depth equal to
the depth of embedment in pounds per square
foot (kPa).
1805.7«2o3 Vertical load. The resistance to vertical loads
shall be determined by the allowable soil-bearing pres-
sure set forth in Table 1804.2.
)5.73 Backfill. The backfill in the annular space around
columns not embedded in poured footings shall be by one of
the following methods:
1 . Backfill shall be of concrete with an ultimate strength
of 2,000 psi (13.8 MPa) at 28 days. The hole shall not
be less than 4 inches (102 mm) larger than the diame-
ter of the column at its bottom or 4 inches (102 mm)
larger than the diagonal dimension of a square or rect-
angular column.
2. Backfill shall be of clean sand. The sand shall be thor-
oughly compacted by tamping in layers not more than
8 inches (203 mm) in depth.
3. Backfill shall be of controlled low-strength material
(CLSM).
1805.8 Design for expamsive soils. Footings or foundations for
buildings and structures founded on expansive soils shall be de-
signed in accordance with Section 1805.8.1 or 1805.8.2.
Footing or foundation design need not comply with Section
1805.8.1 or 1805.8.2 where the soil is removed in accordance
with Section 1805.8.3, nor where the building official approves
stabilization of the soil in accordance with Section 1805.8.4.
1805.8.1 FoMiidatioms. Footings or foundations placed on
or within the active zone of expansive soils shall be designed
to resist differential volume changes and to prevent struc-
tural damage to the supported structure. Deflection and
racking of the supported structure shall be limited to that
which will not interfere with the usability and serviceabiUty
of the structure.
Foundations placed below where volume change occurs
or below expansive soil shall comply with the following
provisions:
1 . Foundations extending into or penetrating expansive
soils shall be designed to prevent uphft of the sup-
ported structure.
2. Foundations penetrating expansive soils shall be de-
signed to resist forces exerted on the foundation due to
soil volume changes or shall be isolated from the ex-
pansive soil.
1805.8.2 Slab=oin=groeed ffoumdatlons. Slab-on-ground,
mat or raft foundations on expansive soils shall be designed
and constructed in accordance with WRI/CRSI Design of
Slab-on-Ground Foundations or PTI Design and Construc-
tion of Post-Tensioned Slabs-On-Ground.
m Slab-on-ground systems that have per-
formed adequately in soil conditions similar to those en-
countered at the building site are permitted subject to the
approval of the building official.
. Where expansive soil
is removed in lieu of designing footings or foundations in
accordance with Section 1805.8.1 or 1805.8.2, the soil shall
be removed to a depth sufficient to ensure a constant mois-
ture content in the remaining soil. Fill material shall not con-
tain expansive soils and shall comply with Section 1803.5 or
1803.6.
tiOEs Expansive soil need not be removed to the
depth of constant moisture, provided the confining pres-
sure in the expansive soil created by the fill and sup-
ported structure exceeds the swell pressure.
1805.8.4 StabllisatioH. Where the active zone of expansive
soils is stabilized in lieu of designing footings or
foundations in accordance with Section 1805.8.1 or
1805.8.2, the soil shall be stabilized by chemical,
dewatering, presaturation or equivalent techniques.
1805.9 Seismic requirements. See Section 19 1 for additional
requirements for footings and foundations of structures as-
signed to Seismic Design Category C, D, E or F.
For structures assigned to Seismic Design Category D, E or
F, provisions of ACI 318, Sections 21.10.1 to 21.10.3, shall ap-
ply when not in conflict with the provisions of Section 1805.
Concrete shall have a specified compressive strength of not less
than 3,000 psi (20.68 MPa) at 28 days.
1 . Group R or U occupancies of light- framed construc-
tion and two stories or less in height are permitted to
2003 INTERNATIONAL BUILDING CODE®
371
SOILS AND FOUNDATIONS
use concrete with a specified compressive strength of
not less than 2,500 psi (17.2 MPa) at 28 days.
Detached one- and two-family dwellings of
light-frame construction and two stories or less in
height are not required to comply with the provisions
of ACI 318, Sections 21.10.1 to 21.10.3.
SECTION 1806
RETAINING WALLS
1806.1 GeneraL Retaining walls shall be designed to ensure
stability against overturning, sliding, excessive foundation
pressure and water uplift. Retaining walls shall be designed for
a safety factor of 1.5 against lateral sliding and overturning.
SECTION
DAMPPROOFING AND WATERPROOFING
1807.1 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 this sec-
tion, with the exception of those spaces containing groups other
than residential and institutional where such omission is not
detrimental to the building or occupancy.
Ventilation for crawl spaces shall comply with Section
1203.4.
1807.1.1 Story above grade. Where a basement is consid-
ered a story above grade and the finished ground level adja-
cent to the basement wall is below the basement floor
elevation for 25 percent or more of the perimeter, the floor
and walls shall be dampproofed in accordance with Section
1807.2 and a foundation drain shall be installed in accor-
dance with Section 1807.4.2. The foundation drain shall be
installed around the portion of the perimeter where the base-
ment floor is below ground level. The provisions of Sections
1802.2.3, 1807.3 and 1807.4.1 shall not apply in this case.
1807.1.2 Under-floor space. The finished ground level of
an under-floor space such as a crawl space shall not be
located below the bottom of the footings. Where there is evi-
dence that the ground-water table rises to within 6 inches
(152 mm) of the ground level at the outside building perime-
ter, or that the surface water does not readily drain from the
building site, the ground level of the under-floor space shall
be as high as the outside finished ground level, unless an
approved drainage system is provided. The provisions of
Sections 1802.2.3, 1807.2, 1807.3 and 1807.4 shall not
apply in this case.
1807.1.2.1 Flood hazard areas. For buildings and struc-
tures in flood hazard areas as established in Section
1612.3, the finished ground level of an under-floor space
such as a crawl space shall be equal to or higher than the
outside finished ground level.
Exception: Under-floor spaces of Group R-3 build-
ings that meet the requirements of FEMA/
HA-TB-ll.
1807.1.3 Ground- water control. Where the ground- water
table is lowered and maintained at an elevation not less than
6 inches (152 mm) below the bottom of the lowest floor, the
floor and walls shall be dampproofed in accordance with
Section 1807.2. The design of the system to lower the
ground- water table shall be based on accepted principles of
engineering that shall consider, but not necessarily be lim-
ited to, permeability of the soil, rate at which water enters
the drainage system, rated capacity of pumps, head against
which pumps are to operate and the rated capacity of the dis-
posal area of the system.
1807.2 Dampproofing required. Where hydrostafic pressure
will not occur as determined by Section 1802.2.3, floors and
walls for other than wood foundation systems shall be
dampproofed in accordance with this section. Wood founda-
tion systems shall be constructed in accordance with AFPA
TR7.
1807.2.1 Floors. Dampproofing materials for floors shall be
installed between the floor and the base course required by
Section 1807.4.1, except where a separate floor is provided
above a concrete slab.
Where installed beneath the slab, dampproofing shall
consist of not less than 6-mil (0.006 inch; 0.152 mm) poly-
ethylene with joints lapped not less than 6 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 (0.004 inch; 0.102
mm) polyethylene, or other approved methods or materials.
Joints in the membrane shall be lapped and sealed in accor-
dance with the manufacturer's installation instructions.
1807.2.2 Walls. Dampproofing materials for walls shall be
installed on the exterior surface of the wall, and shall extend
from the top of the footing to above ground level.
Dampproofing shall consist of a bituminous material, 3
pounds per square yard (16 N/m^) of acrylic modified
cement, '/g-inch (3.2 mm) coat of surface-bonding mortar
complying with ASTM C 887, any of the materials permit-
ted for waterproofing by Section 1 807.3.2 or other approved
methods or materials.
1807.2.2.1 Surface preparation of walls. Prior to appli-
cation of dampproofing materials on concrete walls,
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 (9.5 mm) of portland cement mortar.
The parging shall be coved at the footing.
Exception: Parging of unit masonry walls is not re-
quired where a material is approved for direct applica-
tion to the masonry.
1807.3 Waterproofing required. Where the ground-water in-
vestigation required by Section 1 802.2.3 indicates that a hydro-
P
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2003 INTERNATIONAL BUILDING CODE®
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Static pressure condition exists, and the design does not include
a ground-water control system as described in Section
1807. 1.3, walls and floors shall be waterproofed in accordance
with this section.
1807.3.1 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.
Waterproofing shall be accomphshed by placing a mem-
brane of rubbsrized asphalt, butyl rubber, or not less than
6-mil (0.006 inch; 0.152 mm) polyvinyl chloride with joints
lapped not less than 6 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.
18®7.3.2 Walls. Walls required to be waterproofed shall be
of concrete or masonry and shall be designed and con-
structed to withstand the hydrostatic pressures and other lat-
eral loads to which the walls will be subjected.
Waterproofing shall be applied from the bottom of the
wall to not less than 12 inches (305 mm) above the maxi-
mum elevation of the ground- water table. The remainder of
the wall shall be dampproofed in accordance with Section
1807.2.2. Waterproofing shall consist of two-ply
hot-mopped felts, not less than 6-mil (0.006 inch; 0.152
mm) polyvinyl chloride, 40-mil (0.040 inch; 1.02 mm)
polymer-modified asphalt, 6-mil (0.006 inch; 0.152 mm)
polyethylene or other approved methods or materials capa-
ble of bridging nonstructural cracks. Joints in the membrane
shall be lapped and sealed in accordance with the manufac-
turer's installation instructions.
18®7 .3.2.1 Surface preparaftnoe of walls. Prior to the
application of waterproofing materials on concrete or
masonry walls, the walls shall be prepared in accordance
with Section 1807.2.2.1.
1807,3.3 Joints smd peiietratioiiis. Joints in walls and
floors, joints between the wall and floor and penetrations of
the wall and floor shall be made water-tight utilizing
approved methods and materials.
1807.4 Setosoil dramage system. Where a hydrostatic pres-
sure 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 de-
signed and constructed in accordance with Section 1807.1.3
shall be deemed adequate for lowering the ground- water table.
ase coerse. Floors of basements, except as
provided for in Section 1 807. 1 . 1 , shall be placed over a floor
base course not less than 4 inches ( 1 02 mm) in thickness that
consists of gravel or crushed stone containing not more than
10 percent of material that passes through a No. 4 (4.75 mm)
sieve.
Exception: Where a site is located in well-drained gravel or
sand/gravel mixture soils, a floor base course is not required.
crushed stone containing not more than 10-percent material
that passes through a No. 4 (4.75 mm) sieve. The drain shall
extend a minimum of 12 inches (305 mm) beyond the out-
side 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 6
inches (152 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 floor ele-
vation. The top of joints or the top of perforations shall be
protected with an approved filter membrane material. The
pipe or tile shall be placed on not less than 2 inches (5 1 mm)
of gravel or crushed stone complying with Section 1807.4.1,
and shall be covered with not less than 6 inches (152 mm) of
the same material.
1807.4.3 Draimage discharge. The floor base and founda-
tion perimeter drain shall discharge by gravity or mechani-
cal means into an approved drainage system that complies
with the International Plumbing Code.
mi Where a site is located in well-drained gravel
or sand/gravel mixture soils, a dedicated drainage system
is not required.
ICimM 1808
1808.1 Deimtioms. The following words and terms shall, for
the purposes of this section, have the meanings shown herein.
FLEXUEAL LENGTH. Flexural length is the length of the
pile from the first point of zero lateral deflecfion to the under-
side of the pile cap or grade beam.
PIER FOUNDATIONS. Pier foundations consist of isolated
masonry or cast-in-place concrete structural elements extend-
ing into firm materials. Piers are relatively short in comparison
to their width, with lengths less than or equal to 12 fimes the
least horizontal dimension of the pier. Piers derive their
load-carrying capacity through skin fricdon, through end bear-
ing, or a combination of both.
Belled piers are cast-in-place concrete piers
constructed with a base that is larger than the diameter of the
remainder of the pier. The belled base is designed to
increase the load-bearing area of the pier in end bearing.
PILE FOUNDATIONS. Pile foundations consist of concrete,
wood or steel structural elements either driven into the ground
or cast in place. Piles are relatively slender in comparison to
their length, with lengths exceeding 1 2 times the least horizon-
tal dimension. Piles derive their load-carrying capacity through
skin friction, through end bearing, or a combination of both.
Angered uncased piles are con-
structed by depositing concrete into an uncased angered
hole, either during or after the withdrawal of the auger.
A drain shall be placed around
the perimeter of a foundation that consists of gravel or
js. Caisson piles are cast-in-place concrete piles
extending into bedrock. The upper portion of a caisson pile
2003 IMTERNATDONAL BUDLDDMG CODE®
373
SOILS AND FOUNDATIONS
consists of a cased pile that extends to the bedrock. The
lower portion of the caisson pile consists of an uncased
socket drilled into the bedrock.
Concrete-filled steel pipe and tube piles. Concrete-filled
steel pipe and tube piles are constructed by driving a steel
pipe or tube section into the soil and filling the pipe or tube
section with concrete. The steel pipe or tube section is left in
place during and after the deposition of the concrete.
Driven uncased piles. Driven uncased piles are constructed
by driving a steel shell into the soil to shore an unexcavated
hole that is later filled with concrete. The steel casing is
lifted out of the hole during the deposition of the concrete.
Enlarged base piles. Enlarged base piles are cast-in-place
concrete piles constructed with a base that is larger than the
diameter of the remainder of the pile. The enlarged base is
designed to increase the load-bearing area of the pile in end
bearing.
Steel-cased piles. Steel-cased piles are constructed by driv-
ing a steel shell into the soil to shore an unexcavated hole.
The steel casing is left permanently in place and filled with
concrete.
.2 Piers and piles — general requirements.
1808.2.1 Design, Piles are permitted to be designed in
accordance with provisions for piers in Section 1808 and
Secdons 1812.3 through 1812.10 where either of the fol-
lowing conditions exists, subject to the approval of the
building official:
1 . Group R-3 and U occupancies not exceeding two sto-
ries of light-frame construction, or
2. Where the surrounding foundation materials furnish
adequate lateral support for the pile.
1808.2.2 General. Pier and pile foundations shall be
designed and installed on the basis of a foundation investi-
gation as defined in Section 1802, unless sufficient data
upon which to base the design and installation is available.
The investigation and report provisions of Section 1802
shall be expanded to include, but not be hmited to, the fol-
lowing:
1 . Recommended pier or pile types and installed capaci-
ties.
2. Recommended center-to-center spacing of piers or
piles.
3. Driving criteria.
4. Installation procedures.
5. Field inspection and reporting procedures (to include
procedures for verification of the installed bearing ca-
pacity where required).
6. Pier or pile load test requirements.
7. Durability of pier or pile materials.
8. Designation of bearing stratum or strata.
9. Reductions for group action, where necessary.
1808.2.3 Special types of piles. The use of types of piles not
specifically mentioned herein is permitted, subject to the
approval of the building official, upon the submission of
acceptable test data, calculations and other information
relating to the structural properties and load capacity of such
piles. The allowable stresses shall not in any case exceed the
limitations specified herein.
1808.2.4 Pile caps. Pile caps shall be of reinforced concrete,
and shall include all elements to which piles are connected,
including grade beams and mats. The soil immediately
below the pile cap shall not be considered as carrying any
vertical load. The tops of piles shall be embedded not less
than 3 inches (76 mm) into pile caps and the caps shall
extend at least 4 inches (102 mm) beyond the edges of piles.
The tops of piles shall be cut back to sound material before
capping.
1808.2.5 Stability. Piers or piles shall be braced to provide
lateral stabihty in all directions. Three or more piles con-
nected by a rigid cap shall be considered braced, provided
that the piles are located in radial directions from the cen-
troid of the group not less than 60 degrees (1 rad) apart. A
two-pile group in a rigid cap shall be considered to be braced
along the axis connecting the two piles. Methods used to
brace piers or piles shall be subject to the approval of the
building official.
Piles supporting walls shall be driven alternately in lines
spaced at least 1 foot (305 mm) apart and located symmet-
rically under the center of gravity of the wall load carried,
unless effective measures are taken to provide for eccen-
tricity and lateral forces, or the wall piles are adequately
braced to provide for lateral stability. A single row of piles
without lateral bracing is permitted for one- and two-fam-
ily dwellings and lightweight construction not exceeding
two stories or 35 feet (10 668 mm) in height, provided the
centers of the piles are located within the width of the foun-
dation wall.
1808.2.(5 Structural integrity. Piers or piles shall be
installed in such a manner and sequence as to prevent distor-
tion or damage to piles being installed or already in place to
the extent that such distortion or damage affects the struc-
tural integrity of the piles.
1808.2,7 Splices. Splices shall be constructed so as to pro-
vide and maintain true alignment and position of the compo-
nent parts of the pier or pile during installation and
subsequent thereto and shall be of adequate strength to
transmit the vertical and lateral loads and moments occur-
ring at the location of the splice during driving and under
service loading. Splices shall develop not less than 50 per-
cent of the least capacity of the pier or pile in bending. In
addition, splices occurring in the upper 10 feet (3048 mm) of
the embedded portion of the pier or pile shall be capable of
resisting at allowable working stresses the moment and
shear that would result from an assumed eccentricity of the
pier or pile load of 3 inches (76 mm), or the pier or pile shall
be braced in accordance with Section 1 808.2.5 to other piers
or piles that do not have splices in the upper 10 feet (3048
mm) of embedment.
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2003 INTERNATIONAL BUILDING CODE®
18©§.2o§ Allowable pner or pile loads.,
1808o2o8.1 Bettermniniallom off alowalble loads. The al-
lowable axial and lateral loads on piers or piles shall be
determined by an approved formula, load tests or method
of analysis.
18®§.2.8.2 Brivnmg cdterBao The allowable compressive
load on any pile where determined by the application of
an approved driving formula shall not exceed 40 tons
(356 kN). For allowable loads above 40 tons (356 kN),
the wave equation method of analysis shall be used to es-
timate pile driveability of both driving stresses and net
displacement per blow at the ultimate load. Allowable
loads shall be verified by load tests in accordance with
Section 1808.2.8.3. The formula or wave equation load
shall be determined for gravity-drop or power- actuated
hammers and the hammer energy used shall be the maxi-
mum consistent with the size, strength and weight of the
driven piles. The use of a follower is permitted only with
the approval of the building official. The introduction of
fresh hammer cushion or pile cushion material just prior
to final penetration is not permitted.
18®8,2.8.3 Load testSo Where design compressive loads
per pier or pile are greater than those permitted by Sec-
tion 1808.2.10, or where the design load for any pier or
pile foundation is in doubt, control test piers or piles shall
be tested in accordance with ASTM D 1 143 or ASTM D
4945. At least one pier or pile shall be test loaded in each
area of uniform subsoil conditions. Where required by
the building official, additional piers or piles shall be load
tested where necessary to estabUsh the safe design capac-
ity. The resulting allowable loads shall not be more than
one-half of the ultimate load capacity of the test pier or
pile as assessed by one of the published methods listed in
Section 1808.2.8.3.1 with consideration for the test type,
duration and subsoil. The ultimate load capacity shall be
determined by a registered design professional, but shall
be no greater than two times the test load that produces a
settlement of 0.3 inches (7.6 mm). In subsequent installa-
tion of the balance of foundation piles, all piles shall be
deemed to have a supporting capacity equal to the control
pile where such piles are of the same type, size and rela-
tive length as the test pile; are installed using the same or
comparable methods and equipment as the test pile; are
installed in similar subsoil conditions as the test pile; and,
for driven piles, where the rate of penetration (e.g., net
displacement per blow) of such piles is equal to or less
than that of the test pile through a comparable driving
distance.
18(D)§„2o8.3,l Load test evataatnoim. It shall be permit-
ted to evaluate pile load tests with any of the following
methods:
1 . Davisson Offset Limit.
2. Brinch-Hansen 90% Criterion.
3. Chin-Konder Extrapolation.
4. Other methods approved by the building offi-
cial.
1808o2o8<,4 Allowable ffrkltSomial resnstamce. The as-
sumed frictional resistance developed by any pier or un-
cased cast-in-place pile shall not exceed one-sixth of the
bearing value of the soil material at minimum depth as
set forth in Table 1804.2, up to a maximum of 500 psf (24
kPa), unless a greater value is allowed by the building of-
ficial after a soil investigation as specified in Section
1802 is submitted. Frictional resistance and bearing re-
sistance shall not be assumed to act simultaneously un-
less recommended by a soil investigation as specified in
Section 1802.
18(0)8.2.8.5 Uplnfft capacity. Where required by the de-
sign, the uplift capacity of a single pier or pile shall be de-
termined by an approved method of analysis based on a
minimum factor of safety of three or by load tests con-
ducted in accordance with ASTM D 3689. The maxi-
mum allowable uplift load shall not exceed the ultimate
load capacity as determined in Section 1808.2.8.3 di-
vided by a factor of safety of two. For pile groups sub-
jected to upHft, the allowable working uplift load for the
group shall be the lesser of:
1. The proposed individual pile uplift working load
times the number of piles in the group.
2. Two-thirds of the effective weight of the pile group
and the soil contained within a block defined by the
perimeter of the group and the length of the pile.
18(08.2.8.6 Load=toeariimg capacity. Piers, individual
piles and groups of piles shall develop ultimate load ca-
pacities of at least twice the design working loads in the
designated load-bearing layers. Analysis shall show that
no soil layer underlying the designated load-bearing lay-
ers causes the load-bearing capacity safety factor to be
less than two.
18(08,2.8.7 Bemt piers or piles. The load-bearing capac-
ity of piers or piles discovered to have a sharp or sweep-
ing bend shall be determined by an approved method of
analysis or by load testing a representative pier or pile.
18<ID8.2.8o8 Overloads om piers or piles. The maximum
compressive load on any pier or pile due to mislocation
shall not exceed 110 percent of the allowable design
load.
18(08.2.9 Lateral support.
18(08.2,9.1 Gemeral. Any soil other than fluid soil shall
be deemed to afford sufficient lateral support to the pier
or pile to prevent buckling and to permit the design of the
pier or pile in accordance with accepted engineering
practice and the applicable provisions of this code.
18(08,2.9.2 Uinibraced piles. Piles standing unbraced in
air, water or in fluid soils shall be designed as columns in
accordance with the provisions of this code. Such piles
2003 INTERMATDOMAL BUDLDING CODE®
375
SOILS AND FOUNDATIONS
driven into firm ground can be considered fixed and lat-
erally supported at 5 feet (1524 mm) below the ground
surface and in soft material at 10 feet (3048 mm) below
the ground surface unless otherwise prescribed by the
building official after a foundation investigation by an
approved agency.
1808.2.9.3 Allowable lateral load. Where required by
the design, the lateral load capacity of a pier, a single pile
or a pile group shall be determined by an approved
method of analysis or by lateral load tests to at least twice
the proposed design working load. The resulting allow-
able load shall not be more than one-half of that test load
that produces a gross lateral movement of 1 inch (25 mm)
at the ground surface.
1808.2.10 Use of higher allowable pier or pile stresses.
Allowable stresses greater than those specified for piers or
for each pile type in Sections 1809 and 1810 are permitted
where supporting data justifying such higher stresses is filed
with the building official. Such substantiating data shall
include:
1. A soils investigation in accordance with Section
1802.
2. Pier or pile load tests in accordance with Section
1808.2.8.3, regardless of the load supported by the
pier or pile.
The design and installation of the pier or pile foundation
shall be under the direct supervision of a registered design
professional knowledgeable in the field of soil mechanics
and pier or pile foundations who shall certify to the building
official that the piers or piles as installed satisfy the design
criteria.
1808.2.11 Piles in subsiding areas. Where piles are driven
through subsiding fills or other subsiding strata and derive
support from underlying firmer materials, consideration
shall be given to the downward frictional forces that may be
imposed on the piles by the subsiding upper strata.
Where the influence of subsiding fills is considered as
imposing loads on the pile, the allowable stresses specified
in this chapter are permitted to be increased where satisfac-
tory substantiating data are submitted.
1808.2.12 Settlement analysis. The settlement of piers,
individual piles or groups of piles shall be estimated based
on approved methods of analysis. The predicted settlement
shall cause neither harmful distortion of, nor instability in,
the structure, nor cause any stresses to exceed allowable val-
ues.
1808.2.13 Preexcavation. The use of jetting, angering or
other methods of preexcavation shall be subject to the
approval of the building official. Where permitted,
preexcavation shall be carried out in the same manner as
used for piers or piles subject to load tests and in such a man-
ner that will not impair the carrying capacity of the piers or
piles already in place or damage adjacent structures. Pile
tips shall be driven below the preexcavated depth until the
required resistance or penetration is obtained.
1808.2.14 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 are capable of damaging
adjacent structures.
1808.2.15 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 Section 1808.2.8.3.
The installation of production piles shall be controlled
according to power consumption, rate of penetration or
other approved means that ensure pile capacities equal or
exceed those of the test piles.
1808.2.16 Pile driveability. Pile cross sections shall be of
sufficient size and strength to withstand driving stresses
without damage to the pile, and to provide sufficient stiff-
ness to transmit the required driving forces.
1808.2.17 Protection of pile materials. Where boring
records or site conditions indicate possible deleterious
action on pier or pile materials because of soil constituents,
changing water levels or other factors, the pier or pile mate-
rials shall be adequately protected by materials, methods or
processes approved by the building official. Protective
materials shall be applied to the piles so as not to be rendered
ineffective by driving. The effectiveness of such protective
measures for the particular purpose shall have been thor-
oughly established by satisfactory service records or other
evidence.
1808.2.18 Use of existing piers or piles. Piers or 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 building official, which indi-
cates that the piers or piles are sound and meet the require-
ments of this code. Such piers or piles shall be load tested or
redriven to verify their capacities. The design load applied
to such piers or piles shall be the lowest allowable load as
determined by tests or redriving data.
1808.2.19 Heaved piles. Piles that have heaved during the
driving of adjacent piles shall be redriven as necessary to
develop the required capacity and penetration, or the capac-
ity of the pile shall be verified by load tests in accordance
with Section 1808.2.8.3.
1808.2.20 Identification. Pier or pile materials shall be
identified for conformity to the specified grade with this
identity maintained continuously from the point of manu-
facture to the point of installation or shall be tested by an
approved agency to determine conformity to the specified
grade. The approved agency shall furnish an affidavit of
compliance to the building official.
1808.2.21 Pier or pile location plan, A plan showing the
location and designation of piers or piles by an identification
system shall be filed with the building official prior to instal-
lation of such piers or piles. Detailed records for piers or
individual piles shall bear an identification corresponding to
that shown on the plan.
376
2003 INTERNATIONAL BUILDING CODE®
1808.2022 Special Dimspeclioini. Special inspections in accor-
dance with Sections 1704.8 and 1704.9 shall be provided for
piles and piers, respectively.
1808.2023 Sensmk desngm off piers or piles.
1808.2.23.1 Seismic Desigm Category C, Where a struc-
ture is assigned to Seismic Design Category C in accor-
dance with Section 1616, the following shall apply.
Individual pile caps, piers or piles shall be interconnected
by ties. Ties shall be capable of carrying, in tension and
compression, a force equal to the product of the larger
pile cap or column load times the seismic coefficient, Sps,
divided by 10 unless it can be demonstrated that equiva-
lent restraint is provided by reinforced concrete beams
within slabs on grade or reinforced concrete slabs on
grade or confinement by competent rock, hard cohesive
soils or very dense granular soils.
shear forces and moments from the load combina-
tions of Section 1605.4.
nt Piers supporting foundation walls, iso-
lated interior posts detailed so the pier is not subject to
lateral loads, lightly loaded exterior decks and patios,
of Group R-3 and U occupancies not exceeding two
stories of light-frame construction, are not subject to
interconnection if it can be shown the soils are of ade-
quate stiffness, subject to the approval of the building
official.
1§(D8.2.23.1.1 CoiMnecltioEii to pile cap. Concrete piles
and concrete-filled steel pipe piles shall be connected
to the pile cap by embedding the pile reinforcement or
field-placed dowels anchored in the concrete pile in
the pile cap for a distance equal to the development
length. For deformed bars, the development length is
the full development length for compression or ten-
sion, in the case of uplift, without reduction in length
for excess area. Alternative measures for laterally
confining concrete and maintaining toughness and
ductile-like behavior at the top of the pile will be per-
mitted provided the design is such that any hinging
occurs in the confined region.
Ends of hoops, spirals and ties shall be terminated
with seismic hooks, as defined in Section 21.1 of ACI
318, turned into the confined concrete core. The mini-
mum transverse steel ratio for confinement shall not
be less than one-half of that required for columns.
For resistance to uphft forces, anchorage of steel
pipe (round HSS sections), concrete-filled steel pipe
or H-piles to the pile cap shall be made by means other
than concrete bond to the bare steel section.
m Anchorage of concrete-filled steel
pipe piles is permitted to be accomplished using
deformed bars developed into the concrete portion
of the pile.
Splices of pile segments shall develop the full
strength of the pile, but the splice need not develop the
nominal strength of the pile in tension, shear and
bending when it has been designed to resist axial and
1808.2.23.1.2 Desigm details. Pier or pile moments,
shears and lateral deflections used for design shall be
established considering the nonlinear interaction of
the shaft and soil, as recommended by a registered de-
sign professional. Where the ratio of the depth of
embedment of the pile-to-pile diameter or width is
less than or equal to six, the pile may be assumed to be
rigid.
Pile group effects from soil on lateral pile nominal
strength shall be included where pile center-to-center
spacing in the direction of lateral force is less than
eight pile diameters. Pile group effects on vertical
nominal strength shall be included where pile cen-
ter-to-center spacing is less than three pile diameters.
The pile uplift soil nominal strength shall be taken as
the pile uplift strength as limited by the frictional
force developed between the soil and the pile.
Where a minimum length for reinforcement or the
extent of closely spaced confinement reinforcement is
specified at the top of the pier or pile, provisions shall
be made so that those specified lengths or extents are
maintained after pier or pile cutoff.
180)8,2.23.2 Seismic Desigm Category D, E or E Where
a structure is assigned to Seismic Design Category D, E
or F in accordance with Section 1616, the requirements
for Seismic Design Category C given in Section
1808.2.23.1 shall be met, in addifion to the following.
Provisions of ACI 318, Section 21.10.4, shall apply
when not in conflict with the provisions of Secfions 1 808
through 1812. Concrete shall have a specified compres-
sive strength of not less than 3,000 psi (20.68 MPa) at 28
days.
1808.2.23.2.1 Desigi
grade beams. Piers or piles shall be designed and
constructed to withstand maximum imposed curva-
tures from earthquake ground motions and structure
response. Curvatures shall include free-field soil
strains modified for soil-pile-structure interaction
coupled with pier or pile deformations induced by lat-
eral pier or pile resistance to structure seismic forces.
Concrete piers or piles on Site Class E or F sites, as de-
Group R or U occupancies of light-framed con-
struction and two stories or less in height are
permitted to use concrete with a specified com-
pressive strength of not less than 2,500 psi (17.2
MPa) at 28 days.
Detached one- and two-family dwellings of
light-frame construction and two stories or less
in height are not required to comply with the
provisions of ACI 318, Section 21.10.4.
Section 21.1 0.4.4(a) of ACI 3 1 8 need not apply
to concrete piles.
2003 BNTERMATIOMAL BUDLDItSSG CODE®
377
SOILS AND FOUNDATIONS
termined in Section 1615.1.1, shall be designed and
detailed in accordance with Sections 21.4.4.1,
21.4.4.2 and 21.4.4.3 ofACI 318 within seven pile di-
ameters of the pile cap and the interfaces of soft to me-
dium stiff clay or liquefiable strata. For precast
prestressed concrete piles, detailing provisions as
given in Sections 1809.2.3.2.1 and 1809.2.3.2.2 shall
apply.
Grade beams shall be designed as beams in accor-
dance with ACI 318, Chapter 21. When grade beams
have the capacity to resist the forces from the load
combinations in Section 1605.4, they need not con-
form to ACI 318, Chapter 21.
1808.2.23.2.2 Connection to pile cap. For piles re-
quired to resist uplift forces or provide rotational re-
straint, design of anchorage of piles into the pile cap
shall be provided considering the combined effect of
axial forces due to uplift and bending moments due to
fixity to the pile cap. Anchorage shall develop a mini-
mum of 25 percent of the strength of the pile in ten-
sion. Anchorage into the pile cap shall be capable of
developing the following:
1 . In the case of uplift, the lesser of the nominal
tensile strength of the longitudinal reinforce-
ment in a concrete pile, or the nominal tensile
strength of a steel pile, or the pile uplift soil
nominal strength factored by 1.3 or the axial
tension force resulting from the load combina-
tions of Section 1605.4.
2. In the case of rotational restraint, the lesser of
the axial and shear forces, and moments result-
ing from the load combinations of Section
1605.4 or development of the full axial, bend-
ing and shear nominal strength of the pile.
1808.2.23.2.3 Flexural strength. Where the vertical
lateral-force-resisting elements are columns, the
grade beam or pile cap flexural strengths shall exceed
the column flexural strength.
The connection between batter piles and grade
beams or pile caps shall be designed to resist the nom-
inal strength of the pile acting as a short column. Bat-
ter piles and their connection shall be capable of
resisting forces and moments from the load combina-
tions of Section 1605.4.
SECTION 1809
DRIVEN PILE FOUNDATIONS
1809.1 Timber piles. Timber piles shall be designed in accor-
dance with the AFPA NDS.
1809.1.1 Materials. Round timber piles shall conform to
ASTM D 25. Sawn timber piles shall conform to DOC
PS-20.
^.1.2 Preservative treatment. Timber piles used to sup-
port permanent structures shall be treated in accordance
with this section unless it is established that the tops of the
untreated timber piles will be below the lowest
ground-water level assumed to exist during the life of the
structure. Preservative and minimum final retention shall be
in accordance with AWPA C3 for round timber piles and
AWPA C24 for sawn timber piles. Preservative-treated tim-
ber piles shall be subject to a quality control program admin-
istered by an approved agency. Pile cutoffs shall be treated
in accordance with AWPA M4.
1809.1.3 End-supported piles. 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 load-bearing data, the pile shall be removed for inspection
or rejected.
1809.2 Precast concrete piles.
1809.2.1 General. The materials, reinforcement and instal-
lation of precast concrete piles shall conform to Sections
1809.2.1.1 through 1809.2.1.4.
1809.2.1.1 Design and manufacture. Piles shall be de-
signed and manufactured in accordance with accepted
engineering practice to resist all stresses induced by han-
dling, driving and service loads.
1809.2.1.2 Minimum dimension. The minimum lateral
dimension shall be 8 inches (203 mm). Comers of square
piles shall be chamfered.
1809.2.1.3 Reinforcement. Longitudinal steel shall be
arranged in a symmetrical pattern and be laterally tied
with steel ties or wire spiral spaced not more than 4
inches (102 mm) apart, center to center, for a distance of
2 feet (610 mm) from the ends of the pile; and not more
than 6 inches (152 mm) elsewhere except that at the ends
of each pile, the first five ties or spirals shall be spaced 1
inch (25 mm) center to center. The gage of ties and spirals
shall be as follows:
For piles having a diameter of 16 inches (406 mm) or
less, wire shall not be smaller than 0.22 inch (5.6 mm)
(No. 5 gage).
For piles having a diameter of more than 16 inches
(406 mm) and less than 20 inches (508 mm), wire shall
not be smaller than 0.238 inch (6 mm) (No. 4 gage).
For piles having a diameter of 20 inches (508 mm) and
larger, wire shall not be smaller than ^1^ inch (6.4 mm)
round or 0.259 inch (6.6 nrni) (No. 3 gage).
1809.2.1.4 Installation. Piles shall be handled and
driven so as not to cause injury or overstressing, which
affects durability or strength.
1809.2.2 Precast nonprestressed piles. Precast
nonprestressed concrete piles shall conform to Sections
1809.2.2.1 through 1809.2.2.5.
378
2003 BNTERNATBONAL BUILDING CODE®
1809o2o2ol MaterialSo Concrete shall have a 28-ciay
specified compressive strength (f'^ of not less than 3,000
psi (20.68 MPa).
The minimum
amount of longitudinal reinforcement shall be 0.8 per-
cent of the concrete section and shall consist of at least
four bars.
1W9J1J1J1A Sensmk renmforcememt m Selsinmnc De=
sigm Category C. Where a structure is assigned to
Seismic Design Category C in accordance with Sec-
tion 1616, the following shall apply. Longitudinal re-
inforcement with a minimum steel ratio of 0.01 shall
be provided throughout the length of precast concrete
piles. Within three pile diameters of the bottom of the
pile cap, the longitudinal reinforcement shall be con-
fined with closed ties or spirals of a minimum Vg inch
(9.5 mm) diameter. Ties or spirals shall be provided at
a maximum spacing of eight times the diameter of the
smallest longitudinal bar, not to exceed 6 inches (152
mm). Throughout the remainder of the pile, the closed
ties or spirals shall have a maximum spacing of 16
times the smallest longitudinal-bar diameter, not to
exceed 8 inches (203 mm).
18<II9o2o2.2.2 Seismic reiinifflorcemeiraft im Seismic De=
sigim Cattegory D, E or E Where a structure is as-
signed to Seismic Design Category D, E or F in
accordance with Section 1616, the requirements for
Seismic Design Category C in Section 1809.2.2.2.1
shall apply except as modified by this section. Trans-
verse confinement reinforcement consisting of closed
ties or equivalent spirals shall be provided in accor-
dance with Sections 21.4.4.1, 21.4.4.2 and 21.4.4.3 of
ACI 318 within three pile diameters of the bottom of
the pile cap. For other than Site Class E or F, or
liquefiable sites and where spirals are used as the
transverse reinforcement, it shall be permitted to use a
volumetric ratio of spiral reinforcement of not less
than one-half that required by Section 21.4.4.1(a) of
ACI 318.
18([l9.2.2o3 AElowabDe stresses., The allowable compres-
sive stress in the concrete shall not exceed 33 percent of
the 28-day specified compressive strength (f'^ applied to
the gross cross-sectional area of the pile. The allowable
compressive stress in the reinforcing steel shall not ex-
ceed 40 percent of the yield strength of the steel (/J,) or a
maximum of 30,000 psi (207 MPa). The allowable ten-
sile stress in the reinforcing steel shall not exceed 50 per-
cent of the yield strength of the steel (/J,) or a maximum of
24,000 psi (165 MPa).
, A precast concrete pile shall not
be driven before the concrete has attained a compressive
strength of at least 75 percent of the 28-day specified
compressive strength if'^), but not less than the strength
sufficient to withstand handling and driving forces.
18®9o2o2.5 Concrete cover. Reinforcement for piles that
are not manufactured under plant conditions shall have a
concrete cover of not less than 2 inches (51 mm).
Reinforcement for piles manufactured under plant
control conditions shall have a concrete cover of not less
than 1 V4 inches (32 mm) for No. 5 bars and smaller, and
not less than 1 '/2 inches (38 mm) for No. 6 through No. 1 1
bars except that longitudinal bars spaced less than VI2
inches (38 mm) clear distance apart shall be considered
bundled bars for which the minimum concrete cover
shall be equal to that for the equivalent diameter of the
bundled bars.
Reinforcement for piles exposed to seawater shall
have a concrete cover of not less than 3 inches (76 mm).
1809o23 Precast prestressed piDeSo Precast prestressed
concrete piles shall conform to the requirements of Sections
1809.2.3.1 through 1809.2.3.5.
IM%23A Materials. Prestressing steel shall conform
to ASTM A 416. Concrete shall have a 28-day specified
compressive strength if '^ of not less than 5,000 psi
(34.48 MPa).
1M323J1 Desigm. Precast prestressed piles shall be de-
signed to resist stresses induced by handling and driving
as well as by loads. The effective prestress in the pile
shall not be less than 400 psi (2.76 MPa) for piles up to 30
feet (9144 mm) in length, 550 psi (3.79 MPa) for piles up
to 50 feet (15 240 mm) in length and 700 psi (4.83 MPa)
for piles greater than 50 feet (15 240 mm) in length.
Effective prestress shall be based on an assumed loss
of 30,000 psi (207 MPa) in the prestressing steel. The
tensile stress in the prestressing steel shall not exceed the
values specified in ACI 318.
18(1)9.2,3.2.1 Desigm im Seismic Desigm Category C.
Where a structure is assigned to Seismic Design Cate-
gory C in accordance with Section 1616, the follow-
ing shall apply. The minimum volumetric ratio of
spiral reinforcement shall not be less than 0.007 or the
amount required by the following formula for the up-
per 20 feet (6096 mm) of the pile.
p, = 0.12/,/L
(Eqmatioe 18=4)
where:
f'c= Specified compressive strength of concrete,
psi (MPa)
fyh = Yield strength of spiral reinforcement <
85,000 psi (586 MPa).
p, = Spiral reinforcement index (vol. spiral/vol.
core).
At least one-half the volumetric ratio required by
Equation 1 8-4 shall be provided below the upper 20
feet (6096 mm) of the pile.
2003 BMTERNATDONAL BUILDBNG CODE®
379
SOILS AND FOUNDATIONS
The pile cap connection by means of dowels as in-
dicated in Section 1808.2.23.1 is permitted. Pile cap
connection by means of developing pile reinforcing
strand is permitted provided that the pile reinforcing
strand results in a ductile connection.
1809,2.3.2.2 Design in Seismic Design Category D,
E or F. Where a structure is assigned to Seismic De-
sign Category D, E or F in accordance with Section
1616, the requirements for Seismic Design Category
C in Section 1809.2.3.2.1 shall be met, in addition to
the following:
1 . Requirements in ACI 318, Chapter 2 1 , need not
apply, unless specifically referenced.
2. Where the total pile length in the soil is 35 feet
(10 668 mm) or less, the lateral transverse rein-
forcement in the ductile region shall occur
through the length of the pile. Where the pile
length exceeds 35 feet (10 668 mm), the ductile
pile region shall be taken as the greater of 35
feet (10 668 mm) or the distance from the un-
derside of the pile cap to the point of zero curva-
ture plus three times the least pile dimension.
3. In the ductile region, the center- to-center spac-
ing of the spirals or hoop reinforcement shall
not exceed one-fifth of the least pile dimension,
six times the diameter of the longtitudinal
strand, or 8 inches (203 mm), whichever is
smaller.
4. Circular spiral reinforcement shall be sphced
by lapping one full turn and bending the end of
the spiral to a 90-degree hook or by use of a me-
chanical or welded splice complying with Sec.
12.14.3 of ACI 318.
5. Where the transverse reinforcement consists of
circular spirals, the volumetric ratio of spiral
transverse reinforcement in the ductile region
shall comply with the following:
p, = 025if'JU{AJA,, - 1 .0)[0.5 + 1 .4P/(/-',A,)]
but not less than:
and need not exceed:
p, = 0.021
where:
(Equationi 18=7)
^ch —
f'c =
Jyh —
P =
Ps =
Core area defined by spiral outside di-
ameter, square inches (mm^).
Specified compressive strength of con-
crete, psi (MPa)
Yield strength of spiral reinforcement
< 85,000 psi (586 MPa).
Axial load on pile, pounds (kN), as deter-
mined from Equations 16-5 and 16-6.
Volumetric ratio (vol. spiral/ vol. core).
This required amount of spiral reinforcement
is permitted to be obtained by providing an in-
ner and outer spiral.
When transverse reinforcement consists of rect-
angular hoops and cross ties, the total cross-sec-
tional area of lateral transverse reinforcement in
the ductile region with spacings, and perpendic-
ular to dimension, h^, shall conform to:
A,, = 03sK (f'clfyHMJA,, - 1.0)[0.5 + \API
(Equation 18-8)
but not less than:
A,, = 0.125/1, (/•V/J[0.5 + 1.4P/(/-A)]
where:
Jyh —
K =
A^h —
f'c =
(Equation 18-9)
< 70,000 psi (483 MPa).
Cross-sectional dimension of pile core
measured center to center of hoop rein-
forcement, inch (mm).
Spacing of transverse reinforcement
measured along length of pile, inch
(mm).
Cross-sectional area of tranverse rein-
forcement, square inches (mm^)
Specified compressive strength of con-
crete, psi (MPa)
The hoops and cross ties shall be equivalent to de-
formed bars not less than No. 3 in size. Rectangular
hoop ends shall terminate at a comer with seismic
hooks.
Outside of the length of the pile requiring trans-
verse confinement reinforcing, the spiral or hoop rein-
forcing with a volumetric ratio not less than one-half
of that required for transverse confinement reinforc-
ing shall be provided.
1809,2.3.3 Allowable stresses. The maximum allowable
design compressive stress,/',, in concrete shall be deter-
mined as follows:
Ag = Pile cross-sectional area, square inches
(mm^).
/, = 0.33/',-0.27L
(Equation 18-10)
380
2003 INTERNATIONAL BUILDING CODE®
SODLS AND F0UNDAT80NS
where:
/ 'c = The 28-day specified compressive strength of the
concrete.
f = The effective prestress stress on the gross section.
CASPDM-FLACi
SECTDON -flSIO
CONCRETE PM
¥i
1809.2o3o4 lestallatnoiiio A prestressed pile shall not be
driven before the concrete has attained a compressive
strength of at least 75 percent of the 28-day specified
compressive strength (f'^), but not less than the strength
sufficient to withstand handhng and driving forces.
18(Q)9.2o3.S Conncrete cover. Prestressing steel and pile
reinforcement shall have a concrete cover of not less than
174 inches (32 mm) for square piles of 12 inches (305
mm) or smaller size and 1 '/2 inches (38 mm) for larger
piles, except that for piles exposed to seawater, the mini-
mum protective concrete cover shall not be less than 2'/2
inches (64 mm).
IM93 Sltmnctaral steel piles. Structural steel piles shall con-
form to the requirements of Sections 1809.3.1 through
1809.3.5.
1809.3ol Materials. Structural steel piles, steel pipe and
fully welded steel piles fabricated from plates shall conform
to ASTM A 36, ASTM A 252, ASTM A 283, ASTM A 572,
ASTM A 588 or ASTM A 913.
18093.2 Allowable stresses. The allowable axial stresses
shall not exceed 35 percent of the minimum specified yield
strength (F^).
Exceptiomi Where justified in accordance with Section
1 808.2. 10, the allowable axial stress is permitted to be in-
creased above 0.35Fy, but shall not exceed 0.5Fy.
1809.3,3 Dimemisioinis off EI=pnles. Sections of H-piles shall
comply with the following:
•
1.
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
percent of the depth of the section.
The nominal depth in the direction of the web shall not
be less than 8 inches (203 mm).
Flanges and web shall have a minimum nominal
thickness of Vg inch (9.5 mm).
1809.3.41 Dimemsnoinis off steel pipe piles. Steel pipe piles
driven open ended shall have a nominal outside diameter of
not less than 8 inches (203 mm). The pipe shall have a mini-
mum of 0.34 square inch (219 mm^) of steel in cross section
to resist each 1,000 foot-pounds (1356 Nxm) of pile ham-
mer energy or the equivalent strength for steels having a
yield strength greater than 35,000 psi (241 MPa). Where
pipe wall thickness less than 0.188 inch (4.8 mm) is driven
open ended, a suitable cutting shoe shall be provided.
181©.l Gemeral. The materials, reinforcement and installation
of cast-in-place concrete piles shall conform to Sections
1810.1.1 through 1810.1.3.
ISldD.l.l Materials. Concrete shall have a 28-day specified
compressive strength (/"'J of not less than 2,500 psi (17.24
MPa). Where concrete is placed through a funnel hopper at
the top of the pile, the concrete mix shall be designed and
proportioned so as to produce a cohesive workable mix hav-
ing a slump of not less than 4 inches (102 mm) and not more
than 6 inches (152 mm). Where concrete is to be pumped,
the mix design including slump shall be adjusted to produce
a pumpable concrete.
181(ID,1.2 Reimfforcemeimt. Except for steel dowels embed-
ded 5 feet (1524 mm) or less in the pile and as provided in
Section 1810.3.4, 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 except in augered uncased cast-in-place piles. Tied
reinforcement in augered uncased cast-in-place piles shall
be placed after piles are concreted, while the concrete is still
in a semifluid state.
1810.1.2.1 Meiimfforcemeinit im Seismic DesigE Category
C. Where a structure is assigned to Seismic Design Cate-
gory C in accordance with Section 1616, the following
shall apply. A minimum longitudinal reinforcement ratio
of 0.0025 shall be provided for uncased cast-in-place
concrete drilled or augered piles, piers or caissons in the
top one-third of the pile length, a minimum length of 10
feet (3048 mm) below the ground or that required by
analysis, whichever length is greatest. The minimum re-
inforcement ratio, but no less than that ratio required by
rational analysis, shall be continued throughout the flex-
ural length of the pile. There shall be a minimum of four
longitudinal bars with closed ties (or equivalent spirals)
of a minimum Vg inch (9 mm) diameter provided at
16-longitudinal-bar diameter maximum spacing. Trans-
verse confinement reinforcing with a maximum spacing
of 6 inches (152 mm) or 8-longitudinal-bar diameters,
whichever is less, shall be provided within a distance
equal to three times the least pile dimension of the bot-
tom of the pile cap.
1810.1.2.2 IReimifforcemeinit iim Seismic Desige Category
D, E or F. Where a structure is assigned to Seismic De-
sign Category D, E or F in accordance with Section 1616,
the requirements for Seismic Design Category C given
above shall be met, in addition to the following. A mini-
mum longitudinal reinforcement ratio of 0.005 shall be
provided for uncased cast-in-place drilled or augered
concrete piles, piers or caissons in the top one-half of the
pile length, a minimum length of 10 feet (3048 mm) be-
low ground or throughout the flexural length of the pile.
2003 JWTERMATIIONAL BODLDOMG CODE®
SOILS AND FOUNDATIONS
whichever length is greatest. The flexural length shall be
taken as the length of the pile to a point where the con-
crete section cracking moment strength multiplied by 0.4
exceeds the required moment strength at that point.
There shall be a minimum of four longitudinal bars with
transverse confinement reinforcing provided in the pile
in accordance with Sections 21.4.4.1, 21.4.4.2 and
21.4.4.3 of ACI 318 within three times the least pile di-
mension of the bottom of the pile cap. It shall be permit-
ted to use a transverse spiral reinforcing ratio of not less
than one-half of that required in Section 21.4.4.1(a) of
ACI 3 18 for other than Class E, F or liquefiable sites. Tie
spacing throughout the remainder of the concrete section
shall not exceed 12-longitudinal-bar diameters, one-half
the least dimension of the section, nor 12 inches (305
mm). Ties shall be a minimum of No. 3 bars for piles with
a least dimension up to 20 inches (508 mm), and No. 4
bars for larger piles.
1810.1.3 Concrete placement. Concrete shall be placed in
such a manner as to ensure the exclusion of any foreign matter
and to secure a full-sized shaft. Concrete shall not be placed
through water except where a tremie or other approved
method is used. When depositing concrete from the top of the
pile, the concrete shall not be chuted directly into the pile but
shall be poured in a rapid and continuous operation through a
funnel hopper centered at the top of the pile.
1810.2 Enlarged base piles. Enlarged base piles shall conform
to the requirements of Sections 1810.2.1 through 1810.2.5.
1810.2.1 Materials. The maximum size for coarse aggre-
gate for concrete shall be V4 inch (19.1 mm). Concrete to be
compacted shall have a zero slump.
1810.2.2 Allowable stresses. The maximum allowable
design compressive stress for concrete not placed in a per-
manent steel casing shall be 25 percent of the 28-day speci-
fied compressive strength (f\). Where the concrete is placed
in a permanent steel casing, the maximum allowable con-
crete stress shall be 33 percent of the 28-day specified com-
pressive strength (/"J.
1810.2.3 Installation. Enlarged bases formed either by com-
pacting concrete or driving a precast base shall be formed in
or driven into granular soils. Piles shall be constructed in the
same manner as successful prototype test piles driven for the
project. Pile shafts extending through peat or other organic
soil shall be encased in a permanent steel casing. Where a
cased shaft is used, the shaft shall be adequately reinforced to
resist column action or the annular space around the pile shaft
shall be filled sufficiently to reestablish lateral support by the
soil. Where pile heave occurs, the pile shall be replaced
unless it is demonstrated that the pile is undamaged and capa-
ble of carrying twice its design load.
1810.2.4 Load-bearing capacity. Pile load-bearing capac-
ity shall be verified by load tests in accordance with Section
1808.2.8.3.
1810.2.5 Concrete cover. The minimum concrete cover
shall be 2V2 inches (64 mm) for uncased shafts and 1 inch
(25 mm) for cased shafts.
1810.3 Drilled or angered uncased piles. Drilled or angered
uncased piles shall conform to Sections 1810.3.1 through
1810.3.5.
1810.3.1 Allowable stresses. The allowable design stress in
the concrete of drilled uncased piles shall not exceed 33 per-
cent of the 28-day specified compressive strength (f'J. The
allowable design stress in the concrete of angered
cast-in-place piles shall not exceed 25 percent of the 28-day
specified compressive strength (f\). The allowable com-
pressive stress of reinforcement shall not exceed 34 percent
of the yield strength of the steel or 25,500 psi (175.8 Mpa).
1810.3.2 Dimensions. The pile length shall not exceed 30
times the average diameter. The minimum diameter shall be
12 inches (305 mm).
Exception: The length of the pile is permitted to exceed
30 times the diameter, provided that the design and instal-
lation of the pile foundation are under the direct supervi-
sion of a registered design professional knowledgeable in
the field of soil mechanics and pile foundations. The regis-
tered design professional shall certify to the building offi-
cial that the piles were installed in comphance with the
approved construction documents.
1810.3.3 Installation. Where pile shafts are formed through
unstable soils and concrete is placed in an open-drilled hole,
a steel Uner shall be inserted in the hole prior to placing the
concrete. Where the steel liner is withdrawn during concret-
ing, the level of concrete shall be maintained above the bot-
tom of the liner at a sufficient height to offset any hydrostatic
or lateral soil pressure.
Where concrete is placed by pumping through a hol-
low-stem auger, the auger shall be permitted to rotate in a
clockwise direction during withdrawal. The auger shall be
withdrawn in a continuous manner in increments of about
12 inches (305 nmi) each. Concreting pumping pressures
shall be measured and maintained high enough at all times
to offset hydrostatic and lateral earth pressures. Concrete
volumes shall be measured to ensure that the volume of con-
crete placed in each pile is equal to or greater than the theo-
retical volume of the hole created by the auger. Where the
installation process of any pile is interrupted or a loss of con-
creting pressure occurs, the pile shall be redrilled to 5 feet
(1524 mm) below the elevation of the tip of the auger when
the installation was interrupted or concrete pressure was lost
and reformed. Angered cast-in-place piles shall not be
installed within six pile diameters center to center of a pile
filled with concrete less than 12 hours old, unless approved
by the building official. If the concrete level in any com-
pleted pile drops during installation of an adjacent pile, the
pile shall be replaced.
1810.3.4 Reinforcement. For piles installed with a hol-
low-stem auger, where full-length longitudinal steel rein-
forcement is placed without lateral ties, the reinforcement
shall be placed through ducts in the auger prior to filling the
pile with concrete. All pile reinforcement shall have a con-
crete cover of not less than 272 inches (64 mm).
382
2003 INTERNATIONAL BUILDING CODE®
m Where physical constraints do not allow the
placement of the longitudinal reinforcement prior to fill-
ing the pile with concrete or where partial-length longitu-
dinal reinforcement is placed without lateral ties, the
reinforcement is allowed to be placed after the piles are
completely concreted but while concrete is still in a semi-
fluid state.
18103«S Eelnforcemeiml lira Seismic Desigm Category C,
D, E or F. Where a structure is assigned to Seismic Design
Category C, D, E or F in accordance with Section 1616, the
corresponding requirements of Sections 1810.1.2.1 and
1810.1.2.2 shall be met.
181®,4 Driveni miricasedl pikSo Driven uncased piles shall con-
form to Sections 1810.4.1 through 1810.4.4.
181®.4<,1 Allowable stresses. The allowable design stress in
the concrete shall not exceed 25 percent of the 28-day speci-
fied compressive strength (f'J appUed to a cross-sectional
area not greater than the inside area of the drive casing or
mandrel.
181®,4o2 DimeEsnoimSo The pile length shall not exceed 30
times the average diameter. The minimum diameter shall be
12 inches (305 nmi).
tmnt The length of the pile is permitted to exceed
30 times the diameter, provided that the design and in-
stallation of the pile foundation is under the direct super-
vision of a registered design professional knowledgeable
in the field of soil mechanics and pile foundations. The
registered design professional shall certify to the build-
ing official that the piles were installed in compliance
with the approved design.
1810»4.3 lestallatnomo Piles shall not be driven within six
pile diameters center to center in granular soils or within
one-half the pile length in cohesive soils of a pile filled with
concrete less than 48 hours old unless approved by the build-
ing official. If the concrete surface in any completed pile
rises or drops, the pile shall be replaced. Piles shall not be
installed in soils that could cause pile heave.
1810.4.4 Comcrete cover. Pile reinforcement shall have a
concrete cover of not less than 272 inches (64 mm), mea-
sured from the inside face of the drive casing or mandrel.
1810.5 Steel=cased piles. Steel-cased piles shall comply with
the requirements of Sections 1810.5.1 through 1810.5.4.
1810.5.1 Materials. Pile shells or casings shall be of steel
and shall be sufficiently strong to resist collapse and suffi-
ciently water tight to exclude any foreign materials during
the placing of concrete. Steel shells shall have a sealed fip
with a diameter of not less than 8 inches (203 mm).
1810.5.2 AllowaMe stresses. The allowable design com-
pressive stress in the concrete shall not exceed 33 percent of
the 28-day specified compressive strength (f'^). The allow-
able concrete compressive stress shall be 0.40 (f'^) for that
portion of the pile meeting the conditions specified in Sec-
tions 1810.5.2.1 through 1810.5.2.4.
1810.5.2.1 Shell iMckmess, The thickness of the steel
shell shall not be less than manufacturer's standard gage
No. 14 gage (0.068 inch) (1.75 nmi) minimum.
1810.5.2.2 Shell type. The shell shall be seamless or pro-
vided with seams of strength equal to the basic material
and be of a configuration that will provide confinement
to the cast-in-place concrete.
1810.5.2.3 Stremgth. The ratio of steel yield strength (fy)
to 28-day specified compressive strength (f '^) shall not
be less than six.
1810.5.2.4 Diameter, The nominal pile diameter shall
not be greater than 16 inches (406 mm).
1810,5.3 lestallatiom. Steel shells shall be mandrel driven
their full length in contact with the surrounding soil.
The steel shells shall be driven in such order and with such
spacing as to ensure against distordon of or injury to piles
already in place. A pile shall not be driven within four and
one-half average pile diameters of a pile filled with concrete
less than 24 hours old unless approved by the building offi-
cial. Concrete shall not be placed in steel shells within heave
range of driving.
1810.5.4 MeieforcemeEit. Reinforcement shall not be
placed within 1 inch (25 mm) of the steel shell. Reinforcing
shall be required for unsupported pile lengths or where the
pile is designed to resist uplift or unbalanced lateral loads.
1810,5.4.1 Seismic reinforcement. Where a structure is
assigned to Seismic Design Category C, D, E or F in ac-
cordance with Section 1616, the reinforcement require-
ments for drilled or augered uncased piles in Section
1810.3.5 shall be met.
mi A spiral-welded metal casing of a thick-
ness not less than manufacturer's standard gage No.
14 gage (0.068 inch) is permitted to provide concrete
confinement in lieu of the closed ties or equivalent
spirals required in an uncased concrete pile. Where
used as such, the metal casing shall be protected
against possible deleterious action due to soil constit-
uents, changing water levels or other factors indicated
by boring records of site conditions.
1810,6 Concrete-filled steel pipe and tuibe piles. Con-
crete-filled steel pipe and tube piles shall conform to the re-
quirements of Secfions 1810.6.1 through 1810.6.5.
1810,(6,1 Materials. Steel pipe and tube sections used for
piles shall conform to ASTM A 252 or ASTM A 283. Con-
crete shall conform to Section 1810.1.1. The maximum
coarse aggregate size shall be V4 inch (19.1 mm).
tresses. The allowable design com-
pressive stress in the concrete shall not exceed 33 percent of
the 28-day specified compressive strength (f\). The allow-
2003 INTERNATIONAL BUILDING CODE®
SOILS AND FOUNDATIONS
able design compressive stress in the steel shall not exceed
35 percent of the minimum specified yield strength of the
steel (Fy), provided Fy shall not be assumed greater than
36,000 psi (248 MPa) for computational purposes.
Exceptions Where justified in accordance with Section
1808.2.10, the allowable stresses are permitted to be in-
creased to 0.50 Fy.
1810.6.3 Minimum dimensions. Piles shall have a nominal
outside diameter of not less than 8 inches (203 mm) and a
minimum wall thickness in accordance with Section
1809.3.4. For mandrel-driven pipe piles, the minimum wall
thickness shall be V,o inch (2.5 mm).
1810.6.4 Reinforcement. Reinforcement steel shall con-
form to Section 1810.1.2. Reinforcement shall not be placed
within 1 inch (25 nmi) of the steel casing.
1810.6.4.1 Seismic reinforcement. Where a structure is
assigned to Seismic Design Category C, D, E or F in ac-
cordance with Section 1616, the following shall apply.
Minimum reinforcement no less than 0.01 times the
cross-sectional area of the pile concrete 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, but
not less than the tension development length of the rein-
forcement. The wall thickness of the steel pipe shall not
be less than V,6 inch (5 mm).
1810.6.5 Placing concrete. The placement of concrete shall
conform to Section 1810.1.3.
1810.7 Caisson piles. Caisson piles shall conform to the re-
quirements of Sections 1810.7.1 through 1810.7.6.
1810.7.1 Construction, Caisson piles shall consist of a
shaft section of concrete-filled pipe extending to bedrock
with an uncased socket drilled into the bedrock and filled
with concrete. The caisson pile shall have a full-length
structural steel core or a stub core installed in the rock socket
and extending into the pipe portion a distance equal to the
socket depth.
1810.7.2 Materials. Pipe and steel cores shall conform to
the material requirements in Section 1809.3. Pipes shall
have a minimum wall thickness of Vg inch (9.5 mm) and
shall be fitted with a suitable steel-driving shoe welded to
the bottom of the pipe. Concrete shall have a 28-day speci-
fied compressive strength (f \) of not less than 4,000 psi
(27.58 MPa). The concrete mix shall be designed and pro-
portioned so as to produce a cohesive workable mix with a
slump of 4 inches to 6 inches (102 mm to 152 mm).
1810.7.3 Design. The depth of the rock socket shall be suffi-
cient to develop the full load-bearing capacity of the caisson
pile with a minimum safety factor of two, but the depth shall
not be less than the outside diameter of the pipe. The design
of the rock socket is permitted to be predicated on the sum of
the allowable load-bearing pressure on the bottom of the
socket plus bond along the sides of the socket. The mini-
mum outside diameter of the caisson pile shall be 18 inches
(457 mm), and the diameter of the rock socket shall be
approximately equal to the inside diameter of the pile.
1810.7.4 Structural core. The gross cross-secrional area of
the structural steel core shall not exceed 25 percent of the
gross area of the caisson. The minimum clearance between
the structural core and the pipe shall be 2 inches (51 mm).
Where cores are to be spliced, the ends shall be milled or
ground to provide full contact and shall be full-depth
welded.
1810.7.5 Allowable stresses. The allowable design com-
pressive stresses shall not exceed the following: concrete,
0.33/'^; steel pipe, 0.35 Fy and structural steel core, 0.50 Fy.
1810.7.6 Installation. The rock socket and pile shall be
thoroughly cleaned of foreign materials before filhng with
concrete. Steel cores shall be bedded in cement grout at the
base of the rock socket. Concrete shall not be placed through
water except where a tremie or other approved method is
used.
SECTION 1811
COiVIPOSlTE PILES
1811.1 General. Composite piles shall conform to the require-
ments of Sections 1811.2 through 1811.5.
1811.2 Design. Composite piles consisfing of two or more ap-
proved pile types shall be designed to meet the conditions of in-
stallation.
1811.3 Limitation of load. The maximum allowable load shall
be limited by the capacity of the weakest section incorporated
in the pile.
1811.4 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 ensure the ahgnment
and transmission of the total pile load. Sphces shall be designed
to resist uplift caused by upheaval during driving of adjacent
piles, and shall develop the full compressive strength and not
less than 50 percent of the tension and bending strength of the
weaker section.
1811.5 Seismic reinforcement. Where a structure is assigned
to Seismic Design Category C, D, E or F in accordance with
Section 1616, the following shall apply. Where concrete and
steel are used as part of the pile assembly, the concrete rein-
forcement shall comply with that given in Sections 1810.1.2.1
and 1810.1.2.2 or the steel section shall comply with Secdon
1809.3.5 or 1810.6.4.1.
384
2003 INTERNATIONAL BUILDING CODE®
SEOTBON t8i;
IB FOUi
1812ol GemeraL Isolated and multiple piers used as founda-
tions shall conform to the requirements of Sections 1812.2
through 1812.10, as well as the applicable provisions of Sec-
tion 1808.2.
l§12o2 Lateral dlmeimsidDims amd heigliiL The minimum dimen-
sion of isolated piers used as foundations shall be 2 feet (610
mm), and the height shall not exceed 1 2 times the least horizon-
tal dimension.
18123 Maternals. Concrete shall have a 28-day specified com-
pressive strength (f'^) of not less than 2,500 psi (17.24 MPa).
Where concrete is placed through a funnel hopper at the top of
the pier, the concrete mix shall be designed and proportioned so
as to produce a cohesive workable mix having a slump of not
less than 4 inches (102 mm) and not more than 6 inches (152
mm). Where concrete is to be pumped, the mix design includ-
ing slump shall be adjusted to produce a pumpable concrete.
1812.4 MelmlforceraneiniL Except for steel dowels embedded 5
feet (1524 mm) or less in the pier, reinforcement where re-
quired shall be assembled and tied together and shall be placed
in the pier hole as a unit before the reinforced portion of the pier
is filled with concrete.
II °o Reinforcement is permitted to be wet set and the
2 Vj- inch (64 mm) concrete cover requirement be reduced to
2 inches (51 mm) for Group R-3 and U occupancies not
exceeding two stories of light-frame construction, provided
the construction method can be demonstrated to the satisfac-
tion of the building official.
Reinforcement shall conform to the requirements of Sec-
tions 1810.1.2.1 and 1810.1.2.2.
1 . Isolated piers supporting posts of Group R-3 and U
occupancies not exceeding two stories of light-frame
construction are permitted to be reinforced as re-
quired by rational analysis but not less than a mini-
mum of one No. 4 bar, without ties or spirals, when
detailed so the pier is not subject to lateral loads and
the soil is determined to be of adequate stiffness.
2. Isolated piers supporting posts and bracing from
decks and patios appurtenant to Group R-3 and U oc-
cupancies not exceeding two stories of light-frame
construction are permitted to be reinforced as re-
quired by rational analysis but not less than one No. 4
bar, without ties or spirals, when the lateral load, E, to
the top of the pier does not exceed 200 pounds (890 N)
and the soil is determined to be of adequate stiffness.
3. Piers supporting the concrete foundation wall of
Group R-3 and U occupancies not exceeding two sto-
ries of light-frame construction are permitted to be re-
inforced as required by rational analysis but not less
than two No. 4 bars, without ties or spirals, when it can
be shown the concrete pier will not rupture when de-
signed for the maximum seismic load, E^, and the soil
is determined to be of adequate stiffness.
4. Closed ties or spirals where required by Section
1 8 10. 1 .2.2 are permitted to be Umited to the top 3 feet
(914 mm) of the piers 10 feet (3048 mm) or less in
depth supporting Group R-3 and U occupancies of
Seismic Design Category D, not exceeding two sto-
ries of light-frame construction.
l§12o5 Comcrete placememit. Concrete shall be placed in such
a manner as to ensure the exclusion of any foreign matter and to
secure a full-sized shaft. Concrete shall not be placed through
water except where a tremie or other approved method is used.
When depositing concrete from the top of the pier, the concrete
shall not be chuted directly into the pier but shall be poured in a
rapid and continuous operation through a funnel hopper cen-
tered at the top of the pier.
1812.6 Beflkd bottoms. Where pier foundations are belled at
the bottom, the edge thickness of the bell shall not be less than
that required for the edge of footings. Where the sides of the
bell slope at an angle less than 60 degrees (1 rad) from the hori-
zontal, the effects of vertical shear shall be considered.
1812o7 Masomry. Where the unsupported height of foundation
piers exceeds six times the least dimension, the allowable
working stress on piers of unit masonry shall be reduced in ac-
cordance with ACI 530/ASCE 5/TMS 402.
1812.8 Comcrete. Where adequate lateral support is not pro-
vided, and the unsupported height to least lateral dimension
does not exceed three, piers of plain concrete shall be designed
and constructed as pilasters in accordance with ACI 318.
Where the unsupported height to least lateral dimension ex-
ceeds three, piers shall be constructed of reinforced concrete,
and shall conform to the requirements for columns in ACI 318.
ni Where adequate lateral support is furnished by
the surrounding materials as defined in Section 1808.2.9,
piers are permitted to be constructed of plain or reinforced
concrete. The requirements of ACI 318 for bearing on con-
crete shall apply.
1812.9 Steel shell. Where concrete piers are entirely encased
with a circular steel shell, and the area of the shell steel is con-
sidered reinforcing steel, the steel shall be protected under the
conditions specified in Section 1808.2.17. Horizontal joints in
the shell shall be spliced to comply with Section 1808.2.7.
1812.1® Dewffiterimg. Where piers are carried to depths below
water level, the piers shall be constructed by a method that will
provide accurate preparation and inspection of the bottom, and
the depositing or construction of sound concrete or other ma-
sonry in the dry.
386 2003 8MTERNATI0NAL BUILDING CODE®
©RAFTER 1©
d
Copyright © by the American Concrete Institute and reproduced with their consent. All rights reserved.
Italics are used for text within Sections 1902 through 1908 of this code to indicate provisions that differ from ACI 318.
sect™ 1901 sect™ 1902
(QEME^AL ^^^"
ScopSo The provisions of this chapter shall govern the
materials, quality control, design and construction of concrete
used in structures.
19fII)2ol GemeraL The following words and terms shall, for the
purposes of this chapter and as used elsewhere in this code,
have the meanings shown herein.
Structural concrete
shall be designed and constructed in accordance with the re-
quirements of this chapter and ACI 318 as amended in Section
1908 of this code. Except for the provisions of Sections 1904
and 191 1, the design and construction of slabs on grade shall
not be governed by this chapter unless they transmit vertical
loads or lateral forces from other parts of the structure to the
soil.
The contents of Sections
1902 through 1907 of this chapter are patterned after, and in
general conformity with, the provisions for structural concrete
in ACI 318. Where sections within Chapters 2 through 7 of ACI
318 are referenced in other chapters and appendices of ACI
318, the provisions of Sections 1902 through 1907 of this code
shall apply.
The construction docu-
ments for structural concrete construction shall include:
1 . The specified compressive strength of concrete at the
stated ages or stages of construction for which each
concrete element is designed.
2. The specified strength or grade of reinforcement.
3. The size and location of structural elements, reinforce-
ment, and anchors.
4. Provision for dimensional changes resulting from
creep, shrinkage and temperature.
5. The magnitude and location of prestressing forces.
6. Anchorage length of reinforcement and location and
length of lap splices.
7. Type and location of mechanical and welded splices of
reinforcement.
8. Details and location of contraction or isolation joints
specified for plain concrete.
9. Minimum concrete compressive strength at time of
posttensioning.
Stressing sequence for posttensioning tendons.
For structures assigned to Seismic Design Category D,
E or F, a statement if slab on grade is designed as a struc-
tural diaphragm (see Section 21.10.3.4 of ACI 318).
Special amspedtnomi. The special inspection of concrete
elements of buildings and structures and concreting operations
shall be as required by Chapter 17.
10.
11.
Material other than water, aggregate or hy-
draulic cement, used as an ingredient of concrete and added to
concrete before or during its mixing to modify its properties.
AGGREGATE. Granular material, such as sand, gravel,
crushed stone and iron blast-furnace slag, used with a cement-
ing medium to form a hydraulic cement concrete or mortar.
AGGREGATE, LIGHTWEIGHT. Aggregate with a dry,
loose weight of 70 pounds per cubic foot (pcf) (1 120 kg/m^) or
less.
CEMENTITIOUS MATERIALS. Materials as specified in
Section 1903 that have cementing value when used in concrete
either by themselves, such as portland cement, blended hydrau-
hc cements and expansive cement, or such materials in combi-
nation with fly ash, other raw or calcined natural pozzolans,
silica fume, and/or ground granulated blast-furnace slag.
COLUMN. A member with a ratio of height-to-least-lateral
dimension exceeding three, used primarily to support axial
compressive load.
CONCRETE. A mixture of portland cement or any other hy-
draulic cement, fine aggregate, coarse aggregate and water,
with or without admixtures.
CONCRETE, SPECIFIED COMPRESSIVE
STRENGTH OF, (/"',). The compressive strength of concrete
used in design and evaluated in accordance with the provisions
of Section 1905, expressed in pounds per square inch (psi)
(MPa). Whenever the quantity /'^ is under a radical sign, the
square root of the numerical value only is intended, and the re-
sult has units of psi (MPa).
CONTRACTION JOINT. Formed, sawed or tooled groove in
a concrete structure to create a weakened plane and regulate the
location of cracking resulting from the dimensional change of
different parts of the structure.
JTo Deformed reinforcing
bars, bar mats, deformed wire, welded plain wire fabric and
welded deformed wire fabric conforming to ACI 318, Section
3.5.3.
A conduit (plain or corrugated) to accommodate
prestressing steel for post-tensioned installation.
EFFECTIVE DEPTH OF SECTION (d). The distance mea-
sured from extreme compression fiber to the centroid of ten-
sion reinforcement.
2003 BNTERNATIOMAL BUDLDBWG CODE®
CONCRETE
ISOLATION JOINT. A separation between adjoining parts of
a concrete structure, usually a vertical plane, at a designed loca-
tion such as to interfere least with performance of the structure,
yet to allow relative movement in three directions and avoid
formation of cracks elsewhere in the concrete and through
which all or part of the bonded reinforcement is interrupted.
PEDESTAL. An upright compression member with a ratio of
unsupported height-to-average-least- lateral dimension of three
or less.
PLAIN CONCRETE. Structural concrete with no reinforce-
ment or with less reinforcement than the minimum amount
specified for reinforced concrete.
PLAIN REINFORCEMENT. Reinforcement that does not
conform to the definition of "Deformed reinforcement" (see
ACI 318, Section 3.5.4).
POSTTENSIONING. Method of prestressing in which
prestressing steel is tensioned after concrete has hardened.
PRECAST CONCRETE, A structural concrete element cast
elsewhere than its final position in the structure.
PRESTRESSED CONCRETE. Structural concrete in which
internal stresses have been introduced to reduce potential ten-
sile stresses in concrete resulting from loads.
PRESTRESSING STEEL, ffigh-strength steel element such
as wire, bar or strand, or a bundle of such elements, used to im-
part prestress forces to concrete.
PRETENSIONING. Method of prestressing in which
prestressing steel is tensioned before concrete is placed.
REINFORCED CONCRETE. Structural concrete rein-
forced with no less than the minimum amounts of prestressing
steel or nonprestressed reinforcement specified in ACI 318,
Chapters 1 through 21 and ACI 3 1 8 Appendices A through C.
REINFORCEMENT. Material that conforms to Section
1903.5, excluding prestressing steel unless specifically in-
cluded.
RESHORES. Shores placed snugly under a concrete slab or
other structural member after the original forms and shores
have been removed from a larger area, thus requiring the new
slab or structural member to deflect and support its own weight
and existing construction loads applied prior to the installation
of thereshores.
SHORES. Vertical or inclined support members designed to
carry the weight of the formwork, concrete and construction
loads above.
SPIRAL REINFORCEMENT. Condnuously wound rein-
forcement in the form of a cylindrical heUx.
STIRRUP. Reinforcement used to resist shear and torsion
stresses in a structural member; typically bars, wires or welded
wire fabric (plain or deformed) either single leg or bent into L,
U or rectangular shapes and located perpendicular, or at an an-
gle to, longitudinal reinforcement. (The term "stirrups" is usu-
ally applied to lateral reinforcement in flexural members and
the term "ties" to those in compression members.)
STRUCTURAL CONCRETE, Concrete used for structural
purposes, including plain and reinforced concrete.
TENDON. In pretensioning applications, the tendon is the
prestressing steel. In posttensioned applications, the tendon is a
complete assembly consisting of anchorages, prestressing steel
and sheathing with coating for unbonded applications or ducts
with grout for bonded applications.
SECTION 1903
SPECIRCATIONS FOR TESTS AND MATERIALS
1903.1 General. Materials used to produce concrete and test-
ing thereof shall comply with the applicable standards Hsted in
ACI 318 and this section. Tests of concrete and the materials
used in concrete shall be in accordance with ACI 318, Section
3.8. Where required, special inspections and tests shall be in
accordance with Chapter 1 7.
1903.2 Cement. Cement used to produce concrete shall com- I
ply with ACI 318, Section 3.2. I
1903.3 Aggregates. Aggregates used in concrete shall comply
with ACI 318, Section 3.3.
1903.4 Water. Water used in mixing concrete shall be clean
and free from injurious amounts of oils, acids, alkalis, salts, or-
ganic materials or other substances that are deleterious to con-
crete or steel reinforcement and shall comply with ACI 318,
Section 3.4.
1903.5 Steel reinforcement. Reinforcement and welding of
reinforcement to be placed in concrete construction shall con-
form to the requirements of this section.
1.5.1 Reinforcement type. Reinforcement shall be de-
formed reinforcement, except plain reinforcement is per-
mitted for spirals or prestressing steel, and reinforcement
consisting of structural steel, steel pipe or steel tubing is per-
mitted where specified in ACI 318. Reinforcement shall
comply with ACI 318, Section 3.5.
1903,5,2 Welding, Welding of reinforcing bars shall con-
form to AWS D 1 .4. Type and location of welded spUces and
other required welding of reinforcing bars shall be indicated
on the design drawings or in the project specifications. The
ASTM reinforcing bar specifications, except for ASTM A
706, shall be supplemented to require a report of material
properties necessary to conform to the requirements in AWS
D1.4.
1903.6 Admixtures, Admixtures to be used in concrete shall
be subject to prior approval by the registered design profes-
sional and shall comply with ACI 318, Section 3.6.
1903.7 Storage of materials. The storage of materials for use
in concrete shall comply with the provisions of Sections
1903.7.1 and 1903.7.2.
1903.7.1 Manner of storage. Cementifious materials and
aggregates shall be stored in such a manner as to prevent de-
terioration or intrusion of foreign matter.
1903.7.2 Unacceptable material. Any material that has de-
teriorated or has been contaminated shall not be used for
concrete.
1.8 Glass fiber reinforced concrete. Glass fiber rein-
forced concrete (GFRC) and the materials used in such con-
crete shall be in accordance with the PCIMNL 128 standard.
OQQ
2003 INTERNATiONAL BUILDING CODE®
COr^SCRETE
DURABDLDTY REQUil
m
A Water-cemeinitnltnoiins maternals ratSOo The wa-
ter-cementitious materials ratios specified in Tables 1904.2.2
and 1904.3 shall be calculated using the weight of cement
meeting ASTM C 150, ASTM C 595, ASTM C 845 or ASTM
C 1157, plus the weight of fly ash and other pozzolans meeting
ASTM C 61 8, slag meeting ASTM C 989 and silica fume meet-
ing ASTM C 1240, if any, except that where concrete is ex-
posed to deicing chemicals, Section 1904.2.3 further limits the
amount of fly ash, pozzolans, silica fume, slag or the combina-
tion of these materials.
Concrete that will
be exposed to freezing and thawing or deicing chemicals shall
comply with Sections 1904.2.1 through 1904.2.3.
1904.2.1 Anr entraimmemlto Normal- weight and lightweight
concrete exposed to freezing and thawing or deicing chemi-
cals shall be air entrained with air content indicated in Table
1904.2. 1 . Tolerance on air content as delivered shall be ±1 .5
percent. For specified compressive strength (f '^) greater
than 5,000 psi (34.47 MPa), reduction of air content indi-
cated in Table 1904.2.1 by 1.0 percent is permitted.
TABLE 1904.2 J
TOTAL Am COMTEOT FOR FROST-RESBSTAMT CONCRETE
NOMINAL EVIAXSMOM
AGGREGATE SIZE^
(incSies)
AOR COMTEWT (percent)
Severe eKposure''
Moderate exposure''
%
7V,
6
•/2
7
5%
%
6
5
1
6
4%
1%
57,
4%
2"
5
4
3'
4V,
3%
For SI: 1 inch = 25.4 mm.
a. See ASTM C 33 for tolerance on oversize for various nominal maximum
size designations.
b. The severe and moderate exposures referenced in this table are not based on
the weathering regions shown in Figure 1904.2.2. For the purposes of this
section, severe and moderate exposures shall be defined as follows:
1. Severe exposure occurs where 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 ga-
rages and water tanks.
2. Moderate exposure occurs where concrete will be only occasionally
exposed to moisture prior to freezing, and where deicing salts are not
used. Examples are certain exterior walls, beams, girders and slabs
not in direct contact with soil.
c. These air contents apply to total mix, as for the preceding aggregate sizes.
When testing these concretes, however, aggregate larger than 1 Vj inches is
removed by hand picking or sieving and air content is determined on the mi-
nus l'/2-inch fraction of the mix (tolerance on air content as delivered applies
to this value). Air content of total mix is computed from value determined on
the minus 1 '/2-inch fraction.
Concrete that will be sub-
ject to the exposures given in Table 1904.2.2(1) shall con-
form to the corresponding maximum water-cementitious
materials ratios and minimum specified concrete compres-
sive strength requirements of that table. In addition, con-
crete that will be exposed to deicing chemicals shall
conform to the limitations of Section 1904.2.3.
Exception: For occupancies and appurtenances thereto
in Group R occupancies 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 1904.2.2, or deicer chemicals
shall comply with the requirements of Table 1904.2.2(2).
For concrete exposed to
deicing chemicals, the maximum weight of fly ash, other
pozzolans, silica fume or slag that is included in the concrete
shall not exceed the percentages of the total weight of
cementitious materials given in Table 1904.2.3.
3 Selffate exposures. Where concrete will be exposed to
sulfate-containing solutions, it shall comply with the provi-
sions of Sections 1904.3.1 and 1904.3.2.
19CD4o3ol Comcrete qoallty. Concrete to be exposed to sul-
fate-containing solutions or soils shall conform to the re-
quirements of Table 1904.3 or shall be concrete made with a
cement that provides sulfate resistance and that has a maxi-
mum water-cementitious materials ratio and minimum
compressive strength from Table 1904.3.
iloride. Calcium chloride as an admix-
ture shall not be used in concrete to be exposed to severe or
very severe sulfate-containing solutions as defined in Table
1904.3.
)ini off reinforcememto Reinforce-
ment in concrete shall be protected from corrosion and expo-
sure to chlorides as provided by Sections 1904.4.1 and
1904.4.2.
19®4,4,1 GemeraL For corrosion protection of reinforce-
ment in concrete, the maximum water-soluble chloride ion
concentrations in hardened concrete at ages from 28 to 42
days contributed from the ingredients including water, ag-
gregates, cementitious materials and admixtures shall not
exceed the limits of Table 1904.4.1. When testing is per-
formed to determine water-soluble chloride ion content, test
procedures shall conform to ASTM C 1218.
i>siire to chlorideSo Where concrete with rein-
forcement will be exposed to chlorides from deicing chemi-
cals, salt, saltwater, brackish water, seawater or spray from
these sources, the requirements of Table 1904.2.2(1) for wa-
ter-cementitious materials ratio and concrete strength, and
the minimum concrete cover requirements of Section
1907.7, shall be satisfied. See ACI 318, Section 18.16, for
corrosion protection of unbonded tendons.
2003 INTERNATBOMAL BODLDDNG CODE®
CONCRETE
El
NEGLIGIBLE
F8GURE 1904.2.2
WEATHERIMG PROBABILBTY W3AP FOR CONCRETE^' "' *=
a. Lines defining areas are approximate only. Local areas can be more or less severe than indicated by the region classification.
b. A "severe" classification is where weather conditions encourage or require the use of deicing chemicals or where there is potential for a continuous presence of
moisture during frequent cycles of freezing and thawing. A "moderate" classification is where weather conditions occasionally expose concrete in the presence of
moisture to freezing and thawing, but where deicing chemicals are not generally used. A "negligible" classification is where weather conditions rarely expose con-
crete in the presence of moisture to freezing and thawing.
c. Alaska and Hawaii are classified as severe and negligible, respectively.
TABLE 1904.2.2(1)
REQUIREMENTS FOR SPECIAL EXPOSURE CONDITIONS
EXPOSURE CONDITION
MAXIMUM WATER-CEMENTITIOUS MATERIALS
RATIO, BY WEIGHT, NORMAL-WEIGHT
AGGREGATE CONCRETE
MINIMUM f ^ NORMAL-WEIGHT AND
LIGHTWEIGHT AGGREGATE 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 or to deicing chemicals
0.45
4,500
For corrosion protection of reinforcement in
concrete exposed to chlorides from deicing
chemicals, salt, saltwater, brackish water,
seawater or spray from these sources
0.40
5,000
For SL 1 pound per square inch = 0.00689 MPa.
390
2003 INTERNATIONAL BUILDING CODE®
COMCRETE
TABLE 1904.2.2(2)
SPECBFIED C0I/1PRESS8VE SI
TYPE OR LOCATION OF CONCRETE CONSTRUCTION
MINIMUM SPECBFIED COMPRESSIVE STRENGTH (f'^al 28 days, psi)
Negligible exposure
Moderate exposure
Severe exposure
Basement walls'^ and foundations not exposed to the weather
2,500
2,500
2,500^
Basement slabs and interior slabs on grade, except garage floor
slabs
2,500
2,500
2,500^
Basement walls'^, foundation walls, exterior walls and other
vertical concrete surfaces exposed to the weather
2,500
3,000"
3,000"
Driveways, curbs, walks, patios, porches, carport slabs, steps and
other flatwork exposed to the weather, and garage floor slabs
2,500
3,000"
3,500"
For SI: 1 pound per square inch = 0.00689 MPa.
a. Concrete in these locations that can be subjected to freezing and thawing during construction shall be of air-entrained concrete in accordance with Table 1 904.2. 1 .
b. Concrete shall be air entrained in accordance with Table 1904.2.1.
c. Structural plain concrete basement walls are exempt from the requirements for special exposure conditions of Section 1904.2.2 (see Section 1909.1.1).
(REQUmSEiViEWTS FOR CONCREl
E 1904.2.3
E EXPOSED TO DE1C8MG CHEMICALS
CEMENTmOUS MATERIALS
MAXIMUM PERCENT OF TOTAL CEMENTITIOUS
MATERIALS BY WEIGHT^' ^
Fly ash or other pozzolans conforming to ASTM C 618
25
Slag conforming to ASTM C 989
50
Sihca fume conforming to ASTM C 1240
10
Total of fly ash or other pozzolans, slag and silica fume
50'^
Total of fly ash or other pozzolans and silica fume
35'^
a. The total cementitious material also includes ASTM C 150, ASTM C 595, ASTM C 845 and ASTM C 1157 cement.
b. The maximum percentages shall include:
1. Fly ash or other pozzolans present in Type IP or I (PM) blended cement, ASTM C 595, or ASTM C 1 157.
2. Slag used in the manufacture of an IS or I (SM) blended cement, ASTM C 595, or ASTM C 1 157.
3. Silica fume, ASTM C 1240, present in a blended cement.
c. Fly ash or other pozzolans and silica fume shall constitute no more than 25 and 10 percent, respectively, of the total weight of the cementitious materials.
REQUDREMEWTS FOR CONCRI
TABLE 1904.3
ETE EXPOSED TO SULFATE-CONTADNDMG SOLUTDOMS
SULFATE
EXPOSURE
WATER SOLUBLE
SULFATE (SO4) IN
SOIL, PERCENT
BY WEIGHT
SULFATE (SO4)
IN WATER (ppm)
CEMENT TYPE
MAXIMUM
WATER-CEMENTmOUS
MATERIALS RATBO,
BY WEIGHT,
NORMAL-WEIGHT
AGGREGATE
CONCRETE^
MINIMUM f'c-
NORMAL-WEIGHT
AND LIGHTWEIGHT
AGGREGATE
CONCRETE (psi)^
ASTM
C 150
ASTM
C595
ASTM
CI 157
Negligible
0.00-0.10
0-150
—
—
—
—
—
Moderate"
0.10-0.20
150-1,500
II
II, IP (MS),
IS (MS), P (MS),
I (PM)(MS),
I (SM)(MS)
MS
0.50
4,000
Severe
0.20 - 2.00
1,500-10,000
V
—
HS
0.45
4,500
Very severe
Over 2.00
Over 10,000
Vplus
pozzolan'^
—
HSplus
poTZolanf'
0.45
4,500
For SI: 1 pound per square inch = 0.00689 MPa.
a. A lower water-cementitious materials ratio or higher strength may be required for low permeability or for protection against corrosion of embedded items or freez-
ing and thawing (see Table 1904.2.2).
b. Seawater.
c. Pozzolan that has been determined by test or service record to improve sulfate resistance when used in concrete containing Type V cement.
d. Pozzolan that has been determined by test or service record to improve sulfate resistance when used in concrete containing Type HS blended cement. D
2003 IWTERNATSOMAL BUILDDWG CODE®
CONCRETE
TABLE 1904.4.1
MAXIMUM CHLORIDE ION CONTENT FOR CORROSION PROTECTION OF REINFORCEMENT
TYPE OF MEMBER
MAXHWUftfl WATER SOLUBLE CHLORIDE ION (CI)
IN CONCRETE, PERCENT BY WEIGHT OF CEMENT
Prestressed concrete
0.06
Reinforced concrete exposed to chloride in service
0.15
Reinforced concrete that will be dry or protected from moisture in service
1.00
Other reinforced concrete construction
0.30
SECTION 1905
CONCRETE QUALITY, MIXING AND PLACiMG
1905.1 GeneraL The required strength and durability of con-
crete shall be determined by compliance with the proportion-
ing, testing, mixing and placing provisions of Sections
1905.1.1 through 1905.13.
1905.1.1 Strength. Concrete shall be proportioned to pro-
vide an average compressive strength as prescribed in Sec-
tion 1905.3, and shall satisfy the durability criteria of
Section 1904. Concrete shall be produced to minimize the
frequency of strengths below / \ as prescribed in Section
1905.6.3.3. For concrete designed and constructed in ac-
cordance with this chapter, f\ shall not be less than 2,500
psi (17.22 MPa). No maximum specified compressive
strength shall apply unless restricted by a specific provision
of this code or ACI 318.
1905.1.2 Cylinder tests. Requirements for / \ shall be
based on tests of cylinders made and tested as prescribed in
Section 1905.6.3.
1905.1.3 Basis of J'^. Unless otherwise specified, f\ shall be
based on 28-day tests. If other than 28 days, test age for/'^
shall be as indicated in construction documents.
1905.1.4 Lightweight aggregate concrete. Where design
criteria in ACI 318, Sections 9.5.2.3, 11.2 and 12.2.4, pro-
vide for use of a splitting tensile strength value of concrete
(/"^,), laboratory tests shall be made in accordance with
ASTM C 330 to establish the value of Z^, corresponding to
the specified value of/'^.
1905.1.5 Field acceptance. Splitting tensile strength tests
shall not be used as a basis for field acceptance of concrete.
1905.2 Selection of concrete proportions. Concrete propor-
tions shall be determined in accordance with the provisions of
Sections 1905.2.1 through 1905.2.3.
1905.2.1 GeneraL Proportions of materials for concrete
shall be established to provide:
1 . Workability and consistency to permit concrete to be
worked readily into forms and around reinforcement
under the conditions of placement to be employed,
without segregation or excessive bleeding.
2. Resistance to special exposures as required by Sec-
tion 1904.
3. Conformance with the strength test requirements of
Section 1905.6.
1905.2,2 Different materials. Where different materials
are to be used for different portions of proposed work, each
combination shall be evaluated.
)S.2.3 Basis of proportions. Concrete proportions shall
be established in accordance with Section 1905.3 or Section
1905.4, and shall comply with the applicable requirements
of Section 1904.
1905.3 Proportioning on the basis of field experience and/or
trial mixtures. Concrete proportioning determined on the ba-
sis of field experience and/or trial mixtures shall be done in ac-
cordance with ACI 318, Section 5.3.
1905.4 Proportioning without field experience or trial mix-
leres. Concrete proportioning determined without field experi-
ence or trial mixtures shall be done in accordance with ACI
318, Section 5.4.
1905.5 Average strength reduction. As data become available
during construction, it is permissible to reduce the amount by
which the average compressive strength if'^ is required to ex-
ceed the specified value of/'^ in accordance with ACI 318, Sec-
tion 5.5.
)5.6 Evaluation and acceptance of concrete. The criteria
for evaluation and acceptance of concrete shall be as specified
in Sections 1905.6.2 through 1905.6.5.5.
1905,6,1 Qualified technicians. Concrete shall be tested in
accordance with the requirements in Sections 1905.6.2
through 1905.6.5. Qualified field testing technicians shall
perform tests on fresh concrete at the job site, prepare speci-
mens required for curing under field conditions, prepare
specimens required for testing in the laboratory and record
the temperature of the fresh concrete when preparing speci-
mens for strength tests. Qualified laboratory technicians
shall perform all required laboratory tests.
)5.6.2 Frequency of testing. The frequency of conduct-
ing strength tests of concrete shall be as specified in Sec-
tions 1905.6.2.1 through 1905.6.2.4.
1905.6.2.1 Minimum frequency. 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.
1905.6.2.2 Minimum number. On a given project, if the
total volume of concrete is such that the frequency of
testing required by Section 1905.6.2.1 would provide
less than five strength tests for a given class of concrete,
392
2003 SNTERNATIONAL BUILDING CODE®
tests shall be made from at least five randomly selected
batches or fi-om each batch if fewer than five batches are
used.
19(ID5.(5<,2o3 Small votomeo When the total volume of a
given class of concrete is less than 50 cubic yards (38 m^),
strength tests are not required when evidence of satisfac-
tory strength is submitted to and approved by the build-
ing official.
A strength test shall be the av-
erage 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 the determination of Z"'^.
semSo Laboratory-cured
specimens shall comply with the provisions of Sections
1905.6.3.1 through 1905.6.3.4.
o6o3.1 Samplmgo Samples for strength tests shall be
taken in accordance with ASTM C 172.
rSo Cylinders for strength tests shall
be molded and laboratory cured in accordance with
ASTM C 3 1 and tested in accordance with ASTM C 39.
The strength level of
an individual class of concrete shall be considered satis-
factory if both of the following requirements are met:
1 . Every arithmetic average of any three consecutive
strength tests equals or exceeds Z'^.
2 . No individual strength test (average of two cylinders)
falls below/'c by more than 500 psi (3.45 MPa) when
f\ is 5,000 psi (34.45 MPa) or less, or by more than
0.10/', when/', is more than 5,000 psi.
19(IDSo6o3.4 Correctnoim. If either of the requirements of
Section 1905.6.3.3 is not met, steps shall be taken to in-
crease the average of subsequent strength test results.
The requirements of Section 1905.6.5 shall be observed
if the requirement of Section 1905.6.3.3, Item 2, is not
met.
emSo Field-cured specimens
shall comply with the provisions of Sections 1905.6.4.1
through 1905.6.4.4.
190So6o4ol Wlieim reqeairedo Where required by the
building official, the results of strength tests of cylinders
cured under field conditions shall be provided.
l)5.6o4o2 Cermgo Field-cured cylinders shall be cured
under field conditions in accordance with ASTM C 3 1 .
Mmg. Field-cured test cylinders shall be
molded at the same time and from the same samples as
laboratory-cured test cylinders.
Procedures for protecting and
curing concrete shall be improved when the strength of
field-cured cylinders at the test age designated for deter-
mination of/', is less than 85 percent of that of compan-
ion laboratory-cured cylinders. The 85-percent
limitation shall not apply if the field-cured strength ex-
ceeds/', by more than 500 psi (3.45 MPa).
Its. The investigation of
low-strength test results shall be in accordance with the pro-
visions of Sections 1905.6.5.1 through 1905.6.5.5.
^3 A PrecaeMonHo If any strength test (see Section
1905.6.2.4) of laboratory-cured cylinders falls below the
specified value of/ ', by more than the values given in
Section 1905.6.3.3, Item 2, or if tests of field-cured cylin-
ders indicate deficiencies in protection and curing (see
Section 1905.6.4.4), steps shall be taken to assure that the
load-carrying capacity of the structure is not jeopar-
dized.
1905o6.5o2 Core testSo If the likelihood of low-strength
concrete is confirmed and calculations indicate that
load-carrying capacity is significantly reduced, tests of
cores drilled from the area in question in accordance with
ASTM C 42 are permitted. In such cases, three cores
shall be taken for each strength test that falls below the
values given in Section 1905.6.3.3, Item 2.
r c©res. Cores shall be prepared
for transport and storage by wiping drilling water from
their surfaces and placing the cores in water-tight bags or
containers immediately after drilling. Cores shall be
tested no earlier than 48 hours and not later than seven
days after coring unless approved by the registered de-
sign professional.
19([DS,6o5.4 Teslt resiiiltSo Concrete in an area represented
by core tests shall be considered structurally adequate if
the average of three cores is equal to at least 85 percent of
/', and if no single core is less than 75 percent of/',. Ad-
ditional testing of cores extracted from locations repre-
sented by erratic core strength results is permitted.
If the criteria of Sec-
tion 1905.6.5.4 are not met and the structural adequacy
remains in doubt, the building official is permitted to or-
der a strength evaluation in accordance with ACI 318,
Chapter 20, for the questionable portion of the structure,
or take other appropriate action.
190So7 Preparatnoim ©f equtpmemit amd place c
Preparation before concrete placement shall include the fol-
lowing:
1 . Equipment for mixing and transporting concrete shall be
clean.
2. Debris and ice shall be removed from spaces to be occu-
pied 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 coatings.
6. Water shall be removed from the place of deposit before
concrete is placed unless a tremie is to be used or unless
otherwise permitted by the building official.
7. Laitance and other unsound material shall be removed
before additional concrete is placed against hardened
concrete.
2003 SNTERNATDONAL BUDLD8NG CODE®
393
CONCRETE
1905.8 Mixing. Mixing of concrete shall be performed in ac-
cordance with Sections 1905.8.1 through 1905.8.3.
1905.8.1 General. Concrete shall be mixed until there is a
uniform distribution of materials and shall be discharged
completely before the mixer is recharged.
1905.8.2 Ready-mixed concrete. Ready-mixed concrete
shall be mixed and delivered in accordance with the require-
ments of ASTM C 94 or ASTM C 685.
1905.8.3 Job-mixed concrete. Job-mixed concrete shall
comply with ACI 318, Section 5.8.3.
1905.9 Conveying. The method and equipment for conveying
concrete to the place of deposit shall comply with Sections
1905.9.1 and 1905.9.2.
1905.9.1 Method of conveyance. Concrete shall be con-
veyed from the mixer to the place of final deposit by meth-
ods that will prevent separation or loss of materials.
1905.9.2 Conveying equipment. The conveying equip-
ment shall be capable of providing a supply of concrete at
the site of placement without separation of ingredients and
without interruptions sufficient to permit the loss of plastic-
ity between successive increments.
1905.10 Depositing. The depositing of concrete shall comply
with the provisions of Sections 1905.10.1 through 1905.10.8.
1905.10.1 Segregation. Concrete shall be deposited as
nearly as practicable to its final position to avoid segregation
due to rehandUng or flowing.
1905.10.2 Placement timing. Concreting operations shall
be carried on at such a rate that the concrete is at all times
plastic and flows readily into spaces between reinforce-
ment.
1905.10.3 Unacceptable concrete. Concrete that has par-
tially hardened or been contaminated by foreign materials
shall not be deposited in the structure.
1905.10.4 Retempering. Retempered concrete or concrete
that has been remixed after initial set shall not be used unless
approved by the registered design professional.
1905.10.5 Continuous operation. After concreting has
started, it shall be carried on as a continuous operation until
placing of a panel or section, as defined by its boundaries or
predetermined joints, is completed, except as permitted or
prohibited by Section 1906.4.
1905.10.6 Placement in vertical lifts. The top surfaces of
vertically formed lifts shall be generally level.
1905.10.7 Construction joints. When construction joints
are required, they shall be made in accordance with Section
1906.4.
1905.10.8 Consolidation. Concrete shall be thoroughly
consolidated by suitable means during placement and shall
be thoroughly worked around reinforcement and embedded
fixtures and into comers of the forms.
1905.11 Curing. The curing of concrete shall be in accordance
with Sections 1905.11.1 through 1905.11.3.
1905.11.1 Regular. Concrete (other than high early
strength) shall be maintained above 50°F (10°C) and in a
moist condition for at least the first seven days after place-
ment, except when cured in accordance with Section
1905.11.3.
1905.11.2 High early strength. High-early-strength con-
crete shall be maintained above 50°F (10°C) and in a moist
condition for at least the first three days, except when cured
in accordance with Section 1905.11.3.
)5.11.3 Accelerated curing. Accelerated curing of con-
crete shall comply with ACI 318, Section 5.11.3.
1905.12 Cold weather requirements. Concrete that is to be
placed during freezing or near-freezing weather shall comply
with the following:
1 . Adequate equipment shall be provided for heating con-
crete materials and protecting concrete during freezing
or near-freezing weather.
2. Concrete materials and reinforcement, forms, fillers and
ground with which concrete is to come in contact shall be
free from frost.
3. Frozen materials or materials containing ice shall not be
used.
1905.13 Hot weather requirements. During hot weather,
proper attention shall be given to ingredients, production meth-
ods, handling, placing, protection and curing to prevent exces-
sive concrete temperatures or water evaporation that could
impair the required strength or serviceability of the member or
structure.
SECTION 1906
FOREyiWORK, EMBEDDED PIPES AND
CONSTRUCTION JOINTS
LI Formwork. The design, fabrication and erection of
forms shall comply with Sections 1906.1.1 through 1906.1.6.
1906.1.1 General. Forms shall result in a final structure that
conforms to shapes, lines and dimensions of the members as
required by the construction documents.
1906.1.2 Strength. Forms shall be substantial and suffi-
ciently tight to prevent leakage of mortar.
1906.1.3 Bracing. Forms shall be properly braced or tied to-
gether to maintain position and shape.
1906.1.4 Placement. Forms and their supports shall be de-
signed so as not to damage previously placed structures.
1906.1.5 Design. Design of formwork shall comply with
ACI 318, Section 6.1.5.
1906.1.6 Forms for prestressed concrete. Forms for pre-
stressed concrete members shall be designed and con-
structed to permit movement of the member without
damage during application of the prestressing force.
1906.2 Removal of forms, shores and reshores. The removal
of forms and shores and the installation of reshores shall com-
ply with Sections 1906.2.1 through 1906.2.2.3.
1906,2,1 Removal of forms. Forms shall be removed in
such a manner so as not to impair safety and serviceability of
the structure. Concrete to be exposed by form removal shall
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have sufficient strength not to be damaged by the removal
operation.
,2 Removal olFsIhiores amd reshoreso The provisions
of Sections 1906.2.2.1 through 1906.2.2.3 shall apply to
slabs and beams, except where cast on the ground.
1906<,2.2.1 Memoval sdhedmleo Before starting construc-
tion, the contractor shall develop a procedure and sched-
ule for removal of shores and installation of reshores and
for calculating the loads transferred to the structure dur-
ing the process.
1. The structural analysis and concrete strength data
used in planning and implementing form removal
and shoring shall be furnished by the contractor to
the building official when so requested.
2. No construction loads shall be supported on, nor
any shoring removed from, any part of the structure
under construction except when that portion of the
structure in combination with the remaining form-
ing and shoring system has sufficient strength to
support safely its weight and the loads placed
thereon.
3. Sufficient strength shall be demonstrated by struc-
tural analysis considering the proposed loads, the
strength of the forming and shoring system and
concrete strength data. Concrete strength data shall
be based on tests of field-cured cylinders or, when
approved by the building official, on other proce-
dures to evaluate concrete strength.
19®6.2<,2.2 ComslrMctloini loads. No construction loads
exceeding the combination of superimposed dead load
plus specified live load shall be supported on any
unshored portion of the structure under construction, un-
less analysis indicates adequate strength to support such
additional loads.
So Form supports for
prestressed concrete members shall not be removed until
sufficient prestressing has been applied to enable pre-
stressed members to carry their dead load and anticipated
construction loads.
19063 Comdeits amd pipes emibedded iim comcreteo Conduits,
pipes and sleeves of any material not harmful to concrete and
within the limitations of ACI 318, Section 6.3 , are permitted to
be embedded in concrete with approval of the registered design
professional.
1906.4 ComstractSoim joints. Construction joints shall comply
with the provisions of Sections 1906.4.1 through 1906.4.6.
1906.4.1 Serface cEeannimg. The surface of concrete con-
struction joints shall be cleaned and laitance removed.
Immediately before new con-
crete is placed, construction joints shall be wetted and stand-
ing water removed.
1906.4.3 LocatioE for force tramsfer. Construction joints
shall be so made and located as not to impair the strength of
the structure. Provision shall be made for the transfer of
shear and other forces through construction joints (see ACI
318, Section 11.7.9).
1906.4.4 Locatloim 5m slabs, toeams and girders. Construc-
tion joints in floors shall be located within the middle third
of spans of slabs, beams and girders. Joints in girders shall
be offset a minimum distance of two times the width of in-
tersecting beams.
Beams, girders or slabs sup-
ported by columns or walls shall not be cast or erected until
concrete in the vertical support members is no longer plas-
tic.
Beams, girders,
haunches, drop panels and capitals shall be placed
monolithically as part of a slab system, unless otherwise
shown in the design drawings or specifications.
ECTIOW 190?
5, Standard hooks on reinforcing bars used in con-
crete construction shall comply with ACI 318, Section 7.1.
1907,2 MimlmRnm bemd diameters. Minimum reinforcement
bend diameters utilized in concrete construction shall comply
with ACI 318, Section 7.2.
ling. The bending of reinforcement shall comply
with Sections 1907.3.1 and 1907.3.2.
1907.3.1 Cold toemdirag. Reinforcement shall be bent cold,
unless otherwise permitted by the registered design profes-
sional.
1907.3.2 Embedded reinforcement. Reinforcement par-
tially embedded in concrete shall not be field bent, except as
shown on the construction documents or permitted by the
registered design professional.
The surface
conditions of reinforcement shall comply with the provisions
of Sections 1907.4.1 through 1907.4.3.
1907.4.1 Coatings, At the time concrete is placed, rein-
forcement shall be free from mud, oil or other nonmetallic
coatings that decrease bond. Epoxy coatings of steel rein-
forcement in accordance with ACI 318, Sections 3.5.3.7 and
3.5.3.8, are permitted.
1907.4.2 Rust or mill scale. Except for prestressing steel,
steel reinforcement with rust, mill scale or a combination of
both, shall be considered satisfactory, provided the mini- U
mum dimensions, including height of deformations and
weight of a hand- wire-brushed test specimen, comply with
applicable ASTM specifications (see Section 1903.5).
ig steel, Prestressing steel shall be
clean and free of oil, dirt, scale, pitting and excessive rust. A
light coating of rust is permitted.
L The placement of concrete re-
inforcement shall comply with the provisions of Sections
1907.5.1 through 1907.5.4.
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1907.5.1 Support. Reinforcement, including tendons, and
posttensioning ducts shall be accurately placed and ade-
quately supported before concrete is placed, and shall be se-
cured against displacement within tolerances permitted in
Section 1907.5.2. Where approved by the registered design
professional, embedded items (such as dowels or inserts)
that either protrude from precast concrete members or re-
main exposed for inspection are permitted to be embedded
while the concrete is in a plastic state, provided the follow-
ing conditions are met:
1 . Embedded items are not required to be hooked or tied
to reinforcement within the concrete.
2. Embedded items are maintained in the correct posi-
tion while the concrete remains plastic.
3. The concrete is properly consolidated around the em-
bedded item.
1907.5.2 Tolerances. Unless otherwise specified by the
registered design professional, reinforcement, including
tendons, and posttensioning ducts shall be placed within the
tolerances specified in Sections 1907.5.2.1 and 1907.5.2.2.
1907.5.2.1 Depth and cover. Tolerance for depth, d, and
minimum concrete cover in flexural members, walls and
compression members shall be as shown in Table
1907.5.2. 1, except that tolerance for the clear distance to
formed soffits shall be minus ^1^ inch (6.4 mm) and toler-
ance for cover shall not exceed minus one-third the mini-
mum concrete cover required in the design drawings or
specifications.
1907.5.2.2 Bends and ends. Tolerance for longitudinal
location of bends and ends of reinforcement shall be ± 2
inches (±51 mm) except the tolerance shall be ± Vj inch
(± 12.7 mm) at the discontinuous ends of brackets and
corbels, and ± 1 inch (25 mm) at the discontinuous ends
of other members. The tolerance for minimum concrete
cover of Section 1907.5.2.1 shall also apply at discontin-
uous ends of members.
TABLE 1907.5.2.1
TOLERANCES
DEPTH (d)
(inches)
TOLERANCE ON d
(inch)
TOLERANCE ON
IVIINIMUM CONCRETE
COVER
(inch)
d>%
±\
-\
d>8
±%
-%
For SI: 1 inch = 25.4 mm.
1907.5.3 Welded wire fabric. Welded wire fabric with wire
size not greater than W5 or D5 used in slabs not exceeding
10 feet (3048 mm) in span is permitted to be curved from a
point near the top of the slab over the support to a point near
the bottom of the slab at midspan, provided such reinforce-
ment is either continuous over, or securely anchored at sup-
port.
1907.5.4 Welding. Welding of crossing bars shall not be
permitted for assembly of reinforcement unless authorized
by the registered design professional.
Spacing limits for reinforcement. The clear distance
between reinforcing bars, bundled bars, tendons and ducts shall
comply with ACI 318, Section 7.6.
1907.7 Concrete protection for reinforcement. The mini-
mum concrete cover for reinforcement shall comply with Sec-
tions 1907.7.1 through 1907.7.7.
1907.7.1 Cast-in-place concrete (nonprestressed). Mini-
mum concrete cover shall be provided for reinforcement in
nonprestressed, cast-in-place concrete construction in ac-
cordance with Table 1907.7.1, but shall not be less than re-
quired by Sections 1907.7.5 and 1907.7.7.
TABLE 1907.7.1
GVllNlfyiUM CONCRETE COVER
MINIMUIVI
COVER
CONCRETE EXPOSURE
(inches)
1 . Concrete cast against and permanently
3
exposed to earth
2. Concrete exposed to earth or weather
No. 6 through No. 18 bar
2
No. 5 bar, W31 or D31 wire, and smaller
l'/2
3. Concrete not exposed to weather or in contact
with ground
Slabs, walls, joists:
No. 14 and No. 18 bars
IV2
No. 1 1 bar and smaller
%
Beams, columns:
Primary reinforcement, ties, stirrups, spirals
l'/2
Shells, folded plate members:
No. 6 bar and larger
V4
No. 5 bar, W3 1 or D3 1 wire, and smaller
'/,
For SI: linch = 25.4mm.
1907.7.2 Cast-in-place concrete (prestressed). The mini-
mum concrete cover for prestressed and nonprestressed re-
inforcement, ducts and end fittings in cast-in-place
prestressed concrete shall comply with ACI 318, Section
7.7.2.
^7.3 Precast concrete (manufactured under plant
control conditions). The minimum concrete cover for pre-
stressed and nonprestressed reinforcement, ducts and end
fittings in precast concrete manufactured under plant con-
trol conditions shall comply with ACI 318, Section 7.7.3.
1907.7.4 Bundled bars. The minimum concrete cover for
bundled bars shall comply with ACI 318, Section 7.7.4.
1907.7.5 Corrosive environments. In corrosive environ-
ments or other severe exposure conditions, prestressed and
nonprestressed reinforcement shall be provided with addi-
tional protection in accordance with ACI 318, Section 7.7.5.
1907.7.6 Future extensions. Exposed reinforcement, in-
serts and plates intended for bonding with future extensions
shall be protected from corrosion.
hin Fire protection. When this code requires a thick-
ness of cover for fire protection greater than the minimum
concrete cover specified in Section 1907.7, such greater
thickness shall be used.
1907.8 Special reinforcement details for columns. Offset
bent longitudinal bars in columns and load transfer in structural
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d
steel cores of composite compression members shall comply
with the provisions of ACI 318, Section 7.8.
19(ID7.9 CopiniecltnoiniSo Connections between concrete framing
members shall comply with the provisions of ACI 318, Section
7.9.
19®7ol0 Lateral relmlForceiniiieinilt for compressnom memberSo
Lateral reinforcement for concrete compression members shall
comply with the provisions of ACI 318, Section 7.10.
19(ID7.11 Lateral remlfcircemeinill; for fflexuiral memlberSo Lat-
eral reinforcement for compression reinforcement in concrete
flexural members shall comply with the provisions of ACI 318,
Section 7.11.
19(ID7ol2 Shrnimkage amd temperatore renimfforceinniemiilo Rein-
forcement for shrinkage and temperature stresses in concrete
members shall comply with the provisions of ACI 318, Section
7.12.
19(0)7.13 Meqenremeinite for stmiicltiLnral nmtegrity. The detailing
of reinforcement and connections between concrete members
shall comply with the provisions of ACI 318, Section 7.13, to
improve structural integrity.
SECTIOIM 1908
DDIFDCATBONS TO ACI 318
The text of ACI 318 shall be modified as indi-
cated in Sections 1908.1.1 through 1908.1.7.
19(D8.1.1 ACI 318, SecinoE 21.1o Modify existing defini-
tions and add the following definitions to ACI 318, Section
21.1.
DESIGN DISPLACEMENT. Total lateral displacement
expected for the design-basis earthquake, as specified by
Section 9.5.5.7 of ASCE 7 or 1617.5.4 of the International
Building Code.
The design displacement over a
story divided by the story height.
c=>
A wall segment with a horizontal
length-to-thickness ratio of at least 2.5, but not exceeding six,
whose clear height is at least two times its horizontal length.
1908,1,2 ACI 318, SectnoE 21.2.1, Modify Sections
21.2.1.2, 21.2.1.3 and 21.2.1.4 to read as follows:
21.2.1.2 For structures assigned to Seismic Design Cate-
gory A orB, provisions of Chapters 1 through 18 and 22
shall apply except as modified by the provisions of this
chapter. Where the seismic design loads are computed
using provisions for intermediate or special concrete sys-
tems, the requirements of Chapter 21 for intermediate or
special systems, as appHcable, shall be satisfied.
21.2.1.3 For structures assigned to Seismic Design Cate-
gory C, intermediate or special moment frames, or ordi-
nary or special reinforced concrete structural walls shall
be used to resist seismic forces induced by earthquake
motions. Where the design seismic loads are computed
using provisions for special concrete systems, the re-
quirements of Chapter 21 for special systems, as applica-
ble, shall be satisfied.
21.2.1.4 For structures assigned to Seismic Design Cate-
gory D, E or F, special moment frames, special rein-
forced concrete structural walls, diaphragms and trusses
and foundations complying with Sections 21.2 through
21.10 shall be used to resist forces induced by earthquake
motions. Frame members not proportioned to resist
earthquake forces shall comply with Section 21.11.
1908.1.3 ACI 318, SecMom 21,2.5, Modify ACI 3 1 8, Section
21.2.5, by renumbering as Section 21.2.5.1 and adding new
Sections 21.2.5.2, 21.2.5.3 and 21.2.5.4 to read as follows:
21.2.5 Reinforcement in members resisting earth-
quake-induced forces.
21.2.5.1 Except as permitted in Sections 21.2.5.2 through
21.2.5.4, reinforcement resisting earthquake-induced
flexural and axial forces in frame members and in struc-
tural wall boundary elements shall comply with ASTM A
706. ASTM 615, Grades 40 and 60 reinforcement, shall be
permitted in these members if (a) the actual yield strength
based on mill tests does not exceed the specified yield
strength by more than 18,000 psi (retests shall not exceed
this value by more than an additional 3,000 psi), and (b)
the ratio of the actual ultimate tensile strength to the actual
tensile yield strength is not less than 1.25.
21.2.5.2 Prestressing steel shall be permitted in flexural
members of frames, provided the average prestress, fp^,
calculated for an area equal to the member's shortest
cross-sectional dimension multiplied by the perpendicu-
lar dimension shall be the lesser of 700 psi (4.83 MPa) or
f\ /6 at locations of nonlinear action where prestressing
steel is used in members of frames.
21.2.5.3 Unless the seismic-force-resisting frame is
qualifiedfor use through structural testing as required by
the ACI Tl. 1, for members in which prestressing steel is
used together with mild reinforcement to resist earth-
quake-induced forces, prestressing steel shall not pro-
vide more than one-quarter of the strength for either
positive or negative moments at the nonlinear action lo-
cation and shall be anchored at the exterior face of the
joint or beyond.
21.2.5.4 Anchorages for tendons must be demonstrated
to perform satisfactorily for seismic loadings. Anchor-
age assemblies shall withstand, without failure, a mini-
mum of 50 cycles of loading ranging between 40 and 85
percent of the minimum specified tensile strength of the
prestressing steel.
1908.1.4 ACI 318, SecMom 21,7, Modify ACI 318, Section
21.7, by adding a new Section 21.7.10 to read as follows:
21.7.10 Wall piers and wall segments.
21.7.10.1 Wall piers not designed as a part of a special
moment frame shall have transverse reinforcement de-
signed to satisfy the requirements in Section 21.7.10.2.
O
1 . Wall piers that satisfy Section 21.11.
2. Wall piers along a wall line within a story where
other shear wall segments provide lateral sup-
port to the wall piers, and such segments have a L
2003 IMTERNATDOMAL BUDLDDNG CODE®
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total stiffness of at least six times the sum of the
stiffness of all the wall piers.
21. 7.10.2 Transverse reinforcement shall be designed to
resist the shear forces determined from Sections 21.3.4.2
and21.4.5.1. Where the axial compressive force, includ-
ing earthquake effects, is less thanAgf'^/20, transverse
reinforcement in wall piers is permitted to have standard
hooks at each end in lieu of hoops. Spacing of transverse
reinforcement shall not exceed 6 inches (152 mm). Trans-
verse reinforcement shall be extended beyond the pier
clear height for at least the development length of the
largest longitudinal reinforcement in the wall pier
21.7.10.3 Wall segments with a horizontal
length-to-thickness ratio less than 2.5 shall be designed
as columns.
1908.1.5 ACI 318, Section 21.10.1.1. Modify ACI 318,
Section 21.10.1.1, to read as follows:
21.10.1.1 Foundations resisting earthquake-induced
forces or transferring earthquake-induced forces be-
tween a structure and the ground shall comply with the
requirements of Section 21.10 and other applicable pro-
visions of ACI 318 unless modified by Chapter 18 of the
International Building Code.
1908.1.6 ACI 318, Section 21.11. Modify ACI Sections
21.11.1 and 21.11.2.2 and add Sections 21.11.5 through
21.11.7 as follows:
21.11.1 Frame members assumed not to contribute to lat-
eral resistance shall be detailed according to Section
21.11.2 or 21.11.3 depending on the magnitude of mo-
ments induced in those members when subjected to the
design displacement. If effects of design displacements
are not explicitly checked, it shall be permitted to apply
the requirements of Section 21.11.3. Slab-column con-
nections shall comply with Sections 21.11.5 through
21.11.7. Conformance to Section 21.11 satisfies the de-
formation compatibility requirements of Section
9.5.2.2.4.3 ofASCE 7.
21.11 .2.2 Members with factored gravity axial forces ex-
ceeding (Ag f '(. /lO) shall satisfy Sections 21.4.3,
21.4.4.1(c), 21.4.4.3 and 21.4.5. The maximum longitu-
dinal spacing of ties shall be, s^, for the full column
height. The spacing, \, shall not be more than six diame-
ters of the smallest longitudinal bar enclosed or 6 inches
(152 mm), whichever is smaller. Lap splices of longitudi-
nal reinforcement in such members need not satisfy Sec-
tion 21.4.3.2 in structures where the seismic-
force-resisting system does not include special moment
frames.
21.11.5 Reinforcement to resist punching shear shall be
provided in accordance with Sections 21.11.5.1 and
21.11.5.2 at slab column connections where story drift
ratio exceeds [0.035 - 0.05 fV„ /^Vc)] except that Sec-
tions 2 1.1 1.4.1 and 2 1.1 1.4. 2 need not be satisfied where
V„/(|) Vj. is less than 0.2 or where the story drift ratio is less
than 0.005. V„ equals the factored punching shear from
gravity load excluding shear stress from unbalanced mo-
ment. V„ is calculated for the load combination 1.2D +
l.OL + 0.2S. The load factor on L is permitted to be re-
duced to 0.5 in accordance with Section 9.2.1(a). In no
case shall shear reinforcement be less than that required
in Section 11.12 for loads without consideration of seis-
mic effects.
21.11.5.1 — The slab shear reinforcement shall provide
Vj not less than 3.5-yJf'.
21.11.5.2 — Slab shear reinforcement shall extend not
less than five times the slab thickness from the face of col-
umn.
21.11.6 — Bottom bars or wires within the column strip
shall conform to Section 13.3.8.5 except that splices shall
be Class B.
21.11.7 — Within the effective slab width defined in Sec-
tion 13.5.3.2, the ratio of nonprestressed bottom rein-
forcement to gross concrete area shall not be less than
0.004. Where bottom reinforcement is not required to be
continuous, such reinforcement shall extend a minimum
of five times the slab thickness plus one development
length beyond the face of the column or terminated at the
slab edge with a standard hook.
^
.1.7 ACI 318, Section 21.13.2. Modify ACI 318, Sec-
tion 21.13.2, to read as follows:
21.13.2 In connections between wall panels, or between
wall panels and the foundation, yielding shall be re-
stricted to reinforcement.
SECTION 1909
STRUCTURAL PLAIN CONCRETE
1909.1 Scope, The design and construction of structural plain
concrete, both cast-in-place and precast, shall comply with the
minimum requirements of Section 1909 and ACI 318, Chapter
22.
1909,1.1 Special structures. For special structures, such as
arches, underground utility structures, gravity walls and
shielding walls, the provisions of this section shall govern
where applicable.
1909.2 Limitations. The use of structural plain concrete shall
be limited to:
1 . Members that are continuously supported by soil, such as
walls and footings, or by other structural members capa-
ble of providing continuous vertical support.
2. Members for which arch action provides compression
under all conditions of loading.
3. Walls and pedestals.
The use of structural plain concrete columns and structural
plain concrete footings on piles is not permitted. See Section
1910 for additional limitations on the use of structural plain
concrete.
1909.3 Joints. Contraction or isolation joints shall be provided
to divide structural plain concrete members into flexurally dis-
continuous elements in accordance with ACI 318, Section 22.3.
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2003 INTERNATIONAL BUILDING CODE®
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.4 Desngiio Structural plain concrete walls, footings and
pedestals shall be designed for adequate strength in accordance
with ACI 318, Sections 22.4 through 22.8.
m For Group R-3 as appHcable in Section 101.2
occupancies and buildings of other occupancies less than
two stories in height of light-frame construction, the re-
quired edge thickness of ACI 3 18 is permitted to be reduced
to 6 inches (152 mm), provided that the footing does not ex-
tend more than 4 inches (102 mm) on either side of the sup-
ported wall.
1909o5 Precast membeirs. The design, fabrication, transporta-
tion and erection of precast, structural plain concrete elements
shall be in accordance with ACI 318, Section 22.9.
Is. In addition to the requirements of this section,
structural plain concrete walls shall comply with the appUcable
requirements of ACI 318, Chapter 22.
1909.6.1 Basememt walls. The thickness of exterior base-
ment walls and foundation walls shall be not less than V'/j
inches (191 mm). Structural plain concrete exterior base-
ment walls shall be exempt from the requirements for spe-
cial exposure conditions of Section 1904.2.2.
Is. Except as provided for in Section
1909.6.1, the thickness of bearing walls shall be not less
than V24 the unsupported height or length, whichever is
shorter, but not less than 5V2 inches (140 mm).
1909.6,3 Opemsigs nm walls. Not less than two No. 5 bars
shall be provided around window and door openings. Such
bars shall extend at least 24 inches (610 mm) beyond the
comers of openings.
SECTI0M 1910
SEISMIC DESiOW PROVISIONS
il GemeraL The design and construction of concrete com-
ponents that resist seismic forces shall conform to the require-
ments of this section and to ACI 3 1 8 except as modified by
Section 1908.
Is, Structural concrete shear
walls that resist seismic forces shall be classified in accordance
with Sections 1910.2.1 through 1910.2.4.
1910.2.1 Ordinary plain comcrete shear walls. Ordinary
plain concrete shear walls are walls conforming to the re-
quirements of Chapter 22 of ACI 318.
Is, Detailed
plain concrete shear walls are walls conforming to the re-
quirements for ordinary plain concrete shear walls and shall
have reinforcement as follows: Vertical reinforcement of at
least 0.20 square inch (129 mm^) in cross-sectional area
shall be provided continuously from support to support at
each comer, at each side of each opening and at the ends of
walls. The continuous vertical bar required beside an open-
ing is permitted to substitute for one of the two No. 5 bars re-
quired by Section 22.6.6.5 of ACI 318. Horizontal
reinforcement at least 0.20 square inch (129 mm^) in
cross-sectional area shall be provided:
1 . Continuously at structurally connected roof and floor
levels and at the top of walls;
2. At the bottom of load-bearing walls or in the top of
foundations where doweled to the wall; and
3. At a maximum spacing of 120 inches (3048 mm).
Reinforcement at the top and bottom of openings, where
used in determining the maximum spacing specified in Item
3 above, shall be continuous in the wall.
1910.2,3 Ordneary reinforced concrete shear walls. Ordi-
nary reinforced concrete shear walls are walls conforming
to the requirements of ACI 3 1 8 for ordinary reinforced con-
crete stmctural walls.
s. Special
reinforced concrete shear walls are walls conforming to the
requirements of ACI 318 for special reinforced concrete
stmctural walls or special precast structural walls.
Columns supporting
reactions from discontinuous stiff members, such as walls,
shall be designed for the special load combinations in Sec-
tion 1605.4 and shall be provided with transverse reinforce-
ment at the spacing, Sg, as defined in Section 21.12.5.2 of
ACI 318 over their full height beneath the level at which the
discontinuity occurs. This transverse reinforcement shall be
extended above and below the column as required in Section
21.4.4.5 of ACI 318.
}3 Seismic Desigm Category B, Structures assigned to
Seismic Design Category B, as determined in Section 1616,
shall conform to the requirements for Seismic Design Category
A and to the additional requirements for Seismic Design Cate-
gory B of this section.
1910,3,1 Ordinary moment frames. In flexural members
of ordinary moment frames forming part of the seis-
mic-force-resisting system, at least two main flexural rein-
forcing bars shall be provided continuously top and bottom
throughout the beams, through or developed within exterior
columns or boundary elements.
Columns of ordinary moment frames having a clear
height-to-maximum-plan-dimension ratio of five or less
shall be designed for shear in accordance with Section I
21.12.3 of ACI 318.
.4 Seismic Design Category C. Stmctures assigned to
Seismic Design Category C, as determined in Section 1616,
shall conform to the requirements for Seismic Design Category
B and to the additional requirements for Seismic Design Cate-
gory C of this section.
1910,4.1 Seismk=fforce=reslsting systems. Moment frames
used to resist seismic forces shall be intermediate moment
frames or special moment frames. Shear walls used to resist
seismic forces shall be ordinary reinforced concrete shear
walls or special reinforced concrete shear walls. Ordinary
reinforced concrete shear walls constructed of precast con-
crete elements shall comply with the additional require-
ments of Section 2 1 . 1 3 of ACI 3 1 8 for intermediate precast |
concrete stmctural walls, as modified by Section 1908.1.7.
^
1910.4,3 Plain concrete. Stmctural plain concrete mem-
bers in structures assigned to Seismic Design Category C
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shall conform to ACI 318 and with Sections 1910.4.3.1
through 1910.4.3.3.
1910,43ol Walls. Structural plain concrete walls are not
permitted in structures assigned to Seismic Design Cate-
gory C.
Exception: Structural plain concrete basement, foun-
dation or other walls below the base are permitted in
detached one- and two-family dwellings constructed
with stud-bearing walls. Such walls shall have rein-
forcement in accordance with Section 22.6.6.5 of ACI
318.
.43,2 Footings. Isolated footings of plain concrete
supporting pedestals or columns are permitted provided
the projection of the footing beyond the face of the sup-
ported member does not exceed the footing thickness.
m In detached one- and two-family dwell-
ings three stories or less in height, the projection of the
footing beyond the face of the supported member is
permitted to exceed the footing thickness.
Plain concrete footings supporting walls shall be pro-
vided with not less than two continuous longitudinal rein-
forcing bars. Bars shall not be smaller than No. 4 and shall
have a total area of not less than 0.002 times the gross
cross-sectional area of the footing. For footings which ex-
ceed 8 inches (203 mm) in thickness, a minimum of one
bar shall be provided at the top and bottom of the footing.
For foundation systems consisting of a plain concrete
footing and a plain concrete stemwall, a minimum of one
bar shall be provided at the top of the stemwall and at the
bottom of the footing. Continuity of reinforcement shall
be provided at comers and intersections.
1. In detached one- and two-family dwellings
three stories or less in height and constructed
with stud-bearing walls, plain concrete footings
supporting walls are permitted without longitu-
dinal reinforcement.
2. Where a slab-on-ground is cast monohthically
with the footing, one No. 5 bar is permitted to be
located at either the top or bottom of the footing.
1910.4.3,3 Pedestals. Plain concrete pedestals shall not
be used to resist lateral seismic forces.
1910,5 Seismic Design Category D, E or F. Structures as-
signed to Seismic Design Category D, E or F, as determined in
Section 1616, shall conform to the requirements for Seismic
Design Category C and to the additional requirements of this
section.
1910.5.1 Seismic-force-resisting systems. Moment frames
used to resist seismic forces shall be special moment frames.
Shear walls used to resist seismic forces shall be special re-
inforced concrete shear walls.
1910.5.2 Frame members not proportioned to resist
forces induced by earthquake motions. Frame compo-
nents assumed not to contribute to lateral force resistance
shall conform to ACI 318, Section 21.11, as modified by
Section 1908.1.6 of this chapter.
SECTION 1911
lyagNIMUgVi SLAB PROVISIONS
L.l General. The thickness of concrete floor slabs sup-
ported directly on the ground shall not be less than 3 '/j inches
(89 mm). A 6-mil (0.006 inch; 0. 15 mm) polyethylene vapor re-
tarder with joints lapped not less than 6 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.
lorn: A vapor retarder is not required:
1 . For detached structures accessory to occupancies in
^ Group R-3 as applicable in Section 101.2, such as ga-
rages, utility buildings or other unheated facilities.
2. For unheated storage rooms having an area of less
than 70 square feet (6.5 m^) and carports attached to
occupancies in Group R-3 as applicable in Section
101.2.
3. For buildings of other occupancies 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.
5. Where approved based on local site conditions.
SECTION 1912
ANCHORAGE TO CONCRETE—
LE STRESS DESIGN
1912.1 Scope, The provisions of this section shall govern the
allowable stress design of headed bolts and headed stud an-
chors cast in normal-weight concrete for purposes of transmit-
ting structural loads from one connected element to the other.
These provisions do not apply to anchors installed in hardened
concrete or where load combinations include earthquake loads
or effects. The bearing area of headed anchors shall be not less
than one and one-half times the shank area. Where strength de-
sign is used, or where load combinations include earthquake
loads or effects, the design strength of anchors shall be deter-
mined in accordance with Section 1913. Bolts shall conform to
ASTM A 307 or an approved equivalent.
! service load. The allowable service load for
headed anchors in shear or tension shall be as indicated in Table
1912.2. Where anchors are subject to combined shear and ten-
sion, the following relationship shall be satisfied:
fp,/p,r+fv,/v,r<i
(Equation 19-
where:
Ps =
Pt =
Vs =
Vt =
Apphed tension service load, pounds (newtons).
Allowable tension service load from Table 1912.2,
pounds (newtons).
Applied shear service load, pounds (newtons).
Allowable shear service load from Table 1912.2,
pounds (newtons).
2003 BNTERNATSONAL BUILDING CODE®
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TABLE 1912.2
ALLOWABLE SEB^VDCE LOAD OH EMBEDDED BOLTS (pounds)
BOLT
DlAiWETER
(inches)
iUlli^giVlUM
ElVlBEDiVlEiMT
(inches)
EDGE
DISTANCE
(inches)
SPACING
(inches)
iWli^lMUlVi CONCRETE STRENGTH (psi)
f'c = 2,500
f'c = 3,000
f'c =
4,000
Tension
Shear
Tension
Shear
Tension
Shear
'/4
2V2
IV2
3
200
500
200
500
200
500
%
3
2%
4%
500
1,100
500
1,100
500
1,100
V2
4
4
3
5
6
5
950
1,450
1,250
1,600
950
1,500
1,250
1,650
950
1,550
1,250
1,750
%
4%
4%
3%
6V4
7V,
1,500
2,125
2,750
2,950
1,500
2,200
2,750
3,000
1,500
2,400
2,750
3,050
%
5
5
4'/,
7'/,
9
9
2,250
2,825
3,250
4,275
2,250
2,950
3,560
4,300
2,250
3,200
3,560
4,400
\
6
5V4
IOV2
2,550
3,700
2,550
4,050
2,550
4,050
1
7
6
12
3,050
4,125
3,250
4,500
3,650
5,300
iVs
8
6%
I3V2
3,400
4,750
3,400
4,750
3,400
4,750
IV4
9
7V,
15
4,000
5,800
4,000
5,800
4,000
5,800
For SI: 1 inch = 25.4 mm, 1 pound per square inch = 0.00689 MPa, 1 pound = 4.45 N.
spaclmgo The allowable
service loads in tension and shear specified in Table 1912.2 are
for the edge distance and spacing specified. The edge distance
and spacing are permitted to be reduced to 50 percent of the val-
ues specified with an equal reduction in allowable service load.
Where edge distance and spacing are reduced less than 50 per-
cent, the allowable service load shall be determined by linear
interpolation.
1912.4 Imcrease nm allowatoDe load. Increase of the values in
Table 1912.2 by one-third is permitted where the provisions of
Section 1605.3.2 permit an increase in allowable stress for
wind loading.
m. Where special inspec-
tion is provided for the installation of anchors, a 100-percent in-
crease in the allowable tension values of Table 1912.2 is
permitted. No increase in shear value is permitted.
SECTiOM 1913
AMCHORAGE T© C©8^C[RETE—
SraENGTy DESIGN
1913.1 Scope, The provisions of this section shall govern the
strength design of anchors installed in concrete for purposes of
transmitting structural loads from one connected element to the
other. Headed bolts, headed studs and hooked (J- or L-) bolts
cast in concrete and expansion anchors and undercut anchors
installed in hardened concrete shall be designed in accordance
with Appendix D of ACI 318, provided they are within the
scope of Appendix D.
Exceptnoims Where the basic concrete breakout strength in
tension of a single anchor, A^^, is determined in accordance
with Equation (D-7), the concrete breakout strength require-
ments of Section D.4.2.2 shall be considered satisfied by the
design procedures of Sections D.5.2 and D.6.2 for anchors
exceeding 2 inches (5 1 mm) in diameter or 25 inches (635
mm) tensile embedment depth.
The strength design of anchors that are not within the scope
of Appendix D of ACI 318, and as amended above, shall be in
accordance with an approved procedure.
SECTIOB^ 19M
SHOTCRETE
J.l Gemeral. Shotcrete is mortar or concrete that is pneu-
matically projected at high velocity onto a surface. Except as
specified in this section, shotcrete shall conform to the require-
ments of this chapter for plain or reinforced concrete.
Shotcrete proportions
shall be selected that allow suitable placement procedures us-
ing the delivery equipment selected and shall result in finished
in-place hardened shotcrete meeting the strength requirements
of this code.
.3 Aggregate. Coarse aggregate, if used, shall not exceed
3/4 inch (19.1 mm).
L Reinforcement used in shotcrete con-
struction shall comply with the provisions of Sections 1914.4. 1
through 1914.4.4.
A A Size. The maximum size of reinforcement shall be
No. 5 bars unless it is demonstrated by preconstruction tests
that adequate encasement of larger bars will be achieved.
When No. 5 or smaller bars are used,
there shall be a minimum clearance between parallel rein-
forcement bars of 2'/2 inches (64 mm). When bars larger
than No. 5 are permitted, there shall be a minimum clear-
ance between parallel bars equal to six diameters of the bars
used. When two curtains of steel are provided, the curtain
nearer the nozzle shall have a minimum spacing equal to 12
<=]
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bar diameters and the remaining curtain shall have a mini-
mum spacing of six bar diameters.
Exception: Subject to the approval of the building offi-
cial, required clearances shall be reduced where it is
demonstrated by preconstruction tests that adequate en-
casement of the bars used in the design will be achieved.
1914.4.3 Splices. Lap splices of reinforcing bars shall uti-
lize the noncontact lap splice method with a minimum clear-
ance of 2 inches (51 mm) between bars. The use of contact
lap splices necessary for support of the reinforcing is per-
mitted when approved by the building official, based on sat-
isfactory preconstruction tests that show that adequate
encasement of the bars will be achieved, and provided that
the sphce is oriented so that a plane through the center of the
spliced bars is perpendicular to the surface of the shotcrete.
1914.4.4 Spirally tied columns. Shotcrete shall not be ap-
plied to spirally tied columns.
1914.5 Preconstruction tests. When required by the building
official, a test panel shall be shot, cured, cored or sawn, exam-
ined and tested prior to commencement of the project. The
sample panel shall be representative of the project and simulate
job conditions as closely as possible. The panel thickness and
reinforcing shall reproduce the thickest and most congested
area specified in the structural design. It shall be shot at the
same angle, using the same nozzleman and with the same con-
crete mix design that will be used on the project. The equip-
ment used in preconstruction testing shall be the same
equipment used in the work requiring such testing, unless sub-
stitute equipment is approved by the building official.
1914.6 Rebound. Any rebound or accumulated loose aggre-
gate shall be removed from the surfaces to be covered prior to
placing the initial or any succeeding layers of shotcrete. Re-
bound shall not be used as aggregate.
1914.7 Joints. Except where permitted herein, unfinished
work shall not be allowed to stand for more than 30 minutes un-
less edges are sloped to a thin edge. For structural elements that
will be under compression and for construction joints shown on
the approved construction documents, square joints are permit-
ted. Before placing additional material adjacent to previously
applied work, sloping and square edges shall be cleaned and
wetted.
1914.8 Damage.* In-place shotcrete that exhibits sags, sloughs,
segregation, honeycombing, sand pockets or other obvious de-
fects shall be removed and replaced. Shotcrete above sags and
sloughs shall be removed and replaced while still plastic.
1914.9 Curing. During the curing periods specified herein,
shotcrete shall be maintained above 40°F (4°C) and in moist
condition.
1914.9.1 Initial curing. Shotcrete shall be kept continu-
ously moist for 24 hours after shotcreting is complete or
shall be sealed with an approved curing compound.
1914.9.2 Final curing. 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.
1914.9.3 Natural curing. Natural curing shall not be used
in lieu of that specified in this section unless the relative hu-
midity remains at or above 85 percent, and is authorized by
the registered design professional and approved by the
building official.
1914.10 Strengtlh tests. Strength tests for shotcrete shall be
made by an approved agency on specimens that are representa-
tive of the work and which have been water soaked for at least
24 hours prior to testing. When the maximum-size aggregate is
larger than Vg inch (9.5 mm), specimens shall consist of not less
than three 3 -inch-diameter (76 mm) cores or 3-inch (76 mm)
cubes. When the maximum-size aggregate is Vg inch (9.5 mm)
or smaller, specimens shall consist of not less than 2-inch-di-
ameter (51 mm) cores or 2-inch (51 mm) cubes.
D.l Sampling. Specimens shall be taken from the
in-place work or from test panels, and shall be taken at least
once each shift, but not less than one for each 50 cubic yards
(38.2 m^) of shotcrete.
1914.10.2 Panel criteria. When the maximum-size aggre-
gate is larger than Vg inch (9.5 mm), the test panels shall have
minimum dimensions of 1 8 inches by 1 8 inches (457 mm by
457 mm). When the maximum size aggregate is % inch (9.5
mm) or smaller, the test panels shall have minimum dimen-
sions of 12 inches by 12 inches (305 mm by 305 mm).
Panels shall be shot in the same position as the work, during
the course of the work and by the nozzlemen doing the work.
The conditions under which the panels are cured shall be the
same as the work.
[).3 Acceptance criteria. The average compressive
strength of three cores from the in-place work or a single test
panel shall equal or exceed 0.85/'^ with no single core less
than 0.75 / \. The average compressive strength of three
cubes taken from the in-place work or a single test panel
shall equal or exceed /'^ with no individual cube less than
0.88/'^. To check accuracy, locations represented by erratic
core or cube strengths shall be retested.
SECTION 1915
REIMFORCED GYPSUM CONCRETE
1915.1 General. Reinforced gypsum concrete shall comply
with the requirements of ASTM C 317 and ASTM C 956.
1915.2 Minimum thickness. The minimum thickness of rein-
forced gypsum concrete shall be 2 inches (5 1 mm) except the
minimum required thickness shall be reduced to 1 ^1^ inches (38
mm), provided the following conditions are satisfied:
1. The overall thickness, including the formboard, is not
less than 2 inches (51 mm).
2. The clear span of the gypsum concrete between supports
does not exceed 33 inches (838 mm).
3. Diaphragm action is not required.
4. The design hve load does not exceed 40 pounds per
square foot (psf) (1915 Pa).
2003 INTERNATIONAL BUILDING CODE®
CONCRETE
C©WCRETE=FDLLED PIPE COLUGiWS
1916.1 GemeraL Concrete-filled pipe columns shall be manu-
factured from standard, extra-strong or double-extra-strong
steel pipe or tubing that is filled with concrete so placed and
manipulated as to secure maximum density and to ensure com-
plete filling of the pipe without voids.
1916.2 Desigmi. The safe supporting capacity of concrete-filled
pipe columns shall be computed in accordance with the ap-
proved rules or as determined by a test.
1916.3 Commectionns. 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 con-
nections, the integrity of the shell shall be restored by welding
to ensure hooping action of the composite section.
1916.4 MeSimirorceiniiieett, To increase the safe load-supporting
capacity of concrete-filled pipe columns, the steel reinforce-
ment shall be in the form of rods, structural shapes or pipe em-
bedded in the concrete core with sufficient clearance to ensure
the composite action of the section, but not nearer than 1 inch
(25 mm) to the exterior steel shell. Structural shapes used as re-
inforcement shall be milled to ensure bearing on cap and base
plates.
1916.5 Fnre=re§nstaEce=raltnmg protectDomio Pipe columns shall
be of such size or so protected as to develop the required fire-re-
sistance ratings specified in Table 601. Where an outer steel
shell is used to enclose the fire-resistant covering, the shell
shall not be included in the calculations for strength of the col-
umn section. The minimum diameter of pipe columns shall be 4
inches (102 mm) except that in structures of Type V construc-
tion not exceeding three stories or 40 feet (12 192 mm) in
height, pipe columns used in the basement and as secondary
steel members shall have a minimum diameter of 3 inches (76
nam).
1916.6 Approvals. Details of column connections and sphces
shall be shop fabricated by approved methods and shall be ap-
proved only after tests in accordance with the approved rules.
Shop-fabricated concrete-filled pipe columns shall be in-
spected by the building official or by an approved representa-
tive of the manufacturer at the plant.
2003 INTEeMATDONAL BUDLDIMG CODE®
404 2003 INTERNATIONAL BUILDING CODE®
OHAPTi
ALUli!
n
ol Scope. This chapter shall govern the quality, design,
fabrication and erection of aluminum.
2iII02ol General. Aluminum used for structural purposes in
buildings and structures shall comply with AA ASM 35 and
Parts 1-A and 1-B of the Aluminum Design Manual. The nomi-
nal loads shall be the minimum design loads required by Chap-
ter 16.
1003 INTERNATIOMAL BUILD8NG CODE® 405
406 2003 l^aTERNATIONAL BUILDING CODE®
CHAPTER 21
MASOMRY
«
2IOI0I Scope, This chapter shall govern the materials, design,
construction and quality of masonry.
jm methods. Masonry shall comply with the provi-
sions of one of the following design methods in this chapter as
well as the requirements of Sections 2101 through 2104. Ma-
sonry designed by the working stress design provisions of Sec-
tion 2101.2.1, the strength design provisions of Section
2101.2.2 or the prestressed masonry provisions of Section
2101.2.3 shall comply with Section 2105.
2101.2.1 Workimg stress desngm. Masonry designed by the
working stress design method shall comply with the provi-
sions of Sections 2106 and 2107.
_ Ih deslgmi. Masonry designed by the
strength design method shall comply with the provisions of
Sections 2106 and 2108.
2101o2o3 Prestressed masomry. Prestressed masonry shall
be designed in accordance with Chapters 1 and 4 of ACI
530/ASCE 5/TMS 402 and Section 2106. Special inspec-
tion during construction shall be provided as set forth in
Section 1704.5.
desigE. Masonry designed by the em-
pirical design method shall comply with the provisions of
Sections 2106 and 2109 or Chapter 5 of ACI 530/ASCE
5/TMS 402.
2101.2.5 Glass masomry. Glass masonry shall comply with
the provisions of Section 21 10 or with the requirements of
Chapter 7 of ACI 530/ASCE 5/TMS 402.
2101.2.6 Masomry vemeer. Masonry veneer shall comply
with the provisions of Chapter 14.
The construction docu-
ments shall show all of the items required by this code includ-
ing 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 structural elements.
4. Provisions for dimensional changes resulting from elas-
tic deformation, creep, shrinkage, temperature and mois-
ture.
2101.3.1 Fireplace drawmgs. The construction documents
shall describe in sufficient detail the location, size and con-
struction of masonry fireplaces. The thickness and charac-
teristics of materials and the clearances from walls,
partitions and ceilings shall be clearly indicated.
DEFIWmOMS AMD MOTMDOMS
2102,1 Gemeral. The following words and terms shall, for the
purposes of this chapter and as used elsewhere in this code,
have the meanings shown herein.
ADOBE CONSTRUCTION. Construction in which the exte-
rior load-bearing and nonload-bearing walls and partitions are
of unfired clay masonry units, and floors, roofs and interior
framing are wholly or partly of wood or other approved materi-
als.
1, Unfired clay masonry units to which ad-
mixtures, such as emulsified asphalt, are added during the
manufacturing process to limit the units' water absorption
so as to increase their durability.
Adobe, eestabilked, Unfired clay masonry units that do
not meet the definition of "Adobe, stabilized."
Metal rod, wire or strap that secures masonry to its
structural support.
ARCHITECTURAL TERRA COTTA. Plain or ornamental
hard-burned modified clay units, larger in size than brick, with
glazed or unglazed ceramic finish.
L The area of the surface of a masonry unit that is in
contact with mortar in the plane of the joint.
Gross cross-sectnoiial. The area delineated by the
out-to-out specified dimensions of masonry in the plane un-
der consideration.
cross-sectiomal. The area of masonry units, grout and
mortar crossed by the plane under consideration based on
out-to-out specified dimensions.
INT. The horizontal layer of mortar on which a ma-
sonry unit is laid.
BOND BEAM. A horizontal grouted element within masonry
in which reinforcement is embedded.
r. The adhesion between steel rein-
forcement and mortar or grout.
Calcimm silicate (sand lime brick), A masonry unit made
of sand and lime.
A masonry unit made of clay or shale, usu-
ally formed into a rectangular prism while in the plastic state
and burned or fired in a kiln.
Comcrete. A masonry unit having the approximate shape of
a rectangular prism and composed of inert aggregate parti-
cles embedded in a hardened cementitious matrix.
^SS, A projecting part of a masonry wall built inte-
grally therewith to provide lateral stability.
2003 BNTERNATBOMAL BUILDIIWG CODE®
407
WIASOMRY
CAST STONE. A building stone manufactured from portland
cement concrete precast and used as a trim, veneer or facing on
or in buildings or structures.
CELL. A void space having a gross cross-sectional area
greater than 1 '/2 square inches (967 mm^).
CHIMNEY. A primarily vertical enclosure containing one or
more passageways for conveying flue gases to the outside at-
mosphere.
CHIMNEY TYPES.
High-heat appliance type. An approved chimney for re-
moving the products of combustion from fuel-burning,
high-heat appliances producing combustion gases in excess
of 2,000°F (1093°C) measured at the apphance flue outlet
(see Section 2113.11.3).
Low-heat appliance type. An approved chimney for re-
moving the products of combustion from fuel-burning,
low-heat appliances producing combustion gases not in ex-
cess of 1 ,000°F (538°C) under normal operating conditions,
but capable of producing combustion gases of 1,400°F
(760°C) during intermittent forces firing for periods up to 1
hour. Temperatures shall be measured at the appliance flue
outlet.
Masonry type. A field-constructed chimney of solid ma-
sonry units or stones.
Medium-heat appliance type. An approved chimney for
removing the products of combustion from fuel-burning,
medium-heat appliances producing combustion gases not
exceeding 2,000°F (1093°C) measured at the appliance flue
outlet (see Section 2113.11.2).
CLEANOUT. An opening to the bottom of a grout space of
sufficient size and spacing to allow the removal of debris.
COLLAR JOINT. Vertical longitudinal joint between wythes
of masonry or between masonry and backup construction that
is permitted to be filled with mortar or grout.
COLUMN, MASONRY. An isolated vertical member whose
horizontal dimension measured at right angles to its thickness
does not exceed three times its thickness and whose height is at
least four times its thickness.
COMPOSITE ACTION. Transfer of stress between compo-
nents of a member designed so that in resisting loads, the com-
bined components act together as a single member.
COMPOSITE MASONRY. Multiwythe masonry members
acting with composite action.
COMPRESSIVE STRENGTH OF MASONRY. Maximum
compressive force resisted per unit of net cross-sectional area
of masonry, determined by the testing of masonry prisms or a
function of individual masonry units, mortar and grout.
CONNECTOR. A mechanical device for securing two or
more pieces, parts or members together, including anchors,
wall ties and fasteners.
COVER. Distance between surface of reinforcing bar and
edge of member.
DIAPHRAGM. A roof or floor system designed to transmit
lateral forces to shear walls or other lateral-load-resisting ele-
ments.
DIMENSIONS.
Actual. The measured dimension of a masonry unit or ele-
ment.
Nominal, A dimension equal to a specified dimension plus
an allowance for the joints with which the units are to be
laid. Thickness is given first, followed by height and then
length.
Specified. The dimensions specified for the manufacture or
construction of masonry, masonry units, joints or any other
component of a structure.
EFFECTIVE HEIGHT. For braced members, the effective
height is the clear height between lateral supports and is used
for calculating the slendemess ratio. The effective height for
unbraced members is calculated in accordance with engineer-
ing mechanics.
FIREPLACE. A hearth and fire chamber or similar prepared
place in which a fire may be made and which is built in conjunc-
tion with a chimney.
FIREPLACE THROAT. The opening between the top of the
firebox and the smoke chamber.
GROUTED MASONRY.
Grouted hollow-unit masonry. That form of grouted ma-
sonry construction in which certain designated cells of hol-
low units are continuously filled with grout.
Grouted multiwythe masonry. That form of grouted ma-
sonry construction in which the space between the wythes is
solidly or periodically filled with grout.
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 build-
ing units or materials of clay, shale, concrete, glass, gypsum,
stone or other approved units bonded together with or without
mortar or grout or other accepted method of joining.
Ashlar masonry. Masonry composed of various sized rect-
angular units having sawed, dressed or squared bed sur-
faces, properly bonded and laid in mortar.
Coursed ashlar. Ashlar masonry laid in courses of stone of
equal height for each course, although different courses
shall be permitted to be of varying height.
Glass unit masonry. Nonload-bearing masonry composed
of glass units bonded by mortar.
Plain masonry. Masonry in which the tensile resistance of
the masonry is taken into consideration and the effects of
stresses in reinforcement are neglected.
408
2003 iNTERNATIONAL BUILDING CODE®
o
r. Ashlar masonry laid in courses of stone set
without continuous joints and laid up without drawn pat-
terns. When composed of material cut into modular heights,
discontinuous but aligned horizontal joints are discernible.
Meimforced masomry. Masonry construction in which rein-
forcement acting in conjunction with the masonry is used to
resist forces.
Solid masoery. Masonry consisting of solid masonry units
laid contiguously with the joints between the units filled
with mortar.
UNITo Brick, tile, stone, glass block or concrete
block conforming to the requirements specified in Section
2103.
A building unit larger in size than a brick, composed
of burned clay, shale, fired clay or mixtures thereof.
A building unit or block larger in size than 12
inches by 4 inches by 4 inches (305 mm by 102 mm by 102
mm) made of cement and suitable aggregates.
¥o A masonry unit whose net cross-sectional area in
any plane parallel to the load-bearing surface is less than 75
percent of its gross cross-sectional area measured in the
same plane.
L A masonry unit whose net cross-sectional area in ev-
ery plane parallel to the load-bearing surface is 75 percent or
more of its gross cross-sectional area measured in the same
plane.
MEAN DAILY TEMPERATUMEo The average daily tem-
perature of temperature extremes predicted by a local weather
bureau for the next 24 hours.
ITARo A plastic mixture of approved cementitious mate-
rials, fine aggregates and water used to bond masonry or other
structural units.
MOMTAR, SURFACE-BONDING, A mixture to bond con-
crete masonry units that contains hydraulic cement, glass fiber
reinforcement with or without inorganic fillers or organic mod-
ifiers and water.
PLASTIC HINGEo The zone in a structural member in which
the yield moment is anticipated to be exceeded under loading
combinations that include earthquakes.
PMESTRESSED MASONRY, Masonry in which internal
stresses have been introduced to counteract potential tensile
stresses in masonry resulting from applied loads.
vl. An assemblage of masonry units and mortar with or
without grout used as a test specimen for determining proper-
ties of the masonry.
RUBBLE MASONRY, Masonry composed of roughly shaped
stones.
Masonry composed of roughly shaped
stones fitting approximately on level beds and well bonded.
Masonry composed of roughly shaped
stones laid without regularity of coursing but well bonded
and fitted together to form well-divided joints.
Masonry composed of un-
squared field stones laid without regularity of coursing but
well bonded.
h The placement of masonry units such that
head joints in successive courses are horizontally offset at least
one-quarter the unit length.
SHEAR WALL,
A masonry shear wall
designed to resist lateral forces neglecting stresses in rein-
forcement, and designed in accordance with Section
2106.1.1.
Intermediate prestressed masomry slhear wall, A pre-
stressed masonry shear wall designed to resist lateral forces
considering stresses in reinforcement, and designed in ac-
cordance with Section 2106.1.1.2.
A masonry
shear wall designed to resist lateral forces considering
stresses in reinforcement, and designed in accordance with
Section 2106.1.1.
Ordimary planm masemry shear wall. A masonry shear
wall designed to resist lateral forces neglecting stresses in
reinforcement, and designed in accordance with Section
2106.1.1.
Ordluiary plane prestressed masonry shear wall, A pre-
stressed masonry shear wall designed to resist lateral forces
considering stresses in reinforcement, and designed in ac-
cordance with Section 2106.1.1.1.
1. A masonry
shear wall designed to resist lateral forces considering
stresses in reinforcement, and designed in accordance with
Section 2106.1.1.
1, A prestressed
masonry shear wall designed to resist lateral forces consid-
ering stresses in reinforcement and designed in accordance
with Section 2106.1.1.3 except that only grouted, laterally
restrained tendons are used.
Special rennlForced masonry shear wall. A masonry shear
wall designed to resist lateral forces considering stresses in
reinforcement, and designed in accordance with Section
2106.1.1.
SHELL, The outer portion of a hollow masonry unit as placed
in masonry.
SPECIFIED, Required by construcfion documents.
SPECIFIED COMPRESSIVE STRENGTH OF MA=
SONRY, / '„. Minimum compressive strength, expressed as
force per unit of net cross-sectional area, required of the ma-
sonry used in construction by the construction documents, and
upon which the project design is based. Whenever the quantity
f'^ is under the radical sign, the square root of numerical value
only is intended and the result has units of pounds per square
inch (psi) (Mpa).
STACK BOND. The placement of masonry units in a bond
pattern is such that head joints in successive courses are verti-
cally aligned. For the purpose of this code, requirements for
2003 INTERNATIONAL BUILODNG CODE®
MASONRY
stack bond shall apply to masonry laid in other than running
bond.
STONE MASONRY. Masonry composed of field, quarried or
cast stone units bonded by mortar.
Ashlar stone masonry. Stone masonry composed of rect-
angular units having sawed, dressed or squared bed surfaces
and bonded by mortar.
Rubble stone masonry. Stone masonry composed of irreg-
ular-shaped units bonded by mortar.
STRENGTH.
Design strength. Nominal strength multiplied by a strength
reduction factor.
Nominal strength. Strength of a member or cross section
calculated in accordance with these provisions before appli-
cation of any strength-reduction factors.
Required strength. Strength of a member or cross section
required to resist factored loads.
TIE, LATERAL. Loop of reinforcing bar or wire enclosing
longitudinal reinforcement.
TIE, WALL, A 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 or other ce-
ramic 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 characteris-
tics.
TILE, STRUCTURAL CLAY. A hollow masonry unit com-
posed of burned clay, shale, fire clay or mixture thereof, and
having parallel cells.
WALL. A vertical element with a horizontal length-to-thick-
ness ratio greater than three, used to enclose space.
Cavity wall. A wall built of masonry units or of 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 bonded together, one forming the
backup and the other forming the facing elements.
Dry-stacked, surface-bonded waDls. A wall built of con-
crete 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.
Masonry-bonded hollow wall. A wall built of masonry
units so arranged as to provide an airspace within the wall,
and in which the facing and backing of the wall are bonded
together with masonry units.
Parapet wall. The part of any wall entirely above the roof
line.
WEB. An interior solid portion of a hollow masonry unit as
placed in masonry.
WYTHE. Each continuous, vertical section of a wall, one ma-
sonry unit in thickness.
NOTATIONS.
A„ = Net cross-sectional area of masonry, square inches
(mm^).
b = Effective width of rectangular member or width of
flange for T and I sections, inches (mm).
di, = Diameter of reinforcement, inches (mm).
f, = Modulus of rupture, psi (MPa).
fy = Specified yield stress of the reinforcement or the an-
chor bolt, psi (MPa).
/^ = Specified compressive strength of masonry at age of 28
days, psi (MPa).
K = The lesser of the masonry cover, clear spacing between
adjacent reinforcement, or five times <i^, inches (mm).
L^ = Distance between supports, inches (mm).
L„ = Length of wall, inches (mm).
Ij = Required development length of reinforcement, inches
(mm).
/^^ = Embedment length of reinforcement, inches (mm).
P^ - Weight of wall tributary to section under consideration,
pounds (N).
t = Specified wall thickness dimension or the least lateral
dimension of a column, inches (mm).
V„ = Nominal shear strength, pounds (N).
V„ = Required shear strength due to factored loads, pounds
(N).
W = Wind load, or related internal moments in forces.
y = Reinforcement size factor.
p„ = Ratio of distributed shear reinforcement on plane per-
pendicular to plane of A^^^.
Pmax = Maximum reinforcement ratio.
(|) = Strength reduction factor.
SECTION 2103
MIASONRY CONSTRUCTION MATERIALS
2103.1 Concrete masonry units. Concrete masonry units
shall conform to the following standards: ASTM C 55 for con-
crete brick; ASTM C 73 for calcium sihcate face brick; ASTM
C 90 for load-bearing concrete masonry units or ASTM C 744
for prefaced concrete and calcium silicate masonry units.
2103.2 Clay or shale masonry units. Clay or shale masonry
units shall conform to the following standards: ASTM C 34 for
structural clay load-bearing wall tile; ASTM C 56 for structural
clay nonload-bearing wall tile; ASTM C 62 for building brick
(solid masonry units made from clay or shale); ASTM C 1088
for solid units of thin veneer brick; ASTM C 126 for ce-
ramic-glazed structural clay facing tile, facing brick and solid
masonry units; ASTM C 212 for structural clay facing tile;
ASTM C 216 for facing brick (solid masonry units made from
•
2003 SNTERNATiONAL BUILDING CODE®
lASOMRY
clay or shale) and ASTM C 652 for hollow brick (hollow ma-
sonry units made from clay or shale).
mi Structural clay tile for nonstructural use in fire-
proofing of structural members and in wall furring shall not
be required to meet the compressive strength specifications.
The fire-resistance rating shall be determined in accordance
with ASTM E 1 19 and shall comply with the requirements
of Table 602.
2103.3 Stone masonry ainits. Stone masonry units shall con-
form to the following standards: ASTM C 503 for marble
building stone (exterior): ASTM C 568 for limestone building
stone; ASTM C 615 for granite building stone; ASTM C 616
for sandstone building stone or ASTM C 629 for slate building
stone.
le. Ceramic tile shall be as defined in, and
shall conform to the requirements of, ANSI A137.1.
2103.5 Glass emit masomry. Hollow glass units shall be par-
tially evacuated and have a minimum average glass face thick-
ness of V,6 inch (4.8 mm). Solid glass-block units shall be
provided when required. The surfaces of units intended to be
in contact with mortar shall be treated with a polyvinyl butyral
coating or latex-based paint. Reclaimed units shall not be
used.
2103.6 Second-hand uinlts. Second-hand masonry units shall
not be reused unless they conform to the requirements of new
units. The units shall be of whole, sound materials and free
from cracks and other defects that will interfere with proper
laying or use. Old mortar shall be cleaned from the unit before
reuse.
2103.7 Mortar. Mortar for use in masonry construction shall
conform to ASTM C 270 and shall conform to the proportion
specifications of Table 2103.7(1) or the property specifications
of Table 2103.7(2). Type S or N mortar shall be used for glass
unit masonry. The amount of water used in mortal* for glass unit
masonry shall be adjusted to account for the lack of absorption.
Retempering of mortar for glass unit masonry shall not be per-
mitted after initial set. Unused mortar shall be discarded within
2V2 hours after initial mixing except that unused mortar for
glass unit masonry shall be discarded within 1 V2 hours after ini-
tial mixing.
ig mortar. Surface-bonding mortar
shall comply with ASTM C 887. Surface bonding of concrete
masonry units shall comply with ASTM C 946.
»r ceramic wail and floor tile, Portland ce-
ment mortars for installing ceramic wall and floor tile shall
comply with ANSI A108. 1 A and ANSI A108.1B and be of the
compositions indicated in Table 2103.9.
TABLE 2103.7(1)
MORTAR
TYPE
PROPORTIONS BY VOLUME (cementitious materials)
HYDRATED LIME®
OR LIME PUTTY
AGGREGATE
MEASURED IN A
DAMP, LOOSE
CONDITION
Portland cement^
or blended
cemens''
Masoniry cement*^
Mortar cement^
M
S
H
M
S
N
Cement-lime
M
S
N
1
1
1
1
—
—
—
—
—
—
V4
over V4 to V2
over V2 to IV4
overl'/4to2V2
Not less than 2^/4
and not more than 3
times the sum of the
separate volumes of
cementitious
materials
Mortar
cement
M
M
S
S
N
1
V2
—
—
—
1
1
1
1
1
1
—
Masonry
cement
M
M
S
S
N
1
1
1
1
1
1
1
—
—
—
—
a. Portland cement conforming to the requirements of ASTM C 150.
b. Blended cement conforming to the requirements of ASTM C 595.
c. Masonry cement conforming to the requirements of ASTM C 91.
d. Mortar cement conforming to the requirements of ASTM C 1329.
e. Hydrated lime conforming to the requirements of ASTM C 207.
2003 BMTERiSSATIOMAL BUILDSWG CODE®
flASO^SRY
TABLE 2103.7(2)
TORMR PROPERTIES^
WIORTAR
TYPE
AVERAGE compressive"
STRENGTH AT 28 DAYS
minimum (psi)
WATER RETENTION
minimum (%)
AIR CONTENT
maximum (%)
Cement-lime
M
S
N
O
2,500
1,800
750
350
75
75
75
75
12
12
14c
14c
Mortar cement
M
S
N
2,500
1,800
750
350
75
75
75
75
12
12
14c
14c
Masonry cement
M
S
N
2,500
1,800
750
350
75
75
75
75
18
18
20*1
20^*
For SI: 1 inch = 25.4 mm, 1 pound per square inch = 6.895 kPa.
a. This aggregate ratio (measured in damp, loose condition) shall not be less than 2^/^ and not more than 3 times the sum of the separate volumes of cementitious materials.
b. Average of three 2-inch cubes of laboratory-prepared mortar, in accordance with ASTM C 270.
c. When structural reinforcement is incorporated in cement-lime or mortar cement mortars, the maximum air content shall not exceed 12 percent.
d. When structural reinforcement is incorporated in masonry cement mortar, the maximum air content shall not exceed 18 percent.
TABLE 2103.9
CERAWiJC T8LE WiORTAR COWIPOSmOiMS
LOCATION
iViORTAR
coiviPOsmoN
Walls
Scratchcoat
1 cement; Vg hydrated lime;
4 dry or 5 damp sand
Setting bed and
leveling coat
1 cement; V2 hydrated lime;
5 damp sand to 1 cement
1 hydrated lime, 7 damp sand
Floors
Setting bed
1 cement; '/,o hydrated lime;
5 dry or 6 damp sand; or 1
cement; 5 dry or 6 damp sand
Ceilings
Scratchcoat and
sand bed
1 cement; Vj hydrated lime;
2'/2 dry sand or 3 damp sand
2103.9.1 Dry-set portland cement mortars. Premixed
prepared portland cement mortars, which require only the
addition of water and are used in the installation of ceramic
tile, shall comply with ANSI A 11 8.1. The shear bond
strength for tile set in such mortar shall be as required in ac-
cordance with ANSI Al 1 8. 1 . Tile set in dry-set portland ce-
ment mortar shall be installed in accordance with ANSI
A108.5.
2103.9.2 Electrically coedmctlve dry-set mortars. Pre-
mixed prepared portland cement mortars, which require
only the addition of water and comply with ANSI All 8.2,
shall be used in the installation of electrically conductive ce-
ramic tile. Tile set in electrically conductive dry-set mortar
shall be installed in accordance with ANSI A 108.7.
2103.9.3 Latex=modIfied portland cement mortar. La-
tex-modified portland cement thin-set mortars in which la-
tex is added to dry-set mortar as a replacement for all or part
of the gauging water that are used for the installation of ce-
ramic tile shall comply with ANSI A118.4. Tile set in la-
tex-modified portland cement shall be installed in accor-
dance with ANSI A 108. 5.
2103.9.4 Epoxy mortar. Ceramic tile set and grouted with
chemical-resistant epoxy shall comply with ANSI Al 18.3.
Tile set and grouted with epoxy shall be installed in accor-
dance with ANSI A 108.6.
2103.9.5 Fiiran mortar and grout. Chemical-resistant
furan mortar and grout that are used to install ceramic tile
shall comply with ANSI Al 18.5. Tile set and grouted with
furan shall be installed in accordance with ANSI A 108.8.
epoxy-emulsion mortar and grout.
Modified epoxy-emulsion mortar and grout that are used to
install ceramic tile shall comply with ANSI Al 18.8. Tile set
and grouted with modified epoxy-emulsion mortar and
grout shall be installed in accordance with ANSI A108.9.
2103.9.7 Organic adhesives. Water-resistant organic adhe-
sives used for the installation of ceramic tile shall comply
with ANSI A 1 36. 1 . The shear bond strength after water im-
mersion shall not be less than 40 psi (275 kPa) for Type I ad-
hesive, and not less than 20 psi (138 kPa) for Type II
adhesive, when tested in accordance with ANSI A 136.1.
Tile set in organic adhesives shall be installed in accordance
with ANSI A108.4.
2103.9.8 Portland cement grouts. Portland cement grouts
used for the installation of ceramic tile shall comply with
ANSI Al 18.6. Portland cement grouts for tile work shall be
installed in accordance with ANSI A108.10.
Grout shall conform to Table 2103.10 or to
ASTM C 476. When grout conforms to ASTM C 476, the grout
shall be specified by proportion requirements or property re-
quirements.
2003 INTERNATIONAL BUILDING CODE®
TABLE 2103.10
GROUT PROPORTIONS BY VOLUME FOR
TYPE
PARTS BY
VOLUME OF
PORTLAND
CEMENT OR
BLENDED
CEMENT
PARTS BY
VOLUME OF
HYDRATED
LIME OR
LIME PUTTY
AGGREGATE, MEASURED IN A
DAMP, LOOSE CONDITION
Fine
Coarse
Fine
grout
1
0-'/,o
27^-3 times the sum
of the volumes of
the cementitious
materials
—
Coarse
grout
1
0-'/,o
27^-3 times the sum
of the volumes of
the cementitious
materials
1-2 times the sum
of the volumes of
the cementitious
materials
accessories. Metal rein-
forcement and accessories shall conform to Sections 2 103 . 11 . 1
through 2103.1 1.7.
2103oll.l Deformed retnforcleg bars» Deformed reinforc-
ing bars shall conform to one of the following standards:
ASTM A 615 for deformed and plain billet-steel bars for
concrete reinforcement; ASTM A 706 for low-alloy steel
deformed bars for concrete reinforcement; ASTM A 767 for
zinc-coated reinforcing steel bars; ASTM A 775 for ep-
oxy-coated reinforcing steel bars and ASTM A 996 for rail
steel and axle steel deformed bars for concrete reinforce-
ment.
Joint reinforcement shall
comply with ASTM A 951. The maximum spacing of
crosswires in ladder- type joint reinforcement and of point of
connection of cross wires to longitudinal wires of truss-type
reinforcement shall be 16 inches (400 mm).
2103oll.3 Deformed reieforcmg wire. Deformed reinforc-
ing wire shall conform to ASTM A 496.
2W3AIA Wire fabric. Wire fabric shall conform to ASTM
A 185 for plain steel- welded wire fabric for concrete rein-
forcement or ASTM A 496 for welded deformed steel wire
fabric for concrete reinforcement.
2MI3.11.S Anchors, ties amd accessories. Anchors, ties and
accessories shall conform to the following standards:
ASTM A 36 for structural steel; ASTM A 82 for plain steel
wire for concrete reinforcement; ASTM A 185 for plain
steel- welded wire fabric for concrete reinforcement; ASTM
A 167, Type 304, for stainless and heat-resisting chro-
mium-nickel steel plate, sheet and strip and ASTM A 366
for cold-rolled carbon steel sheet, commercial quality.
2103.11.6 Prestressimig temdoims, Prestressing tendons shall
conform to one of the following standards:
a. Wire ASTM A 421
b. Low-relaxation wire . . ASTM A 421
c. Strand ASTM A 416
d. Low-relaxation strand. . ASTM A 416
e. Bar ASTM A 722
Excepitnoiniss
1. Wire, strands and bars not specifically listed in
ASTM A 421, ASTM A 416 or ASTM A 722 are
permitted, provided they conform to the minimum
requirements in ASTM A 421, ASTM A 416, or
ASTM A 722 and are approved by the architect/en-
gineer.
Bars and wires of less than 150 kips per square inch
(ksi) (1034 MPa) tensile strength and conforming
to ASTM A 82, ASTM A 510, ASTM A 615,
ASTM A 616, ASTM A 996 or ASTM A 706/A
706 M are permitted to be used as prestressed ten-
dons provided that:
2.1. The stress relaxation properties have been
assessed by tests according to ASTM E
328 for the maximum permissible stress in
the tendon.
2.2. Other nonstress-related requirements of
ACI 530/ASCE 5/TMS 402, Chapter 4, ad-
dressing prestressing tendons are met.
2103.11.7 Corrosiom protection. Corrosion protection for
prestressing tendons, prestressing anchorages, couplers and
end block shall comply with the requirements of ACI
530.1/ASCE 6/TMS 602, Article 2.4G. Cortosion protec-
tion for carbon steel accessories used in exterior wall con-
struction or interior walls exposed to a mean relative
humidity exceeding 75 percent shall comply with either
Section 2103.11.7.1 or 2103.11.7.2. Corrosion protection
for carbon steel accessories used in interior walls exposed to
a mean relative humidity equal to or less than 75 percent
shall comply with either Section 2103.11.7.1, 2103.11.7.2
or 2103.11.7.3.
2103.11.7.1 Hot-dipped galvaeized. Apply a
hot-dipped galvanized coating after fabrication as fol-
lows:
1,
For joint reinforcement, wall ties, anchors and in-
serts, apply a minimum coating of 1 .5 ounces per
square foot (psf) (458 g/m^) complying with the re-
quirements of ASTM A 153, Class B.
For sheet metal ties and sheet metal anchors, com-
ply with the requirements of ASTM A 1 53, Class B .
For steel plates and bars, comply with the require-
ments of either ASTM A 123 or ASTM A 153,
Class B.
2103.11.7.2 Epoxy coatirngs. Carbon steel accessories
shall be epoxy coated as follows:
1. For joint reinforcement, comply with the require-
ments of ASTM A 884 Class B, Type 2-18 mils
(457//m).
2. For wire ties and anchors, comply with the require-
ments of ASTM A 899 Class C —20 mils (SOS/jm).
3. For sheet metal ties and anchors, provide a mini-
mum thickness of 20 mils (508^m) or in accor-
dance with the manufacturer's specification.
Apply a mill galvanized
2103.11.7.3
coating as follows:
1. For joint reinforcement, wall ties, anchors and in-
serts, apply a minimum coating of 0.1 ounce psf
2003
1AS0NRY
(Slg/m^) complying with the requirements of
ASTMA641.
2. For sheet metal ties and sheet metal anchors, apply
a minimum coating complying with Coating Des-
ignation G-60 according to the requirements of
ASTM A 653.
3. For anchor bolts, steel plates or bars not exposed to
the earth, weather or a mean relative humidity ex-
ceeding 75 percent, a coating is not required.
2103.11.8 Tests. Where unidentified reinforcement is ap-
proved for use, not less than three tension and three bending
tests shall be made on representative specimens of the rein-
forcement from each shipment and grade of reinforcing
steel proposed for use in the work.
SECTION 2104
CONSTRUCTION
2104.1 Masonry construction. Masonry construction shall
comply with the requirements of Sections 2104.1.1 through
2104.5 and with ACI 530.1/ASCE 6/TMS 602.
2104.1.1 Tolerances. Masonry, except masonry veneer,
shall be constructed within the tolerances specified in ACI
530.1/ASCE 6/TMS 602.
2104.1.2 Placing mortar and units. Placement of mortar
and units shall comply with Sections 2104.1.2.1 through
2104.1.2.5.
2104.1.2.1 Bed and head joints. Unless otherwise re-
quired or indicated on the construction documents, 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 V4 inch (6.4 mm)
and not more than V4 inch (19.1 mm).
2104.1.2.1.1 Open-end units. Open-end units with
beveled ends shall be fully grouted. Head joints of
open-end units with beveled ends need not be mor-
tared. The beveled ends shall form a grout key that
permits grouts within Vg inch (15.9 mm) of the face of
the unit. The units shall be tightly butted to prevent
leakage of the grout.
2104.1.2.2 Hollow units. Hollow units shall be placed
such that face shells of bed joints are fully mortared.
Webs shall be fully mortared in all courses of piers, col-
umns, pilasters, in the starting course on foundations
where adjacent cells or cavities are to be grouted, and
where otherwise required. Head joints shall be mortared
a minimum distance from each face equal to the face
shell thickness of the unit.
2104.1.2.3 Solid units. Unless otherwise required or in-
dicated on the construction documents, 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.
2104.1.2.4 Glass unit masonry. Glass units shall be
placed so head and bed joints are filled solidly. Mortar
shall not be furrowed.
Unless otherwise required, head and bed joints of glass
unit masonry shall be V4 inch (6.4 mm) thick, except that
vertical joint thickness of radial panels shall not be less
than Vg inch (3.2 mm). The bed joint thickness tolerance
shall be minus 7,6 inch (1.6 mm) and plus Vg inch (3.2
mm). The head joint thickness tolerance shall be plus or
minus '/g inch (3.2 mm).
2104.1.2.5 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 be removed and relaid in fresh mortar.
2104.1.3 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 '/j inch (12.7
mm). Wire wall ties shall be embedded at least VI2 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.
2104.1.4 Chases and recesses. Chases and recesses shall be
constructed as masonry units are laid. Masonry directly
above chases or recesses wider than 12 inches (305 mm)
shall be supported on hntels.
2104.1.5 Lintels. The design for lintels shall be in accor-
dance with the masonry design provisions of either Section
2107 or 2108. Minimum length of end support shall be 4
inches (102 mm).
2104.1.6 Support on wood. Masonry shall not be supported
on wood girders or other forms of wood construction except
as permitted in Section 2304.12.
2104.1.7 Masonry protection. The top of unfinished ma-
sonry work shall be covered to protect the masonry from the
weather.
2104.1.8 Weep holes. Weep holes provided in the outside
wythe of masonry walls shall be at a maximum spacing of 33
inches (838 mm) on center (o.c). Weep holes shall not be
less than Vj^ inch (4.8 mm) in diameter.
2104.2 Corbeled masonry. The maximum corbeled projection
beyond the face of the wall shall not be more than one-half of
the wall thickness nor one-half the wythe thickness for hollow
walls. The maximum projection of one unit shall neither ex-
ceed one-half the height of the unit nor one-third the thickness
at right angles to the wall.
2104,2.1 Molded cornices. Unless structural support and
anchorage are provided to resist the overturning moment,
the center of gravity of projecting masonry or molded cor-
nices 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 an-
chored in an approved manner.
2104.3 Cold weather construction. The cold weather con-
struction provisions of ACI 530.1/ASCE 6/TMS 602, Article
1 .8 C, or the following procedures shall be implemented when
2003 INTERNATIONAL BUILDING CODE®
•
ii
either the ambient temperature falls below 40°F (4°C) or the
temperature of masonry units is below 40°F (4°C).
21043.1 PreparaMomio
1 . Temperatures of masonry units shall not be less than
20°F (-7°C) when laid in the masonry. Masonry units
containing frozen moisture, visible ice or snow on
their surface shall not be laid.
2. Visible ice and snow shall be removed from the top
surface of existing foundations and masonry to re-
ceive new construction. These surfaces shall be
heated to above freezing, using methods that do not
result in damage.
2104.3o2 Comstrectnoini. The following requirements shall
apply to work in progress and shall be based on ambient
temperature.
2104<,3.2ol ComstructioE reqetrememtts for tempera-
teres toetweem 4®°F (4°C) amd 32°F (0°F). The follow-
ing construction requirements shall be met when the
ambient temperature is between 40°F (4°C) and 32°F
(0°C):
1 . Glass unit masonry shall not be laid.
2. Water and aggregates used in mortar and grout
shall not be heated above MOT (60°C).
3 . Mortar sand or mixing water shall be heated to pro-
duce mortar temperatures between 40°F (4°C) and
120°F (49°C) at the time of mixing. When water
and aggregates for grout are below 32°F(0°C), they
shall be heated.
teres toetweem 32°F (0)°C) amd 2S°F (-4°C)o The re-
quirements of Section 2104.3.2.1 and the following
construction requirements shall be met when the ambient
temperature is between 32°F (0°C) and 25°F (-4°C):
1 . The mortar temperature shall be maintained above
freezing until used in masonry.
2. Aggregates and mixing water for grout shall be
heated to produce grout temperature between 70°F
(21°C) and 120°F (49°C) at the time of mixing.
Grout temperature shall maintained above 70°F
(21°C) at the time of grout placement.
2104.3.2.3 ComstractSoini reqeirememts for tempera-
teres toetweem 25°F (-4°C) amd 2(0)°F (-7°C)o The re-
quirements of Sections 2104.3.2.1 and 2104.3.2.2 and
the following construction requirements shall be met
when the ambient temperature is between 25 °F (-4°C)
and 20°F (-7°C):
1. Masonry surfaces under construction shall be
heated to 40°F (4°C).
2. Wind breaks or enclosures shall be provided when
the wind velocity exceeds 15 miles per hour (mph)
(24 km/h).
3 . Prior to grouting, masonry shall be heated to a min-
imum of 40°F (4°C).
2104.3.2.1, 2104.3.2.2 and 2104.3.2.3 and the following
construction requirement shall be met when the ambient
temperature is below 20°F (-7°C): Enclosures and auxil-
iary heat shall be provided to maintain air temperature
within the enclosure to above 32°F (0°C).
The requirements of this section and
Sections 2104.3.3.1 through 2104.3.3.4 apply after the ma-
sonry is placed and shall be based on anticipated minimum
daily temperature for grouted masonry and anticipated
mean daily temperature for ungrouted masonry.
2104.3.3.1 Glass emit masomry. The temperature of
glass unit masonry shall be maintained above 40°F (4°C)
for 48 hours after construction.
2104.3.3.2 Protectlom reqeirememts for temperatures
toetweem 40°F (4°C) amd 2S°F (=4°C). When the tem-
perature is between 40°F (4°C) and 25°F (-4°C), newly
constructed masonry shall be covered with a weather-re-
sistive membrane for 24 hours after being completed.
3°F (-4°C) amd 20°F (-7°C). When the tem-
perature is between 25°F (-4°C) and 20°F (-7°C), newly
constructed masonry shall be completely covered with
weather-resistive insulating blankets, or equal protec-
tion, for 24 hours after being completed. The time period
shall be extended to 48 hours for grouted masonry, unless
the only cement in the grout is Type III portland cement.
2104.3.3.4 Protectiom reqenrememts for temperateres
toelow 20°F (-7°C). When the temperature is below 20°F
(-7°C), newly constructed masonry shall be maintained
at a temperature above 32°F (0°C) for at least 24 hours
after being completed by using heated enclosures, elec-
tric heating blankets, infrared lamps or other acceptable
methods. The time period shall be extended to 48 hours
for grouted masonry, unless the only cement in the grout
is Type III portland cement.
The hot weather construc-
tion provisions of ACI 530.1/ASCE 6/TMS 602, Article 1.8 D,
or the following procedures shall be implemented when the
temperature or the temperature and wind- velocity limits of this
section are exceeded.
2104,4,1 Preparatioe, The following requirements shall be
met prior to conducting masonry work.
2104,4,1.1 Temperature, When the ambient tempera-
ture exceeds 100°F (38°C), or exceeds 90°F (32°C) with
a wind velocity greater than 8 mph (13 km/h):
1. Necessary conditions and equipment shall be pro-
vided to produce mortar having a temperature be-
low 120°F (49°C).
2. Sand piles shall be maintained in a damp, loose
condition.
20°F (-7°C). The requirements of Sections
IS. When the ambient tem-
perature exceeds 115°F (46°C), or 105°F (40°C) with a
wind velocity greater than 8 mph (13 km/h), the require-
ments of Section 2104.4.1.1 shall be implemented, and
materials and mixing equipment shall be shaded from di-
rect sunlight.
2003 BMTERNATIIOINaAL BUIILDJNG CODE®
MASONRY
2104.4.2 Construction. The following requirements shall
be met while masonry work is in progress.
2104.4.2.1 Temperature. When the ambient tempera-
ture exceeds 100°F (38°C), or exceeds 90°F (32°C) with
a wind velocity greater than 8 mph (13 km/h):
1 . The temperature of mortar and grout shall be main-
tained below 120°F (49°C).
2. Mixers, mortar transport containers and mortar
boards shall be flushed with cool water before they
come into contact with mortar ingredients or mor-
tar.
3. Mortar consistency shall be maintained by retem-
pering with cool water.
4. Mortar shall be used within 2 hours of initial mix-
ing.
2104.4.2.2 Special conditions. When the ambient tem-
perature exceeds 115°F(46°C), or exceeds 105°F(40°C)
with a wind velocity greater than 8 mph ( 1 3 km/h), the re-
quirements of Section 2104.4.2.1 shall be implemented
and cool mixing water shall be used for mortar and grout.
The use of ice shall be permitted in the mixing water
prior to use. Ice shall not be permitted in the mixing water
when added to the other mortar or grout materials.
2104.4.3 Protection. When the mean daily temperature ex-
ceeds 100°F (38°C), or exceeds 90°F (32°C) with a wind ve-
locity greater than 8 mph (13 km/h), newly constructed
masonry shall be fog sprayed until damp at least three times
a day until the masonry is three days old.
2104.5 Wetting of brick. Brick (clay or shale) at the time of
laying shall require wetting if the unit's initial rate of water ab-
sorption exceeds 30 grams per 30 square inches (19 355 mm^)
per minute or 0.035 ounce per square inch (1 g/645 mm^) per
minute, as determined by ASTM C 67.
SECTION 2105
QUALITY ASSURANCE
2105.1 General. A quality assurance program shall be used to
ensure that the constructed masonry is in compliance with the
construction documents.
The quality assurance program shall comply with the in-
spection and testing requirements of Chapter 17.
2105.2 Acceptance relative to strength requirements.
2105.2.1 Compliance v^'ith / ',„. Compressive strength of
masonry shall be considered satisfactory if the compressive
strength of each masonry wythe and grouted collar joint
equals or exceeds the value of/'^.
2105.2.2 Determination of compressive strength. The
compressive strength for each wythe shall be determined by
the unit strength method or by the prism test method as spec-
ified herein.
2105.2.2.1 Unit strength method.
2105.2.2.1.1 Clay masonry. The compressive
strength of masonry shall be determined based on the
strength of the units and the type of mortar specified
using Table 2105.2.2.1.1, provided:
1 . Units conform to ASTM C 62, ASTM C 216 or
ASTM C 652 and are sampled and tested in ac-
cordance with ASTM C 67.
2. Thickness of bed joints does not exceed Vg inch
(15.9 mm).
3 . For grouted masonry, the grout meets one of the
following requirements:
3.1. Grout conforms to ASTM C 476.
3.2. Minimum grout compressive strength
equals / '„ but not less than 2,000 psi
(13.79 MPa). The compressive strength
of grout shall be determined in accor-
dance with ASTM C 1019.
TABLE 2105.2.2.1.1
COMPRESSIVE STRENGTH OF CLAY MASONRY
NET AREA COMPRESSIVE STRENGTH OF
CLAY MASONRY UNITS (psi)
NET AREA
COMPRESSIVE
STRENGTH OF
MASONRY (psi)
Type M or S mortar
Type N mortar
1,700
2,100
1,000
3,350
4,150
1,500
4,950
6,200
2,000
6,600
8,250
2,500
8,250
10,300
3,000
9,900
3,500
13,200
—
4,000
For SI: 1 pound per square incti = 0.00689 Mpa.
2105.2.2.1.2 Concrete masonry. The compressive
strength of masonry shall be determined based on the
strength of the unit and type of mortar specified using
Table 2105.2.2.1.2, provided:
1. Units conform to ASTM C 55 or ASTM C 90
and are sampled and tested in accordance with
ASTM C 140.
2. Thickness of bed joints does not exceed Vg inch
(15.9 mm).
3 . For grouted masonry, the grout meets one of the
following requirements:
3.1. Grout conforms to ASTM C 476.
3.2. Minimum grout compressive strength
equals / '„ but not less than 2,000 psi
(13.79 MPa). The compressive strength
of grout shall be determined in accor-
dance with ASTM C 1019.
416
2003 INTERNATIONAL BUILDING CODE®
flASONRY
TABLE 21 05.2.2.11 .2
COMPRESSBVE STREMGTH OF CONCRETE
NET AREA COMPRESSIVE STRENGTH OF
CONCRETE MASONRY UNITS (psi)
NET AREA
COMPRESSIVE
STRENGTH OF
MASONRY (psif
Type Mors mortar
Type N mortar
1,250
1,300
1,000
1,900
2,150
1,500
2,800
3,050
2,000
3,750
4,050
2,500
4,800
5,250
3,000
For SI: 1 inch = 25.4 mm, 1 pound per square inch = 0.00689 MPa.
a. For units less than 4 inches in height, 85 percent of the values listed.
2105.2.2,2 Prism test method.
2105.2.2.2.1 General, The compressive strength of
masonry shall be determined by the prism test
method:
1 . Where specified in the construction documents.
2. Where masonry does not meet the requirements
for application of the unit strength method in
Section 2105.2.2.1.
P>
IF prisms per test. A prism
test shall consist of three prisms constructed and
tested in accordance with ASTM C 1314.
2105.3 Testimg prisms from constrected masomry. When ap-
proved by the building official, acceptance of masonry that
does not meet the requirements of Section 2105.2.2.1 or
2105.2.2.2 shall be permitted to be based on tests of prisms cut
from the masonry construction in accordance with Sections
2105.3.1, 2105.3.2 and 2105.3.3.
2105.3.1 Prism sampling and removal. A set of three ma-
sonry prisms that are at least 28 days old shall be saw cut
from the masonry for each 5,000 square feet (465 m^) of the
wall area that is in question but not less than one set of three
masonry prisms for the project. The length, width and height
dimensions of the prisms shall comply with the require-
ments of ASTM C 13 14. Transporting, preparation and test-
ing of prisms shall be in accordance with ASTM C 1314.
2105.3.2 Compressive stremigth calcMlatioms. The com-
pressive strength of prisms shall be the value calculated in
accordance ASTM C 1314, except that the net cross-sec-
tional area of the prism shall be based on the net mortar bed-
ded area.
o>
2105.3.3 Compliamce. Compliance with the requirement
for the specified compressive strength of masonry,/'^, shall
be considered satisfied provided the modified compressive
strength equals or exceeds the specified/'^. Additional test-
ing of specimens cut from locations in question shall be per-
mitted.
1.13.3, 1.13.4, 1.13.5, 1.13.6 or 1.13.7 of ACI 530/ASCE
5/TMS 402 depending on the structure's seismic design cate-
gory as determined in Section 1616.3. All masonry walls, un-
less isolated on three edges from in-plane motion of the basic
structural systems, shall be considered to be part of the seis-
mic-force-resisting system. In addition, the following require-
ments shall be met.
2106.1.1 Basic seismic=force=resistmg system. Buildings
relying on masonry shear walls as part of the basic seis-
mic-force-resisting system shall comply with Section
1.13.2.2 of ACI 530/ASCE 5/TMS 402 or with Section
2106.1.1.1, 2106.1.1.2 or 2106.1.1.3.
2106.1.1,1 Ordinary plain prestressed masonry shear
walls. Ordinary plain prestressed masonry shear walls
shall comply with the requirements of Chapter 4 of ACI
530/ASCE 5/TMS 402.
j,l,l,2 Intermediate prestressed masonry shear
Intermediate prestressed masonry shear walls
shall comply with the requirements of Section 1 . 1 3 .2.2.4
of ACI 530/ASCE 5/TMS 402 and shall be designed by
Chapter 4, Section 4.5.3.3, of ACI 530/ASCE 5/TMS
402 for flexura! strength and by Section 3.2.4. 1 .2 of ACI
530/ASCE 5/TMS 402 for shear strength. Sections
1.13.2.2.5(a), 3.2.3.5 and 3.2.4.3.2(c) of ACI 530/ASCE
5/TMS 402 shall be applicable for reinforcement. Flex-
ural elements subjected to load reversals shall be sym-
metrically reinforced. The nominal moment strength at
any section along a member shall not be less than
one-fourth the maximum moment strength. The
cross-sectional area of bonded tendons shall be consid-
ered to contribute to the minimum reinforcement in Sec-
tion 1.13.2.2.4 of ACI 530/ASCE 5/TMS 402. Tendons
shall be located in cells that are grouted the full height of
the wall.
2106.1 Seismic design requirements for masonry. Masonry
structures and components shall comply with the requirements
in Section 1.13.2.2 of ACI 530/ASCE 5/TMS 402 and Section
,1.1,3 Special prestressed masonry shear walls.
Special prestressed masonry shear walls shall comply
with the requirements of Section 1.13.2.2.5 of ACI
530/ASCE 5/TMS 402 and shall be designed by Chapter
4, Section 4.5.3.3, of ACI 530/ASCE 5/TMS 402 for
flexural strength and by Section 3.2.4.1.2 of ACI
530/ASCE 5/TMS 402 for shear strength. Sections
1.13.2.2.5(a), 3.2.3.5 and 3.2.4.3.2(c) of ACI 530/ASCE
5/TMS 402 shall be applicable for reinforcement. Flex-
ural elements subjected to load reversals shall be
symmetrically reinforced. The nominal moment strength
at any section along a member shall not be less than
one-fourth the maximum moment strength. The
cross-sectional area of bonded tendons shall be consid-
ered to contribute to the minimum reinforcement in Sec-
tion 1.13.2.2.5 of ACI 530/ASCE 5/TMS 402. Special
prestressed masonry shear walls shall also comply with
the requirements of Section 3.2.3.5 of ACI 530/ASCE
5/TMS 402.
2106.1.1.3.1 Prestressing tendons. Prestressing ten-
dons shall consist of bars conforming to ASTM A
722.
2106.1.1.3.2 Gronting, All cells of the masonry wall
shall be grouted.
2003 !NTERMAT10^8AL BUILDING CODE®
lASO^aRY
2106o2 Anchorage of masonry walls. Masonry walls shall be
anchored to the roof and floors that provide lateral support for
the wall in accordance with Section 1604.8.2.
2106.3 Seismic Design Category B. Structures assigned to
Seismic Design Category B shall conform to the requirements
of Section 1 . 1 3.4 of ACI 530/ASCE 5/TMS 402 and to the ad-
ditional requirements of this section.
2106.3.1 Masonry walls not part of the lateral-force-re-
sisting system. Masonry partition walls, masonry screen
walls and other masonry elements 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 ele-
ments. Isolation joints and connectors between these ele-
ments and the structure shall be designed to accommodate
the design story drift.
2106.4 Additional requirements for structures m Seismic
Design Category C. Structures assigned to Seismic Design
Category C shall conform to the requirements of Section 1.13.5
of ACI 530/ASCE 5/TMS 402 and the additional requirements
of this section.
2106.4.1 Design of discontinuous members that are part
of the lateral-force-resisting system. Columns and pilas-
ters that are part of the lateral-force-resisting system and
that support reactions from discontinuous stiff members
such as walls shall be provided with transverse reinforce-
ment spaced at no more than one-fourth of the least nominal
dimension of the column or pilaster. The minimum trans-
verse reinforcement ratio shall be 0.0015. Beams support-
ing reactions from discontinuous walls or frames shall be
provided with transverse reinforcement spaced at no more
than one-half of the nominal depth of the beam. The mini-
mum transverse reinforcement ratio shall be 0.0015.
2106.5 Additional requirements for structures In Seismic
Design Category D. Structures assigned to Seismic Design
Category D shall conform to the requirements of Section
2106.4, Section 1.13.6 of ACI 530/ASCE 5/TMS 402 and the
additional requirements of this section.
2106.5.1 Loads for shear walls designed by th
stress design method. When calculating in-plane shear or
diagonal tension stresses by the working stress design
method, shear walls that resist seismic forces shall be de-
signed to resist 1.5 times the seismic forces required by
Chapter 16. The 1.5 multiplier need not be applied to the
overturning moment.
2106.5.2 Shear wall shear strength. For a shear wall
whose nominal shear strength exceeds the shear corre-
sponding to development of its nominal flexural strength,
two shear regions exist.
For all cross sections within a region defined by the base
of the shear wall and a plane at a distance L^ above the base
of the shear wall, the nominal shear strength shall be deter-
mined by Equation 21-1.
Vn = A„pJy
(Equation 21-1)
The required shear strength for this region shall be calcu-
lated at a distance L^/2 above the base of the shear wall, but
not to exceed one-half story height.
For the other region, the nominal shear strength of the
shear wall shall be determined from Section 2108.
06.6 Additional requirements for structures In Seismic
I Category E or F. Structures assigned to Seismic De-
sign Category E or F shall conform to the requirements of Sec-
tion 2106.5 and Section 1.13.7 of ACI 530/ASCE 5/TMS 402.
SECTION 2107
WORKING STRESS DESIGN
2107.1 General. The design of masonry structures using work-
ing stress design shall comply with Section 2106 and the re-
quirements of Chapters 1 and 2, except Section 2.1.2.1 and
2.1.3.3 of ACI 530/ASCE 5/TMS 402. The text of ACI
530/ASCE 5/TMS 402 shall be modified as follows.
2107.2 Modifications to ACI 530/ASCE 5/TMS 402.
2107.2.1 ACI 530/ASCE 5/TMS 402, Chapter 2. Special
inspection during construction shall be provided as set forth
in Section 1704.5.
2107.2.2 ACI 530/ASCE 5/TMS 402, Section 2.1.6. Ma-
sonry columns used only to support light- frame roofs of car-
ports, porches, sheds or similar structures with a maximum
area of 450 square feet (41.8 m^) assigned to Seismic Design
Category A, B or C are permitted to be designed and con-
structed as follows:
1. Concrete masonry materials shall be in accordance
with Section 2103.1. Clay or shale masonry units
shall be in accordance with Section 2103.2.
2. The nominal cross-secfional dimension of columns
shall not be less than 8 inches (203 mm).
3. Columns shall be reinforced with not less than one
No. 4 bar centered in each cell of the column.
4. Columns shall be grouted solid.
5. Columns shall not exceed 12 feet (3658 mm) in
height.
6. Roofs shall be anchored to the columns. Such anchor-
age shall be capable of resisting the design loads spec-
ified in Chapter 16.
7. Where such columns are required to resist uplift
loads, the columns shall be anchored to their footings
with two No. 4 bars extending a minimum of 24
inches (610 mm) into the columns and bent horizon-
tally a minimum of 1 5 inches (38 1 mm) in opposite di-
rections into the footings. One of these bars is
permitted to be the reinforcing bar specified in Item 3
above. The total weight of a column and its footing
shall not be less than 1 .5 times the design uplift load.
2107.2.3 ACI 530/ASCE 5/TMS 402, Section
2.1.10.6.1.1, lap splices. The minimum length of lap splices
for reinforcing bars in tension or compression, Ij^, shall be
calculated by Equation 21-2, but shall not be less than 15
inches (380 mm).
2003 BNTERNATIONAL BUILDING CODE®
4
Im =
016dlfv
KJf\
(EqEatlom 21=2)
For SI: /,^ =
where:
i-95dlfv
K^f
fy
r,
K
y
= Diameter of reinforcement, inches (mm).
= Specified yield stress of the reinforcement or the an-
chor bolt, psi (MPa).
= Specified compressive strength of masonry at age of
28 days, psi (MPa).
= Minimum lap splice length, inches (mm).
= The lesser of the masonry cover, clear spacing be-
tween adjacent reinforcement or five times db,
inches (mm).
= 1 .0 for No. 3 through No. 5 reinforcing bars. 1.4 for
No. 6 and No. 7 reinforcing bars. 1.5 for No. 8
through No. 9 reinforcing bars.
2107.2.4 ACT 530/ASCE 5/TMS 402, maximmm bar ske.
The bar diameter shall not exceed one-eighth of the nominal
wall thickness and shall not exceed one-quarter of the least
dimension of the cell, course or collar joint in which it is
placed.
2107.2.5 ACI SSO/ASCE 5/TMS 402, spMces for large
bars. Reinforcing bars larger than No. 9 in size shall be
spliced using mechanical connectors in accordance with
ACI 530/ASCE 5/TMS 402, Section 2.1.10.6.3.
2107.2.6 ACT 530/ASCE 5/TMS 402, MaxSmmm rem=
forcememU; percemiitage. Special reinforced masonry shear
walls having a shear span ratio, M/Vd, equal to or greater
than 1.0 and having an axial load, P greater than 0.05 /'^„
which are subjected to in-plane forces, shall have a maxi-
mum reinforcement ratio, p^^, not greater than that com-
puted as follows:
/^max
nfL
2/v
n + -
fy_
f
(EqeatSom 21=3)
3.2.2(g). The relationship between masonry compressive
stress and masonry strain shall be assumed to be defined by
the following:
Masonry stress of 0.80 /'„ shall be assumed uniformly
distributed over an equivalent compression zone bounded
by edges of the cross section and a straight line located par-
allel to the neutral axis at a distance, a = 0.80 c, from the fi-
ber of maximum compressive strain. The distance, c, from
the fiber of maximum strain to the neutral axis shall be mea-
sured perpendicular to that axis. For out-of-plane bending,
the width of the equivalent stress block shall not be taken
greater than six times the nominal thickness of the masonry
wall or the spacing between reinforcement, whichever is
less. For in-plane bending of flanged walls, the effective
flange width shall not exceed six fimes the thickness of the
flange.
2108.3 ACT 530/ASCE 5/TMS 402, Sectioe 3.2,3.4, Modify
Secdon 3.2.3.4 (b) and (c) as follows:
3.2.3.4 (b). A welded splice shall have the bars butted and
welded to develop at least 125 percent of the yield strength,
fy, of the bar in tension or compression, as required. Welded
splices shall be of ASTM A 706 steel reinforcement.
Welded sphces shall not be permitted in plastic hinge zones
of intermediate or special reinforced walls or special mo-
ment frames of masonry.
3.2.3.4 (c). Mechanical splices shall be classified as Type 1
or 2 according to Section 21.2.6.1 of ACI 318. Type 1 me-
chanical splices shall not be used within a plastic hinge zone
or within a beam-column joint of intermediate or special re-
inforced masonry shear walls or special moment frames.
Type 2 mechanical splices are permitted in any location
within a member.
2108.4 ACT 530/ASCE 5/TMS 402, Sectiomi 3.2.3.5.1. Add
the following text to Secdon 3.2.3.5.1:
For special prestressed masonry shear walls, strain in all
prestressing steel shall be computed to be compadble with a
strain in the extreme tension reinforcement equal to five times
the strain associated with the reinforcement yield stress,^. The
calculation of the maximum reinforcement shall consider
forces in the prestressing steel that correspond to these calcu-
lated strains.
O
ITREMGTH DESBGW OF liASOMRY
The design of masonry structures using
strength design shall comply with Section 2106 and the re-
quirements of Chapters 1 and 3 of ACI 530/ASCE 5/TMS 402.
The minimum nominal thickness for hollow clay masonry in
accordance with Section 3.2.5.5 of ACI 530/ASCE 5/TMS 402
shall be 4 inches (102 mm).
530/ASCE 5/TMS 402, Sectlom 3,2,2(g), Modify
Section 3.2.2(g) as follows:
2109,1 GemeraL Empirically designed masonry shall conform
to this chapter or Chapter 5 of ACI 530/ASCE 5/TMS 402.
2109.1.1 LimltatDoes. Empirical masonry design shall not
be utihzed for any of the following condidons:
1 . The design or construction of masonry in buildings
assigned to Seismic Design Category D, E or F as
specified in Secdon 1616, and the design of the seis-
mic-force-resisdng system for buildings assigned to
Seismic Design Category B or C.
2003 INTERNATiOWAL BUILDSEVIG CODE®
419
1AS0NRY
2. The design or construction of masonry structures lo-
cated in areas where the basic wind speed exceeds 110
mph(177km/hr).
3. Buildings more than 35 feet (10 668 mm) in height
which have masonry wall lateral-force-resisting sys-
tems.
In buildings that exceed one or more of the above limita-
tions, masonry shall be designed in accordance with the
engineered design provisions of Section 2107 or 2108, or
the foundation wall provisions of Section 1805.5.
2109.2 Lateral stability.
2109.2.1 Shear walls. Where the structure depends upon
masonry walls for lateral stability, shear walls shall be pro-
vided parallel to the direction of the lateral forces resisted.
2109.2.1.1 Shear wall thickness. Minimum nominal
thickness of masonry shear walls shall be 8 inches (203
mm).
Exception: Shear walls of one-story buildings are
permitted to be a minimum nominal thickness of 6
inches (152 mm).
2109.2.1.2 Cumulative length of shear walls. In each
direction in which shear walls are required for lateral
stability, shear walls shall be positioned in two separate
planes. 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 in-
clude openings or any element whose length is less than
one-half its height.
2109.2.1.3 Maximum diaphragm ratio. Masonry
shear walls shall be spaced so that the length-to- width
ratio of each diaphragm transferring lateral forces to the
shear walls does not exceed the values given in Table
2109.2.1.3.
TABLE 2109.2.1.3
DIAPHRAGM LENGTH-TO-WIDTH RATIOS
FLOOR OR ROOF DIAPHRAGM
CONSTRUCTION
MAXIMUM LENGTH-TO-WIDTH
RATIO OF DIAPHRAGM PANEL
Cast-in-place concrete
5:1
Precast concrete
4:1
Metal deck with concrete fill
3:1
Metal deck with no fill
2:1
Wood
2:1
2109.2.3 Surface-bonded walls. Dry-stacked, sur-
face-bonded concrete masonry walls shall comply with the
requirements of this code for masonry wall construction,
except where otherwise noted in this section.
2109.2.3.1 Strength. Dry-stacked, surface-bonded
concrete masonry walls shall be of adequate strength
and proportions to support all superimposed loads with-
out exceeding the allowable stresses listed in Table
2109.2.3.1. Allowable stresses not specified in Table
2109.2.3.1 shall comply with the requirements of ACI
530/ASCE 5/TMS 402.
TABLE 2109.2.3.1
ALLOWABLE STRESS GROSS CROSS-SECTIONAL
AREA FOR DRY-STACKED, SURFACE-BONDED
CONCRETE MASONRY WALLS
DESCRIPTION
MAXIMUM ALLOWABLE STRESS
(psi)
Compression standard block
45
Shear
10
Flexural tension
Vertical span
Horizontal span
18
30
2109.2.2 Roofs. The roof construction shall be designed so
as not to impart out-of-plane lateral thrust to the walls un-
der roof gravity load.
For SI: 1 pound per square inch = 0.006895 mPa.
2109.2,3.2 Coestrection. 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 C 946.
2109.3 Compressive stress requirements.
2109.3.1 Calculations. Compressive stresses in masonry
due to vertical dead plus live loads, excluding wind or seis-
mic loads, shall be determined in accordance with Section
2109.3.2.1 . Dead and live loads shall be in accordance with
Chapter 16, with live load reductions as permitted in Sec-
tion 1607.9.
2109.3.2 Allowable compressive stresses. The compres-
sive stresses in masonry shall not exceed the values given
in Table 2109.3.2. Stress shall be calculated based on spec-
ified rather than nominal dimensions.
2109.3.2.1 Calculated compressive stresses. Calcu-
lated compressive stresses for single wythe walls and
for multiwythe composite masonry walls shall be deter-
mined by dividing the design load by the gross
cross-sectional area of the member. The area of open-
ings, chases or recesses in walls shall not be included in
the gross cross-sectional area of the wall.
2109.3.2.2 Multiwythe walls. The allowable stress
shall be as given in Table 2109.3.2 for the weakest com-
bination of the units used in each wythe.
420
2003 INTERNATIONAL BUILDING CODE®
TABLE 2109.3.2
ALLOWABLE COMPRESSIVE STRESSES FOR EIW
IPIRICAL DESIGN OF MASONRY
CONSTRUCTION; COWiPRESSlVE
STRENGTH OF UNIT
GROSS AREA (psi)
ALLOWABLE COWiPRESSlVE
STRESSES^ GROSS CROSS-SECTIONAL AREA (psi)
Type iVi or S mortar
Type N mortar
Solid masonry of brick and other solid units of clay or
shale; sand-lime or concrete brick:
8,000 or greater
4,500
2,500
1,500
350
225
160
115
300
200
140
100
Grouted masonry, of clay or shale; sand-Hme or concrete:
4,500 or greater
2,500
1,500
225
160
115
200
140
100
Solid masonry of solid concrete masonry units:
3,000 or greater
2,000
1,200
225
160
115
200
140
100
Masonry of hollow load-bearing units:
2,000 or greater
1,500
1,000
700
140
115
75
60
120
100
70
55
Hollow walls (noncomposite masonry bonded)^
Solid units:
2,500 or greater
1,500
Hollow units
160
115
75
140
100
70
Stone ashlar masonry:
Granite
Limestone or marble
Sandstone or cast stone
720
450
360
640
400
320
Rubble stone masonry
Coursed, rough or random
120
100
For SI: 1 pound per square inch = 0.006895 MPa.
a. Linear interpolation for determining allowable stresses for masonry units having compressive strengths which are intermediate between those given in the table is
permitted.
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-sec-
tional 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.
2003 IMTERNATIIOMAL BUIlLDtMG CODE®
421
MASONRY
2109.4 Lateral support.
2109.4.1 Intervals. Masonry walls shall be laterally sup-
ported in either the horizontal or vertical direction at inter-
vals not exceeding those given in Table 2109.4.1.
TABLE 2109.4.1
WALL LATERAL SUPPORT REQUSREMENTS
CONSTRUCTION
MAXIWIUM WALL LENGTH TO
THICKNESS OR WALL HEIGHT
TO THICKNESS
Bearing walls
Solid units or fully grouted
All others
20
18
Nonhealing walls
Exterior
Interior
18
36
2109.4.2 Thickness. Except for cavity walls and cantilever
walls, the thickness of a wall shall be its 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 six for solid masonry or four for
hollow masonry. For parapets, see Section 2109.5.5.
2109.4.3 Support elements. Lateral support shall be pro-
vided by cross walls, pilasters, buttresses or structural frame
members when the limiting distance is taken horizontally, or
by floors, roofs acting as diaphragms or structural frame
members when the Umiting distance is taken vertically.
2109.5 Thickness of masonry. Minimum thickness require-
ments shall be based on nominal dimensions of masonry.
2109.5.1 Thickness of walls. The thickness of masonry
walls shall conform to the requirements of Section 2109.5.
2109.5.2 Minimum thickness. The minimum thickness of
masonry bearing walls more than one story high shall be 8
inches (203 mm). Bearing walls of one-story buildings shall
not be less than 6 inches (152 mm) thick.
2109.5.3 Rubble stone walls. The minimum thickness of
rough or random or coursed rubble stone walls shall be 16
inches (406 mm).
2109.5.4 Change in thickness. Where walls of masonry of
hollow units or masonry bonded hollow walls are 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 trans-
mit the loads from face shells or wythes above to those be-
low.
2109.5.5 Parapet walls.
2109.5.5.1 Minimum thickness. Unreinforced parapet
walls shall be at least 8 inches (203 mm) thick, and their
height shall not exceed three times their thickness.
2109.5.5.2 Additional provisions. Additional provi-
sions for parapet walls are contained in Sections 1503.2
and 1503.3.
.6 Foeedation walls. Foundation walls shall comply
with the requirements of Sections 2109.5.6.1 and
2109.5.6.2.
2109.5.6.1 Minimum thickness. Minimum thickness
for foundation walls shall comply with the requirements
of Table 2109.5.6.1. The provisions of Table 2109.5.6.1
are only applicable where the following conditions are
met:
1. The foundation wall does not exceed 8 feet (2438
mm) in height between lateral supports,
2. The terrain surrounding foundation walls is graded
to drain surface water away from foundation walls,
3. Backfill is drained to remove ground water away
from foundation walls,
4. Lateral support is provided at the top of foundation
walls prior to backfilling,
5. The length of foundation walls between perpen-
dicular masonry walls or pilasters is a maximum of
three times the basement wall height,
6. The backfill is granular and soil conditions in the
area are nonexpansive, and
7. Masonry is laid in running bond using Type M or S
mortar.
2109.5.6.2 Design requirements. Where the require-
ments of Section 2109.5.6.1 are not met, foundation
walls shall be designed in accordance with Section
1805.5.
TABLE 2109.5.6.1
FOUMDATSON WALL CONSTRUCTION
WALL
CONSTRUCTION
NOiWINAL WALL
THICKNESS
(inches)
MAXIMUM DEPTH OF
UNBALANCED BACKFILL
(feet)
Hollow unit masonry
8
10
12
5
6
7
Solid unit masonry
8
10
12
5
7
7
Fully grouted masonry
8
10
12
7
8
8
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
2109.6,1 General, The facing and backing of multiwythe
masonry walls shall be bonded in accordance with Section
2109.6.2, 2109.6.3 or 2109.6.4.
21©9,6.2.1 Solid units. Where the facing and backing
(adjacent wythes) of sohd masonry construction are
bonded by means of masonry headers, no less than 4 per-
cent of the wall surface of each face shall be composed of
headers extending not less than 3 inches (76 mm) into the
backing. The distance between adjacent full-length
headers shall not exceed 24 inches (610 mm) either verti-
cally or horizontally. In walls in which a single header
422
2003 SNTERNATIONAL BUILDING CODE®
does not extend through the wall, headers from the oppo-
site sides shall overlap at least 3 inches (76 mm), or head-
ers from opposite sides shall be covered with another
header course overlapping the header below at least 3
inches (76 mm).
(t§. 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 imn) by lapping at least 3
inches (76 mm) over the unit below, or by lapping at ver-
tical intervals not exceeding 17 inches (432 mm) with
units that are at least 50 percent greater in thickness than
the units below.
ISo In masonry
bonded hollow walls, the facing and backing shall be
bonded so that not less than 4 percent of the wall surface
of each face is composed of masonry bonded units ex-
tending not less than 3 inches (76 mm) into the backing.
The distance between adjacent bonders shall not exceed
24 inches (610 mm) either vertically or horizontally.
2109.603.1 Bomdlmg wntlh wall ties. Except as required
by Section 2109.6.3.1.1, where the facing and backing
(adjacent wythes) of masonry walls are bonded with wire
size W2.8 (MW18) wall ties or metal wire of equivalent
stiffness embedded in the horizontal mortar joints, there
shall be at least one metal tie for each 4'/2 square feet
(0.42 m^) of wall area. 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 no less
than 2 inches (51 mm) long. Wall ties shall be without
drips. Additional bonding ties shall be provided at all
openings, spaced not more than 36 inches (914 mm)
apart around the perimeter and within 12 inches (305
mm) of the opening.
21®9.63.1.1 Bomdlniiig witth adJMstaMe 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. 1 64
m^) 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 1 V4 inches
(32 mm). The maximum clearance between connect-
ing parts of the ties shall be V,6 inch (1.6 mm). When
pintle legs are used, ties shall have at least two wire
size W2.8(MW18) legs.
2109.603.2 Boodlmg wdHIti prefabricated! jolmt renm-
Where the facing and backing (adjacent
wythes) of masonry are bonded with prefabricated joint
reinforcement, there shall be at least one cross wire serv-
ing as a tie for each 2^3 square feet (0.25 m^) of wall area.
The vertical spacing of the joint reinforcing shall not ex-
ceed 24 inches (610 mm). Cross wires on prefabricated
joint reinforcement shall not be less than W1.7 (MWll)
and shall be without drips. The longitudinal wires shall
be embedded in the mortar.
2109o6.4.1 Ashlar masonry. In ashlar masonry, bonder
units, uniformly distributed, shall be provided to the ex-
tent of not less than 10 percent of the wall area. Such
bonder units shall extend not less than 4 inches (102 mm)
into the backing wall.
stone masonry. Rubble stone ma-
sonry 24 inches (610 mm) or less in thickness shall have
bonder units with a maximum spacing of 36 inches (914
mm) vertically and 36 inches (914 mm) horizontally, and
if the masonry is of greater thickness than 24 inches (610
mm), shall have one bonder unit for each 6 square feet
(0.56 m^) of wall surface on both sides.
^1®9.6,5 Masonry bonding pattern.
21®9.6.5,1 Masonry laid In rminnlng bond. Each wythe
of masonry shall be 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 Section
2109.6.5.2.P
, Where unit ma-
sonry is laid with less head joint offset than in Section
2109.6.5.1, the minimum area of horizontal reinforce-
ment placed in mortar bed joints or in bond beams spaced
not more than 48 inches (1219 mm) apart, shall be 0.0003
times the vertical cross-sectional area of the wall.
.7.1 General. Masonry elements shall be anchored in
accordance with Sections 2109.7.2 through 2109.7.4.
.7.2 Intersecting walls. Masonry walls depending
upon one another for lateral support shall be anchored or
bonded at locations where they meet or intersect by one of
the methods indicated in Sections 2109.7.2.1 through
2109.7.2.5.
.7.2.1 Bonding pattern. Fifty percent 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 3 inches (76 mm) on the unit below.
2109,7.2.2 Steel connectors. Walls shall be anchored by
steel connectors having a minimum section of V4 inch
(6.4 mm) by IV2 inches (38 mm), with ends bent up at
least 2 inches (5 1 mm) or with cross pins to form anchor-
age. Such anchors shall be at least 24 inches (610 mm)
long and the maximum spacing shall be 48 inches (1219
mm).
2109.7,2.3 Joint reinforcement. Walls shall be an-
chored by joint reinforcement spaced at a maximum dis-
tance of 8 inches (203 mm). Longitudinal wires of such
reinforcement shall be at least wire size W1.7 (MW 11)
and shall extend at least 30 inches (762 mm) in each di-
rection at the intersection.
2003 DNTERMATIIONAL BUILDING CODE®
423
MASONRY
2109.7.2.4 Interior nonload-bearing walls. Interior
nonload-bearing walls shall be anchored at their inter-
section, at vertical intervals of not more than 16 inches
(406 mm) with joint reinforcement or 74-inch (6.4 mm)
mesh galvanized hardware cloth.
2109.7.2.5 Ties, joint reinforcement or anchors. Other
metal ties, joint reinforcement or anchors, if used, shall
be spaced to provide equivalent area of anchorage to that
required by this section.
2109.7.3 Floor and roof anchorage. Floor and roof dia-
phragms providing lateral support to masonry shall comply
with the live loads in Section 1607.3 and shall be connected
to the masonry in accordance with Sections 2109.7.3.1
through 2109.7.3.3.
2109.7.3.1 Wood floor joists. Wood floor joists bearing
on masonry walls shall be anchored to the wall at inter-
vals not to exceed 72 inches (1829 mm) by metal strap
anchors. Joists parallel to the wall shall be anchored with
metal straps spaced not more than 72 inches ( 1 829 mm)
o.c. extending over or under and secured to at least three
joists. Blocking shall be provided between joists at each
strap anchor:
2109.7.3.2 Steel floor joists. Steel floor joists bearing on
masonry walls shall be anchored to the wall with Vg-inch
(9.5 mm) round bars, or their equivalent, spaced not more
than 72 inches (1829 mm) o.c. Where joists are parallel
to the wall, anchors shall be located at joist bridging.
2109.7.3.3 Roof diaphragms. Roof diaphragms shall be
anchored to masonry walls with V2-inch-diameter (12.7
mm) bolts, 72 inches (1829 mm) o.c. or their equivalent.
Bolts shall extend and be embedded at least 15 inches
(381 mm) into the masonry, or be hooked or welded to
not less than 0.20 square inch (129 mm^) of bond beam
reinforcement placed not less than 6 inches (152 mm)
from the top of the wall.
2109.7.4 Walls adjoining structuiral framing. Where
walls are dependent upon the structural frame for lateral
support, they shall be anchored to the structural members
with metal anchors or otherwise keyed to the structural
members. Metal anchors shall consist of 72-inch (12.7 mm)
bolts spaced at 48 inches (1219 mm) o.c. embedded 4 inches
(102 mm) into the masonry, or their equivalent area.
2109.8 Adobe construction. Adobe construction shall comply
with this section and shall be subject to the requirements of this
code for Type V construction.
2109.8.1 Unstabilized adobe.
2109.8.1.1 Compressive strength. Adobe units shall
have an average compressive strength of 300 psi (2068
kPa) when tested in accordance with ASTM C 67. Five
samples shall be tested and no individual unit is permit-
ted to have a compressive strength of less than 250 psi
(1724 kPa).
2109.8.1.2 Modulus of rupture. Adobe units shall have
an average modulus of rupture of 50 psi (345 kPa) when
tested in accordance with the following procedure. Five
samples shall be tested and no individual unit shall have a
modulus of rupture of less than 35 psi (241 kPa).
2109.8.1.2.1 Support conditions. A cured unit shall
be simply supported by 2-inch-diameter (5 1 mm) cy-
Hndrical supports located 2 inches (5 1 mm) in from
each end and extending the full width of the unit.
2109.8.1.2.2 Loading conditions. A 2-inch-diameter
(5 1 mm) cyhnder shall be placed at midspan parallel
to the supports.
2109.8.1.2.3 Testing procedure. A vertical load shall
be applied to the cylinder at the rate of 500 pounds per
minute (37 N/s) until failure occurs.
2109.8.1.2.4 Modulus of rupture determination.
The modulus of rupture shall be determined by the
equation:
f,= 3WLJ2bt'
(Equation 21-4)
where, for the purposes of this section only:
b = Width of the test specimen measured parallel to
the loading cylinder, inches (mm).
f, = Modulus of rupture, psi (MPa).
L^ = Distance between supports, inches (mm).
t = Thickness of the test specimen measured paral-
lel to the direction of load, inches (mm).
V^ = The applied load at failure, pounds (N).
2109.8.1.3 Moisture content requirements. Adobe
units shall have a moisture content not exceeding 4 per-
cent by weight.
2109.8.1.4 Shrinkage cracks. Adobe units shall not
contain more than three shrinkage cracks and any single
shrinkage crack shall not exceed 3 inches (76 mm) in
length or Vg inch (3.2 mm) in width.
2109.8.2 Stabilized adobe.
2109.8.2.1 Material requirements. Stabilized adobe
shall comply with the material requirements of
unstabilized adobe in addition to Sections 2109.8.2.1.1
and 2109.8.2.1.2.
2109.8.2.1.1 Soil requirements. Soil used for stabi-
lized adobe units shall be chemically compatible with
the stabilizing material.
2109.8.2.1.2 Absorption requirements. A 4-inch
(102 mm) cube, cut from a stabilized adobe unit dried
to a constant weight in a ventilated oven at 212°F to
239°F (100°C to 115°C), shall not absorb more than
272- percent moisture by weight when placed upon a
constantly water-saturated, porous surface for seven
days. A minimum of five specimens shall be tested
and each specimen shall be cut from a separate unit.
424
2003 INTERNATIONAL BUILDING CODE®
^ASOSMRY
ng stress. The allowable compressive stress
based on gross cross-sectional area of adobe shall not ex-
ceed 30 psi (207 kPa).
2im,n3A BoMs. Bolt values shall not exceed those set
forth in Table 2109.8.3.1.
=£2109.8.3.
ALLOWABLE SHEAR ON BOLTS IN
DIAMETER OF BOLTS
(inches)
MDNIMUM EMBEDMENT
(inches)
SHEAR
(pounds)
'/.
—
%
12
200
%
15
300
%
18
400
1
21
500
iVs
24
600
For SI: 1 inch = 25.4 mm, 1 pound = 4.448 N.
limMAA GeeeraL
.8.4.I0I HeigM restrktloms. Adobe construc-
tion shall be limited to buildings not exceeding one
story, except that two-story construction is allowed
when designed by a registered design professional.
21(D)9.8.4,]1.2 Mortar restrtctloiiiis. Mortar for stabi-
lized adobe units shall comply with Chapter 21 or
adobe soil. Adobe soil used as mortar shall comply
with material requirements for stabilized adobe. Mor-
tar for unstabilized adobe shall be portland cement
mortar.
!)o8.4,13 Mortar joSnts. Adobe units shall be laid
with full head and bed joints and in full running bond.
MAAA Parapet walls. Parapet walls con-
structed of adobe units shall be waterproofed.
. The minimum thickness of
exterior walls in one-story buildings shall be 10 inches
(254 mm). The walls shall be laterally supported at inter-
vals not exceeding 24 feet (7315 mm). The minimum
thickness of interior load-bearing walls shall be 8 inches
(203 mm). In no case shall the unsupported height of any
wall constructed of adobe units exceed 10 times the
thickness of such wall.
2109.8.43ol Fommdatlonn support. Walls and parti-
tions constructed of adobe units shall be supported by
foundations or footings that extend not less than 6
inches (152 mm) above adjacent ground surfaces and
are constructed of soMd masonry (excluding adobe) or
concrete. Footings and foundations shall comply with
Chapter 18.
!'.8.4.3.2 Lower course requlrememits. Stabi-
lized adobe units shall be used in adobe walls for the
first 4 inches (102 mm) above the finished first-floor
elevation.
2109.8,4.4 Isolated piers or colemns. Adobe units shall
not be used for isolated piers or columns in a load-bear-
ing capacity. Walls less than 24 inches (610 mm) in
length shall be considered isolated piers or columns.
21(D9.8.4.S Tne beams. Exterior walls and interior
load-bearing walls constructed of adobe units shall have
a continuous tie beam at the level of the floor or roof
bearing and meeting the following requirements.
2109.8.4.5.1 Concrete tie beams. Concrete tie beams
shall be a minimum depth of 6 inches (152 mm) and a
minimum width of 10 inches (254 mm). Concrete tie
beams shall be continuously reinforced with a mini-
mum of two No. 4 reinforcing bars. The ultimate com-
pressive strength of concrete shall be at least 2,500 psi
(17.2 MPa) at 28 days.
5. Wood tie beams shall
be solid or built up of lumber having a minimum nom-
inal thickness of 1 inch (25 mm), and shall have a min-
imum depth of 6 inches (152 mm) and a minimum
width of 10 inches (254 mm). Joints in wood fie
beams shall be sphced a minimum of 6 inches (152
mm). No splices shall be allowed within 12 inches
(305 mm) of an opening. Wood used in tie beams shall
be approved naturally decay-resistant or pres-
sure-treated wood.
Exterior walls constructed
of unstabilized adobe units shall have their exterior sur-
face covered with a minimum of two coats of portland ce-
ment plaster having a minimum thickness of V4 inch
(19. 1 mm) and conforming to ANSI A42.2. Lathing shall
comply with ANSI A42.3. Fasteners shall be spaced at
16 inches (406 mm) o.c. maximum. Exposed wood sur-
faces shall be treated with an approved wood preserva-
tive or other protective coating prior to lath application.
2109.8.4,7 Limtels. Lintels shall be considered structural
members and shall be designed in accordance with the
apphcable provisions of Chapter 16.
IK
2110.1 Scope. This section covers the empirical requirements
for nonload-bearing glass unit masonry elements in exterior or
interior walls.
2IIO0I.I Limitatioms. Solid or hollow approved glass block
shall not be used in fire walls, party walls, fire barriers or fire
partitions, or for load-bearing construction. Such blocks
shall be erected with mortar and reinforcement in metal
channel-type frames, structural frames, masonry or con-
crete recesses, embedded panel anchors as provided for both
exterior and interior walls or other approved joint materials.
Wood strip framing shall not be used in walls required to
have a fire-resistance rating by other provisions of this code.
1. Glass-block assemblies having a fire protection
rating of not less than V4 hour shall be permitted as
opening protectives in accordance with Section
2003 INTERNATIONAL BUILDING CODE®
425
MASONRY
7 1 5 in fire barriers and fire partitions that have a re-
quired fire-resistance rating of 1 hour or less and
do not enclose exit stairways or exit passageways.
2. Glass-block assemblies as permitted in Section
404.5, Exception 2.
2110.2 Units. Hollow or solid glass-block units shall be stan-
dard or thin units.
2110.2.1 Standard units. The specified thickness of stan-
dard units shall be 37g inches (98 mm).
2110.2.2 Thin units. The specified thickness of thin units
shall be BVg inches (79 mm) for hollow units or 3 inches (76
mm) for solid units.
2110.3 Panel size.
2110.3.1 Exterior standard-unit panels. The maximum
area of each individual exterior standard-unit panel shall be
144 square feet (13.4 m^) when the design wind pressure is
20 psf (958 N/m^). The maximum panel dimension between
structural supports shall be 25 feet (7620 mm) in width or 20
feet (6096 mm) in height. The panel areas are permitted to
be adjusted in accordance with Figure 2110.3.1 for other
wind pressures.
2110.3.2 Exterior thin-unit panels. The maximum area of
each individual exterior thin-unit panel shall be 85 square feet
(7.9 m^). The maximum dimension between structural sup-
ports shall be 15 feet (4572 mm) in width or 10 feet (3048
nmi) in height. Thin units shall not be used in apphcations
where the design wind pressure exceeds 20 psf (958 N/m^).
2110.3.3 Interior panels. The maximum area of each indi-
vidual standard-unit panel shall be 250 square feet (23.2
m^). The maximum area of each thin-unit panel shall be 150
square feet (13.9 m^). The maximum dimension between
structural supports shall be 25 feet (7620 mm) in width or 20
feet (6096 mm) in height.
2110.3.4 Solid units. The maximum area of solid
glass-block wall panels in both exterior and interior walls
shall not be more than 100 square feet (9.3 m^).
2110.3.5 Curved panels. The width of curved panels shall
conform to the requirements of Sections 21 10.3.1, 21 10.3.2
and 2110.3.3, except additional structural supports shall be
provided at locations where a curved section joinsa straight
section, and at inflection points in multicurved walls.
2110.4 Support.
2110.4.1 Isolation. Glass unit masonry panels shall be iso-
lated so that in-plane loads are not imparted to the panel.
2110.4.2 Vertical. Maximum total deflection of structural
members supporting glass unit masonry shall not exceed Vgoo-
2110.4.3 Lateral. Glass unit masonry panels more than one
unit wide or one unit high shall be laterally supported along
their tops and sides. Lateral support shall be provided by
panel anchors along the top and sides spaced not more than
16 inches (406 mm) o.c. or by channel-type restraints. Glass
unit masonry panels shall be recessed at least 1 inch (25
mm) within channels and chases. Channel-type restraints
shall be oversized to accommodate expansion material in
the opening and packing and sealant between the framing
restraints and the glass unit masonry perimeter units. Lateral
supports for glass unit masonry panels shall be designed to
resist applied loads, or a minimum of 200 pounds per hneal
feet (plf) (2919 N/m) of panel, whichever is greater.
Exceptions:
1. Lateral support at the top of glass unit masonry
panels that are no more than one unit wide shall not
be required.
2. Lateral support at the sides of glass unit masonry
panels that are no more than one unit high shall not
be required.
70
^ 60
50
40
m
cc
3
</>
W
LU
Q.
Q
2 30
« 20
(f)
LU
Q
10
50
100 150 200
AREA OF PAMEL, sq. ft.
250
300
For SI: 1 square foot = 0.0929 m^, 1 pound per square foot = 47.9 N/m^.
FIGURE 2110.3.1
GLASS MASONRY DESIGN WIND LOAD RESISTANCE
426
2003 INTERNATIONAL BUILDING CODE®
lASONRY
211([).4<,3.1 Snmgk emit paeelSo Single unit glass unit ma-
sonry panels shall conform to the requirements of Sec-
tion 2110.4.3, except lateral support shall not be
provided by panel anchors.
ts. Glass unit masonry panels shall be
provided with expansion joints along the top and sides at all
structural supports. Expansion joints shall have sufficient
thickness to accommodate displacements of the supporting
structure, but shall not be less than % inch (9.5 mm) in thick-
ness. Expansion joints shall be entirely free of mortar or other
debris and shall be filled with resilient material. 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.
Mortar for glass unit masonry shall comply
with Section 2103.7.
2110.7 MeimfforcemeimL Glass unit masonry panels shall have
horizontal joint reinforcement spaced not more than 16 inches
(406 mm) on center, located in the mortar bed joint, and extend-
ing the entire length of the panel but not across expansion
joints. Longitudinal wires shall be lapped a minimum of 6
inches (152 mm) at splices. Joint reinforcement shall be placed
in the bed joint immediately below and above openings in the
panel. The reinforcement shall have not less than two parallel
longitudinal wires of size W1.7 (MWll), and have welded
cross wires of size W1.7 (MWll).
SECTION 2111
^SQMRY FiREFLACES
A masonry fireplace is a fireplace con-
structed of concrete or masonry. Masonry fireplaces shall be
constructed in accordance with this section, Table 2111.1 and
Figure 2111.1.
V
2111.2 Footings amd ffouinidatioinis. Footings for masonry fire-
places and their chimneys shall be constructed of concrete or
solid masonry at least 12 inches (305 mm) thick and shall ex-
tend at least 6 inches (153 mm) beyond the face of the fireplace
or foundation 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.
2111.2.1 Ash dmimp cleamout. Cleanout openings, located
within foundation walls below fireboxes, when provided,
shall be equipped with ferrous metal or masonry doors and
frames constructed to remain fightly closed, except when in
use. Cleanouts shall be accessible and located so that ash re-
moval will not create a hazard to combustible materials.
2111.3 Seismic reimforcimg. Masonry or concrete fireplaces
shall be constructed, anchored, supported and reinforced as re-
quired in this chapter. In Seismic Design Category D, masonry
and concrete fireplaces shall be reinforced and anchored as de-
tailed in Sections 2111.3.1, 2111.3.2, 21 11. 4 and 21 11. 4.1 for
chimneys serving fireplaces. In Seismic Design Category A, B
or C, reinforcement and seismic anchorage is not required. In
Seismic Design Category E or F, masonry and concrete chim-
neys shall be reinforced in accordance with the requirements of
Sections 2101 through 2109.
2111o3ol Vertical reimforcimgo For fireplaces with chim-
neys up to 40 inches (1016 mm) wide, four No. 4 continuous
vertical bars, anchored in the foundation, shall be placed in
the concrete, between wythes of solid masonry or within the
cells of hollow unit masonry and grouted in accordance with
Section 2103.10. For fireplaces with chimneys greater than
40 inches (1016 mm) wide, two additional No. 4 vertical
bars shall be provided for each additional 40 inches (1016
mm) in width or fraction thereof.
2111.3.2 Horizomtal renmforctmg. Vertical reinforcement
shall be placed enclosed within 74-inch (6.4 mm) ties or
other reinforcing of equivalent net cross-sectional area,
spaced not to exceed 1 8 inches (457 mm) on center in con-
crete; or placed in the bed joints of unit masonry at a mini-
mum of every 18 inches (457 mm) of vertical height. Two
such ties shall be provided at each bend in the vertical bars.
2111.4 Seismic anclhorage. Masonry and concrete chimneys
in Seismic Design Category D shall be anchored at each floor,
ceiling or roof line more than 6 feet (1829 mm) above grade,
except where constructed completely within the exterior walls.
Anchorage shall conform to the following requirements.
2111.4,1 Anchorage. Two V,6-inch by 1-inch (4.8 mm by
25.4 mm) straps shall be embedded a minimum of 12 inches
(305 mm) into the chimney. Straps shall be hooked around
the outer bars and extend 6 inches (152 mm) beyond the
bend. Each strap shall be fastened to a minimum of four
floor joists with two '/2-inch (12.7 mm) bolts.
2111.5 Firebox walls. Masonry fireboxes shall be constructed
of solid masonry units, hollow masonry units grouted solid,
stone or concrete. When a lining of firebrick at least 2 inches
(5 1 mm) in thickness or other approved lining is provided, the
minimum thickness of back and sidewalls shall each be 8
inches (203 mm) of solid masonry, including the lining. The
width of joints between firebricks shall not be greater than ^U
inch (6.4 mm). When no lining is provided, the total minimum
thickness of back and sidewalls shall be 10 inches (254 mm) of
solid masonry. Firebrick shall conform to ASTM C 27 or
ASTM C 1261 and shall be laid with medium-duty refractory
mortar conforming to ASTM C 199.
2111.5.1 Steel foepBace units. Steel fireplace units are per-
mitted to be installed with solid masonry to form a masonry
fireplace provided they are installed according to either the
requirements of their listing or the requirements of this sec-
tion. Steel fireplace units incorporating a steel firebox lining
shall be constructed with steel not less than V4 inch (6.4 mm)
in thickness, and an air-circulating chamber which is ducted
to the interior of the building. The firebox lining shall be en-
cased with solid masonry to provide a total thickness at the
back and sides of not less than 8 inches (203 mm), of which
not less than 4 inches (102 mm) shall be of solid masonry or
concrete. Circulating air ducts employed with steel fireplace
units shall be constructed of metal or masonry.
2003
427
lASONRY
TABLE 2111.1
SUMMARY OF REQUtREMEWTS FOR MASOMRY FIREPLACES AND CHIWiNEYS^
ITEM
LETTER
REQUIREMENTS
SECTION
Hearth and hearth extension thickness
A
4-inch minimum thickness for hearth, 2-inch minimum thickness for
hearth extension.
2111.9
Hearth extension (each side of opening)
B
8 inches for fireplace opening less than 6 square feet. 12 inches for
fireplace opening greater than or equal to 6 square feet.
2111.10
Hearth extension (front of opening)
C
16 inches for fireplace opening less than 6 square feet. 20 inches for
fireplace opening greater than or equal to 6 square feet.
2111.10
Firebox dimensions
—
20-inch minimum firebox depth. 12-inch minimum firebox depth for
Rumford fireplaces.
2111.6
Hearth and hearth extension reinforcing
D
Reinforced to carry its own weight and all imposed loads.
2111.9
Thickness of wall of firebox
E
10 inches solid masonry or 8 inches where firebrick lining is used.
2111.5
Distance from top of opening to throat
F
8 inches minimum.
2111.7
2111.7.1
Smoke chamber wall thickness
dimensions
G
6 inches lined; 8 inches unlined. Not taller than opening width; walls not
inclined more than 45 degrees from vertical for prefabricated smoke
chamber linings or 30 degrees from vertical for corbeled masonry.
2111.8
Chimney vertical reinforcing
H
Four No. 4 full-length bars for chimney up to 40 inches wide. Add two
No. 4 bars for each additional 40 inches or fraction of width, or for each
addifional flue.
2111.3.1,
2113.3.1
Chimney horizontal reinforcing
J
V4-inch ties at each 18 inches, and two ties at each bend in vertical steel.
2111.3.2,
2113.3.2
Fireplace lintel
L
Noncombustible material with 4-inch bearing length of each side of
opening.
2111.7
Chimney walls with flue lining
M
4-inch-thick solid masonry with Vg-inch fireclay liner or equivalent.
'/2-inch grout or airspace between fireclay Uner and wall.
2113.11.1
Effective flue area (based on area of
fireplace opening and chimney)
P
See Section 2113.16.
2113.16
Clearances
From chimney
From fireplace
From combustible trim or materials
Above roof
R
2 inches interior, 1 inch exterior or 12 inches from lining.
2 inches back or sides or 12 inches from lining.
6 inches from opening
3 feet above roof penetration, 2 feet above part of structure within 10 feet.
2113.19
2111.11
2111.12
2113.9
Anchorage strap
Number required
Embedment into chimney
Fasten to
Number of bolts
S
^/, 6 inch by 1 inch
Two
12 inches hooked around outer bar with 6-inch extension.
4 joists
Two '/2-inch diameter.
2111.4
2113.4.1
Footing
Thickness
Width
T
12-inch minimum.
6 inches each side of fireplace wall.
2111.2
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square foot = 0.0929 m^, 1 degree = 0.017 rad.
a. This table provides a summary of major requirements for the construction of masonry chimneys and fireplaces. Letter references are to Figure 2111.1, which
shows examples of typical construction. This table does not cover all requirements, nor does it cover all aspects of the indicated requirements. For the actual man-
datory requirements of the code, see the indicated section of text.
428
2003 SNTERNATBONAL BUILDING CODE®
(k) bond beam
2 FT. MIN.
MORTAR CAP -} f =:
n MASONRY CAP
©EFFECTIVE nJ ,
flue area >|»
(k) bond beam
FLUE LINING
(k) bond beam
/^ HORIZONTAL
W REINFORCING TIES Nj
(S) ANCHORAGE
ANCHORAGE
(M) VW\LL THICKNESS ^
>< PARGE WITH >k
Vll; MORTAR
8 IN. MIN
©SMOKE
CHAMBEI
VjIN. MIN.
©VERTICAL
REINFORCING
©FIREBOX VWLL v^
THICKNESS \^
HEARTH 20 IN.
MIN. FIREBRICK ■
©HEARTH SLAB .
THICKNESS i_
ASH DUMP OPTIONAL-
CLEAN OUT
VENEER TIE
CLEARANCE
DETAIL WITH
WOOD
MATERIAL
THERMAL
DISTANCE
21 IN. MIN. PARGE\8IN. ,
WITH Vv-^
LINTEL
©~T
FIREPLACE
HEARTH
EXTENSION b'PENI^G'
MEASURE HEIGHT
OF FREE STANDING
FIREPLACE FROM
TOP OF FOOTING
AV?///\\\l
(t)F00TING WIDTH— tj]
HEARTH SLAB
REINFORCEMENT
A\V///^^,\\\////\\\N
p- FOOTING WIDTH (?)
18 IN. MIN
GRADE
PLAN VIEW
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MORTAR CAP
(k) BOND BELAM
©HORIZONTAL
REINFORCING TILES
iffl. _ rt^ VERTICAL
jfl \^ REINFORCING
ANCHOR STFIAP
1V,IN, MIN. GROUT
BETWEEN 4 IN. CONCRETE
MASONRY AND CLAY FLUE
LINING
FLUE LINER
©HORIZONTAL
REINFORCING TIES
1^ 1/2 IN. MIN.
w- 4 IN. THICK MASONRY UNITS
/TN VERTICAL REINFORCING
■"XIJIQ IN. LAP IF SPLICED TO
FOOTING DOWELS
, FIREBOX WALL
S-(D THICKNESS
A\V///\\V
FOOTING DEPTH
/9v FOOTING WIDTH
ja-ViJe IN. AROUND
FREE STANDING
FIR EPLACE
^K
BARS IN CONCRETE
FOOTING
NATURAL
GRADE
HEARTH 20 IN. MIN.
BRICK FIREBOX AND CHIMNEY-
SECTIONAL SIDE VIEW ON WOOD FLOOR
BRICK FIREBOX AND BLOCK CHIMNEY-
SECTIONAL SIDE VIEW ON CONCRETE SLAB
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
?E21111.1
FIREPLACE AMD CHIMME^
429
fiASONRY
2111.6 Firebox dimensions. The firebox of a concrete or ma-
sonry fireplace shall have a minimum depth of 20 inches (508
mm). The throat shall not be less than 8 inches (203 mm) above
the fireplace opening. The throat opening shall not be less than
4 inches ( 1 02 mm) in depth. The cross-sectional area of the pas-
sageway above the firebox, including the throat, damper and
smoke chamber, shall not be less than the cross-sectional area
of the flue.
Exception: Rumford fireplaces shall be permitted provided
that the depth of the fireplace is at least 12 inches (305 mm)
and at least one-third of the width of the fireplace opening,
and the throat is at least 1 2 inches (305 mm) above the hntel,
and at least '/20 the cross-sectional area of the fireplace open-
ing.
2111.7 Lintel and throat. 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 4 inches (102 mm). The fireplace throat or
damper shall be located a minimum of 8 inches (203 mm)
above the top of the fireplace opening.
2111.7.1 Damper. Masonry fireplaces shall be equipped
with a ferrous metal damper located at least 8 inches (203
mm) above the top of the fireplace opening. Dampers shall
be installed in the fireplace or at the top of the flue venting
the fireplace, and shall be operable from the room contain-
ing the fireplace. Damper controls shall be permitted to be
located in the fireplace.
2111.8 Smoke chamber walls. Smoke chamber walls shall be
constructed of solid masonry units, hollow masonry units
grouted solid, stone or concrete. Corbeling of masonry units
shall not leave unit cores exposed to the inside of the smoke
chamber. The inside surface of corbeled masonry shall be
parged smooth. Where no lining is provided, the total mini-
mum thickness of front, back and sidewalls shall be 8 inches
(203 mm) of solid masonry. When a lining of firebrick at least 2
inches (5 1 mm) thick, or a lining of vitrified clay at least Vg inch
(15.9 mm) thick, is provided, the total minimum thickness of
front, back and sidewalls shall be 6 inches (152 mm) of solid
masonry, including the lining. Firebrick shall conform to
ASTM C 27 or ASTM C 1261 and shall be laid with refractory
mortar conforming to ASTM C 199.
2111.8.1 Smoke chamber dimensions. The inside height
of the smoke chamber from the fireplace throat to the begin-
ning of the flue shall not be greater than the inside width of
the fireplace opening. The inside surface of the smoke
chamber shall not be inclined more than 45 degrees (0.76
rad) from vertical when prefabricated smoke chamber lin-
ings are used or when the smoke chamber walls are rolled or
sloped rather than corbeled. When the inside surface of the
smoke chamber is formed by corbeled masonry, the walls
shall not be corbeled more than 30 degrees (0.52 rad) from
vertical.
2111.9 Hearth and hearth extension. Masonry fireplace
hearths and hearth extensions shall be constructed of concrete
or masonry, supported by noncombustible materials, and rein-
forced to carry their own weight and all imposed loads. No
combustible material shall remain against the underside of
hearths or hearth extensions after construction.
2111.9.1 Hearth thickness. The minimum thickness of
fireplace hearths shall be 4 inches (102 mm).
2111.9.2 Hearth extension thickness. The minimum
thickness of hearth extensions shall be 2 inches (51 mm).
Exception: When the bottom of the firebox opening is
raised at least 8 inches (203 mm) above the top of the
hearth extension, a hearth extension of not less than
Vg-inch-thick (9.5 mm) brick, concrete, stone, tile or
other approved noncombustible material is permitted.
2111.10 Hearth extension dimensions. Hearth extensions
shall extend at least 16 inches (406 mm) in front of, and at least
8 inches (203 mm) beyond, each side of the fireplace opening.
Where the fireplace opening is 6 square feet (0.557 m^) 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.
2111.11 Fireplace clearance. Any portion of a masonry fire-
place located in the interior of a building or within the exterior
wall of a building shall have a clearance to combustibles of not
less than 2 inches (5 1 mm) from the front faces and sides of ma-
sonry fireplaces and not less than 4 inches (102 mm) from the
back faces of masonry fireplaces. The airspace shall not be
filled, except to provide fireblocking in accordance with Sec-
tion 2111.13.
Exceptions:
1 . Masonry fireplaces listed and labeled for use in con-
tact with combustibles in accordance with UL 127
and installed in accordance with the manufacturer's
installation instructions, are permitted to have com-
bustible material in contact with their exterior sur-
faces.
2. When masonry fireplaces are constructed as part of
masonry or concrete walls, combustible materials
shall not be in contact with the masonry or concrete
walls less than 12 inches (306 mm) from the inside
surface of the nearest firebox lining.
3. Exposed combustible trim and the edges of sheathing
materials, such as wood siding, flooring and drywall,
are permitted to abut the masonry fireplace sidewalls
and hearth extension, in accordance with Figure
2111.11, provided such combustible trim or sheathing
is a minimum of 12 inches (306 mm) from the inside
surface of the nearest firebox lining.
4. Exposed combustible mantels or trim is permitted to
be placed directly on the masonry fireplace front sur-
rounding the fireplace opening provided such com-
bustible materials shall not be placed within 6 inches
(153 mm) of a fireplace opening. Combustible mate-
rial within 12 inches (306 mm) of the fireplace open-
ing shall not project more than '/g inch (3.2 mm) for
each 1-inch (25 mm) distance from such opening.
2111.12 Mantel and trim. Woodwork or other combustible
materials shall not be placed within 6 inches (152 mm) of a fire-
place opening. Combustible material within 12 inches (305
mm) of the fireplace opening shall not project more than Vg inch
(3.2 mm) for each 1-inch (25 mm) distance from such opening.
•
430
2003 INTERNATIONAL BUILDING CODE®
m
COMBUSTIBLE SHEATHING
EDGE ABUTTING MASONRY
12" MIN. FROM FIREBOX
2" CLEARW^CE (AIRSPACE)
^TO COMBUSTIBLE FRAMING
FRAME WALL
WOOD MANTEL
For SI: 1 inch = 25.4 mm
E21111.11
OF EXCEI
E CLEARANCE
•
ig. All spaces between fireplaces
and floors and ceilings through which fireplaces pass shall be
fireblocked with noncombustible material securely fastened in
place. The fireblocking of spaces between wood joists, beams
or headers shall be to a depth of 1 inch (25 mm) and shall only
be placed on strips of metal or metal lath laid across the spaces
between combustible material and the chimney.
2III0I4 Exterior m. Factory-built or masonry fireplaces cov-
ered in this section shall be equipped with an exterior air supply
to ensure proper fuel combustion unless the room is mechani-
cally ventilated and controlled so that the indoor pressure is
neutral or positive.
2111.14.1 Factory=lbmtt foeplaces. Exterior combustion
air ducts for factory-built fireplaces shall be listed compo-
nents of the fireplace, and installed according to the fire-
place manufacturer's instructions.
21 11.14.2 Masomiry Hreplaces. Listed combustion air ducts
for masonry fireplaces shall be installed according to the
terms of their listing and manufacturer's instructions.
2111.14.3 Exterior air ietake. The exterior air intake shall
be capable of providing all combustion air from the exterior
of the dwelling. The exterior air intake shall not be located
within the garage, attic, basement or crawl space of the
dwelling nor shall the air intake be located at an elevation
higher than the firebox. The exterior air intake shall be cov-
ered with a corrosion-resistant screen of V4-inch (6.4 mm)
mesh.
Unlisted combustion air ducts shall
be installed with a minimum 1-inch (25 mm) clearance to
combustibles for all parts of the duct within 5 feet (1524
mm) of the duct outlet.
2111.14.5 Passageway. The combustion air passageway
shall be a minimum of 6 square inches (3870 mm^) and not
more than 55 square inches (0.035 m^), except that combus-
tion air systems for listed fireplaces or for fireplaces tested
for emissions shall be constructed according to the fireplace
manufacturer's instructions.
2111.14.(5 Oetlet. The exterior air outlet is permitted to be
located in the back or sides of the firebox chamber or within
24 inches (610 mm) of the firebox opening on or near the
floor. The outlet shall be closable and designed to prevent
burning material from dropping into concealed combustible
spaces.
SECTION 2112
iiASONRY HEATERS
2112,1 Deffleitiom. A masonry heater is a heating appliance
constructed of concrete or solid masonry, hereinafter referred
to as "masonry," having a mass of at least 1,760 pounds (800
kg), excluding the chimney and foundation, which is designed
to absorb and store heat from a solid fuel fire built in the firebox
by routing the exhaust gases through internal heat exchange
channels in which the flow path downstream of the firebox in-
cludes at least one 180-degree (3.14 rad) change in flow direc-
tion before entering the chimney, and that deUvers heat by
radiation from the masonry surface of the heater that shall not
exceed 230°F (110°C) except within 8 inches (203 mm) sur-
rounding the fuel loading door(s).
2112.2 Imstallatiom, Masonry heaters shall be listed or in-
stalled in accordance with ASTM E 1602.
2112.3 Seismic reimforcing. Seismic reinforcing shall not be
required within the body of a masonry heater whose height is
equal to or less than 2.5 times its body width and where the ma-
sonry chimney serving the heater is not supported by the body
of the heater. Where the masonry chimney shares a common
wall with the facing of the masonry heater, the chimney portion
of the structure shall be reinforced in accordance with Sections
2113 and 2113.4.
2112.4 Masomry heater clearamce. Wood or other combusti-
ble framing shall not be placed within 4 inches (102 mm) of the
outside surface of a masonry heater, provided the wall thick-
ness of the firebox is not less than 8 inches (203 mm) and the
wall thickness of the heat exchange channels is not less than 5
inches (127 mm). A clearance of at least 8 inches (203 mm)
shall be provided between the gas-tight capping slab of the
heater and a combustible ceiling. The required space between
the heater and combustible material shall be fully vented to per-
mit the free flow of air around all heater surfaces.
SECTION 2113
liASONRY CHfliViNEYS
2113.1 General, A masonry chimney is a chimney constructed
of concrete or masonry, hereinafter referred to as "masonry."
Masonry chimneys shall be constructed, anchored, supported
and reinforced as required in this chapter.
2113.2 Footings and ffoemdations. Foundations for masonry
chimneys shall be constructed of concrete or solid masonry at
least 1 2 inches (305 mm) thick and shall extend at least 6 inches
(152 mm) beyond the face of the foundation or support 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.
2003 E^ITE1R1N1AT10^5AL BUILDING CODE®
431
MASONRY
2113.3 Seismic reinforcing. Masonry or concrete chimneys
shall be constructed, anchored, supported and reinforced as re-
quired in this chapter. In Seismic Design Category D, masonry
and concrete chimneys shall be reinforced and anchored as de-
tailed in Sections 2113.3.1, 2113.3.2 and 2113.4. In Seismic
Design Category A, B or C, reinforcement and seismic anchor-
age is not required. In Seismic Design Category E or F, ma-
sonry and concrete chimneys shall be reinforced in accordance
with the requirements of Sections 2101 through 2108.
2113.3.1 Vertical reinforcing. For chimneys up to 40
inches (1016 mm) wide, four No. 4 continuous vertical bars
anchored in the foundation shall be placed in the concrete,
between wythes of solid masonry or within the cells of hol-
low unit masonry and grouted in accordance with Section
2103.10. Grout shall be prevented from bonding with the
flue liner so that the flue liner is free to move with thermal
expansion. For chimneys greater than 40 inches (1016 mm)
wide, two additional No. 4 vertical bars shall be provided for
each additional 40 inches (1016 mm) in width or fraction
thereof.
2113.3.2 Horizontal reinforcing. Vertical reinforcement
shall be placed enclosed within '/4-inch (6.4 mm) ties, or
other reinforcing of equivalent net cross-sectional area,
spaced not to exceed 1 8 inches (457 mm) o.c. in concrete, or
placed in the bed joints of unit masonry, at a minimum of ev-
ery 1 8 inches (457 mm) of vertical height. Two such ties
shall be provided at each bend in the vertical bars.
2113.4 Seismic anchorage. Masonry and concrete chimneys
and foundations in Seismic Design Category D shall be an-
chored at each floor, ceiling or roof line more than 6 feet (1829
mm) above grade, except where constructed completely within
the exterior walls. Anchorage shall conform to the following
requirements.
2113.4.1 Anchorage. Two V,6-inch by 1-inch (4.8 mm by
25 mm) straps shall be embedded a minimum of 1 2 inches
(305 mm) into the chimney. Straps shall be hooked around
the outer bars and extend 6 inches (152 mm) beyond the
bend. Each strap shall be fastened to a minimum of four
floor joists with two '/j-inch (12.7 mm) bolts.
2113.5 Corbeling. Masonry chimneys shall not be corbeled
more than half of the chimney's wall thickness from a wall or
foundation, nor shall a chimney be corbeled from a wall or
foundation that is less than 1 2 inches (305 mm) in thickness un-
less it projects equally on each side of the wall, except that on
the second story of a two-story dwelling, corbeling of chim-
neys on the exterior of the enclosing walls is permitted to 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.
2113.6 Changes in dimension. The chimney wall or chimney
flue lining shall not change in size or shape within 6 inches (152
mm) above or below where the chimney passes through floor
components, ceiling components or roof components.
2113.7 Offsets. Where a masonry chimney is constructed with
a fireclay flue liner surrounded by one wythe of masonry, the
maximum offset shall be such that the centerline of the flue
above the offset does not extend beyond the center of the chim-
ney wall below the offset. Where the chimney offset is sup-
ported by masonry below the offset in an approved manner, the
maximum offset limitations shall not apply. Each individual
corbeled masonry course of the offset shall not exceed the pro-
jection limitations specified in Section 2113.5.
2113.8 Additional load. Chimneys shall not support loads
other than their own weight unless they are designed and con-
structed to support the additional load. Masonry chimneys are
permitted to be constructed as part of the masonry walls or con-
crete walls of the building.
2113.9 Termination. Chimneys shall extend at least 2 feet (610
mm) higher than any portion of the building within 10 feet
(3048 mm), but shall not be less than 3 feet (914 mm) above the
highest point where the chimney passes through the roof.
2113.9.1 Spark arrestors. Where a spark arrestor is in-
stalled on a masonry chimney, the spark arrestor shall meet
all of the following requirements:
1 . The net free area of the arrestor shall not be less than
four times the net free area of the outlet of the chimney
flue it serves.
2. The arrestor screen shall have heat and corrosion re-
sistance equivalent to 19-gage galvanized steel or
24-gage stainless steel.
3. Openings shall not permit the passage of spheres hav-
ing a diameter greater than ^1^ inch (13 mm) nor block
the passage of spheres having a diameter less than Vg
inch (11 mm).
4. The spark arrestor shall be accessible for cleaning and
the screen or chimney cap shall be removable to allow
for cleaning of the chimney flue.
2113.10 Wall thickness. Masonry chimney walls shall be con-
structed of concrete, solid masonry units or hollow masonry
units grouted solid with not less than 4 inches (102 mm) nomi-
nal thickness.
2113.11 Flue lining (material). Masonry chimneys shall be
lined. The lining material shall be appropriate for the type of
appliance connected, according to the terms of the appHance
listing and the manufacturer's instructions.
2113.11.1 Residential-type appliances (general). Flue
lining systems shall comply with one of the following:
1 . Clay flue lining complying with the requirements of
ASTM C 315, or equivalent.
2. Listed chimney lining systems complying with UL
1777.
3. Factory-built chimneys or chimney units listed for in-
stallation within masonry chimneys.
4. Other approved materials that will resist corrosion,
erosion, softening or cracking from flue gases and
condensate at temperatures up to 1,800°F (982°C).
2113.11.1.1 Flue linings for specific appliances. Flue
linings other than those covered in Section 2 1 1 3. 1 1 . 1 in-
tended for use with specific appliances shall comply with
Sections 2113.11.1.2 through 2113.11.1.4 and Sections
2113.11.2 and 2113.11.3.
432
2003 INTERNATIONAL BUILDING CODE®
2113011.1.2 Gas appMamces. Flue lining systems for gas
appliances shall be in accordance with the International
Fuel Gas Code.
211301101.3 Pellet iFeeD-braimieg appMamces, Flue lining
and vent systems for use in masonry chimneys with pellet
fuel-burning appliances shall be limited to flue lining
systems complying with Section 2113.11.1 and pellet
vents listed for installation within masonry chimneys
(see Section 2113.11.1.5 for marking).
2113.1 l.lo4 Oil-lKredl appMamces approved for ese
witli L-vemL Flue lining and vent systems for use in ma-
sonry chimneys with oil-fired appliances approved for
use with Type L vent shall be limited to flue lining sys-
tems complying with Section 2113.11.1 and listed chim-
ney liners complying with UL 641 (see Section
2113.11.1.5 for marking).
2113oll.lc5 Notice of esage. When a flue is relined with
a material not complying with Section 2113.11.1, the
chimney shall be plainly and permanently identified by a
label attached to a wall, ceiling or other conspicuous lo-
cation adjacent to where the connector enters the chim-
ney. The label shall include the following message or
equivalent language: "This chimney is for use only with
(type or category of appHance) that bums (type of fuel).
Do not connect other types of appliances."
2113,llo2 Comcrete amd maasomry ctolmimeys for mie=
surfaces of a concrete or masonry chimney for me-
dium-heat appliances and combustible material.
2113ollo3 Comcrete
2113.11o2ol GemeraL Concrete and masonry chimneys
for medium-heat appliances shall comply with Sections
2113.1 through 2113.5.
2113.11.2.2 Comstrmctnoim. Chimneys for medium-heat
appliances shall be constructed of solid masonry units or
of concrete with walls a minimum of 8 inches (203 mm)
thick, or with stone masonry a minimum of 12 inches
(305 mm) thick.
2113.11.2.3 Limnrng, Concrete and masonry chimneys
shall be lined with an approved medium-duty refractory
brick a minimum of 4V2 inches (114 nun) thick laid on
the 4V2-inch bed (1 14 mm) in an approved medium-duty
refractory mortar. The lining shall start 2 feet (610 mm)
or more below the lowest chimney connector entrance.
Chimneys terminating 25 feet (7620 mm) or less above a
chimney connector entrance shall be lined to the top.
2113.11.2.4 Multiple passageway. Concrete and ma-
sonry chimneys containing more than one passageway
shall have the liners separated by a minimum
4-inch-thick (102 mm) concrete or solid masonry wall.
2113.11.2.5 TermiMatlom Meiglnt. Concrete and masonry
chimneys for medium-heat apphances shall extend a
minimum of 10 feet (3048 mm) higher than any portion
of any building within 25 feet (7620 mm).
2113.11.2.6 Clearance. A minimum clearance of 4
inches (102 mm) shall be provided between the exterior
mnasomry
2113.11.3.1 Gemeral. Concrete and masonry chimneys
for high-heat appliances shall comply with Sections
2113.1 through 2113.5.
2113.11.3.2 Comstractlom. Chimneys for high-heat ap-
pliances shall be constructed with double walls of sohd
masonry units or of concrete, each wall to be a minimum
of 8 inches (203 mm) thick with a minimum airspace of 2
inches (51 mm) between the walls.
2113.11.3.3 Lming. The inside of the interior wall shall
be lined with an approved high-duty refractory brick, a
minimum of 4V2 inches (114 mm) thick laid on the
4 '/2-inch bed (114 mm) in an approved high-duty refrac-
tory mortar. The lining shall start at the base of the chim-
ney and extend continuously to the top.
2113.11.3.4 Termimatnom height. Concrete and ma-
sonry chimneys for high-heat appliances shall extend a
minimum of 20 feet (6096 mm) higher than any portion
of any building within 50 feet (15 240 mm).
2113.11.3.5 Ckaramce. Concrete and masonry chim-
neys for high-heat appliances shall have approved clear-
ance from buildings and structures to prevent
overheating combustible materials, permit inspection
and maintenance operations on the chimney and prevent
danger of bums to persons.
2113.12 Flue Mmimg (Smstallatlom). Flue liners shall be in-
stalled in accordance with ASTM C 1283 and extend from a
point not less than 8 inches (203 mm) below the lowest inlet or,
in the case of fireplaces, from the top of the smoke chamber, to
a point above the enclosing walls. The Hning shall be carried up
vertically, with a maximum slope no greater than 30 degrees
(0.52 rad) from the vertical.
Fireclay flue liners shall be laid in medium-duty refractory
mortar conforming to ASTM C 199, with tight mortar joints left
smooth on the inside and installed to maintain an airspace or insu-
lation not to exceed the thickness of the flue liner separating the
flue liners from the interior face of the chimney masonry walls.
Flue lining shall be supported on all sides. Only enough mortar
shall be placed to make the joint and hold the liners in position.
2113.13.1 Listed materials. Listed materials used as flue
linings shall be installed in accordance with the terms of
their listings and the manufacturer's instructions.
Mmimg. The space surrounding a
chimney lining system or vent installed within a masonry
chimney shall not be used to vent any other appliance.
IBS This shall not prevent the installation of a
separate flue lining in accordance with the manufac-
turer's instructions.
2003 INTERMATSOMAL BUILDING CODE®
433
MASONRY
2113.14 Multiple flues. When two or more flues are located in
the same chimney, masonry wythes shall be built between adja-
cent flue linings. The masonry wythes shall be at least 4 inches
(102 mm) thick and bonded into the walls of the chimney.
Exceptions When venting only one appliance, two flues are
permitted to 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 4 inches
(102 mm).
2113.15 Flue area (appliance). Chimney flues shall not be
smaller in area than the area of the connector from the appli-
ance. Chimney flues connected to more than one appliance
shall not be less than the area of the largest connector plus 50
percent of the areas of additional chimney connectors.
Exceptions s
1. Chimney flues serving oil-fired appliances sized in
accordance with NFPA 3 1 .
2. Chimney flues serving gas-fired appliances sized in
accordance with the International Fuel Gas Code.
area (masonry fireplace). Flue sizing for chim-
neys serving fireplaces shall be in accordance with Section
2113.16.1 or 2113. 16.2.
2113.16.1 Minimum area. Round chimney flues shall have
a minimum net cross-sectional area of at least V12 of the fire-
place opening. Square chimney flues shall have a minimum
net cross-sectional area of at least '/jo of the fireplace open-
ing. Rectangular chimney flues with an aspect ratio less than
2 to 1 shall have a minimum net cross-sectional area of at
least 7 10 of the fireplace opening. Rectangular chimney
flues with an aspect ratio of 2 to 1 or more shall have a mini-
mum net cross-sectional area of at least Vg of the fireplace
opening.
2113.16.2 Delerminatlom of minimum area. The mini-
mum net cross-sectional area of the flue shall be determined
in accordance with Figure 21 13.16. A flue size providing at
least the equivalent net cross-sectional area shall be used.
Cross-sectional areas of clay flue linings are as provided in
Tables 2113.16(1) and 2113.16(2) or as provided by the
manufacturer or as measured in the field. The height of the
chimney shall be measured from the firebox floor to the top
of the chimney flue.
a:
si
ouj:
COQ^L
13 14 15 16 17 18 19 20 21 22 23 24 25
HEIGHT, MEASURED FROM FLOOR
OF COMBUSTION CHAMBER TO
TOP OF FLUE (FT)
Li.O<
For SI: 1 inch = 25.4 mm, 1 square inch = 645 mm^.
FLUE S8ZES FOR
E 2113.16
/lASONRY CHJMNEYS
434
2003 INTERNAT[ONAL BUILDING CODE®
2113.16(1)
NET CROSS-SECTIOtSSAL AREA OF
FLUE SIZES^
FLUE SIZE, INSIDE DIAMETER
(inches)
CROSS-SECTOOMAL AREA
(square inches)
6
28
7
38
8
50
10
78
10%
90
12
113
15
176
18
254
For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 mm^.
a. Flue sizes are based on ASTM C 315.
TABLE 2113.16(2)
SET Cf^OSS-SECTllOWAL AREA OF SQUARE AND
RECTANGULAR FLUE SEES^
FLUE SIZE, liSSSlDE DlMEl\!SIOiS!
(inches)
CROSS-SECTIONAL AREA
(square inches)
472X13
34
Vl^xTl^
37
8V2X8V2
47
772Xll'/2
58
872x13
74
772X1572
82
IIV2XII72
91
872XI7V2
101
13x13
122
ll'/2Xl572
124
13x1772
165
1572x1572
168
1572X1972
214
1772X1772
226
1972X1972
269
20x20
286
For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 mm^.
a. Flue sizes are based on ASTM C 315.
2113.17 Emleto Inlets to masonry chimneys shall enter from the
side. Inlets shall have a thimble of fireclay, rigid refractory ma-
terial or metal that will prevent the connector from pulling out
of the inlet or from extending beyond the wall of the liner.
2113«18 Masomry clhimmey ckamowitt opeminmgSo Cleanout
openings shall be provided within 6 inches (152 mm) of the
base of each flue within every masonry chimney. The upper
edge of the cleanout shall be located at least 6 inches (152 mm)
below the lowest chimney inlet opening. The height of the
opening shall be at least 6 inches (152 mm). The cleanout shall
be provided with a noncombustible cover.
ni Chimney flues serving masonry fireplaces,
where cleaning is possible through the fireplace opening.
2113.19 CMmmey dearamces. Any portion of a masonry
chimney located in the interior of the building or within the ex-
terior wall of the building shall have a minimum airspace clear-
ance to combustibles of 2 inches (51 mm). Chimneys located
entirely outside the exterior walls of the building, including
chimneys that pass through the soffit or cornice, shall have a
minimum airspace clearance of 1 inch (25 mm). The airspace
shall not be filled, except to provide fireblocking in accordance
with Section 21 13.20.
1 . Masonry chimneys equipped with a chimney lining
system listed and labeled for use in chimneys in con-
tact with combustibles in accordance with UL 1777,
and installed in accordance with the manufacturer's
instructions, are permitted to have combustible mate-
rial in contact with their exterior surfaces.
2. Where masonry chimneys are constructed as part of
masonry or concrete walls, combustible materials
shall not be in contact with the masonry or concrete
wall less than 12 inches (305 mm) from the inside sur-
face of the nearest flue lining.
3. Exposed combustible trim and the edges of sheathing
materials, such as wood siding, are peimitted to abut
the masonry chimney sidewalls, in accordance with
Figure 2113.19, provided such combustible trim or
sheathing is a minimum of 12 inches (305 mm) from
the inside surface of the nearest flue hning. Combusti-
ble material and trim shall not overlap the comers of
the chimney by more than 1 inch (25 mm).
2113.2® CMmmey fireblocking. All spaces between chimneys
and floors and ceilings through which chimneys pass shall be
fireblocked with noncombustible material securely fastened in
place. The fireblocking of spaces between wood joists, beams
or headers shall be to a depth of 1 inch (25 mm) and shall only
be placed on strips of metal or metal lath laid across the spaces
between combustible material and the chimney.
^^^^3m^
I
FLUE
UNING
^^3^^
// VA^ COMBUSTIBLE SHEATHING
^^^ 12" FROM FLUE LINING
y/^ '7 MASONRY ABUTTING
/ M M
r CLEARANCE (AIRSPACE)
TO COMBUSTIBLE SHEATHING
For SI: 1 inch = 25.4 mm
E 2113.19
OF EXCE
2003 SMTERSMATDONAL BUILDING CODE®
435
436 2003 INTERNATIONAL BUILDING CODE®
CHAPTER 2
GENERAL
2201.1 Scope. The provisions of this chapter govern the qual-
ity, design, fabrication and erection of steel used structurally in
buildings or structures.
ECTION 220^
22®2.1 DeientnomSo The following words and terms shall, for
the purposes of this chapter and as used elsewhere in this code,
have the meaning shown herein.
ADJUSTED SHEAR RESISTANCE. In Type II shear walls,
the unadjusted shear resistance multiplied by the shear resis-
tance adjustment factors of Table 2211.3.
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 struc-
tural shape other than cold-formed steel, or steel joist members.
TYPE I SHEAR WALL. A wall designed to resist in-plane
lateral forces that is fully sheathed and provided with
hold-down anchors at each end of the wall segment. Type I
walls are permitted to have openings where detailing for force
transfer around the openings is provided (see Figure 2202.1).
TYPE II SHEAR WALL. A wall designed to resist in-plane
lateral forces that is sheathed with wood structural panel or
sheet steel that contains openings, that have not been specifi-
cally designed and detailed for force transfer around wall open-
ings. Hold-down anchors for Type II shear walls are only
required at the ends of the wall (see Figure 2202.1).
TYPE II SHEAR WALL SEGMENT. A section of shear wall
with full-height sheathing and which meets the aspect ratio
limits of Section 2211. 3.2(3).
UNADJUSTED SHEAR RESISTANCE. In Type II walls,
the unadjusted shear resistance is based on the design shear and
the limitations of Section 2211.3.1.
2202.2 Nomemclatare. The following symbols shall, for the
purposes of this chapter and as used elsewhere in this code,
have the meanings shown herein.
(}) = Resistance factor (see Section 2211.2.1).
O = Factor of safety (see Section 22 11. 2.1).
Q-o = System overstrength factor (see Section 1617.6).
Cg = ShearresistanceadjustmentfactorfromTable2211.3.
ZL, = Sum of widths of Type II shear wall segments, feet
(mm/1,000).
= Compression chord uplift force, lbs (kN).
= Shear force in Type II shear wall, lbs (kN).
= The height of a shear wall measured as:
1 . The maximum clear height from top of foundation
to bottom of diaphragm framing above or,
2. The maximum clear height from top of a dia-
phragm to bottom of diaphragm framing above.
= Unit shear force, plf (kN/m).
= The width of a shear wall or wall pier in the direction of
application of force measured as the sheathed dimen-
sion of the shear wall.
2203.1 Idemtlficatlom. Steel furnished for structural load-car-
rying purposes shall be properly identified for conformity to
the ordered grade in accordance with the specified ASTM stan-
dard or other specificadon and the provisions of this chapter.
Steel that is not readily identifiable as to grade from marking
and test records shall be tested to determine conformity to such
standards.
I. Painting of structural steel shall comply
with the requirements contained in either the AISC Load and
Resistance Factor Design Specification for Structural Steel
Buildings (AISC-LRFD), AISC Specification for Structural
Steel Buildings — Allowable Stress Design (AISC 335) otAISC
Specification for the Design of Steel Hollow Structural Sec-
tions (AISC-HSS). Individual structural members and assem-
bled panels of cold-formed steel construction, except where
fabricated of approved corrosion-resistant steel or of steel hav-
ing a corrosion resistant or other approved coating, shall be
protected against corrosion with an approved coat of paint,
enamel or other approved protection.
ag. The details of design, workmanship and tech-
nique for welding, inspection of welding and quahfication of
welding operators shall conform to the requirements of the
specifications hsted in Sections 2205, 2206, 2207, 2209 and
2210. Special inspection of welding shall be provided where
required by Section 1704.
2003 8NTERNAT10NAL BUtLDSNG CODE®
STEEL
SHEATHING PER
TABLE 2211 .2(1)
TABLE 221 1 .2(2)
TABLE 221 1 .2(3)
HOLD-DOWN ANCHORS
PER SECTION 221 1 .2, ITEM 9
HOLD-DOWN ANCHORS
PER SECTION 221 1 .2, ITEM 9
TYPE I SHEAR WALL
SHEATHING PER
TABLE 221 1.2(1)
TABLE 221 1.2(3)
MAXIMUM
UNRESTRAINED
OPENING HEIGHT
HOLD-DOWN ANCHORS
PER SECTION 2211.3.3.2
HOLD-DOWN ANCHORS
PER SECTION 221 1.3.3.2
TYPE II SHEAR WALL
FIGURE 2202.1
TYPE I AND TYPE !l SHEAR WALLS
438
2003 SNTERNATiONAL BUILDING CODEC
STEEL
«
g. The design, installation and inspection of bolts
shall be in accordance with the requirements of the specifica-
tions listed in Sections 2205, 2206, 2209 and 2210. Special in-
spection of the installation of high-strength bolts shall be
provided where required by Section 1704.
2204.2.1 Aeclhor rods. Anchor rods shall be set accurately
to the pattern and dimensions called for on the plans. The
protrusion of the threaded ends through the connected mate-
rial shall be sufficient to fully engage the threads of the nuts,
but shall not be greater than the length of the threads on the
bolts.
SECTIOM 2205
STRUCTURAL STEEL
22®5.1 GemeraL The design, fabrication and erection of struc-
tural steel for buildings and structures shall be in accordance
with either the AISC-LRFD, AISC 335 or AISC-HSS. Where
required, the seismic design of steel structures shall be in accor-
dance with the additional provisions of Section 2205.2.
220S.2 Seismic reqeirements for steel stractares. The design
of structural steel structures to resist seismic forces shall be in
accordance with the provisions of Section 2205.2.1 or 2205.2.2
for the appropriate seismic design category.
2205.2.1 Seismic Design Category A, B m C. Structural
steel structures assigned to Seismic Design Category A, B or
C, in accordance with Section 1616, shall be of any con-
struction permitted in Section 2205. An R factor as set forth
in Section 1617.6 for the appropriate steel system is permit-
ted where the structure is designed and detailed in accor-
dance with the provisions of AISC 341, Parts I and III.
Systems not detailed in accordance with the above shall use
the R factor in Section 1617.6 designated for "steel systems
not detailed for seismic."
2205.2.2 Seismic Design Category D, E or E Structural
steel structures assigned to Seismic Design Category D, E or
F shall be designed and detailed in accordance with AISC
341, Parti or III.
2205.3 Seismic requirements for composite coinistriuictioini.
The design, construction and quality of composite steel and
concrete components that resist seismic forces shall conform to
the requirements of the AISC LRFD and ACI 3 1 8. An i? factor
as set forth in Section 1617.6 for the appropriate composite
steel and concrete system is permitted where the structure is de-
signed and detailed in accordance with the provisions of AISC
341, Part II. In Seismic Design Category B or above, the design
of such systems shall conform to the requirements of AISC
341, Part 11.
2205.3.1 Seismic Design Categories D, E and E Compos-
ite structures are permitted in Seismic Design Categories D ,
E and F, subject to the limitations in Section 1617.6, where
substantiating evidence is provided to demonstrate that the
proposed system will perform as intended by AISC 341,
Part II. The substantiating evidence shall be subject to build-
ing official approval. Where composite elements or connec-
tions are required to sustain inelastic deformations, the
substantiating evidence shall be based on cychc testing.
STEEL JOISTS
2206.1 GemeraL The design, manufacturing and use of open
web steel joists and joist girders shall be in accordance with one
of the following Steel Joist Institute specifications:
1 . Standard Specifications for Open Web Steel Joists, K Se-
ries.
2. Standard Specifications for Longspan Steel Joists, LH
Series and Deep Longspan Steel Joists, DLH Series.
3. Standard Specifications for Joist Girders.
Where required, the seismic design of buildings shall be in
accordance with the additional provisions of Section 2205.2 or
2211.
STEEL CABLE STRUCTURES
2207.1 GemeraL The design, fabrication and erection includ-
ing related connections, and protective coatings of steel cables
for buildings shall be in accordance with ASCE 19.
The design
strength of steel cables shall be determined by the provisions of
ASCE 19 except as modified by these provisions.
1 . A load factor of 1 . 1 shall be applied to the prestress force
included in T^ and T^ as defined in Section 3.12.
2. In Section 3.2.1, Item (c) shall be replaced with "1.5 T3"
and Item (d) shall be replaced with "1 .5 T"
STEEL STORAGE RACKS
22O80I Storage racks. The design, testing and utilization of in-
dustrial steel storage racks shall be in accordance with the RMI
Specification for the Design, Testing and Utilization of Indus-
trial Steel Storage Racks. Racks in the scope of this specifica-
tion include industrial pallet racks, movable shelf racks and
stacker racks, and does not apply to other types of racks, such as
drive-in and drive-through racks, cantilever racks, portable
racks or rack buildings. Where required, the seismic design of
storage racks shall be in accordance with the provisions of Sec-
tion 9.6.2.9 of ASCE 7.
2209.1 General. The design of cold-formed carbon and
low-alloy steel structural members shall be in accordance with
the North American Specification for the Design of
Cold-Formed Steel Structural Members (AISI-NASPEC). The
design of cold-formed stainless-steel structural members shall
be in accordance with ASCE 8. Cold-formed steel light-framed
construction shall comply with Section 2210.
2209.2 Composite slabs om steel decks. Composite slabs of
concrete and steel deck shall be designed and constructed in ac-
cordance with ASCE 3.
2003 DNTERNATIONAL BUILDING CODE®
STEEL
SECTION 2210
COLD-FORMED STEEL
LIGHT-FRAMED CONSTRUCTION
2210.1 GeneraL The design, installation and construction of
cold-formed carbon or low-alloy steel, structural and
nonstructural steel framing, shall be in accordance with the
Standard for Cold-Formed Steel Framing — General Provi-
sions, American Iron and Steel Institute (AISI-General) and
AISI-NASPEC.
2210.2 Headers. The design and installation of cold-formed
steel box and back- to-back headers, and double L-headers used
in single-span conditions for load- carrying purposes shall be in
accordance with the Standard for Cold-Formed Steel
Framing — Header Design, American Iron and Steel Institute
(AISI-Header), subject to the limitations therein.
2210.3 Trusses. The design, quality assurance, installation and
testing of cold-formed steel trusses shall be in accordance with
the Standard for Cold-Formed Steel Framing-Trusses, Ameri-
can Iron and Steel Institute (AISI-Truss), subject to the limita-
tions therein.
SECTION 2211
COLD-FORMED STEEL
LIGHT-FRAMED SHEAR WALLS
2211.1 GeneraL In addition to the requirements of Section
2210, the design of cold-formed steel light-framed shear walls,
to resist wind and seismic loads shall be in accordance with the
requirements of Section 2211.2 for Type I (segmented) shear
walls or Section 221 1.3 for Type II (perforated) shear walls.
Light-framed structures assigned to Seismic Design Catego-
ries A, B and C, in accordance with Section 1616, shall be of
any construction permitted in Section 2210. An R factor as set
forth in Section 1617.6 for the appropriate steel system is per-
mitted where the lateral design of the structure is in accordance
with the provisions of Section 221 1.4. Systems not detailed in
accordance with Section 2211.4 shall use the R factor in Sec-
tion 1617.6 designated for "steel systems not detailed for seis-
mic."
In Seismic Design Categories D, E and F, the lateral design
of light-framed structures shall also comply with the require-
ments in Section 221 1.4
2211.2 Type I shear walls. The design of Type I shear walls, of
cold-formed steel light-framed construction, to resist wind and
seismic loads, shall be in accordance with the requirements of
this section.
1 . The nominal shear value for Type I shear walls, as shown
in Table 2211.2(1) for wind loads, Table 2211.2(2) for
wind or seismic loads or Table 2211.2(3) for seismic
loads, is permitted to establish allowable shear values or
design shear values.
2. Boundary members, chords, collectors and connections
thereto shall be proportioned to transmit the induced
forces.
3. As an alternative to the values in Tables 2211.2(1),
221 1 .2(2) and 221 1 .2(3), shear values are permitted to be
calculated by the principles of mechanics by using ap-
proved fastener values and shear values appropriate for
the sheathing material attached.
4. Type I shear walls sheathed with wood structural or sheet
steel panels are permitted to have window openings, be-
tween hold-down anchors at each end of a wall segment,
where details are provided to account for force transfer
around openings.
5. The aspect ratio limitations of Section 221 1.2.2, Item 5,
shall apply to the entire Type I segment and to each wall
pier at the side of each opening.
6. The height of the wall pier {h) shall be defined as the clear
height of the pier at the side of an opening.
7. The width of a pier (w) shall be defined as the sheathed
width of the pier.
8. The width of wall piers shall not be less than 24 inches
(102 mm).
9. Hold-down anchors shall be provided at each end of a
Type I shear wall capable of resisting the design forces.
2211.2.1 Design shear determination. Where allowable
stress design (ASD) is used, the allowable shear value shall
be determined by dividing the nominal shear value, shown
in Tables 221 1.2(1), 221 1.2(2) and 221 1.2(3), by a factor of
safety (O) of 2.5.
Where load and resistance factor design (LRFD) is used,
the design shear value shall be determined by multiplying
the nominal shear value, shown in Tables 2211.2(1),
221 1.2(2) and 2211.2(3), by aresistance factor ((l))of 0.55.
2211.2.2 Limitations for systems. The lateral-resistant
systems listed in Tables 22 11. 2(1), 22 11. 2(2) and 22 11. 2(3)
shall conform to the following requirements:
1. Studs shall be a minimum IVg inches (41.3 mm) by
3 '/2 inches (89 mm) with a Vg-inch (9.5 mm) return lip.
As a minimum, studs shall be doubled (back to back)
at shear wall ends.
2. Track shall be a minimum VI ^ inches (31.8 mm) by
3V2 inches (89 mm).
3. Both studs and track shall have a minimum uncoated
base metal thickness of 33 mils (0.84 mm) and shall
be of the following grades of structural quality steel:
ASTM A 653 SS Grade 33, ASTM A 792 SS Grade 33
or ASTM A 875 SS Grade 33.
4. Fasteners along the edges in shear panels shall be
placed not less than Vg inch (9.5 mm) in from panel
edges.
5. The height-to- width shear wall aspect ratio (/zAv) of
wall systems shall not exceed the values in Tables
2211.2(1), 2211.2(2) and 221 1.2(3). Where the limit-
ing ratio of h/w is greater than 2:1, the shear values
shall be multiplied by 2w/h.
6. Panel thicknesses shown are minimums. Panels less
than 12 inches (305 mm) wide shall not be used. All
panel edges shall be fully blocked.
7. Where horizontal strap blocking is used to provide
edge blocking, it shall be a minimum 1 Vj inches (38
mm) wide and of the same material and equal or
greater thickness as the track and studs.
2003 1NTERNAT50NAL BUILDING CODE®
STEEL
«i
8. The design shear values for shear panels with differ-
ent nominal shear values applied to the same side of a
wall are not cumulative except as permitted in Tables
2211.2(1), 2211.2(2) and 2211.2(3). For walls with
material applied to both faces of the same wall, the de-
sign shear value of material of the same capacity is cu-
mulative. Where the material nominal shear values
are not equal, the design shear value shall be either
two times the design shear value of the material with
the smaller values or shall be taken as the value of the
stronger side, whichever is greater. Summing shear
values of dissimilar material applied to opposite faces
or to the same wall line is not allowed unless permitted
by Table 221 1.2(1).
2211o2.2ol Slheet steel sfneatiimg. Steel sheets, attached
to cold-formed steel framing, are permitted to resist hori-
zontal forces produced by wind or seismic loads.
1. Steel sheets shall have a minimum base metal
thickness as shown in Table 2211.2(1) or
221 1.2(3), and shall be of the following grades of
structural quality steel: ASTM A653 SS Grade 33,
ASTM A792 SS Grade 33 or ASTM A 875 SS
Grade 33.
2. Nominal shear values, used to establish the allow-
able shear value or design shear value, are given in
Tables 221 1.2(1) for wind loads and 221 1.2(3) for
seismic loads.
3. Steel sheets are permitted to be applied either paral-
lel or perpendicular to framing. All edges of steel
sheets shall be attached to framing members, strap
blocking or shall be overlapped and attached to each
other with screw spacing as required for edges.
4. Screws used to attach steel sheets shall be a mini-
mum No. 8 modified truss head.
TABLE 2211.2(1)
MOMDMAL SHEAR VALUES FOR WDND FORCES SN POUiSlDS PER FOOT FOR SHI
COLD-FORMED STEEL STUDS^
ASSEMBLY DESCRIPTION
MAXIMUM
HEIGHT/LENGTH
RATIO h/w
FASTENER SPACING AT PANEL EDGES"
(inches)
MAXIMUM
FRAMING SPACING
(inches o.c.)
6
4
3
2
'V32-inch structural 1 sheathing
(4-ply) plywood one side
2:1
1,065=
—
—
—
24
V|g-inch rated sheathing (OSB), one
side
2:1
910=
1,410
1,735
1,910
24
V,6-inch rated sheathing (OSB),
one side, oriented perpendicular to
framing
2:1
1,020=
—
—
—
24
V]6-inch rated sheathing (OSB),
one side
4:1"
—
1,025
1,425
1,825
24
0.018-inch steel sheet, one side
2:1
485
24
0.027-inch steel sheet, one side
4:1"
—
1,000
—
—
24
For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. Nominal shear values shall be multiplied by the resistance factor (0) to determine design strength or divided by the safety factor (Q) to determine allowable shear
values as set forth in Section 221 1.2.1.
b. Screws shall be attached to intermediate supports at 12 inches on center unless otherwise shown.
c. Where fully blocked gypsum board is applied to the opposite side of this assembly, in accordance with Table 221 1.2(2) with screw spacing at 7 inches o.c. edge and
7 inches o.c. field, these nominal values are permitted to be increased by 30 percent.
d. Where aspect ratio {h/w) is greater than 2:1, the design shear shall be reduced as required by Section 221 1.2.2, Item 5.
TABLE 2211 .2(2)
NOMDNAL SHEAR VALUES FOR WIND AND SEBSMIC FORCES
BED STEEL SI
POUNDS PER FOOT FOR SHEAR WALLS
SI
a,b
WALL CONSTRUCTION
MAXIMUM
HEIGHT/LENGTH
RATIO h/w
ORIENTATION
SCREW SPACING
(inches)
NOMINAL SHEAR
VALUE
(pif)
Edge
Field
V2-inch gypsum board
on both sides of wall;
Studs maximum 24
inches o.c.
2:1
Gypsum board applied perpendicular to
framing with strap blocking behind the
horizontal joint and with solid blocking
between the first two end studs
7
7
585
4
4
850
For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. Nominal shear values shall be multiplied by the resistance factor (({)) to determine design strength or divided by the safety factor (Q) to determine allowable shear
values as set forth in Section 2211.2.1.
b. Walls resisting seismic loads shall be subject to the limitations in Section 1617.6.
STEEL
TABLE 2211.2(3)
NOMINAL SHEAR VALUES FOR SEISMIC FORCES IN POUNDS PER FOOT FOR SHEAR WALLS
FRAMED WITH COLD-FORMED STEEL STUDS^
ASSEMBLY DESCRIPTION
MAXIMUM
HEIGHT/LENGTH
RATIO h/w
FASTENER SPACING AT PANEL EDGES''
(inches)
MAXIMUM
FRAMING SPACING
(inches o.c.)
6
4
3
2
'V32-inch Structural 1 Sheathing (4-ply)
plywood one side
2:1=
780
990
1,465
1,625
24
'V32-inch Structural 1 Sheathing (4-ply)
plywood one side; end studs 0.043 inch
minimum thickness
2:1
—
—
1,775
2,190
24
'V32-inch Structural 1 Sheathing (4-ply)
plywood one side; all studs and track
0.043 inch minimum thickness
2:1
890
1,330
1,775
2,190
24
^/,6-inch OSB one side
1:V
700
915
1,275
1,625
24
^/,6-inch OSB one side end studs,
0.043 inch minimum thickness
2:1
—
—
1,520
2,060
24
0.018-inch minimum thickness steel sheet
one side
2:1
390
—
—
—
24
0.027-inch minimum thickness steel sheet
one side
2:P
—
1,000
1,085
1,170
24
For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. Nominal shear values shall be multiplied by the resistance factor (([)) to determine design strength or divided by the safety factor (Q) to determine allowable shear
values as set forth in Section 2211.2.1.
b. Screws shall be attached to intermediate supports at 12 inches o.c. unless otherwise shown.
c. In Seismic Design Category A, B and C the aspect ratio (h/w) is permitted to be 4: 1 where the design shear is reduced as required by Section 22 1 1 .2.2, Item 5.
2211.2.2.2 Wood structural panel sheathing.
Cold-formed steel framed wall systems, sheathed with
wood structural panels, are permitted to resist horizontal
forces produced by wind or seismic loads subject to the
following:
1 . Nominal shear values, used to establish the allow-
able shear value or design shear value, are given in
Tables 2211.2(1), for wind loads, and 2211.2(3),
for seismic loads.
2. Wood structural panels shall comply with DOC PS 1
or PS 2 and shall be manufactured using exterior
glue.
3. Wood structural panels shall be attached to steel
framing with flat-head self-drilhng tapping screws
with a minimum head diameter of 0.292 inch
(8 mm).
4. Where V,6-inch oriented strand board (OSB) is
specified, 'V32-inch structural 1 sheathing (ply-
wood) is permitted.
5. Structural panels are permitted to be applied either
parallel or perpendicular to framing.
6. Increases of the nominal loads shown in Tables
221 1 .2(1) and 22 11. 2(3) shall not be permitted for
duration of load as permitted in Chapter 23.
2211.2.2.3 Gypsum board panel sheathing.
Cold-formed steel framed wall systems, sheathed with
gypsum board, are permitted to resist horizontal forces
produced by wind or seismic loads subject to the follow-
ing:
1 . Nominal shear values, used to establish the allow-
able shear value or design shear value, are given in
Table 221 1.2(2).
2. The shear values listed in Table 22 1 1 .2(2) shall not
be cumulative with the shear values of other mate-
rials applied to the same wall unless otherwise per-
mitted herein.
3. The nominal shear values shown are for gypsum
board that is applied to both sides of the wall.
4. Where gypsum board is only appUed to one side of
the wall, the nominal shear values shall be taken as
one-half of the value shown.
5. Where gypsum board is applied perpendicular to
studs, end joints of adjacent courses of gypsum
board sheets shall not occur over the same stud.
6. Screws used to attach gypsum board shall be a
minimum No. 6 in accordance with ASTM C 954.
7. Walls resisting seismic loads shall be subject to the
limitations in Section 1617.6.
P
442
2003 liVSTERNATIONAL BUILDING CODE®
STEEL
lis. Type II shear walls sheathed with
wood structural panels or sheet steel are permitted to resist
wind and seismic loads when designed in accordance with this
section. Type II walls shall meet the requirements for Type I
walls except as revised by this section.
2211o3.1 LimitationiSo The following limitations shall apply
to the use of Type II shear walls:
1. A Type II shear wall segment, meeting the minimum
aspect ratio (h/w) of Section 221 1.3.2, Item 3, shall be
located at each end of a Type II shear wall. Openings
shall be permitted to occur beyond the ends of the
Type II shear wall; however, the width of such open-
ings shall not be included in the width of the perfo-
rated shear wall.
2. In Seismic Design Categories B, C, D, E and F, the
nominal shear values shall be based upon edge screw
spacing not less than 4 inches o.c.
3 . A Type II shear wall shall not have out-of-plane (hori-
zontal) offsets. Where out-of-plane offsets occur, por-
tions of the wall on each side of the offset shall be
considered as separate perforated shear walls.
4. Collectors for shear transfer shall be provided through
the full length of the Type II shear wall.
5. A Type II shear wall shall have uniform top of wall
and bottom of wall elevations. Type II shear walls not
having uniform elevations shall be designed by other
methods.
6. Type II shear wall height, h, shall not exceed 20 feet
(6096 mm).
1.
wall segments and shall be calculated in accordance with the
following:
The percent of full-height sheathing shall be calcu-
lated as the sum of widths (EL,) of Type II shear wall
segments divided by the total width of the Type II
shear wall including openings.
The maximum opening height ratio shall be calcu-
lated by dividing the maximum opening clear height
by the shear wall height, h.
The unadjusted shear resistance shall be the design
shear values calculated in accordance with Section
2211.2.1 based upon the values in Tables 2211.2(1)
and 221 1 .2(3). The aspect ratio of all Type II shear wall
segments used in calculations shall not exceed 2:1.
Exception; Where permitted by Tables
2211.2.1(1) and 2211.2(3), the aspect ratio (h/w)
of Type II wall segments greater than 2: 1 , but in no
case greater than 4: 1 , is permitted to be included in
the calculation of the unadjusted shear, resistance
for the wall, provided the values are multiplied by
2w/h.
The adjusted shear resistance shall be calculated by
multiplying the unadjusted shear resistance by the
shear resistance adjustment factors of Table 221 1.3.
For intermediate percentages of full-height sheathing,
the values are permitted to be determined by interpo-
lation.
22113o2 Type II shear wall resistance. The Type II shear
wall resistance shall be equal to the adjusted shear resistance
multiphed by the sum of the widths (SL,) of the Type II shear
2211.3.3 Amclioirage and load path. Design of Type 11
shear wall anchorage and load path shall conform to the re-
quirements of this section, or shall be calculated using prin-
ciples of mechanics.
2211.3.3.1 Anchorage for in=plane shear. The unit
shear force ,v, transmitted into the top and out of the base
of the Type 11 shear wall full-height sheathing segments.
TABLE 2211 .3
SHEAR RESISTANCE ADJUSTMEMIT FACTOR— Co
WALL HEIGHT (ft)
MAXIMUM OPENING HEIGHT RATIO^ AND HEIGHT
h/3
h/2
2h/3
5h/6
h
8'0"
2'8"
4'0"
5'4"
6'8"
8'0"
lO'O"
3'4"
5'0"
6'8"
8'4"
lO'O"
Percent full-height
sheathing''
Shear Resistance Adjustment Factor
10%
1.00
0.69
0.53
0.43
0.36
20%
1.00
0.71
0.56
0.45
0.38
30%
1.00
0.74
0.59
0.49
0.42
40%
1.00
0.77
0.63
0.53
0.45
50%
1.00
0.80
0.67
0.57
0.50
60%
1.00
0.83
0.71
0.63
0.56
70%
1.00
0.87
0.77
0.69
0.63
80%
1.00
0.91
0.83
0.77
0.71
90%
1.00
0.95
0.91
0.87
0.83
100%
1.00
1.00
1.00
1.00
1.00
a. See Section 221 1.3.2, item 2.
b. See Section 2211.3.2, item 1.
2003 BNTERNATJONAL BUILDING CODE®
STEEL
and into collectors (drag struts) connecting shear wall
segments, shall be calculated in accordance with the fol-
lowing:
V
v = -
where:
(Equation 22=1)
V
V
Co
= Unit shear force, plf (kN/m).
= Shear force in Type II shear wall, lbs (kN).
= Shear resistance adjustment factor from Table
2211.3.
= Sum of widths of Type II shear wall segments,
feet (mm/1,000).
2211.3.3.2 Uplift anchorage at Type II shear wall
ends. Anchorage for uplift forces due to overturning
shall be provided at each end of the Type II shear wall.
Where seismic loads govern, the uplift anchorage shall
be determined in accordance with the requirements of
Section 221 1.4.3.
2211.3.3.3. Uplift anchorage between Type II shear
wall ends. In addition to the requirements of Section
2211.3.3.1, Type II shear wall bottom plates at
full-height sheathing shall be anchored for a uniform up-
lift force, t, equal to the unit shear force, v, determined in
Section 2211.3.3.1.
2211.3.3.4. Compression chords. Vertical elements at
each end of each Type II shear wall segment shall be de-
signed for a compression force, C, from each story calcu-
lated in accordance with the following:
C =
Vh
where:
(Equation 22-2)
C = Compression chord uplift force, lbs (kN).
V = Shear force in Type II shear wall, lbs (kN).
h = Shear wall height feet, (mm/ 1,000).
Q = Shear resistance adjustment factor from Table
2211.3.
XL, = Sum of widths of Type II shear wall segments,
feet (mm/1,000).
2211.3.3.5. Load path. A load path to the foundation
shall be provided for the uplift shear and compression
forces as determined from Sections 2211.3.3.1 through
2211.3.3.4, inclusive. Elements resisting shear wall
forces contributed by multiple stories shall be designed
for the sum of forces contributed by each story.
2211.4 Seismic Design Categories D, E and F.
2211.4.1 General. In addition to the requirements of Sec-
tions 2211.2 and 2211.3, hght-framed cold-formed steel
wall systems, that resist seismic loads, in buildings assigned
to Seismic Design Category D, E or F, shall comply with the
requirements of this section.
2211.4.2 Connections. Connections for diagonal bracing
members, top chord splices, boundary members and collec-
tors shall be designed to develop the lesser of the nominal
tensile strength of the member or the design seismic force
multiplied by the seismic overstrength factor, Q^, from Sec-
tion 1617.6. The pull-out resistance of screws shall not be
used to resist design seismic forces.
2211.4.3 Anchorage of braced wall segments. Studs or
other vertical boundary members at the ends of wall seg-
ments, that resist seismic loads, braced with either sheathing
or diagonal braces, shall be anchored such that the bottom
track is not required to resist uphft by bending of the track
web. Both flanges of the studs shall be braced to prevent lat-
eral torsional buckling. Studs or other vertical boundary
members and anchorage thereto shall have the nominal
strength to resist design seismic force multiplied by the seis-
mic overstrength factor, Q.^, from Section 1617.6.
2211.4.4 Sheet steel sheathing. Where steel sheathing pro-
vides lateral resistance, the design and construction of such
walls shall be in accordance with the additional require-
ments of this section. Perimeter members at openings shall
be provided and shall be detailed to distribute the shearing
stresses. Wall studs and track shall have a minimum uncoat-
ed base metal thickness of 33 mils (0.84 mm) and shall not
have an uncoated base metal thickness greater than 48 mils
(1.10 mm). The nominal shear value for light-framed wall
systems for buildings in Seismic Design Category D, E or F
shall be based upon values from Table 221 1.2(3).
2211.4.5 Wood structisral panel sheathing. Where wood
structural panels provide lateral resistance, the design and
construction of such walls shall be in accordance with the
additional requirements of this section. Perimeter members
at openings shall be provided and shall be detailed to distrib-
ute the shearing stresses. Wood sheathing shall not be used
to splice these members. Wall studs and track shall have a
minimum uncoated base metal thickness of 33 mils
(0.84 mm) and shall not have an uncoated base metal thick-
ness greater than 48 mils (1.10 mm). The nominal shear
value for light-framed wall systems for buildings in Seismic
Design Category D, E or F shall be based upon values from
Table 2211.2(3).
2211.4.6 Diagonal bracing. Where diagonal bracing is pro-
vided for lateral resistance, provisions shall be made for
pretensioning or other methods of installing tension-only
bracing shall be used to guard against loose diagonal straps.
The l/r of the brace is permitted to exceed 200.
2211.4.7 Gypsum board panel sheathing. Gypsum board
panel sheathing is permitted to resist seismic loads, subject
to the limitations in Table 2211.2(2) and Section 1617.6.
444
2003 INTERNATIONAL BUILDING CODE®
CHAPTI
cz>
ol Scope, The provisions of this chapter shall govern the
materials, design, construction and quality of wood members
and their fasteners.
esngE requirememitSo The design of struc-
tural elements or systems, constructed partially or wholly of
wood or wood-based products, shall be based on one of the fol-
lowing methods.
2301o2ol Allowable stress deslgm. Design using allowable
stress design methods shall resist the applicable load combi-
nations of Chapter 16 in accordance with the provisions of
Sections 2304, 2305 and 2306.
2301<,2.2 Load and reslstamce factor design (LMFED). De-
sign using load and resistance factor design (LRFD) meth-
ods shall resist the apphcable load combinations of Chapter
16 in accordance with the provisions of Sections 2304, 2305
and 2307.
The design and construction of conventional light-frame
wood construction shall be accordance with the provisions
of Sections 2304 and 2308.
mi Buildings designed in accordance with the
provisions of the AF&PA Wood Frame Construction
Manual for One- and Two-Family Dwellings shall be
deemed to meet the requirements of the provisions of
Section 2308.
snzeSo For the purposes of this chapter, where
dimensions of lumber are specified, they shall be deemed to be
nominal dimensions unless specifically designated as actual di-
mensions (see Section 2304.2).
2302.1 DefnmtlomSo The following words and terms shall, for
the purposes of this chapter, have the meanings shown herein.
ACCREKDITATION BODY, An approved, third-party organi-
zation that is independent of the grading and inspection agen-
cies, and the lumber mills, and that initially accredits and
subsequently monitors, on a continuing basis, the competency
and performance of a grading or inspection agency related to
carrying out specific tasks.
ADJUSTED SHEAR EESISTANCE. The unadjusted shear
resistance multipUed by the shear resistance adjustment factors
of Table 2305.3.7.2.
BRACED WALL LINE. A series of braced wall panels in a
single story that meets the requirements of Section 2308.3 or
2308.12.4.
BRACED WALL PANEL, A section of wall braced in accor-
dance with Section 2308.9.3 or 2308.12.4.
COLLECTOR, A horizontal diaphragm element parallel and
in line with the applied force that collects and transfers dia-
phragm shear forces to the vertical elements of the lat-
eral-force-resisting system and/or distributes forces within the
diaphragm.
CONVENTIONAL LIGHT-FRAME
STRUCTION, A type of construction whose primary struc-
tural elements are formed by a system of repetitive
wood-framing members. See Section 2308 for conventional
light-frame wood construcfion provisions.
AL, A framed stud wall extending from the top
of the foundation to the underside of floor framing for the low-
est occupied floor level.
C^
ED. A diaphragm that has edge
nailing at supporting members only. Blocking between sup-
porting structural members at panel edges is not included. Dia-
phragm panels are field nailed to supporting members.
DRAG STRUT, See "Collector."
BOARD. A fibrous, homogeneous panel made from
lignocellulosic fibers (usually wood or cane) and having a den-
sity of less than 31 pounds per cubic foot (pcf) (497 kg/m^) but
more than 10 pcf (160 kg/m^).
GLUED BUILT-UP MEMBER, A structural element, the
section of which is composed of built-up lumber, wood struc-
tural panels or wood structural panels in combination with lum-
ber, all parts bonded together with structural adhesives.
The classification of lumber in regard
to strength and utility in accordance with American Softwood
Lumber Standard DOC PS 20 and the grading rules of an ap-
proved lumber rules-writing agency.
A fibrous-felted, homogeneous panel made
from Ugnocellulosic fibers consoUdated under heat and pres-
sure in a hot press to a density not less than 3 1 pcf (497 kg/m^).
NAILING, BOUNDARY. A special nailing pattern required
by design at the boundaries of diaphragms.
NAILING, EDGE, A special naihng pattern required by de-
sign at the edges of each panel within the assembly of a dia-
phragm or shear wall.
FIELD, Nailing required between the sheathing
panels and framing members at locations other than boundary
nailing and edge nailing.
NATURALLY DURABLE WOOD, The heartwood of the
following species with the exception that an occasional piece
with comer sapwood is permitted if 90 percent or more of the
width of each side on which it occurs is heartwood.
Decay resistamt. Redwood, cedar, black locust and black
walnut.
Termite resistant. Redwood and Eastern red cedar.
2003
WOOD
NOMINAL SIZE (LUMBER). The commercial size desig-
nation of width and depth, in standard sawn lumber and
glued-laminated lumber grades; somewhat larger than the stan-
dard net size of dressed lumber, in accordance with DOC PS 20
for sawn lumber and with the National Design Specification/or
Wood Construction (NDS) for glued-laminated lumber.
PARTICLEBOARD. A generic term for a panel primarily
composed of cellulosic materials (usually wood), generally in
the form of discrete pieces or particles, as distinguished from
fibers. The cellulosic material is combined with synthetic resin
or other suitable bonding system by a process in which the
interparticle bond is created by the bonding system under heat
and pressure.
PERFORATED SHEAR WALL. A wood structural panel
sheathed wall with openings, that has not been specifically de-
signed and detailed for force transfer around openings.
PERFORATED SHEAR WALL SEGMENT. A section of
shear wall with full-height sheathing that meets the aspect ratio
limits of Section 2305.3.3.
PRESERVATIVE=TREATED WOOD. Wood (including
plywood) pressure treated with preservatives in accordance
with Section 2303.1.8.
REFERENCE RESISTANCE (D). The resistance (force or
moment as appropriate) of a member or connection computed
at the reference end use conditions.
SHEAR WALL. A wall designed to resist lateral forces paral-
lel to the plane of a wall.
STRUCTURAL GLUED-LAMINATED TIMBER. Any
member comprising an assembly of laminations of lumber in
which the grain of all laminations is approximately parallel
longitudinally, in which the laminations are bonded with adhe-
sives.
SUBDIAPHRAGM. A portion of a larger wood diaphragm
designed to anchor and transfer local forces to primary dia-
phragm struts and the main diaphragm.
TIE-DOWN (HOLD-DOWN). A device used to resist uplift
of the chords of shear walls.
TREATED WOOD. Wood impregnated under pressure with
compounds that reduce its susceptibility to flame spread or to
deterioration caused by fungi, insects or marine borers.
UNADJUSTED SHEAR RESISTANCE. The allowable
shear set forth in Table 2306.4.1 where the aspect ratio of any
perforated shear wall segment used in calculation of perforated
shear wall resistance does not exceed 2:1. Where the aspect ra-
tio of any perforated shear wall segment used in calculation of
perforated shear wall resistance is greater than 2: 1, but not ex-
ceeding 3.5:1, the unadjusted shear resistance shall be the al-
lowable shear set forth in Table 2306.4.1, multiphed by 2w/h.
WOOD SHEAR PANEL. A wood floor, roof or wall compo-
nent sheathed to act as a shear wall or diaphragm.
WOOD STRUCTURAL PANEL. A panel manufactured
from veneers, or wood strands or wafers, or a combination of
veneer and wood strands or wafers, bonded together with wa-
terproof synthetic resins or other suitable bonding systems. Ex-
amples of wood structural panels are:
Composite panels. A structural panel that is made of layers
of veneer and wood-based material;
Oriented strand board (OSB). A wood structural panel
that is a mat-formed product composed of thin rectangular
wood strands or wafers arranged in oriented layers; or
Plywood. A wood structural panel comprised of plies of
wood veneer arranged in cross-aligned layers.
SECTSON 2303
MINiyUiyi STANDARDS AND QUALITY
2303.1 General. Structural lumber, end-jointed lumber, pre-
fabricated I-joists, structural glued-laminated timber, wood
structural panels, fiberboard sheathing (when used structur-
ally), hardboard siding (when used structurally), particleboard,
preservative-treated wood, fire-retardant-treated wood, hard-
wood, plywood, trusses and joist hangers shall conform to the
applicable provisions of this section.
2303.1.1 Lumber. Lumber used for load-supporting pur-
poses, including end-jointed or edge-glued lumber, ma-
chine stress-rated or machine evaluated lumber, shall be
identified by the grade mark of a lumber grading or inspec-
tion agency that has been approved by an accreditation body
that complies with DOC PS 20 or equivalent. Grading prac-
tices and identification shall comply with rules published by
an agency approved in accordance with the procedures of
DOC PS 20 or equivalent procedures. In lieu of a grade mark
on the material, a certificate of inspection as to species and
grade issued by a lumber-grading or inspection agency
meeting the requirements of this section is permitted to be
accepted for precut, remanufactured or rough-sawn lumber,
and for sizes larger than 3 inches (76 mm) nominal thick-
ness.
Approved end-jointed lumber is permitted to be used in-
terchangeably with solid- sawn members of the same spe-
cies and grade.
2303.1.2 Prefabricated wood I-joists. Structural capaci-
ties and design provisions for prefabricated wood I-joists
shall be established and monitored in accordance with
ASTM D 5055.
2303.1.3 Structural glued-Iamieated timber. Glued-lam-
inated timbers shall be manufactured and identified as re-
quired in AITC A 190.1 and ASTM D 3737.
2303.1.4 Wood structural panels. Wood structural panels,
when used structurally (including those used for siding, roof
and wall sheathing, subflooring, diaphragms and built-up
members), shall conform to the requirements for their type
in DOC PS 1 or PS 2. Each panel or member shall be identi-
fied for grade and glue type by the trademarks of an ap-
proved testing and grading agency. Wood structural panel
components shall be designed and fabricated in accordance
with the applicable standards listed in Section 2306.1 and
identified by the trademarks of an approved tesdng and in-
spection agency indicating conformance with the applicable
standard. In addition, wood structural panels when perma-
nently exposed in outdoor applications shall be of exterior
type, except that wood structural panel roof sheathing ex-
446
2003 SNTERNATIONAL BUILDING CODE®
posed to the outdoors on the underside is permitted to be in-
terior type bonded with exterior glue, Exposure 1 .
2303.1,5 Fibertooard. Fiberboard for its various uses shall
conform to ANSI/ AHA A194.1 or ASTM C 208. Fiber-
board sheathing, when used structurally, shall be so identi-
fied by an approved agency as conforming to ANSI/ AHA
A194.1orASTMC208.
,5ol Jonmiltimg. To ensure tight-fitting assemblies,
edges shall be manufactured with square, shiplapped,
beveled, tongue-and-groove or U-shaped joints.
2303.1,S<,2 Roof Imselattoinio Where used as roof insula-
tion in all types of construction, fiberboard shall be pro-
tected with an approved roof covering.
23®3,lo53 Wall nmsulatnomo Where installed and
fireblocked to comply with Chapter 7, fiberboards are
permitted as wall insulation in all types of construction.
In fire walls and fire barriers, unless treated to comply
with Section 803. 1 for Class A materials, the boards shall
be cemented directly to the concrete, masonry or other
noncombustible base and shall be protected with an ap-
proved noncombustible veneer anchored to the base
without intervening airspaces.
2303ol.S»3.1 Protecttnoim. Fiberboard wall insulation
applied on the exterior of foundation walls shall be
protected below ground level with a bituminous coat-
ing.
2303.1.5o4 Imselatimg roof deck. Where used as roof
decking in open beam construction, fiberboard insula-
tion roof deck shall have a nominal thickness of not less
than 1 inch (25 mm).
Hardboard siding used structurally
shall be identified by an approved agency conforming to
AHA A 135. 6. Hardboard underlayment shall meet the
strength requirements of V32-inch (5.6 mm) or 74-inch (6.4
mm) service class hardboard planed or sanded on one side to
a uniform thickness of not less than 0.200 inch (5.1 mm).
Prefinished hardboard paneling shall meet the requirements
of AHA A135.5. Other basic hardboard products shall meet
the requirements of AHA A 135. 4. Hardboard products shall
be installed in accordance with manufacturer's recommen-
dations.
2303.1.7 Partlclelboard. Particleboard shall conform to
ANSI A208. 1 . Particleboard shall be identified by the grade
mark or certificate of inspection issued by an approved
agency. Particleboard shall not be utihzed for apphcations
other than indicated in this section unless the particleboard
complies with the provisions of Section 2306.4.3.
2303.1.7.1 Floor iimderlaymeEt. Particleboard floor
underlayment shall conform to Type PBU of ANSI
A208.1. Type PBU underlayment shall not be less than
74-inch (6.4 mm) thick and shall be installed in accor-
dance with the instructions of the Composite Panel Asso-
ciarion.
2303.1o§ Preservatn¥e=ltreated wood. Lumber, timber, ply-
wood, piles and poles supporting permanent structures re-
quired by Section 2304. 11 to be preservative treated shall
conform to the requirements of the applicable AWPA Stan-
dard CI, C2, C3, C4, C9, C14, C15, C16, C22, C23, C24,
C28, C31, C33 and M4, for the species, product, preserva-
tive and end use. Preservatives shall conform to AWPA
P1/P13, P2, P5, P8 and P9. Lumber and plywood used in
wood foundation systems shall conform to Chapter 18.
2303,1.8<,1 Idemtillcatlom. Wood required by Section
2304. 1 1 to be preservative treated shall bear the quality
mark of an inspection agency that maintains continuing
supervision, testing and inspection over the quality of the
reservative-treated wood. Inspection agencies for preser-
vative-treated wood shall be listed by an accreditation
body that complies with the requirements of the Ameri-
can Lumber Standards Treated Wood Program, or equiv-
alent. The quality mark shall be on a stamp or label
affixed to the preservative-treated wood, and shall in-
clude the following information:
1 . Identification of treating manufacturer.
2. Type of preservative used.
3. Minimum preservative retention (pcf).
4. End use for which the product is treated.
5 . AWPA standard to which the product was treated.
6. Identity of the accredited inspection agency.
2303.1.8.2 Moistere comtemt. Where preserva-
tive-treated wood is used in enclosed locations where
drying in service cannot readily occur, such wood shall
be at a moisture content of 19 percent or less before being
covered with insulation, interior wall finish, floor cover-
ing or other materials.
,9 Strectmral composite liiimber. Structural capaci-
ties for structural composite lumber shall be established and
monitored in accordance with ASTM D 5456.
1.2 Fire-retardamt-ltreated wood. Fire-retardant-treated
wood is any wood product which, when impregnated with
chemicals by a pressure process or other means during manu-
facture, shall have, when tested in accordance with ASTM E
84, a hsted flame spread index of 25 or less and show no evi-
dence of significant progressive combustion when the test is
continued for an additional 20-minute period. In addition, the
flame front shall not progress more than 10.5 feet (3200 mm)
beyond the centerline of the burners at any time during the test.
2303.2.1 Labeling. Fire-retardant-treated lumber and wood
structural panels shall be labeled. The label shall contain the
following items:
1 . The identification mark of an approved agency in ac-
cordance with Section 1703.5.
2. Identification of the treating manufacturer.
3. The name of the fire-retardant treatment.
4. The species of wood treated.
5. Flame spread and smoke-developed index.
6. Method of drying after treatment.
7. Conformance with appropriate standards in accor-
dance with Sections 2303.2.2 through 2303.2.5.
8. For fire-retardant-treated wood exposed to weather,
damp or wet locations, include the words "No in-
2003 BNTERMATlOiMAL BUIILDDNG CODE®
447
WOOD
crease in the listed classification when subjected to
the Standard Rain Test" (ASTM D 2898).
2303.2.2 Strength adjustments. Design values for un-
treated lumber and wood structural panels, as specified in
Section 2303. 1 , shall be adjusted for fire-retardant-treated
wood. Adjustments to design values shall be based on an
approved method of investigation that takes into consider-
ation the effects of the anticipated temperature and humid-
ity to which the fire-retardant-treated wood will be
subjected, the type of treatment and redrying procedures.
2303.2.2.1 Wood structural panels. The effect of
treatment and the method of redrying after treatment,
and exposure to high temperatures and high humidities
on the flexure properties of fire-retardant-treated soft-
wood plywood shall be determined in accordance with
ASTM D 5516. The test data developed by ASTM D
5516 shall be used to develop adjustment factors, maxi-
mum loads and spans, or both, for untreated plywood
design values in accordance with ASTM D 6305. Each
manufacturer shall publish the allowable maximum
loads and spans for service as floor and roof sheathing
for its treatment.
2303.2.2.2 Lumber. For each species of wood treated,
the effect of the treatment and the method of redrying
after treatment and exposure to high temperatures and
high humidities on the allowable design properties of
fire-retardant-treated lumber shall be determined in ac-
cordance with ASTM D 5664. The test data developed
by ASTM D 5664 shall be used to develop modification
factors for use at or near room temperature and at ele-
vated temperatures and humidity in accordance with an
approved method of investigation. Each manufacturer
shall publish the modification factors for service at tem-
peratures of not less than 80°F (26.7°C) and for roof
framing. The roof framing modification factors shall
take into consideration the climatological location.
2303.2.3 Exposure to weather, damp or wet locations.
Where fire-retardant-treated wood is exposed to weather,
or damp or wet locations, it shall be identified as "Exte-
rior" to indicate there is no increase in the listed flame
spread index as defined in Section 2303.2 when subjected
to ASTM D 2898.
2303.2.4 Interior applications. Interior fire-retar-
dant-treated wood shall have moisture content of not over
28 percent when tested in accordance with ASTM D 3201
procedures at 92-percent relative humidity. Interior fire-re-
tardant-treated wood shall be tested in accordance with
Section 2303.2.2.1 or 2303.2.2.2. Interior fire-retar-
dant-treated wood designated as Type A shall be tested in
accordance with the provisions of this section.
2303.2.5 Moisture content. Fire-retardant-treated wood
shall be dried to a moisture content of 19 percent or less for
lumber and 15 percent or less for wood structural panels
before use. For wood kiln dried after treatment (KDAT),
the kiln temperatures shall not exceed those used in kiln
drying the lumber and plywood submitted for the tests de-
scribed in Section 2303.2.2.1 for plywood and 2303.2.2.2
for lumber.
2303.2.6 Type I and II construction applications. See
Section 603.1 for limitations on the use of fire-retar-
dant-treated wood in buildings of Type I or II construction.
2303.3 Hardwood plywood. Hardwood and decorative ply-
wood shall be manufactured and identified as required in
HPVAHP-1.
2303.4 Trusses, Metal-plate-connected wood trusses shall be
manufactured as required by TPI 1. Each manufacturer of
trusses using metal plate connectors shall retain an approved
agency to make unscheduled inspections of truss manufactur-
ing and delivery operations. The inspection shall cover all
phases of truss operations, including lumber storage, han-
dling, cutting fixtures, presses or rollers, manufacturing, bun-
dling and banding.
2303.4.1 Truss design drawings. Truss construction doc-
uments shall be prepared by a registered design profes-
sional and shall be provided to the building official and
approved prior to installation. These construction docu-
ments shall include, at a minimum, the information speci-
fied below. Truss shop drawings shall be provided with the
shipment of trusses delivered to the job site.
1. Slope or depth, span and spacing;
2. Location of joints;
3. Required bearing widths;
4. Design loads as applicable;
5. Top chord live load (including snow loads);
6. Top chord dead load;
7. Bottom chord live load;
8. Bottom chord dead load;
9. Concentrated loads and their points of application;
10. Controlling wind and earthquake loads;
11. Adjustments to lumber and metal connector plate
design value for conditions of use;
12. Each reaction force and direction;
13. Metal connector plate type, size, thickness or gage,
and the dimensioned location of each metal con-
nector plate except where symmetrically located
relative to the joint interface;
14. Lumber size, species and grade for each member;
15. Connection requirements for:
15.1. Truss to truss girder;
15.2. Truss ply to ply; and
15.3. Field splices.
16. Calculated deflection ratio or maximum deflection
for live and total load;
17. Maximum axial compression forces in the truss
members to design the size, connections and an-
chorage of the permanent continuous lateral brac-
ing. Forces shall be shown on the truss construction
documents or on supplemental documents; and
18. Required permanent truss member bracing location.
448
2003 INTERNATIONAL BUILDING CODE®
Test standard for Joist liamgers and connectors. For
the required test standards for joist hangers and connectors, see
Section 1715.1.
les. Nails and staples shall conform to
requirements of ASTM F 1667. Nails used for framing and
sheathing connections shall have minimum average bending
yield strengths as follows: 80 kips per square inch (ksi) (551
MPa) for shank diameters larger than 0.177 inch (4.50 mm)
but not larger than 0.254 inch (6.45 mm), 90 ksi (620 MPa) for
shank diameters larger than 0.142 inch (3.61 mm) but not
larger than 0.177 inch (4.50 mm) and 100 ksi (689 MPa) for
shank diameters of 0.142 inch (3.61 mm) or less.
J Slirlnkageo Consideration shall be given in design to
the possible effect of cross-grain dimensional changes consid-
ered vertically which may occur in lumber fabricated in a green
condition.
GEWERAL CONSTRUCTDOW REQUIREiaEWTS
2304.1 GeneraL The provisions of this section apply to design
methods specified in Section 2301.2.
rs. Computations to deter-
mine the required sizes of members shall be based on the net di-
mensions (actual sizes) and not nominal sizes.
The framing of exterior and interior
walls shall be in accordance with the provisions specified in
Section 2308 unless a specific design is furnished.
23043.1 Bottom plates. Studs shall have full bearing on a
2-inch-thick (actual 1 V2-inch, 38 mm) or larger plate or sill
having a width at least equal to the width of the studs.
ammg over opemnngs. Headers, double joists,
trusses or other approved assemblies that are of adequate
size to transfer loads to the vertical members shall be pro-
vided over window and door openings in load-bearing walls
and partitions.
iige. Wood walls and bearing partitions
shall not support more than two floors and a roof unless an
analysis satisfactory to the building official shows that
shrinkage of the wood framing will not have adverse effects
on the structure or any plumbing, electrical or mechanical
systems, or other equipment installed therein due to exces-
sive shrinkage or differential movements caused by shrink-
age. The analysis shall also show that the roof drainage
system and the foregoing systems or equipment will not be
adversely affected or, as an alternate, such systems shall be
designed to accommodate the differential shrinkage or
movements.
and roof framing. The framing of wood-joisted
floors and wood framed roofs shall be in accordance with the
provisions specified in Section 2308 unless a specific design is
furnished.
Combustible
framing shall be a minimum of 2 inches (5 1 mm), but shall not
be less than the distance specified in Sections 2111 and 2113
and the International Mechanical Code, from flues, chimneys
and fireplaces, and 6 inches (152 mm) away from flue open-
ings.
I sheatMng, Except as provided for in Section 1405
for weatherboarding or where stucco construction that com-
plies with Section 25 10 is installed, enclosed buildings shall be
sheathed with one of the materials of the nominal thickness
specified in Table 2304.6 or any other approved material of
equivalent strength or durability.
2304.6,1 Wood structural panel sheathing. Where wood
structural panel sheathing is used as the exposed finish on
the exterior of outside walls, it shall have an exterior expo-
sure durability classification. Where wood structural panel
sheathing is used on the exterior of outside walls but not as
the exposed finish, it shall be of a type manufactured with
exterior glue (Exposure 1 or Exterior). Where wood struc-
tural panel sheathing is used elsewhere, it shall be of a type
manufactured with intermediate or exterior glue.
g. Softwood wood structural
panels used for interior paneling shall conform with the
provisions of Chapter 8 and shall be installed in accor-
dance with Table 2304.9. 1 . Panels shall comply with DOC
PS 1 or PS 2. Prefinished hardboard paneling shall meet the
requirements of AHA A 135. 5, Prefinished Hardboard
Paneling. Hardwood plywood shall conform to HPVA
TABLE 2304.6
BMBMUM THICKNESS OF WALL SHEATHING
SHEATHIMG TYPE
MINIMUM THICKNESS
MAXIMUM WALL STUD SPACING
Wood boards
^/g inch
24 inches on center
Fiberboard
'/2 inch
16 inches on center
Wood structural panel
In accordance with Tables 2308.9.3(2) and 2308.9.3(3)
M-S "Exterior Glue" and M-2
"Exterior Glue" Particleboard
In accordance with Tables 2306.4.3 and 2308.9.3(5)
—
Gypsum sheathing
V2 inch
16 inches on center
Gypsum wallboard
'/2 inch
24 inches on center
Reinforced cement mortar
1 inch
24 inches on center
For SI: 1 inch = 25.4 mm.
2003 SNTEREMATDONAL BUILDDNG CODE®
WOOD
HP- 1 , The American National Standard for Hardwood and
Decorative Plywood.
2304.7 Floor and roof sheathing.
2304.7.1 Structural floor sheathing. Structural floor
sheathing shall be designed in accordance with the general
provisions of this code and the special provisions in this sec-
tion.
Floor sheathing conforming to the provisions of Table
2304.7(1), 2304.7(2), 2304.7(3) or 2304.7(4) shall be
deemed to meet the requirements of this section.
2304.7.2 Structural roof sheathing. Structural roof sheath-
ing shall be designed in accordance with the general provi-
sions of this code and the special provisions in this section.
Roof sheathing conforming to the provisions of Table
2304.7(1), 2304.7(2), 2304.7(3) or 2304.7(5) shall be
deemed to meet the requirements of this section. Wood
structural panel roof sheathing shall be bonded by exterior
glue.
2304.8 Mechanically laminated floors and decks.
2304.8.1 General. A laminated lumber floor or deck built
up of wood members set on edge, when meeting the follow-
ing requirements, is permitted to be designed as a solid floor
or roof deck of the same thickness, and continuous spans are
permitted to be designed on the basis of the full cross section
using the simple span moment coefficient.
Nail lengths shall not be less than two and one-half times the
net thickness of each lamination. Where deck supports are 4
feet (1219 mm) on center (o.c.) or less, side nails shall be
spaced not more than 30 inches (762 mm) o.c. alternately
near top and bottom edges, and staggered one-third of the
spacing in adjacent laminations. Where supports are spaced
more than 4 feet (1219 mm) o.c, side nails shall be spaced
not more than 18 inches (457 mm) o.c. alternately near top
and bottom edges, and staggered one-third of the spacing in
adjacent laminations. Two side nails shall be used at each
end of butt-jointed pieces.
Laminations shall be toenailed to supports with 20d or
larger common nails. Where the supports are 4 feet (1219
mm) o.c. or less, alternate laminations shall be toenailed to
alternate supports; where supports are spaced more than 4
feet (1219 mm) o.c, alternate laminations shall be toenailed
to every support. A single-span deck shall have all lamina-
tions full length. A continuous deck of two spans shall not
have more than every fourth lamination spliced within quar-
ter points adjoining supports. Joints shall be closely butted
over supports or staggered across the deck but within the ad-
joining quarter spans. No lamination shall be spUced more
than twice in any span.
2304.9 Connections and fasteners.
2304.9.1 Fastener requirements. Connections for wood
members shall be designed in accordance with the appropri-
ate methodology in Section 2301 .2. The number and size of
nails connecting wood members shall not be less than that
set forth in Table 2304.9.1.
2304.9.2 Sheathing fasteners. Sheathing nails or other ap-
proved sheathing connectors shall be driven so that their
head or crown is flush with the surface of the sheathing.
2304.9.3 Joist hangers and framing anchors. Connec-
tions depending on joist hangers or framing anchors, ties
TABLE 2304.7(1)
ALLOWABLE SPANS FOR LUMBER FLOOR AND ROOF SHEATHING^"
SPAN (inches)
MINIMUM NET THICKNESS (inches) OF LUMBER PLACED
Perpendicular to supports
Diagonally
to supports
Surfaced dry''
Surfaced unseasoned
Surfaced dry'^
Surfaced unseasoned
Floors
24
16
'U
%
^%2
'%2
Roofs
24
\
11/
M6
%
'%2
For SI: 1 inch = 25.4 mm.
a. Installation details shall conform to Sections 2304.6.1 and 2304.6.2 for floor and roof sheathing, respectively.
b. Floor or roof sheathing conforming with this table shall be deemed to meet the design criteria of Section 2304.6.
c. Maximum 19-percent moisture content.
TABLE 2304.7(2)
SHEATHING LUMBER, MINIMUM GRADE REQUIREMENTS: BOARD GRADE
SOLID FLOOR OR ROOF SHEATHING
SPACED ROOF SHEATHING
GRADING RULES
Utility
Standard
NLGA, WCLIB, WWPA
4 common or utility
3 common or standard
NLGA, WCLIB, WWPA, NSLB or NELMA
No. 3
No. 2
SPIB
Merchantable
Construction common
RIS
450
2003 INTERNATIONAL BUILDING CODE®
TABLE 2304.7(3)
ALLOWABLE SPANS AND LOADS FOR WOOD STRUCTURAL PAMEL SHEATHBWG AND
SINGLE-FLOOR GRADES C0NT8NU0US OVER TWO OR MORE SPAIN
STRENGTH AX!S PERPENDICULAR TO SUPPORTS^'''
SHEATHING GRADES
ROOF'=
FLOOR"
Panel span rating
roof/floor span
Panel thickness
(inches)
Ma;(innum span (inches)
Load® (psf)
Maximum span
(inches)
With edge support*
Without edge support
Total load
Live load
12/0
^/.6
12
12
40
30
16/0
V,6,%
16
16
40
30
20/0
^/.6,%
20
20
40
30
24/0
/g' A 6' ii
24
208
40
30
24/16
^/.6,V,
24
24
50
40
16
32/16
/32' ^2' ^8
32
28
40
30
16^^
40/20
^32' ^8' U' U
40
32
40
30
20'^-'
48/24
^32' U^ U
48
36
45
35
24
54/32
%>1
54
40
45
35
32
60/32
%> 1 Vg
60
48
45
35
32
SINGLE FLOOR GRADES
ROOF'=
FLOOR"
Panel span rating
Panel thickness
(inches)
liaximym span (inches)
Load®(psf)
IMaximum span
(inches)
With edge support*
Without edge support
Total load
Love load
16 o.c.
^2' ^32' /g
24
24
50
40
16^
20 o.c.
^32' /g' U
32
32
40
30
20^-'
24 o.c.
^V%
48
36
35
25
24
32 o.c.
%,1
48
40
50
40
32
48 o.c.
1^32, I'/g
60
48
50
40
48
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m^.
a. Applies to panels 24 inches or wider.
b. Floor and roof sheathing conforming with this table shall be deemed to meet the design criteria of Section 2304.7.
c. Uniform load deflection limitations '/|8o of span under live load plus dead load, '/240 under live load only.
d. Panel edges shall have approved tongue-and-groove joints or shall be supported with blocking unless V^-inch minimum thickness underlayment or 1 Vj inches of
approved cellular or lightweight concrete is placed over the subfloor, or finish floor is ^/4-inch wood strip. Allowable uniform load based on deflection of Vj^g of
span is 100 pounds per square foot except the span rating of 48 inches on center is based on a total load of 65 pounds per square foot. '
e. Allowable load at maximum span.
f . Tongue-and-groove edges, panel edge clips (one midway between each support, except two equally spaced between supports 48 inches on center), lumber block-
ing or other. Only lumber blocking shall satisfy blocked diaphragm requirements.
g. For Vj-inch panel, maximum span shall be 24 inches.
h. Span is permitted to be 24 inches on center where ^-inch wood strip flooring is installed at right angles to joist.
i. Span is permitted to be 24 inches on center for floors where 1 Vj inches of cellular or lightweight concrete is applied over the panels.
2003 INTERNATIONAL BUILDING CODE®
WOOD
TABLE 2304.7(4)
ALLOWABLE SPAN FOR WOOD STRUCTURAL PANEL COMBINATION SUBFLOOR-UNDERLAYMENT (SINGLE FLOORf ''
(Panels Continuous Over Two or More Spans and Strength Axis Perpendicular to Supports)
IDENTIFICATION
MAXIMUM SPACING OF JOISTS (inches)
16
20
24
32
48
Species group*^
Thickness (Inches)
1
%
%
\
—
—
2,3
%
'U
%
—
—
4
'U
%
1
—
—
Single floor span rating'*
16o.c.
20 o.c.
24 o.c.
32 o.c.
48 o.c.
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m^.
a. Spans limited to value shown because of possible effects of concentrated loads. Allowable uniform loads based on deflection of Vjgg of span is 100 pounds per
square foot except allowable total uniform load for 1 '/g-inch wood structural panels over joists spaced 48 inches on center is 65 pounds per square foot. Panel edges
shall have approved tongue-and-groove joints or shall be supported with blocking, unless '/4-inch minimum thickness underlayment or 1 Vj inches of approved
cellular or lightweight concrete is placed over the subfloor, or finish floor is %-inch wood strip.
b. Floor panels conforming with this table shall be deemed to meet the design criteria of Section 2304.7.
c. Applicable to all grades of sanded exterior-type plywood. See DOC PS 1 for plywood species groups.
d. Applicable to Underlayment grade, C-C (Plugged) plywood, and Single Floor grade wood structural panels.
TABLE 2304.7(5)
ALLOWABLE LOAD (PSF) FOR WOOD STRUCTURAL PANEL ROOF SHEATHING CONTINUOUS OVER
TWO OR MORE SPANS AND STRENGTH AXIS PARALLEL TO SUPPORTS
(Plywood Structural Panels Are Five-Ply, Five-Layer Unless Otherwise Noted)^**
PANEL GRADE
THICKNESS (Inch)
MAXIMUM SPAN (inches)
LOAD AT MAXIMUM SPAN (psf)
Live
Total
'/■6
24
20
30
''^2
24
35^=
45^
Structural I sheathing
'/2
24
40^
50<=
'%2,\
24
70
80
'%2,\
24
90
100
V.6
16
40
50
%2
24
20
25
Sheathing, other grades
covered in DOC PS 1 or
DOC PS 2
%2
24
24
25
40^
30
50=
\
24
45^
55=
^^/32>%
24
60^
65=
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m^.
a. Roof sheathing conforming with this table shall be deemed to meet the design criteria of Section 2304.7.
b. Uniform load deflection limitations Vigg of span under live load plus dead load, V240 under hve load only. Edges shall be blocked with lumber or other approved
type of edge supports.
c. For composite and four-ply plywood structural panel, load shall be reduced by 15 pounds per square foot.
452
2003 INTERNATIONAL BUILDING CODE®
TABLE 2304.9.1
FASTEIMIMG SC^
CONNECTION
FASTENING^-'"
LOCATION
1 . Joist to sill or girder
3 - 8d common
3 - 3" X 0.131" nails
3-3" 14 gage staples
toenail
2. Bridging to joist
2 - 8d common
2 - 3" X 0.131" nails
2 - 3"14 gage staples
toenail each end
3. 1" X 6" subfloor or less to each joist
2 - 8d common
face nail
4. Wider than 1" x 6" subfloor to each joist
3 - 8d common
face nail
5. 2" subfloor to joist or girder
2 - 16d common
blind and face nail
6. Sole plate to joist or blocking
Sole plate to joist or blocking at braced
wall panel
16d at 16" o.c.
3" X 0.131" nails at 8" o.c.
3" 14 gage staples at 12" o.c.
3 - 16d at 16"
4 - 3" X 0.131" nails at 16"
4 - 3" 14 gage staples per 16"
typical face nail
braced wall panels
7. Top plate to stud
2 - 16d common
3 - 3" X 0.131" nails
3 - 3" 14 gage staples
end nail
8. Stud to sole plate
4 - 8d common
4 - 3" X 0.131" nails
3 - 3" 14 gage staples
2 - 16d common
3 - 3" X 0.131" nails
3 - 3" 14 gage staples
toenail
end nail
9. Double studs
16d at 24" o.c.
3" X 0.131" nail at 8" o.c.
3" 14 gage staple at 8" o.c.
face nail
10. Double top plates
Double top plates
16d at 16" o.c.
3" X 0.131" nail at 12" o.c.
3" 14 gage staple at 12" o.c.
8- 16d common
12- 3" X 0.131" nails
12 - 3" 14 gage staples
typical face nail
lap splice
11. Blocking between joists or rafters to top plate
3 - 8d common
3 - 3" X 0.131" nails
3 - 3" 14 gage staples
toenail
12. Rim joist to top plate
8d at 6" o.c.
3" X 0.131" nail at 6" o.c.
3" 14 gage staple at 6" o.c.
toenail
13. Top plates, laps and intersections
2 - 16d common
3 - 3" X 0.131" nails
3 - 3" 14 gage staples
face nail
14. Continuous header, two pieces
16d common
16" o.c. along edge
15. Ceiling joists to plate
3 - 8d common
5 - 3" X 0.131" nails
5 - 3" 14 gage staples
toenail
16. Continuous header to stud
4 - 8d common
toenail
(continued)
2003 DNTERMATDONAL eUlLDl^!IG CODE®
453
WOOD
TABLE 2304.9.1— continued
FASTENING SCHEDULE
CONNECTION
FASTENING^"'
LOCATION
17. Ceiling joists, laps over partitions
(see Section 2308.10.4.1, Table 2308.10.4.1)
3 - 16d common minimum. Table 2308.10.4.1
4 - 3" X 0.131" nails
4 - 3" 14 gage staples
face nail
18. Ceiling joists to parallel rafters
(see Section 2308.10.4.1, Table 2308.10.4.1)
3 - 16d common minimum, Table 2308.10.4.1
4 - 3" X 0.131" nails
4 - 3" 14 gage staples
face nail
19. Rafter to plate
(see Section 2308.10.1, Table 2308.10.1)
3 - 8d common
3 - 3" X 0.131" nails
3 - 3" 14 gage staples
toenail
20. 1" diagonal brace to each stud and plate
2 - 8d common
2 - 3" X 0.131" nails
2 - 3" 14 gage staples
face nail
21. 1" X 8" sheathing to each bearing wall
2 - 8d common
face nail
22. Wider than l"x 8" sheathing to each bearing
3 - 8d common
face nail
23. Buih-up corner studs
16d common
3" X 0.131" nails
3" 14 gage staples
24" o.c.
16" o.c.
16" o.c.
24. Built-up girder and beams
20d common 32" o.c.
3" X 0.131" nail at 24" o.c.
3" 14 gage staple at 24" o.c.
2 - 20d common
3 - 3" X 0.131" nails
3 - 3" 14 gage staples
face nail at top and bottom staggered
on opposite sides
face nail at ends and at each splice
25. 2" planks
16d common
at each bearing
26. Collar tie to rafter
3 - lOd common
4 - 3" X 0.131" nails
4 - 3" 14 gage staples
face nail
27. Jack rafter to hip
3 - lOd common
4-3"x0.131"nails
4 - 3" 14 gage staples
2 - 16d common
3 - 3" X 0.131" nails
3 - 3" 14 gage staples
toenail
face nail
28. Roof rafter to 2-by ridge beam
2 - 16d common
3 - 3" X 0.131" nails
3 - 3" 14 gage staples
2 - 16d common
3 - 3" X 0.131" nails
3 - 3" 14 gage staples
toenail
face nail
29. Joist to band joist
3 - 16d common
5 - 3" X 0.131" nails
5 - 3" 14 gage staples
face nail
(continued)
454
2003 INTERNATIONAL BUILDING CODE®
TABLE 2304.9,1 — contonued
FASTElf
CONiSJECTlON
FASTENING^-'^
LOCATION
30. Ledger strip
3 - 16d common
4 - 3" X 0.131" nails
4 - 3" 14 gage staples
face nail
31. Wood structural panels and particleboard:''
Subfloor, roof and wall sheathing (to framing):
Vj" and less 6d'^''
2 VxO-113"nail"
1 V4" 16 gage°
'%2"toV 8d''or6d^
2 Vx0.113"nailP
2" 16 gageP
Vtol" 8d'^
Single Floor (combination subfloor-underlayment
to framing):
1 Vg" to 1 V4" lOd'* or 8d^
V4" and less 6d^
V'tol" 8d«
1 Vs" to 1 ^1" lOd" or 8d«
32. Panel siding (to framing)
V2" or less 6df
Vg" 8df
33. Fiberboard sheathing :S
No. 1 1 gage roofing
V2" nail''
6d common nail
No. 16 gage staple'
^^732" No. 11 gage roofing
nail''
8d common nail
No. 16 gage staple'
34. Interior paneling
'W 4dJ
Vg" ed"^
For SI: 1 inch - 25.4 mm.
a. Common or box nails are permitted to be used except where otherwise stated.
b. Nails spaced at 6 inches on center at edges, 1 2 inches at intermediate supports except 6 inches at supports where spans are 48 inches or more. For nailing of wood
structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing.
c. Common or deformed shank.
d. Common.
e. Deformed shank.
f. Corrosion-resistant siding or casing nail.
g. Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at intermediate supports.
h. Corrosion-resistant roofing nails with V,g-inch-diameter head and 1 '/2-inch length for Vj-inch sheathing and 1 ^-inch length for ^^ I -^^'^Vida. sheathing.
i. Corrosion-resistant staples with nominal V|g-inch crown and 1 '/g-inch length for Vj-inch sheathing and 1 Vj-inch length for ^Vjj-inch sheathing. Panel supports at
16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked).
j. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports.
k. Panel supports at 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports.
1. For roof sheathing applications, 8d nails are the minimum required for wood structural panels.
m. Staples shall have a minimum crown width of 7,ginch.
n. For roof sheathing applications, fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports.
o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3 inches on center at edges, 6 inches at interme-
diate supports for roof sheathing.
p. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports.
2003 INTERNATIONAL BUDLDING CODE®
455
WOOD
and other mechanical fastenings not otherwise covered are
permitted where approved. The vertical load-bearing capac-
ity, torsional moment capacity and deflection characteris-
tics of joist hangers shall be determined in accordance with
Section 1715.1.
2304.9.4 Other fasteners. Clips, staples, glues and other
approved methods of fastening are permitted where ap-
proved.
2304.9.5 Fasteners in preservative-treated and I5re-re-
tardant-treated wood. Fasteners for preservative-treated
and fire-retardant-treated wood shall be of hot-dipped
zinc-coated galvanized steel, stainless steel, silicon bronze
or copper. Fastenings for wood foundations shall be as re-
quired in AF&PA Technical Report No. 7.
2304.9.6 Load path. Where wall framing members are not
continuous from foundation sill to roof, the members shall
be secured to ensure a continuous load path. Where re-
quired, sheet metal clamps, ties or clips shall be formed of
galvanized steel or other approved corrosion-resistant mate-
rial not less than 0.040 inch (1.01 mm) nominal thickness.
2304.9.7 Framing requirements. Wood columns and posts
shall be framed to provide full end bearing. Alternatively,
column-and-post end connections shall be designed to resist
the full compressive loads, neglecting end-bearing capacity.
Column-and-post end connections shall be fastened to resist
lateral and net induced upUft forces.
2304.10 Heavy timber construction.
2304.10.1 Columns. Columns shall be continuous or super-
imposed throughout all stories by means of reinforced con-
crete 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
metal connectors housed within the contact faces, or by
other approved methods.
2304.10.1.1 Column connections. Girders and beams
shall be closely fitted around columns and adjoining ends
shall be cross tied to each other, or intertied by caps or
ties, to transfer horizontal loads across joints. Wood bol-
sters shall not be placed on tops of columns unless the
columns support roof loads only.
2304.10.2 Floor framing. Approved wall plate boxes or
hangers shall be provided where wood beams, girders or
trusses rest on masonry or concrete walls. Where intermedi-
ate beams are used to support a floor, they shall rest on top of
girders, or shall be supported by ledgers or blocks securely
fastened to the sides of the girders, or they shall be supported
by an approved metal hanger into which the ends of the
beams shall be closely fitted.
2304.10.3 Roof framing. Every roof girder and at least ev-
ery alternate roof beam shall be anchored to its supporting
member; and every monitor and every sawtooth construc-
tion shall be anchored to the main roof construction. Such
anchors shall consist of steel or iron bolts of sufficient
strength to resist vertical uplift of the roof
2304.10.4 Floor decks. Floor decks and covering shall not
extend closer than V2 inch (12.7 mm) to walls. Such V2-inch
(12.7 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 contrac-
tion movements of the floor. Corbeling of masonry walls un-
der floors is permitted in place of such molding.
2304.10.5 Roof decks. Where supported by a wall, roof
decks shall be anchored to walls to resist uplift forces deter-
mined in accordance with Chapter 16. Such anchors shall
consist of steel or iron bolts of sufficient strength to resist
vertical uplift of the roof.
2304.11 Protection against decay and termites.
2304.11.1 General. Where required by this section, protec-
tion from decay and termites shall be provided by the use of
naturally durable or preservative-treated wood.
2304.11.2 Wood used above ground. Wood installed
above ground in the locations specified in Sections
2304. 11. 2.1 through 2304.1 1.2.6 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 or applicable AWPA standards for
above-ground use.
2304.11.2.1 Joists, girders and subfloor. Where wood
joists or the bottom of a wood structural floor without
joists are closer than 18 inches (457 mm), or wood gird-
ers 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 naturally durable or preservative-treated
wood.
2304.11.2.2 Framing. Wood framing members, includ-
ing wood sheathing, which rest on exterior foundation
walls and are less than 8 inches (203 mm) from exposed
earth shall be of naturally durable or preservative-treated
wood. Wood framing members and furring strips at-
tached directly to the interior of exterior masonry or con-
crete walls below grade shall be of approved naturally
durable or preservative-treated wood.
2304.11.2.3 Sleepers and sills. Sleepers and sills on a
concrete or masonry slab that is in direct contact with
earth shall be of naturally durable or preservative-treated
wood.
1.11.2.4 Girder ends. The ends of wood girders en-
tering exterior masonry or concrete walls shall be pro-
vided with a V2-inch (12.7 mm) air space on top, sides
and end, unless naturally durable or preservative-treated
wood is used.
2304.11.2.5 Wood siding. Clearance between wood sid-
ing and earth on the exterior of a building shall not be less
than 6 inches (152 mm) except where siding, sheathing
and wall framing are of naturally durable or preserva-
tive-treated wood.
456
2003 INTERNATIONAL BUILDING CODE®
2304.1 lo2.6 Posts or colemmso Posts or columns sup-
porting permanent structures and supported by a con-
crete or masonry slab or footing that is in direct contact
with the earth shall be of naturally durable or preserva-
tive-treated wood.
Exceptiom; When a building is located in a geographical
region where experience has demonstrated that climatic
conditions preclude the need to use durable materials
where the structure is exposed to the weather.
1 . Posts or columns that are either exposed to the
weather or located in basements or cellars, sup-
ported by concrete piers or metal pedestals pro-
jected at least 1 inch (25 mm) above the slab or
deck and 6 inches (152 mm) above exposed
earth, and are separated therefrom by an imper-
vious 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 8 inches (203
mm) from exposed ground, and are separated
therefrom by an impervious moisture barrier.
ollo3 Lamimated MmberSo The portions of glued-lam-
inated timbers that form the structural supports of a building
or other structure and are exposed to weather and not prop-
erly protected by a roof, eave or similar covering shall be
pressure treated with preservative, or be manufactured from
naturally durable or preservative-treated wood.
2304.11<,4 Wood im comtacit wMh the groemd or fresh wa=
ter. Wood in contact with the ground (exposed earth) that
supports permanent structures shall be of naturally durable
(species for both decay and termite resistance) or preserva-
tive-treated wood using water-borne preservatives and shall
be treated in accordance with AWPA C2, C9 or other appli-
cable AWPA standard for soil or fresh water contact, where
used in the locations specified in Sections 2304. 1 1 .4. 1 and
2304.11.4.2.
imni Untreated wood is permitted where such
wood is continuously and entirely below the ground-wa-
ter level or submerged in fresh water.
oil. 4,1 Posts or coliinmms. Posts and columns sup-
porting permanent structures that are embedded in con-
crete in direct contact with the earth or embedded in
concrete exposed to the weather, or in direct contact with
the earth, shall be of preservative-treated wood.
23<D4ol 1.4.2 Wood stmictunral members. Wood struc-
tural members that support moisture-permeable floors or
roofs that are exposed to the weather, such as concrete or
masonry slabs, shall be of naturally durable or preserva-
tive-treated wood unless separated from such floors or
roofs by an impervious moisture barrier.
2304oll,5 Sepportimg member for permamemt apperte-
maeces. Naturally durable or preservative-treated wood
shall be utilized for those portions of wood members that
form the structural supports of buildings, balconies, porches
or similar permanent building appurtenances where such
members are exposed to the weather without adequate pro-
tection from a roof, eave, overhang or other covering to pre-
vent moisture or water accumulation on the surface or at
joints between members.
.11.6 Termite protectlom. In geographical areas where
the hazard of termite damage is known to be very heavy, the
floor framing shall be of naturally durable or preserva-
tive-treated wood, or provided with approved methods of
termite protection.
2304.11.7 Wood esed m retainimg walls smd cribs. Wood
installed in retaining or crib walls shall be of preserva-
tive-treated wood treated in accordance with AWPA C2 or
C9 for soil and fresh water contact.
2304.11.8 Attk ventllatiom. For attic ventilation, see Sec-
tion 1203.2.
2304.11.9 Umder-ffloor ventllatiom (crawl space). For un-
der-floor ventilation (crawl space), see Section 1203.3.
2304.12 Wood supporting masonry or concrete. Wood
members shall not be used to permanently support the dead
load of any masonry or concrete.
1. Masonry or concrete nonstructural floor or roof sur-
facing not more than 4 inches (102 mm) thick is per-
mitted to be supported by wood members.
2. Any structure is permitted to rest upon wood piles
constructed in accordance with the requirements of
Chapter 18.
3. Veneer of brick, concrete or stone apphed as specified
in Section 1405.5 having an installed weight of 40
pounds per square foot (psf) ( 1 .9 kN/m^) or less is per-
mitted to be supported by an approved treated wood
foundation when the maximum height of veneer does
not exceed 30 feet (9144 mm) above the foundation.
Such veneer used as an interior wall finish is permit-
ted to be supported on wood floor construction. The
wood floor construction shall be designed to support
the additional weight of the veneer plus any other
loads and to limit the deflection and shrinkage to '/goo
of the span of the supporting members.
4. Glass unit masonry having an installed weight of 20
psf (0.96 kN/m^) or less is permitted to be installed in
accordance with the provisions of Section 2110. The
wood construction supporting the glass unit masonry
shall be designed for dead and live loads to limit de-
flection and shrinkage to '/goo of the span of the sup-
porting members.
2305,1 General. Structures using wood shear walls and dia-
phragms to resist wind, seismic and other lateral loads shall be
designed and constmcted in accordance with the provisions of
this section.
2003
WOOD
2305.1.1 Shear resistance based on prieciples of me-
chanics. Shear resistance of diaphragms and shear walls are
permitted to be calculated by principles of mechanics using
values of fastener strength and sheathing shear resistance.
2305.1.2 Framing. Boundary elements shall be provided to
transmit tension and compression forces. Perimeter mem-
bers at openings shall be provided and shall be detailed to
distribute the shearing stresses. Diaphragm and shear wall
sheathing shall not be used to splice boundary elements. Di-
aphragm chords and collectors shall be placed in, or tangent
to, the plane of the diaphragm framing unless it can be dem-
onstrated that the moments, shears and deformations, con-
sidering eccentricities resulting from other configurations
can be tolerated without exceeding the adjusted resistance
and drift hmits.
2305,1.2.1 Framing members. Framing members shall
be at least 2 inch (5 1 mm) nominal width. In general, ad-
joining panel edges shall bear and be attached to the
framing members and butt along their centerlines. Nails
shall be placed not less than Vg inch (9.5 mm) from the
panel edge, not more than 12 inches (305 mm) apart
along intermediate supports, and 6 inches (152 mm)
along panel edge bearings, and shall be firmly driven into
the framing members.
2305.1.3 Openings in shear panels. Openings in shear pan-
els that materially affect their strength shall be fully detailed
on the plans, and shall have their edges adequately rein-
forced to transfer all shearing stresses.
2305.1.4 Shear panel connections. Positive connections
and anchorages, capable of resisting the design forces, shall
be provided between the shear panel and the attached com-
ponents. In Seismic Design Category D, E or F, toenails
shall not be used to transfer lateral forces in excess of 150
pounds per foot (2189 N/m) from diaphragms to shear
walls, drag struts (collectors) or other elements, or from
shear walls to other elements.
2305.1.5 Wood members resisting horizontal seismic
forces contributed by masonry and concrete. Wood shear
walls, diaphragms, horizontal trusses and other members
shall not be used to resist horizontal seismic forces contrib-
uted by masonry or concrete construction in structures over
one story in height.
Exceptions:
1. Wood floor and roof members are permitted to be
used in horizontal trusses and diaphragms to resist
horizontal seismic forces contributed by masonry
or concrete construction (including those due to
masonry veneer, fireplaces and chimneys) pro-
vided such forces do not result in torsional force
distribution through the truss or diaphragm.
2. Wood structural panel sheathed shear walls are
permitted to be used to provide resistance to seis-
mic forces contributed by masonry or concrete
construction in two- story structures of masonry or
concrete construction, provided the following re-
quirements are met:
2.1. Story-to-story wall heights shall not ex-
ceed 12 feet (3658 mm).
2.2. Diaphragms shall not be designed to trans-
mit lateral forces by rotation. Diaphragms
shall not cantilever past the outermost sup-
porting shear wall.
2.3. Combined deflections of diaphragms and
shear walls shall not permit story drift of
supported masonry or concrete walls to ex-
ceed the hmit of Section 1617.3.
2.4. Wood structural panel sheathing in dia-
phragms shall have unsupported edges
blocked. Wood structural panel sheathing
for both stories of shear walls shall have
unsupported edges blocked and, for the
lower story, shall have a minimum thick-
ness of 'V32 inch (1 1.9 mm).
2.5. There shall be no out-of-plane horizontal
offsets between the first and second stories
of wood structural panel shear walls.
2305.2 Design of wood diaphragms.
2305.2.1 General. Wood diaphragms are permitted to be
used to resist horizontal forces provided the deflection in the
plane of the diaphragm, as determined by calculations, tests
or analogies drawn therefrom, does not exceed the permissi-
ble deflection of attached distributing or resisting elements.
Connections shall extend into the diaphragm a sufficient
distance to develop the force transferred into the diaphragm.
2305.2.2 Defiectioni. Permissible deflection shall be that
deflection up to which the diaphragm and any attached dis-
tributing or resisting element will maintain its structural in-
tegrity under design load conditions, such that the resisting
element will continue to support design loads without dan-
ger to occupants of the structure. Calculations for dia-
phragm deflection shall account for the usual bending and
shear components as well as any other factors, such as nail
deformation, which will contribute to deflection.
The deflection (A) of a blocked wood structural panel dia-
phragm uniformly nailed throughout is permitted to be cal-
culated by using the following formula. If not uniformly
nailed, the constant 0.188 (For SI: 1/1627) in the third term
must be modified accordingly.
5vL'
vL
■ + + 0.188Le„ +
8EA/7 4Gt
^A,X)
2b
(Equation 23-1)
^ _. . 0.052L' vL Le„ ^A,X)
For SI: A = + + — — + —
EAb 4Gt 1627
2b
where:
A = Area of chord cross section, in square inches
(mm^).
b = Diaphragm width, in feet (mm).
E = Elastic modulus of chords, in pounds per square
inch (N/mm^).
e„ = Nail deformation, in inches (mm).
458
2003 INTERNATIONAL BUILDING CODE®
Modulus of rigidity of wood structural panel, in
pounds per square inch (N/mm^).
Diaphragm length, in feet (mm).
Effective thickness of wood structural panel for
shear, in inches (mm).
Maximum shear due to design loads in the direc-
tion under consideration, in pounds per linear foot
(plf) (N/mm).
The calculated deflection, in inches (mm).
Sum of individual chord-splice values on both
sides of the diaphragm, each multiplied by its dis-
tance to the nearest support.
A
'iS, Size and shape of dia-
phragms shall be limited as set forth in Table 2305.2.3.
TABLE 2305.2.3
WiAXllViUlVa DIAPHRAGM DIMENSION RATIOS
HORIZOMTAL AMD SLOPED D8APHRAGM
TYPE
WiAXIMUM LENGTH -
WIDTH RATIO
Wood structural panel, nailed all edges
4:1
Wood structural panel, blocking omitted
at intermediate joints
3:1
Diagonal sheathing, single
3:1
Diagonal sheathing, double
4:1
2305.2,4 Coestrujicftnoinio Shear panels shall be constructed
of wood structural panels, manufactured with exterior
glue, not less than 4 feet by 8 feet (1219 mm by 2438 mm),
except at boundaries and changes in framing. Boundary el-
ements shall be connected at corners. Wood structural
panel thickness for horizontal diaphragms shall not be less
than set forth in Tables 2304.7(3) and 2304.7(5) for corre-
sponding joist spacing and loads, except that ^/^ inch (6.4
mm) is permitted to be used where perpendicular loads
permit. Sheet-type sheathing shall be arranged so that the
width of a sheet in a shear wall shall not be less than 2 feet
(610 mm).
230So2,4ol Seismic Desige Category E Structures as-
signed to Seismic Design Category F shall conform to the
requirements in Section 1620.5 or Section 9.5.2.6.5 of
ASCE 7, and to the additional requirements of this section.
Wood structural panel sheathing used for diaphragms
and shear walls that are part of the seismic-force-resisting
system shall be applied directly to the framing members.
Exceptions Wood structural panel sheathing in a dia-
phragm is permitted to be fastened over solid lumber
planking or laminated decking provided the panel
joints and lumber planking or laminated decking
joints do not coincide.
2305<,2.5 Rigid diaphragms. Design of structures with
rigid diaphragms shall conform to the structure configura-
tion requirements of Section 9.5.2.3 of ASCE 7 and the hori-
zontal shear distribution requirements of Section 9.5.5.5 of
ASCE 7.
Open front structures with rigid wood diapliragms result-
ing in torsional force distribution are permitted provided the
length, /, of the diaphragm normal to the open side does not
exceed 25 feet (7620 mm), the diaphragm sheathing con-
forms to Section 2305.2.4, and the l/w ratio [as shown in
Figure 2305.2.5(1)] is less than 1.0 for one-story structures
or 0.67 for structures over one story in height.
Exception; Where calculations show that diaphragm de-
flections can be tolerated, the length, /, normal to the
open end is permitted to be increased to a l/w ratio not
greater than 1.5 where sheathed in compliance with Sec-
tion 2305.2.4 or to 1.0 where sheathed in compliance
with Section 2306.3.4 or 2306.3.5.
Rigid wood diaphragms are permitted to cantilever
past the outermost supporting shear wall (or other vertical
resisting element) a length, /, of not more than 25 feet
(7620 mm) or two-thirds of the diaphragm width, w,
whichever is the smaller. Figure 2305.2.5(2) illustrates
the dimensions of / and w for a cantilevered diaphragm.
Structures with rigid wood diaphragms having a torsional
irregularity in accordance with Table 1616.5.1.1, Item 1,
shall meet the following requirements: The l/w ratio shall
not exceed 1 .0 for one-story structures or 0.67 for structures
over one story in height, where / is the dimension parallel to
the load direction for which the irregularity exists.
nil Where calculations demonstrate that the
diaphragm deflections can be tolerated, the width is
permitted to be increased and the l/w ratio is permitted
to be increased to 1 .5 where sheathed in compliance
with Section 2305.2.4 or 1.0 where sheathed in com-
pUance with Section 2306.3.4 or 2306.3.5.
Force
< — >
A '
>
/
\N
■>
Open Front
on Building
FIGURE 2305.2.5(1)
\^8E\
2003 SNTERSSSATB0MAL BUILDIING CODE®
WOOD
W ? / / ? J // / / J f /J J J / J f f ^ / ^ ^ ^ ^ ^ ^ ^ / ^ ^ f ^ ? ? i ^ J / ^
Force
4^ j Et»
Cantilevered
Diaphragm
FSGURE 2305.2.5(2)
DJAPHRAGM LENGTH AND WIDTH FOR PLAN V8EW OF CANTILEVERED DIAPHRAGM
with Section 2305.2.4 or 1.0 where sheathed in com-
pliance with Section 2306.3.4 or 2306.3.5.
2305.3 Design of wood shear walls.
2305.3.1 General. Wood shear walls are permitted to resist
horizontal forces in vertical distributing or resisting ele-
ments, provided the deflection in the plane of the shear wall,
as determined by calculations, tests or analogies drawn
therefrom, does not exceed the more restrictive of the per-
missible deflection of attached distributing or resisting ele-
ments or the drift limits of Section 1617.3. Shear wall
sheathing other than wood structural panels shall not be per-
mitted in Seismic Design Category E or F (see Section
1617.6).
2305.3.2 Deflection. Permissible deflection shall be that
deflection up to which the shear wall and any attached dis-
tributing or resisting element will maintain its structural in-
tegrity under design load conditions, i.e., continue to
support design loads without danger to occupants of the
structure.
The deflection (A) of a blocked wood structural panel
shear wall uniformly fastened throughout is permitted to be
calculated by the use of the following formula:
A =
8v/z ' vh
EAb Gt
+ — + 0.75/ie„ +d„
(Equation 23-2)
For SI: A =
vh
he„
vh
+ — +
?>EAb Gt 406.7
+ d.
where:
Area of boundary element cross section in square
inches (mm^) (vertical member at shear wall
boundary).
Wall width, in feet (mm).
Deflection due to anchorage details (rotation and
shp at tie-down bolts) in inches (mm).
Elastic modulus of boundary element (vertical
member at shear wall boundary), in pounds per
square inch (N/mm^).
G
h
t
A
= Deformation of mechanically fastened connec-
tions, in inches (mm^).
= Modulus of rigidity of wood structural panel, in
pounds per square inch (N/mm^).
= Wall height, in feet (mm).
= Effective thickness of wood structural panel for
shear, in inches (mm).
= Maximum shear due to design loads at the top of
the wall, in pounds per linear foot (N/mm).
= The calculated deflection, in inches (mm).
2305,3.3 Shear wall aspect ratios. Size and shape of shear
walls and shear wall segments within shear walls containing
openings shall be limited as set forth in Table 2305.3.3.
TABLE 2305.3.3
fViAXIiViUIVi SHEAR WALL ASPECT RATIOS
TYPE
MAXIMUM HEIGHT-
WIDTH RATIO
Wood structural panels or
particleboard, nailed edges
For other than seismic: 3V2:1
For seismic: 2:P
Diagonal sheathing, single
2:1
Fiberboard
IV^:!
Gypsum board, gypsum lath,
cement plaster
l'/2:l^
a. For design to resist seismic forces, shear wall height-width ratios greater than
2:1, but not exceeding 3 '/j: 1 , are permitted provided the allowable shear val-
ues in Table 2306.4.1 are multiplied by 2w/h.
h. Ratio shown is for unblocked construction. Aspect ratio is permitted to be
2:1 where the wall is installed as blocked construction in accordance with
Section 2306.4.5.1.2.
2305.3.4 Shear wall height definition. The height of a
shear wall shall be defined as:
1 . The maximum clear height from top of foundation to
bottom of diaphragm framing above; or
2. The maximum clear height from top of diaphragm to
bottom of diaphragm framing above [see Figure
2305.3.4(a)].
460
2003 BNTERNATIOfVJAL BUILDING CODE®
DETAIL BOUNDARY
MEMBERS FOR
FORCE TRANSFER
AROUND OPENING,
TYPICAL ■
(a) HEIGHT-TO-WIDTH RATIO
(b) HEIGHT-TO-WIDTH RATIO WITH DESIGN
FOR FORCE TRANSFER AROUND OPENINGS
m 2305.3.4
GENERAL DEFlWmON OF SHEAR WALL HEIGHT, WIDTH AND HEIGHT-TO-WBDTH RATIO
if
wall in the direction of application of force [see Figure
2305.3.4(a)].
2305o3oS.l Shear wall segmemt wMtSi deHmlMom, The
width of full-height sheathing adjacent to unrestrained
openings in a shear wall.
23053=6 Overtarmmg restramto Where the dead load sta-
bilizing moment in accordance with Chapter 16 allowable
stress design load combinations is not sufficient to prevent
uplift due to overturning moments on the wall, an anchoring
device shall be provided. Anchoring devices shall maintain
a continuous load path to the foundation.
2305o3o7 Shear waDIs witlii opemlmgs. The provisions of this
section shall apply to the design of shear walls with open-
ings. Where framing and connections around the openings
are designed for force transfer around the openings, the pro-
visions of Section 2305.3.7.1 shall apply. Where framing
and connections around the openings are not designed for
force transfer around the openings, the provisions of Section
2305.3.7.2 shall apply.
2305,3.7.1 Force tramsffer aroumd opeemgs. Where
shear walls with openings are designed for force transfer
around the openings, the limitations of Table 2305.3.3
shall apply to the overall shear wall including openings
and to each wall pier at the side of an opening. The height
of a wall pier shall be defined as the clear height of the pier
at the side of an opening. The width of a wall pier shall be
defined as the sheathed width of the pier at the side of an
opening. Design for force transfer shall be based on a ra-
tional analysis. Detailing of boundary elements around the
opening shall be provided in accordance with the provi-
sions of this section [see Figure 2305.3.4(b)].
2305,3.7.2 Perforated shear walls. The provisions of
Section 2305.3.7.2 shall be permitted to be used for the
design of perforated shear walls.
2305.3.7.2.1 Limitations, The following limitations
shall apply to the use of Section 2305.3.7.2:
1. A perforated shear wall segment shall be lo-
cated at each end of a perforated shear wall.
Openings shall be permitted to occur beyond
the ends of the perforated shear wall; however,
the width of such openings shall not be included
in the width of the perforated shear wall.
2. The allowable shear set forth in Table 2306.4.1
shall not exceed 490 plf (7150 N/m).
3. Where out-of-plane offsets occur, portions of
the wall on each side of the offset shall be con-
sidered as separate perforated shear walls.
4. Collectors for shear transfer shall be provided
through the full length of the perforated shear
wall.
5. A perforated shear wall shall have uniform top
of wall and bottom of wall elevations. Perfo-
rated shear walls not having uniform elevations
shall be designed by other methods.
6. Perforated shear wall height, h, shall not exceed
20 feet (6096 mm).
2305.3.7.2.2 Perforated shear wall reslstamce. The
resistance of a perforated shear wall shall be calcu-
lated in accordance with the following:
1. The percent of full-height sheathing shall be
calculated as the sum of the widths of perfo-
rated shear wall segments divided by the total
WOOD
TABLE 2305.3.7.2
SHEAR RESISTANCE ADJUSTMENT FACTOR, Co
WALL HErGHT, H
MAXIMUM OPENING HEIGHT^
H/3
H/2
2H/3
5H/6
H
8' wall
2'-8"
4'-0"
5'-4"
6'-8"
8'-0"
10' wall
3'-4"
5'-0"
6'-8"
8'-4"
lO'-O"
Percent full-height sheathing"
Shear resistance adjustment factor
10%
1.00
0.69
0.53
0.43
0.36
20%
1.00
0.71
0.56
0.45
0.38
30%
1.00
0.74
0.59
0.49
0.42
40%
1.00
0.77
0.63
0.53
0.45
50%
1.00
0.80
0.67
0.57
0.50
60%
1.00
0.83
0.71
0.63
0.56
70%
1.00
0.87
0.77
0.69
0.63
80%
1.00
0.91
0.83
0.77
0.71
90%
1.00
0.95
0.91
0.87
0.83
100%
1.00
1.00
1.00
1.00
1.00
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. See Section 2305.3.7.2.2, Item 2.
b. See Section 2305.3.7.2.2, Item 1.
width of the perforated shear wall including
openings.
2. The maximum opening height shall be taken as
the maximum opening clear height. Where ar-
eas above and below an opening remain un-
sheathed, the height of opening shall be defined
as the height of the wall.
3. The adjusted shear resistance shall be calcu-
lated by multiplying the unadjusted shear resis-
tance by the shear resistance adjustment factors
of Table 2305.3.7.2. For intermediate percent-
ages of full-height sheathing, the values in Ta-
ble 2305.3.7.2 are permitted to be interpolated.
4. The perforated shear wall resistance shall be
equal to the adjusted shear resistance times the
sum of the widths of the perforated shear wall
segments.
2305.3.7.2.3 Anchorage and load path. Design of
perforated shear wall anchorage and load path shall
conform to the requirements of Sections 2305.3.7.2.4
through 2305.3.7.2.8, or shall be calculated using
principles of mechanics. Except as modified by these
sections, wall framing, sheathing, sheathing attach-
ment and fastener schedules shall conform to the re-
quirements of Section 2305.2.4 and Table 2306.4.1.
2305.3.7.2.4 Uplift anchorage at perforated shear
wall ends. Anchorage for uplift forces due to over-
turning shall be provided at each end of the perforated
shear wall. The uplift anchorage shall conform to the
requirements of Section 2305.3.6 except that for each
story the minimum tension chord uplift force, T, shall
be calculated in accordance with the following:
r =
Vh
where:
T = Tension chord uplift force, pounds (N).
V = Shear force in perforated shear wall, pounds (N).
h = Shear wall height, feet (mm).
Co = Shear resistance adjustment factor from Table
2305.3.7.2.
lLLi= Sum of widths of perforated shear wall seg-
ments, feet (mm).
2305.3.7.2.5 Anchorage for in-plane shear. The unit
shear force, v, transmitted into the top of a perforated
shear wall, out of the base of the perforated shear wall
at full-height sheathing and into collectors (drag
struts) connecting shear wall segments, shall be calcu-
lated in accordance with the following:
V
v =
where:
(Equation 23-4)
€^1:1^
(Equation 23-3)
V = Unit shear force, pounds per lineal feet (N/m).
V = Shear force in perforated shear wall, pounds (N).
Co = Shear resistance adjustment factor from Table
2305.3.7.2.
llLi= Sum of widths of perforated shear wall seg-
ments, feet (mm).
2305.3.7.2.6 Uplift anchorage between perforated
shear wall ends. In addition to the requirements of
Section 2305.3.7.2.4, perforated shear wall bottom
plates at full-height sheathing shall be anchored for a
uniform uplift force, t, equal to the unit shear force, v,
determined in Section 2305.3.7.2.5.
2305.3.7.2.7 Compression chords. Each end of each
perforated shear wall segment shall be designed for a
462
2003 INTERNATIONAL BUILDING CODE®
m
compression chord force, C, equal to the tension
chord uplift force, T, calculated in Section
2305.3.7.2.4.
2-20d box end nails shall be substituted for 2-16d common
end nails found in Line 8 of Table 2304.9.1.
23(0)5o3o7o2,8 Load patho A load path to the founda-
tion shall be provided for each uplift force, T and t,
for each shear force, V and v, and for each compres-
sion chord force, C. Elements resisting shear wall
forces contributed by multiple stories shall be de-
signed for the sum of forces contributed by each
story.
23(0)5o3o7o2.9
imgs. The controlling deflection of a blocked shear
wall with openings uniformly nailed throughout
shall be taken as the maximum individual deflection
of the shear wall segments calculated in accordance
with Section 2305.3.2, divided by the appropriate
shear resistance adjustment factors of Table
2305.3.7.2.
(ties. The shear values for
shear panels of different capacities applied to the same side
of the wall are not cumulative except as allowed in Table
2306.4.1.
The shear values for material of the same type and ca-
pacity applied to both faces of the same wall are cumula-
tive. Where the material capacities are not equal, the
allowable shear shall be either two times the smaller shear
capacity or the capacity of the stronger side, whichever is
greater.
Summing shear capacities of dissimilar materials ap-
plied to opposite faces or to the same wall line is not al-
lowed.
m For wind design, the allowable shear capac-
ity of shear wall segments sheathed with a combination
of wood structural panels and gypsum wallboard on op-
posite faces, fiberboard structural sheathing and gyp-
sum wallboard on opposite faces or hardboard panel
siding and gypsum wallboard on opposite faces shall
equal the sum of the sheathing capacities of each face
separately.
ssBveSo Adhesive attachment of shear wall
sheathing is not permitted as a substitute for mechanical
fasteners, and shall not be used in shear wall strength cal-
culations alone, or in combination with mechanical fasten-
ers in Seismic Design Category D, E or F.
2305.3.1® Sill plate sSse amd amcliorage m Seismic De-
stgsi Category B, E or F. Two-inch (51 mm) nominal
wood sill plates for shear walls shall include steel plate
washers, a minimum of Vig inch by 2 inches by 2 inches
(4.76 mm by 51 mm by 51 mm) in size, between the sill
plate and nut. Sill plates resisting a design load greater than
490 plf (LRFD) (7154 N/m) or 350 plf (ASD) (5110 N/m)
shall not be less than a 3-inch (76 mm) nominal member.
Where a single 3-inch (76 mm) nominal sill plate is used.
ms In shear walls where the design load is less
than 840 plf (LRFD) (12 264 N/m) or 600 plf (ASD)
(8760 N/m), the sill plate is permitted to be a 2-inch (5 1
mm) nominal member if the sill plate is anchored by two
times the number of bolts required by design and V,6 inch
by 2 inch by 2 inch (4.76 mm by 5 1 mm by 5 1 mm) plate
washers are used.
,1 Allowable stress desigm. The structural analysis and
construction of wood elements in structures using allowable
design methods shall be in accordance with the following ap-
plicable standards:
NDS National Design Specification for Wood Construction
Americam Institute off Timber Constructioiio
AITC 104 Typical Construction Details
AITC 110 Standard Appearance Grades for Structural
Glued Laminated Timber
AITC 112 Standard for Tongue-and-Groove Heavy Tim-
ber Roof Decking
AITC 1 13 Standard for Dimensions of Structural Glued
Laminated Timber
AITC 117 Standard Specifications for Structural Glued
Laminated Timber of Softwood Species
AITC 1 19 Structural Standard Specifications for Glued
Laminated Timber of Hardwood Species
AITC A 1 90. 1 Structural Glued Laminated Timber
AITC 200 Inspection Manual
AITC 500 Determination of Design Values for Structural
Glued Laminated Timber
Tress Plate Institete, Imc.
TPI 1 National Design Standard for Metal Plate Connected
Wood Truss Construction
Americain Society off Agricultural Engineers.
ASAEEP 484.2 Diaphragm Design of Metal-Clad,
Post-Frame Rectangular Buildings
ASAE EP 486.1 Shallow Post Foundation Design
AS AE 559 Design Requirements and Bending Properties
for Mechanically Laminated Columns
APA — The Engineered Wood Association.
Plywood Design Specification
Plywood Design Specification Supplement 1 -
Design & Fabrication of Plywood Curved Panels.
2003 SiMTERNATDONAL BUDLDIMG CODE®
463
WOOD
Plywood Design Specification Supplement 2 -
Design & Fabrication of Glued Plywood-Lumber beams.
Plywood Design Specification Supplement 3 -
Design & Fabrication of Plywood Stressed-Skin Panels.
Plywood Design Specification Supplement 4 -
Design & Fabrication of Plywood Sandwich Panels.
Plywood Design Specification Supplement 5 -
Design & Fabrication of All-Plywood Beams.
EWS T300 Glulam Connection Details
EWS S560 Field Notching and DriUing of Glued Lami-
nated Timber Beams
EWS S475 Glued Laminated Beam Design Tables
EWS X450 Glulam in Residential Construction
EWS X440 Product and Application Guide: Glulam
EWS R540 Builders Tips: Proper Storage and Handling
of Glulam Beams
2306.1.1 Joists and rafters. The design of rafter spans is
permitted to be in accordance with the AF&PA Span Tables
for Joists and Rafters.
2306.1.2 Plank and beam flooring. The design of plank
and beam flooring is permitted to be in accordance with the
AF&PA Wood Construction Data No. 4.
2306.1.3 Treated wood stress adjustments. The allowable
unit stresses for preservative-treated wood need no adjust-
ment for treatment, but are subject to other adjustments.
The allowable unit stresses for fire-retardant-treated
wood, including fastener values, shall be developed from an
approved method of investigation that considers the effects
of anticipated temperature and humidity to which the
fire-retardant- treated wood will be subjected, the type of
treatment and the redrying process. Other adjustments are
applicable except that the impact load duration shall not ap-
ply.
2306.2 Wind provisions for walls.
2306.2.1 Wall stud bending stress increase. The NDS fi-
ber stress in bending (F^) design values for wood studs re-
sisting wind shall be increased by the factors in Table
2306.2. 1 , in heu of the 1 . 1 5 repetitive member factor, to take
into consideration the load sharing and composite actions
provided by the wood structural panels as defined in Section
2302.1, where the studs are designed for bending in accor-
dance with Section 1609.6 spaced no more than 16 inches
(406 mm) o.c, covered on the inside with a minimum of
'/2-inch (12.7 mm) gypsum board fastened in accordance
with Table 2306.4.5, and sheathed on the exterior with a
minimum of Vg-inch (9.5 mm) wood structural panel sheath-
ing that is attached to the studs using a minimum of 8d com-
mon nails spaced a maximum of 6 inches o.c. (152 mm) at
panel edges and 12 inches o.c. (305 nrni) in the field of the
panels.
2306.3 Wood diaphragms.
2306.3.1 Shear capacities modifications. The allowable
shear capacities in Table 2306.3.1 for horizontal wood
structural panel diaphragms shall be increased 40 percent
for wind design.
2306.3.2 Wood structural panel diaphragms. Structural
panel diaphragms with wood structural panels are permitted
to be used to resist horizontal forces not exceeding those set
forth in Table 2306.3. 1 or 2306.3.2 or calculated by princi-
ples of mechanics without limitations by using values for
fastener strength in the NDS structural design properties for
wood structural panels based on DOC PS-1 and DOC PS-2
or plywood design properties given in the APA Plywood
Design Specification.
TABLE 2306.2.1
WALL STUD BENDING STRESS INCREASE FACTORS
STUD SIZE
SYSTEM FACTOR
2x4
1.5
2x6
1.4
2x8
1.3
2x 10
1.2
2x12
1.15
2306.3.3 Diagonally sheathed lumber diaphragms. Diag-
onally sheathed lumber diaphragms shall be nailed in accor-
dance with Table 2306.3.3.
2306.3.4 Single diagonally sheathed lumber dia-
phragms. Single diagonally sheathed lumber diaphragms
shall be constructed of minimum 1-inch (25 mm) thick
nominal sheathing boards laid at an angle of approximately
45 degrees (0.78 rad) to the supports. The shear capacity for
single diagonally sheathed lumber diaphragms of southern
pine or Douglas fir-larch shall not exceed 300 plf (4378
N/m) of width. The shear capacities shall be adjusted by re-
duction factors of 0.82 for framing members of species with
a specific gravity equal to or greater than 0.42 but less than
0.49 and 0.65 for species with a specific gravity of less than
0.42, as contained in the NDS.
2306.3.4.1 End joints. End joints in adjacent boards
shall be separated by at least one stud or joist space and
there shall be at least two boards between joints on the
same support.
2306.3.4.2 Single diagonally sheathed lumber dia-
phragms. Single diagonally sheathed lumber dia-
phragms made up of 2-inch (5 1 mm) nominal diagonal
lumber sheathing fastened with 16d nails shall be de-
signed with the same shear capacities as shear panels us-
ing 1-inch (25 mm) boards fastened with 8d nails,
provided there are not splices in adjacent boards on the
same support and the supports are not less than 4 inch
(102 mm) nominal depth or 3 inch (76 mm) nominal
thickness.
2306.3.5 Double diagonally sheathed lumber dia-
phragms. Double diagonally sheathed lumber dia-
phragms shall be constructed of two layers of diagonal
sheathing boards at 90 degrees ( 1 .57 rad) to each other on
2003 INTERNATIONAL BUILDING CODE®
RECOMMEMDED SHEAR (POUMD:
NG OF DOUGLAS-FSR-
TABLE 2306.3.1
FOOT) FOR WOOD STRUCTURAL
, OR SOUTHERN PINE^ FOR WBND
PANEL DIAPHRAGMS
OR SEISMIC LOADJNG
PANEL GRADE
COMMON
NAIL SIZE
OR STAPLE'
LENGTH
AND GAGE
MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)
MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)
MINIMUM
NOMINAL WIDTH
OF FRAMING
MEMBER
(inches)
BLOCKED DIAPHRAGMS
UNBLOCKED DIAPHRAGMS
Fastener spacing (inches) at diaphragm boundaries (all
cases) at continuous panel edges parallel to load
(Cases 3, 4), and at all panel edges (Cases 5 and 6)'^
Fasteners spaced 6" max. At
supported edges''
6
4
2^1^
2*=
Case 1
(No unblocked edges or
continuous joints parallel to load)
All Other
configurations
(Cases 2, 3, 4, 5 and 6)
Fastener spacing (inches) at other panel edges
(Cases 1,2, 3 and 4)"
6
6
4
3
Structural I
Grades
6d^
IV4
V16
2
185
250
375
420
165
125
3
210
280
420
475
185
140
16 Gage
1
2
155
205
310
350
135
105
3
175
230
345
390
155
115
8d
1%
\
2
270
360
530
600
240
180
3
300
400
600
675
265
200
IV,
16 Gage
1
2
175
235
350
400
155
115
3
200
265
395
450
175
130
lOd^
IV2
'%2
2
320
425
640
730
285
215
3
360
480
720
820
320
240
16 Gage
1
2
175
235
350
400
155
120
3
200
265
395
450
175
130
Sheathing,
single floor
and other
grades
covered in
DOC PS 1
and PS 2
6d^
IV4
^16
2
170
225
335
380
150
110
3
190
250
380
430
170
125
16 Gage
1
2 ■
140
185
275
315
125
90
3
155
205
310
350
140
105
6d^
IV4
\
2
185
250
375
420
165
125
3
210
280
420
475
185
140
8d
1%
2
240
320
480
545
215
160
3
270
360
540
610
240
180
{continued)
TABLE 2306.3.1— contsnued
RECOMMEMDED SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL DIAPHRAGMS WITH
FRAMING OF DOUGLAS-FHR-LARCH, OR SOUTHERN PINE^ FOR WIND OR SEISMIC LOADING
PANEL GRADE
COMMON
NAIL SIZE
OR STAPLE*
LENGTH
AND GAGE
MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)
MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)
MINIMUM
NOMINAL
WIDTH OF
FRAMING
MEMBER
(inches)
BLOCKED DIAPHRAGMS
UNBLOCKED DIAPHRAGMS
Fastener spacing (inches) at diaphragm boundaries (all
cases) at continuous panel edges parallel to load
(Cases 3, 4), and at all panel edges (Cases 5 and 6)*^
Fasteners spaced 6" max. at supported edges''
6
4
1^1^
2=
Case1
(No unblocked edges or
continuous joints parallel to load)
All other
configurations
(Cases 2, 3, 4, 5 and 6)
Fastener spacing (inches) at other panel edges
(Cases 1,2, 3 and 4)"
6
6
4
3
Sheathing,
single floor and
other grades
covered in DOC
PS 1 and PS 2
(continued)
16 Gage
1
\
2
160
210
315
360
140
105
3
180
235
355
400
160
120
8d
1%
'U
2
255
340
505
575
230
170
3
285
380
570
645
255
190
l'/2
16 Gage
1
2
165
225
335
380
150
110
3
190
250
375
425
165
125
8d
iVs
'%2
2
270
360
530
600
240
180
3
300
400
600 -
675
265
200
lOd''
l'/2
2
290
385
575
655
255
190
3
325
430
650
735
290
215
IV2
16 Gage
1
2
160
210
315
360
140
105
3
180
235
355
405
160
120
lOd''
IV2
'%2
2
320
425
640
730
285
215
3
360
480
720
820
320
240
1^/4
16 Gage
1
2
175
235
350
400
155
115
3
200
265
395
450
175
130
{continued)
TABLE 2306.3.11 — continued
RECOM[\IENDED SHEAR (POU^SDS PER FOOT) FOR WOOD STRUCTURAL
PAMEL DIAPHRAGMS WITH FRAMING OF DOUGLAS-FIR-LARCH,
OR SOUTHERN PBNE^ FOR WIND OR SE8SM1C LOADING
LOADU^^
FRAMING
CASE1
1 1 1^1 .
1 1 1 U p
1 1 1 1 ^
1 1 1 1 ^
1 1 1 1 1 M,
1 1 1 1 |A
DIAPHRAGM BOUNDARY
BLOCKING
IF USED
w
J
CASE 3
-
-
-
]
-
^.
T
CONTINUOUS PANEL JOINTS
iiU
' BLOCKING
CASE 6 /IF USED
I I I
CONTINUOUS PANEL JOINTS '
HHl
CASES
3
CONTINUOUS PANEL JOINTS
FRAMING
For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. For framing of other species: ( 1 ) Find specific gravity for species of lumber in AFPA National Design Specification. (2) For staples find shear value from table
above for Structural I panels (regardless of actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other spe-
cies. (3) For nails find shear value from table above for nail size for actual grade and multiply value by the following adjustment factor: Specific Gravity Ad-
justment Factor = [l-(0.5 - SG)], where SG = Specific Gravity of the framing lumber. This adjustment factor shall not be greater than 1.
b. Space fasteners maximum 12 inches o.c. along intermediate framing members (6 inches o.c. where supports are spaced 48 inches o.c).
c. Framing at adjoining panel edges shall be 3 inches nominal or wider, and nails shall be staggered where nails are spaced 2 inches o.c. or 2 'A, inches o.c.
d. Framing at adjoining panel edges shall be 3 inches nominal or wider, and nails shall be staggered where both of the following conditions are met: (1) lOd
nails having penetration into framing of more than I'/j inches and (2) nails are spaced 3 inches o.c. or less.
e. 8d is recommended minimum for roofs due to negative pressures of high winds.
f. Staples shall have a minimum crown width of ^/, 5 inch.
the same face of the supporting members. Each chord
shall be considered as a beam with uniform load per foot
equal to 50 percent of the unit shear due to diaphragm ac-
tion. The load shall be assumed as acting normal to the
chord in the plan 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 as-
sumed load to the sheathing. The shear capacity of double
diagonally sheathed diaphragms of Southern pine or
Douglas fir-larch shall not exceed 600 plf (8756 kN/m) of
width. The shear capacity shall be adjusted by reduction
factors of 0.82 for framing members of species with a spe-
cific gravity equal to or greater than 0.42 but less than
0.49 and 0.65 for species with a specific gravity of less
than 0.42, as contained in the NDS. Nailing of diagonally
sheathed lumber diaphragms shall be in accordance with
Table 2306.3.3.
nragm celMiiigs. Gypsum
board diaphragm ceilings shall be in accordance with Sec-
tion 2508.5.
2306..4 Shear walls. Panel sheathing joints in sheai- waUs shall oc-
cur over studs or blocking. Adjacent panel sheathing joints shall
occur over and be nailed to common framing members (see Sec-
tion 2305.3.1 for hmitations on shear wall bracing materials).
2306.4.1 Wood structural panel shear walls. The allow-
able shear capacities for wood structural panel shear walls
shall be in accordance with Table 2306.4. 1 . These capacities
are permitted to be increased 40 percent for wind design.
Shear walls are permitted to be calculated by principles of
mechanics without limitations by using values for nail
strength given in the NDS and wood structural panel design
properties given in the APA/PDS.
2306.4.2 Lumber sheathed shear walls. Single and double
diagonally sheathed lumber diaphragms are permitted using
the construction and allowable load provisions of Sections
2306.3.4 and 2306.3.5.
The design shear ca-
pacity of particleboard shear walls shall be in accordance
with Table 2306.4.3. Shear panels shall be constructed with
particleboard sheets not less than 4 feet by 8 feet ( 1 2 1 9 mm by
2438 mm), except at boundaries and changes in framing.
2003 BNTERNATIONAL BUILDING CODE®
WOOD
TABLE 2306.3.2
ALLOWABLE SHEAR IN POUNDS PER FOOT FOR HORIZONTAL BLOCKED DIAPHRAGMS
UTILIZING MULTIPLE ROWS OF FASTENERS (HIGH LOAD DIAPHRAGMS) WITH FRAMING OF DOUGLAS FIR,
LARCH OR SOUTHERN PINE^ FOR WIND OR SEISMIC LOADING"
PANEL
GRADE'=
FASTENER
AND SIZE
MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)
MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)
MINIMUM
NOMINAL
WIDTH OF
FRAMING
MEMBERS
(inches)
LINES OF
FASTENERS
BLOCKED DIAPHRAGMS
Cases 1 and 2"
Fastener Spacing Per Line at Boundaries
(inches)
4
2\
2
Fastener Spacing Per Line at Other Panel Edges
(inches)
6
4
4
3
3
2
Structural I
grades
lOd
common
nails
l'/2
'%2
3
4
4
2
2
3
605
700
875
815
915
1,220
875
1,005
1,285
1,150
1,290
1,395
—
—
%2
3
4
4
2
2
3
670
780
965
880
990
1,320
965
1,110
1,405
1,255
1,440
1,790
—
—
'%2
3
4
4
2
2
3
730
855
1,050
955
1,070
1,430
1,050
1,210
1,525
1,365
1,565
1,800
—
—
14 gage
staples
2
'%2
3
4
2
3
600
860
600
900
860
1,160
960
1,295
1,060
1,295
1,200
1,400
■%2
3
4
2
3
600
875
600
900
875
1,175
960
1,440
1,075
1,475
1,200
1,795
Sheathing
single floor
and other grades
covered in
DOC
PS 1 and PS 2
lOd
common
nails
l'/2
%2
3
4
4
2
2
3
525
605
765
725
815
1,085
765
875
1,130
1,010
1,105
1,195
—
—
'%2
3
4
4
2
2
3
650
755
935
860
965
1,290
935
1,080
1,365
1,225
1,370
1,485
—
—
'%2
3
4
4
2
2
3
710
825
1,020
935
1,050
1,400
1,020
1,175
1,480
1,335
1,445
1,565
—
—
14 gage
staples
2
%2
3
4
2
3
540
735
540
810
735
1,005
865
1,105
915
1,105
1,080
1,195
•%2
3
4
2
3
600
865
600
900
865
1,130
960
1,430
1,065
1,370
1,200
1,485
''/..
4
3
865
900
1,130
1,490
1,430
1,545
b
For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. For framing of the other species: (1) Find specific gravity for species of framing lumber in AFPA National Design Specification, (2) Find shear value from table
above for nail size of actual grade, and (3) Multiply value by the following adjustment factor = [ 1 - (0.5 - SG)], where SG = Specific gravity of the framing lumber.
This adjustment factor shall not be greater than 1.
b. Fastening along intermediate framing members: Space nails 12 inches on center, except 6 inches on center for spans greater than 32 inches.
c. Panels conforming to PS 1 or PS 2.
d. This table gives shear values for Cases 1 and 2 as shown in Table 2306.3. 1 . The values shown are applicable to Cases 3, 4, 5 and 6 as shown in Table 2306.3. 1 , pro-
viding fasteners at all continuous panel edges are spaced in accordance with the boundary fastener spacing.
e. The minimum depth of framing members shall be 3 inches.
TABLE 2306.3.3
DIAGONALLY SHEATHED LUMBER DIAPHRAGM NADLING SCHEDULE
SHEATHING NOMINAL
DIMENSION
NAILING TO INTERMEDIATE AND
END-BEARING STUDS
NAILING AT THE SHEAR
PANEL BOUNDARIES
Type, size and number of nails per board
Common nails
Box nails
Common nails
Box nails
1x6
2-8d
3-8d
3-8d
5-8d
1 x8
3-8d
4-8d
4-8d
6-8d
2x6
2-16d
3-16d
3-16d
5-16d
2x8
3-16d
4- 16d
4-16d
6- 16d
468
2003 INTERNATIONAL BUILDING CODE®
©
m
5^ WOO^l
■L:
LE SHEAR (POUNDS PEIR FOOT) FOR WOdO'STRUCTURi
OF DOUGLAS-FBR-LARCH, OR SOUTHERN PfNE^ FOR WiMD OR SE8SMBC LOADING"' *'''''
PANEL GRADE
MINIMUM NOMINAL
PANEL THICKNESS
(Inch)
MINIMUM FASTENER
PENETRATION IN
FRAMING (Inches)
PANELS APPLIED DIRECT TO FRAMING
PANELS APPLIED OVER Vj" OR % " GYPSUM SHEATHING
NAIL (common or galvanized
box) or staple size"
Fastener spacing at panel edges (inches)
NAIL (common or galvanized
box) or staple size"
Fastener spacing at panel edges (inches)
6
4
3
2»
6
4
3
2"
Structural I
Sheathing
^/16
iV.
6d
200
300
390
510
8d
200
300
390
510
1
iV^ieOage
165
245
325
415
2 16 Gage
125
185
245
315
%
l\
8d
230^*
360''
460''
610"
lOd
280
430
550^
730
1
iV, 16 Gage
155
235
315
400
2 16 Gage
155
235
310
400
^/16
l\
8d
255"^
395''
505''
670"
lOd
280
430
550^
730
1
iV, 16 Gage
170
260
345
440
2 16 Gage
155
235
310
400
'%2
l\
8d
280
430
550
730
lOd
280
430
550^
730
1
iV, 16 Gage
185
280
375
475
2 16 Gage
155
235
300
400
iV,
lOd
340
510
665^
870
lOd
—
—
—
Sheathing,
plywood siding^
except Group 5
Species
'/l6orV4^
iV.
6d
180
270
350
450
8d
180
270
350
450
1
iV, 16 Gage
145
220
295
375
2 16 Gage
110
165
220
285
\
iV.
6d
200
300
390
510
8d
200
300
390
510
l\
8d
220"
320''
410^
530"
lOd
260
380
490^
640
1
lV2l6Gage
140
210
280
360
2 16 Gage
140
210
280
360
\6
l\
8d
240''
350''
450"
585"
lOd
260
380
490^
640
1
iV, 16 Gage
155
230
310
395
2 16 Gage
140
210
280
360
'%2
^\
8d
260
380
490
640
lOd
260
380
490^
640
1%
lOd
310
460
600^
770
1
iV, 16 Gage
170
255
335
430
2 16 Gage
140
210
280
360
'%2
iV,
lOd
340
510
665^
870
—
1
1^/416 Gage
185
280
375
475
Nail Size (galvanized casing)
Nail Size (galvanized casing)
\.'
iV.
6d
140
210
275
360
8d
140
210
275
360
\
1%
8d
160
. 240
310
410
lOd
160
240
310f
410
For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. For framing of other species: (1 ) Find specific gravity for species of lumber in AF&PA National Design Specification. (2) For staples find shear value from table above for Structural I panels (regardless of actual grade) and multiply value by 0.82 for spe-
cies with specific gravity of 0.42 or greater, or 0.65 for all other species. (3) For nails find shear value from table above for nail size for actual grade and multiply value by the following adjustment factor: Specific Gravity Adjustment Factor = [ l-(0.5 - SG)],
where SG = Specific Gravity of the framing lumber. This adjustment factor shall not be greater than 1.
b. Panel edges backed with 2-inch nominal or wider framing. Install panels either horizontally or vertically. Space fasteners maximum 6 inches on center along intermediate framing members for Vj-inch and V.^-inch panels installed on studs spaced 24 inches
on center. For other conditions and panel thickness, space fasteners maximum 12 inches on center on intermediate supports.
c. Vj-inch panel thickness or siding with a span rating of 16 inches on center is the minimum recommended where applied direct to framing as exterior siding.
d. Shears are permitted to be increased to values shown for 'V^j-inch sheathing with same nailing provided (a) studs are spaced a maximum of 16 inches on center, or (b) if panels are applied with long dimension across studs.
e. Framing at adjoining panel edges shall be 3 inches nominal or wider, and nails shall be staggered where nails are spaced 2 inches on center.
f Framing at adjoining panel edges shall be 3 inches nominal or wider, and nails shall be staggered where both of the following conditions are met: (1) lOd nails having penetration into framing of more than 1 '/^ inches and (2) nails are spaced 3 inches on
center.
g. Values apply to all-veneer plywood. Thickness at point of fastening on panel edges governs shear values.
h. Where panels are applied on both faces of a wall and nail spacing is less than 6 inches o.c. on either side, panel joints shall be offset to fall on different framing members. Or framing shall be 3 inch nominal or thicker and nails on each side shall be staggered.
i. In Seismic Design Category D, E or F, where shear design values exceed 490 pounds per lineal foot (LRFD) or 350 pounds per lineal foot (ASD) all framing members receiving edge nailing from abutting panels shall not be less than a single 3-inch nomi-
nal member. Plywood joint and sill plate nailing shall be staggered in all cases. See Section 2305.3.10 for sill plate size and anchorage requirements.
j. Galvanized nails shall be hot dipped or tumbled.
k. Staples shall have a minimum crown width of 7,^ inch.
O
WOOD
Particleboard panels shall be designed to resist shear only,
and chords, collector members and boundary elements shall
be connected at all comers. Panel edges shall be backed with
2-inch (5 1 mm) nominal or wider framing. Sheets are permit-
ted to be installed either horizontally or vertically. For
%-inch (9.5 mm) particleboard sheets installed with the long
dimension parallel to the studs spaced 24 inches (610 mm)
o.c, nails shall be spaced at 6 inches (152 mm) o.c. along in-
termediate framing members. For all other conditions, nails
of the same size shall be spaced at 12 inches (305 mm) o.c.
along intermediate framing members. Particleboard panels
less than 12 inches (305 mm) wide shall be blocked.
Particleboard shall not be used to resist seismic forces in
structures in Seismic Design Category D, E or F.
2306.4.4 Fiberboard shear walls. The design shear capac-
ity of fiberboard shear walls shall be in accordance with Ta-
ble 2308.9.3(4). The fiberboard sheathing shall be apphed
vertically or horizontally to wood studs not less than 2 inch
(5 1 mm) nominal thickness spaced 16 inches (406 mm) o.c.
Blocking not less than 2 inch (5 1 mm) nominal in thickness
shall be provided at horizontal joints. Fiberboard shall not
be used to resist seismic forces in structures in Seismic De-
sign Category D, E or F.
2306.4.5 Shear walls sheathed with other materials.
Shear capacities for walls sheathed with lath and plaster, and
gypsum board shall be in accordance with Table 2306.4.5.
Shear walls sheathed with lath, plaster and gypsum board
shall be constructed in accordance with Chapter 25 and Sec-
tion 2306.4.5.1. Walls resisting seismic loads shall be sub-
ject to the limitations in Section 1617.6.
2306.4.5.1 Application of gypsum board or lath and
plaster to wood framing.
2306.4.5.1.1 Joint staggering. End joints of adjacent
courses of gypsum board shall not occur over the
same stud.
2306.4.5.1.2 Blocking. Where required in Table
2306.4.5, wood blocking having the same cross-sec-
tional dimensions as the studs shall be provided at
joints that are perpendicular to the studs.
2306.4.5.1.3 Nailing. Studs, top and bottom plates
and blocking shall be nailed in accordance with Table
2304.9.1.
2306.4.5.1.4 Fasteners. The size and spacing of nails
shall be set forth in Table 2306.4.5. Nails shall be
spaced not less than Vg inch (9.5 mm) from edges and
ends of gypsum boards or sides of studs, blocking and
top and bottom plates.
2306.4.5.1.5 Gypsum lath. Gypsum lath shall be ap-
plied perpendicular to the studs. Maximum allowable
shear values shall be as set forth in Table 2306.4.5.
2306.4.5.1.6 Gypsum sheathing. Four-foot- wide
(1219 mm) pieces of gypsum sheathing shall be ap-
plied parallel or perpendicular to studs.
Two-foot- wide (610 mm) pieces of gypsum sheathing
shall be applied perpendicular to the studs. Maximum
allowable shear values shall be as set forth in Table
2306.4.5.
2306.4.5.1.7 Other gypsum boards. Gypsum board
shall be applied parallel or perpendicular to studs.
Maximum allowable shear values shall be as set forth
in Table 2306.4.5.
SECTION 2307
LOAD AND RESISTANCE FACTOR DESIGN
2307.1 Load and resistance factor design (LRFD). The
structural analysis and construction of wood elements and
structures using load and resistance factor design (LRFD)
methods shall be in accordance with ASCE 16.
TABLE 2306.4.3
ALLOWABLE SHEAR FOR PARTICLEBOARD SHEAR WALL SHEATHING
PANEL GRADE
MINIMUM NOMINAL
PANEL THICKNESS
(inch)
MINIMUM NAIL
PENETRATION IN
FRAMING
(inches)
PANELS APPLIED DIRECT TO FRAMING
Nail size (common or
galvanized box)
Allowable shear (pounds per foot) nail spacing at
panel edges (inches)^
6
4
3
2
M-S "Exterior Glue"
and M-2 "Exterior Glue"
%
1%
6d
120
180
230
300
\
1%
8d
130
190
240
315
V2
140
210
270
350
V2
1% ,
lOd
185
275
360
460
%
200
305
395
520
For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. Values are not permitted in Seismic Design Category D, E or F.
470
2003 INTERNATIONAL BUILDING CODE®
E SHEAR FO
PLASTER OR GYP:
TABLE 2306.4.5
OR SEBSIWBC FORCES FOR SHEAR WALLS OF
l/l BOARD WOOD FRAMED WALL ASSEMBLIES
TYPE OF MATERIAL
THICKNESS
OF MATERIAL
WALL
CONSTRUCTIOIM
FASTEMER SPACSMG"
MAXEMUM (inches)
SHEAR VALUE^'^
(pIf)
mmmnm
FASTEMER S1ZE'=''*'''''
1 . Expanded metal or woven wire
lath and portland cement plaster
%"
Unblocked
6
180
No. 1 1 gage l'/2" long, ^/|g" head
16 Ga. Gal V. Staple, V'egs
2. Gypsum lath, plain or perforated
^/g" lath and
^l{' plaster
Unblocked
5
100
No. 13 gage, 1 Vg" long, '%/' head,
plasterboard nail
16 Ga. Galv. Staple, 1 Vg" long
0.120" Nail, min. %" head, 1 V4" long
3. Gypsum sheathing
'//' X 2' X 8'
Unblocked
4
75
No. 1 1 gage, 1-^/4" long, ^/jg" head,
diamond-point, galvanized
16 Ga. Galv. Staple, 1%'' long
V2" X 4'
Blocked'^
Unblocked
4
7
175
100
Vx4'
Blocked
4" edge/
7" field
200
6d galvanized
0.120" Nail, min. V head, 1%" long
4. Gypsum board, gypsum veneer
base, or water-resistant gypsum
backing board
V/'
Unblocked^
7
75
5d cooler or wallboard
0.120" Nail, min. Vg" head, I'V long
16 Gage Staple, l'/2"long
Unblocked^
4
110
Unblocked
7
100
Unblocked
4
125
Blocked^
7
125
Blocked^
4
150
Unblocked
8/12^
60
No. 6- 1'/4" screws'
Blocked^
M\&
160
Blocked^
MVt
155
Blocked^' «
8/12*^
70
Blocked^
6/12*'
90
V
Unblocked^
7
115
6d cooler or wallboard
0.120" Nail, min. V head, 1 V long
16 Gage Staple, 1 Vj" legs, 1%" long
4
145
Blocked^
7
145
4
175
Blocked^
Two-ply
Base ply: 9
Face ply: 7
250
Base ply — 6d cooler or wallboard
1 V X 0.120" Nail, min. V head
1%" 16 Ga. Galv. Staple
Face ply — 8d cooler or wallboard
0.120" Nail, min. %" head, 2%" long
15 Ga. Galv. Staple, 2'/4" long
Unblocked
8/12''
70
No. 6-1 '/4" screws'
Blocked^
8/12''
90
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per foot = 14.5939 N/m.
a. These shear walls shall not be used to resist loads imposed by masonry or concrete construction (see Section 2305.1.5). Values shown are for short-term loading
due to wind or seismic loading in Seismic Design Categories A, B and C. Walls resisting seismic loads shall be subject to the limitations in Section 1617.6. Values
shown shall be reduced 25 percent for normal loading.
b. Applies to nailing at studs, top and bottom plates and blocldng.
c. Alternate nails are permitted to be used if their dimensions are not less than the specified dimensions. Drywall screws are permitted to be substituted for the 5d, 6d
(cooler) nails listed above. l'/4 inches Type S or W, No. 6 for 6d (cooler) nails.
d. For properties of cooler nails, see ASTM C 514.
e. Except as noted, shear values are based on a maximum framing spacing of 16 inches on center.
f. Maximum framing spacing of 24 inches on center.
g. All edges are blocked, and edge nailing is provided at all supports and all panel edges.
h. First number denotes fastener spacing at the edges; second number denotes fastener spacing in the field.
i. Screws are Type W or S.
j. Staples shall have a minimum crown width of ^/,6 inch, measured outside the legs.
k. Staples for the attachment of gypsum lath and woven-wire lath shall have a minimum crown width of V4 inch, measured outside the legs.
2003 IMTERMATIOMAL BU8LD1MG CODE®
471
WOOD
SECTION 2308
CONVENTIONAL LIGHT-FRAME CONSTRUCTION
2308.1 GeneraL The requirements of this section are intended
for conventional light-frame construction. Other methods are
permitted to be used provided a satisfactory design is submitted
showing compliance with other provisions of this code. Interior
nonload-bearing partitions, ceilings and curtain walls of con-
ventional light-frame construction are not subject to the limita-
tions of this section. Alternatively, compliance with the
following standard shall be permitted subject to the limitations
therein and the Umitations of this code: American Forest and
Paper Association (AF&PA) Wood Frame Construction Man-
ual for One- and Two-Family Dwellings (WFCM).
2308.2 Limitations. Buildings are permitted to be constructed
in accordance with the provisions of conventional light- frame
construction, subject to the following limitations, and to further
limitations of Sections 2308.1 1 and 2308.12.
1 . Buildings shall be limited to a maximum of three stories
above grade. For the purposes of this section, for build-
ings in Seismic Design Category D or E as determined in
Section 1616, cripple stud walls shall be considered to be
a story.
Exception: Solid blocked cripple walls not exceeding
14 inches (356 mm) in height need not be considered a
story.
2. Bearing wall floor-to-floor heights shall not exceed 10
feet (3048 mm).
3. Loads as determined in Chapter 16 shall not exceed the
following:
3.1. Average dead loads shall not exceed 15 psf (718
N/m^) for roofs and exterior walls, floors and par-
titions.
3.2. Live loads shall not exceed 40 psf (1916 N/m^)
for floors.
3.3. Ground snow loads shall not exceed 50 psf (2395
N/m2).
4. Wind speeds shall not exceed 100 miles per hour (mph)
(44 m/s) (3-second gust).
Exception: Wind speeds shall not exceed 110 mph
(48.4 m/s) 3-second gust for buildings in Exposure
Category A or B.
5. Roof trusses and rafters shall not span more than 40 feet
(12 192 mm) between points of vertical support.
6. The use of the provisions for conventional light-frame
construction in this section shall not be permitted for
buildings in Seismic Design Category B, C, D, E or F for
Seismic Use Group HI, as determined in Section 1616.
7 . Conventional light-frame construction is limited in irreg-
ular structures in Seismic Design Category D or E, as
specified in Section 2308.12.6.
2308.2.1 Basic wind speed greater than 100 mph (3-sec-
ond gust). Where the basic wind speed exceeds 100 mph
(3-second gust), the provisions of either the AF&PA Wood
Frame Construction Manual for One- and Two-Family
Dwellings (WFCM), or the SBCCI Standard for Hurri-
cane-Resistant Residential Construction (SSTD 10), are
permitted to be used.
2308.2.2 Buildings in Seismic Design Category B, C, D or
E. Buildings of conventional light-frame construction in
Seismic Design Category B or C, as determined in Section
1616, shall comply with the additional requirements in Sec-
tion 2308.11.
Exceptions:
1 . Detached one- and two-family dwellings as appli-
cable in Section 101.2 in Seismic Design Category
B.
2. Detached one- and two-family dwelUngs as appli-
cable in Section 101 .2 in Seismic Design Category
C where masonry veneer is limited to the first two
stories above grade.
Buildings of conventional light-frame construction in
Seismic Design Category D or E, as determined in Section
1616, shall comply with the additional requirements in Sec-
tion 2308.12.
2308.3 Braced wall lines. Buildings shall be provided with ex-
terior and interior braced wall lines as described in Section
2308.9.3 and installed in accordance with Sections 2308.3.1
through 2308.3.4.
2308.3.1 Spacing. Spacing of braced wall lines shall not ex-
ceed 35 feet (10 668 mm) o.c. in both the longitudinal and
transverse directions in each story.
2308.3.2 Braced wall panel connections. Forces shall be
transferred from the roofs and floors to braced wall panels
and from the braced wall panels in upper stories to the
braced wall panels in the story below by the following:
1 . Braced wall panel top and bottom plates shall be fas-
tened to joists, rafters or full-depth blocking. Braced
wall panels shall be extended and fastened to roof
framing at intervals not to exceed 50 feet (15 240 mm)
between parallel braced wall lines.
Exception: Where roof trusses are used, lateral
forces shall be transferred from the roof diaphragm
to the braced wall by blocking of the ends of the
trusses or by other approved methods.
2. Bottom plate fastening to joist or blocking below shall
be with not less than 3-16d nails at 16 inches (406
nmi) o.c.
3. Blocking shall be nailed to the top plate below with
not less than 3-8d toenails per block.
4. Joists parallel to the top plates shall be nailed to the
top plate with not less than 8d toenails at 6 inches (152
mm) o.c.
In addition, top plate laps shall be nailed with not less than
8- 16d face nails on each side of each break in the top plate.
2308.3.3 Sill anchorage. Where foundations are required
by Section 2308.3.4, braced wall line sills shall be anchored
to concrete or masonry foundations. Such anchorage shall
conform to the requirements of Section 2308.6 except that
such anchors shall be spaced at not more than 4 feet (1219
mm) o.c. for structures over two stories in height. The an-
472
2003 INTERNATIONAL BUILDING CODE®
chors shall be distributed along the length of the braced wall
line. Other anchorage devices having equivalent capacity
are permitted.
2308o3o3.1 Amchorage t© all-wood ffoundaMoms, Where
all-wood foundations are used, the force transfer from
the braced wall lines shall be determined based on calcu-
lation and shall have a capacity greater than or equal to
the connections required by Section 2308.3.3.
23083o4 Braced wall line SMpport, Braced wall lines shall
be supported by continuous foundations.
Exceptiom; For structures with a maximum plan dimen-
sion not over 50 feet (15 240 mm), continuous founda-
tions are required at exterior walls only.
us. Where a building of otherwise con-
ventional construction contains nonconventional structural el-
ements, those elements shall be designed to resist the forces
specified in Chapter 16. The extent of such design need only
demonstrate compliance of nonconventional elements with
other applicable provisions of this code, and shall be compati-
ble with the performance of the conventional framed system.
rs. Connections and fasten-
ers used in conventional construction shall comply with the re-
quirements of Section 2304.9.
2308.6 Fomidatlom plates or sills. Foundations and footings
shall be as specified in Chapter 1 8. Foundation plates or sills
resting on concrete or masonry foundations shall comply with
Section 2304.3.1. Foundation plates or sills shall be bolted or
anchored to the foundation with not less than V2- inch-diameter
(12.7 mm) steel bolts or approved anchors. Bolts shall be em-
bedded at least 7 inches (178 mm) into concrete or masonry,
and spaced not more than 6 feet (1829 mm) apart. There shall
be a minimum of two bolts or anchor straps per piece with one
bolt or anchor strap located not more than 12 inches (305 mm)
or less than 4 inches (102 mm) from each end of each piece. A
properly sized nut and washer shall be tightened on each bolt to
the plate.
2308.7 GIrderSo Girders for single-story construction or gird-
ers supporting loads from a single floor shall not be less than 4
inches by 6 inches (102 mm by 152 mm) for spans 6 feet (1829
mm) or less, provided that girders are spaced not more than 8
feet (2438 mm) o.c. Spans for built-up 2-inch (51 mm) girders
shall be in accordance with Table 2308.9.5 or 2308.9.6. Other
girders shall be designed to support the loads specified in this
code. Girder end joints shall occur over supports.
Where a girder is spliced over a support, an adequate tie shall
be provided. The ends of beams or girders supported on ma-
sonry or concrete shall not have less than 3 inches (76 mm) of
bearing.
2308.8 Floor joists. Spans for floor joists shall be in accor-
dance with Table 2308.8(1) or 2308.8(2). For other grades and
or species, refer to the AFS^PA Span Tables for Joists and Raf-
ters.
2308.8.1 Bearing. Except where supported on a 1-inch by
4-inch (25.4 mm by 102 mm) ribbon strip and nailed to the
adjoining stud, the ends of each joist shall not have less than
1 '/2 inches (38 mm) of bearing on wood or metal, or less than
3 inches (76 mm) on masonry.
2308.8.2 Framlsig details. Joists shall be supported later-
ally at the ends and at each support by solid blocking except
where the ends of the joists are nailed to a header, band or
rim joist or to an adjoining stud or by other means. Solid
blocking shall not be less than 2 inches (5 1mm) in thickness
and the full depth of the joist. Notches on the ends of joists
shall not exceed one-fourth the joist depth. Holes bored in
joists shall not be within 2 inches (5 1 mm) of the top or bot-
tom of the joist, and the diameter of any such hole shall not
exceed one-third the depth of the joist. Notches in the top or
bottom of joists shall not exceed one-sixth the depth and
shall not be located in the middle third of the span.
Joist framing from opposite sides of a beam, girder or par-
tition shall be lapped at least 3 inches (76 mm) or the oppos-
ing joists shall be tied together in an approved manner.
Joists framing into the side of a wood girder shall be sup-
ported by framing anchors or on ledger strips not less than 2
inches by 2 inches (51 mm by 51 mm).
2308.8.2.1 Engieeered wood products. Cuts, notches
and holes bored in trusses, laminated veneer lumber,
glue-laminated members or I-joists are not permitted un-
less the effects of such penetrations are specifically con-
sidered in the design of the member.
2308.8.3 Framing around opemlngs. Trimmer and header
joists shall be doubled, or of lumber of equivalent cross sec-
tion, where the span of the header exceeds 4 feet (1219 mm).
The ends of header joists more than 6 feet (1829 mm) long
shall be supported by framing anchors or joist hangers un-
less bearing on a beam, partition or wall. Tail joists over 12
feet (3658 mm) long shall be supported at the header by
framing anchors or on ledger strips not less than 2 inches by
2 inches (51 mm by 51 mm).
2308.8.4 Sepportlmg bearing partitions. Bearing parti-
tions parallel to joists shall be supported on beams, girders,
doubled joists, walls or other bearing partitions. Bearing
partitions perpendicular to joists shall not be offset from
supporting girders, walls or partitions more than the joist
depth unless such joists are of sufficient size to carry the ad-
ditional load.
2308.8.5 Lateral support. Floor, attic and roof framing
with a nominal depth-to-thickness ratio greater than or
equal to 5: 1 shall have one edge held in line for the entire
span. Where the nominal depth-to-thickness ratio of the
framing member exceeds 6:1, there shall be one line of
bridging for each 8 feet (2438 mm) of span, unless both
edges of the member are held in line. The bridging shall
consist of not less than 1 -inch by 3-inch (25 mm by 76 mm)
lumber, double nailed at each end, of equivalent metal
bracing of equal rigidity, full-depth solid blocking or other
approved means. A line of bridging shall also be required
at supports where equivalent lateral support is not other-
wise provided.
loor sheathing. Structural floor
sheathing shall comply with the provisions of Section
2304.7.1.
2308.8.7 Under-ffloor ventilation. For under-floor ventila-
tion, see Section 1203.3.
2003 BMTERiSSATDONAL BUDLDSiMG CODE®
473
s
TABLE 2308.8(1)
FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES
(Residential Sleeping Areas, Live Load = 30 psf, L/A = 360)
O
o
o
JOIST
SPACING
(Inches)
SPECIES AND GRADE
DEAD LOAD = 10 DSf
DEAD LOAD = 20 DSf
2x6
2x8 1 2x10 1 2x12
2x6
2x8
2x10
2x12
Maximum floor ioist soans
(ft. - In.)
(ft. - In.)
(ft. - In.)
(ft. - In.)
(ft. - In.)
(ft. - In.)
(ft. -In.)
(ft. - In.)
Douglas Fir-Larch
SS
12-6
16-6
21-0
25-7
12-6
16-6
21-0
25-7
Douglas Fir-Larch
#1
12-0
15-10
20-3
24-8
12-0
15-7
19-0
22-0
Douglas Fir-Larch
#2
11-10
15-7
19-10
23-0
11-6
14-7
17-9
20-7
Douglas Fir-Larch
#3
9-8
12-4
15-0
17-5
8-8
11-0
13-5
15-7
Hem-Fir
SS
11-10
15-7
19-10
24-2
11-10
15-7
19-10
24-2
Hem-Fir
#1
11-7
15-3
19-5
23-7
11-7
15-2
18-6
21-6
Hem-Fir
#2
11-0
14-6
18-6
22-6
11-0
14-4
17-6
20-4
12
Hem-Fir
#3
9-8
12-4
15-0
17-5
8-8
11-0
13-5
15-7
Southern Pine
SS
12-3
16-2
20-8
25-1
12-3
16-2
20-8
25-1
Southern Pine
#1
12-0
15-10
20-3
24-8
12-0
15-10
20-3
24-8
Southern Pine
#2
11-10
15-7
19-10
24-2
11-10
15-7
18-7
21-9
Southern Pine
#3
10-5
13-3
15-8
18-8
9-4
11-11
14-0
16-8
Spruce-Pine-Fir
SS
11-7
15-3
19-5
23-7
11-7
15-3
19-5
23-7
Spruce-Pine-Fir
#1
11-3
14-11
19-0
23-0
11-3
14-7
17-9
20-7
Spruce-Pine-Fir
#2
11-3
14-11
19-0
23-0
11-3
14-7
17-9
20-7
SS
11-4
l2.-i
15-0
15-0
17-5
f^-8
11-4
11-0
15-0
13-^
15-7
Douglas Fir-Larch
19-1
23-3
19-1
23-0
Douglas Fir-Larch
#1
10-11
14-5
18-5
21-4
10-8
13-6
16-5
19-1
Douglas Fir-Larch
#2
10-9
14-1
17-2
19-11
9-11
12-7
15-5
17-10
Douglas Fir-Larch
#3
8-5
10-8
13-0
15-1
7-6
9-6
11-8
13-6
Hem-Fir
SS
10-9
14-2
18-0
21-11
10-9
14-2
18-0
21-11
Hem-Fir
#1
10-6
13-10
17-8
20-9
10-4
13-1
16-0
18-7
Hem-Fir
#2
10-0
13-2
16-10
19-8
9-10
12-5
15-2
17-7
to
16
Hem-Fir
#3
8-5
10-8
13-0
15-1
7-6
9-6
11-8
13-6
Southern Pine
SS
11-2
14-8
18-9
22-10
11-2
14-8
18-9
22-10
m
30
Southern Pine
#1
10-11
14-5
18-5
22-5
10-11
14-5
17-11
21-4
Southern Pine
#2
10-9
14-2
18-0
21-1
10-5
13-6
16-1
18-10
Z
Southern Pine
#3
9-0
11-6
13-7
16-2
8-1
10-3
12-2
14-6
o
•z
>
r
Spruce-Pine-Fir
SS
10-6
13-10
17-8
21-6
10-6
13-10
17-8
21-4
Spruce-Pine-Fir
#1
10-3
13-6
17-2
19-11
9-11
12-7
15-5
17-10
Spruce-Pine-Fir
#2
10-3
13-6
17-2
19-11
9-11
12-7
15-5
17-10
00
c
Spruce-Pine-Fir
#3
8-5
10-8
13-0
15-1
7-6
9-6
11-8
13-6
o
z
Q
O
O
O
m
(continued
)
o
m
TABLE 2308.8(1) — cortonued
FLOOR J08ST SPANS FOR COiVIMON LUMBER SPECDES
(ResidentiaS Sleeping Areas, Live Load = 30 psf, L/A = 360)
JOIST
SPACING
nnches)
SPECIES AND GRADE
DEAD LOAD = 10 Dsf
DEAD LOAD = 20 osf
2x6
2x8
2x10
2x12
2x6
2x8
2x10
2x12
Maximum floor joist spans
m.-in.)
m. - in.)
m. - in.)
m. - in.)
m. - in.)
m. - in.)
m. - in.)
m.-in.)
Douglas Fir-Larch
SS
10-8
14-1
18-0
21-10
10-8
14-1
18-0
21-0
Douglas Fir-Larch
#1
10-4
13-7
16-9
19-6
9-8
12-4
15-0
17-5
Douglas Fir-Larch
#2
10-1
12-10
15-8
18-3
9-1
11-6
14-1
16-3
Douglas Fir-Larch
#3
7-8
9-9
11-10
13-9
6-10
8-8
10-7
12-4
Hem-Fir
SS
10-1
13-4
17-0
20-8
10-1
13-4
17-0
20-7
Hem-Fir
#1
9-10
13-0
16-4
19-0
9-6
12-0
14-8
17-0
Hem-Fir
#2
9-5
12-5
15-6
17-1
8-11
11-4
13-10
16-1
19.2
Hem-Fir
#3
7-8
9-9
11-10
13-9
6-10
8-8
10-7
12-4
Southern Pine
SS
10-6
13-10
17-8
21-6
10-6
13-10
17-8
21-6
Southern Pine
#1
10-4
13-7
17-4
21-1
10-4
13-7
16-4
19-6
Southern Pine
#2
10-1
13-4
16-5
19-3
9-6
12-4
14-8
17-2
Southern Pine
#3
8-3
10-6
12-5
14-9
7-4
9-5
11-1
13-2
Spruce-Pine-Fir
SS
9-10
13-0
16-7
20-2
9-10
13-0
16-7
19-6
Spruce-Pine-Fir
#1
9-8
12-9
15-8
18-3
9-1
11-6
14-1
16-3
Spruce-Pine-Fir
#2
9-8
12-9
15-8
18-3
9-1
11-6
14-1
16-3
_SnmQs=EijiftrFJx. .
#3
7-8
9-9
1.1-10
13,9
6-10
8t8.,
10-7
12-4
Douglas Fir-Larch
SS
9-11
13-1
16-8
20-3
9-11
13-1
16-2
18-9
Douglas Fir-Larch
#1
9-7
12-4
15-0
17-5
8-8
11-0
13-5
15-7
Douglas Fir-Larch
#2
9-1
11-6
14-1
16-3
8-1
10-3
12-7
14-7
Douelas Fir-Larch
#3
6-10
8-8
10-7
12-4
6-2
7-9
9-6
11-0
Hem-Fir
SS
9-4
12-4
15-9
19-2
9-4
12-4
15-9
18-5
Hem-Fir
#1
9-2
12-0
14-8
17-0
8-6
10-9
13-1
15-2
Hem-Fir
#2
8-9
11-4
13-10
16-1
8-0
10-2
12-5
14-4
24
Hem-Fir
#3
6-10
8-8
10-7
12-4
6-2
7-9
9-6
11-0
Southern Pine
SS
9-9
12-10
16-5
19-11
9-9
12-10
16-5
19-11
Southern Pine
#1
9-7
12-7
16-1
19-6
9-7
12-4
14-7
17-5
Southern Pine
#2
9-4
12-4
14-8
17-2
8-6
11-0
13-1
15-5
Southern Pine
#3
7-4
9-5
11-1
13-2
6-7
8-5
9-11
11-10
Spruce-Pine-Fir
SS
9-2
12-1
15-5
18-9
9-2
12-1
15-0
17-5
Spruce-Pine-Fir
#1
8-11
11-6
14-1
16-3
8-1
10-3
12-7
14-7
Spruce-Pine-Fir
#2
8-11
11-6
14-1
16-3
8-1
10-3
12-7
14-7
Spruce-Pine-Fir
#3
6-10
8-8
10-7
12-4
6-2
7-9
9-6
11-0
Check sources for availability of lumber in
For SI: 1 inch = 25.4 mm, 1 foot = 304.8
lengths greater than 20 feet,
mm, 1 pound per square foot
= 47.8 N/m^.
TABLE 2308.8(2)
FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES
(Residential Living Areas, Live Load = 40 psf, L/A = 360)
JOIST
SPACING
(inches)
SPECIES AND GRADE
DEAD LOAD = 10 Dsf
DEAD LOAD = 20 Dsf
2x6
2x8
2x10
2x12
2x6
2x8
2x10
2x12
Maximum floor joist scans
(ft. - in.)
(ft. - in.)
(ft. - In.)
(ft. - In.)
(ft. -in.)
(ft. -in.)
(ft. -in.)
(ft. - In.)
Douglas Fir-Larch
SS
11-4
15-0
19-1
23-3
11-4
15-0
19-1
23-3
Douglas Fir-Larch
#1
10-11
14-5
18-5
22-0
10-11
14-2
17-4
20-1
Douglas Fir-Larch
#2
10-9
14-2
17-9
20-7
10-6
13-3
16-3
18-10
Douglas Fir-Larch
#3
8-8
11-0
13-5
15-7
7-11
10-0
12-3
14-3
Hem-Fir
SS
10-9
14-2
18-0
21-11
10-9
14-2
18-0
21-11
Hem-Fir
#1
10-6
13-10
17-8
21-6
10-6
13-10
16-11
19-7
Hem-Fir
#2
10-0
13-2
16-10
20-4
10-0
13-1
16-0
18-6
12
Hem-Fir
#3
8-8
11-0
13-5
15-7
7-11
10-0
12-3
14-3
Southern Pine
SS
11-2
14-8
18-9
22-10
11-2
14-8
18-9
22-10
Southern Pine
#1
10-11
14-5
18-5
22-5
10-11
14-5
18-5 ■
22-5
Southern Pine
#2
10-9
14-2
18-0
21-9
10-9
14-2
16-11
19-10
Southern Pine
#3
9-4
11-11
14-0
16-8
8-6
10-10
12-10
15-3
Spruce-Pine-Fir
SS
10-6
13-10
17-8
21-6
10-6
13-10
17-8
21-6
Spruce-Pine-Fir
#1
10-3
13-6
17-3
20-7
10-3
13-3
16-3
18-10
Spruce-Pine-Fir
#2
10-3
13-6
17-3
20-7
10-3
13-3
16-3
18-10
.==J1,
.,,„ IJLa...
U;^ , ,
15-7
7JJ
10-0
„ 12^^
14^.
Douglas Fir-Larch
SS
10-4
13-7
17-4
21-1
10-4
13-7
17-4
21-0
Douglas Fir-Larch
#1
9-11
13-1
16-5
19-1
9-8
12-4
15-0
17-5
Douglas Fir-Larch
#2
9-9
12-7
15-5
17-10
9-1
11-6
14-1
16-3
Douglas Fir-Larch
#3
7-6
9-6
11-8
13-6
6-10
8-8
10-7
12-4
Hem-Fir
SS
9-9
12-10
16-5
19-11
9-9
12-10
16-5
19-11
Hem-Fir
#1
9-6
12-7
16-0
18-7
9-6
12-0
14-8
17-0
Hem-Fir
#2
9-1
12-0
15-2
17-7
8-11
11-4
13-10
16-1
16
Hem-Fir
#3
7-6
9-6
11-8
13-6
6-10
8-8
10-7
12-4
Southern Pine
SS
10-2
13-4
17-0
20-9
10-2
13-4
17-0
20-9
Southern Pine
#1
9-11
13-1
16-9
20-4
9-11
13-1
16-4
19-6
Southern Pine
#2
9-9
12-10
16-1
18-10
9-6
12-4
14-8
17-2
Southern Pine
#3
8-1
10-3
12-2
14-6
7-4
9-5
11-1
13-2
Spruce-Pine-Fir
SS
9-6
12-7
16-0
19-6
9-6
12-7
16-0
19-6
Spruce-Pine-Fir
#1
9-4
12-3
15-5
17-10
9-1
11-6
14-1
16-3
Spruce-Pine-Fir
#2
9-4
12-3
15-5
17-10
9-1
11-6
14-1
16-3
Spruce-Pine-Fir
#3
7-6
9-6
11-8
13-6
6-10
8-8
10-7
12-4
(continued)
m
TABLE 2308.8(2) — comtinued
JOIST SPANS FOR COWiMON LUIVJE
(Residential Living Areas, Live
f, L^A =
JOIST
SPACING
finches)
SPECIES AND GRADE
DEAD LOAD = 10 psf
DEAD LOAD = 20 DSf
2x6
2x8
2x10
2x12
2x6
2x8
2x10
2x12
Maximum floor [oist spans
m. - in.)
m. - in.)
m. - in.)
m. - in.)
m.-in.)
m. - in.)
m.-in.)
m. - in.)
Douglas Fir-Larch
SS
9-8
12-10
16-4
19-10
9-8
12-10
16-4
19-2
Douglas Fir-Larch
#1
9-4
12-4
15-0
17-5
8-10
11-3
13-8
15-11
Douglas Fir-Larch
#2
9-1
11-6
14-1
16-3
8-3
10-6
12-10
14-10
Douglas Fir-Larch
#3
6-10
8-8
10-7
12-4
6-3
7-11
9-8
11-3
Hem-Fir
SS
9-2
12-1
15-5
18-9
9-2
12-1
15-5
18-9
Hem-Fir
#1
9-0
11-10
14-8
17-0
8-8
10-11
13-4
15-6
Hem-Fir
#2
8-7
11-3
13-10
16-1
8-2
10-4
12-8
14-8
19.2
Hem-Fir
#3
6-10
8-8
10-7
12-4
6-3
7-11
9-8
11-3
Southern Pine
SS
9-6
12-7
16-0
19-6
9-6
12-7
16-0
19-6
Southern Pine
#1
9-4
12-4
15-9
19-2
9-4
12-4
14-11
17-9
Southern Pine
#2
9-2
12-1
14-8
17-2
8-8
11-3
13-5
15-8
Southern Pine
#3
7-4
9-5
11-1
13-2
6-9
8-7
10-1
12-1
Spruce-Pine-Fir
SS
9-0
11-10
15-1
18-4
9-0
11-10
15-1
17-9
Spruce-Pine-Fir
#1
8-9
11-6
14-1
16-3
8-3
10-6
12-10
14-10
Spruce-Pine-Fir
#2
8-9
11-6
14-1
16-3
8-3
10-6
12-10
14-10
-jSAmfifeEiOfcEir,
#3
6-JQ
8-8
10-7
12-4
6-3
7-11
9-8
U-3
Douglas Fir-Larch
SS
9-0
11-11
15-2
18-5
9-0
11-11
14-9
17-1
Douglas Fir-Larch
#1
8-8
11-0
13-5
15-7
7-11
10-0
12-3
14-3
Douglas Fir-Larch
#2
8-1
10-3
12-7
14-7
7-5
9-5
11-6
13-4
Douelas Fir-Larch
#3
6-2
7-9
9-6
11-0
5-7
7-1
8-8
10-1
Hem-Fir
SS
8-6
11-3
14-4
17-5
8-6
11-3
14-4
16-10^
Hem-Fir
#1
8-4
10-9
13-1
15-2
7-9
9-9
11-11
13-10
Hem-Fir
#2
7-11
10-2
12-5
14-4
7-4
9-3
11-4
13-1
24
Hem-Fir
#3
6-2
7-9
9-6
11-0
5-7
7-1
8-8
10-1
Southern Pine
SS
8-10
11-8
14-11
18-1
8-10
11-8
14-11
18-1
Southern Pine
#1
8-8
11-5
14-7
17-5
8-8
11-3
13-4
15-11
Southern Pine
#2
8-6
11-0
13-1
15-5
7-9
10-0
12-0
14-0
Southern Pine
#3
6-7
8-5
9-11
11-10
6-0
7-8
9-1
10-9
Spruce-Pine-Fir
SS
8-4
11-0
14-0
17-0
8-4
11-0
13-8
15-11
Spruce-Pine-Fir
#1
8-1
10-3
12-7
14-7
7-5
9-5
11-6
13-4
Spruce-Pine-Fir
#2
8-1
10-3
12-7
14-7
7-5
9-5
11-6
13-4
Soruce-Pine-Fir
#3
6-2
7-9
9-6
11-0
5-7
7-1
8-8
10-1
Check sources for availability of lumber in
For SI: 1 inch = 25.4 mm, 1 foot = 304.8
a. End bearing length shall be increased to
lengths greater than 20 feet.
mm, 1 pound per square foot = 47.8 N/m^
2 inches.
WOOD
2308.9 Wall framing.
2308.9.1 Size, height and spacing. The size, height and
spacing of studs shall be in accordance with Table 2308.9.1
except that utility-grade studs shall not be spaced more than
16 inches (406 mm) o.c, or support more than a roof and
ceiling, or exceed 8 feet (2438 mm) in height for exterior
walls and load-bearing walls or 10 feet (3048 mm) for inte-
rior nonload-bearing walls.
2308.9.2 Framing details. Studs shall be placed with their
wide dimension perpendicular to the wall. Not less than three
studs shall be installed at each comer of an exterior wall.
Exception; At comers, two studs are permitted, provided
wood spacers or backup cleats of Vg-inch-thick (9.5 mm)
wood stmctural panel, Vg-inch (9.5 mm) Type M "Exterior
Glue" particleboard, 1 -inch-thick (25 mm) lumber or
other approved devices that will serve as an adequate
backing for the attachment of facing materials are used.
Where fire-resistance ratings or shear values are involved,
wood spacers, backup cleats or other devices shall not be
used unless specifically approved for such use.
2308.9.2.1 Top plates. Bearing and exterior wall studs
shall be capped with double top plates installed to pro-
vide overlapping at comers and at intersections with
other partitions. End joints in double top plates shall be
offset at least 48 inches (1219 mm), and shall be nailed
with not less than eight 16d face nails on each side of the
joint. Plates shall be a nominal 2 inches (5 1 mm) in depth
and have a width at least equal to the width of the studs.
Exception: A single top plate is permitted, provided
the plate is adequately tied at joints, comers and inter-
secting walls by at least the equivalent of 3-inch by
6-inch (76 mm by 152 mm) by 0.036-inch-thick
(0.914 mm) galvanized steel that is nailed to each wall
or segment of wall by six 8d nails or equivalent, pro-
vided the rafters, joists or tmsses are centered over the
studs with a tolerance of no more than 1 inch (25 mm).
2308.9.2.2 Top plates for studs spaced at 24 inches
(610 mm). Where bearing studs are spaced at 24-inch
(610 mm) intervals and top plates are less than two 2-inch
by 6-inch (51 mm by 152 mm) or two 3 -inch by 4-inch
(76 mm by 102 mm) members and where the floor joists,
floor trusses or roof trusses that they support are spaced
at more than 16-inch (406 mm) intervals, such joists or
tmsses shall bear within 5 inches (127 mm) of the studs
beneath or a third plate shall be installed.
2308.9.2.3 Nonbearing walls and partitions. In
nonbearing walls and partitions, studs shall be spaced not
more than 28 inches (711 mm) o.c. and are permitted to
be set with the long dimension parallel to the wall. Inte-
rior nonbearing partitions shall be capped with no less
than a single top plate installed to provide overlapping at
comers and at intersections with other walls and parti-
tions. The plate shall be continuously tied at joints by
solid blocking at least 16 inches (406 mm) in length and
equal in size to the plate or by '/2-inch by 1 72-inch (12.7
mm by 38 mm) metal ties with spliced sections fastened
with two 16d nails on each side of the joint.
2308.9.2.4 Plates or sills. Studs shall have full bearing
on a plate or sill not less than 2 inches (5 1 mm) in thick-
ness having a width not less than that of the wall studs.
2308.9.3 Bracing. Braced wall lines shall consist of braced
wall panels that meet the requirements for location, type and
amount of bracing as shown in Figure 2308.9.3, specified in
Table 2308.9.3(1), and are in line or offset from each other
by not more than 4 feet (1219 mm). Braced wall panels shall
start not more than 8 feet (2438 mm) from each end of a
braced wall line. A designed collector shall be provided if
the bracing begins more than 12.5 feet (3810 mm) from an
end of a braced wall line. Braced wall panels shall be clearly
indicated on the plans. Constmction of braced wall panels
shall be by one of the following methods:
1. Nominal 1-inch by 4-inch (25 mm by 102 mm) con-
tinuous diagonal braces let into top and bottom plates
and intervening studs, placed at an angle not more
than 60 degrees (1.0 rad) or less than 45 degrees (0.79
rad) from the horizontal and attached to the framing in
conformance with Table 2304.9.1.
TABLE 2308.9.1
SIZE, HEIGHT AND SPACING OF WOOD STUDS
STUD SIZE
(inches)
BEARING WALLS
NONBEARING WALLS
Laterally unsupported
stud height^
(feet)
Supporting roof
and ceiling only
Supporting one
floor, roof
and ceiling
Supporting two floors, roof
and ceiling
Laterally unsupported
stud height^
(feet)
Spacing
(inches)
Spacing
(inches)
2x3''
10
16
2x4
10
24
16
14
24
3x4
10
24
24
16
14
24
2x5
10
24
24 ,
16
24
2x6
10
24
24
16
20
24
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Increases in unsupported height are permitted where
justified by an analysis.
b. Shall not be used in exterior walls.
478
2003 INTERNATIONAL BUILDING CODE®
2. Wood boards of Vg-inch (15.9 mm) net minimum
thickness applied diagonally on studs spaced not over
24 inches (610 mm) o.c.
3. Wood structural panel sheathing with a thickness not
less than Vi^ inch (7.9 mm) for a 16-inch (406 mm)
stud spacing and not less than % inch (9.5 mm) for a
24-inch (610 mm) stud spacing in accordance with
Tables 2308.9.3(2) and 2308.9.3(3).
4. Fiberboard sheathing panels not less than V2 inch
(12.7 mm) thick apphed vertically or horizontally on
studs spaced not over 16 inches (406 mm) o.c. where
installed with fasteners in accordance with Section
2306.4.4 and Table 2308.9.3(4).
5. Gypsum board [sheathing '/j inch (12.7 mm) thick by
4 feet (1219 mm) wide wallboard or veneer base] on
studs spaced not over 24 inches (610 mm) o.c. and
nailed at 7 inches (178 mm) o.c. with nails as required
by Table 2306.4.5.
6. Particleboard wall sheathing panels where installed in
accordance with Table 2308.9.3(5).
7. Portland cement plaster on studs spaced 16 inches
(406 mm) o.c. installed in accordance with Section
2510.
8. Hardboard panel siding where installed in accordance
with Section 2303.1.6 and Table 2308.9.3(6).
For cripple wall bracing, see Section 2308.9.4.1. For
Methods 2, 3, 4, 6, 7 and 8, each panel must be at least 48
inches (1219 nrni) in length, covering three stud spaces
where studs are spaced 16 inches (406 mm) apart and cover-
ing two stud spaces where studs are spaced 24 inches (610
mm) apart.
For Method 5, each panel must be at least 96 inches (2438
mm) in length where applied to one face of a panel and 48
inches (1219 mm) where applied to both faces.
All vertical joints of panel sheathing shall occur over
studs and adjacent panel joints shall be nailed to common
framing members. Horizontal joints shall occur over block-
ing or other framing equal in size to the studding except
where waived by the installation requirements for the spe-
cific sheathing materials.
Sole plates shall be nailed to the floor framing and top
plates shall be connected to the framing above in accordance
with Section 2308.3.2. Where joists are perpendicular to
braced wall lines above, blocking shall be provided under
and in line with the braced wall panels.
23®8o9<,3ol Alteirmative bracimg. Any bracing required
by Section 2308.9.3 is permitted to be replaced by the
following:
1. In one-story buildings, each panel shall have a
length of not less than 2 feet 8 inches (813 mm) and
a height of not more than 10 feet (3048 mm). Each
panel shall be sheathed on one face with
Vg-inch-minimum-thickness (9.5 mm) wood struc-
tural panel sheathing nailed with 8d common or gal-
vanized box nails in accordance with Table |
2304.9.1 and blocked at wood structural panel I
edges. Two anchor bolts installed in accordance
with Section 2308.6 shall be provided in each panel.
Anchor bolts shall be placed at each panel outside
quarter points. Each panel end stud shall have a
tie-down device fastened to the foundation, capable
of providing an approved upUft capacity of not less
than 1,800 pounds (8006 N). The tie-down device
shall be installed in accordance with the manufac-
turer's recommendations. The panels shall be sup-
ported directly on a foundation or on floor framing
supported directly on a foundation that is continu-
ous across the entire length of the braced wall line.
This foundation shall be reinforced with not less
than one No. 4 bar top and bottom.
Where the continuous foundation is required to
have a depth greater than 12 inches (305 mm), a
minimum 12-inch by 12-inch (305 mm by 305
mm) continuous footing or turned down slab edge
is permitted at door openings in the braced wall
line. This continuous footing or turned down slab
edge shall be reinforced with not less than one No.
4 bar top and bottom. This reinforcement shall be
lapped 15 inches (381 mm) with the reinforcement
required in the continuous foundation located di-
rectly under the braced wall line.
2. In the first story of two-story buildings, each wall
panel shall be braced in accordance with Section
2308.9.3.1, Item 1, except that the wood structural
panel sheathing shall be provided on both faces,
three anchor bolts shall be placed at one-quarter
points, and tie-down device uplift capacity shall
not be less than 3,000 pounds (13 344 N).
2308.9o4 Cripple walls. Foundation cripple walls shall be
framed of studs not less in size than the studding above with
a minimum length of 14 inches (356 mm), or shall be framed
of soUd blocking. Where exceeding 4 feet (1219 mm) in
height, such walls shall be framed of studs having the size
required for an additional story.
230§„9.4.1 Bradmg, For the purposes of this section,
cripple walls having a stud height exceeding 14 inches
(356 mm) shall be considered a story and shall be braced
in accordance with Table 2308.9.3(1) for Seismic Design
Category A, B or C. See Section 2308.12.4 for Seismic
Design Category D or E.
2308o9o4.2 Nailing of braclmgo Spacing of edge nailing
for required wall bracing shall not exceed 6 inches (152
mm) o.c. along the foundafion plate and the top plate of
the cripple wall. Nail size, nail spacing for field nailing
and more restrictive boundary nailing requirements shall
be as required elsewhere in the code for the specific brac-
ing material used.
2308.9.5 Openings in exterior walls.
2003 INTERSMATBONAL BUILDING CODE®
479
WOOD
SEISMIC DESIGN CATEGORY
MAXIMUM WALL SPACING (feet)
REQUIRED BRACING LENGTH, b
A, B, and C
35'-0"
Table 2308.9.3(1) and Section 2308.9.3
DandE'
25'-0"
Table 2308.12.4
UPTO4'-0"
OFFSET ALLOWED IN
BRACED WALL LINE
BRACED WALL
LINE NO. 4
BRACED WALL LINE X
8' 0" MAX TO
FIRST BRACED
WALL PANEL
BRACED
WALL
LINE N0.1
BRACED
WALL
PANELS
BRACED
WALL
LINEY
BRACED
WALL LINE Z
BRACED WALL
LINE NO. 2 DOES
NOT NEED TO
ALIGN WITH N0.3
AS LONG AS IT
HAS A BRACED
WALL PANEL
AT EACH END
BRACED WALL LINE
BRACED
WALL LINE
BRACED WALL
LINE NO. 1
EXTERIOR
BRACED WALL
PANELS ARE
IN ONE PLANE
VERTICALLY
EXCEPT AS
PROVIDED FOR
IN SECTION
2308.12.6
NOTES:
(1) SUM OF BRACED WALL PANEL
LENGTHS FOR BRACED WALL
LINE NO. 1="A"4- "B" + "C"
For SI: 1 ft = 304.8 mm
UPTO4'-0"
OFFSET ALLOWED IN
BRACED WALL LINE
CONTINUOUS
FOUNDATION AND
BRACED CRIPPLE
WALL RECOMMENDED
UNDER LOWER STORY
BRACED WALL PANELS
BRACED
WALL
PANELS = b
BRACED PANEL ABOVE MAY EXTEND UP TO
I'-O" OVER WINDOW OR DOOR BELOW
FIGURE 2308.9.3
BASIC COMPONENTS OF THE LATERAL BRACING SYSTEP
480
2003 !^lTERNATlO^SAL BUILDING CODE®
TABLE 2308.9.3(1)
BRACED WALL PANELS^
SElSi^fllC DESIGN
CATEGORY
CONDmOM
CONSTRUCTION METHODS'''"^
BRACED PAfylEL LOCATION
AND LENGTH"
1
2
3
4
5
6
7
8
AandB
One story, top of two or
three story
X
X
X
X
X
X
X
X
Each end and not more than
25 feet on center
First story of two story or
second story of three
story
X
X
X
X
X
X
X
X
First story of three story
—
X
X
X
x=
X
X
X
C
One story, top of two or
three story
—
X
X
X
X
X
X
X
Each end and not more than
25 feet on center
First story of two story or
second story of three
story
—
X
X
X
Xe
X
X
X
Each end and not more than
25 feet on center but total
length shall not be less than
25% of building length^
First story of three story
—
X
X
X
x«
X
X
X
Each end and not more than
25 feet on center but total
length shall not be less than
40% of building length^
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. This table specifies minimum requirements for braced panels that form interior or exterior braced wall lines.
b. See Section 2308.9.3 for full description.
c. See Section 2308.9.3.1 for alternative braced panel requirement.
d. Building length is the dimension parallel to the braced wall length.
e. Gypsum wallboard applied to framing supports that are spaced at 16 inches on center.
f. The required lengths shall be doubled for gypsum board applied to only one face of a braced wall panel.
TABLE 2308.9.3(2)
EXPOSED PLYWOOD PANEL SIDING
MINIMUM THICKNESS^
(inch)
mmmum number of plies
STUD SPACING
(inches)
Plywood siding applied directly
to studs or over sheathing
\
3
\e^
%
4
24
For SI: 1 inch = 25.4 mm.
a. Thickness of grooved panels is measured at bottom of grooves.
b. Spans are permitted to be 24 inches if plywood siding applied with face grain perpendicular to studs or over one of the following: ( 1 ) 1-inch board sheathing, (2)
^/,g-inch wood structural panel sheathing or (3) Vg -inch wood structural panel sheathing with strength axis (which is the long direction of the panel unless other-
wise marked) of sheathing perpendicular to studs.
2003 INTERNATBONAL BU8LD1NG CODE®
WOOD
TABLE 2308.9.3(3)
WOOD STRUCTURAL PANEL WALL SHEATHING"
(Not Exposed to the Weather, Strength Axis Parallel or Perpendicular to Studs Except as Indicated Below)
MINIMUM THICKNESS
(Inch)
PANEL SPAN RATING
STUD SPACING (Inches)
Siding nailed to studs
Nailable sheathing
Sheathing parallel
to studs
Sheathing perpendicular
to studs
^/,6
12/0, 16/0, 20/0
Wall- 16" o.c.
16
—
16
% '%2, %
16/0, 20/0, 24/0, 32/16
Wall-24" o.c.
24
16
24
/l6' ' ^32' ^2
24/0, 24/16, 32/16
Wall-24" o.c.
24
24^
24
For SI: 1 inch = 25.4 mm.
a. Plywood shall consist of four or more plies.
B b. Blocking of horizontal joints shall not be required except as specified in Sections 2306.4 and 2308.12.4.
TABLE 2308.9.3(4)
ALLOWABLE SHEAR VALUES (pif) FOR WIND OR SEISMIC LOADING ON
VERTICAL DIAPHRAGMS OF FIBERBOARD SHEATHING BOARD CONSTRUCTION
FOR TYPE V CONSTRUCTION ONLY^' "' *=' "' ®' *' 9' *"
THICKNESS AND GRADE
FASTENER SIZE
SHEAR VALUE
(pounds per linear foot)
3-INCH NAIL SPACING AROUND
PERIMETER AND 6-INCH AT
INTERMEDIATE POINTS
V2" Structural
No. 1 1 gage galvanized
roofing nail V/2" long, ^/[g" head
1258
2V32" Structural
No. 1 1 gage galvanized
roofing nail 1%" long, ''/jg" head
175^
For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. Fiberboard sheathing diaphragms shall not be used to brace concrete or masonry walls.
b. Panel edges shall be backed with 2 inch or wider framing of Douglas fir-larch or Southern pine.
c. Fiberboard sheathing on one side only.
d. Fiberboard panels are installed with their long dimension parallel or perpendicular to studs.
e. Fasteners shall be spaced 6 inches on center along intermediate framing members.
f. For framing of other species: ( 1 ) Find specific gravity for species of lumber in AF&PA National Design Specification, and (2) Multiply the shear value from the
above table by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
g. The same values can be applied when staples are used as described in Table 2304.9.1.
h. Values are not permitted in Seismic Design Category D, E or F.
TABLE 2308.9.3(5)
ALLOWABLE SPANS FOR PARTICLEBOARO WALL SHEATHING
(Not Exposed to the Weather, Long Dimension of the Panel Parallel or Perpendicular to Studs)
GRADE
THICKNESS
(inch)
STUD SPACING (inches)
Siding nailed
to studs
Sheathing under coverings specified in
Section 2308.9.3 parallel or
perpendicular to studs
M-S "Exterior Glue"
and M-2"Exterior Glue"
%
16
—
'/2
16
16
For SI: 1 inch = 25.4 mm.
482
2003 INTERNATIONAL BUILDING CODE®
TABLE 2308.9.3(6)
MARDBOAIRD SIDSNG
SODDNG
MINIMUM
NOMINAL
THICKNESS
(inch)
2x4 FRAMING
MAXIMUM
SPACING
NAIL
SIZE^'"'"
NAIL SPACING
General
Bracing panels'^
1. Lap siding
Direct to studs
%
16"o.c.
8d
16" o.c.
Not applicable
Over sheathing
\
16"o.c.
lOd
16" o.c.
Not applicable
2. Square edge panel siding
Direct to studs
\
24" o.c.
6d
6" o.c. edges;
12" o.c. at intermediate supports
4" o.c. edges;
8" o.c. at intermediate supports
Over sheathing
\
24" o.c.
8d
6" o.c. edges;
12" o.c. at intermediate supports
4" o.c. edges;
8" o.c. at intermediate supports
3. Shiplap edge panel siding
Direct to studs
\
16" o.c.
6d
6" o.c. edges;
12" o.c. at intermediate supports
4" o.c. edges;
8" o.c. at intermediate supports
Over sheathing
\
16" o.c.
8d
6" o.c. edges;
12" o.c. At intermediate supports
4" o.c. edges;
8" o.c. at intermediate supports
For SI: 1 inch = 25.4 mm.
a. Nails shall be corrosion resistant.
b. Minimum acceptable nail dimensions:
Panel Siding
(inch)
Lap Siding
(DOCh)
Shank diameter
Head diameter
0.092
0.225
0.099
0.240
c. Where used to comply with Section 2308.9.3.
d. Nail length must accommodate the sheathing and penetrate framing 1 Vj inches.
23®8.9J.l HeaderSo Headers shall be provided over
each opening in exterior-bearing walls. The spans in Ta-
ble 2308.9.5 are permitted to be used for one- and
two-family dwellings. Headers for other buildings shall
be designed in accordance with Section 2301.2.1 or
2301.2.2. Headers shall be of two pieces of nominal
2-inch (5 1 mm) framing lumber set on edge as permitted
by Table 2308.9.5 and nailed together in accordance with
Table 2304.9.1 or of solid lumber of equivalent size.
2308.9o5o2 Headier sepport Wall studs shall support the
ends of the header in accordance with Table 2308.9.5.
Each end of a lintel or header shall have a length of bear-
ing of not less than 1 '/2 inches (38 mm) for the full width
of the lintel.
2308o9.6 Opemlinigs m imterlor toearinig partltioms.
Headers shall be provided over each opening in interior
bearing partitions as required in Section 2308.9.5. The
spans in Table 2308.9.6 are permitted to be used for one- and
two-family dwellings. Wall studs shall support the ends of
the header in accordance with Table 2308.9.5 or 2308.9.6 as
appropriate.
230S<,9.7 OpeMngs in Imterlor nonbearieg partitions.
Openings in nonbearing partitions are permitted to be
framed with single studs and headers. Each end of a lintel or
header shall have a length of bearing of not less than 1 '/2
inches (38 mm) for the full width of the lintel.
3o Stud partitions containing plumb-
ing, heating or other pipes shall be so framed and the joists
underneath so spaced as to give proper clearance for the pip-
ing. Where a partition containing such piping runs parallel
to the floor joists, the joists underneath such partitions shall
be doubled and spaced to permit the passage of such pipes
and shall be bridged. Where plumbing, heating or other
pipes are placed in or partly in a partition, necessitating the
cutting of the soles or plates, a metal tie not less than 0.058
inch (1.47 mm) (16 galvanized gage) and I'/j inches (38
mm) wide shall be fastened to each plate across and to each
side of the opening with not less than six 16d nails.
2308.9.9 BrMgimg, Unless covered by interior or exterior
wall coverings or sheathing meeting the minimum require-
ments of this code, stud partitions or walls with studs having
a height-to-least-thickness ratio exceeding 50 shall have
2003 liSlTEIRNATIIOMAL BU1LD5WG CODE®
TABLE 2308.9.5
HEADER AND GIRDER SPANS^ FOR EXTERIOR BEARING WALLS
(Maximum Spans for Douglas Fir-Larch, Hem-Fir, Southern Pine and Spruce-Pine-Fir" and Required Number of Jack Studs)
O
O
O
D
m
HEADERS
SUPPORTING
SIZE
GROUND SNOW LOAD (psff
30
50
Building wldth'^ (feet)
20
28
36
20
28
36
Span
NJ'*
Span
NJ^
Span
NJ**
Span
NJ''
Span
NJ**
Span
NJ^
Roof & Ceiling
2-2x4
3-6
1
3-2
1
2-10
1
3-2
1
2-9
1
2-6
1
2-2x6
5-5
1
4-8
1
4-2
1
4-8
1
4-1
1
3-8
2
2-2x8
6-10
1
5-11
2
5-4
2
5-11
2
5-2
2
4-7
2
2-2 X 10
8-5
2
7-3
2
6-6
2
7-3
2
6-3
2
5-7
2
2-2 X 12
9-9
2
8-5
2
7-6
2
8-5
2
7-3
2
6-6
2
3-2x8
8-4
1
7-5
1
6-8
1
7-5
1
6-5
2
5-9
2
3-2 X 10
10-6
1
9-1
2
8-2
2
9-1
2
7-10
2
7-0
2
3-2x12
12-2
2
10-7
2
9-5
2
10-7
2
9-2
2
8-2
2
4-2x8
9-2
1
8-4
1
7-8
1
8-4
1
7-5
1
6-8
1
4-2 X 10
11-8
1
10-6
1
9-5
2
10-6
1
9-1
2
8-2
2
4-2 X 12
14-1
1
12-2
2
10-11
2
12-2
2
10-7
2
9-5
2
Roof Ceiling
& 1 Center-Bearing
Floor
2-2x4
3-1
1
2-9
1
2-5
1
2-9
1
2-5
1
2-2
1
2-2x6
4-6
1
4-0
1
3-7
2
4-1
1
3-7
2
3-3
2
2-2x8
5-9
2
5-0
2
4-6
2
5-2
2
4-6
2
4-1
2
2-2 X 10
7-0
2
6-2
2
5-6
2
6-4
2
5-6
2
5-0
2
2-2 X 12
8-1
2
7-1
2
6-5
2
7-4
2
6-5
2
5-9
3
3-2x8
7-2
1
6-3
2
5-8
2
6-5
2
5-8
2
5-1
2
3-2 X 10
8-9
2
7-8
2
6-11
2
7-11
2
6-11
2
6-3
2
3-2 X 12
10-2
2
8-11
2
8-0
2
9-2
2
8-0
2
7-3
2
4-2x8
8-1
1
7-3
1
6-7
1
7-5
1
6-6
1
5-11
2
4-2 X 10
10-1
1
8-10
2
8-0
2
9-1
2
8-0
2
7-2
2
4-2 X 12
11-9
2
10-3
2
9-3
2
10-7
2
9-3
2
8-4
2
Roof Ceiling
& 1 Clear Span
Floor
2-2x4
2-8
1
2-4
1
2-1
1
2-7
1
2-3
1
2-0
1
2-2x6
3-11
1
3-5
2
3-0
2
3-10
2
3-4
2
3-0
2
2-2x8
5-0
2
4-4
2
3-10
2
4-10
2
4-2
2
3-9
2
2-2 X 10
6-1
2
5-3
2
4-8
2
5-11
2
5-1
2
4-7
3
2-2 X 12
7-1
2
6-1
3
5-5
3
6-10
2
5-11
3
5-4
3
3-2x8
6-3
2
5-5
2
4-10
2
6-1
2
5-3
2
4-8
2
3-2 X 10
7-7
2
6-7
2
5-11
2
7-5
2
6-5
2
5-9
2
3-2 X 12
8-10
2
7-8
2
6-10
2
8-7
2
7-5
2
6-8
2
4-2x8
7-2
1
6-3
2
5-7
2
7-0
1
6-1
2
5-5
2
4-2 X 10
8-9
2
7-7
2
6-10
2
8-7
2
7-5
2
6-7
2
4-2 X 12
10-2
2
8-10
2
7-11
2
9-11
2
8-7
2
7-8
2
(continued)
m
TABLE 2308.9.5 — continued
HEADER A^SD GIRDER SPANS^ FOR EXTERBOR BEARDNG WALLS
([Waximym Spans for Douglas Fir-Larch, Hem-Fir, Southern Pine and Sproce-Pine-Fir and
Required Number of Jack Studs)
HEADERS
SUPPORTING
SIZE
GROUND SNOW LOAD (psif
30
50
Building wldth*^ (feet)
20
28
36
20
28
36
Span
NJ'*
Span
NJ*"
Span
NJ^
Span
NJ^
Span
NJ**
Span
Nj"
Roof Ceiling
& 2 Center-Bearing
Floors
2-2x4
2-7
1
2-3
1
2-0
1
2-6
1
2-2
1
l-ll
1
2-2x6
3-9
2
3-3
2
2-11
2
3-8
2
3-2
2
2-10
2
2-2x8
4-9
2
4-2
2
3-9
2
4-7
2
4-0
2
3-8
2
2-2 X 10
5-9
2
5-1
2
4-7
3
5-8
2
4-11
2
4-5
3
2-2x12
6-8
2
5-10
3
5-3
3
6-6
2
5-9
3
5-2
3
3-2x8
5-11
2
5-2
2
4-8
2
5-9
2
5-1
2
4-7
2
3-2 x 10
7-3
2
6-4
2
5-8
2
7-1
2
6-2
2
5-7
2
3-2 X 12
8-5
2
7-4
2
6-7
2
8-2
2
7-2
2
6-5
3
4-2x8
6-10
1
6-0
2
5-5
2
6-8
1
5-10
2
5-3
2
4-2 X 10
8-4
2
7-4
2
6-7
2
8-2
2
7-2
2
6-5
2
4-2 X 12
9-8
2
8-6
2
7-8
2
9-5
2
8-3
2
7-5
2
Roof, Ceiling
& 2 Clear Span
Floors
2-2x4
2-1
1
1-8
1
1-6
2
2-0
1
1-8
1
1-5
2
2-2x6
3-1
2
2-8
2
2-4
2
3-0
2
2-7
2
2-3
2
2-2x8
3-10
2
3-4
2
3-0
3
3-10
2
3-4
2
2-11
3
2-2 X 10
4-9
2
4-1
3
3-8
3
4-8
2
4-0
3
3-7
3
2-2 X 12
5-6
3
4-9
3
4-3
3
5-5
3
4-8
3
4-2
3
3-2x8
4-10
2
4-2
2
3-9
2
4-9
2
4-1
2
3-8
2
3-2 X 10
5-11
2
5-1
2
4-7
3
5-10
2
5-0
2
4-6
3
3-2 X 12
6-10
2
5-11
3
5-4
3
6-9
2
5-10
3
5-3
3
4-2x8
5-7
2
4-10
2
4-4
2
5-6
2
4-9
2
4-3
2
4-2 X 10
6-10
2
5-11
2
5-3
2
6-9
2
5-10
2
5-2
2
4-2 X 12
7-11
2
6-10
2
6-2
3
7-9
2
6-9
2
6-0
3
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 N/m^.
a. Spans are given in feet and inches (ft-in).
b. Tabulated values are for No. 2 grade lumber.
c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated.
d. NJ - Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an approved framing anchor attached to the full-height wall
stud and to the header.
e. Use 30 pounds per square foot ground snow load for cases in which ground snow load is less than 30 pounds per square foot and the roof live load is equal to or less than 20 pounds per square foot.
WOOD
TABLE 2308.9.6
HEADER AND GIRDER SPANS^ FOR INTERIOR BEARING WALLS
(Maximum Spans for Douglas Fir-Larch, Hem-Fir, Southern Pine and Spruce-Pine-Fir"
and Required Number of Jack Studs)
HEADERS AND GIRDERS
SUPPORTING
SIZE
BUILDING WIDTH'= (feet)
20
28
36
Span
NJ"
Span
NJ^
Span
NJ''
One Floor Only
2-2x4
3-1
1
2-8
1
2-5
1
2-2x6
4-6
1
3-11
1
3-6
1
2-2x8
5-9
1
5-0
2
4-5
2
2-2 X 10
7-0
2
6-1
2
5-5
2
2-2 X 12
8-1
2
7-0
2
6-3
2
3-2x8
7-2
1
6-3
1
5-7
2
3-2 X 10
8-9
1
7-7
2
6-9
2
3-2 X 12
10-2
2
8-10
2
7-10
2
1
4-2x8
9-0
1
7-8
1
6-9
1
4-2 X 10
10-1
1
8-9
1
7-10
2
4-2 X 12
11-9
1
10-2
2
9-1
2
Two Floors
2-2x4
2-2
1
1-10
1
1-7
1
2-2x6
3-2
2
2-9
2
2-5
2
2-2x8
4-1
2
3-6
2
3-2
2
2-2 X 10
4-11
2
4-3
2
3-10
3
2-2 X 12
5-9
2
5-0
3
4-5
3
3-2x8
5-1
2
4-5
2
3-11
2
3-2 x 10
6-2
2
5-4
2
4-10
2
3-2x12
7-2
2
6-3
2
5-7
3
H
4-2x8
6-1
1
5-3
2
4-8
2
4-2 X 10
7-2
2
6-2
2
5-6
2
4-2 X 12
8-4
2
7-2
2
6-5
2
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Spans are given in feet and inches (ft-in).
b. Tabulated values are for No. 2 grade lumber.
c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated.
d. NJ - Number of jack studs required to support each end. Where the number of required jack studs equals one, the headers are permitted to be supported by an ap-
proved framing anchor attached to the full-height wall stud and to the header.
486
2003 INTERNATIONAL BUILDING CODEC
bridging not less than 2 inches (5 1 mm) in thickness and of
the same width as the studs fitted snugly and nailed thereto
to provide adequate lateral support. Bridging shall be placed
in every stud cavity and at a frequency such that no stud so
braced shall have a height-to-least-thickness ratio exceed-
ing 50 with the height of the stud measured between hori-
zontal framing and bridging or between bridging,
whichever is greater.
2308.9.1® Cettimg and motchtiig. In exterior walls and
bearing partitions, any wood stud is permitted to be cut or
notched to a depth not exceeding 25 percent of its width.
Cutting or notching of studs to a depth not greater than 40
percent of the width of the stud is permitted in nonbearing
partitions supporting no loads other than the weight of the
partition.
2308.9.11 Bored Iholes. A hole not greater in diameter than
40 percent of the stud width is permitted to be bored in any
wood stud. Bored holes not greater than 60 percent of the
width of the stud are permitted in nonbearing partitions or in
any wall where each bored stud is doubled, provided not
more than two such successive doubled studs are so bored.
In no case shall the edge of the bored hole be nearer than
Vg inch (15.9 mm) to the edge of the stud.
Bored holes shall not be located at the same section of
stud as a cut or notch.
2308.10 Roof aed celling framing. The framing details re-
quired in this section apply to roofs having a minimum slope of
three units vertical in 12 units horizontal (25-percent slope) or
greater. Where the roof slope is less than three units vertical in
12 units horizontal (25-percent slope), members supporting
rafters and ceiling joists such as ridge board, hips and valleys
shall be designed as beams.
Roof assemblies shall have rafter
and truss ties to the wall below. Resultant uplift loads shall
be transferred to the foundation using a continuous load
path. The rafter or truss to wall connection shall comply
with Tables 2304.9.1 and 2308.10.1.
10.2 Celling joist spans. Allowable spans for ceiling
joists shall be in accordance with Table 2308.10.2(1) or
2308.10.2(2). For other grades and species, refer to the
AF&PA Span Tables for Joists and Rafters.
2308.10,3 Rafter spans. Allowable spans for rafters shall
be in accordance with Table 2308.10.3(1), 2308.10.3(2),
2308.10.3(3), 2308.10.3(4), 2308.10.3(5) or 2308.10.3(6).
For other grades and species, refer to the AF&PA Span Ta-
bles for Joists and Rafters.
TABLE 2308J0.1
REQUB
RED RATBMG OF APPIROVED UPLFT CONNECTORS (poyndsf ■''•*''*'*'9
,h
BASIC WIND SPEED
(3-second gusi)
ROOF SPAM (feet)
OVERHANGS
(pounds/feet)''
112
20
24
28
32
36
40
85
-72
-120
-145
-169
-193
-217
-241
-38.55
90
-91
-151
-181
-212
-242
-272
-302
-43.22
100
-131
-281
-262
-305
-349
-393
-436
-53.36
110
-175
-292
-351
-409
-467
-526
-584
-64.56
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 1.61 km/hr, 1 pound = 0.454 Kg, 1 pound/foot = 14.5939 N/m.
a. The uplift connection requirements are based on a 30-foot mean roof height located in Exposure B . For Exposure C or D and for other mean roof heights, multiply
the above loads by the adjustment coefficients in Table 1609.6.2.1(4).
b. The uplift connection requirements are based on the framing being spaced 24 inches on center. Multiply by 0.67 for framing spaced 16 inches on center and multi-
ply by 0.5 for framing spaced 12 inches on center.
c. The uplift connection requirements include an allowance for 10 pounds of dead load.
d. The uplift connection requirements do not account for the effects of overhangs. The magnitude of the above loads shall be increased by adding the overhang loads
found in the table. The overhang loads are also based on framing spaced 24 inches on center. The overhang loads given shall be multiplied by the overhang projec-
tion and added to the roof uplift value in the table.
e. The uplift connection requirements are based upon wind loading on end zones as defined in Section 1609.6.3. Connection loads for connections located a distance
of 20 percent of the least horizontal dimension of the building from the comer of the building are permitted to be reduced by multiplying the table connection value
by 0.7 and multiplying the overhang load by 0.8.
f. For wall-to-wall and wall-to-foundation connections, the capacity of the uplift connector is permitted to be reduced by 100 pounds for each full wall above. (For
example, if a 500-pound rated connector is used on the roof framing, a 400-pound rated connector is permitted at the next floor level down.)
g. Interpolation is permitted for intermediate values of basic wind speeds and roof spans.
h. The rated capacity of approved tie-down devices is permitted to include up to a 60-percent increase for wind effects where allowed by material specifictions.
2003 INTERNATBOMAL B
TABLE 2308.10.2(1)
CEILING JOIST SPANS FOR COMMON LUMBER SPECIES
(Uninhabitable Attics Without Storage, Live Load = 10 pounds psf, L/A = 240)
o
O
D
m
CElLrNG JOIST SPACING
(inches)
SPECIES AND GRADE
DEAD LOAD = 5 Dounds oer sauare foot
2x4
2x6 1 2x8
2x10
Maximum ceilina ioist soans
m. - in.)
m. - in.)
m. - in.)
m. - in.)
12
Douglas Fir-Larch
SS
13-2
20-8
Note a
Note a
Douglas Fir-Larch
#1
12-8
19-11
Note a
Note a
Douglas Fir-Larch
#2
12-5
19-6
25-8
Note a
Douglas Fir-Larch
#3
10-10
15-10
20-1
24-6
Hem-Fir
SS
12-5
19-6
25-8
Note a
Hem-Fir
#1
12-2
19-1
25-2
Note a
Hem-Fir
#2
11-7
18-2
24-0
Note a
Hem-Fir
#3
10-10
15-10
20-1
24-6
Southern Pine
SS
12-11
20-3
Note a
Note a
Southern Pine
#1
12-8
19-11
Note a
Note a
Southern Pine
#2
12-5
19-6
25-8
Note a
Southern Pine
#3
11-6
17-0
21-8
25-7
Spruce-Pine-Fir
SS
12-2
19-1
25-2
Note a
Spruce-Pine-Fir
#1
11-10
18-8
24-7
Note a
Spruce-Pine-Fir
#2
11-10
18-8
24-7
Note a
10-10
^. ......iJLJjn .,_ . .^.,
?,0-L„.. ..........
_. - 2±-^^ ...^
16
Douglas Fir-Larch
SS
11-11
18-9
24-8
Note a
Douglas Fir-Larch
#1
11-6
18-1
23-10
Note a
Douglas Fir-Larch
#2
11-3
17-8
23-0
Note a
Douglas Fir-Larch
#3
9-5
13-9
17-5
21-3
Hem-Fir
SS
11-3
17-8
23-4
Note a
Hem-Fir
#1
11-0
17-4
22-10
Note a
Hem-Fir
#2
10-6
16-6
21-9
Note a
Hem-Fir
#3
9-5
13-9
17-5
21-3
Southern Pine
SS
11-9
18-5
24-3
Note a
Southern Pine
#1
11-6
18-1
23-1
Note a
Southern Pine
#2
11-3
17-8
23-4
Note a
Southern Pine
#3
10-0
14-9
18-9
22-2
Spruce-Pine-Fir
SS
11-0
17-4
22-10
Note a
Spruce-Pine-Fir
#1
10-9
16-11
22-4
Note a
Spruce-Pine-Fir
#2
10-9
16-11
22-4
Note a
Spruce-Pine-Fir
#3
9-5
13-9
17-5
21-3
(continued)
TABLE 2308 JO,
CEILING JODST SPANS FOR COMf
(UnoolhiabDliable Antics Withooii Storage, Live
IBER SPECDES
Sf , L/A =
CEILING JOIST SPACOWG
(inches)
SPECIES AND GRADE
DEAD LOAD = 5 pounds oer square foot i
2x4
2x6 1 2x8
2x10 1
Maximum ceilinca ioist soans
m.-\n.)
m. - in.)
m.-in.)
m.-in.)
19.2
Douglas Fir-Larch
SS
11-3
17-8
23-3
Note a
Douglas Fir-Larch
#1
10-10
17-0
22-5
Note a
Douglas Fir-Larch
#2
10-7
16-7
21-0
25-8
Douglas Fir-Larch
#3
8-7
12-6
15-10
19-5
Hem-Fir
SS
10-7
16-8
21-11
Note a
Hem-Fir
#1
10-4
16-4
21-6
Note a
Hem-Fir
#2
9-11
15-7
20-6
25-3
Hem-Fir
#3
8-7
12-6
15-10
19-5
Southern Pine
SS
11-0
17-4
22-10
Note a
Southern Pine
#1
10-10
17-0
22-5
Note a
Southern Pine
#2
10-7
16-8
21-11
Note a
Southern Pine
#3
9-1
13-6
17-2
20-3
Spruce-Pine-Fir
SS
10-4
16-4
21-6
Note a
Spruce-Pine-Fir
#1
10-2
15-11
21-0
25-8
Spruce-Pine-Fir
#2
10-2
15-11
21-0
25-8
5inmcs=EiofeEir
#3
8,7
12-6
15J0
19-5
24
Douglas Fir-Larch
SS
10-5
16-4
21-7
Note a
Douglas Fir-Larch
#1
10-0
15-9
20-1
24-6
Douglas Fir-Larch
#2
9-10
14-10
18-9
22-11
Douglas Fir-Larch
#3
7-8
11-2
14-2
17-4
Hem-Fir
SS
9-10
15-6
20-5
Note a
Hem-Fir
#1
9-8
15-2
19-7
23-11
Hem-Fir
#2
9-2
14-5
18-6
22-7
Hem-Fir
#3
7-8
11-2
14-2
17-4
Southern Pine
SS
10-3
16-1
21-2
Note a
Southern Pine
#1
10-0
15-9
20-10
Note a
Southern Pine
#2
9-10
15-6
20-1
23-11
Southern Pine
#3
8-2
12-0
15-4
18-1
Spruce-Pine-Fir
SS
9-8
15-2
19-11
25-5
Spruce-Pine-Fir
#1
9-5
14-9
18-9
22-11
Spruce-Pine-Fir
#2
9-5
14-9
18-9
22-11
Spruce-Pine-Fir
#3
7-8
11-2
14-2
17-4
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 N/m^.
a. Span exceeds 26 feet in length. Check sources for availability of lumber in lengths greater than 20 feet.
O
CEILING
(Uninhabitable Attics With
TABLE 2308.10.2(2)
JOIST SPANS FOR COMMON LUMBER SPECIES
Limited Storage, Live Load = 20 pounds per square foot, L/A = 240)
CEILING JOIST SPACING
(Inches)
SPECIES AND GRADE
DEAD LOAD = 10 Dounds per sauare foot
2x4
2k6 I 2x8
2x10
Maximum ceillnci joist soans
m. - in.)
m. - in.)
lit. - in.)
m. - in.)
12
Douglas Fir-Larch
SS
10-5
16-4
21-7
Note a
Douglas Fir-Larch
#1
10-0
15-9
20-1
24-6
Douglas Fir-Larch
#2
9-10
14-10
18-9
22-11
Douglas Fir-Larch
#3
7-8
11-2
14-2
17-4
Hem-Fir
SS
9-10
15-6
20-5
Note a
Hem-Fir
#1
9-8
15-2
19-7
23-11
Hem-Fir
#2
9-2
14-5
18-6
22-7
Hem-Fir
#3
7-8
11-2
14-2
17-4
Southern Pine
SS
10-3
16-1
21-2
Note a
Southern Pine
#1
10-0
15-9
20-10
Note a
Southern Pine
#2
9-10
15-6
20-1
23-11
Southern Pine
#3
8-2
12-0
15-4
18-1
Spruce-Pine-Fir
SS
9-8
15-2
■ 19-11
25-5
Spruce-Pine-Fir
#1
9-5
14-9
18-9
22-11
Spruce-Pine-Fir
#2
9-5
14-9
18-9
22-11
Snruce-Pip^-Fir
#^
7-8
11-9.
14-2
17-4
16
Douglas Fir-Larch
SS
9-6
14-11
19-7
25-0
Douglas Fir-Larch
#1
9-1
13-9
17-5
21-3
Douglas Fir-Larch
#2
8-9
12-10
16-3
19-10
Douglas Fir-Larch
#3
6-8
9-8
12-4
15-0
Hem-Fir
SS
8-11
14-1
18-6
23-8
Hem-Fir
#1
8-9
13-5
16-10
20-8
Hem-Fir
#2
8-4
12-8
16-0
19-7
Hem-Fir
#3
6-8
9-8
12-4
15-0
Southern Pine
SS
9-4
14-7
19-3
24-7
Southern Pine
#1
9-1
14-4
18-11
23-1
Southern Pine
#2
8-11
13-6
17-5
20-9
Southern Pine
#3
7-1
10-5
13-3
15-8
Spruce-Pine-Fir
SS
8-9
13-9
18-1
23-1
Spruce-Pine-Fir
#1
8-7
12-10
16-3
19-10
Spruce-Pine-Fir
#2
8-7
12-10
16-3
19-10
Spruce-Pine-Fir
#3
6-8
9-8
12-4
15-0
(continued)
TABLE 2308.110.2(2) — continiuiedl
CEILDNG JODST SPAMS FOR C05\^M0N LUMBER SPECBES
(UnDinihabiteblle Attics With Limited Storage, Live Load = 20 pounds per square foot, i/A = 240)
CEILING JOIST SPACING
finches)
SPECIES AND GRADE
DEAD LOAD = 10 pounds per SQuare foot
2x4 1 2x6 2x8
2x10
Maximum ceilina ioist spans
m. - in.)
m.-in.)
m. - in.)
m. - in.)
19.2
Douglas Fir-Larch SS
8-11
14-0
18-5
23-4
Douglas Fir-Larch #1
8-7
12-6
15-10
19-5
Douglas Fir-Larch #2
8-0
11-9
14-10
18-2
Douglas Fir- Larch #3
6-1
8-10
11-3
13-8
Hem-Fir SS
8-5
13-3
17-5
22-3
Hem-Fir #1
8-3
12-3
15-6
18-11
Hem-Fir #2
7-10
11-7
14-8
17-10
Hem-Fir #3
6-1
8-10
11-3
13-8
Southern Pine SS
8-9
13-9
18-1
23-1
Southern Pine #1
8-7
13-6
17-9
21-1
Southern Pine #2
8-5
12-3
15-10
18-11
Southern Pine #3
6-5
9-6
12-1
14-4
Spruce-Pine-Fir SS
8-3
12-11
17-1
21-8
Spruce-Pine-Fir #1
8-0
11-9
14-10
18-2
Spruce-Pine-Fir #2
8-0
11-9
14-10
18-2
^plCUfifc£mg;;Bj". §3:
6t.1
8,rl0,
n-3
13r8
24
Douglas Fir-Larch SS
8-3
13-0
17-1
20-11
Douglas Fir-Larch #1
7-8
11-2
14-2
17-4
Douglas Fir-Larch #2
7-2
10-6
13-3
16-3
Douglas Fir-Larch #3
5-5
7-11
10-0
12-3
Hem-Fir SS
7-10
12-3
16-2
20-6
Hem-Fir #1
7-6
10-11
13-10
16-11
Hem-Fir #2
7-1
10-4
13-1
16-0
Hem-Fir #3
5-5
7-11
10-0
12-3
Southern Pine SS
8-1
12-9
16-10
21-6
Southern Pine #1
8-0
12-6
15-10
18-10
Southern Pine #2
7-8
11-0
14-2
16-11
Southern Pine #3
5-9
8-6
10-10
12-10
Spruce-Pine-Fir SS
7-8
12-0
15-10
19-5
Spruce-Pine-Fir #1
7-2
10-6
13-3
16-3
Spruce-Pine-Fir #2
7-2
10-6
13-3
16-3
Soruce-Pine-Fir #3
5-5
7-11
10-0
12-3
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 N/m^.
a. Span exceeds 26 feet in length. Check sources for availability of lumber in lengths greater than 20 feet.
TABLE 2308.10.3(1)
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Roof Live Load = 20 pounds per square foot, Ceiling Not Attached to Rafters, L/A = 180)
Q
O
O
O
z
>
09
C
F
g
o
o
o
o
m
®
RAFTER
SPACING
(inches)
SPECIES AND GRADE
DEAD LOAD
= 10 Dounds Der sauare foot
DEAD LOAD
= 20 Dounds oer sauare foot
2x4
2x6
2x8
2x10
2x12
2x4
2x6
2x8 1 2x10
2x12
Maximum rafter scans
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
12
Douglas Fir-Larch
SS
11-6
18-0
23-9
Note a
Note a
11-6
18-0
23-5
Note a
Note a
Douglas Fir-Larch
#1
11-1
17-4
22-5
Note a
Note a
10-6
15-4
19-5
23-9
Note a
Douglas Fir-Larch
#2
10-10
16-7
21-0
25-8
Note a
9-10
14-4
18-2
22-3
25-9
Douglas Fir-Larch
#3
8-7
12-6
15-10
19-5
22-6
7-5
10-10
13-9
16-9
19-6
Hem-Fir
SS
10-10
17-0
22-5
Note a
Note a
10-10
17-0
22-5
Note a
Note a
Hem-Fir
#1
10-7
16-8
21-10
Note a
Note a
10-3
14-11
18-11
23-2
Note a
Hem-Fir
#2
10-1
15-11
20-8
25-3
Note a
9-8
14-2
17-11
21-11
25-5
Hem-Fir
#3
8-7
12-6
15-10
19-5
22-6
7-5
10-10
13-9
16-9
19-6
Southern Pine
SS
11-3
17-8
23-4
Note a
Note a
11-3
17-8
23-4
Note a
Note a
Southern Pine
#1
11-1
17-4
22-11
Note a
Note a
11-1
17-3
21-9
25-10
Note a
Southern Pine
#2
10-10
17-0
22-5
Note a
Note a
10-6
15-1
19-5
23-2
Note a
Southern Pine
#3
9-1
13-6
17-2
20-3
24-1
7-11
11-8
14-10
17-6
20-11
Spruce-Pine-Fir
SS
10-7
16-8
21-11
Note a
Note a
10-7
16-8
21-9
Note a
Note a
Spruce-Pine-Fir
#1
10-4
16-3
21-0
25-8
Note a
9-10
14-4
18-2
22-3
25-9
Spruce-Pine-Fir
#2
10-4
16-3
21-0
25-8
Note a
9-10
14-4
18-2
22-3
25-9
SS
10-5
i2.-i)...,„,
]'?-10
19^,5.
7.7-6
7-5
10-10
13-9
16-9
19-f?
16
Douglas Fir- Larch
16-4
21-7
Note a
Note a
10-5
16-0
20-3
24-9
Note a
Douglas Fir-Larch
#1
10-0
15-4
19-5
23-9
Note a
9-1
13-3
16-10
20-7
23-10
Douglas Fir-Larch
#2
9-10
14-4
18-2
22-3
25-9
8-6
12-5
15-9
19-3
22-4
Douglas Fir-Larch
#3
7-5
10-10
13-9
16-9
19-6
6-5
9-5
11-11
14-6
16-10
Hem-Fir
SS
9-10
15-6
20-5
Note a
Note a
9-10
15-6
19-11
24-4
Note a
Hem-Fir
#1
9-8
14-11
18-11
23-2
Note a
8-10
12-11
16-5
20-0
23-3
Hem-Fir
#2
9-2
14-2
17-11
21-11
25-5
8-5
12-3
15-6
18-11
22-0
Hem-Fir
#3
7-5
10-10
13-9
16-9
19-6
6-5
9-5
11-11
14-6
16-10
Southern Pine
SS
10-3
16-1
21-2
Note a
Note a
10-3
16-1
21-2
Note a
Note a
Southern Pine
#1
10-0
15-9
20-10
25-10
Note a
10-0
15-0
18-10
22-4
Note a
Southern Pine
#2
9-10
15-1
19-5
23-2
Note a
9-1
13-0
16-10
20-1
23-7
Southern Pine
#3
7-11
11-8
14-10
17-6
20-11
6-10
10-1
12-10
15-2
18-1
Spruce-Pine-Fir
SS
9-8
15-2
19-11
25-5
Note a
9-8
14-10
18-10
23-0
Note a
Spruce-Pine-Fir
#1
9-5
14-4
18-2
22-3
25-9
8-6
12-5
15-9
19-3
22-4
Spruce-Pine-Fir
#2
9-5
14-4
18-2
22-3
25-9
8-6
12-5
15-9
19-3
22-4
Spruce-Pine-Fir
#3
7-5
10-10
13-9
16-9
19-6
6-5
9-5
11-11
14-6
16-10
(continued)
RAFTER S
(Roof Live Load = 20 pounds
BLE 2308J 0.3(1 )—coniti
IS FOR COSV3BV10N LUft
per square foot, CeiSing h
?ER SPECBES
I Attached to Rafters, 1/A = 11
RAFTER
SPACING
(inclhes)
SPECBES AND GRADE
DEAD LOAD
= 10 Dounds per square foot
DEAD LOAD
= 20 oounds Der square foot
2x4
2x6
2x8 2x110
2x12
2x4
2x6
2x8 2x10
2x12
Majtimum rafter soans
m.-in.)
m. - in.)
m. - in.)
m.-m.)
m. - in.)
m. - in.)
m. - in.)
m. - in.)
m. - in.)
(ft. -in.)
19.2
Douglas Fir-Larch
SS
9-10
15-5
20-4
25-11
Note a
9-10
14-7
18-6
22-7
Note a
Douglas Fir-Larch
#1
9-5
14-0
17-9
21-8
25-2
8-4
12-2
15-4
18-9
21-9
Douglas Fir-Larch
#2
8-11
13-1
16-7
20-3
23-6
7-9
11-4
14-4
17-7
20-4
Douglas Fir-Larch
#3
6-9
9-11
12-7
15-4
17-9
5-10
8-7
10-10
13-3
15-5
Hem-Fir
SS
9-3
14-7
19-2
24-6
Note a
9-3
14-4
18-2
22-3
25-9
Hem-Fir
#1
9-1
13-8
17-4
21-1
24-6
8-1
11-10
15-0
18-4
21-3
Hem-Fir
#2
8-8
12-11
16-4
20-0
23-2
7-8
11-2
14-2
17-4
20-1
Hem-Fir
#3
6-9
9-11
12-7
15-4
17-9
5-10
8-7
10-10
13-3
15-5
Southern Pine
SS
9-8
15-2
19-11
25-5
Note a
9-8
15-2
19-11
25-5
Note a
Southern Pine
#1
9-5
14-10
19-7
23-7
Note a
9-3
13-8
17-2
20-5
24-4
Southern Pine
#2
9-3
13-9
17-9
21-2
24-10
8-4
11-11
15-4
18-4
21-6
Southern Pine
#3
7-3
10-8
13-7
16-0
19-1
6-3
9-3
11-9
13-10
16-6
Spruce-Pine-Fir
SS
9-1
14-3
18-9
23-11
Note a
9-1
13-7
17-2
21-0
24-4
Spruce-Pine-Fir
#1
8-10
13-1
16-7
20-3
23-6
7-9
11-4
14-4
17-7
20-4
Spruce-Pine-Fir
#2
8-10
13-1
16-7
20-3
23-6
7-9
11-4
14-4
17-7
20-4
jSoBiceJBiflfcEij .
#3
6-9
9-11
12-7
15-4
17-9
5-10
8-7
10-10
13-3
15-5
24
Douglas Fir-Larch
SS
9-1
14-4
18-10
23-4
Noteb
8-11
13-1
16-7
20-3
23-5
Douglas Fir-Larch
#1
8-7
12-6
15-10
19-5
22-6
7-5
10-10
13-9
16-9
19-6
Douglas Fir-Larch
#2
8-0
11-9
14-10
18-2
21-0
6-11
10-2
12-10
15-8
18-3
Douglas Fir-Larch
#3
6-1
8-10
11-3
13-8
15-11
5-3
7-8
9-9
11-10
13-9
Hem-Fir
SS
8-7
13-6
17-10
22-9
Noteb
8-7
12-10
16-3
19-10
23-0
Hem-Fir
#1
8-4
12-3
15-6
18-11
21-11
7-3
10-7
13-5
16-4
19-0
Hem-Fir
#2
7-11
11-7
14-8
17-10
20-9
6-10
10-0
12-8
15-6
17-11
Hem-Fir
#3
6-1
8-10
11-3
13-8
15-11
5-3
7-8
9-9
11-10
13-9
Southem Pine
SS
8-11
14-1
18-6
23-8
Noteb
8-11
14-1
18-6
22-11
Note a
Southern Pine
#1
8-9
13-9
17-9
21-1
25-2
8-3
12-3
15-4
18-3
21-9
Southern Pine
#2
8-7
12-3
15-10
18-11
22-2
7-5
10-8
13-9
16-5
19-3
Southern Pine
#3
6-5
9-6
12-1
14-4
17-1
5-7
8-3
10-6
12-5
14-9
Spruce-Pine-Fir
SS
8-5
13-3
17-5
21-8
25-2
8-4
12-2
15-4
18-9
21-9
Spruce-Pine-Fir
#1
8-0
11-9
14-10
18-2
21-0
6-11
10-2
12-10
15-8
18-3
Spruce-Pine-Fir
#2
8-0
11-9
14-10
18-2
21-0
6-11
10-2
12-10
15-8
18-3
Soruce-Pine-Fir
#3
6-1
8-10
11-3
13-8
15-11
5-3
7-8
9-9
11-10
13-9
For SI: 1 inch = 25.4 mm, 1 foot = 304.
a. Span exceeds 26 feet in length. Check
8 mm, 1 pound per square foot = 47.9 N/m^.
sources for availability of lumber in lengths greater than 20 feet.
TABLE 2308.10.3(2)
RAFTER SPANS FOR COMMON LUMBER SPECIES
m
z
>
H
O
z
>
r-
0)
o
o
o
a
m
@
(Roof Live Load
= 20 pounds per square foot, Ceiling Not Attached to Rafters, L/A :
= 240)
RAFTER
SPACING
(Inches)
SPECIES AND GRADE
DEAD LOAD = 10 Dounds oer sauare foot
DEAD LOAD = 20 Dounds oer sauare foot
2x4
2x6 1 2x8 1 2x10 1 2x12
2x4
2x6
2x8 1 2x10
2x12
Maximum rafter spans
(ft. - In.)
(ft. - in.)
(ft. -in.)
(ft. - in.)
(ft. - in.)
(ft. - In.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - In.)
12
Douelas Fir-Larch
SS
10-5
16-4
21-7
Note a
Note a
10-5
16-4
21-7
Note a
Note a
Douglas Fir-Larch
#1
10-0
15-9
20-10
Note a
Note a
10-0
15-4
19-5
23-9
Note a
Douglas Fir-Larch
#2
9-10
15-6
20-5
25-8
Note a
9-10
14-4
18-2
22-3
25-9
Douglas Fir-Larch
#3
8-7
12-6
15-10
19-5
22-6
7-5
10-10
13-9
16-9
19-6
Hem-Fir
SS
9-10
15-6
20-5
Note a
Note a
9-10
15-6
20-5
Note a
Note a
Hem-Fir
#1
9-8
15-2
19-11
25-5
Note a
9-8
14-11
18-11
23-2
Note a
Hem-Fir
#2
9-2
14-5
19-0
24-3
Note a
9-2
14-2
17-11
21-11
25-5
Hem-Fir
#3
8-7
12-6
15-10
19-5
22-6
7-5
10-10
13-9
16-9
19-6
Southern Pine
SS
10-3
16-1
21-2
Note a
Note a
10-3
16-1
21-2
Note a
Note a
Southern Pine
#1
10-0
15-9
20-10
Note a
Note a
10-0
15-9
20-10
25-10
Note a
Southern Pine
#2
9-10
15-6
20-5
Note a
Note a
9-10
15-1
19-5
23-2
Note a
Southern Pine
#3
9-1
13-6
17-2
20-3
24-1
7-11
11-8
14-10
17-6
20-11
Spruce-Pine-Fir
SS
9-8
15-2
19-11
25-5
Note a
9-8
15-2
19-11
25-5
Note a
Spruce-Pine-Fir
#1
9-5
14-9
19-6
24-10
Note a
9-5
14-4
18-2
22-3
25-9
Spruce-Pine-Fir
#2
9-5
14-9
19-6
24-10
Note a
9-5
14-4
18-2
22-3
25-9
#3
,S=2.. J
12-6
15-10
1"^-,^
22-6
7-,1
10-10
13-9
16-9
19-6
16
Douglas Fir-Larch
SS
9-6
14-11
19-7
25-0
Note a
9-6
14-11
19-7
24-9
Note a
Douglas Fir-Larch
#1
9-1
14-4
18-11
23-9
Note a
9-1
13-3
16-10
20-7
23-10
Douglas Fir-Larch
#2
8-11
14-1
18-2
22-3
25-9
8-6
12-5
15-9
19-3
22-4
Douglas Fir-Larch
#3
7-5
10-10
13-9
16-9
19-6
6-5
9-5
11-11
14-6
16-10
Hem-Fir
SS
8-11
14-1
18-6
23-8
Note a
8-11
14-1
18-6
23-8
Note a
Hem-Fir
#1
8-9
13-9
18-1
23-1
Note a
8-9
12-11
16-5
20-0
23-3
Hem-Fir
#2
8-4
13-1
17-3
21-11
25-5
8-4
12-3
15-6
18-11
22-0
Hem-Fir
#3
7-5
10-10
13-9
16-9
19-6
6-5
9-5
11-11
14-6
16-10
Southern Pine
SS
9-4
14-7
19-3
24-7
Note a
9-4
14-7
19-3
24-7
Note a
Southern Pine
#1
9-1
14-4
18-11
24-1
Note a
9-1
14-4
18-10
22-4
Note a
Southern Pine
#2
8-11
14-1
18-6
23-2
Note a
8-11
13-0
16-10
20-1
23-7
Southern Pine
#3
7-11
11-8
14-10
17-6
20-11
6-10
10-1
12-10
15-2
18-1
Spruce-Pine-Fir
SS
8-9
13-9
18-1
23-1
Note a
8-9
13-9
18-1
23-0
Note a
Spruce-Pine-Fir
#1
8-7
13-5
17-9
22-3
25-9
8-6
12-5
15-9
19-3
22-4
Spruce-Pine-Fir
#2
8-7
13-5
17-9
22-3
25-9
8-6
12-5
15-9
19-3
22-4
Spruce-Pine-Fir
#3
7-5
10-10
13-9
16-9
19-6
6-5
9-5
11-11
14-6
16-10
{continued)
TABLE 2308.10.3(2) — corB^iooed
RAFTER SPANS FOR COIifliVlOIVS LUMBER SPECSES
(Roof Live Load = 20 pounds per square foot, Ceiling Not Attached to Rafters, U^.
= 240)
RAFTER
SPACING
(inches)
SPECSES AND GRADE
DEAD LOAD
= 10 sounds per sauare foot
DEAD LOAD = 20 Dounds oer sauare foot
2x4
2k6
2»8
2x10
2x12
2x4
2x6
2x8 1 2x10
2x12
iVlaximum rafter spans
(ft. -in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
19.2
Douelas Fir-Larch
SS
8-11
14-0
18-5
23-7
Note a
8-11
14-0
18-5
22-7
Note a
Douglas Fir-Larch
#1
8-7
13-6
17-9
21-8
25-2
8-4
12-2
15-4
18-9
21-9
Douelas Fir-Larch
#2
8-5
13-1
16-7
20-3
23-6
7-9
11-4
14-4
17-7
20-4
Douglas Fir-Larch
#3
6-9
9-11
12-7
15-4
17-9
5-10
8-7
10-10
13-3
15-5
Hem-Fir
SS
8-5
13-3
17-5
22-3
Note a
8-5
13-3
17-5
22-3
25-9
Hem-Fir
#1
8-3
12-11
17-1
21-1
24-6
8-1
11-10
15-0
18-4
21-3
Hem-Fir
#2
7-10
12-4
16-3
20-0
23-2
7-8
11-2
14-2
17-4
20-1
Hem-Fir
#3
6-9
9-11
12-7
15-4
17-9
5-10
8-7
10-10
13-3
15-5
Southern Pine
SS
8-9
13-9
18-1
23-1
Note a
8-9
13-9
18-1
23-1
Note a
Southern Pine
#1
8-7
13-6
17-9
22-8
Note a
8-7
13-6
17-2
20-5
24-4
Southern Pine
#2
8-5
13-3
17-5
21-2
24-10
8-4
11-11
15-4
18-4
21-6
Southern Pine
#3
7-3
10-8
13-7
16-0
19-1
6-3
9-3
11-9
13-10
16-6
Spruce-Pine-Fir
SS
8-3
12-11
17-1
21-9
Note a
8-3
12-11
17-1
21-0
24-4
Spruce-Pine-Fir
#1
8-1
12-8
16-7
20-3
23-6
7-9
11-4
14-4
17-7
20-4
Spruce-Pine-Fir
#2
8-1
12-8
16-7
20-3
23-6
7-9
11-4
14-4
17-7
20-4
Sinmce=Hn£;£ii: ,
#3
6-9
9-11
12r7,
1.-1-4,
17-9
5:,.lO ,
. ,8r7
10-10
13-3
15-5
24
Douglas Fir-Larch
SS
8-3
13-0
17-2
21-10
Note a
8-3
13-0
16-7
20-3
23-5
Douglas Fir-Larch
#1
8-0
12-6
15-10
19-5
22-6
7-5
10-10
13-9
16-9
19-6
Douglas Fir-Larch
#2
7-10
11-9
14-10
18-2
21-0
6-11
10-2
12-10
15-8
18-3
Douglas Fir-Larch
#3
6-1
8-10
11-3
13-8
15-11
5-3
7-8
9-9
11-10
13-9
Hem-Fir
SS
7-10
12-3
16-2
20-8
25-1
7-10
12-3
16-2
19-10
23-0
Hem-Fir
#1
7-8
12-0
15-6
18-11
21-11
7-3
10-7
13-5
16-4
19-0
Hem-Fir
#2
7-3
11-5
14-8
17-10
20-9
6-10
10-0
12-8
15-6
17-11
Hem-Fir
#3
6-1
8-10
11-3
13-8
15-11
5-3
7-8
9-9
11-10
13-9
Southern Pine
SS
8-1
12-9
16-10
21-6
Note a
8-1
12-9
16-10
21-6
Note a
Southern Pine
#1
8-0
12-6
16-6
21-1
25-2
8-0
12-3
15-4
18-3
21-9
Southern Pine
#2
7-10
12-3
15-10
18-11
22-2
7-5
10-8
13-9
16-5
19-3
Southern Pine
#3
6-5
9-6
12-1
14-4
17-1
5-7
8-3
10-6
12-5
14-9
Spruce-Pine-Fir
SS
7-8
12-0
15-10
20-2
24-7
7-8
12-0
15-4
18-9
21-9
Spruce-Pine-Fir
#1
7-6
11-9
14-10
18-2
21-0
6-11
10-2
12-10
15-8
18-3
Spruce-Pine-Fir
#2
7-6
11-9
14-10
18-2
21-0
6-11
10-2
12-10
15-8
18-3
Soruce-Pine-Fir
#3
6-1
8-10
11-3
13-8
15-11
5-3
7-8
9-9
11-10
13-9
For SI: 1 inch = 25.4 mm, 1 foot = 304.
a. Span exceeds 26 feet in length. Check
8 mm, 1 pound per square
sources for availability of
foot = 47.9 N/m^.
lumber in lengths greater than 20 feet.
TABLE 2308.10.3(3)
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Ground Snow Load = 30 pounds per square foot, Ceiling Not Attached to Rafters,
UA = WO)
RAFTER
SPACING
(Inches)
SPECIES AND GRADE
DEAD LOAD = 10 pounds per sauare foot
DEAD LOAD
= 20 Dounds oer square foot
2x4 1 2x6 1 2x8 1 2x10 1 2x12
2x4
2x6
2x8
2x10
2x12
Maximum rafter scans
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. -in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
12
Douglas Fir-Larch
SS
10-0
15-9
20-9
Note a
Note a
10-0
15-9
20-1
24-6
Note a
Douglas Fir-Larch
#1
9-8
14-9
18-8
22-9
Note a
9-0
13-2
16-8
20-4
23-7
Douglas Fir-Larch
#2
9-5
13-9
17-5
21-4
24-8
8-5
12-4
15-7
19-1
22-1
Douglas Fir-Larch
#3
7-1
10-5
13-2
16-1
18-8
6-4
9-4
11-9
14-5
16-8
Hem-Fir
SS
9-6
14-10
19-7
25-0
Note a
9-6
14-10
19-7
24-1
Note a
Hem-Fir
#1
9-3
14-4
18-2
22-2
25-9
8-9
12-10
16-3
19-10
23-0
Hem-Fir
#2
8-10
13-7
17-2
21-0
24-4
8-4
12-2
15-4
18-9
21-9
Hem-Fir
#3
7-1
10-5
13-2
16-1
18-8
6-4
9-4
11-9
14-5
16-8
Southern Pine
SS
9-10
15-6
20-5
Note a
Note a
9-10
15-6
20-5
Note a
Note a
Southern Pine
#1
9-8
15-2
20-0
24-9
Note a
9-8
14-10
18-8
22-2
Note a
Southern Pine
#2
9-6
14-5
18-8
22-3
Note a
9-0
12-11
16-8
19-11
23-4
Southern Pine
#3
7-7
11-2
14-3
16-10
20-0
6-9
10-0
12-9
15-1
17-11
Spruce-Pine-Fir
SS
9-3
14-7
19-2
24-6
Note a
9-3
14-7
18-8
22-9
Note a
Spruce-Pine-Fir
#1
9-1
13-9
17-5
21-4
24-8
8-5
12-4
15-7
19-1
22-1
Spruce-Pine-Fir
#2
9-1
13-9
17-5
21-4
24-8
8-5
12-4
15-7
19-1
22-1
5nruc£i£itie.-JEir . ,„ , ....
_:^3_^
.„ 1-1. ...
10-^
..,.,m-.i.
L8-8
6-4
„M
^,„ll;a
1.^75.. ,
)6-8
16
Douglas Fir-Larch
SS
9-1
14-4
18-10
23-9
Note a
9-1
13-9
17-5
21-3
24-8
Douglas Fir-Larch
#1
8-9
12-9
16-2
19-9
22-10
7-10
11-5
14-5
17-8
20-5
Douglas Fir-Larch
#2
8-2
11-11
15-1
18-5
21-5
7-3
10-8
13-6
16-6
19-2
Douglas Fir-Larch
#3
6-2
9-0
11-5
13-11
16-2
5-6
8-1
10-3
12-6
14-6
Hem-Fir
SS
8-7
13-6
17-10
22-9
Note a
8-7
13-6
17-1
20-10
24-2
Hem-Fir
#1
8-5
12-5
15-9
19-3
22-3
7-7
11-1
14-1
17-2
19-11
Hem-Fir
#2
8-0
11-9
14-11
18-2
21-1
7-2
10-6
13-4
16-3
18-10
Hem-Fir
#3
6-2
9-0
11-5
13-11
16-2
5-6
8-1
10-3
12-6
14-6
Southern Pine
SS
8-11
14-1
18-6
23-8
Note a
8-11
14-1
18-6
23-8
Note a
Southern Pine
#1
8-9
13-9
18-1
21-5
25-7
8-8
12-10
16-2
19-2
22-10
Southern Pine
#2
8-7
12-6
16-2
19-3
22-7
7-10
11-2
14-5
17-3
20-2
Southern Pine
#3
6-7
9-8
12-4
14-7
17-4
5-10
8-8
11-0
13-0
15-6
Spruce-Pine-Fir
SS
8-5
13-3
17-5
22-1
25-7
8-5
12-9
16-2
19-9
22-10
Spruce-Pine-Fir
#1
8-2
11-11
15-1
18-5
21-5
7-3
10-8
13-6
16-6
19-2
Spruce-Pine-Fir
#2
8-2
11-11
15-1
18-5
21-5
7-3
10-8
13-6
16-6
19-2
Spruce-Pine-Fir
#3
6-2
9-0
11-5
13-11
16-2
5-6
8-1
10-3
12-6
14-6
o
o
(continued)
TABLE 2308. 11 {
I SPANS FOR CC
(Groynd Snow Load = 30 pooreds per square
L3(3) — cootinyed
mEVION LUMBER SPECBES
foot, Ceiiing Not Attached to Rafters, UA = 180)
RAFTER
SPACING
(Inches)
SPECIES AND GRADE
DEAD LOAD
= 10 pounds per square foot
DEAD LOAD
= 20 Dounds per sauare foot
2x4
2x6
2«8 1 2x10
2x12
2x4
2x6
2x8 1 2x10
2x12
Maximum rafter spans
(ft. -in.)
(ft. -in.)
(ft. -in.)
(ft. -in.)
(ft. -in.)
(ft. -in.)
(ft. - on.)
(ft. - in.)
(ft. - in.)
(ft. -in.)
19.2
Douglas Fir-Larch
SS
8-7
13-6
17-9
21-8
25-2
8-7
12-6
15-10
19-5
22-6
Douglas Fir-Larch
#1
7-11
11-8
14-9
18-0
20-11
7-1
10-5
13-2
16-1
18-8
Douglas Fir-Larch
#2
7-5
10-11
13-9
16-10
19-6
6-8
9-9
12-4
15-1
17-6
Douglas Fir- Larch
#3
5-7
8-3
10-5
12-9
14-9
5-0
7-4
9-4
11-5
13-2
Hem-Fir
SS
8-1
12-9
16-9
21-4
24-8
8-1
12-4
15-7
19-1
22-1
Hem-Fir
#1
7-9
11-4
14-4
17-7
20-4
6-11
10-2
12-10
15-8
18-2
Hem-Fir
#2
7-4
10-9
13-7
16-7
19-3
6-7
9-7
12-2
14-10
17-3
Hem-Fir
#3
5-7
8-3
10-5
12-9
14-9
5-0
7-4
9-4
11-5
13-2
Southern Pine
SS
8-5
13-3
17-5
22-3
Note a
8-5
13-3
17-5
22-0
25-9
Southern Pine
#1
8-3
13-0
16-6
19-7
23-4
7-11
11-9
14-9
17-6
20-11
Southern Pine
#2
7-11
11-5
14-9
17-7
20-7
7-1
10-2
13-2
15-9
18-5
Southern Pine
#3
6-0
8-10
11-3
13-4
15-10
5-4
7-11
10-1
11-11
14-2
Spruce-Pine-Fir
SS
7-11
12-5
16-5
20-2
23-4
7-11
11-8
14-9
18-0
20-11
Spruce-Pine-Fir
#1
7-5
10-11
13-9
16-10
19-6
6-8
9-9
12-4
15-1
17-6
Spruce-Pine-Fir
#2
7-5
10-11
13-9
16-10
19-6
6-8
9-9
12-4
15-1
17-6
Sjonjce-PineJir
#3
5-7
8.3 .
1.0:5
12-9
14-9
5-0
7-4
9-4 .
11-5
13-2
24
Douglas Fir-Larch
SS
7-11
12-6
15-10
19-5
22-6
7-8
11-3
14-2
17-4
20-1
Douglas Fir-Larch
#1
7-1
10-5
13-2
16-1
18-8
6-4
9-4
11-9
14-5
16-8
Douslas Fir-Larch
#2
6-8
9-9
12-4
15-1
17-6
5-11
8-8
11-0
13-6
15-7
Douglas Fir-Larch
#3
5-0
7-4
9-4
11-5
13-2
4-6
6-7
8-4
10-2
11-10
Hem-Fir
SS
7-6
11-10
15-7
19-1
22-1
7-6
11-0
13-11
17-0
19-9
Hem-Fir
#1
6-11
10-2
12-10
15-8
18-2
6-2
9-1
11-6
14-0
16-3
Hem-Fir
#2
6-7
9-7
12-2
14-10
17-3
5-10
8-7
10-10
13-3
15-5
Hem-Fir
#3
5-0
7-4
9-4
11-5
13-2
4-6
6-7
8-4
10-2
11-10
Southern Pine
SS
7-10
12-3
16-2
20-8
25-1
7-10
12-3
16-2
19-8
23-0
Southern Pine
#1
7-8
11-9
14-9
17-6
20-11
7-1
10-6
13-2
15-8
18-8
Southern Pine
#2
7-1
10-2
13-2
15-9
18-5
6-4
9-2
11-9
14-1
16-6
Southern Pine
#3
5-4
7-11
10-1
11-11
14-2
4-9
7-1
9-0
10-8
12-8
Spruce-Pine-Fir
SS
7-4
11-7
14-9
18-0
20-11
7-1
10-5
13-2
16-1
18-8
Spruce-Pine-Fir
#1
6-8
9-9
12-4
15-1
17-6
5-11
8-8
11-0
13-6
15-7
Spruce-Pine-Fir
#2
6-8
9-9
12-4
15-1
17-6
5-11
8-8
11-0
13-6
15-7
Spruce-Pine-Fir
#3
5-0
7-4
9-4
11-5
13-2
4-6
6-7
8-4
10-2
11-10
For SI: 1 inch = 25.4 mm, 1 foot = 304.
a. Span exceeds 26 feet in length. Check
8 mm, 1 pound per square
sources for availability of
foot = 47.9 N/m^.
lumber in lengths greater than 20 feet.
TABLE 2308.10.3(4)
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Ground Snow Load = 50 pounds per square foot, Ceiling Not Attached to Rafters, L/A = 180)
m
31
O
"2.
>
r-
00
o
o
o
a
m
RAFTER
SPACING
(inches)
SPECIES AND GRADE
DEAD LOAD
= 10 Dounds per sauare foot
DEAD LOAD
= 20 pounds per sauare foot
2x4
2x6
2x8 2x10
2x12
2x4
2x6
2x8 1 2x10
2x12
Maximum rafter spans
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. -in.)
(ft. - in.)
(ft. -in.)
(ft. -In.)
(ft. -in.)
(ft. -in.)
(ft. - in.)
12
Douglas Fir-Larch
SS
8-5
13-3
17-6
22-4
26-0
8-5
13-3
17-0
20-9
24-10
Douglas Fir-Larch
#1
8-2
12-0
15-3
18-7
21-7
7-7
11-2
14-1
17-3
20-0
Douglas Fir-Larch
#2
7-8
11-3
14-3
17-5
20-2
7-1
10-5
13-2
16-1
18-8
Douglas Fir-Larch
#3
5-10
8-6
10-9
13-2
15-3
5-5
7-10
10-0
12-2
14-1
Hem-Fir
SS
8-0
12-6
16-6
21-1
25-6
8-0
12-6
16-6
20-4
23-7
Hem-Fir
#1
7-10
11-9
14-10
18-1
21-0
7-5
10-10
13-9
16-9
19-5
Hem-Fir
#2
7-5
11-1
14-0
17-2
19-11
7-0
10-3
13-0
15-10
18-5
Hem-Fir
#3
5-10
8-6
10-9
13-2
15-3
5-5
7-10
10-0
12-2
14-1
Southern Pine
SS
8-4
13-0
17-2
21-11
Note a
8-4
13-0
17-2
21-11
Note a
Southern Pine
#1
8-2
12-10
16-10
20-3
24-1
8-2
12-6
15-9
18-9
22-4
Southern Pine
#2
8-0
11-9
15-3
18-2
21-3
7-7
10-11
14-1
16-10
19-9
Southern Pine
#3
6-2
9-2
11-8
13-9
16-4
5-9
8-5
10-9
12-9
15-2
Spruce-Pine-Fir
SS
7-10
12-3
16-2
20-8
24-1
7-10
12-3
15-9
19-3
22-4
Spruce-Pine-Fir
#1
7-8
11-3
14-3
17-5
20-2
7-1
10-5
13-2
16-1
18-8
Spruce-Pine-Fir
#2
7-8
11-3
14-3
17-5
20-2
7-1
10-5
13-2
16-1
18-8
SS
5-10
8-6
in-9
13-2
1^-2
5-5
7-10
19-P
12-2
14-1
16
Douglas Fir-Larch
7-8
12-1
15-10
19-5
22-6
7-8
11-7
14-8
17-11
20-10
Douglas Fir-Larch
#1
7-1
10-5
13-2
16-1
18-8
6-7
9-8
12-2
14-11
17-3
Douglas Fir-Larch
#2
6-8
9-9
12-4
15-1
17-6
6-2
9-0
11-5
13-11
16-2
Douglas Fir-Larch
#3
5-0
7-4
9-4
11-5
13-2
4-8
6-10
8-8
10-6
12-3
Hem-Fir
SS
7-3
11-5
15-0
19-1
22-1
7-3
11-5
14-5
17-8
20-5
Hem-Fir
#1
6-11
10-2
12-10
15-8
18-2
6-5
9-5
11-11
14-6
16-10
Hem-Fir
#2
6-7
9-7
12-2
14-10
17-3
6-1
8-11
11-3
13-9
15-11
Hem-Fir
#3
5-0
7-4
9-4
11-5
13-2
4-8
6-10
8-8
10-6
12-3
Southern Pine
SS
7-6
11-10
15-7
19-11
24-3
7-6
11-10
15-7
19-11
23-10
Southern Pine
#1
7-5
11-7
14-9
17-6
20-11
7-4
10-10
13-8
16-2
19-4
Southern Pine
#2
7-1
10-2
13-2
15-9
18-5
6-7
9-5
12-2
14-7
17-1
Southern Pine
#3
5-4
7-11
10-1
11-11
14-2
4-11
7-4
9-4
11-0
13-1
Spruce-Pine-Fir
SS
7-1
11-2
14-8
18-0
20-11
7-1
10-9
13-8
16-8
19-4
Spruce-Pine-Fir
#1
6-8
9-9
12-4
15-1
17-6
6-2
9-0
11-5
13-11
16-2
Spruce-Pine-Fir
#2
6-8
9-9
12-4
15-1
17-6
6-2
9-0
11-5
13-11
16-2
Spruce-Pine-Fir
#3
5-0
7-4
9-4
11-5
13-2
4-8
6-10
8-8
10-6
12-3
{continued)
■HI
RAFTER
(Ground Soow Load = 50
TABLE 2308.10.3(4) — contsnyed
SPANS FOK COMMON LUMBER SPECIES
s per square foot, Ceiling iMot Attached to Rafters, UA = 1180)
RAFTER
SPACING
(inches)
SPECIES AMD GRADE
DEAD LOAD =
= 10 pounds per sauare foot
DEAD LOAD =
20 Dounds oer sauare foot
2x4
2x6
2x8 2x10
2x12
2x4
2x6
2x8 1 2x10
2x12
Maximum rafter soans
m. - in.)
m. - in.)
m. - in.)
m. - on.)
m. - in.)
m.-in.)
m. - on.)
m. - in.)
m. - in.)
m. - in.)
19.2
Douglas Fir-Larch
SS
7-3
11-4
14-6
17-8
20-6
7-3
10-7
13-5
16-5
19-0
Douglas Fir-Larch
#1
6-6
9-6
12-0
14-8
17-1
6-0
8-10
11-2
13-7
15-9
Douglas Fir-Larch
#2
6-1
8-11
11-3
13-9
15-11
5-7
8-3
10-5
12-9
14-9
Douglas Fir-Larch
#3
4-7
6-9
8-6
10-5
12-1
4-3
6-3
7-11
9-7
11-2
Hem-Fir
SS
6-10
10-9
14-2
17-5
20-2
6-10
10-5
13-2
16-1
18-8
Hem-Fir
#1
6-4
9-3
11-9
14-4
16-7
5-10
8-7
10-10
13-3
15-5
Hem-Fir
#2
6-0
8-9
11-1
13-7
15-9
5-7
8-1
10-3
12-7
14-7
Hem-Fir
#3
4-7
6-9
8-6
10-5
12-1
4-3
6-3
7-11
9-7
11-2
Southern Pine
SS
7-1
11-2
14-8
18-9
22-10
7-1
11-2
14-8
18-7
21-9
Southern Pine
#1
7-0
10-8
13-5
16-0
19-1
6-8
9-11
12-5
14-10
17-8
Southern Pine
#2
6-6
9-4
12-0
14-4
16-10
6-0
8-8
11-2
13-4
15-7
Southern Pine
#3
4-11
7-3
9-2
10-10
12-11
4-6
6-8
8-6
10-1
12-0
Spruce-Pine-Fir
SS
6-8
10-6
13-5
16-5
19-1
6-8
9-10
12-5
15-3
17-8
Spruce-Pine-Fir
#1
6-1
8-11
11-3
13-9
15-11
5-7
8-3
10-5
12-9
14-9
Spruce-Pine-Fir
#2
6-1
8-11
11-3
13-9
15-11
5-7
8-3
10-5
12-9
14-9
SoD4£;eJBinfiJEir
#3
4-7
6-9
8-6
10-5
12-1
4-3
6-3
7-11
9-7
11-2
24
Douglas Fir-Larch
SS
6-8
10-3
13-0
15-10
18-4
6-6
9-6
12-0
14-8
17-0
Douglas Fir-Larch
#1
5-10
8-6
10-9
13-2
15-3
5-5
7-10
10-0
12-2
14-1
Douglas Fir-Larch
#2
5-5
7-11
10-1
12-4
14-3
5-0
7-4
9-4
11-5
13-2
Douglas Fir-Larch
#3
4-1
6-0
7-7
9-4
10-9
3-10
5-7
7-1
8-7
10-0
Hem-Fir
SS
6-4
9-11
12-9
15-7
18-0
6-4
9-4
11-9
14-5
16-8
Hem-Fir
#1
5-8
8-3
10-6
12-10
14-10
5-3
7-8
9-9
11-10
13-9
Hem-Fir
#2
5-4
7-10
9-11
12-1
14-1
4-11
7-3
9-2
11-3
13-0
Hem-Fir
#3
4-1
6-0
7-7
9-4
10-9
3-10
5-7
7-1
8-7
10-0
Southern Pine
SS
6-7
10-4
13-8
17-5
21-0
6-7
10-4
13-8
16-7
19-5
Southern Pine
#1
6-5
9-7
12-0
14-4
17-1
6-0
8-10
11-2
13-3
15-9
Southern Pine
#2
5-10
8-4
10-9
12-10
15-1
5-5
7-9
10-0
11-11
13-11
Southern Pine
#3
4-4
6-5
8-3
9-9
11-7
4-1
6-0
7-7
9-0
10-8
Spruce-Pine-Fir
SS
6-2
9-6
12-0
14-8
17-1
6-0
8-10
11-2
13-7
15-9
Spruce-Pine-Fir
#1
5-5
7-11
10-1
12-4
14-3
5-0
7-4
9-4
11-5
13-2
Spruce-Pine-Fir
#2
5-5
7-11
10-1
12-4
14-3
5-0
7-4
9-4
11-5
13-2
Soruce-Pine-Fir
#3
4-1
6-0
7-7
9-4
10-9
3-10
5-7
7-1
8-7
10-0
For SI: 1 inch = 25.4 mm, 1 foot = 304.
a. Span exceeds 26 feet in length. Check
8 mm, 1 pound per square
sources for availability of
foot = 47.9 N/ml
lumber in lengths greater than 20 feet.
TABLE 2308.10.3(5)
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Ground Snow Load = 30 pounds per square foot, Ceiling Attached to Rafters, U^ = 240)
O
z
>
n
C
r-
D
Z
o
o
o
p
m
RAFTER
SPACING
(Inches)
SPECIES AND GRADE
DEAD LOAD
= 10 Dounds oer sauare foot
DEAD LOAD
= 20 pounds oer sauare foot
2x4
2x6
2x8 1 2x10
2x12
2x4
2x6
2x8 1 2x10
2x12
Maximum rafter spans
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
12
Douglas Fir-Larch
SS
9-1
14-4
18-10
24-1
Note a
9-1
14-4
18-10
24-1
Note a
Douglas Fir-Larch
#1
8-9
13-9
18-2
22-9
Note a
8-9
13-2
16-8
20-4
23-7
Douglas Fir-Larch
#2
8-7
13-6
17-5
21-4
24-8
8-5
12-4
15-7
19-1
22-1
Douglas Fir-Larch
#3
7-1
10-5
13-2
16-1
18-8
6-4
9-4
11-9
14-5
16-8
Hem-Fir
SS
8-7
13-6
17-10
22-9
Note a
8-7
13-6
17-10
22-9
Note a
Hem-Fir
#1
8-5
13-3
17-5
22-2
25-9
8-5
12-10
16-3
19-10
23-0
Hem-Fir
#2
8-0
12-7
16-7
21-0
24-4
8-0
12-2
15-4
18-9
21-9
Hem-Fir
#3
7-1
10-5
13-2
16-1
18-8
6-4
9-4
11-9
14-5
16-8
Southern Pine
SS
8-11
14-1
18-6
23-8
Note a
8-11
14-1
18-6
23-8
Note a
Southern Pine
#1
8-9
13-9
18-2
23-2
Note a
8-9
13-9
18-2
22-2
Note a
Southern Pine
#2
8-7
13-6
17-10
22-3
Note a
8-7
12-11
16-8
19-11
23-4
Southern Pine
#3
7-7
11-2
14-3
16-10
20-0
6-9
10-0
12-9
15-1
17-11
Spruce-Pine-Fir
SS
8-5
13-3
17-5
22-3
Note a
8-5
13-3
17-5
22-3
Note a
Spruce-Pine-Fir
#1
8-3
12-11
17-0
21-4
24-8
8-3
12-4
15-7
19-1
22-1
Spruce-Pine-Fir
#2
8-3
12-11
17-0
21-4
24-8
8-3
12-4
15-7
19-1
22-1
#3
7-1
in-5
U-l
16-1
18-8
6-4
9-4
11-9
14-5
16-8
16
Douglas Fir-Larch
SS
8-3
13-0
17-2
21-10
Note a
8-3
13-0
17-2
21-3
24-8
Douelas Fir-Larch
#1
8-0
12-6
16-2
19-9
22-10
7-10
11-5
14-5
17-8
20-5
Douglas Fir-Larch
#2
7-10
11-11
15-1
18-5
21-5
7-3
10-8
13-6
16-6
19-2
Douelas Fir-Larch
#3
6-2
9-0
11-5
13-11
16-2
5-6
8-1
10-3
12-6
14-6
Hem-Fir
SS
7-10
12-3
16-2
20-8
25-1
7-10
12-3
16-2
20-8
24-2
Hem-Fir
#1
7-8
12-0
15-9
19-3
22-3
7-7
11-1
14-1
17-2
19-11
Hem-Fir
#2
7-3
11-5
14-11
18-2
21-1
7-2
10-6
13-4
16-3
18-10
Hem-Fir
#3
6-2
9-0
11-5
13-11
16-2
5-6
8-1
10-3
12-6
14-6
Southern Pine
SS
8-1
12-9
16-10
21-6
Note a
8-1
12-9
16-10
21-6
Note a
Southern Pine
#1
8-0
12-6
16-6
21-1
25-7
8-0
12-6
16-2
19-2
22-10
Southern Pine
#2
7-10
12-3
16-2
19-3
22-7
7-10
11-2
14-5
17-3
20-2
Southern Pine
#3
6-7
9-8
12-4
14-7
17-4
5-10
8-8
11-0
13-0
15-6
Spruce-Pine-Fir
SS
7-8
12-0
15-10
20-2
24-7
7-8
12-0
15-10
19-9
22-10
Spruce-Pine-Fir
#1
7-6
11-9
15-1
18-5
21-5
7-3
10-8
13-6
16-6
19-2
Spruce-Pine-Fir
#2
7-6
11-9
15-1
18-5
21-5
7-3
10-8
13-6
16-6
19-2
Spruce-Pine-Fir
#3
6-2
9-0
11-5
13-11
16-2
5-6
8-1
10-3
12-6
14-6
(continued)
TABLE 2308.10.3(5) — coEHtiiniyeci
RAFTER SPANS FOR COWliViON LUMBER SPECBES
(Ground Snow Load = 30 pounds per square foot, Ceiling Attached to Rafters, L/A = 240)
RAFTER
SPACING
(inches)
SPECBES AND GRADE
DEAD LOAD
= 10 Dounds oer sauare foot
DEAD LOAD
= 20 DOunds Der sauare foot
2x4
2x6
2x8
2x10
2x12
2x4
2x6
2x8 2x10
2x12
l\flaximum rafter spans
m. - In.)
m. - In.)
m. - in.)
m. - In.)
m. - In.)
m. - in.)
m. - In.)
m. - In.)
(ft. -In.)
(ft. - In.)
19.2
Douglas Fir-Larch
SS
7-9
12-3
16-1
20-7
25-0
7-9
12-3
15-10
19-5
22-6
Douglas Fir-Larch
#1
7-6
11-8
14-9
18-0
20-11
7-1
10-5
13-2
16-1
18-8
Douglas Fir-Larch
#2
7-4
10-11
13-9
16-10
19-6
6-8
9-9
12-4
15-1
17-6
Douglas Fir-Larch
#3
5-7
8-3
10-5
12-9
14-9
5-0
7-4
9-4
11-5
13-2
Hem-Fir
SS
7-4
11-7
15-3
19-5
23-7
7-4
11-7
15-3
19-1
22-1
Hem-Fir
#1
7-2
11-4
14-4
17-7
20-4
6-11
10-2
12-10
15-8
18-2
Hem-Fir
#2
6-10
10-9
13-7
16-7
19-3
6-7
9-7
12-2
14-10
17-3
Hem-Fir
#3
5-7
8-3
10-5
12-9
14-9
5-0
7-4
9-4
11-5
13-2
Southern Pine
SS
7-8
12-0
15-10
20-2
24-7
7-8
12-0
15-10
20-2
24-7
Southern Pine
#1
7-6
11-9
15-6
19-7
23-4
7-6
11-9
14-9
17-6
20-11
Southern Pine
#2
7-4
11-5
14-9
17-7
20-7
7-1
10-2
13-2
15-9
18-5
Southern Pine
#3
6-0
8-10
11-3
13-4
15-10
5-4
7-11
10-1
11-11
14-2
Spruce-Pine-Fir
SS
7-2
11-4
14-11
19-0
23-1
7-2
11-4
14-9
18-0
20-11
Spruce-Pine-Fir
#1
7-0
10-11
13-9
16-10
19-6
6-8
9-9
12-4
15-1
17-6
Spruce-Pine-Fir
#2
7-0
10-11
13-9
16-10
19-6
6-8
9-9
12-4
15-1
17-6
Snnjce-Pipe-Fi r
-Jit3
5-7
8-3
1£)-5
12-9
14-9
5-0
7-4
9-4
11-5
13.t2 ,
24
Douglas Fir-Larch
SS
7-3
11-4
15-0
19-1
22-6
7-3
11-3
14-2
17-4
20-1
Douglas Fir-Larch
#1
7-0
10-5
13-2
16-1
18-8
6-4
9-4
11-9
14-5
16-8
Douglas Fir-Larch
#2
6-8
9-9
12-4
15-1
17-6
5-11
8-8
11-0
13-6
15-7
Douglas Fir-Larch
#3
5-0
7-4
9-4
11-5
13-2
4-6
6-7
8-4
10-2
11-10
Hem-Fir
SS
6-10
10-9
14-2
18-0
21-11
6-10
10-9
13-11
17-0
19-9
Hem-Fir
#1
6-8
10-2
12-10
15-8
18-2
6-2
9-1
11-6
14-0
16-3
Hem-Fir
#2
6-4
9-7
12-2
14-10
17-3
5-10
8-7
10-10
13-3
15-5
Hem-Fir
#3
5-0
7-4
9-4
11-5
13-2
4-6
6-7
8-4
10-2
11-10
Southern Pine
SS
7-1
11-2
14-8
18-9
22-10
7-1
11-2
14-8
18-9
22-10
Southern Pine
#1
7-0
10-11
14-5
17-6
20-11
7-0
10-6
13-2
15-8
18-8
Southern Pine
#2
6-10
10-2
13-2
15-9
18-5
6-4
9-2
11-9
14-1
16-6
Southern Pine
#3
5-4
7-11
10-]
11-11
14-2
4-9
7-1
9-0
10-8
12-8
Spruce-Pine-Fir
SS
6-8
10-6
13-10
17-8
20-11
6-8
10-5
13-2
16-1
18-8
Spruce-Pine-Fir
#1
6-6
9-9
12-4
15-1
17-6
5-11
8-8
11-0
13-6
15-7
Spruce-Pine-Fir
#2
6-6
9-9
12-4
15-1
17-6
5-11
8-8
11-0
13-6
15-7
Soruce-Pine-Fir
#3
5-0
7-4
9-4
11-5
13-2
4-6
6-7
8-4
10-2
11-10
For SI: 1 inch = 25.4 mm, 1 foot = 304,
a. Span exceeds 26 feet in length. Check
8 mm, 1 pound per square foot = 47.9 N/m^.
sources for availability of lumber in lengths greater than 20 feet.
TABLE 2308.10.3(6)
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Ground Snow Load = 50 pounds per square foot, Ceiling Attached to Rafters, L/A = 240)
w
c
r-
g
z
o
o
o
o
m
RAFTER
SPACSNG
(inches)
SPECIES AND GRADE
DEAD LOAD
= 10 Dounds oer sauare foot
DEAD LOAD
= 20 Dounds per sauare foot
2x4
2x6
2x8
2x10
2x12
2x4
2x6
2x8 1 2x10
2x12
IVIaxImum rafter spans
m. - in.)
m. - in.)
m. - in.)
m. - in.)
m.-in.)
m. - in.)
m.-in.)
m. - In.)
m. - in.)
m. - in.)
12
Douglas Fir-Larch
SS
7-8
12-1
15-11
20-3
24-8
7-8
12-1
15-11
20-3
24-0
Douglas Fir-Larch
#1
7-5
11-7
15-3
18-7
21-7
7-5
11-2
14-1
17-3
20-0
Douglas Fir-Larch
#2
7-3
11-3
14-3
17-5
20-2
7-1
10-5
13-2
16-1
18-8
Douglas Fir-Larch
#3
5-10
8-6
10-9
13-2
15-3
5-5
7-10
10-0
12-2
14-1
Hem-Fir
SS
7-3
11-5
15-0
19-2
23-4
7-3
11-5
15-0
19-2
23-4
Hem-Fir
#1
7-1
11-2
14-8
18-1
21-0
7-1
10-10
13-9
16-9
19-5
Hem-Fir
#2
6-9
10-8
14-0
17-2
19-11
6-9
10-3
13-0
15-10
18-5
Hem-Fir
#3
5-10
8-6
10-9
13-2
15-3
5-5
7-10
10-0
12-2
14-1
Southern Pine
SS
7-6
11-0
15-7
19-11
24-3
7-6
11-10
15-7
19-11
24-3
Southern Pine
#1
7-5
11-7
15-4
19-7
23-9
7-5
11-7
15-4
18-9
22-4
Southern Pine
#2
7-3
11-5
15-0
18-2
21-3
7-3
10-11
14-1
16-10
19-9
Southern Pine
#3
6-2
9-2
11-8
13-9
16-4
5-9
8-5
10-9
12-9
15-2
Spruce-Pine-Fir
SS
7-1
11-2
14-8
18-9
22-10
7-1
11-2
14-8
18-9
22-4
Spruce-Pine-Fir
#1
6-11
10-11
14-3
17-5
20-2
6-11
10-5
13-2
16-1
18-8
Spruce-Pine-Fir
#2
6-11
10-11
14-3
17-5
20-2
6-11
10-5
13-2
16-1
18-8
,:Spi;^fP-]Pjn£;EiL. ... .., , ...^
#3
..,...-5d(I.
!i-6,,..„
^Uhl.
„.™.JL5^.3». .
. ^'hl ... .
7-10
ia-iL,.„„
_™a2;;2.^
14-1
16
Douglas Fir- Larch
SS
7-0
11-0
14-5
18-5
22-5
7-0
11-0
14-5
17-11
20-10
Douglas Fir-Larch
#1
6-9
10-5
13-2
16-1
18-8
6-7
9-8
12-2
14-11
17-3
Douglas Fir-Larch
#2
6-7
9-9
12-4
15-1
17-6
6-2
9-0
11-5
13-11
16-2
Douglas Fir-Larch
#3
5-0
7-4
9-4
11-5
13-2
4-8
6-10
8-8
10-6
12-3
Hem-Fir
SS
6-7
10-4
13-8
17-5
21-2
6-7
10-4
13-8
17-5
20-5
Hem-Fir
#1
6-5
10-2
12-10
15-8
18-2
6-5
9-5
n-11
14-6
16-10
Hem-Fir
#2
6-2
9-7
12-2
14-10
17-3
6-1
8-11
11-3
13-9
15-11
Hem-Fir
#3
5-0
7-4
9-4
11-5
13-2
4-8
6-10
8-8
10-6
12-3
Southern Pine
SS
6-10
10-9
14-2
18-1
22-0
6-10
10-9
14-2
18-1
22-0
Southern Pine
#1
6-9
10-7
13-11
17-6
20-11
6-9
10-7
13-8
16-2
19-4
Southern Pine
#2
6-7
10-2
13-2
15-9
18-5
6-7
9-5
12-2
14-7
17-1
Southern Pine
#3
5-4
7-11
10-1
11-11
14-2
4-11
7-4
9-4
11-0
13-1
Spruce-Pine-Fir
SS
6-5
10-2
13-4
17-0
20-9
6-5
10-2
13-4
16-8
19-4
Spruce-Pine-Fir
#1
6-4
9-9
12-4
15-1
17-6
6-2
9-0
11-5
13-11
16-2
Spruce-Pine-Fir
#2
6-4
9-9
12-4
15-1
17-6
6-2
9-0
11-5
13-11
16-2
Spruce-Pine-Fir
#3
5-0
7-4
9-4
11-5
13-2
4-8
6-10
8-8
10-6
12-3
(continued)
TABLE 2308.10.3(6) — cortinyedl
RAFTER SPANS FOR C0SV1M0^8 LUMBER SPECBES
(Groynd Snow Load = 50 pooods per square foot, Ceiliog Attached to Rafters,
U^ =
o
@
RAHtR
SPACING
finches)
SPECIES AND GRADE
DEAD LOAD
= 10 pounds per sauare foot
DEAD LOAD
= 20 pounds per sauare foot
2x4
2x6
2x8 2x10
2x12
2x4
2x6
L 2x8
2x10
2x12
Maximum rafter soans
m. - in.)
m. - in.)
fft. - in.)
fft. - in.)
fft. - in.)
fft. - in.)
fft. - in.)
fft. - in.)
fft. - in.)
fft. - in.)
19.2
Douglas Fir-Larch
SS
6-7
10-4
13-7
17-4
20-6
6-7
10-4
13-5
16-5
19-0
Douglas Fir-Larch
#1
6-4
9-6
12-0
14-8
17-1
6-0
8-10
11-2
13-7
15-9
Douglas Fir-Larch
#2
6-1
8-11
11-3
13-9
15-11
5-7
8-3
10-5
12-9
14-9
Douglas Fir-Larch
#3
4-7
6-9
8-6
10-5
12-1
4-3
6-3
7-11
9-7
11-2
Hem-Fir
SS
6-2
9-9
12-10
16-5
19-11
6-2
9-9
12-10
16-1
18-8
Hem-Fir
#1
6-1
9-3
11-9
14-4
16-7
5-10
8-7
10-10
13-3
15-5
Hem-Fir
#2
5-9
8-9
11-1
13-7
15-9
5-7
8-1
10-3
12-7
14-7
Hem-Fir
#3
4-7
6-9
8-6
10-5
12-1
4-3
6-3
7-11
9-7
11-2
Southern Pine
SS
6-5
10-2
13-4
17-0
20-9
6-5
10-2
13-4
17-0
20-9
Southern Pine
#1
6-4
9-11
13-1
16-0
19-1
6-4
9-11
12-5
14-10
17-8
Southern Pine
#2
6-2
9-4
12-0
14-4
16-10
6-0
8-8
11-2
13-4
15-7
Southern Pine
#3
4-11
7-3
9-2
10-10
12-11
4-6
6-8
8-6
10-1
12-0
Spruce-Pine-Fir
SS
6-1
9-6
12-7
16-0
19-1
6-1
9-6
12-5
15-3
17-8
Spruce-Pine-Fir
#1
5-11
8-11
11-3
13-9
15-11
5-7
8-3
10-5
12-9
14-9
Spruce-Pine-Fir
#2
5-11
8-11
11-3
13-9
15-11
5-7
8-3
10-5
12-9
14-9
SmifteJEm&JEir
#3
. _ A-1
6-9
M
mr..i
. M-X
. , 4-3 ,
.6.-3.
7-11
_ 9=2 _.
Ur2 _
24
Douglas Fir-Larch
SS
6-1
9-7
12-7
15-10
18-4
6-1
9-6
12-0
14-8
17-0
Douglas Fir-Larch
#1
5-10
8-6
10-9
13-2
15-3
5-5
7-10
10-0
12-2
14-1
Douglas Fir-Larch
#2
5-5
7-11
10-1
12-4
14-3
5-0
7-4
9-4
11-5
13-2
Douglas Fir-Larch
#3
4-1
6-0
1-1
9-4
10-9
3-10
5-7
7-1
8-7
10-0
Hem-Fir
SS
5-9
9-1
11-11
15-12
18-0
5-9
9-1
11-9
14-5
16-8
Hem-Fir
#1
5-8
8-3
10-6
12-10
14-10
5-3
7-8
9-9
11-10
13-9
Hem-Fir
#2
5-4
7-10
9-11
12-1
14-1
4-11
7-3
9-2
11-3
13-0
Hem-Fir
#3
4-1
6-0
1-1
9-4
10-9
3-10
5-7
7-1
8-7
10-0
Southern Pine
SS
6-0
9-5
12-5
15-10
19-3
6-0
9-5
12-5
15-10
19-3
Southern Pine
#1
5-10
9-3
12-0
14-4
17-1
5-10
8-10
11-2
13-3
15-9
Southern Pine
#2
5-9
8-4
10-9
12-10
15-1
5-5
7-9
10-0
11-11
13-11
Southern Pine
#3
4-4
6-5
8-3
9-9
11-7
4-1
6-0
7-7
9-0
10-8
Spruce-Pine-Fir
SS
5-8
8-10
11-8
14-8
17-1
5-8
8-10
11-2
13-7
15-9
Spruce-Pine-Fir
#1
5-5
7-11
10-1
12-4
14-3
5-0
7-4
9-4
11-5
13-2
Spruce-Pine-Fir
#2
5-5
7-11
10-1
12-4
14-3
5-0
7-4
9-4
11-5
13-2
Spruce-Pine-Fir
#3
4-1
6-0
7-7
9-4
10-9
3-10
5-7
7-1
8-7
10-0
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.9 N/m^.
O
WOOD
2308.10.4 Ceiling joist and rafter framing. Rafters shall
be framed directly opposite each other at the ridge. There
shall be a ridge board at least 1 -inch (25 mm) nominal thick-
ness at ridges and not less in depth than the cut end of the raf-
ter. At valleys and hips, there shall be a single valley or hip
rafter not less than 2-inch (5 1 mm) nominal thickness and
not less in depth than the cut end of the rafter.
2308.10.4.1 Ceiling joist and rafter connections. Ceil-
ing joists and rafters shall be nailed to each other and the
assembly shall be nailed to the top wall plate in accor-
dance with Tables 2304.9.1 and 2308.10.1. Ceihng joists
shall be continuous or securely joined where they meet
over interior partitions and fastened to adjacent rafters in
accordance with Tables 2308. 10.4. 1 and 2304.9. 1 to pro-
vide a continuous rafter tie across the building where
such joists are parallel to the rafters. Ceiling joists shall
have a bearing surface of not less than V/2 inches (38
mm) on the top plate at each end.
Where ceiling joists are not parallel to rafters, an
equivalent rafter tie shall be installed in a manner to pro-
vide a continuous tie across the building, at a spacing of
not more than 4 feet (1219 mm) o.c. The connections
shall be in accordance with Tables 2308.10.4.1 and
2304.9. 1 , or connections of equivalent capacities shall be
provided. Where ceiling joists or rafter ties are not pro-
vided at the top of the rafter support walls, the ridge
formed by these rafters shall also be supported by a
girder conforming to Section 2308.4.
Rafter ties shall be spaced not more than 4 feet (1219
mm) o.c. Rafter tie connections shall be based on the
equivalent rafter spacing in Table 2308. 10.4. 1 . Where raf-
ter ties are spaced at 32 inches (813 mm) o.c, the number
of 16d common nails shall be two times the number speci-
fied for rafters spaced 16 inches (406 mm) o.c, with a
minimum of 4-16d common nails where no snow loads
are indicated. Where rafter ties are spaced at 48 inches
(1219 mm) o.c, the number of 16d common nails shall be
two times the number specified for rafters spaced 24
inches (610 mm) o.c, with a minimum of 6-16d common
nails where no snow loads are indicated. Rafter/ceiUng
joist connections and rafter/tie connections shall be of suf-
ficient size and number to prevent splitting from naihng.
2308.10.4.2 Notches and holes. Notching at the ends of
rafters or ceiling joists shall not exceed one-fourth the
depth. Notches in the top or bottom of the rafter or ceiUng
joist shall not exceed one-sixth the depth and shall not be
located in the middle one-third of the span, except that a
notch not exceeding one-third of the depth is permitted in
the top of the rafter or ceiling joist not further from the
face of the support than the depth of the member.
Holes bored in rafters or ceiling joists shall not be
within 2 inches (5 1 mm) of the top and bottom and their
diameter shall not exceed one-third the depth of the
member.
2308.10.4.3 Framing around openings. Trimmer and
header rafters shall be doubled, or of lumber of equiva-
lent cross section, where the span of the header exceeds 4
feet (1219 mm). The ends of header rafters more than 6
feet (1829 mm) long shall be supported by framing
anchors or rafter hangers unless bearing on a beam, parti-
tion or wall.
2308.10.5 Purlins. Purlins to support roof loads are permit-
ted to be installed to reduce the span of rafters within allow-
able Umits and shall be supported by struts to bearing walls.
The maximum span of 2-inch by 4-inch (5 1 mm by 102 mm)
purlins shall be 4 feet (1219 mm). The maximum span of the
2-inch by 6-inch (51 mm by 152 mm) purlin shall be 6 feet
( 1 829 mm), but in no case shall the purUn be smaller than the
supported rafter. Struts shall not be smaller than 2-inch by
4-inch (51 mm by 102 mm) members. The unbraced length
of struts shall not exceed 8 feet (2438 mm) and the minimum
slope of the struts shall not be less than 45 degrees (0.79 rad)
from the horizontal.
2308.10.6 Blocking. Roof rafters and ceiling joists shall be
supported laterally to prevent rotation and lateral displace-
ment in accordance with the provisions of Section 2308.8.5.
2308.10.7 Wood trusses.
2308.10.7.1 Design. Wood trusses shall be designed in
accordance with the requirements of Chapter 23 and ac-
cepted engineering practice. Members are permitted to
be joined by nails, glue, bolts, timber connectors, metal
connector plates or other approved framing devices.
2308.10.7.2 Bracing. The bracing of wood trusses shall
comply with their appropriate engineered design.
2308.10.7.3 Alterations to trusses. Truss members and
components shall not be cut, notched, drilled, spliced or
otherwise altered in any way without written concur-
rence and approval of a registered design professional.
Alterations resulting in the addition of loads to any mem-
ber (e.g., HVAC equipment, water heater) shall not be
permitted without verification that the truss is capable of
supporting such additional loading.
2308.10.8 Roof sheathing. Roof sheathing shall be in ac-
cordance with Tables 2304.7(3) and 2304.7(5) for wood
structural panels, and Tables 2304.7(1) and 2304.7(2) for
lumber and shall comply with Section 2304.7.2.
2308.10.8.1 Joints. Joints in lumber sheathing shall oc-
cur over supports unless approved end-matched lumber
is used, in which case each piece shall bear on at least two
supports.
2308.10.9 Roof planking. Planking shall be designed in ac-
cordance with the general provisions of this code.
In lieu of such design, 2-inch (51 mm) tongue-and-
groove planking is permitted in accordance with Table
2308.10.9. Joints in such planking are permitted to be ran-
domly spaced, provided the system is applied to not less
than three continuous spans, planks are center matched and
end matched or splined, each plank bears on at least one sup-
port, and joints are separated by at least 24 inches (610 mm)
in adjacent pieces.
2308.10.10 Attic ventilation. For attic ventilation, see Sec-
tion 1202.2.
504
2003 INTERNATIONAL BUILDING CODE®
TABLE 2308.1 0A1
RAFTER TIE CONNECTIONS^
RAFTER
SLOPE
TIE SPACING
(iinchies)
MO SNOW LOAD
GeOUND SiNSOW LOAD (pound per square foot)
30 pounds per square foot
50 pounds per square foot
Roof span (feet)
12
20
28
36
12
20
28
36
12
20
28
36
Required number of 16d common naols^'" per connection'^''''®''
3:12
12
4
6
8
10
4
6
8
11
5
8
12
15
16
5
7
10
13
5
8
11
14
6
11
15
20
24
7
11
15
19
7
11
16
21
9
16
23
30
32
10
14
19
25
10
16
22
28
12
27
30
40
48
14
21
29
37
14
32
36
42
18
32
46
60
4:12
12
3
4
5
6
3
5
6
8
4
6
9
11
16
3
5
7
8
4
6
8
11
5
8
12
15
24
4
7
10
12
5
9
12
16
7
12
17
22
32
6
9
13
16
8
12
16
22
10
16
24
30
48
8
14
19
24
10
18
24
32
14
24
34
44
5:12
12
3
3
4
5
3
4
5
7
3
5
7
9
16
3
4
5
7
3
5
7
9
4
7
9
12
24
4
6
8
10
4
7
10
13
6
10
14
18
32
5
8
10
13
6
10
14
18
8
14
18
24
48
7
11
15
20
8
14
20
26
12
20
28
36
7:12
12
3
3
3
4
3
3
4
5
3
4
5
7
16
3
3
4
5
3
4
5
6
3
5
7
9
24
3
4
6
7
3
5
7
9
4
7
10
13
32
4
6
8
10
4
8
10
12
6
10
14
18
48
5
8
11
14
6
10
14
18
9
14
20
26
9:12
12
3
3
3
3
3
3
3
4
3
3
4
5
16
3
3
3
4
3
3
4
5
3
4
5
7
24
3
3
5
6
3
4
6
7
3
6
8
10
32
3
4
6
8
4
6
8
10
5
8
10
14
48
4
6
9
11
5
8
12
14
7
12
16
20
12:12
12
3
3
3
3
3
3
3
3
3
3
3
4
16
3
3
3
3
3
3
3
4
3
3
4
5
24
3
3
3
4
3
3
4
6
3
4
6
8
32
3
3
4
5
3
5
6
8
4
6
8
10
48
3
4
6
7
4
7
8
12
6
8
12
16
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 N/m^.
a. 40d box or 16d sinker box nails are permitted to be substituted for 16d common nails.
b. Nailing requirements are permitted to be reduced 25 percent if nails are clinched.
c. Rafter tie heel joint connections are not required where the ridge is supported by a load-bearing wall, header or ridge beam.
d. When intermediate support of the rafter is provided by vertical struts or purlins to a load-bearing wall, the tabulated heel joint connection requirements are permit-
ted to be reduced proportionally to the reduction in span.
e. Equivalent nailing patterns are required for ceiling joist to ceiling joist lap splices.
f. Connected members shall be of sufficient size to prevent splitting due to nailing.
g. For snow loads less than 30 pounds per square foot, the required number of nails is permitted to be reduced by multiplying by the ratio of actual snow load plus 10
divided by 40, but not Jess than the number required for no snow load.
2003 INTERNATIOMAL BUILDDNG CODE®
WOOD
TABLE 2308.10.9
ALLOWABLE SPANS FOR 2-INCH TONGUE-ANO-GROOVE DECKING
SPAN^
(feet)
LIVE LOAD
(pound per square foot)
DEFLECTION URfllT
BENDING STRESS (f)
(pound per square Inch)
MODULUS OF ELASTICITY (£)
(pound per square inch)
Roofs
4
20
1/240
1/360
160
170,000
256,000
30
1/240
1/360
210
256,000
384,000
40
1/240
1/360
270
340,000
512,000
4.5
20
1/240
1/360
200
242,000
305,000
30
1/240
1/360
270
363,000
405,000
40
1/240
1/360
350
484,000
725,000
5.0
20
1/240
1/360
250
332,000
500,000
30
1/240
1/360
330
495,000
742,000
40
1/240
1/360
420
660,000
1,000,000
5.5
20
1/240
1/360
300
442,000
660,000
30
1/240
1/360
400
662,000
998,000
40
1/240
1/360
500
884,000
1,330,000
6.0
20
1/240
1/360
360
575,000
862,000
30
1/240
1/360
480
862,000
1,295,000
40
1/240
1/360
600
1,150,000
1,730,000
6.5
20
1/240
1/360
420
595,000
892,000
30
1/240
1/360
560
892,000
1,340,000
40
1/240
1/360
700
1,190,000
1,730,000
7.0
20
1/240
1/360
490
910,000
1,360,000
30
1/240
1/360
650
1,370,000
2,000,000
40
1/240
1/360
810
1,820,000
2,725,000
(continued)
506
2003 INTERNATIONAL BUILDING CODE®
TABLE 2308.1 0.9-contiriued
ALLOWABLE SPANS FOR 2-IMCH TONGUE-AMD-GROOVE DECK5NG
SPAN'
(feet)
LIVE LOAD
(pound per square foot)
DEFLECTION LIMIT
BENDENG STRESS (f)
(pound per square inch)
MODULUS OF ELASTICITY (£)
(pound per square inch)
Roofs
7.5
20
1/240
1/360
560
1,125,000
1,685,000
30
1/240
1/360
750
1,685,000
2,530,000
40
1/240
1/360
930
2,250,000
3,380,000
8.0
20
1/240
1/360
640
1,360,000
2,040,000
30
1/240
1/360
850
2,040,000
3,060,000
Floors
4
4.5
5.0
40
1/360
840
950
1,060
1,000,000
1,300,000
1,600,000
tt Seismic Design Category B or Co Structures of
conventional light-frame construction in Seismic Design Cate-
gory B or C, as determined in Section 1616, shall comply with
Sections 2308. 1 1 . 1 through 2308. 11 .3, in addition to the provi-
sions of Sections 2308.1 through 2308.10.
2308ollol Number of stories. Structures of conventional
light-frame construction shall not exceed two stories in
height in Seismic Design Category C.
ui Detached one- and two-family dweUings are
permitted to be three stories in height in Seismic Design
Category C.
1.2 Concrete or masonry. Concrete or masonry walls,
or masonry veneer shall not extend above the basement.
«
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kN/m^, 1 pound per square inch = 0.00689 N/mm^.
a. Spans are based on simple beam action with 10 pounds per square foot dead load and provisions for a 300-pound concentrated load on a 12-inch width of decking.
Random layup is permitted in accordance with the provisions of Section 2308.10.9. Lumber thickness is I'/j inches nominal.
3.2. The bracing of the top story shall be lo-
cated at each end and at least every 25 feet
(7620 mm) o.c. but not less than 40 percent
of the braced wall line. The bracing of the
first story shall be located at each end and
at least every 25 feet (7620 mm) o.c. but not
less than 35 percent of the braced wall line.
3.3. Hold-down connectors shall be provided at
the ends of braced walls for the second
floor to first floor wall assembly with an al-
lowable design of 2,000 pounds (907.0 kg).
Hold-down connectors shall be provided at
the ends of each wall segment of the braced
walls for the first floor to foundation with
an allowable design of 3,900 pounds (1768
kg). In all cases, the hold-down connector
force shall be transferred to the foundation.
1. Masonry veneer is permitted to be used in the first 3.4. Cripple walls shall not be permitted,
two stories above grade or the first three stories 2308.11.3 Framing and connection details. Framing and
above grade where the lowest story has concrete or connection details shall conform to Sections 2308. 11.3.1
masonry walls in Seismic Design Category B, pro- through 2308 113 3
vided that structural use panel wall bracing is used,
and the length of bracing provided is 1.5 times the
required length as determined in Table 2308.9.3(1).
2. Masonry veneer is permitted to be used in the first
story above grade or the first two stories above
grade where the lowest story has concrete or ma-
sonry walls in Seismic Design Category B or C.
3. Masonry veneer is permitted to be used in the first
two stories above grade in Seismic Design Catego-
ries B and C provided the following criteria are met:
3.1. Type of brace per Section 2308.9.3 shall be
Method 3 and the allowable shear capacity
in accordance with Table 2306.4.1 shall be
aminimumof350plf(5108N/m)(ASD).
ige. Braced wall lines shall be an-
chored in accordance with Section 2308.6 at founda-
tions.
2308.11.3.2 Stepped footlegs. Where the height of a re-
quired braced wall panel extending from foundation to
floor above varies more than 4 feet (1219 mm), the fol-
lowing construction shall be used:
1 . Where the bottom of the footing is stepped and the
lowest floor framing rests directly on a sill bolted
to the footings, the sill shall be anchored as re-
quired in Section 2308.3.3.
2. Where the lowest floor framing rests directly on a
sill bolted to a footing not less than 8 feet (2438
2003 SNTERNATDONAL BUILDSMG CODE®
WOOD
mm) in length along a line of bracing, the line shall
be considered to be braced. The double plate of the
cripple stud wall beyond the segment of footing ex-
tending to the lowest framed floor shall be spliced
to the sill plate with metal ties, one on each side of
the sill and plate. The metal ties shall not be less
than 0.058 inch [ 1 .47 mm (16 galvanized gage)] by
1.5 inches (38 mm) wide by 48 inches (1219 mm)
with eight 16d common nails on each side of the
splice location (see Figure 2308. 1 1 .3.2). The metal
tie shall have a minimum yield of 33,000 pounds
per square inch (psi) (227 Mpa).
3. Where cripple walls occur between the top of the
footing and the lowest floor framing, the bracing
requirements for a story shall apply.
2308.11.33 Openings in horizontal diaphragms.
Openings in horizontal diaphragms with a dimension
perpendicular to the joist that is greater than 4 feet (1.2
m) shall be constructed in accordance with the following:
1 . Blocking shall be provided beyond headers.
2. Metal ties not less than 0.058 inch [1.47 mm (16
galvanized gage)] by 1 .5 inches (38 mm) wide with
eight 16d common nails on each side of the
header-joist intersection shall be provided (see
Figure 2308.11.3.3). The metal ties shall have a
minimum yield of 33,000 psi (227 Mpa).
2308.12 Additional requirements for conventional con-
struction in Seismic Design Category D or E. Structures of
conventional light-frame construction in Seismic Design Cate-
gory D or E, as determined in Section 1616, shall conform to
Sections 2308.12.1 through 2308.12.9, in addition to the re-
quirements for Seismic Design Category B or C in Section
2308.11.
2308.12.1 Number of stories. Structures of conventional
hght-frame construction shall not exceed one story in height
in Seismic Design Category D or E.
Exception: Detached one- and two-family dwelhngs are
permitted to be two stories high in Seismic Design Cate-
gory D or E.
2308.12.2 Concrete or masonry. Concrete or masonry
walls, or masonry veneer shall not extend above the base-
ment.
Exceptions Masonry veneer is permitted to be used in
the first story above grade in Seismic Design Category D
provided the following criteria are met:
1. Type of brace in accordance with Section 2308.9.3
shall be Method 3 and the allowable shear capacity
in accordance with Table 2306.4. 1 shall be a mini-
mum of 350 plf (5108 N/m) (ASD).
2. The bracing of the first story shall be located at
each end and at least every 25 feet (7620 mm) o.c.
but not less than 45 percent of the braced wall line.
3. Hold-down connectors shall be provided at the
ends of braced walls for the first floor to founda-
tion with an allowable design of 2,100 pounds
(1768 kg).
4. Cripple walls shall not be permitted.
2308.12.3 Braced wall line spacing. Spacing between inte-
rior and exterior braced wall lines shall not exceed 25 feet
(7620 mm).
I
2x SILL PLATE
CONCRETE
STEPPED FOOTING
2'-0" MIN.
-^ ^
SPLICE — ►
WHERE FOOTING SECTION "A" IS MORE THAN 8'-0",
PROVIDE METAL TIE 16GAx 1 1/2"x4'-0" MIN., EACH SIDE
W/8-16d COMMON NAILS
EACH SIDE OF SPLICE _ _ q. axc
2-2x PLATE
.<V/A<V//.<K
FOOTING SECTION "A"
' ^,n\\\v .\\VA\\\^/,x\\/;
2x CRIPPLE
STUD WALL
'7777ZZVZ777
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
MOTE: WHERE FOOTING SECTION "A"
IS LESS THAN 8'-0" LONG IN A
25'-0" TOTAL LENGTH WALL, PROVIDE
BRACING AT CRIPPLE STUD WALL
FBGURE 2308.11.3.2
STEPPED FOOTING CONNECTION DETAILS
508
2003 8NTERNATJ0NAL BUILDING CODE®
PLYWOOD SHEATHING
DIAPHRAGM OPENING
METAL TIE 16GA. x 1 1/2" x4'-0" MIN., (4 TOTAL)
W/ 16-16d COMMON NAILS AS SHOWN
-OR-
METALTIE 16GA. x 1 1/2" x (OPENING WIDTH + 4'-0") MIN.
(2 TOTAL) W/ 24-1 6d COMMON NAILS
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE 2<
OPENINGS DN HORBZC
,3.3
DBAPHRAGMS
Braced wall lines
shall be braced by one of the types of sheathing prescribed
by Table 2308. 12.4 as shown in Figure 2308.9.3. The sum of
lengths of braced wall panels at each braced wall line shall
conform to Table 2308. 12.4. Braced wall panels shall be dis-
tributed along the length of the braced wall line and start at
not more than 8 feet (2438 mm) from each end of the braced
wall line. A designed collector shall be provided where the
bracing begins more than 8 feet (2438 mm) from each end of
a braced wall line. Panel sheathing joints shall occur over
studs or blocking. Sheathing shall be fastened to studs and
top and bottom plates and at panel edges occurring over
blocking. Wall framing to which sheathing used for bracing
is applied shall be nominal 2 inch wide (actual 172 inch, 38
mm) or larger members.
Cripple walls having a stud height exceeding 14 inches
(356 mm) shall be considered a story for the purpose of this
section and shall be braced as required for braced wall lines
in accordance with Table 2308.12.4. Where interior braced
wall lines occur without a continuous foundation below, the
length of parallel exterior cripple wall bracing shall be one
and one-half times the lengths required by Table 2308.12.4.
Where the cripple wall sheathing type used is Type S- W, and
this additional length of bracing cannot be provided, the ca-
pacity of Type S-W sheathing shall be increased by reducing
the spacing of fasteners along the perimeter of each piece of
sheathing to 4 inches (102 mm) o.c.
2308.12,6 Irregular structures. Conventional light-frame
construction shall not be used in irregular portions of struc-
tures in Seismic Design Category D or E. Such irregular por-
tions of structures shall be designed to resist the forces
specified in Chapter 16 to the extent such irregular features
affect the performance of the conventional framing system.
A portion of a structure shall be considered to be irregular
where one or more of the conditions described in Items 1
through 6 below are present.
1 . Where exterior braced wall panels are not in one plane
vertically from the foundation to the uppermost story
in which they are required, the structure shall be con-
sidered to be irregular [see Figure 2308.12.6(1)1.
2308,12,5 Attachment of sheathing. Fastening of braced
wall panel sheathing shall not be less than that prescribed in
Table 2308. 12.4 or 2304.9. 1 . Wall sheathing shall not be at-
tached to framing members by adhesives.
m Floors with cantilevers or setbacks not
exceeding four times the nominal depth of the floor
joists [see Figure 2308.12.6(2)] are permitted to
support braced wall panels provided:
1 . Floor joists are 2 inches by 10 inches (5 1 mm
by 254 mm) or larger and spaced not more
than 16 inches (406 mm) o.c.
2. The ratio of the back span to the cantilever is
at least 2:1.
3. Floor joists at ends of braced wall panels are
doubled.
4. A continuous rim joist is coimected to the
ends of cantilevered joists. The rim joist is
permitted to be spliced using a metal tie not
less than 0.058 inch (1.47 mm) (16 galva-
nized gage) and IV2 inches (38 mm) wide
fastened with six 16d common nails on each
2003 SMTERMATBOMAL BUILDIiSSG CODE®
509
WOOD
side. The metal tie shall have a minimum
yield of 33,000 psi (227 Mpa).
5. Joists at setbacks or the end of cantilevered
joists shall not carry gravity loads from more
than a single story having uniform wall and
roof loads, nor carry the reactions from
headers having a span of 8 feet (2438 mm) or
more.
2. Where a section of floor or roof is not laterally sup-
ported by braced wall lines on all edges, the structure
shall be considered to be irregular [see Figure
2308.12.6(3)].
Exception: Portions of roofs or floors that do not
support braced wall panels above are permitted to
extend up to 6 feet (1829 mm) beyond a braced
wall line [see Figure 2308.12.6(4)].
3 . Where the end of a required braced wall panel extends
more than 1 foot (305 mm) over an opening in the wall
below, the structure shall be considered to be irregu-
lar. This requirement is apphcable to braced wall pan-
els offset in plane and to braced wall panels offset out
of plane as permitted by the exception to Item 1 above
in this section [see Figure 2308.12.6(5)].
Exception: Braced wall panels are permitted to
extend over an opening not more than 8 feet (2438
mm) in width where the header is a 4-inch by
12-inch (102 mm by 305 mm) or larger member.
4. Where portions of a floor level are vertically offset
such that the framing members on either side of the
offset cannot be lapped or tied together in an approved
manner, the structure shall be considered to be irregu-
lar [see Figure 2308.12.6(6)].
Exception: Framing supported directly by foun-
dations need not be lapped or tied directly together.
5 . Where braced wall lines are not perpendicular to each
other, the structure shall be considered to be irregular
[see Figure 2308.12.6(7)].
6. Where openings in floor and roof diaphragms having
a maximum dimension greater than 50 percent of the
distance between lines of bracing or an area greater
than 25 percent of the area between orthogonal pairs
of braced wall lines are present, the structure shall be
considered to be irregular [see Figure 2308.12.6(8)].
2308.12.7 Exit facilities. Exterior exit balconies, stairs and
similar exit facilities shall be positively anchored to the pri-
mary structure at not over 8 feet (2438 mm) o.c. or shall be
designed for lateral forces. Such attachment shall not be ac-
complished by use of toenails or nails subject to withdrawal.
2308.12.8 Steel plate washers. Steel plate washers shall be
placed between the foundation sill plate and the nut. Such
washers shall be a minimum of V,6 inch by 2 inches by 2
inches (4.76 mm by 51 mm by 51mm) in size.
2308.12.9 Anchorage in Seismic Design Category E.
Steel bolts with a minimum nominal diameter of ^/g inch
(15.9 mm) shall be used in Seismic Design Category E.
TABLE 2308.12.4
WALL BRACING IN SEISMIC DESIGN CATEGORIES D AND E
(Minimum Length of Wall Bracing per each 25 Linear Feel of Braced Wall Line^)
STORY LOCATION
SHEATHING TYPE"
0.50 <Sds< 0.75
0.75 <Sos< 1.00
1.00 <Sos
Top or only story
G-P''
14 feet 8 inches
18 feet 8 inches'^
25 feet inches^
S-W
8 feet inches
9 feet 4 inches'^
12feet0inches=
Story below top story
G-P''
NP
NP
NP
S-W
13 feet 4 inches'^
17 feet 4 inches'^
21 feet 4 inches'^
Bottom story of three stories
G-P''
S-W
Conventional construction not permitted; conformance
with Section 2301.2.1 or 2301.2.2 is required.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Minimum length of panel bracing of one face of wall for S-W sheathing or both faces of wall for G-P sheathing; h/w ratio shall not exceed 2: 1 . For S-W panel brac-
ing of the same material on two faces of the wall, the minimum length is permitted to be one-half the tabulated value but the h/w ratio shall not exceed 2: 1 and de-
sign for uplift is required.
b. G-P = gypsum board, fiberboard, particleboard, lath and plaster, or gypsum sheathing boards; S-W = wood structural panels and diagonal wood sheathing. NP =
not permitted.
c. Applies to one- and two-family detached dwellings only.
d. Nailing as specified below shall occur at all panel edges at studs, at top and bottom plates, and, where occurring, at blocking:
For '/j-inch gypsum board, 5d (0.1 13 inch diameter) cooler nails at 7 inches on center;
For Vg-inch gypsum board, No. 1 1 gage (0.120 inch diameter) at 7 inches on center;
For gypsum sheathing board, V/^ inches long by V|g-inch head, diamond point galvanized nails at 4 inches on center;
For gypsum lath. No. 13 gage (0.092 inch) by 1 Vg inches long, "/^-inch head, plasterboard at 5 inches on center;
For Portland cement plaster. No. 11 gage (0.120 inch) by V/2 inches long, Vj^- inch head at 6 inches on center;
For fiberboard and particleboard, No. 1 1 gage (0.120 inch) by 1 Vj inches long, ^/,g-inch head, galvanized nails at 3 inches on center.
510
2003 INTERNATIONAL BUILDING CODE®
7^
/
PLAN VIEW
2308.12.6C8)
ELS OUT OF
ROOF OR FLOOR SHALL BE PERMITTED
TO EXTEND UP TO SIX FEET BEYOND
THE BRACED WALL LINE
NO BRACED WALL PANEL ABOVE
PERMITTED AT THIS LOCATION
CANTILEVER/SET BACK
SHALL ONLY SUPPORT ROOF
AND WALL WEIGHT
. i
4'-0"
4'-0"
w/ 2 X 1 2
w/ 2 X 1 2
V :
S >
SECTION THRU CANTILEVER
For SI: 1 foot = 304.8 mm.
SECTION THRU SET BACK
E 2308.12.6(2)
UPPORTED BY CANTILEVER OR SET BACK
PLAN VIEW
FDGURE 2308.12.6(3)
FLOOR OR ROOF NOT SUPPORTED ON ALL
DASHED LINE INDICATES BRACED
WALL LINE BELOW
THERE IS NO BRACED WALL LINE
ON THIS EDGE OF THE ROOF
2003 INTERNATIONAL BUILDING CODE®
511
WOOD
PLAN VIEW
ROOF OR FLOOR SHALL BE PERMITTED
TO EXTEND UP TO SIX FEET BEYOND
THE BRACED WALL LINE
NO BRACED WALL PANEL ABOVE
PERMITTED AT THIS LOCATION
For SI: 1 foot = 304.8 mm.
FIGURE 2308.12.6(4)
ROOF OR FLOOR EXTENSION BEYOND BRACED WALL LINE
REQUIRED BRACED
WALL PANEL
MORE THAN r-0"
EXTERIOR ELEVATION
For SI: 1 foot = 304.8 mm.
EXTERIOR ISOMETRIC
FIGURE 2308.12.6(5}
BRACED WALL PANEL EXTENSION OVER OPENING
^=^
^^^^"^^^^
FLOOR JOISTS
CANNOT BE
R
TIED DIRECTLY
t '
TOGETHER
.
/
I
SECTION VIEW
SECTION VIEW
FIGURE 2308.12.6(6)
PORTIONS OF FLOOR LEVEL OFFSET VERTICALLY
512
2003 INTERNATIONAL BUILDING CODE®
BRACED WALL LINES ARE NOT
PERPENDICULAR
PLAN VIEW
FIGURE 2308.12.6(7)
MES WOT PERPEi'
r-
MORE THAN b1/2
IS IRREGULAR
V
l! = =
-/
V
^ 4
MORE THAN b2/2
IS IRREGULAR
X-
i
Li
J
PLAN VIEW
PLAN VIEW
FIGURE 2308.12.6(8)
OPESViBiSiG LIMITMBOMS FOR FLOOR AMD ROOF DIAPHRAGMS
2003 SMTERWATIONAL BUILDING CODE®
513
51 4 2003 8NTERNATI0NAL BUILDING CODE®
2401,1 Scope, The provisions of this chapter shall govern the
materials, design, construction and quahty of glass, light-
transmitting ceramic and light-transmitting plastic panels for
exterior and interior use in both vertical and sloped applications
in buildings and structures.
2401=2 Glazing replacememto The installation of replacement
glass shall be as required for new installations.
The following words and terms shall, for
the purposes of this chapter and as used elsewhere in this code,
have the meanings shown herein.
L A decorative composite glazing material
made of individual pieces of glass that are embedded in a cast
matrix of concrete or epoxy.
DECORATIVE GLASS, A carved, leaded or Dalle glass or
glazing material whose purpose is decorative or artistic, not
functional; whose coloring, texture or other design qualities or
components cannot be removed without destroying the glazing
material and whose surface, or assembly into which it is incor-
porated, is divided into segments.
2403.1 MentMcatiom, Each pane shall bear the manufacturer's
label designating the type and thickness of the glass or glazing
material. The identification shall not be omitted unless ap-
proved and an affidavit is furnished by the glazing contractor
certifying that each light is glazed in accordance with approved
construction documents that comply with the provisions of this
chapter. Safety glazing shall be identified in accordance with
Section 2406.2.
Each pane of tempered glass, except tempered spandrel
glass, shall be permanently identified by the manufacturer. The
identification label shall be acid etched, sand blasted, ceramic
fired, embossed or shall be of a type that once applied cannot be
removed without being destroyed.
Tempered spandrel glass shall be provided with a removable
paper marking by the manufacturer.
2403.2 Glass supports. Where one or more sides of any pane
of glass are not firmly supported, or are subjected to unusual
load conditions, detailed construction documents, detailed
shop drawings and analysis or test data assuring safe perfor-
mance for the specific installation shall be prepared by a regis-
tered design professional.
2403.3 Framing, To be considered firmly supported, the fram-
ing members for each individual pane of glass shall be designed
so the deflection of the edge of the glass perpendicular to the
glass pane shall not exceed Vj^j of the glass edge length or V4
inch (19.1 mm), whichever is less, when subjected to the larger
of the positive or negative load where loads are combined as
specified in Section 1605.
2403,4 Interior glazed areas. Where interior glazing is in-
stalled 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 (plf) (730 N/m) is applied horizontally to one panel at any
point up to 42 inches (1067 mm) above the walking surface.
.5 LoMvered windows or jalousies. Float, wired and pat-
terned glass in louvered windows and jalousies shall be no thin-
ner than nominal V,6 inch (4.8 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 louvered windows or jalousies.
Where other glass types are used, the design shall be submit-
ted to the building official for approval.
AND DEAD LOADS ON GLASS
1.1 Vertical glass. Glass sloped 15 degrees (0.26 rad) or
less from vertical in windows, curtain and window walls, doors
and other exterior applications shall be designed to resist the
wind loads in Section 1609 for components and cladding.
Glass in glazed curtain walls, glazed storefronts and glazed
partitions shall meet the seismic requirements of ASCE 7, Sec-
tion 9.6.2. 10. Glazing firmly supported on all four edges is per-
mitted to be designed by the following provisions. Where the
glass is not firmly supported on all four edges, analysis or test
data ensuring safe performance for the specific installation
shall be prepared by a registered design professional.
The design of vertical glazing shall be based on the follow-
ing equation:
F <F
where:
(Equation 24-1)
Fg„ is the wind load on the glass computed in accordance
with Section 1609 and F„„ is the maximum allowable load on
the glass computed by the following formula:
Pga - C\ Fg^
where:
F„. =
(Equation 24-2)
Maximum allowable equivalent load, pounds per
square foot (psf) (kN/m^) determined from Figures
2404(1) through 2404(12) for the apphcable glass di-
mensions and thickness.
c, = Factor determined from Table 2404. 1 based on glass type.
2003 8NTERNAT10MAL BUILDING CODE®
515
GLASS AND GLAZING
TABLE 2404.1
Ci FACTORS FOR VERTICAL AND SLOPED GLASS^
[For use with Figures 2404(1) through 2404(12)]
GLASS TYPE
FACTOR
Single Glass
Regular (annealed)
1.0
Heat strengthened
2.0
Fully tempered
4.0
Wired
0.50
Patterned'
1.0
Sandblasted'
0.50
Laminated — regular plies'
0.7/0.90'
Laminated — heat-strengthened plies'
1.5/1.8'
Laminated — fully tempered plies'
3.0/3.6'
Insulating Glass''
Regular (annealed)
1.8
Heat strengthened
3.6
Fully tempered
7.2
Laminated — regular plies'
1.4/1.6'
Laminated — heat-strengthened plies'
2.7/3.2'
Laminated — fully tempered plies'
5.4/6.5'
a. Either Table 2404. 1 or 2404.2 shall be appropriate for sloped glass depend-
ing on whether the snow or wind load is dominant (see Section 2404.2). For
glass types (vertical or sloped) not included in the tables, refer to ASTM E
1 300 for guidance.
b. Values apply for insulating glass with identical panes.
c. The value for patterned glass is based on the thinnest part of the pattern; in-
terpolation between graphs is permitted.
d. The value for sandblasted glass is for moderate levels of sandblasting.
e. Values for laminated glass are based on the total thickness of the glass and
apply for glass with two equal glass ply thicknesses.
f . The lower value applies if, for any laminated glass pane, either the ratio of the
long to short dimension is greater than 2.0 or the lesser dimension divided by the
thickness of the pane is 150 or less; the higher value applies in all other cases.
2404.2 Sloped glass. Glass sloped more than 15 degrees (0.26
rad) from vertical in skylights, sunrooms, sloped roofs and
other exterior applications shall be designed to resist the most
critical of the following combinations of loads.
Fg=W„-D (Equatson 24-3)
Fg = Wi + D + 0.5S (Equatnoe24-4)
Fg = Q.5W,+D + S (Equatiom 24=5)
where:
D - Glass dead load (psf)
For glass sloped 30 degrees (0.52 rad) or less from
horizontal,
D = 13 f^ (For SI: 0.0245 g
For glass sloped more than 30 degrees (0.52 rad)
from horizontal,
D = 13 /^ cos e (For SI: 0.0245 t^ cos 6).
Fg = Total load, psf (kN/m^) on glass.
S = Snow load, psf (kN/m^) as determined in Section 1608.
tg = Total glass thickness, inches (mm) of glass panes and plies.
Wi = Inward wind force, psf (kN/m^) as calculated in Section
1609.
W„ = Outward wind force, psf (kN/m^) as calculated in Section
1609.
9 = Angle of slope from horizontal.
Exception: Unit skylights shall be designed in accordance
with Section 2405.5.
The design of sloped glazing shall be based on the following
equation:
F <F„
(Equation 24-6)
where Fg is the maximum load on the glass determined from
Equations 24-3 through 24-5, and F^^ is the maximum allow-
able load on the glass.
If Fg is determined by Equation 24-3 or 24-4 above, Fg^ shall
be computed as for vertical glazing in Section 2404. 1 . If F^ is de-
termined by Equation 24-5 above, Fg^ shall be computed by the
following equation:
F„=c,F„
(Equation 24-7)
where:
F.
= Maximum allowable equivalent load (psf) determined
from Figures 2404(1) through 2404(12) for the apphca-
ble glass dimensions and thickness.
= Factor determined from Table 2404.2 based on glass type.
TABLE 2404.2
Cj, FACTORS FOR SLOPED GLASS^
[For use WDth Figures 2404(1) through 2404(12)]
GLASS TYPE
FACTOR
Single Glass
Regular (annealed)
0.6
Heat strengthened
1.6
Fully tempered
3.6
Wired
0.3
Patterned'
0.6
Laminated — regular plies'"
0.3/0.45'
Laminated — heat-strengthened plies'*
0.8/1 .2'
Laminated — fully tempered plies'"
1.8/2.r
Insulating Glass''
Regular (annealed)
1.1
Heat strengthened
2.9
Fully tempered
6.5
Laminated — regular plies'"
0.54/0.8 r
Laminated — heat-strengthened plies'"
1.4/2.2'
Laminated — fully tempered plies'"
3.3/4.9'
a. Either Table 2404. 1 or 2404.2 shall be appropriate for sloped glass depending on
whether the snow or wind load is dominant (see Section 2404.2). For glass types
(vertical or sloped) not included in the tables, refer to ASTM E 1 300 for guidance.
b. Values apply for insulating glass with identical panes.
c. The value for patterned glass is based on the thinnest part of the pattern; in-
terpolation between graphs is permitted.
d. Values for laminated glass are based on the total thickness of the glass and
apply for glass with two equal glass ply thicknesses.
e. The lower value applies where, for any laminated glass pane, either the ratio of the
long to short dimension is greater than 2.0 or the lesser dimension divided by the
thickness of the pane is 150 or less. The higher value applies in all other cases.
516
2003 INTERNATIONAL BUILDING CODE®
1
1
y
MM
II
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PLATE LENGTH (INCHES)
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For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.
FIGURE 2404(1 f'"'*^'^'®''
MAXSMUii ALLOWABLE LOAD FOR VERTICAL AMD SLOPED
RECTANGULAR GLASS SUPPORTED ON ALL EDGES
NOTES:
a. In each graph, the vertical axis is the lesser dimension; the horizontal axis is the greater dimension.
b. The diagonal number on each graph shows the equivalent design load in psf.
c. The dashed lines indicate glass that has deflection in excess of ^/4 inch.
d. Interpolation between lines is permitted. Extrapolation is not allowed.
e. For laminated glass, the applicable glass thickness is the total glass thickness.
f. For insulating glass panes, the applicable glass thickness is the thickness of one pane.
f
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FBGURE 2404(2)^' ''' ''' *^' ^' '
MAXBMUM ALLOWABLE LOAD FOR VERTBCAL AND SLOPED
RECTANGULAR GLASS SUPPORTED ON ALL EDGES
NOTES:
a. In each graph, the vertical axis is the lesser dimension; the horizontal axis is the greater dimension.
b. The diagonal number on each graph shows the equivalent design load in psf.
c. The dashed lines indicate glass that has deflection in excess of % inch.
d. Interpolation between lines is permitted. Extrapolation is not allowed.
e. For laminated glass, the applicable glass thickness is the total glass thickness.
f. For insulating glass panes, the applicable glass thickness is the thickness of one pane.
2003 8NTERMATaO^SAL BUDLDING CODE®
517
GLASS AND GLAZING
;
1/
1
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For SL 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.
RGURE2404(3f''''*'''''®'*
MAXIMUM ALLOWABLE LOAD FOR VERTDCAL AND SLOPED
RECTANGULAR GLASS SUPPORTED ON ALL EDGES
NOTES:
a. In each graph, the vertical axis is the lesser dimension; the horizontal axis is the greater dimension.
b. The diagonal number on each graph shows the equivalent design load in psf.
c. The dashed lines indicate glass that has deflection in excess of % inch.
d. Interpolation between lines is permitted. Extrapolation is not allowed.
e. For laminated glass, the applicable glass thickness is the total glass thickness.
f. For insulating glass panes, the applicable glass thickness is the thickness of one pane.
;
/
1
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FIGURE 2404(4)^' ''•'=''''^''
MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED
RECTANGULAR GLASS SUPPORTED ON ALL EDGES
NOTES:
a. In each graph, the vertical axis is the lesser dimension; the horizontal axis is the greater dimension.
b. The diagonal number on each graph shows the equivalent design load in psf.
c. The dashed lines indicate glass that has deflection in excess of % inch.
d. Interpolation between lines is permitted. Extrapolation is not allowed.
e. For laminated glass, the applicable glass thickness is the total glass thickness.
f. For insulating glass panes, the applicable glass thickness is the thickness of one pane.
518
2003 INTERNATIONAL BUILDING CODE®
GLAZB
'
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20 30 40 50 60 70 80 90 100 110 120 130 140 150
PLATE LENGTH (INCHES)
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.
MAXIMUM ALLOWABLE LOAD FOR VERTICAL AMD SLOPED
RECTANGULAR GLASS SUPPORTED ©M ALL EDGES
NOTES:
a. In each graph, the vertical axis is the lesser dimension; the horizontal axis is the greater dimension.
b. The diagonal number on each graph shows the equivalent design load in psf.
c. The dashed lines indicate glass that has deflection in excess of % inch.
d. Interpolation between lines is permitted. Extrapolation is not allowed.
e. For laminated glass, the applicable glass thickness is the total glass thickness.
f. For insulating glass panes, the applicable glass thickness is the thickness of one pane.
_
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PLATE LENGTH (INCHES)
a, b, c, d, e,f
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.
MAXSMUfW ALLOWABLE LOAD FOR VERTICAL ASMD SLOPEI
RECTANGULAR GLASS SUPPORTED ON ALL EDGES
NOTES:
a. In each graph, the vertical axis is the lesser dimension; the horizontal axis is the greater dimension.
b. The diagonal number on each graph shows the equivalent design load in psf.
c. The dashed lines indicate glass that has deflection in excess of % inch.
d. Interpolation between lines is permitted. Extrapolation is not allowed.
e. For laminated glass, the applicable glass thickness is the total glass thickness.
f . For insulating glass panes, the applicable glass thickness is the thickness of one pane.
2003 8NTERNATI0NAL BOBLDIMG CODE®
GLASS AND GLAZING
-
1 1 1 1 1 1
5/1 6-IN. GLASS
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40 50 60 70 80 90 100 110 120 130 140 150 180 170 180 190 200
PLATE LENGTH (INCHES)
For SI: 1 inch - 25.4 mm, 1 pound per square foot = 0.0479 kPa.
FIGURE 2404(7f'''''='**'^'*
MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED
RECTANGULAR GLASS SUPPORTED ON ALL EDGES
NOTES:
a. In each graph, the vertical axis is the lesser dimension; the horizontal axis is the greater dimension.
b. The diagonal number on each graph shows the equivalent design load in psf.
c. The dashed lines indicate glass that has deflection in excess of % inch.
d. Interpolation between Hnes is permitted. Extrapolation is not allowed.
e. For laminated glass, the applicable glass thickness is the total glass thickness.
f. For insulating glass panes, the applicable glass thickness is the thickness of one pane.
3/8-IN. GLASS
DESIGN LOAD (PSF)
50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
PLATE LENGTH (INCHES)
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.
FIGURE 2404(8)^' ''•''■'''®'*
MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED
RECTANGULAR GLASS SUPPORTED ON ALL EDGES
NOTES:
a. In each graph, the vertical axis is the lesser dimension; the horizontal axis is the greater dimension.
b. The diagonal number on each graph shows the equivalent design load in psf.
c. The dashed lines indicate glass that has deflection in excess of % inch.
d. Interpolation between lines is permitted. Extrapolation is not allowed.
e. For laminated glass, the applicable glass thickness is the total glass thickness.
f. For insulating glass panes, the apphcable glass thickness is the thickness of one pane.
520
2003 INTERNATIONAL BUILDING CODE®
GLASS ,
GLAZII
i
i
t^
1/2-IN. GLASS
1
20
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40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
PLATE LENGTH (INCHES)
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.
FIGURE 2404(9f''*''''**'^''
MAXBSMUWi ALLOWABLE LOAD FOR VERTICAL AMD SLOPEI
RECTANGULAR GLASS SUPPORTED ON ALL EDGES
NOTES:
a. In each graph, the vertical axis is the lesser dimension; the horizontal axis is the greater dimension.
b. The diagonal number on each graph shows the equivalent design load in psf .
c. The dashed lines indicate glass that has deflection in excess of % inch.
d. Interpolation between lines is permitted. Extrapolation is not allowed.
e. For laminated glass, the applicable glass thickness is the total glass thickness.
f. For insulating glass panes, the applicable glass thickness is the thickness of one pane.
■
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60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
PLATE LENGTH (INCHES)
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.
FIGURE 2404(1 0)^' "' "^' ^' ®' '
MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED
RECTANGULAR GLASS SUPPORTED ON ALL EDGES
NOTES:
a. In each graph, the vertical axis is the lesser dimension; the horizontal axis is the greater dimension.
b. The diagonal number on each graph shows the equivalent design load in psf.
c. The dashed lines indicate glass that has deflection in excess of % inch.
d. Interpolation between hnes is permitted. Extrapolation is not allowed.
e. For laminated glass, the applicable glass thickness is the total glass thickness.
f. For insulating glass panes, the applicable glass thickness is the thickness of one pane.
2003 8NTERNAT50NAL BUSLDJNG CODE®
521
GLASS AND GLAZING
y
1
1
1
3/4-IN. GLASS
DESIGN LOAD (PSF) -
41
y
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100
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60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
PLATE LENGTH (INCHES)
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.
FIGURE 2404(1 If-'''''''''®'*
MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED
RECTANGULAR GLASS SUPPORTED ON ALL EDGES
NOTES:
a. In each graph, the vertical axis is the lesser dimension; the horizontal axis is the greater dimension.
b. The diagonal number on each graph shows the equivalent design load in psf.
c. The dashed lines indicate glass that has deflection in excess of ^li^ inch.
d. Interpolation between lines is permitted. Extrapolation is not allowed.
e. For laminated glass, the applicable glass thickness is the total glass thickness.
f. For insulating glass panes, the applicable glass thickness is the thickness of one pane.
50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
PLATE LENGTH (INCHES)
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.
FIGURE 2404(1 af'^-'^'"'®''
MAXIMUM ALLOWABLE LOAD FOR VERTICAL AND SLOPED
RECTANGULAR GLASS SUPPORTED ON ALL EDGES
NOTES:
a. In each graph, the vertical axis is the lesser dimension; the horizontal axis is the greater dimension.
b. The diagonal number on each graph shows the equivalent design load in psf.
c. The dashed lines indicate glass that has deflection in excess of ^ inch.
d. Interpolation between lines is permitted. Extrapolation is not allowed.
e. For laminated glass, the applicable glass thickness is the total glass thickness.
f. For insulating glass panes, the applicable glass thickness is the thickness of one pane.
522
2003 INTERNATIONAL BUILDING CODE®
GLASS AMD GLAZSI
that the height of the greenhouse at the ridge does not
exceed 30 feet (9144 mm) above grade.
2405 J Scopeo This section applies to the installation of glass
and other transparent, translucent or opaque glazing material
installed at a slope more than 15 degrees (0.26 rad) from the
vertical plane, including glazing materials in skylights, roofs
and sloped walls.
2405o2 Allowable glazimg materials and llmltaMonSo Sloped
glazing shall be any of the following materials, subject to the
listed limitations.
1 . For monolithic glazing systems, the glazing material of
the single light or layer shall be laminated glass with a
minimum 30-mil (0.76 mm) polyvinyl butyral (or equiv-
alent) interlayer, wired glass, light-transmitting plastic
materials meeting the requirements of Section 2607,
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
Item 1 above.
Annealed glass is permitted to be used as specified within
Exceptions 2 and 3 of Section 2405.3.
For additional requirements for plastic skylights, see Section
2610. Glass-block construction shall conform to the require-
ments of Section 2101 .2.5.
2405.3 Screenmg. Where used in monolithic glazing systems,
heat-strengthened glass and fully tempered glass shall have
screens installed below the glazing material. The screens and
their fastenings shall: (1) be capable of supporting twice the
weight of the glazing; (2) be firmly and substantially fastened
to the framing members and (3) be installed within 4 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 mesh not larger than 1 inch by 1 inch (25
mm by 25 imn). In a corrosive atmosphere, structurally equiva-
lent noncorrosive screen materials shall be used.
Heat-strengthened glass, fully tempered glass and wired glass,
when used in multiple-layer glazing systems as the bottom
glass layer over the walking surface, shall be equipped with
screening that conforms to the requirements for monolithic
glazing systems.
Exceptlom; In monolithic and multiple-layer sloped glazing
systems, the following applies:
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 10 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 commercial or detached
noncombustible greenhouses used exclusively for
growing plants and not open to the public, provided
4. Screens shall not be required within individual dwell-
ing units in Groups R-2, R-3 and R-4 as applicable in
Section 101.2 where fully tempered glass is used as
single glazing or as both panes in an insulating glass
unit, and the following conditions are met:
4.1. Each pane of the glass is 16 square feet (1.5
m^) 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 accessible area.
4.3. The glass thickness is V,6 inch (4.8 mm) or
less.
5. Screens shall not be required for laminated glass with
a 15 -mil (0.38 mm) polyvinyl butyral (or equivalent)
interlayer used within individual dwelling units in
Groups R-2, R-3 and R-4 as applicable in Section
101.2 within the following limits:
5.1. Each pane of glass is 16 square feet (1.5 m^) or
less in area.
5.2. The highest point of the glass is 12 feet (3658
mm) or less above a walking surface or other
accessible area.
2405.4 Framing, In Type 1 and 2 construction, sloped glazing
and skylight frames shall be constructed of noncombustible
materials. In structures where acid fumes deleterious to metal
are incidental to the use of the buildings, approved pres-
sure-treated wood or other approved noncorrosive materials
are permitted to be used for sash and frames. Framing support-
ing sloped glazing and skylights shall be designed to resist the
tributary roof loads in Chapter 16. Skylights set at an angle of
less than 45 degrees (0.79 rad) from the horizontal plane shall
be mounted at least 4 inches (102 mm) above the plane of the
roof on a curb constructed 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.
Exceptlum: Installation of a skylight without a curb shall be
permitted on roofs with a minimum slope of 14 degrees
(three units vertical in 12 units horizontal) in Group R-3 oc-
cupancies as applicable in Section 101.2. All unit skyhghls
installed in a roof with a pitch flatter than 14 degrees (0.25
rad) shall be mounted at least 4 inches (102 mm) above the
plane of the roof on a curb constructed as required for the
frame unless otherwise specified in the manufacturer's in-
stallation instructions.
2405.5 Umit skylights. Unit skyhghts shall be tested and la-
beled as complying with 101/I.S.2/NAFS Voluntary Perfor-
mance Specification for Windows, Skylights and Glass. The
label shall state the name of the manufacturer, the approved la-
behng agency, the product designation and the performance
grade rating as specified in 101/I.S.2/NAFS. If the product
manufacturer has chosen to have the performance grade of the
skylight rated separately for positive and negative design pres-
sure, then the label shall state both performance grade ratings
as specified in 101/I.S.2/NAFS and the skyhght shall comply
with Section 2405.5.2. If the skylight is not rated separately for
2003 SNTERNATIONAL BUILDBMG CODE®
523
GLASS AND GLAZING
positive and negative pressure, then the performance grade rat-
ing shown on the label shall be the performance grade rating
determined in accordance with 101/I.S.2/NAFS for both posi-
tive and negative design pressure, and the skylight shall con-
form to Section 2405.5.1.
2405.5.1 Unit skylights rated for the same performance
grade for both positive and negative design pressure.
The design of unit skyhghts shall be based on the following
equation:
F^<PG
where:
(Equation 24-8)
Fg is the maximum load on the skylight determined from
Equations 24-3 through 24-5 in Section 2404.2.
PG is the performance grade rating of the skylight.
2405.5.2 Unit skylights rated for separate performance
grades for positive and negative design pressure. The de-
sign of unit skylights rated for performance grade for both
positive and negative design pressures shall be based on the
following equations:
F,i<PG,,,
F„„ <PG
Neg
(Equation 24-.9)
(Equation 24=10)
where:
PGpos is the performance grade rating of the skylight under
positive design pressure,
PGyveg is the performance grade rating of the skylight under
negative design pressure, and
Fgi and F^^ are determined in accordance with the following:
If Wo ^ D, where W^ is the outward wind force, psf (kN/m^)
as calculated in Section 1609 and D is the dead weight of the
glazing, psf (kN/m^) as determined in Section 2404.2 for
glass, or by the weight of the plastic, psf (kN/m^) for plastic
glazing.
Fgi is the maximum load on the skylight determined from
Equations 24-4 and 24-5 in Section 2404.2,
Fgg is the maximum load on the skylight determined from
Equation 24-3.
If Wo < D, where W„ is the outward wind force, psf (kN/m^)
as calculated in Section 1609 and D is the dead weight of the
glazing, psf (kN/m^) as determined in Section 2404.2 for
glass, or by the weight of the plastic for plastic glazing.
Fgi is the maximum load on the skylight determined from
Equations 24-3 through 24-5 in Section 2404.2,
F„. = 0.
SECTION 2406
SAFETY GLAZING
2406.1 Human impact loads. Individual glazed areas, includ-
ing glass mirrors, in hazardous locations as defined in Section
2406.3 shall comply with Sections 2406. 1 . 1 through 2406. 1 .5.
2406.1.1 CPSC 16 CFR 1201. Except as provided in Sec-
tions 2406.1.2 through 2406.1.5, all glazing shall pass the
test requirements of CPSC 16 CFR 1201, Usted in Chapter
35. Glazing shall comply with the CPSC 16 CFR, Part 1201
criteria, for Category I or II as indicated in Table 2406. 1 .
2406.1.2 Wired glass. In other than Group E, wired glass in-
stalled in fire doors, fire windows and view panels in fire-re-
sistant walls shall be permitted to comply with ANSI Z97. 1 .
2406.1.3 Plastic glazing. Plastic glazing shall meet the
weathering requirements of ANSI Z97.1.
2406.1.4 Glass Mock. Glass-block walls shall comply with
Section 2101.2.5.
2406.1.5 Louvered windows and jalousies. Louvered win-
dows and jalousies shall comply with Section 2403.5.
2406.2 IdentifEication of safety glazing. Except as indicated in
Section 2406.2.1, each pane of safety glazing installed in haz-
ardous locarions shall be identified by a label specifying the la-
beler, whether the manufacturer or installer, and the safety
glazing standard with which it complies, as well as the informa-
tion specified in Section 2403. 1 . The label shall be acid etched,
sand blasted, ceramic fired or an embossed mark, or shall be of
a type that once applied cannot be removed without being de-
stroyed.
Exceptions:
1 . For other than tempered glass, labels are not required,
provided the building official approves the use of a
certificate, affidavit or other evidence confirming
compliance with this code.
2. Tempered spandrel glass is permitted to be identified
by the manufacturer with a removable paper label.
2406.2.1 Multilight assemblies. Multihght glazed assem-
blies having individual lights not exceeding 1 square foot
(0.09 square meter) in exposed area shall have at least one
TABLE 2406.1
MINIMUM CATEGORY CLASSIFICATION OF GLAZING
EXPOSED SURFACE AREA
OF ONE SIDE
OF ONE LITE
GLAZING IN
STORM OR
COMBINATION
DOORS
(Category class)
GLAZING IN
DOORS
(Category class)
GLAZED PANELS
REGULATED BY
ITEM 7 OF
SECTION 2406.3
(Category class)
GLAZED PANELS
REGULATED BY
ITEM 6 OF
SECTION 2406.3
(Category class)
DOORS AND
ENCLOSURES
REGULATED BY ITEM
5 OF SECTION 2406.3
(Category class)
SLIDING GLASS
DOORS PATIO
TYPE
(Category class)
9 square feet or less
I
I
No requirement
I
II
U
More than 9 square feet
II
II
II
II
II
II
For- SI: I square foot = 0.0929m2.
524
2003 INTERNATIONAL BUILDING CODE®
GLAZB
light in the assembly marked as indicated in Section 2406.2.
Other Hghts in the assembly shall be marked "CPSC 16 CFR
1201" or "ANSI Z97.1," as appropriate.
iSo The following shall be consid-
ered specific hazardous locations requiring safety glazing ma-
terials:
1 . Glazing in swinging doors except jalousies (see Section
2406.3.1).
2. Glazing in fixed and sliding panels of sliding door as-
semblies and panels in sliding and bifold closet door as-
semblies.
3. Glazing in storm doors.
4. Glazing in unframed swinging doors.
5. Glazing in doors and enclosures for hot tubs, whirl-
pools, 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 (1524 mm) above a
standing surface.
6. Glazing in an individual fixed or operable panel adja-
cent to a door where the nearest exposed edge of the
glazing is within a 24-inch (610 mm) arc of either verti-
cal edge of the door in a closed position and where the
bottom exposed edge of the glazing is less than 60
inches (1524 mm) above the walking surface.
1 . Panels where there is an intervening wall or
other permanent barrier between the door and
glazing.
2. Where access through the door is to a closet or
storage area 3 feet (914 mm) or less in depth.
Glazing in this application shall comply with
Section 2406.3, Item 7.
3 . Glazing in walls perpendicular to the plane of
the door in a closed position, other than the
wall towards which the door swings when
opened, in one- and two-family dwellings or
within dwelling units in Group R-2.
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 9
square feet (0.84 m^);
7.2. Exposed bottom edge less than 18 inches (457
mm) above the floor;
7.3. Exposed top edge greater than 36 inches (914
mm) above the floor; and
7.4. One or more walking surface(s) within 36 inches
(914 mm) horizontally of the plane of the glaz-
ing.
lion; Safety glazing for Item 7 is not re-
quired for the following installations:
1. A protective bar V/^ inches (38 mm) or
more in height, capable of withstanding a
horizontal load of 50 pounds plf (730
N/m) without contacting the glass, is in-
stalled on the accessible sides of the glaz-
ing 34 inches to 38 inches (864 mm to
965 mm) above the floor.
2. The outboard pane in insulating glass
units or multiple glazing where the bot-
tom 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 horizon-
tal) (0.78 rad) surface adjacent to the
glass exterior.
8. Glazing in guards and railings, including structural bal-
uster panels and nonstructural in-fiU panels, regardless
of area or height above a walking surface.
9. Glazing in walls and fences enclosing indoor and out-
door swimming pools, hot tubs and spas where all of
the following conditions are present:
9.1. The bottom edge of the glazing on the pool or spa
side is less than 60 inches (1524 mm) above a
walking surface on the pool or spa side of the
glazing; and
9.2. The glazing is within 60 inches (1524 mm) hori-
zontally of the water's edge of a swimming pool
or spa.
10. Glazing adjacent to stairways, landings and ramps
within 36 inches (914 mm) horizontally of a walking
surface; when the exposed surface of the glass is less
than 60 inches (1524 mm) above the plane of the adja-
cent walking surface.
11. Glazing adjacent to stairways within 60 inches (1524
mm) horizontally of the bottom tread of a stairway in
any direction when the exposed surface of the glass is
less than 60 inches (1524 mm) above the nose of the
tread.
Exceptiom: Safety glazing for Item 10 or 1 1 is not re-
quired for the following installations where:
1. The side of a stairway, landing or ramp which
has a guardrail or handrail, including balusters
or in-fill panels, complying with the provisions
of Sections 1012 and 1607.7; and
2. The plane of the glass is greater than 18 inches
(457 mm) from the railing.
2406.3.1 Exceptions: The following products, materials
and uses shall not be considered specific hazardous loca-
tions:
1. Openings in doors through which a 3~inch (76 mm)
sphere is unable to pass.
2. Decorative glass in Section 2406.3, Item 1, 6 or 7.
3. Glazing materials used as curved glazed panels in re-
volving doors.
4. Commercial refrigerated cabinet glazed doors.
5. Glass-block panels complying with Section 2101 .2.5.
2003 SMTERiMMDOiMAL BUILDIMG CODE®
525
GLASS AND GLAZING
6. Louvered windows and jalousies complying with the
requirements of Section 2403.5.
7. Mirrors and other glass panels mounted or hung on a
surface that provides a continuous backing support.
2406.4 Fire department access panels. Fire department glass
access panels shall be of tempered glass. For insulating glass
units, all panes shall be tempered glass.
SECTION 2407
GLASS IN HANDRAILS AND GUARDS
2407.1 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
be of an approved safety glazing material that conforms to the
provisions of Section 2406. 1.1. For all glazing types, the mini-
mum nominal thickness shall be ^U inch (6.4 mm). Fully tem-
pered glass and laminated glass shall comply with Category 11
of CPSC 16 CFR 1201, listed in Chapter 35.
2407.1.1 Loads. The panels and their support system shall
be designed to withstand the loads specified in Section
1607.7. A safety factor of four shall be used.
2407.1.2 Support. Each handrail or guard 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 guard.
2407.1.3 Parking garages. Glazing materials shall not be
installed in railings in parking garages except for pedestrian
areas not exposed to impact from vehicles.
SECTION 2408
GLAZING IN ATHLETIC FACILITIES
2408.1 GeneraL Glazing in athletic facilities and similar uses
subject to impact loads, which forms whole or partial wall sec-
tions or which is used as a door or part of a door, shall comply
with this section.
2408.2 Racquetball and squash courts.
2408.2.1 Testing. Test methods and loads for individual
glazed areas in racquetball and squash courts subject to im-
pact loads shall conform to those of CPSC 16 CFR, Part
1201, listed in Chapter 35, with impacts being apphed at a
height of 59 inches (1499 mm) above the playing surface to
an actual or simulated glass wall installation with fixtures,
fittings and methods of assembly identical to those used in
practice.
Glass walls shall comply with the following conditions:
1 . A glass wall in a racquetball or squash court, or simi-
lar use subject to impact loads, shall remain intact fol-
lowing a test impact.
2. The deflection of such walls shall not be greater than
1 '/2 inches (38 mm) at the point of impact for a drop
height of 48 inches (1219 mm).
Glass doors shall comply with the following conditions:
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 thick-
ness of the wall plus ^1^ inch (12.7 mm) for a drop
height of 48 inches (1219 mm).
2408,3 Gymnasiums and basketball courts. Glazing in mul-
tipurpose gymnasiums, basketball courts and similar athletic
facilities subject to human impact loads shall comply with Cat-
egory 11 of CPSC 16 CFR 1201, hsted in Chapter 35.
SECTION 2409
GLASS IN FLOORS AND SIDEWALKS
2409.1 GeneraL Glass installed in the walking surface of
floors, landings, stairwells and similar locations shall comply
with Sections 2409.2 through 2409.4.
2409.2 Design load. The design for glass used in floors, land-
ings, stair treads and similar locations shall be determined as
indicated in Section 2409.4 based on the load that produces the
greater stresses from the following:
1. The uniformly distributed unit load (F„) from Section
1605;
2. The concentrated load {F^) from Table 1607.1; or
3. The actual load (F^) produced by the intended use.
The dead load (D) for glass in psf (kN/m^) shall be taken as
the total thickness of the glass plies in inches by 13 (For SI:
glass plies in mm by 0.0245). Load reductions allowed by Sec-
tion 1607.9 are not permitted.
2409.3 Laminated glass. Laminated glass having a minimum
of two plies shall be used. The glass shall be capable of support-
ing the total design load, as indicated in Section 2409.4, with
any one ply broken.
2409.4 Design formula. Glass in floors and sidewalks shall be
designed to resist the most critical of the following combina-
tions of loads:
F^ = 2F^ + D
F=(^FJA) + D
F, = F^ + D
(Equation 24-11)
(Equation 24-12)
(Equation 24-13)
where:
A = Area of rectangular glass, ft^ (m^).
D = Glass dead load (psf) = 13 r^ (for SI: 0.0245 r^,kN/m2).
tg = Total glass thickness, inches (mm).
F^ = Actual intended use load, psf (kN/m^).
F^ = Concentrated load, pounds (kN).
526
2003 INTERNATIONAL BUILDING CODE®
GLASS AND GLAZIMG
«
Fg = Total load, psf (kN/m^) on glass.
F„ = Uniformly distributed load, psf (kN/m^).
The design of the glazing shall be based on
Fg < Fg„ (Eqiaatnom 24= 14)
where F^ is the maximum load on the glass determined from
the load combinations above, and F^^ is the maximum allow-
able load on the glass, computed by the following formula:
F^, = 0.67c2Fg,
where:
Fgg = Maximum allowable equivalent load, psf (kN/m^), deter-
mined from Figures 2404(1) through 2404(12) for the
applicable glass dimensions and thickness; and
C2 = Factor determined from Table 2404.2 based on glass
type.
The factor, C2, for laminated glass found in Table 2404.2
shall apply to two-ply laminates only. The value of F„ shall be
doubled for dynamic applications.
NATIONAL BUBLDBSMG CODE® 527
528 2003 INTERNATIONAL BUILDING CODE®
CHAFTB
25©1.1.1 GeneraL Provisions of this chapter shall govern
the materials, design, construction and quality of gypsum
board, lath, gypsum plaster and cement plaster.
2501.1.2 Performaece. Lathing, plastering and gypsum
board construction shall be done in the manner and with the
materials specified in this chapter, and when required for
fire protection, shall also comply with the provisions of
Chapter?.
Is. Other approved wall or ceiling
coverings shall be permitted to be installed in accordance
with the recommendations of the manufacturer and the con-
ditions of approval.
3. Ceiling and roof soffits located a minimum horizontal
distance of 10 feet (3048 mm) from the outer edges of the
ceiling or roof soffits.
Horizontal strands of tautened wire at-
tached to surfaces of vertical supports which, when covered
with the building paper, provide a backing for cement plaster.
2S03,1 ImspectiOEi. Lath and gypsum board shall be inspected
in accordance with Section 109.3.5.
DEFIWmONS
2502,1 Definltloms. The following words and terms shall, for
the purposes of this chapter and as used elsewhere in this code,
have the meanings shown herein.
CEMENT PLASTER. A mixture of portland or blended ce-
ment, Portland cement or blended cement and hydrated lime,
masonry cement or plastic cement and aggregate and other ap-
proved materials as specified in this code.
SURFACES. Weather-exposed surfaces.
GYPSUM BOARD. Gypsum wallboard, gypsum sheathing,
gypsum base for gypsum veneer plaster, exterior gypsum soffit
board, predecorated gypsum board or water-resistant gypsum
backing board complying with the standards listed in Tables
2506.2, 2507.2 and Chapter 35.
GYPSUM PLASTEE. A mixture of calcined gypsum or cal-
cined gypsum and lime and aggregate and other approved ma-
terials as specified in this code.
GYPSUM VENEER PLASTER. Gypsum plaster apphed to
an approved base in one or more coats normally not exceeding
'/4 inch (6.4 mm) in total thickness.
Surfaces other than weather-ex-
posed surfaces.
WEATHER=EXPOSED SURFACES, Surfaces of walls,
ceihngs, floors, roofs, soffits and similar surfaces exposed to
the weather except the following:
1 . Ceihngs and roof soffits enclosed by walls, fascia, bulk-
heads or beams that extend a minimum of 1 2 inches (305
mm) below such ceiUng or roof soffits.
2. Walls or portions of walls beneath an unenclosed roof
area, where located a horizontal distance from an open
exterior opening equal to at least twice the height of the
opening.
2504.1 Scope. The following requirements shall be met where
construction involves gypsum board, lath and plaster in vertical
and horizontal assemblies.
2504,1,1 Wood framimg. Wood supports for lath or gypsum
board, as well as wood stripping or furring, shall not be less
than 2 inches (5 1 mm) nominal thickness in the least dimen-
sion.
m The minimum nominal dimension of wood
furring strips installed over solid backing shall not be less
than 1 inch by 2 inches (25 mm by 51 mm).
2504.1.2 Studless partitions. The minimum thickness of
vertically erected studless sohd plaster partitions of ^/g-inch
(9.5 mm) and ^-inch (19.1 mm) rib metal lath or
V2-inch-thick (12.7 mm) long-length gypsum lath and gyp-
sum board partitions shall be 2 inches (51 mm).
l)o Wood-framed
shear walls sheathed with gypsum board, lath and plaster shall
be designed and constructed in accordance with Section 2306.4
and are permitted to resist wind and seismic loads. Walls resist-
ing seismic loads shall be subject to the limitafions in Section
1617.6.
2505.2 Reslstamce to shear (steel framing). Cold-formed
steel framed shear walls sheathed with gypsum board and con-
structed in accordance with the materials and provisions of
Sections 2211.1, 2211.2, 2211.2.1 and 2211.2.2.3 are permit-
ted to resist wind and seismic loads. Walls resisting seismic
loads shall be subject to the limitations in Section 1617.6.
2003 SNTERNAT80MAL BOHLDDMG CODE®
529
GYPSUM BOARD AND PLASTER
SECTION 2506
GYPSUM BOARD MATERIALS
2506.1 General. Gypsum board materials and accessories
shall be identified by the manufacturer's designation to indi-
cate compliance with the appropriate standards referenced in
this section and stored to protect such materials from the
weather.
2506.2 Standards. Gypsum board materials shall conform to
the appropriate standards listed in Table 2506.2 and Chapter 35
and, where required for fire protection, shall conform to the
provisions of Chapter 7.
TABLE 2506.2
GYPSUM BOARD MATERIALS AND ACCESSORIES
MATERIAL
STANDARD
Accessories for gypsum board
ASTM CI 047
Gypsum sheathing
ASTM C 79
Gypsum wallboard
ASTM C 36
Joint reinforcing tape and compound
ASTM C 474; C 475
Nails for gypsum boards
ASTM C 514,
F 547, F 1667
Steel screws
ASTM C 954; C 1002
Steel studs, nonload bearing
ASTM C 645
Steel studs, load bearing
ASTM C 955
Water-resistant gypsum backing board
ASTM C 630
Exterior soffit board
ASTM C 931
Fiber-reinforced gypsum panels
ASTM C 1278
Gypsum backing board and gypsum
shaftliner board
ASTM C 442
Gypsum ceiling board
ASTM C 1395
Standard specification for gypsum board
ASTM C 1396
Predecorated gypsum board
ASTM C 960
Adhesives for fastening gypsum wallboard
ASTM C 557
Testing gypsum and gypsum products
ASTM C 22; C 472;
C473
Glass mat gypsum substrate
ASTM C 1177
Glass mat gypsum backing panel
ASTM C 1178
2506.2.1 Other materials. Metal suspension systems for
acoustical and lay-in panel ceilings shall conform with
ASTM C 635 Hsted in Chapter 35 and Section 9.6.2.6 of
ASCE 7 for installation in high seismic areas.
SECTION 2507
LATHING AND PLASTERING
2507.1 GeneraL Lathing and plastering materials and accesso-
ries shall be marked by the manufacturer's designation to indi-
cate compliance with the appropriate standards referenced in
this section and stored in such a manner to protect them from
the weather.
2507o2 Standards. Lathing and plastering materials shall con-
form to the standards listed in Table 2507.2 and Chapter 35 and,
where required for fire protection, shall also conform to the
provisions of Chapter 7.
TABLE 2507.2
LATH, PLASTERING MATERIALS AND ACCESSORIES
MATERIAL
STANDARD
Accessories for gypsum veneer base
ASTM C 1047
Exterior plaster bonding compounds
ASTM C 932
Gypsum base for veneer plasters
ASTM C 588
Gypsum casting and molding plaster
ASTM C 59
Gypsum Keene's cement
ASTM C 61
Gypsum lath
ASTM C 37
Gypsum plaster
ASTM C 28
Gypsum veneer plaster
ASTM C 587
Interior bonding compounds, gypsum
ASTM C 631
Lime plasters
ASTM C 5; C 206
Masonry cement
ASTM C 91
Metal lath
ASTM C 847
Plaster aggregates
Sand
Perlite
Vermiculite
ASTM C 35;
C897
ASTM C 35
ASTM C 35
Plastic cement
ASTM C 1328
Blended cement
ASTM C 595
Portland cement
ASTM CI 50
Steel studs and track
ASTM C 645; C 955
Steel screws
ASTM C 1002; C 954
Welded wire lath
ASTM C 933
Woven wire plaster base
ASTM C 1032
SECTION 2508
GYPSUiV! CONSTRUCTION
2508.1 Genera!. Gypsum board and gypsum plaster construc-
tion shall be of the materials listed in Tables 2506.2 and 2507.2.
These materials shall be assembled and installed in compliance
with the appropriate standards listed in Tables 2508.1 and
2511.1, and Chapter 35.
TABLE 2508.1
INSTALLATION OF GYPSUM CONSTRUCTION
MATERIAL
STANDARD
Gypsum sheathing
ASTM C 1280
Gypsum veneer base
ASTM C 844
Gypsum board
GA-216; ASTM C 840
Interior lathing and furring
ASTM C 841
Steel framing for gypsum boards
ASTM C 754; C 1007
530
2003 INTERNATIONAL BUILDING CODE®
GYPSUM BOARD AND PLASTER
Gypsum wallboard or gypsum plaster
shall not be used in any exterior surface where such gypsum
construction will be exposed directly to the weather. Gypsum
wallboard shall not be used where there will be direct exposure
to water or continuous high humidity conditions. Gypsum
sheathing shall be installed on exterior surfaces in accordance
with ASTM C 1280.
2508.2ol Weather protectloHo Gypsum wallboard, gypsum
lath or gypsum plaster shall not be installed until weather
protection for the installation is provided.
Edges and ends of gypsum
board shall occur on the framing members, except those edges
and ends that are perpendicular to the framing members. Edges
and ends of gypsum board shall be in moderate contact except
in concealed spaces where fire-resistance-rated construction,
shear resistance or diaphragm action is not required.
25^H3A Floatlmg aimgks. Fasteners at the top and bottom
plates of vertical assemblies, or the edges and ends of hori-
zontal assemblies perpendicular to supports, and at the wall
line are permitted to be omitted except on shear resisting el-
ements or fire-resistance-rated assemblies. Fasteners shall
be applied in such a manner as not to fracture the face paper
with the fastener head.
Gypsum board fire-resistance-rated
assemblies shall have joints and fasteners treated.
m Joint and fastener treatment need not be pro-
vided where any of the following conditions occur:
1 . Where the gypsum board is to receive a decorative fin-
ish such as wood paneling, battens, acoustical finishes
or any similar application that would be equivalent to
joint treatment.
2. On single-layer systems where joints occur over wood
framing members.
3. Square edge or tongue-and-groove edge gypsum
board (V-edge), gypsum backing board or gypsum
sheathing.
4. On multilayer systems where the joints of adjacent
layers are offset from one to another.
5. Assemblies tested without joint treatment.
2S08,S Horizontal gypsem board diaphragm ceilings. Gyp-
sum board shall be permitted to be used on wood joists to create
a horizontal diaphragm ceiling in accordance with Table
2508.5.
2508oSol Diaphragm proportions. The maximum allow-
able diaphragm proportions shall be 1 '/2: 1 between shear re-
sisting elements. Rotation or cantilever conditions shall not
be permitted.
Gypsum board used in a horizontal
diaphragm ceiling shall be installed perpendicular to ceiling
framing members. End joints of adjacent courses of gypsum
board shall not occur on the same joist.
2508o5.3 Blocklmg of perimeter edges. All perimeter edges
shall be blocked using a wood member not less than 2-inch
by 6-inch (51 mm by 159 mm) nominal dimension.
Blocking material shall be installed flat over the top plate of
the wall to provide a nailing surface not less than 2 inches
(5 1 mm) in width for the attachment of the gypsum board.
Fasteners used for the attachment of
gypsum board to a horizontal diaphragm ceiling shall be as
defined in Table 2508.5. Fasteners shall be spaced not more
than 7 inches (178 mm) on center (o.c.) at all supports, in-
cluding perimeter blocking, and not more than Vg inch (9.5
mm) from the edges and ends of the gypsum board.
2508,So5 Lateral force restrictnoEis. Gypsum board shall
not be used in diaphragm ceilings to resist lateral forces im-
posed by masonry or concrete construction.
SECTION 2S09
areas. Showers and public toilet walls shall con-
form to Sections 1210.2 and 1210.3.
>r tile. When gypsum board is used as a base for
tile or wall panels for tubs, shower or water closet compartment
walls, water-resistant gypsum backing board shall be used as a
substrate. Regular gypsum wallboard is permitted under tile or
wall panels in other wall and ceiling areas when installed in ac-
cordance with GA-216 or ASTM C 840.
^^^R;
TABLE 2508.5
SHEAR CAPACITY FOR HORIZONTAL WOOD FRAMED GYPSUM BOARD DIAPHRAGM CEILING ASSEMBLIES
MATERIAL
THSCKMESS OF MATERSAL
(MINIMUM)
(inches)
SPACSNG OF FRAMBNG
MEMBERS (MAXIMUM)
(inches)
SHEAR VALUE^'"
{pn of ceiling)
MIMIMUM FASTENER SIZE
Gypsum board
V2
16 o.c.
90
5d cooler or wallboard nail;
1%-inch long; 0.086-inch shank;
'V54 -inch head*^
Gypsum board
%
24 o.c.
70
5d cooler or wallboard nail;
1%-inch long; 0.086-inch shank;
'Vg4 -inch head'^
For SI: 1 inch = 25.4 mm.
a. Values are not cumulative with other horizontal diaphragm values and are for short-term loading due to wind or seismic loading. Values shall be reduced 25 percent
for normal loading.
b. Values shall be reduced 50 percent in Seismic Categories D, E and F.
c. lV4-inch, No. 6 Type S or W screws are permitted to be substituted for the listed nails.
2003 INTERMATiOMAL BUILD8MG CODE®
53-J
GYPSUM BOARD AND PLASTER
2509.3 Limitations. Water-resistant gypsum backing board
shall not be used in the following locations:
1. Over a vapor retarder in shower or bathtub compart-
ments.
2. Where there will be direct exposure to water or in areas
subject to continuous high humidity.
3. On ceilings where frame spacing exceeds 12 inches (305
mm) o.c. for V2-inch-thick (12.7 mm) water-resistant
gypsum backing board and more than 16 inches (406
mm) o.c. for Vg-inch-thick (15.9 mm) water-resistant
gypsum backing board.
SECTION 2510
LATHING AND FURRING FOR
CEMENT PLASTER (STUCCO)
2510.1 General. Exterior and interior cement plaster and lath-
ing shall be done with the appropriate materials listed in Table
2507.2 and Chapter 35.
2510.2 Weather protection. Materials shall be stored in such a
manner as to protect such materials from the weather.
2510.3 Installation. Installation of these materials shall be in
compliance with ASTM C 926 and ASTM C 1063.
2510.4 Corrosion resistance. Metal lath and lath attachments
shall be of corrosion-resistant material.
2510.5 Backing. Backing or a lath shall provide sufficient ri-
gidity to permit plaster applications.
2510.5.1 Sepport of lath. Where lath on vertical surfaces
extends between rafters or other similar projecting mem-
bers, solid backing shall be installed to provide support for
lath and attachments.
2510.5.2 Use of gypsum backing board.
2510.5.2.1 Use of gypsum board as a backing board..
Gypsum lath or gypsum wallboard shall not be used as a
backing for cement plaster.
Exception: Gypsum lath or gypsum wallboard is per-
mitted, with a weather-resistant barrier, as a backing
for self-furred metal lath or self-furred wire fabric lath
and cement plaster where either of the following con-
ditions occur:
1 . On horizontal supports of ceilings or roof sof-
fits.
2. On interior walls.
2510.5.2.2 Use of gypsum sheathing backing. Gypsum
sheathing is permitted as a backing for metal or wire fab-
ric lath and cement plaster on walls. A weather-resistant
barrier shall be provided in accordance with Section
2510.6.
2510.5.3 Backing not required. Wire backing is not re-
quired under expanded metal lath or paperbacked wire fab-
ric lath.
2510.6 Weather-resistant barriers. Weather-resistant barri-
ers shall be installed as required in Section 1404.2 and, where
applied over wood-based sheathing, shall include a weather-re-
sistant vapor-permeable barrier with a performance at least
equivalent to two layers of Grade D paper.
2510.7 Preparation of masonry and concrete. Surfaces shall
be clean, free from efflorescence, sufficiently damp and rough
for proper bond. If the surface is insufficiently rough, approved
bonding agents or a portland cement dash bond coat mixed in
proportions of not more than two parts volume of sand to one
part volume of portland cement or plastic cement shall be ap-
plied. The dash bond coat shall be left undisturbed and shall be
moist cured not less than 24 hours.
SECTION 2511
INTERIOR PLASTER
2511.1 General. Plastering gypsum plaster or cement plaster
shall not be less than three coats where applied over metal lath
or wire fabric lath and not less than two coats where applied
over other bases permitted by this chapter.
Exception: Gypsum veneer plaster and cement plaster spe-
cifically designed and approved for one-coat applications.
TABLE 251 1.1
INSTALLATSON OF PLASTER CONSTRUCTION
MATERIAL
STANDARD
Gypsum plaster
ASTM C 842
Gypsum veneer plaster
ASTM C 843
Interior lathing and furring
(gypsum plaster)
ASTM C 841
Lathing and furring (cement plaster)
ASTM C 1063
Portland cement plaster
ASTM C 926
Steel framing
ASTM C 754; C 1007
2511.1.1 Installation. Installation of lathing and plaster
materials shall conform with Table 2511.1 and Section
2507.
2511.2 Limitations. Plaster shall not be applied directly to fi-
ber insulation board. Cement plaster shall not be applied di-
rectly to gypsum lath or gypsum plaster except as specified in
Sections 2510.5.1 and 2510.5.2.
2511.3 Grounds. Where installed, grounds shall ensure the
minimum thickness of plaster as set forth in ASTM C 842 and
ASTM C 926. Plaster thickness shall be measured from the
face of lath and other bases.
2511.4 Interior masonry or concrete. Condition of surfaces
shall be as specified in Section 25 10.7. Approved specially pre-
pared gypsum plaster designed for application to concrete sur-
faces or approved acoustical plaster is permitted. The total
thickness of base coat plaster applied to concrete ceiHngs shall
be as set forth in ASTM C 842 or ASTM C 926. Should ceiUng
surfaces require more than the maximum thickness permitted
in ASTM C 842 or ASTM C 926, metal lath or wire fabric lath
shall be installed on such surfaces before plastering.
532
2003 INTERNATIONAL BUILDING CODE®
GYPSUM BOARD AND PLASTER
Ql>
2511.5 Wet areas. Showers and public toilet walls shall con-
form to Sections 1210.2 and 1210.3. When wood frame walls
and partitions are covered on the interior with cement plaster or
tile of similar material and are subject to water splash, the fram-
ing shall be protected with an approved moisture barrier.
TABLE 2512.6
CEMENT PLASTERS^
2512,1 Geraeral. Plastering with cement plaster shall not be
less than three coats where applied over metal lath or wire fab-
ric lath and not less than two coats where applied over masonry,
concrete or gypsum board backing as specified in Section
25 10.5. If the plaster surface is to be completely covered by ve-
neer or other facing material, or is completely concealed by an-
other wall, plaster application need be only two coats, provided
the total thickness is as set forth in ASTM C 926.
2512.1.1 Oe=gradle floor slak On wood framed or steel
stud construction with an on-grade concrete floor slab sys-
tem, exterior plaster shall be applied in such a manner as to
cover, but not to extend below, the lath and paper. The appli-
cation of lath, paper and flashing or drip screeds shall com-
ply with ASTM C 1063.
2512.1.2 Weep screeds. A minimum 0.019-inch (0.48 mm)
(No. 26 galvanized sheet gage), corrosion-resistant weep
screed with a minimum vertical attachment flange of 3V2
inches (89 mm) shall be provided at or below the foundation
plate line on exterior stud walls in accordance with ASTM C
926. The weep screed shall be placed a minimum of 4 inches
(102 mm) above the earth or 2 inches (5 1 mm) above paved
areas and be of a type that will allow trapped water to drain
to the exterior of the building. The weather-resistant barrier
shall lap the attachment flange. The exterior lath shall cover
and terminate on the attachment flange of the weep screed.
2512.2 Plasticity agents. Only approved plasticity agents and
approved amounts thereof shall be added to portland cement.
When plastic cement or masonry cement is used, no additional
lime or plasticizers shall be added. Hydrated lime or the equiva-
lent amount of lime putty used as a plasticizer is permitted to be
added to cement plaster or cement and lime plaster in an
amount not to exceed that set forth in ASTM C 926.
2512.3 Limitatioms. Gypsum plaster shall not be used on exte-
rior surfaces.
2512.4 Cememt plaster. Plaster coats shall be protected from
freezing for a period of not less than 24 hours after set has oc-
curred. Plaster shall be applied when the ambient temperature
is higher than 40°F (4°C), unless provisions are made to keep
cement plaster work above 40°F (4°C) during application and
48 hours thereafter.
2512.5 Secomd-coat application. The second coat shall be
brought out to proper thickness, rodded and floated sufficiently
rough to provide adequate bond for the finish coat. The second
coat shall have no variation greater than 74 inch (6.4 mm) in any
direction under a 5-foot (1524 mm) straight edge.
2512.6 Coring and interval. First and second coats of cement
plaster shall be applied and moist cured as set forth in ASTM C
926 and Table 2512.6.
COAT
MIDNIMUM PERIOD MOIST
CURING
MIMOMUiVl INTERVAL
BETWEEN COATS
First
48 hours^
48 hours''
Second
48 hours
7 days=
Finish
—
Notec
a. The first two coats shall be as required for the first coats of exterior plaster,
except that the moist-curing time period between the first and second coats
shall not be less than 24 hours. Moist curing shall not be required where job
and weather conditions are favorable to the retention of moisture in the ce-
ment plaster for the required time period.
b. Twenty-four-hour minimum interval between coats of interior cement plas-
ter. For alternate method of application, see Section 2512.8.
c. Finish coat plaster is permitted to be applied to interior portland cement base
coats after a 48-hour period.
2512.7 Application to solid backings. Where applied over
gypsum backing as specified in Section 2510.5 or directly to
unit masonry surfaces, the second coat is permitted to be ap-
plied as soon as the first coat has attained sufficient hardness.
The second coat is
permitted to be applied as soon as the first coat has attained suf-
ficiently rigidity to receive the second coat.
2512,8.1 Admixtwres. When using this method of applica-
fion, calcium aluminate cement up to 15 percent of the
Weipht nf fhp nnrtlanri rpmpnf ic r»(=»mniftprl tn Kp fiHrlpH fr» thp
mix.
n, calcium aluminate cement up to 15 percent of the
ight of the Portland cement is permitted to be added to the
X.
2512.8.2 Curing. Curing of the first coat is permitted to be
omitted and the second coat shall be cured as set forth in
ASTM C 926 and Table 2512.6.
coats. Cement plaster finish coats shall be ap-
plied over base coats that have been in place for the time peri-
ods set forth in ASTM C 926. The third or finish coat shall be
applied with sufficient material and pressure to bond and to
cover the brown coat and shall be of sufficient thickness to con-
ceal the brown coat.
IV
2513.1 General. Exposed natural or integrally colored aggre-
gate is permitted to be partially embedded in a natural or col-
ored bedding coat of cement plaster or gypsum plaster, subject
to the provisions of this section.
2513.2 Aggregate. The aggregate shall be applied manually or
mechanically and shall consist of marble chips, pebbles or sim-
ilar durable, moderately hard (three or more on the Mohs hard-
ness scale), nonreactive materials.
25 13.3 Bedding coat proportions. The bedding coat for inte-
rior or exterior surfaces shall be composed of one-part portland
cement, one-part Type S lime and a maximum of three parts of
graded white or natural sand by volume. The bedding coat for
interior surfaces shall be composed of 100 pounds (45.4 kg) of
neat gypsum plaster and a maximum of 200 pounds (90.8 kg) of
graded white sand. A factory-prepared bedding coat for inte-
rior or exterior use is permitted. The bedding coat for exterior
2003 INTERNATBONAL BUILDBNG CODE®
533
GYPSUM BOARD AND PLASTER
surfaces shall have a minimum compressive strength of 1 ,000
pounds per square inch (psi) (6895 kPa).
2513.4 Application. The bedding coat is permitted to be ap-
plied directly over the first (scratch) coat of plaster, provided
the ultimate overall thickness is a minimum of Vg inch (22 mm),
including lath. Over concrete or masonry surfaces, the overall
thickness shall be a minimum of 72 inch (12.7 mm).
2513.5 Bases, Exposed aggregate plaster is permitted to be ap-
plied over concrete, masonry, cement plaster base coats or gyp-
sum plaster base coats installed in accordance with Section
2511 or 25 12.
2513.6 Preparation of masonry and concrete. Masonry and
concrete surfaces shall be prepared in accordance with the pro-
visions of Section 2510.7.
2513.7 Curing of base coats. Cement plaster base coats shall
be cured in accordance with ASTM C 926. Cement plaster bed-
ding coats shall retain sufficient moisture for hydration (hard-
ening) for 24 hours minimum or, where necessary, shall be kept
damp for 24 hours by light water spraying.
534 2003 INTERNATIONAL BUILDING CODE®
'L
SEOTIOW 2601
GENERAL
,1 Scopfio These provisions shall govern the materials, de-
sign, application, construction and installation of foam plastic,
foam plastic insulation, plastic veneer, interior plastic finish
and trim and light-transmitting plastics. See Chapter 14 for re-
quirements for exterior wall finish and trim.
2602,1 GemeraL The following words and terms shall, for the
purposes of this chapter and as used elsewhere in this code,
have the meanings shown herein.
ISOLATION. A plastic that is intention-
ally expanded by the use of a foaming agent to produce a re-
duced-density plastic containing voids consisting of open or
closed cells distributed throughout the plastic for thermal insu-
lating or acoustical purposes and that has a density less than 20
pounds per cubic foot (pcf) (320 kg/m^).
LIGHT-DIFFUSING SYSTEMo Construction consisting in
whole or in part of lenses, panels, grids or baffles made with
light-transmitting plastics positioned below independently
mounted electrical light sources, skyHghts or light-transmitting
plastic roof panels. Lenses, panels, grids and baffles that are
part of an electrical fixture shall not be considered as a light-dif-
fusing system.
LIGHT=TMANSMITTING PLASTIC ROOF PANELS.
Structural plastic panels other than skylights that are fastened
to structural members, or panels or sheathing and that are used
as light-transmitting media in the plane of the roof.
LIGHT-TRANSMITTING PLASTIC WALL PANELS,
Plastic materials that are fastened to structural members, or to
structural panels or sheathing, and that are used as light-trans-
mitting media in exterior walls.
PLASTIC, APPROVED, Any thermoplastic, thermosetting
or reinforced thermosetting plastic material that conforms to
combustibihty classifications specified in the section applica-
ble to the application and plastic type.
PLASTIC GLAZING, Plastic materials that are glazed or set
in frame or sash and not held by mechanical fasteners that pass
through the glazing material.
REINFORCED PLASTIC, GLASS FIBER, Plastic rein-
forced with glass fiber having not less than 20 percent of glass
fibers by weight.
THERMOPLASTIC MATERIAL, A plasfic material that is
capable of being repeatedly softened by increase of tempera-
ture and hardened by decrease of temperature.
THERMOSETTING MATERIAL, A plastic material that is
capable of being changed into a substantially nonreformable
product when cured.
26(D3,1 General, The provisions of this section shall govern the
requirements and uses of foam plastic insulation in buildings
and structures.
2603.2 Labelleg and Identlficatiom. Packages and containers
of foam plastic insulation and foam plastic insulation compo-
nents delivered to the job site shall bear the label of an approved
agency showing the manufacturer's name, the product listing,
product identification and information sufficient to determine
that the end use will comply with the code requirements.
ig characteristics. Unless otherwise
indicated in this section, foam plastic insulation and foam plas-
tic cores of manufactured assemblies shall have a flame spread
index of not more than 75 and a smoke-developed index of not
more than 450 where tested in the maximum thickness in-
tended for use in accordance with ASTM E 84. Loose fill-type
foam plastic insulation shall be tested as board stock for the
flame spread index and smoke-developed index.
1 . Smoke-developed index for interior trim as provided
for in Section 2604.2.
2. In cold storage buildings, ice plants, food plants, food
processing rooms and similar areas, foam plastic in-
sulation where tested in a thickness of 4 inches (102
mm) shall be permitted in a thickness up to 10 inches
(254 mm) where the building is equipped throughout
with an automatic fire sprinkler system in accordance
with Section 903.3.1.1. The approved automatic
sprinkler system shall be provided in both the room
and that part of the building in which the room is lo-
cated.
3 . Foam plastic insulation that is a part of a Class A, B or
C roof-covering assembly provided the assembly
with the foam plastic insulation satisfactorily passes
FM 4450 or UL 1256. The smoke-developed index
shall not be limited for roof applications.
4. Foam plastic insulation greater than 4 inches (102
mm) in thickness shall have a maximum flame spread
index of 75 and a smoke-developed index of 450
where tested at a minimum thickness of 4 inches (102
mm), provided the end use is approved in accordance
with Section 2603.8 using the thickness and density
intended for use.
5. Flame spread and smoke-developed indexes for foam
plastic interior signs in covered mall buildings pro-
vided the signs comply with Section 402.14.
2603,4 Thermal barrier. Except as provided for in Sections
2603.4.1 and 2603.8, foam plastic shall be separated from the
interior of a building by an approved thermal banier of 0.5-inch
(12.7 mm) gypsum wallboard or equivalent thermal barrier ma-
terial that will limit the average temperature rise of the unex-
2003 ir^TERNATDONAL BUIILD8MG CODE®
535
PLASTIC
posed surface to not more than 250°F (120°C) after 15 minutes
of fire exposure, complying with the standard time-tempera-
ture curve of ASTM E 119. The thermal barrier shall be in-
stalled in such a manner that it will remain in place for 15
minutes based on FM 4880, UL 1040, NFPA 286 or UL 1715.
Combustible concealed spaces shall comply with Section 717.
2603.4.1 Thermal barrier not required. The thermal bar-
rier specified in Section 2603.4 is not required under the
conditions set forth in Sections 2603.4.1.1 through
2603.4.1.13.
2603.4.1.1 Masonry or concrete construction. In a ma-
sonry or concrete wall, floor or roof system where the
foam plastic insulation is covered on each face by a mini-
mum of 1 inch (25 mm) thickness of masonry or con-
crete.
2603.4.1.2 Cooler and freezer walls. Foam plastic in-
stalled in a maximum thickness of 10 inches (254 mm) in
cooler and freezer walls shall:
1. Have a flame spread index of 25 or less and a
smoke-developed index of not more than 450,
where tested in a minimum 4 inch (102 mm) thick-
ness.
2. Have flash ignition and self-ignition temperatures
of not less than 600°F and 800°F (316°C and
427°C), respectively.
3. Have a covering of not less than 0.032-inch (0.8
mm) aluminum or corrosion-resistant steel having
a base metal thickness not less than 0.0160 inch
(0.4 mm) at any point.
4. Be protected by an automatic sprinkler system.
Where the cooler or freezer is within a building,
both the cooler or freezer and that part of the build-
ing in which it is located shall be sprinklered.
2603.4.1.3 Walk-in coolers. In nonsprinklered build-
ings, foam plastic having a thickness that does not exceed
4 inches ( 1 02 mm) and a maximum flame spread index of
75 is permitted in walk-in coolers or freezer units where
the aggregate floor area does not exceed 400 square feet
(37 m^) and the foam plastic is covered by a metal facing
not less than 0.032-inch-thick (0.81 mm) aluminum or
corrosion-resistant steel having a minimum base metal
thickness of 0.016 inch (0.41 mm). A thickness of up to
10 inches (254 mm) is permitted where protected by a
thermal barrier.
2603.4.1.4 Exterior walls — one-story buildings. For
one-story buildings, foam plastic having a flame spread
index of 25 or less, and a smoke-developed index of not
more than 450, shall be permitted without thermal barri-
ers in or on exterior walls in a thickness not more than 4
inches (102 mm) where the foam plastic is covered by a
thickness of not less than 0.032-inch-thick (0.81 mm)
aluminum or corrosion-resistant steel having a base
metal thickness of 0.0160 inch (0.41 mm) and the build-
ing is equipped throughout with an automatic sprinkler
system in accordance with Section 903.3.1.1.
2603.4.1.5 Roofing. Foam plastic insulation under a roof
assembly or roof covering that is installed in accordance
with the code and the manufacturer's instructions shall
be separated from the interior of the building by wood
structural panel sheathing not less than 0.47 inch (1 1.9
mm) in thickness bonded with exterior glue, with edges
supported by blocking, tongue-and-groove joints or
other approved type of edge support, or an equivalent
material. A thermal barrier is not required for foam plas-
tic insulation that is a part of a Class A, B or C roof-cover-
ing assembly, provided the assembly with the foam
plastic insulation satisfactorily passes FM 4450 or UL
1256.
2603.4.1.6 Attics and crawl spaces. Within an attic or
crawl space where entry is made only for service of utili-
ties, foam plastic insulation shall be protected against ig-
nition by 1.5-inch-thick (38 mm) mineral fiber
insulation; 0.25-inch-thick (6.4 mm) wood structural
panel, particleboard or hardboard; 0.375-inch (9.5 mm)
gypsum wallboard, corrosion-resistant steel having a
base metal thickness of 0.016 inch (0.4 mm) or other ap-
proved material installed in such a manner that the foam
plastic insulation is not exposed. The protective covering
shall be consistent with the requirements for the type of
construction.
.4.1.7 Doors not required to have a fire protection
rating. Where pivoted or side-hinged doors are permit-
ted without a fire protection rating, foam plastic insula-
tion, having a flame spread index of 75 or less and a
smoke-developed index of not more than 450, shall be
permitted as a core material where the door facing is of
metal having a minimum thickness of 0.032-inch (0.8
mm) aluminum or steel having a base metal thickness of
not less than 0.016 inch (0.4 mm) at any point.
L4ol,8 Exterior doors in buildings of Group R-2
or R-3. In occupancies classified as Group R-2 or R-3 as
applicable in Section 101.2, foam-filled exterior en-
trance doors to individual dwelling units that do not re-
quire a fire-resistance radng shall be faced with wood or
other approved materials.
L4.1.9 Garage doors. Where garage doors are per-
mitted without a fire-resistance rating and foam plastic is
used as a core material, the door facing shall be metal
having a minimum thickness of 0.032-inch (0.8 mm) alu-
minum or 0.010-inch (0.25 mm) steel or the facing shall
be minimum 0.125-inch-thick (3.2 mm) wood. Garage
doors having facings other than those described above
shall be tested in accordance with, and meet the accep-
tance criteria of DASMA 107.
Exception: Garage doors using foam plastic insula-
tion complying with Section 2603.3 in detached and
attached garages associated with one- and two-family
dwellings need not be provided with a thermal barrier.
1.4.1.10 Siding backer board. Foam plastic insula-
tion of not more than 2,000 British thermal units per
square feet (Btu/sq. ft.) (22.7 MJ/m^) as determined by
NFPA 259 shall be permitted as a siding backer board
with a maximum thickness of 0.5 inch (12.7 mm), pro-
vided it is separated from the interior of the building by
not less than 2 inches (5 1 mm) of mineral fiber insulation
536
2003 INTERNATSONAL BUILDING CODE®
PLASTIC
or equivalent or where applied as insulation with residing
over existing wall construction.
L4.1J1 Imtedor trnmo Foam plastic used as interior
trim in accordance with Section 2604 shall be permitted
without a thermal barrier.
A1.12 Imterlor signs. Foam plastic used for inte-
rior signs in covered mall buildings in accordance with
Section 402. 14 shall be permitted without a thermal bar-
rier.
2603.4.1.13 Type V comstructiom. Foam plastic spray
applied to a sill plate and header of Type V construction
is subject to all of the following:
1 . The maximum thickness of the foam plastic shall
be 374 inches (82.6 mm).
2. The density of the foam plastic shall be in the range
of 1.5 to 2.0 pcf (24 to 32 kg/m^).
3. The foam plastic shall have a flame spread index of
25 or less and an accompanying smoke-developed
index of 450 or less when tested in accordance with
ASTM E84.
englht. Exterior
walls of buildings of Type I, II, III or IV construction of any
height shall comply with Sections 2603.5.1 through 2603.5.7.
Exterior walls of cold storage buildings required to be con-
structed of noncombustible materials, where the building is
more than one story in height, shall also comply with the provi-
sions of Sections 2603.5.1 through 2603.5.7. Exterior walls of
buildings of Type V construction shall comply with Sections
2603.2, 2603.3 and 2603.4.
26O3.S0I Fire=reslsteece=rated walls. Where the wall is re-
quired to have a fire-resistance rating, data based on tests
conducted in accordance with ASTM E 119 shall be pro-
vided to substantiate that the fire-resistance rating is main-
tained.
2603.5.2 Thermal barrier. Any foam plastic insulation
shall be separated from the building interior by a thermal
barrier meeting the provisions of Section 2603.4, unless
special approval is obtained on the basis of Section 2603.8.
Exception; One-story buildings complying with Section
2603.4.1.4.
L The potential heat of foam plastic
insulation in any portion of the wall or panel shall not exceed
the potential heat expressed in Btu per square feet (mJ/m^)
of the foam plastic insulation contained in the wall assembly
tested in accordance with Section 2603.5.5. The potential
heat of the foam plastic insulation shall be determined by
tests conducted in accordance with NFPA 259 and the re-
sults shall be expressed in Btu per square feet (mJ/m^).
Exception: One-story buildings complying with Section
2603.4.1.4.
Foam plastic insulation, exterior coatings and facings shall
be tested separately in the thickness intended for use, but not
to exceed 4 inches (102 mm), and shall each have a flame
spread index of 25 or less and a smoke-developed index of
450 or less as determined in accordance with ASTM E 84.
Exception: Prefabricated or factory-manufactured pan-
els having minimum 0.020-inch (0.51 mm) aluminum
facings and a total thickness of 0.25 inch (6.4 mm) or less
are permitted to be tested as an assembly where the foam
plastic core is not exposed in the course of construction.
2603.5.5 Test standard. The wall assembly shall be tested
in accordance with and comply with the acceptance criteria [j
of NFPA 285.
Exception: One-story buildings complying with Section
2603.4.1.4.
2603.5.6 Label required. The edge or face of each piece of
foam plastic insulation shall bear the label of an approved
agency. The label shall contain the manufacturer's or dis-
tributor's identification, model number, serial number or de-
finitive information describing the product or materials'
performance characteristics and approved agency's identifi-
cation.
2603.5.7 Ignition. Exterior walls shall not exhibit sustained
flaming where tested in accordance with NFPA 268. Where
a material is intended to be installed in more than one thick-
ness, tests of the minimum and maximum thickness in-
tended for use shall be performed.
Exception: Assembhes protected on the outside with
one of the following:
1 . A thermal barrier complying with Section 2603 .4.
2. A minimum 1 inch (25 mm) thickness of concrete
or masonry.
3. Glass-fiber-reinforced concrete panels of a mini-
mum thickness of 0.375 inch (9.5 mm).
4. Metal-faced panels having minimum 0.019-
inch-thick (0.48 mm) aluminum or 0.016-inch-
thick (0.41 mm) corrosion-resistant steel outer fac-
ings.
5. A minimum 0.875 inch (22.2 mm) thickness of
stucco complying with Section 2510.
2603.6 Roofing. Foam plastic insulation meeting the require-
ments of Sections 2603.2, 2603.3 and 2603.4 shall be permitted
as part of a roof-covering assembly, provided the assembly
with the foam plastic insulation is a Class A, B or C roofing as-
sembly where tested in accordance with ASTM E 108 or UL
790.
2603.7 Plenums, Foam plastic insulation shall not be used as
interior wall or ceiling finish in plenums except as permitted in
Section 2604 or when protected by a thermal b;arrier in accor- |
dance with Section 2603.4.
2603.8 Special approval. Foam plastic shall not be required to
comply with the requirements of Sections 2603.4 through
2603.7, where specifically approved based on lcU"ge-scale tests
such as, but not limited to, FM 4880, UL 1040, NFPA 286 or
UL 1715. Such testing shall be related to the actual end-use
configuration and be performed on the finished manufactured
foam plastic assembly in the maximum thickness intended for
use. Foam plastics that are used as interior finish on the basis of
2003 INTERMATDONAL BU8LDSNG CODE®
537
PLASTIC
special tests shall also conform to the flame spread require-
ments of Chapter 8. Assemblies tested shall include seams,
joints and other typical details used in the installation of the as-
sembly and shall be tested in the manner intended for use.
SECTION 2604
INTERIOR FINISH AND TBIIVI
2604.1 General. Plastic materials installed as interior finish or
trim shall comply with Chapter 8. Foam plastics shall only be
installed as interior finish where approved in accordance with
the special provisions of Section 2603.8. Foam plastics that are
used as interior finish shall also meet the flame spread index re-
quirements for interior finish in accordance with Chapter 8.
Foam plastics installed as interior trim shall comply with Sec-
tion 2604.2.
[F] 2604.2 Interior trim. Foam plastic used as interior trim
shall comply with Sections 2604.2.1 through 2604.2.4.
[F] 2604.2,1 Density. The minimum density of the interior
trim shall be 20 pcf (320 kg/m^).
[F] 2604.2.2 Thickness. The maximum thickness of the in-
terior trim shall be 0.5 inch (12.7 mm) and the maximum
width shall be 8 inches (204 mm).
[F] 2604.2.3 Area limitation. The interior trim shall not
constitute more than 10 percent of the aggregate wall and
ceiling area of any room or space.
[F] 2604.2.4 Flame spread. The flame spread index shall
not exceed 75 where tested in accordance with ASTM E 84.
The smoke-developed index shall not be limited.
SECTION 2605
PLASTIC VENEER
2605.1 Interior use. Where used within a building, plastic ve-
neer shall comply with the interior finish requirements of
Chapter 8.
2605.2 Exterior use. Exterior plastic veneer shall be permitted
to be installed on the exterior walls of buildings of any type of
construction in accordance with all of the following require-
ments:
1 . Plastic veneer shall comply with Section 2606.4.
2. Plastic veneer shall not be attached to any exterior wall to
a height greater than 50 feet (15 240 nam) above grade.
3. Sections of plastic veneer shall not exceed 300 square
feet (27.9 m^) in area and shall be separated by a mini-
mum of 4 feet (1219 mm) vertically.
Exception: The area and separation requirements and
the smoke-density limitation are not applicable to
plastic veneer applied to buildings constructed of
Type VB construction, provided the walls are not re-
quired to have a fire-resistance rating.
SECTION 2606
LIGHT-TRANSMflTTING PLASTICS
2606.1 General. The provisions of this section and Sections
2607 through 261 1 shall govern the quality and methods of ap-
phcation of hght-transmitting plastics for use as Ught-transmit-
ting materials in buildings and structures. Foam plastics shall
comply with Section 2603. Light-transmitting plastic materials
that meet the other code requirements for walls and roofs shall
be permitted to be used in accordance with the other apphcable
chapters of the code.
2606.2 Approval for use. Sufficient technical data shall be
submitted to substantiate the proposed use of any light-trans-
mitting material, as approved by the building official and sub-
ject to the requirements of this section.
2606.3 Identilcation. Each unit or package of light-transmit-
ting plastic shall be identified with a mark or decal satisfactory
to the building official, which includes identification as to the
material classification.
2606.4 Specifications. Light-transmitting plastics, including
thermoplastic, thermosetting or reinforced thermosetting plas-
tic material, shall have a self-ignition temperature of 650°F
(343 °C) or greater where tested in accordance with ASTM D
1929; a smoke-developed index not greater than 450 where
tested in the manner intended for use in accordance with ASTM
E 84, or not greater than 75 where tested in the thickness in-
tended for use in accordance with ASTM D 2843 and shall con-
form to one of the following combustibility classifications:
Class CCli Plastic materials that have a burning extent of 1
inch (25 mm) or less where tested at a nominal thickness of
0.060 inch (1 .5 mm), or in the thickness intended for use, in
accordance with ASTM D 635,
Class CC2: Plastic materials that have a burning rate of 2.5
inches per minute (1 .06 mm/s) or less where tested at a nom-
inal thickness of 0.060 inch ( 1 .5 mm), or in the thickness in-
tended for use, in accordance with ASTM D 635.
2606.5 Structural requirements. Light-transmitting plastic
materials in their assembly shall be of adequate strength and
durability to withstand the loads indicated in Chapter 16. Tech-
nical data shall be submitted to establish stresses, maximum
unsupported spans and such other information for the various
thicknesses and forms used as deemed necessary by the build-
ing official.
2606.6 Fastening. Fastening shall be adequate to withstand the
loads in Chapter 16. Proper allowance shall be made for expan-
sion and contraction of light-transmitting plastic materials in
accordance with accepted data on the coefficient of expansion
of the material and other material in conjunction with which it
is employed.
2606.7 Light-diffusing systems. Unless the building is
equipped throughout with an automatic sprinkler system in ac-
cordance with Section 903.3.1.1, light-diffusing systems shall
not be installed in the following occupancies and locations:
1 . Group A with an occupant load of 1,000 or more.
2. Theaters with a stage and proscenium opening and an oc-
cupant load of 700 or more.
3. Group 1-2.
538
2003 INTERNATIONAL BUILDING CODE®
PLASTIC
4. Group 1-3.
5. Exit stairways and exit passageways.
2606o7ol Support. Light-transmitting plastic diffusers shall
be supported directly or indirectly from ceiling or roof con-
struction by use of noncombustible hangers. Hangers shall
be at least No. 12 steel- wire gage (0.106 inch) galvanized
wire or equivalent.
2606.7c2 Imstallatnoiio Light-transmitting plastic diffusers
shall comply with Chapter 8 unless the light-transmitting
plastic diffusers will fall from the mountings before ignit-
ing, at an ambient temperature of at least 200°F (111 °C) be-
low 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 15 minutes.
2606o7o3 Size llmntotlonSo Individual panels or units shall
not exceed 10 feet (3048 mm) in length nor 30 square feet
(2.79 m^) in area.
2606,7.4 Fire suppresslom systeiMo In buildings that are
equipped throughout with an automatic sprinkler system in
accordance with Section 903.3.1.1, plastic hght-diffusing
systems shall be protected both above and below unless the
sprinkler system has been specifically approved for installa-
tion only above the light-diffusing system. Areas of
light-diffusing systems that are protected in accordance
with this section shall not be limited.
Light-transmitting
plastic panels and light-diffuser panels that are installed in
approved electrical lighting fixtures shall comply with the
requirements of Chapter 8 unless the light-transmitting
plastic panels conform to the requirements of Section
2606.7.2. The area of approved light-transmitting plastic
materials that are used in required exits or corridors shall not
exceed 30 percent 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 Section 903.3.1.1.
2606.8 Partitions. Light-transmitting plastics used in or as
partitions shall comply with the requirements of Chapters 6
and 8.
2606.9 Bathroom accessories. Light-transmitting plastics
shall be permitted as glazing in shower stalls, shower doors,
bathtub enclosures and similar accessory units. Safety glazing
shall be provided in accordance with Chapter 24.
2606.10 Awnings, patio covers amd similar strectures. Awn-
ings constructed of light-transmitting plastics shall be con-
structed in accordance with provisions specified in Section
3105 and Chapter 32 for projections and appendages. Patio
covers constructed of light-transmitting plastics shall comply
with Section 2606. Light-transmitting plastics used in canopies
at motor fuel-dispensing facilities shall comply with Section
2606 except as modified by Section 406.5.2.
,12 Solar collectors. Light-transmitting plastic covers on
solar collectors having noncombustible sides and bottoms shall
be permitted on buildings not over three stories in height or
9,000 square feet (836.1 m^) in total floor area, provided the
light-transmitting plastic cover does not exceed 33.33 percent
of the roof area for CC 1 materials or 25 percent of the roof area
for CC2 materials.
n; Light-transmitting plastic covers having a
thickness of 0.010 inch (0.3 mm) or less or shall be permit-
ted to be of any plastic material provided the area of the solar
collectors does not exceed 33.33 percent of the roof area.
IGHTTRANSMITTING PLASTIC WALL PAi^ELS
hi General. Light-transmitting plastics shall not be used
as wall panels in exterior walls in occupancies in Groups A-1,
A-2, H, 1-2 and 1-3. In other groups, light-transnrdtting plastics
shall be permitted to be used as wall panels in exterior walls,
provided that the walls are not required to have a fire-resistance
rating and the installation conforms to the requirements of this
section. Such panels shall be erected and anchored on a founda-
tion, waterproofed or otherwise protected from moisture ab-
sorption and sealed with a coat of mastic or other approved
waterproof coating. Light-transmitting plastic wall panels shall
also comply with Section 2606.
Light-transmitting plastics shall be
permitted in lieu of plain glass in greenhouses.
Installation. Exterior wall panels installed as provided
for herein shall not alter the type of construction classification
of the building.
2607.3 Height limitation. Light-transmitting plastics shall not
be installed more than 75 feet (22 860 mm) above grade plane,
except as allowed by Section 2607.5.
2607.4 Area limitation and separation. The maximum area
of a single wall panel and minimum vertical and horizontal sep-
aration requirements for exterior light-transmitting plastic wall
panels shall be as provided for in Table 2607.4. The maximum
percentage of wall area of any story in light-transmitting plastic
wall panels shall not exceed that indicated in Table 2607.4 or
the percentage of unprotected openings permitted by Section
704.8, whichever is smaller.
Exceptions:
1 . In structures provided with approved flame barriers
extending 30 inches (760 mm) beyond the exterior
wall in the plane of the floor, a vertical separation is
not required at the floor except that provided by the
vertical thickness of the flame barrier projection.
2. Veneers of approved weather-resistant light-transmit-
ting plastics used as exterior siding in buildings of
Type V construction in compliance with Section
1406.
3. The area of light-transmitting plastic wall panels in
exterior walls of greenhouses shall be exempt from
the area hmitations of Table 2607.4 but shall be lim-
ited as required for unprotected openings in accor-
dance with Section 704.8.
2003 ir^TERMATlONAL BUBLDSMG CODE®
53S
PLASTIC
TABLE 2607.4
AREA LIMITATION AND SEPARATION REQUIREMENTS FOR
LIGHT-TRANSMITTING PLASTIC WALL PANELS^
FIRE SEPARATION
DISTANCE
(feet)
CLASS OF
PLASTIC
MAXIMUM PERCENTAGE AREA OF
EXTERIOR WALL IN PLASTIC WALL
PANELS
MAXIMUM SINGLE AREA
OF PLASTIC WALL PANELS
(square feet)
MINIMUM SEPARATION OF
PLASTIC WALL PANELS (feet)
Vertical
Horizontal
Less than 6
—
Not Permitted
Not Permitted
6 or more but
less than 1 1
CCl
10
50
8
4
CC2
Not Permitted
Not Permitted
1 1 or more but less than
or equal to 30
CCl
25
90
6
4
CC2
15
70
8
4
Over 30
CCl
50
Not Limited
3"
CC2
50
100
6"
3
For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 ml
a. For combinations of plastic glazing and plastic wall panel areas permitted, see Section 2607.6.
b. For reductions in vertical separation allowed, see Section 2607.4.
2607.5 Automatic sprinkler system. Where the building is
equipped throughout with an automatic sprinkler system in ac-
cordance with Section 903.3.1.1, the maximum percentage
area of exterior wall in any story in light-transmitting plastic
wall panels and the maximum square footage of a single area
given in Table 2607.4 shall be increased 100 percent, but the
area of light-transmitting plastic wall panels shall not exceed
50 percent of the wall area in any story, or the area permitted by
Section 704.8 for unprotected openings, whichever is smaller.
These installations shall be exempt from height limitations.
2607.6 Combinations of glazing and wall panels. Combina-
tions of hght-transmitting plastic glazing and light-transmit-
ting plastic wall panels shall be subject to the area, height and
percentage limitations and the separation requirements appli-
cable to the class of light-transmitting plastic as prescribed for
light-transmitting plastic wall panel installations.
SECTION 2608
LSGHT-TRANSMITTING PLASTIC GLAZING
2608.1 Buildings of Type VB construction. Openings in the
exterior walls of buildings of Type VB construction, where not
required to be protected by Section 704, shall be permitted to be
glazed or equipped with light-transmitting plastic. Light-trans-
mitting plastic glazing shall also comply with Section 2606.
2608.2 Buildings of other types of construction. Openings in
the exterior walls of buildings of types of construction other
than Type VB, where not required to be protected by Section
704, shall be permitted to be glazed or equipped with
light-transmitting plastic in accordance with Section 2606 and
all of the following:
1 . The aggregate area of light-transmitting plastic glazing
shall not exceed 25 percent of the area of any wall face of
the story in which it is installed. The area of a single pane
of glazing installed above the first story above grade
plane shall not exceed 16 square feet (1 .5 m^) and the ver-
tical dimension of a single pane shall not exceed 4 feet
(1219 mm).
Exception: Where an automatic sprinkler system is
provided throughout in accordance with Section
903.3.1.1, the area of allowable glazing shall be in-
creased to a maximum of 50 percent of the wall face of
the story in which it is installed with no limit on the
maximum dimension or area of a single pane of glaz-
ing.
2. Approved flame barriers extending 30 inches (762 mm)
beyond the exterior wall in the plane of the floor, or verti-
cal panels not less than 4 feet (1219 mm) in height, shall
be installed between glazed units located in adjacent sto-
ries.
Exception: Buildings equipped throughout with an
automatic sprinkler system in accordance with Sec-
tion 903.3.1.1.
3. Light-transmitting plastics shall not be installed more
than 75 feet (22 860 nam) above grade level.
Exception: Buildings equipped throughout with an
automatic sprinkler system in accordance with Sec-
tion 903.3.1.1.
SECTION 2609
LIGHT-TRANSMITTING PLASTIC ROOF PANELS
2609.1 General. Light-transmitting plastic roof panels shall
comply with this section and Section 2606. Light-transmitting
plastic roof panels shall not be installed in Groups H, 1-2 and
1-3. In all other groups, light-transmitting plastic roof panels
shall comply with any one of the following conditions:
1 . The building is equipped throughout with an automatic
sprinkler system in accordance with Section 903.3.1.1.
2. The roof construction is not required to have a fire-resis-
tance rating by Table 601.
540
2003 INTERNATIONAL BUILDING CODE®
PLASTBC
The roof panels meet the requirements for roof coverings
in accordance with Chapter 15.
^.2 Separatiom. Individual roof panels shall be separated
from each other by a distance of not less than 4 feet (1219 mm)
measured in a horizontal plane.
SECTION 261
LiGHT-TRANSa^iTTINC
1 . The separation between roof panels is not required in
a building equipped throughout with an automatic
sprinkler system in accordance with Section
903.3.1.1.
2. The separation between roof panels is not required in
low-hazard occupancy buildings complying with the
conditions of Section 2609.4, Exception 2 or 3.
n. Where exterior wall openings are required to
be protected by Section 704.8, a roof panel shall not be installed
within 6 feet (1829 mm) of such exterior wall.
nSo Roof panels shall be limited in area
and the aggregate area of panels shall be limited by a percent-
age of the floor area of the room or space sheltered in accor-
dance with Table 2609.4.
1 . The area limitations of Table 2609.4 shall be permit-
ted to be increased by 100 percent in buildings
equipped throughout with an automatic sprinkler sys-
tem in accordance with Section 903.3.1.1.
2. Low-hazard occupancy buildings, such as swimming
pool shelters, shall be exempt from the area limita-
tions of Table 2609.4, provided that the buildings do
not exceed 5,000 square feet (465 m^^ in area and have
a minimum fire separation distance of 10 feet (3048
mm).
3 . Greenhouses that are occupied for growing plants on a
production or research basis, without public access,
shall be exempt from the area limitations of Table
2609.4 provided they have a minimum fire separation
distance of 4 feet (1220 mm).
4. Roof coverings over terraces and patios in occupan-
cies in Group R-3 as applicable in Section 101.2 shall
be exempt from the area hmitations of Table 2609.4
and shall be permitted with light-transmitting plas-
tics.
-E 2609.4
AREA LIMITMIIONS FOR LDGHT-TeANSMSTTIlNG
ELS
CLASS
OF
PLASTIC
MAXIMUM AREA OF
INDIVIDUAL ROOF PANELS
(square feet)
MAXIMUM AGGREGATE
AREA OF ROOF PAiMELS
(percenf of floor area)
CCl
300
30
CC2
100
25
HT GLAZING
2610.1 Llglit-transmlttleg plastic glazieg of skylight assem-
blies. Skylight assembUes glazed with light-transmitting plas-
tic shall conform to the provisions of this section and Section
2606. Unit skylights glazed with light-transmitting plastic shall
also comply with Section 2405.5.
Exception? Skylights in which the light-transmitting plastic
conforms to the required roof-covering class in accordance
with Section 1505.
The Ught-transmitting 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 4 inches (102 mm) above the plane of
the roof. Edges of light-transmitting plastic skyhghts or domes
shall be protected by metal or other approved noncombustible
material, or the light-transmitting plastic dome or skylight shall
be shown to be able to resist ignition where exposed at the edge
to a flame from a Class B brand as described in ASTM E 108 or
UL 790.
1 . Curbs shall not be required for skylights used on roofs
having a minimum slope of three units vertical in 12
units horizontal (25-percent slope) in occupancies in
Group R-3 as applicable in Section 101.2 and on
buildings with a nonclassified roof covering.
2. The metal or noncombustible edge material is not re-
quired where nonclassified roof coverings are permit-
ted.
,3 Slope. Flat or corrugated light-transmitting plastic sky-
lights shall slope at least four units vertical in 12 units horizon-
tal (4:12). Dome-shaped skylights shall rise above the
mounting flange a minimum distance equal to 10 percent of the
maximum span of the dome but not less than 3 inches (76 nmi).
Exception; Skylights that pass the Class B Burning Brand
Test specified in ASTM E 108 or UL 790.
2610.4 Maximaim area off skylights. Each skylight shall have
a maximum area within the curb of 100 square feet (9.30 m^).
Exception: The area limitation shall not apply where the
building is equipped throughout with an automatic sprinkler
system in accordance with Section 903 . 3 . 1 . 1 or the building
is equipped with smoke and heat vents in accordance with
Section 910.
For SI: 1 square foot = 0.0929 m^
L5 Aggregate area off skylights. The aggregate area of
skyhghts shall not exceed 3373 percent of the floor area of the
room or space sheltered by the roof in which such skylights are
installed where Class CCl materials are utilized, and 25 per-
cent where Class CC2 materials are utilized.
Exception: The aggregate area limitations of light-trans-
mitting plastic skyhghts shall be increased 100 percent be-
yond the limitations set forth in this section where the
building is equipped throughout with an automatic sprinkler
2003 IMTERiMATlONAL BUILDING CODE®
PLASTIC
system in accordance with Section 903.3. 1 . 1 or the building
is equipped with smoke and heat vents in accordance with
Section 910.
2610.6 Separation. Skylights shall be separated from each
other by a distance of not less than 4 feet (1219 mm) measured
in a horizontal plane.
Exceptions:
1. Buildings equipped throughout with an automatic
sprinkler system in accordance with Section
903.3.1.1.
2. In Group R-3 as apphcable in Section 101 .2, multiple
skylights located above the same room or space with a
combined area not exceeding the limits set forth in
Section 2610.4.
2610.7 Location. Where exterior wall openings are required to
be protected in accordance with Section 704, a skylight shall
not be installed within 6 feet ( 1 829 mm) of such exterior wall .
2610.8 Combinations of roof panels and skylights. Combi-
nations of light-transmitting plastic roof panels and skylights
shall be subject to the area and percentage limitations and sepa-
ration requirements applicable to roof panel installations.
SECTION 2611
LIGHT-TRANSMITTING PLASTIC INTERIOR SIGNS
2611.1 General. Light-transmitting plastic interior wall signs
shall be limited as specified in Sections 261 1 .2 through 261 1 .4.
Light-transmitting plastic interior wall signs in covered mall
buildings shall comply with Section 402.14. Light-transmit-
ting plastic interior signs shall also comply with Section 2606.
2611.2 Aggregate area. The sign shall not exceed 20 percent
of the wall area.
2611.3 Maximum area. The sign shall not exceed 24 square
feet (2.23 m^).
2611.4 Encasement. Edges and backs of the sign shall be fully
encased in metal.
542
2003 INTERNATIONAL BUILDING CODE®
iPTER 27
ILECTi
L
2701ol Scope. This chapter governs the electrical components,
equipment and systems used in buildings and structures cov-
ered by this code. Electrical components, equipment and sys-
tems shall be designed and constructed in accordance with the
provisions of the ICC Electrical Code.
EMERGENCY AMD STANDBY POWER SYSTEMS
2702.1 Instffillatlom. Emergency and standby power systems
shall be installed in accordance with the ICC Electrical Code,
NFPAllOandNFPA 111.
2702ol.l Statlomary gemeratorSo- Emergency and standby
power generators shall be listed in accordance with UL
2200.
2702.2 Where reqsiliredl. Emergency and standby power sys-
tems shall be provided where required by Sections 2702.2.1
through 2702.2.19.
2702.2.1 Group A occepamcnes. Emergency power shall be
provided for voice communication systems in Group A oc-
cupancies in accordance with Section 907.2.1.2.
2702.2.2 Smoke comtrol systems. Standby power shall be
provided for smoke control systems in accordance with Sec-
tion 909.11.
2702.2.3 Exit signs. Emergency power shall be provided for
exit signs in accordance with Section 101 1.5.3.
2702.2.4 Means off egress iltomlnatlom. Emergency power
shall be provided for means of egress illumination in accor-
dance with Section 1006.3.
2702.2.5 Accessible means of egress elevators. Standby
power shall be provided for elevators that are part of an ac-
cessible means of egress in accordance with Section 1007.4.
2702.2.6 Horisontal slMing doors. Standby power shall be
provided for horizontal sliding doors in accordance with
Section 1008.1.3.3.
2702.2.7 Semlcomdiictor ffatorlcatlom ffacilMes. Emer-
gency power shall be provided for semiconductor fabrica-
tion facilities in accordance with Section 415.9.10.
2702.2.8 Membrame structures. Standby power shall be
provided for auxiliary inflation systems in accordance with
Section 3102.8.2. Emergency power shall be provided for
exit signs in temporary tents and membrane structures in ac-
cordance with the International Fire Code.
Emergency or standby
power shall be provided in occupancies with hazardous ma-
terials in accordance with Section 414.5.4.
toxic materials in accordance with the International Fire
Code.
2702.2.11 Organic peroxides. Standby power shall be pro-
vided for occupancies with silane gas in accordance with the
International Fire Code.
2702.2.12 Pyrophoric materials. Emergency power shall
be provided for occupancies with silane gas in accordance
with the International Fire Code.
2702.2.13 Covered mall bulldiegs. Standby power shall be
provided for voice/alarm communication systems in cov-
ered mall buildings in accordance with Section 402.12.
2702.2.14 High-rise buildings. Emergency and standby
power shall be provided in high-rise buildings in accordance
with Sections 403.10 and 403.1 1.
rground buildiiigs. Emergency and
standby power shall be provided in underground buildings
in accordance with Sections 405.9 and 405.10.
2702.2.16 Group 1=3 occupancies. Emergency power shall
be provided for doors in Group 1-3 occupancies in accor-
dance with Section 408.4.2.
2702.2.17 Airport traffic control towers. Standby power
shall be provided in airport traffic control towers in accor-
dance with Section 412.1.5.
2702.2.18 Elevators. Standby power for elevators shall be
provided as set forth in Section 3003.1.
2702.2.19 Smokeproof enclosures. Standby power shall be
provided for smokeproof enclosures as required by Section
909.20.
2702.3 Maintenance. Emergency and standby power systems
shall be maintained and tested in accordance with the Interna-
tional Fire Code.
2702.2.10 Highly toxic and toxic materials. Emergency
power shall be provided for occupancies with highly toxic or
2003 BNTERMATIOMAL BUBLDIMG CODE®
544 2003 INTERNATIONAL BUILDING CODE®
GEMERAL
28®1,1 Scope. Mechanical appliances, equipment and systems
shall be constructed, installed and maintained in accordance
with the International Mechanical Code and the International
Fuel Gas Code. Masonry chimneys, fireplaces and barbecues
shall comply with the International Mechanical Code and
Chapter 21 of this code.
2003 SfMTERNATlONAL BUBLD8NG CODE®
545
546 2003 INTERNATIONAL BUILDING CODE®
CHAPTER
PLOI
SECTBOM 2901
GENERAL
2901,1 Scope, The provisions of this chapter and the Interna-
tional Plumbing Code shall govern the erection, installation, al-
teration, repairs, relocation, replacement, addition to, use or
maintenance of plumbing equipment and systems. Plumbing
systems and equipment shall be constructed, installed and
maintained in accordance with the International Plumbing
Code. Private sewage disposal systems shall conform to the In-
ternational Private Sewage Disposal Code.
mmmiim pluivibing faci
29Cl)2ol Minimum eumber of fixtures. Plumbing fixtures
shall be provided for the type of occupancy and in the minimum
number shown in Table 2902.1 Types of occupancies not
shown in Table 2902.1 shall be considered individually by the
building official. The number of occupants shall be determined
by this code. Occupancy classification shall be determined in
accordance with Chapter 3.
TABLE 2902 1
SVJDNBMUM NUMBER OF REQUIRED PLOSVaBING FIXTURES^
No.
CLASSIFICATION
USE
GROUP
DESCRIPTION
WATER CLOSETS
(SEE SECTION 419.2 OF THE
INTERNATIONAL PLUMBING
CODE FOR URINALS)
LAVATORIES
BATHUBS
OR
SHOWERS
DRINKING
FOUNTAINS
(SEE SECTION
410.11 OF THE
INTERNATIONAL
PLUMBING
CODE)
OTHER
MALE
FEMALE
MALE
FEMALE
A
1
Assembly
(see Sections
2902.2, 2902.5
and 2902.6)
A-1
Theaters usually with
fixed seats and other
buildings for the
performing arts and
motion pictures
1 per 125
1 per 65
1 per 200
—
1 per 500
1
service
sink
V
A-2
Nightclubs, bars, taverns,
dance halls and buildings
for similar purposes
1 per 40
1 per 40
1 per 75
—
1 per 500
1
service
sink
Restaurants, banquet
halls and food courts
1 per 75
1 per 75
1 per 200
—
1 per 500
1
service
sink
A-3
Auditoriums without
permanent seating, art
galleries, exhibition
halls, museums, lecture
halls, libraries, arcades
and gymnasiums
1 per 125
1 per 65
1 per 200
—
1 per 500
1
service
sink
Passenger terminals and
transportation facilities
1 per 500
1 per 500
1 per 750
—
1 per 1,000
1
service
sink
A-3
Places of worship and
other religious services.
Churches without
assembly halls
1 per 150
1 per 75
1 per 200
—
1 per 1 ,000
1
service
sink
A-4
Coliseums, arenas,
skafing rinks, pools and
tennis courts for indoor
sporting events and
activities
1 per 75 for the
first 1,500 and
1 per 120 for
the remainder
exceeding
1,500
1 per 40 for the
first 1,500 and
1 per 60 for the
remainder
exceeding
1,500
1 per 200
1 per 150
—
1 per 1,000
1
service
sink
A-5
Stadiums, amusement
parks, bleachers and
grandstands for outdoor
sporting events and
activities
1 per 75 for the
first 1,500 and
1 per 120 for
the remainder
exceeding
1,500
1 per 40 for the
first 1,500 and
1 per 60 for the
remainder
exceeding
1,500
1 per 200
1 per 150
—
1 per 1,000
1
service
sink
(continued)
2003 DNTERNATSONAL BUDLDDMG CODE®
547
PLUMBING SYSTEMS
TABLE 2902.1— continued
MINIMUM NUMBER OF REQUIRED PLUMBING FACILITIES^
No.
CLASSIFICATION
USE
GROUP
DESCRIPTION
WATER CLOSETS
(SEE SECTION 419.2 OF THE
INTERNATIONAL PLUMBING
CODE FOR URINALS)
LAVATORIES
BATHUBS
OR
SHOWERS
DRINKING
FOUNTAINS
(SEE SECTION
410.1 OF THE
INTERNATIONAL
PLUMBING
CODE)
OTHER
MALE
FEMALE
MALE
FEMALE
2
Business (see
Sections 2902.2,
2902.4,2902.4.1
and 2902.6)
B
Buildings for the
transaction of
business, professional
services, other services
involving merchandise,
office buildings, banks,
light industrial and
similar uses
1 per 25 for the first 50 and 1
per 50 for the remainder
exceeding 50
1 per 40 for the first
50 and 1 per 80 for
the remainder
exceeding 50
—
1 per 100
1 service
sink
3
Educational
E
Educational facilities
1 per 50
1 per 50
—
1 per 100
1 service
sink
4
Factory and
industrial
F-1
and
F-2
Structures in which
occupants are engaged
in work fabricating,
assembly or processing
of products or
materials
1 per 100
1 per 100
See Section
411 of the
International
Plumbing
Code
1 per 400
1 service
sink
5
Institutional
I-l
Residential care
1 per 10
1 per 10
IperS
1 per 100
1 service
sink
1-2
Hospitals, ambulatory
nursing home patients^
1 per per room"
1 per per room''
1 per 15
1 per 100
1 service
sink
Employees, other than
residential care''
1 per 25
1 per 35
—
1 per 100
—
Visitors, other than
residential care
1 per 75
1 per 100
—
1 per 500
—
1-3
Prisons''
1 per cell
1 per cell
1 per 15
1 per 100
1 service
sink
1-3
Reformatories,
detention centers and
correctional centers''
1 per 15
1 per 15
1 per 15
1 per 100
1 service
sink
1-4
Adult day care and
child care''
1 per 15
1 per 15
1 per 15"
1 per 100
1 service
sink
6
Mercantile (see
Section 2902.2,
2902.5 and
2902.6)
M
Retail stores, service
stations, shops,
salesrooms, markets
and shopping centers
1 per 500
1 per 750
—
1 per 1,000
1 service
sink
7
Residential
R-1
Hotels, motels,
boarding houses
(transient)
1 per guestroom
1 per guestroom
1 per
guestroom
—
1 service
sink
R-2
Dormitories,
fraternities, sororities
and boarding house
(not transient)
1 per 10
1 per 10
IperS
1 per 100
1 service
sink
R-2
Apartment house
1 per dwelling unit
1 per dwelling unit
1 per
dwelling unit
—
1 kitchen
sink per
dwelling
unit; 1
automatic
clothes
washer
connection
per 20
dwelling
units^
(continued)
548
2003 INTERNATIONAL BUILDING CODE®
PLUMBING SYSTEWIS
TABLE 2902.1-
IBER OF REQUBRED PLUS
FACILBTDES^
No.
CLASSIHCATSON
USE
GROUP
DESCRIPTION
WATER CLOSETS
(SEE SECTION 419.2 OF THE
INTERNATIONAL PLUMBING
CODE FOR URINALS)
LAVATORIES
BATHUBS
OR
SHOWERS
DRINKING
FOUNTAINS
(SEE SECTION
410.1 OF THE
INTERNATIONAL
PLUMBING
CODE)
OTHER
IMALE
FEMALE
MALE
FEMALE
7
Residential
R-3
One- and two-family
dwellings
1 per dwelling unit
1 per dwelling unit
1 per
dwelling unit
1 kitchen
sink per
dwelUng
unit; 1
automatic
clothes
washer
connection
per 20
dwelling
units^
R-4
Residential
care/assisted living
facilities
1 per 10
1 per 10
IperS
1 per 100
1 service
sink
8
Storage (see
Sections 2902.2,
2902.4 and
2902.4.1)
S-1
S-2
Structures for the
storage of goods,
warehouses,
storehouses and freight
depots, low and
moderate hazard
1 per 100
1 per 100
See Section
411 of the
International
Plumbing
Code
1 per 1,000
1 service
sink
^^
a. The fixtures shown are based on one fixture being the minimum required for the number of persons indicated or any fraction of the number of persons indicated.
The number of occupants shall be determined by this code.
b. Toilet facilities for employees shall be separate from facilities for inmates or patients.
c. A single-occupant toilet room with one water closet and one lavatory serving not more than two adjacent patient rooms shall be permitted where such room is pro-
vided with direct access from each patient room and with provisions for privacy.
d. For day nurseries, a maximum of one bathtub shall be required.
e. For attached one- and two-family dwellings, one automatic clothes washer connection shall be required per 20 dwelling units.
2902.1ol Unisex toilet amd bath fixtures. Fixtures located
within unisex toilet bathing rooms complying with Section
404 of the International Plumbing Code are permitted to be
included in determining the minimum required number of
fixtures for assembly and mercantile occupancies.
unless statistical data approved by the building official indi-
cate a different distribution of the sexes.
Where plumbing fixtures are re-
quired, separate facilities shall be provided for each sex.
1 . Separate facilities shall not be required for private fa-
cilities.
2. Separate employee facilities shall not be required in
occupancies in which 15 or fewer people are em-
ployed.
3 . Separate facilities shall not be required in structures or
tenant spaces with a total occupant load, including
both employees and customers, of 15 or less.
4. Separate facilities shall not be required in mercantile
occupancies in which the maximum occupant load is
50 or less.
29023 Number off occepamts of each sex. The required
water closets, lavatories and showers or bathtubs shall be
distributed equally between the sexes based on the percent-
age of each sex anticipated in the occupant load. The occu-
pant load shall be composed of 50 percent of each sex,
facilities im occupancies
, assemwy or mercantile. Access to toilet facilities
in occupancies other than mercantile and assembly shall be
from within the employees' working area. Employee facilities
shall be either separate facilities or combined employee and
public facilities.
n; Facilities that are required for employees in
storage structures or kiosks, and are located in adjacent
structures under the same ownership, lease or control, shall
be a maximum travel distance of 500 feet (152 m) from the
employees' working area.
2902.4.1 Travel distance. The required toilet facilities in
occupancies other than assembly or mercantile shall be lo-
cated not more than one story above or below the employ-
ees' working area and the path or travel to such facilities
shall not exceed a distance of 500 feet (152 m).
m: The location and maximum travel distances
to required employee toilet facilities in factory and in-
dustrial occupancies are permitted to exceed that re-
quired in Section 2902.4.1, provided the locadon and
maximum travel distance are approved by the building
official.
2003 8NTERNATI0MAL BUILDSNG CODE®
PLUMBING SYSTEMS
2902.5 Location of employee toilet facilities in mercantile
and assembly occupancies. Employees shall be provided with
toilet facilities in building and tenant spaces utilized as restau-
rants, nightclubs, places of public assembly and mercantile oc-
cupancies. The employee faciUties shall be either separate
facilities or combined employee and public facilities. The re-
quired toilet facilities shall be located not more than one story
above or below the employees' work area and the path of travel
to such facilities, in other than covered malls, shall not exceed a
distance of 500 feet (152 m). The path of travel to required fa-
cilities in covered malls shall not exceed a distance of 300 feet
(91 m).
Exception: Employee toilet facilities shall not be required
in tenant spaces where the travel distance from the main en-
trance of the tenant spaces to a central toilet area does not
exceed 300 feet (91 m) and such central toilet facilities are
located not more than one story above or below the tenant
space.
2902.6 Public facilities. Customers, patrons and visitors shall
be provided with public toilet facilities in structures and tenant
spaces intended for public utiUzation. Pubhc toilet facilities
shall be located not more than one story above or below the
space required to be provided with public toilet facilities and
the path of travel to such facilities shall not exceed a distance of
500 feet (152 m).
2902.6.1 Covered malls. In covered mall buildings, the
path of travel to required toilet facilities shall not exceed a
distance of 300 feet (91 m). Facilities shall be installed in
each individual store or in a central toilet area located in ac-
cordance with this section. The maximum travel distance to
the central toilet facihties in covered mall buildings shall be
measured from the main entrance of any store or tenant
space.
2902.6.2 Pay facilities. Where pay facilities are installed,
such faciUties shall be in excess of the required minimum fa-
cilities. Required facilities shall be free of charge.
2902.6.3 Signage. A legible sign designating the sex shall
be provided in a readily visible location near the entrance to
each toilet facility. Signs for accessible toilet facilities shall
comply with ICC Al 17.1.
550
2003 INTERNATIONAL BUILDING CODE^
CHAPTER 30
.1 Scope. This chapter governs the design, construction,
installation, alteration and repair of elevators and conveying
systems and their components.
Is. Except as otherwise provided
for in this code, the design, construction, installation, alter-
ation, repair and maintenance of elevators and conveying sys-
tems and their components shall conform to ASME A17.1,
ASME A90.1, ASME B20.1, ALI ALCTV, and ASCE 24 for
construction in flood hazard areas established in Section
1612.3.
. Passenger elevators required to be acces-
sible by Chapter 1 1 shall conform to ICC Al 17.1 .
3(501,4 Change m use. A change in use of an elevator from
freight to passenger, passenger to freight, or from one freight
class to another freight class shall comply with Part XII of
ASMEA17.1.
ambulance stretcher in the horizontal, open position and shall
be identified by the international symbol for emergency medi-
cal services (star of life). The symbol shall not be less than 3
inches (76 mm) high and shall be placed inside on both sides of
the hoistway door frame.
Where an elevator is installed in a
single blind hoistway or on the outside of a building, there shall
be installed in the bhnd portion of the hoistway or blank face of
the building, an emergency door in accordance with ASME
A17.1.
3C)02o6 Prohibited doors. Doors, other than hoistway doors
and the elevator car door, shall be prohibited at the point of ac-
cess to an elevator car unless such doors are readily openable
from the car side without a key, tool, special knowledge or ef-
fort.
3002,7 Common enclosure with stairway. Elevators shall not
be in a common shaft enclosure with a stairway.
SECTION 3002
HOISTWAY ENCLOSURES
3002,1 Hoistway eeclosisre protection. Elevator, dumbwaiter
and other hoistway enclosures shall have a fire-resistance rat-
ing not less than that specified in Chapter 6 and shall be con-
structed in accordance with Chapter 7.
3002.1.1 Opening protectives. Openings in hoistway en-
closures shall be protected as required in Chapter 7.
3002.1.2 Hardware, Hardware on opening protectives shall
be of an approved type installed as tested, except that ap-
proved interlocks, mechanical locks and electric contacts,
door and gate electric contacts and door-operating mecha-
nisms shall be exempt from the fire test requirements.
irs In a hoistway. Where four or
more elevator cars serve all or the same portion of a building,
the elevators shall be located in at least two separate hoistway s.
Not more than four elevator cars shall be located in any single
hoistway enclosure.
3002,3 Emergency signs. An approved pictorial sign of a stan-
dardized design shall be posted adjacent to each elevator call
station on all floors instructing occupants to use the exit stair-
ways and not to use the elevators in case of fire. The sign shall
read: IN FIRE EMERGENCY, DO NOT USE ELEVATOR.
USE EXIT STAIRS. The emergency sign shall not be required
for elevators that are part of an accessible means of egress com-
plying with Section 1007.4.
In buildings four stories in height or more, at least one elevator
shall be provided for fire department emergency access to all
floors. Such elevator car shall be of such a size and arrangement
to accommodate a 24-inch by 76-inch (610 mm by 1930 mm)
3003,1 Standby power. In buildings and structures where
standby power is required or furnished to operate an elevator,
the operation shall be in accordance with Sections 3003.1.1
through 3003.1.4.
3003.1.1 Maneal transfer. Standby power shall be manu-
ally transferable to all elevators in each bank.
3003.1.2 One elevator. Where only one elevator is in-
stalled, the elevator shall automatically transfer to standby
power within 60 seconds after failure of normal power.
,1,3 Two or more elevators. Where two or more eleva-
tors are controlled by a common operating system, all eleva-
tors shall automatically transfer to standby power within 60
seconds after failure of normal power where the standby
power source is of sufficient capacity to operate all elevators
at the same time. Where the standby power source is not of
sufficient capacity to operate all elevators at the same time,
all elevators shall transfer to standby power in sequence, re-
turn to the designated landing and disconnect from the
standby power source. After all elevators have been re-
turned to the designated level, at least one elevator shall re-
main operable from the standby power source.
^,1,4 Venting, Where standby power is connected to el-
evators, the machine room ventilation or air conditioning
shall be connected to the standby power source.
3003,2 Fire-fighters' emergency operation. Elevators shall
be provided with Phase I emergency recall operation and Phase
II emergency in-car operation in accordance with ASME
A17.1.
2003 BNTERMATBO^SAL BUDLD8NG CODE®
551
ELEVATORS AND CONVEYING SYSTEMS
SECTION 3004
HOISTWAY VENTING
3004.1 Vents required. Hoistways of elevators and dumbwait-
ers penetrating more than three stories shall be provided with a
means for venting smoke and hot gases to the outer air in case of
fire.
. Exceptions:
1 . In occupancies of other than Groups R-1 , R-2, 1-l , 1-2
and similar occupancies with overnight sleeping
quarters, venting of hoistways is not required where
the building is equipped throughout with an approved
automatic sprinkler system installed in accordance
with Section 903.3.1.1 or 903.3.1.2.
2. Sidewalk elevator hoistways are not required to be
vented.
3004.2 Location of vents. Vents shall be located below the
floor or floors at the top of the hoistway, and shall open either
directly to the outer air or through noncombustible ducts to the
outer air. Noncombustible ducts shall be permitted to pass
through the elevator machine room provided that portions of
the ducts located outside the hoistway or machine room are en-
closed by construction having not less than the fire protection
rating required for the hoistway. Holes in the machine room
floors for the passage of ropes, cables or other moving elevator
equipment shall be limited so as not to provide greater than 2
inches (51 mm) of clearance on all sides.
3004.3 Area of vents. Except as provided for in Section
3004.3. 1, the area of the vents shall not be less than VI2 percent
of the area of the hoistway nor less than 3 square feet (0.28 m^)
for each elevator car, and not less than 3 V2 percent nor less than
0.5 square foot (0.047 m^) for each dumbwaiter car in the
hoistway, whichever is greater. Of the total required vent area,
not less than one-third shall be of the permanently open type
unless all vents activate upon detection of smoke from any of
the elevator lobby smoke detectors.
3004.3.1 Reduced vent area. Where mechanical ventila-
tion conforming to the International Mechanical Code is
provided, a reduction in the required vent area is allowed
provided that all of the following conditions are met:
1. The occupancy is not in Group R-1, R-2, 1-l or 1-2 or
of a similar occupancy with overnight sleeping quar-
ters.
2. The vents required by Section 3004.2 do not have out-
side exposure.
3. The hoistway does not extend to the top of the build-
ing.
4. The hoistway and machine room exhaust fan is auto-
matically reactivated by thermostatic means.
5. Equivalent venting of the hoistway is accomplished.
3004.4 Closed vents. Closed portions of the required vent area
shall consist of windows or duct openings glazed with annealed
glass not more than 0.125 inch (3.2 mm) thick.
3004.5 Plumbing and mechanical systems. Plumbing and
mechanical systems shall not be located in an elevator shaft.
Exception: Floor drains, sumps and sump pumps shall be
permitted at the base of the shaft provided they are indirectly
connected to the plumbing system.
SECTION 3005
CONVEYING SYSTEMS
3005.1 General. Escalators, moving walks, conveyors, person-
nel hoists and material hoists shall comply with the provisions
of this section.
3005.2 Escalators and moving walks. Escalators and moving
walks shall be constructed of approved noncombustible and
fire-retardant materials. This requirement shall not apply to
electrical equipment, wiring, wheels, handrails and the use of
728-inch (0.9 mm) wood veneers on balustrades backed up with
noncombustible materials.
3005.2.1 Enclosure. Escalator floor openings shall be en-
closed except where Exception 2 of Section 707.2 is satis-
fied.
3005.2.2 Escalators. Where provided in below-grade trans-
portation stations, escalators shall have a clear width of 32
inches (815 mm) minimum.
Exception: The clear width is not required in existing fa-
cilities undergoing alterations.
3005.3 Conveyors. Conveyors and conveying systems shall
comply with ASME B20.1.
3005.3.1 Enclosure. Conveyors and related equipment con-
necting successive floors or levels shall be enclosed with fire
barrier walls and approved opening protectives complying
with the requirements of Section 3002 and Chapter 7.
3005.3.2 Conveyor safeties. Power-operated conveyors,
belts and other material-moving devices shall be equipped
with automatic limit switches which will shut off the power
in an emergency and automatically stop all operation of the
device.
3005.4 Personnel and material hoists. Personnel and material
hoists shall be designed utilizing an approved method that ac-
counts for the conditions imposed during the intended opera-
tion of the hoist device. The design shall include, but is not
limited to, anticipated loads, structural stability, impact, vibra-
tion, stresses and seismic restraint. The design shall account for
the construction, installation, operation and inspection of the
hoist tower, car, machinery and control equipment, guide mem-
bers and hoisting mechanism. Additionally, the design of per-
sonnel hoists shall include provisions for field testing and
maintenance which will demonstrate that the hoist device func-
tions in accordance with the design. Field tests shall be con-
ducted upon the completion of an installation or following a
major alteradon of a personnel hoist.
552
2003 INTERNATIONAL BUILDING CODE®
ELEVATORS AMD CONVEYBWG SYSTEMS
5.1 Access, An approved means of access shall be provided
to elevator machine rooms and overhead machinery spaces.
3(D®6.2 Vemtnmg. Elevator machine rooms that contain
solid-state equipment for elevator operation shall be provided
with an independent ventilation or air-conditioning system to
protect against the overheating of the electrical equipment. The
system shall be capable of maintaining temperatures within the
range estabhshed for the elevator equipment.
3006o3 PressiirtsatnoEo The elevator machine room serving a
pressurized elevator hoistway shall be pressurized upon activa-
tion of a heat or smoke detector located in the elevator machine
room.
^ macfiimery spaces. Elevator ma-
chine rooms and machinery spaces shall be enclosed with con-
struction having a fire-resistance rating not less than the
required rating of the hoistway enclosure served by the machin-
ery. Openings shall be protected with assemblies having a
fire-resistance rating not less than that required for the
hoistway enclosure doors.
3®06o5 Sheinilt Itrip. Where elevator hoistways or elevator ma-
chine rooms containing elevator control equipment are pro-
tected with automatic sprinklers, a means installed in
accordance with NFPA 72, Section 3-8.15, Elevator Shutdown,
shall be provided to disconnect automatically the main line
power supply to the affected elevator prior to the application of
water. This means shall not be self-resetting. The activation of
sprinklers outside the hoistway or machine room shall not dis-
connect the main line power supply.
3([l®6,6 Plinmbiinig systems. Plumbing systems shall not be lo-
cated in elevator equipment rooms.
2003 IMTERNATDONAL BUBLDDEMG CODE® 553
554 2003 INTERNATIONAL BUILDING CODE®
CHAPTER 31
SECTION 3101
GENiRAL
3101.1 Scope. The provisions of this chapter shall govern spe-
cial building construction including membrane structures, tem-
porary structures, pedestrian walkways and tunnels, awnings
and canopies, marquees, signs, and towers and antennas.
MEMBRANE STRUCTURES
}2A Generalo The provisions of this section shall apply to
air-supported, air-inflated, membrane-covered cable and mem-
brane-covered frame structures, collectively known as mem-
brane structures, erected for a period of 180 days or longer.
Those erected for a shorter period of time shall comply with the
International Fire Code. Membrane structures covering water
storage facilities, water clarifiers, water treatment plants, sew-
age treatment plants, greenhouses and similar facilities not
used for human occupancy, are required to meet only the re-
quirements of Sections 3102.3.1 and 3102.7.
rigid framework to support a tensioned membrane which pro-
vides the weather barrier.
IS. The following words and terms shall, for
the purposes of this section and as used elsewhere in this code,
have the meanings shown herein:
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 sup-
port the structure.
AIR=SUPPOMTED STEUCTUEE. 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-sup-
ported structures are of two basic types:
dm. Similar to a single skin, but with an attached
liner that is separated from the outer skin and provides an
airspace which serves for insulation, acoustic, aesthetic or
similar purposes.
Single skim. Where there is only the single outer skin and the
air pressure is directly against that skin.
CABLE-MESTMAINEB, AIM=SUPPORTED STRUC=
TUEE, A structure in which the uplift is resisted by cables or
webbings which are anchored to either foundations or dead
men. Reinforcing cable or webbing is attached by various
methods to the membrane or is an integral part of the mem-
brane. This is not a cable-supported structure.
nonpressurized structure in which a mast and cable system pro-
vides support and tension to the membrane weather barrier and
the membrane imparts stability to the structure.
MEMBEANE=COVEME]D) FRAME STRUCTURE. A
nonpressurized building wherein the structure is composed of a
IBUSTIBLE MEMBRANE STRUCTURE. A
membrane structure in which the membrane and all component
parts of the structure are noncombustible.
Noncombustible membrane
structures shall be classified as Type IIB construction.
Noncombustible frame or cable-supported structures covered
by an approved membrane in accordance with Section
3102.3.1 shall be classified as Type IIB constmction. Heavy
timber frame-supported structures covered by an approved
membrane in accordance with Section 3 102.3. 1 shall be classi-
fied as Type IV construction. Other membrane structures shall
be classified as Type V construction.
Exception: Plastic less than 30 feet (9144 mm) above any
floor used in greenhouses, where occupancy by the general
public is not authorized, and for aquaculture pond covers, is
not required to be flame resistant.
31112,3,1 Membraee and Imterior liner material. Mem-
branes and interior liners shall be either noncombustible as
set forth in Section 703.4, or flame resistant as determined
in accordance with NFPA 701 and the manufacturer's test
protocol.
Exception: Plastic less than 20 mil (500 mm) in thick-
ness used in greenhouses, where occupancy by the gen-
eral public is not authorized, and for aquaculture pond
covers, is not required to be flame resistant.
loor areas. The area of a membrane struc-
ture shall not exceed the limitations set forth in Table 503, ex-
cept as provided in Section 506.
eight. Membrane structures shall not ex-
ceed one story nor shall such structures exceed the height limi-
tations in feet set forth in Table 503.
Exception: Noncombustible membrane structures serving
as roofs only.
Membrane structures shall be
permitted to be utilized as specified in this section as a portion
of buildings of other types of construction. Height and area lim-
its shall be as specified for the type of construction and occu-
pancy of the building.
31®2.6.1 NoncomtastlMe membrane. A noncombustible
membrane shall be permitted for use as the roof or as a sky-
light of any building or atrium of a building of any type of
constmction provided it is at least 20 feet (6096 mm) above
any floor, balcony or gallery.
1)2,6,1,1 Flame-resistant membrane. A flame-resis-
tant membrane shall be permitted to be used as the roof or
as a skyUght on buildings of Type IIB, III, IV and V con-
struction provided it is at least 20 feet (6096 mm) above
any floor, balcony or gallery.
2003 If^TERNATBOhSAL BUSLDBNG CODE®
555
SPECIAL CONSTRUCTION
3102.7 Engineering design. The structure shall be designed
and constructed to sustain dead loads; loads due to tension or
inflation; Uve loads including wind, snow or flood and seismic
loads and in accordance with Chapter 16.
3102.8 Inflation systems. Air-supported and air-inflated
structures shall be provided with primary and auxiliary infla-
tion systems to meet the minimum requirements of Sections
3102.8.1 through 3102.8.3.
3102.8.1 Equipment requirements. This inflation system
shall consist of one or more blowers and shall include provi-
sions for automatic control to maintain the required infla-
tion pressures. The system shall be so designed as to prevent
overpressurization of the system.
3102.8.1.1 Auxiliary inflation system. In addition to the
primary inflation system, in buildings exceeding 1,500
square feet (140 m^) in area, an auxiliary inflation system
shall be provided with sufficient capacity to maintain the
inflation of the structure in case of primary system fail-
ure. The auxiliary inflation system shall operate auto-
matically when there is a loss of internal pressure and
when the primary blower system becomes inoperative.
3102.8.1.2 Blower equipment. 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 building official to provide protection from in-
jury.
3. Blowers shall be housed within a weather-protect-
ing 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.
3102.8.2 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 auto-
matic transfer and operation of all of the required electrical
functions at full power within 60 seconds of such service
failure. Standby power shall be capable of operating inde-
pendently for a minimum of 4 hours.
3102.8.3 Support provisions. A system capable of sup-
porting the membrane in the event of deflation shall be pro-
vided for in air-supported and air-inflated structures having
an occupant load of more than 50 or where covering a swim-
ming pool regardless of occupant load. The support system
shall be capable of maintaining membrane structures used
as a roof for Type I construction not less than 20 feet (6096
mm) above floor or seating areas. The support system shall
be capable of maintaining other membranes at least 7 feet
(2134 mm) above the floor, seating area or surface of the wa-
ter.
SECTION 3103
TEMPORARY STRUCTURES
3103.1 General. The provisions of this section shall apply to
structures erected for a period of less than 180 days. Tents and
other membrane structures erected for a period of less than 180
days shall comply with the International Fire Code. Those
erected for a longer period of time shall comply with applicable
sections of this code.
Exception: Provisions of the International Fire Code shall
apply to tents and membrane structures erected for a period
of less than 180 days.
3103.1,1 Permit required. Temporary structures that cover
an area in excess of 120 square feet (11.16 m^), including
connecting areas or spaces with a common means of egress
or entrance which are used or intended to be used for the
gathering together of 10 or more persons, shall not be
erected, operated or maintained for any purpose without ob-
taining a permit from the building official.
3103.2 Construction documents. A permit application and
construction documents shall be submitted for each installation
of a temporary structure. The construction documents shall in-
clude a site plan indicating the location of the temporary struc-
ture and information delineating the means of egress and the
occupant load.
3103.3 Location. Temporary structures shall be located in ac-
cordance with the requirements of Table 602 based on the
fire-resistance rating of the exterior walls for the proposed type
of construction.
3103.4 Means of egress. Temporary structures shall conform
to the means of egress requirements of Chapter 10 and shall
have a maximum exit access travel distance of 100 feet (30 480
mm).
SECTBON3104
PEDESTRIAN WALKWAYS AND TUNNELS
3104.1 General. This section shall apply to connections be-
tween buildings such as pedestrian walkways or tunnels, lo-
cated at, above or below grade level, that are used as a means of
travel by persons. The pedestrian walkway shall not contribute
to the building area or the number of stories or height of con-
nected buildings.
3104.2 Separate structures. Connected buildings shall be
considered to be separate structures.
Exceptions:
1 . Buildings on the same lot in accordance with Section
503.1.3.
2. For purposes of calculating the number of Type B
units required by Chapter 11, structurally connected
buildings and buildings with multiple wings shall be
considered one structure.
3104.3 Construction. The pedestrian walkway shall be of
noncombustible construction.
Exception: Combustible construction shall be permitted
where connected buildings are of combustible construction.
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3104.4 Coeteets. Only materials and decorations approved by
the building official shall be located in the pedestrian walkway.
3104.5 Fire barriers between pedestrian walkways amd
bulMiegs. Walkways shall be separated from the interior of the
building by fire barrier walls with a fire-resistance rating of not
less than 2 hours. This protection shall extend vertically from a
point 10 feet (3048 mm) above the walkway roof surface or the
connected building roof line, whichever is lower, down to a
point 10 feet (3048 mm) below the walkway and horizontally
10 feet (3048 mm) from each side of the pedestrian walkway.
Openings within the 10-foot (3048 mm) horizontal extension of
the protected walls beyond the walkway shall be equipped with
devices providing a ^/4-hour fire protection rating in accordance
with Section 715.
ii: The walls separating the pedestrian walkway
from a connected building are not required to have a fire-re-
sistance rating by this section where any of the following
conditions exist:
1 . The distance between the connected buildings is more
than 10 feet (3048 mm), the pedestrian walkway and
connected buildings are equipped throughout with an
automatic sprinkler system in accordance with NFPA
13 and the wall is constructed of a tempered, wired or
laminated glass wall and doors subject to the follow-
ing:
1.1. The glass shall be protected by an automatic
sprinkler system in accordance with NFPA 13
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 in-
stalled in such a manner that the framing sys-
tem will deflect without breaking (loading)
the glass before the sprinkler operates.
1.3. Obstrucfions shall not be installed between
the sprinkler heads and the glass.
2. The distance between the connected buildings is more
than 10 feet (3048 mm), and both sidewalls of the pe-
destrian walkway are at least 50 percent open with the
open area uniformly distributed to prevent the accu-
mulation of smoke and toxic gases.
3. Buildings are on the same lot, in accordance with Sec-
tion 503.1.3.
4. Where exterior walls of connected buildings are re-
quired by Section 704 to have a fire-resistance rating
greater than 2 hours, the walkway shall be equipped
throughout with an automatic sprinkler system in-
stalled in accordance with NFPA 13.
The previous exceptions shall apply to pedestrian walkways
having a maximum height above grade of three stories or 40
feet (12 192 mm), or five stories or 55 feet (16 764 mm) where
sprinklered.
The unobstructed width of pedestrian walk-
ways shall not be less than 36 inches (914 mm). The total width
shall not exceed 30 feet (9144 mm).
3104.9 Exit access travel. The length of exit access travel shall
not exceed 200 feet (60 960 mm).
Exceptions?
1 . Exit access travel distance on a pedestrian walkway
equipped throughout with an automatic sprinkler sys-
tem in accordance with NFPA 13 shall not exceed 250
feet (76 200 mm).
2. Exit access travel distance on a pedestrian walkway
constructed with both sides at least 50 percent open
shall not exceed 300 feet (91 440 mm).
3. Exit access travel distance on a pedestrian walkway
constructed with both sides at least 50 percent open,
and equipped throughout with an automatic sprinkler
system in accordance with NFPA 13, shall not exceed
400 feet (122 m).
3104.10 Ibimeled walkway. Separation between the tunneled
walkway and the building to which it is connected shall not be
less than 2-hour fire-resistant construction and openings
therein shall be protected in accordance with Table 715.3.
3104.11 Ventilation. Smoke and heat vents shall be provided
for enclosed walkways and tunneled walkways as required for
Group F-1 occupancies in accordance with Section 910.
)5.1 General, Awnings or canopies shall comply with the
requirements of this section and other applicable sections of
this code.
way. Pedestrian walkways over a public way
shall also comply with Chapter 32.
1.7 Egress. Access shall be provided at all times to a pedes-
trian walkway that serves as a required exit.
)5.2 Definition, The following term shall, for the purposes
of this section and as used elsewhere in this code, have the
meaning shown herein.
RETRACTABLE AWNING. A retractable awning is a cover
with a frame that retracts against a building or other structure to
which it is entirely supported.
3105.3 Design and construction. Awnings and canopies shall
be designed and constructed to withstand wind or other lateral
loads and live loads as required by Chapter 16 with due allow-
ance for shape, open construction and similar features that re-
lieve the pressures or loads. Structural members shall be
protected to prevent deterioration. Awnings shall have frames
of noncombustible material, fire-retardant-treated wood, wood
of Type IV size, or 1-hour construction with combustible or
noncombustible covers and shall be either fixed, retractable,
folding or collapsible.
3105.4 Canopy materlaSs, Canopies shall be constructed of a
rigid framework with an approved covering, that is flame resis-
tant in accordance with NFPA 701 or has a flame spread index
not greater than 25 when tested in accordance with ASTM E
84.
2003 SNTERMAUOSMAL BUILDING CODE®
557
SPECIAL CONSTRUCTION
SECTION 3106
MARQUEES
3106.1 General. Marquees shall comply with this section and
other applicable sections of this code.
3106.2 Thickness. The maximum height or thickness of a mar-
quee measured vertically from its lowest to its highest point
shall not exceed 3 feet (914 mm) where the marquee projects
more than two-thirds of the distance from the property line to
the curb hne, and shall not exceed 9 feet (2743 mm) where the
marquee is less than two-thirds of the distance from the prop-
erty line to the curb line.
3106.3 Roof construction. Where the roof or any part thereof
is a skylight, the skylight shall comply with the requirements of
Chapter 24. Every roof and skyhght 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.
3106.4 Location prohibited. Every marquee shall be so lo-
cated as not to interfere with the operation of any exterior
standpipe, and such that the marquee does not obstruct the clear
passage of stairways or exit discharge from the building or the
installation or maintenance of street lighting.
3106.5 Construction. A marquee shall be supported entirely
from the building and constructed of noncombustible materi-
als. Marquees shall be designed as required in Chapter 16,
Structural members shall be protected to prevent deterioration.
SECTION 3107
SIGNS
3107.1 General. Signs shall be designed, constructed and
maintained in accordance with this code.
SECTION 3108
RADIO AND TELEVISION TOWERS
3108.1 General. Subject to the provisions of Chapter 16 and
the requirements of Chapter 15 governing the fire-resistance
ratings of buildings for the support of roof structures, 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 ac-
cess for inspection purposes. Guy wires or other accessories
shall not cross or encroach upon any street or other public
space, or over above-ground electric utility lines, or encroach
upon any privately owned property without written consent of
the owner of the encroached-upon property, space or
above-ground electric utility lines.
3108.3 Construction. Towers shall be constructed of approved
corrosion-resistant noncombustible material. The minimum
type of construction of isolated radio towers not more than 100
feet (30 480 mm) in height shall be Type IIB.
3108.4 Loads. Towers shall be designed to resist wind loads in
accordance with TIA/EIA-222. Consideration shall be given to
conditions involving wind load on ice-covered sections in lo-
calities 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 Wind load. Adequate foundations and anchorage
shall be provided to resist two times the calculated wind
load.
3108.5 Grounding. Towers shall be permanently and effec-
tively grounded.
SECTION 3109
SWIIVIMING POOL ENCLOSURES AND
SAFETY DEVICES
3109.1 General. Swimming pools shall comply with the re-
quirements of this section and other applicable sections of this
code.
3109.2 Definition, The following word and term shall, for the
purposes of this section and as used elsewhere in this code, have
the meaning shown herein.
SWIMMING POOLS. Any structure intended for swimming,
recreational bathing or wading that contains water over 24
inches (610 mm) deep. This includes in-ground, above-ground
and on-ground pools; hot tubs; spas and fixed-in-place wading
pools.
3109.3 PuMic swimming pools. Public swimming pools shall
be completely enclosed by a fence at least 4 feet (1290 mm) in
height or a screen enclosure. Openings in the fence shall not
permit the passage of a 4-inch-diameter (102 mm) sphere. The
fence or screen enclosure shall be equipped with self-closing
and self-latching gates.
3109.4 Residential swimming pools. Residential swimming
pools shall comply with Sections 3109.4.1 through 3109.4.3.
Exception: A swimming pool with a power safety cover or a
spa with a safety cover complying with ASTM F 1346.
3109,4.1 Barrier height and clearances. The top of the
barrier shall be at least 48 inches (1219 mm) above grade
measured on the side of the barrier that faces away from the
swimming pool. The maximum vertical clearance between
grade and the bottom of the barrier shall be 2 inches (5 1 mm)
measured on the side of the barrier that faces away from the
swimming pool. Where the top of the pool structure is above
grade, the barrier is authorized to be at ground level or
mounted on top of the pool structure, the maximum vertical
clearance between the top of the pool structure and the bot-
tom of the barrier shall be 4 inches (102 mm).
3109.4.1.1 Openings. Openings in the barrier shall not
allow passage of a 4-inch-diameter (102 mm) sphere.
3109.4.1.2 Solid barrier surfaces. Solid barriers which
do not have openings shall not contain indentations or
protrusions except for normal construction tolerances
and tooled masonry joints.
3109.4.1.3 Closely spaced horizontal members.
Where the barrier is composed of horizontal and vertical
members and the distance between the tops of the hori-
zontal members is less than 45 inches (1143 mm), the
horizontal members shall be located on the swimming
pool side of the fence. Spacing between vertical mem-
558
2003 INTERNATIONAL BUILDING CODE®
SPECIAL CONSTRUCTION
bers shall not exceed 1.75 inches (44 mm) in width.
Where there are decorative cutouts within vertical mem-
bers, spacing within the cutouts shall not exceed 1.75
inches (44 mm) in width.
31(D9o4.1.4 Widely spaced IhonzoinitaD memlberSo Where
the barrier is composed of horizontal and vertical mem-
bers and the distance between the tops of the horizontal
members is 45 inches (1143 mm) or more, spacing be-
tween vertical members shall not exceed 4 inches (102
mm). Where there are decorative cutouts within vertical
members, spacing within the cutouts shall not exceed
1.75 inches (44 mm) in width.
.4,1.5 ClhaSini link dnmemisloinis. Maximum mesh
size for chain link fences shall be a 2.25 inch square (57
mm square) unless the fence is provided with slats fas-
tened at the top or the bottom which reduce the openings
to no more than 1.75 inches (44 mm).
3109.4,lo6 Dnagomal members. Where the barrier is
composed of diagonal members, the maximum opening
formed by the diagonal members shall be no more than
1.75 inches (44 mm).
,4.1.7 (Gates, Access gates shall comply with the re-
quirements of Sections 3109.4.1.1 through 3109.4.1.6
and shall be equipped to accommodate a locking device.
Pedestrian access gates shall open outward 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 mecha-
nism of the self-latching device is located less than 54
inches (1372 mm) from the bottom of the gate, the re-
lease mechanism shall be located on the pool side of the
gate at least 3 inches (76 mm) below the top of the gate,
and the gate and barrier shall have no opening greater
than 0.5 inch (12.7 mm) within 18 inches (457 mm) of the
release mechanism.
31(0)9,4,1,8 Dwellmg wall as a barrier. Where a wall of a
dwelling serves as part of the barrier, one of the following
shall apply:
1 . Doors with direct access to the pool through that
wall shall be equipped with an alarm which pro-
duces an audible warning when the door and its
screen are opened. The alarm shall sound continu-
ously for a minimum of 30 seconds immediately
after the door is opened and be capable of being
heard throughout the house during normal house-
hold activities. The alarm shall automatically reset
under all conditions. The alarm shall be equipped
with a manual means to temporarily deactivate the
alarm for a single opening. Such deactivation shall
last no more than 15 seconds. The deactivation
switch shall be located at least 54 inches (1372
mm) above the threshold of the door.
2. The pool shall be equipped with a power safety
cover which complies with ASTM F 1346.
3. Other means of protection, such as self-closing
doors with self-latching devices, which are ap-
proved by the administrative authority, shall be ac-
cepted so long as the degree of protection afforded
is not less than the protection afforded by Section
3109.4.1.8, Item 1 or 2.
,4.1.9 Pool structure as barrier. 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 ladder or steps, then the ladder or
steps either shall be capable of being secured, locked or
removed to prevent access, or the ladder or steps shall be
surrounded by a barrier which meets the requirements of
Sections 3109.4.1.1 through 3109.4.1.8. When the lad-
der or steps are secured, locked or removed, any opening
created shall not allow the passage of a 4-inch-diameter
(102 mm) sphere.
,4,2 Indoor swimming pools. Walls surrounding in-
door swimming pools shall not be required to comply with
Section 3109.4.1.8.
31©9,4.3 Prohibited locations. Barriers shall be located so
as to prohibit permanent structures, equipment or similar
objects from being used to climb the barriers.
Entrapment avoidance. Where the suction inlet sys-
tem, such as an automatic cleaning system, is a vacuum cleaner
system which has a single suction inlet, or multiple suction in-
lets which can be isolated by valves, each suction inlet shall
protect against user entrapment by an approved antivortex
cover, a 12-inch by 12-inch (304 mm by 304 mm) or larger
grate, or other approved means.
In addition, all pools and spas shall be equipped with an al-
ternative backup system which shall provide vacuum relief
should grate covers be missing. Alternative vacuum relief de-
vices shall include one of the following:
1 . Approved vacuum release system.
2. Approved vent piping.
3. Other approved devices or means.
2003 INTERNATIONAL BUILDING CODE®
560 2003 INTERNATIONAL BUILDING CODE®
CHAPTER
3201.1 Scope. The provisions of this chapter shall govern the
encroachment of structures into the public right-of-way.
3201.2 Measerememt. The projection of any structure or ap-
pendage shall be the distance measured horizontally from the
lot line to the outermost point of the projection.
ra. The provisions of this chapter shall not be
construed to permit the violation of other laws or ordinances
regulating the use and occupancy of public property.
3201,4 Dralmage. Drainage water collected from a roof, awn-
ing, canopy or marquee, and condensate from mechanical
equipment shall not flow over a public walking surface.
Encroachments below
grade shall comply with Sections 3202.1.1 through 3202.1.3.
3202.1,1 Strectairal support, A part of a building erected
below grade that is necessary for structural support of the
building or structure shall not project beyond the lot lines,
except that the footings of street walls or their supports
which are located at least 8 feet (2438 mm) below grade
shall not project more than 12 inches (305 mm) beyond the
street lot line.
3202.1.2 Vaults amd other emdosed spaces. The construc-
tion and utilization of vaults and other enclosed space below
grade shall be subject to the terms and conditions of the au-
thority or legislative body having jurisdiction.
3202.1.3 Areaways, Areaways shall be protected by grates,
guards or other approved means.
3202.2 EmcroaclBmemts above grade amd below 8 feet m
lielglit. Encroachments into the public right-of-way above
grade and below 8 feet (2438 mm) in height shall be prohibited
except as provided for in Sections 3202.2.1 through 3202.2.3.
Doors and windows shall not open or project into the pubhc
right-of-way.
3202.2.1 Steps. Steps shall not project more than 12 inches
(305 mm) and shall be guarded by approved devices not less
than 3 feet (914 mm) high, or shall be located between col-
umns or pilasters.
3202.2.2 Archltecteral features. Columns or pilasters, in-
cluding bases and moldings shall not project more than 12
inches (305 mm). Belt courses, lintels, sills, architraves,
pediments and similar architectural features shall not pro-
ject more than 4 inches (102 mm).
3202.2.3 Awnings. The vertical clearance from the public
right-of-way to the lowest part of any awning, including va-
lances, shall be 7 feet (2134 mm) minimum.
IS 8 feet or more above grade. En-
croachments 8 feet (2438 mm) or more above grade shall com-
ply with Sections 3202.3.1 through 3202.3.4.
3202.3.1 Awmlngs, camopies, marquees and signs. Awn-
ings, canopies, marquees and signs shall be constructed so
as to support appUcable loads as specified in Chapter 16.
Awnings, canopies, marquees and signs with less than 15
feet (4572 mm) clearance above the sidewalk shall not ex-
tend into or occupy more than two-thirds the width of the
sidewalk measured from the building. Stanchions or col-
umns that support awnings, canopies, marquees and signs
shall be located not less than 2 feet (610 mm) in from the
curb line.
3202.3.2 Windows, balconies, arcMtectural features and
mecliamkal equipment. Where the vertical clearance
above grade to projecting windows, balconies, architectural
features or mechanical equipment is more than 8 feet (2438
mm), 1 inch (25 mm) of encroachment is permitted for each
additional 1 inch (25 mm) of clearance above 8 feet (2438
mm), but the maximum encroachment shall be 4 feet (1219
mm).
3202.3.3 Encroactimemts 15 feet or more above grade.
Encroachments 15 feet (4572 mm) or more above grade
shall not be limited.
3202.3.4 Pedestrian walkways. The installation of a pe-
destrian walkway over a pubUc right-of-way shall be subject
to the approval of local authority having jurisdiction. The
vertical clearance from the public right-of-way to the lowest
part of a pedestrian walkway shall be 15 feet (4572 mm)
minimum.
3202,4 Temporary encroactimemts. Where allowed by the lo-
cal authority having jurisdiction, vestibules and storm enclo-
sures shall not be erected for a period of time exceeding 7
months in any one year and shall not encroach more than 3 feet
(914 mm) nor more than one-fourth of the width of the side-
walk beyond the street lot line. Temporary entrance awnings
shall be erected with a minimum clearance of 7 feet (2134 mm)
to the lowest portion of the hood or awning where supported on
removable steel or other approved noncombustible support.
2003 SNTERNATIONAL BUILDSSMG CODE®
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562 2003 INTERNATIONAL BUILDING CODE®
CHAPTER 33
L,l Scope. The provisions of this chapter shall govern
safety during construction and the protection of adjacent public
and private properties.
3301.2 Storage and placememt. Construction equipment and
materials shall be stored and placed so as not to endanger the
public, the workers or adjoining property for the duration of the
construction project.
CONSTRUCTIOM SAFEGUARD!
addltloES. Required exits, existing
structural elements, fire protection devices and sanitary safe-
guards shall be maintained at all times during remodeling, al-
terations, repairs or additions to any building or structure.
1 . When such required elements or devices are being re-
modeled, altered or repaired, adequate substitute pro-
visions shall be made.
2. When the existing building is not occupied.
3302.2 Maeeer off removal. Waste materials shall be removed
in a manner which prevents injury or damage to persons, ad-
joining properties and public rights-of-way.
ECTION 3303
Construction documents
and a schedule for demolition must be submitted when required
by the building official. Where such information is required, no
work shall be done until such construction documents or sched-
ule, or both, are approved.
The work of demolishing any
building shall not be commenced until pedestrian protection is
in place as required by this chapter.
[)ff egress. A party wall balcony or horizontal
exit shall not be destroyed unless and until a substitute means of
egress has been provided and approved.
>t. Where a structure has been demolished or
removed, the vacant lot shall be filled and maintained to the ex-
isting grade or in accordance with the ordinances of the juris-
diction having authority.
3303.5 Water accumwilatioEo Provision shall be made to pre-
vent the accumulation of water or damage to any foundations
on the premises or the adjoining property.
IS. Service utility connections shall
be discontinued and capped in accordance with the approved
rules and the requirements of the authority having jurisdiction.
11. Excavation and fill for buildings
and structures shall be constructed or protected so as not to en-
danger life or property. Stumps and roots shall be removed
from the soil to a depth of at least 1 2 inches (305 mm) below the
surface of the ground in the area to be occupied by the building.
Wood forms which have been used in placing concrete, if
within the ground or between foundation sills and the ground,
shall be removed before a building is occupied or used for any
purpose. Before completion, loose or casual wood shall be re-
moved from direct contact with the ground under the building.
3304.1.1 Slope limits. Slopes for permanent fill shall not be
steeper than one unit vertical in two units horizontal (50-per-
cent slope). Cut slopes for permanent excavations shall not be
steeper than one unit vertical in two units horizontal (50-per-
cent slope). Deviation from the foregoing limitations for cut
slopes shall be permitted only upon the presentation of a soil
investigation report acceptable to the building official.
3304.1.2 Surcharge. No fill or other surcharge loads shall be
placed adjacent to any building or structure unless such build-
ing or structure is capable of withstanding the additional
loads caused by the fill or surcharge. Existing footings or
foundations which can be affected by any excavation shall be
underpinned adequately or otherwise protected against set-
tlement and shall be protected against later movement.
3304.1.3 Footlegs on adjacent slopes. For footings on ad-
jacent slopes, see Chapter 18.
3304.1.4 Fill supporting foendations. Fill to be used to
support the foundations of any building or structure shall
comply with Section 1803.5. Special inspections of com-
pacted fill shall be in accordance with Section 1704.7.
;s required. Sanitary facilities shall be pro-
vided during construction, remodeling or demolition activities
in accordance with the International Plumbing Code.
3306.1 Protection required. Pedestrians shall be protected
during construction, remodeling and demolition activities as
required by this chapter and Table 3306. 1 . Signs shall be pro-
vided to direct pedestrian traffic.
2003 INTERMATIONAL BUILDIMG CODE®
563
SAFEGUARDS DURING CONSTRUCTiON
TABLE 3306.1
PROTECTION OF PEDESTRIANS
HEIGHT OF
CONSTRUCTION
DISTANCE FROM CONSTRUCTION TO LOT LINE
TYPE OF PROTECTION REQUIRED
8 feet or less
Less than 5 feet
Construction railings
5 feet or more
None
More than 8 feet
Less than 5 feet
Barrier and covered walkway
5 feet or more, but not more than one-fourth the height of construction
Barrier and covered walkway
5 feet or more, but between one-fourth and one-half the height of construction
Barrier
5 feet or more, but exceeding one-half the height of construction
None
For SI: 1 foot = 304.8 mm.
3306.2 Walkways. A walkway shall be provided for pedestrian
travel in front of every construction and demolition site unless
the authority having jurisdiction authorizes the sidewalk to be
fenced or closed. Walkways shall be of sufficient width to ac-
commodate the pedestrian traffic, but in no case shall they be
less than 4 feet (1219 mm) in width. Walkways shall be pro-
vided with a durable walking surface. Walkways shall be ac-
cessible in accordance with Chapter 1 1 and shall be designed to
support all imposed loads and in no case shall the design live
load be less than 150 pounds per square foot (psf) (7.2 kN/m^).
3306.3 Directional barricades. Pedestrian traffic shall be pro-
tected by a directional barricade where the walkway extends
into the street. The directional barricade shall be of sufficient
size and construction to direct vehicular traffic away from the
pedestrian path.
3306.4 Construction railings. Construction railings shall be
at least 42 inches (1067 mm) in height and shall be sufficient to
direct pedestrians around construction areas.
3306.5 Barriers. Barriers shall be a minimum of 8 feet (2438
mm) in height and shall be placed on the side of the walkway
nearest the construction. Barriers shall extend the entire length
of the construction site. Openings in such barriers shall be pro-
tected by doors which are normally kept closed.
3306.6 Barrier design. Barriers shall be designed to resist
loads required in Chapter 16 unless constructed as follows:
1 . Barriers shall be provided with 2-inch by 4-inch (5 1 mm
by 102 mm) top and bottom plates.
2. The barrier material shall be a minimum of V4-inch (19. 1
mm) boards or 74-inch (6.4 mm) wood structural use
panels.
3. Wood structural use panels shall be bonded with an adhe-
sive identical to that for exterior wood structural use pan-
els.
4. Wood structural use panels V4 inch (6.4 mm) or 7,^ inch
(23.8 mm) in thickness shall have studs spaced not more
than 2 feet (610 mm) on center (o.c).
5. Wood structural use panels Vg inch (9.5 mm) or V2 inch
(12.7 mm) in thickness shall have studs spaced not more
than 4 feet (1219 mm) o.c, provided a 2-inch by 4-inch
(51 mm by 102 mm) stiffener is placed horizontally at
midheight where the stud spacing exceeds 2 feet (610
mm) o.c.
6. Wood structural use panels Vg inch (15.9 mm) or thicker
shall not span over 8 feet (2438 mm).
3306.7 Covered walkways. Covered walkways shall have a
minimum clear height of 8 feet (2438 mm) as measured from
the floor surface to the canopy overhead. Adequate hghting
shall be provided at all times. Covered walkways shall be de-
signed to support all imposed loads. In no case shall the design
live load be less than 150 psf (7.2 kN/m^) for the entire struc-
ture.
Exception: Roofs and supporting structures of covered
walkways for new, light-frame construction not exceeding
two stories in height are permitted to be designed for a live
load of 75 psf (3.6kN/m^) or the loads imposed on them,
whichever is greater. In lieu of such designs, the roof and
supporting structure of a covered walkway are permitted to
be constructed as follows:
1 . Footings shall be continuous 2-inch by 6-inch (5 1 mm
by 152 mm) members.
2. Posts not less than 4 inches by 6 inches (102 mm by
152 mm) shall be provided on both sides of the roof
and spaced not more than 12 feet (3658 mm) o.c.
3. Stringers not less than 4 inches by 12 inches (102 mm
by 305 mm) shall be placed on edge upon the posts.
4. Joists resting on the stringers shall be at least 2 inches
by 8 inches (5 1 mm by 203 mm) and shall be spaced
not more than 2 feet (610 mm) o.c.
5. The deck shall be planks at least 2 inches (51 mm)
thick or wood structural panels with an exterior expo-
sure durability classification at least ^^32 inch (18.3
mm) thick nailed to the joists.
6. Each post shall be knee braced to joists and stringers
by 2-inch by 4-inch (51 mm by 102 mm) minimum
members 4 feet (1219 mm) long.
7. A 2-inch by 4-inch (51 mm by 102 mm) minimum
curb shall be set on edge along the outside edge of the
deck.
3306.8 Repair, maintenance and removal. Pedestrian protec-
tion required by this chapter shall be maintained in place and
564
2003 INTERNATIONAL BUILDING CODE®
SAFEGUARDS DURIINIG CONSTRUCTBON
kept in good order for the entire length of time pedestrians may
be endangered. The owner or the owner's agent, upon the com-
pletion of the construction activity, shall immediately remove
walkways, debris and other obstructions and leave such public
property in as good a condition as it was before such work was
commenced.
I eKcavatlonnSo Every excavation on a site lo-
cated 5 feet (1524 mm) or less from the street lot line shall be
enclosed with a barrier not less than 6 feet (1829 mm) high.
Where located more than 5 feet (1524 mm) from the street lot
line, a barrier shall be erected when required by the building of-
ficial. Barriers shall be of adequate strength to resist wind pres-
sure as specified in Chapter 16.
[F] 3309»1 Where required. All structures under construction,
alteration or demolition shall be provided with not less than one
approved portable fire extinguisher in accordance with Section
906 and sized for not less than ordinary hazard as follows:
1 . At each stairway on all floor levels where combustible
materials have accumulated.
2. In every storage and construction shed.
3. Additional portable fire extinguishers shall be provided
where special hazards exist, such as the storage and use
of flammable and combustible liquids.
3309.2 Fire hazards. The provisions of this code and the Inter-
national Fire Code shall be strictly observed to safeguard
against all fire hazards attendant upon construction operations.
Adjoining public and private
property shall be protected from damage during construction,
remodeling and demolition work. Protection must be provided
for footings, foundations, party walls, chimneys, skylights and
roofs. Provisions shall be made to control water runoff and ero-
sion during construction or demolition activities. The person
making or causing an excavation to be made shall provide writ-
ten notice to the owners of adjoining buildings advising them
that the excavation is to be made and that the adjoining build-
ings should be protected. Said notification shall be delivered
not less than 10 days prior to the scheduled starting date of the
excavation.
SECTION 3310
EXITS
3310ol Stairways required. Where a building has been con-
structed to a height greater than 50 feet (15 240 mm) or four sto-
ries, or where an existing building exceeding 50 feet (15 240
nmi) in height is altered, at least one temporary lighted stairway
shall be provided unless one or more of the permanent stair-
ways are erected as the construction progresses.
f exits. Required means of egress shall
be maintained at all times during construction, demolition, re-
modeling or alterations and additions to any building.
Exceptioii: Approved temporary means of egress systems
and facilities.
' USE OF STREETI
PUBLIC PROPERTY
off materials. The temporary
use of streets or public property for the storage or handling of
materials or of equipment required for construction or demoli-
tion, and the protection provided to the public shall comply
with the provisions of the authority having jurisdiction and this
chapter.
3308.1.1 Obstructions. Construction materials and equip-
ment shall not be placed or stored so as to obstruct access to
fire hydrants, standpipes, fire or police alarm boxes, catch
basins or manholes, nor shall such material or equipment be
located within 20 feet (6096 mm) of a street intersection, or
placed so as to obstruct normal observations of traffic sig-
nals or to hinder the use of public transit loading platforms.
fixtures. Building materials, fences, sheds or
any obstruction of any kind shall not be placed so as to obstruct
free approach to any fire hydrant, fire department connection,
utility pole, manhole, fire alarm box or catch basin, or so as to
interfere with the passage of water in the gutter. Protection
against damage shall be provided to such utility fixtures during
the progress of the work, but sight of them shall not be ob-
structed.
3311.1 Where required. Buildings four stories or more in
height shall be provided with not less than one standpipe for use
during construction. Such standpipes shall be installed where
the progress of construction is not more than 40 feet (12 192
mm) in height above the lowest level of fire department access.
Such standpipe shall be provided with fire department hose
connections at accessible locations adjacent to usable stairs.
Such standpipes shall be extended as construction progresses
to within one floor of the highest point of construction having
secured decking or flooring.
Where a building is be-
ing demolished and a standpipe exists within soch 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 demol-
ished more than one floor below the floor being demolished.
3311.3 Detailed requlrememts. Standpipes shall be installed
in accordance with the provisions of Chapter 9.
lion: Standpipes shall be either temporary or perma-
nent in nature, and with or without a water supply, provided
that such standpipes conform to the requirements of Section
905 as to capacity, outlets and materials.
2003 JI^TERNATBOMAL BUBLD8NG CODE®
SAFEGUARDS DURING CONSTRUCTION
3311.4 Water supply. Water supply for fire protection, either
temporary or permanent, shall be made available as soon as
combustible material accumulates.
[F] SECTION 3312
AUTOMATIC SPRINKLER SYSTEM
3312.1 Completion before occupancy. In buildings where an
automatic sprinkler system is required by this code, it shall be
unlawful to occupy any portion of a building or structure until
the automatic sprinkler system installation has been tested and
approved, except as provided in Section 1 10.3.
3312.2 Operation of valves. Operation of sprinkler control
valves shall be permitted only by properly authorized person-
nel and shall be accompanied by notification of duly desig-
nated parties. When the sprinkler protection is being regularly
turned off and on to facilitate connection of newly completed
segments, the sprinkler control valves shall be checked at the
end of each work period to ascertain that protection is in ser-
vice.
566 2003 INTERNATIONAL BUILDING CODE®
11
3401.1 Scope. The provisions of this chapter shall control the
alteration, repair, addition and change of occupancy of existing
structures.
Exception: Existing bleachers, grandstands and folding
and telescopic seating shall comply with ICC 300-02.
3401.2 Maintenance. Buildings and structures, and parts
thereof, shall be maintained in a safe and sanitary condition.
Devices or safeguards which are required by this code shall be
maintained in conformance with the code edition under which
installed. The owner or the owner's designated agent shall be
responsible for the maintenance of buildings and structures. To
determine compliance with this subsection, the building offi-
cial shall have the authority to require a building or structure to
be reinspected. The requirements of this chapter shall not pro-
vide the basis for removal or abrogation of fire protection and
safety systems and devices in existing structures.
3401.3 Compliance with other codes. Alterations, repairs, ad-
ditions and changes of occupancy to existing structures shall
comply with the provisions for alterations, repairs, additions
and changes of occupancy in the International Fire Code, In-
ternational Fuel Gas Code, International Plumbing Code, In-
ternational Property Maintenance Code, International Private
Sewage Disposal Code, International Mechanical Code, Inter-
national Residential Code and ICC Electrical Code.
P
3402.1 DeitnitlonSo The following term shall, for the purposes
of this chapter and as used elsewhere in the code, have the fol-
lowing meaning:
TECHNICALLY INFEASIBLE. An alteration of a building
or a facility that has little likelihood of being accomplished be-
cause the existing structural conditions require the removal or
alteration of a load-bearing member that is an essential part of
the structural frame, or because other existing physical or site
constraints prohibit modification or addition of elements,
spaces or features which are in full and strict compHance with
the minimum requirements for new construction and which are
necessary to provide accessibility.
Chapter 5. Portions of the structure not altered and not affected
by the alteration are not required to comply with the code re-
quirements for a new structure.
Exception: For buildings and structures in flood hazard ar-
eas established in Section 1612.3, any additions, alterations
or repairs that constitute substantial improvement of the ex-
isting structure, as defined in Section 1612.2, shall comply
with the flood design requirements for new construction and
all aspects of the existing structure shall be brought into
compliance with the requirements for new construction for
flood design.
3403.2 Structural, Additions or alterations to an existing
structure shall not increase the force in any structural element
by more than 5 percent, unless the increased forces on the ele-
ment are still in compliance with the code for new structures,
nor shall the strength of any structural element be decreased to
less than that required by this code for new structures. Where
repairs are made to structural elements of an existing building,
and uncovered structural elements are found to be unsound or
otherwise structurally deficient, such elements shall be made to
conform to the requirements for new structures.
3403.2.1 Existing live load. Where an existing structure
heretofore is altered or repaired, the minimum design loads
for the structure shall be the loads applicable at the time of
erection, provided that public safety is not endangered
thereby.
3403.2.2 Live load reduction. If the approved live load is
less than required by Section 1607, the areas designed for
the reduced live load shall be posted in with the approved
load. Placards shall be of an approved design.
3403.3 Nonstructural. Nonstructural alterations or repairs to
an existing building or structure are permitted to be made of the
same materials of which the building or structure is con-
structed, provided that they do not adversely affect any struc-
tural member or the fire-resistance rating of any part of the
building or structure.
3403.4 Stairways. An alteration or the replacement of an exist-
ing stairway in an existing structure shall not be required to
comply with the requirements of a new stairway as outlined in
Section 1009 where the existing space and construction will
not allow a reduction in pitch or slope.
[EB] SECTION 3403
ADDITIONS, ALTERATIONS OR REPAIRS
3403.1 Existing buildings or structures. Additions or alter-
ations to any building or structure shall conform with the re-
quirements of the code for new construction. Additions or
alterations shall not be made to an existing building or structure
which will cause the existing building or structure to be in vio-
lation of any provisions of this code. An existing building plus
additions shall comply with the height and area provisions of
[EB] SECTION
FIRE ESCAPES
3404.1 Where permitted. Fire escapes shall be permitted only
as provided for in Sections 3404. 1 . 1 through 3404. 1 .4.
3404.1.1 New buildings. Fire escapes shall not constitute
any part of the required means of egress in new buildings.
3404.1.2 Existing fire escapes. Existing fire escapes shall
be continued to be accepted as a component in the means of
egress in existing buildings only.
2003 INTERNATIONAL BU8LD1NG CODE®
567
EXISTING STRUCTURES
3404.1.3 New fire escapes. New fire escapes for existing
buildings shall be permitted only where exterior stairs can-
not 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.
3404.1.4 Limitations. Fire escapes shall comply with this
section and shall not constitute more than 50 percent of the
required number of exits nor more than 50 percent of the re-
quired exit capacity.
3404.2 Location. Where located on the front of the building
and where projecting beyond the building line, the lowest land-
ing shall not be less than 7 feet (2134 mm) or more than 12 feet
(3658 mm) above grade, and shall be equipped with a counter-
balanced stairway to the street. In alleyways and thoroughfares
less than 30 feet (9144 mm) wide, the clearance under the low-
est landing shall not be less than 12 feet (3658 mm).
3404.3 Construction. The fire escape shall be designed to sup-
port a live load of 100 pounds per square foot (4788 Pa) and
shall be constructed of steel or other approved noncombustible
materials. Fire escapes constructed of wood not less than nomi-
nal 2 inches (5 1 mm) thick are permitted on buildings of Type 5
construction. Walkways and railings located over or supported
by combustible roofs in buildings of Type 3 and 4 construction
are permitted to be of wood not less than nominal 2 inches (51
mm) thick.
3404.4 Dimensions. Stairs shall be at least 22 inches (559 mm)
wide with risers not more than, and treads not less than, 8
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 8 inches (203 mm) below the door.
3404.5 Opening protectives. Doors and windows along the
fire escape shall be protected with 3/4-hour opening
protectives.
[EB] SECTIOM 3405
GLASS REPLACEMENT
3405.1 Conformance. The installation or replacement of glass
shall be as required for new installations.
3406.3 Stairways. Existing stairways in an existing structure
shall not be required to comply with the requirements of a new
stairway as outlined in Section 1009 where the existing space
and construction will not allow a reduction in pitch or slope.
[EB] SECTION 3407
HISTORIC BUILDINGS
3407.1 Historic buildings. The provisions of this code relating
to the construction, repair, alteration, addition, restoration and
movement of structures, and change of occupancy shall not be
mandatory for historic buildings where such buildings are
judged by the building official to not constitute a distinct hfe
safety hazard.
3407.2 Flood hazard areas. Within flood hazard areas estab-
lished in accordance with Section 1612.3, where the work pro-
posed constitutes substantial improvement as defined in
Section 1612.2, the building shall be brought into conformance
with Section 1612.
Exception: Historic buildings that are:
a. Listed or prehminarily determined to be eligible for
listing in the National Register of Historic Places; or
b. Determined by the Secretary of the U.S. Department
of Interior as contributing to the historical signifi-
cance of a registered historic district or a district pre-
liminarily determined to qualify as an historic district;
or
c. Designated as historic under a state or local historic
preservation program that is approved by the Depart-
ment of Interior.
[EB] SECTION 3408
MOVED STRUCTURES
3408.1 Conformance. Structures moved into or within the ju-
risdiction shall comply with the provisions of this code for new
structures.
[EB] SECTION 3406
CHANGE OF OCCUPANCY
3406.1 Conformance. No change shall be made in the use or
occupancy of any building that would place the building in a
different division of the same group of occupancy or in a differ-
ent group of occupancies, unless such building is made to com-
ply with the requirements of this code for such division or
group of occupancy. Subject to the approval of the building of-
ficial, the use or occupancy of existing buildings shall be per-
mitted to be changed and the building is allowed to be occupied
for purposes in other groups without conforming to all the re-
quirements of this code for those groups, provided the new or
proposed use is less hazardous, based on life and fire risk, than
the existing use.
3406.2 Certificate of occupancy. A certificate of occupancy
shall be issued where it has been determined that the require-
ments for the new occupancy classification have been met.
[EB] SECTION 3409
ACCESSIBILITY FOR EXISTING BUILDINGS
3409.1 Scope. The provisions of Sections 3409.1 through
3409.8 apply to maintenance, change of occupancy, additions
and alterations to existing buildings, including those identified
as historic buildings.
Exception: Type B dwelling or sleeping units required by
Section 1107 are not required to be provided in existing
buildings and facilities.
3409.2 Maintenance of facilities. A building, facility or ele-
ment that is constructed or altered to be accessible shall be
maintained accessible during occupancy.
3409.3 Change of occupancy. Existing buildings, or portions
thereof, that undergo a change of group or occupancy shall have
all of the following accessible features:
1 . At least one accessible building entrance.
!•
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2003 INTERNATIONAL BUILDING CODE®
EXISTING STRUCTURES
2. At least one accessible route from an accessible building
entrance to primary function areas.
3. Signage complying with Section 1110.
4. Accessible parking, where parking is being provided.
5. At least one accessible passenger loading zone, when
loading zones are provided.
6. At least one accessible route connecting accessible park-
ing and accessible passenger loading zones to an accessi-
ble entrance.
Where it is technically infeasible to comply with the new
construction standards for any of these requirements for a
change of group or occupancy, the above items shall conform to
the requirements to the maximum extent technically feasible.
Change of group or occupancy that incorporates any alterations
or additions shall comply with this section and Sections
3409.4, 3409.5, 3409.6 and 3409.7.
3409.4 Additions. Provisions for new construction shall apply
to additions. An addition that affects the accessibility to, or
contains an area of primary function, shall comply with the re-
quirements in Section 3409.6 for accessible routes.
3409.5 Alterations. A building, facility or element that is al-
tered shall comply with the applicable provisions in Chapter 1 1
and ICC Al 17.1, unless technically infeasible. Where compli-
ance with this section is technically infeasible, the alteration
shall provide access to the maximum extent technically feasi-
ble.
1 . The altered element or space is not required to be on
an accessible route, unless required by Section
3409.6.
2. Accessible means of egress required by Chapter 10
are not required to be provided in existing buildings
and faciUties.
3409.5.1 Extent of appllcatlom. An alteration of an existing
element, space or area of a building or facility shall not im-
pose a requirement for greater accessibility than that which
would be required for new construction.
Alterations shall not reduce or have the effect of reducing
accessibility of a building, portion of a building or facility.
3409.6 Alterations affecting am area containing a primary
fenction. Where an alteration affects the accessibility to, or
contains an area of primary function, the route to the primary
function area shall be accessible. The accessible route to the
primary function area shall include toilet facilities or drinking
fountains serving the area of primary function.
1 . The costs of providing the accessible route are not re-
quired to exceed 20 percent of the costs of the alter-
ations affecting the area of primary function.
2. This provision does not apply to alterations limited
solely to windows, hardware, operating controls,
electrical outlets and signs.
3. This provision does not apply to alterations limited
solely to mechanical systems, electrical systems, in-
stallation or alteration of fire protection systems and
abatement of hazardous materials.
4. This provision does not apply to alterations under-
taken for the primary purpose of increasing the acces-
sibility of an existing building, facility or element.
3409.7 Scoping for alterations. The provisions of Sections
3409.7.1 through 3409.7.1 1 shall apply to alterations to exist-
ing buildings and facilities.
.7,1 Entrances, Accessible entrances shall be pro- |
vided in accordance with Section 1 105.
tmni Where an alteration includes alterations to
an entrance, and the building or facility has an accessible
entrance, the altered entrance is not required to be acces-
sible, unless required by Section 3409.6. Signs comply-
ing with Section 1110 shall be provided.
3409.7.2 Elevators, Altered elements of existing elevators
shall comply with ASME A17. 1 and ICC A117. 1 . Such ele-
ments shall also be altered in elevators programmed to re-
spond to the same hall call control as the altered elevator.
3409.7.3 Platform lifts. Platform (wheelchair) lifts com-
plying with ICC A 117.1 and installed in accordance with
ASME A 18.1 shall be permitted as a component of an ac-
cessible route.
3409.7.4 Stairs and escalators in existing buildings. In al-
terations where an escalator or stair is added where none ex-
isted previously, an accessible route shall be provided in
accordance with Sections 1 104.4 and 1 104.5.
,7.5 Ramps. Where steeper slopes than allowed by
Section 1010.2 are necessitated by space limitations, the
slope of ramps in or providing access to existing buildings
or facilities shall comply with Table 3409.7.5.
TABLE 3409.7.5
RAMPS
SLOPE
NiAXiMUM RISE
Steeper than 1:10 but not steeper than 1:8
3 inches
Steeper than 1:12 but not steeper than 1:10
6 inches
For SI: 1 inch = 25.4 mm.
3409.7.6 Performance areas. Where it is technically infea-
sible to alter performance areas to be on an accessible route,
at least one of each type of performance area shall be made
accessible.
,7.7 Dwelling or sleeping units. Where I-l, 1-2 , 1-3,
R-1 , R-2 or R-4 dwelling or sleeping units are being altered
or added, the requirements of Section 1 107 for Accessible
or Type A units and Chapter 9 for accessible alarms apply
only to the quantity of spaces being altered or added.
3409.7.8 Jury boxes and witness stands. In alterations, ac-
cessible wheelchair spaces are not required to be located
within the defined area of raised jury boxes or witness
stands and shall be permitted to be located outside these
spaces where the ramp or lift access restricts or projects into
the means of egress.
3409.7.9 Toilet rooms. Where it is technically infeasible to
alter existing toilet and bathing facilities to be accessible, an
accessible unisex toilet or bathing facility is permitted. The
<^
2003 BNTERiSSATSONAL BUSLD5WG CODE®
569
EXISTSNG STRUCTURES
unisex facility shall be located on the same floor and in the
same area as the existing facilities.
3409.7.10 Dressing, fitting and locker rooms. Where it is
technically infeasible to provide accessible dressing, fitting
or locker rooms at the same location as similar types of
rooms, one accessible room on the same level shall be pro-
vided. Where separate-sex facilities are provided, accessi-
ble rooms for each sex shall be provided. Separate-sex
facilities are not required where only unisex rooms are pro-
vided.
.7.11 Check-out aisles. Where check-out aisles are al-
tered, at least one of each check-out aisle serving each func-
tion shall be made accessible until the number of accessible
check-out aisles complies with Section 1109.12.2.
3409.7.12 Thresholds. The maximum height of thresholds
at doorways shall be V4 inch (19.1 mm). Such thresholds
shall have beveled edges on each side.
3409.8 Historic buildings. These provisions shall apply to
buildings and facilities designated as historic structures that
undergo alterations or a change of occupancy, unless techni-
cally infeasible. Where compliance with the requirements for
accessible routes, ramps, entrances or toilet facilities would
threaten or destroy the historic significance of the building or
facility, as determined by the authority having jurisdiction, the
alternative requirements of Sections 3409.8.1 through
3409.8.5 for that element shall be permitted.
3409.8.1 Site arrival points. At least one accessible route
from a site arrival point to an accessible entrance shall be
provided.
3409.8.2 Multilevel buildings and facilities. An accessible
route from an accessible entrance to public spaces on the
level of the accessible entrance shall be provided.
3409.8.3 Entrances, At least one main entrance shall be ac-
cessible.
Exceptions;
1 . If a main entrance cannot be made accessible, an
accessible nonpublic entrance that is unlocked
while the building is occupied shall be provided; or
2. If a main entrance cannot be made accessible, a
locked accessible entrance with a notification sys-
tem or remote monitoring shall be provided.
Signs complying with Section 1110 shall be provided at
the primary entrance and the accessible entrance.
3409.8.4 Toilet and bathing facilities. Where toilet rooms
are provided, at least one accessible toilet room complying
with Section 1109.2.1 shall be provided.
3409.8.5 Ramps. The slope of a ramp run of 24 inches (610
mm) maximum shall not be steeper than one unit vertical in
eight units horizontal (12-percent slope).
[EB]SECT8ON3410
COft/lPLIANCE ALTERNATIVES
K.l Compliance. The provisions of this section are in-
tended to maintain or increase the current degree of public
safety, health and general welfare in existing buildings while
permitting repair, alteration, addition and change of occupancy
without requiring full compliance with Chapters 2 through 33,
or Sections 3401 .3, and 3403 through 3407, except where com-
pliance with other provisions of this code is specifically re-
quired in this section.
3410.2 Applicability. Structures existing prior to [date to be
INSERTED BY THE JURISDICTION. NOTE: IT IS RECOMMENDED
THAT THIS DATE COINCIDE WITH THE EFFECTIVE DATE OF BUILD-
ING CODES WITHIN THE JURISDICTION], in which there is work
involving additions, alterations or changes of occupancy shall
be made to conform to the requirements of this section or the
provisions of Sections 3403 through 3407. The provisions in
Sections 3410.2.1 through 3410.2.5 shall apply to existing oc-
cupancies that will continue to be, or are proposed to be, in
Groups A, B, E, F, M, R, S and U. These provisions shall not ap-
ply to buildings with occupancies in Group H or I.
3410.2.1 Change in occupancy. Where an existing building
is changed to a new occupancy classification and this sec-
tion is applicable, the provisions of this section for the new
occupancy shall be used to determine comphance with this
code.
3410.2.2 Partial change in occupancy. Where a portion of
the building is changed to a new occupancy classification,
and that portion is separated from the remainder of the
building with fire barrier wall assemblies having a fire-resis-
tance rating as required by Table 302.3.2 for the separate oc-
cupancies, or with approved compliance alternatives, the
portion changed shall be made to conform to the provisions
of this section.
Where a portion of the building is changed to a new occu-
pancy classification, and that portion is not separated from
the remainder of the building with fire separafion assem-
blies having a fire-resistance rating as required by Table
302.3.2 for the separate occupancies, or with approved com-
pliance alternatives, the provisions of this section which ap-
ply to each occupancy shall apply to the entire building.
Where there are conflicting provisions, those requirements
which secure the greater public safety shall apply to the en-
tire building or structure.
3410.2.3 Additions. Addifions to existing buildings shall
comply with the requirements of this code for new construc-
tion. The combined height and area of the existing building
and the new addition shall not exceed the height and area al-
lowed by Chapter 5. Where a fire wall that complies with
Section 705 is provided between the addition and the exist-
ing building, the addition shall be considered a separate
building.
3410.2.4 Alterations and repairs. An existing building or
portion thereof, which does not comply with the require-
ments of this code for new construction, shall not be altered
or repaired in such a manner that results in the building be-
ing less safe or sanitary than such building is currently. If, in
the alteration or repair, the current level of safety or sanita-
tion is to be reduced, the portion altered or repaired shall
conform to the requirements of Chapters 2 through 12 and
Chapters 14 through 33.
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2003 ENTERNATIONAL BUILDiNG CODE®
EXSSTBNG STRUCTURES
requaliremeiitSo All portions of the
buildings proposed for change of occupancy shall conform
to the accessibility provisions of Chapter 1 1 .
34103 Acceptanceo For repairs, alterations, additions and
changes of occupancy to existing buildings that are evaluated in
accordance with this section, compliance with this section shall
be accepted by the building official.
3410.3.1 Hazards. Where the building official determines
that an unsafe condition exists, as provided for in Section
115, such unsafe condition shall be abated in accordance
with Section 115.
3410.3.2 CompIJamce wltli ©tlier codes. Buildings that are
evaluated in accordance with this section shall comply with
the International Fire Code and International Property
Maintenance Code.
3410,4 levestigatiom aed evalmatioii. For proposed work cov-
ered by this section, the building owner shall cause the existing
building to be investigated and evaluated in accordance with
the provisions of this section.
3410.4.1 Structaral analysis. The owner shall have a struc-
tural analysis of the existing building made to determine ad-
equacy of structural systems for the proposed alteration,
addition or change of occupancy. The existing building shall
be capable of supporting the minimum load requirements of
Chapter 16.
L The results of the investigation and
evaluation as required in Section 3410.4, along with pro-
posed compliance alternatives, shall be submitted to the
building official.
3410.4.3 DetermimatloE off compliance. The building offi-
cial shall determine whether the existing building, with the
proposed addition, alteration or change of occupancy, com-
pUes with the provisions of this section in accordance with
the evaluation process in Sections 3410.5 through 3410.9.
3410.5 EvaleatloM. The evaluation shall be comprised of three
categories: fire safety, means of egress and general safety, as
defined in Sections 3410.5.1 through 3410.5.3.
L5.1 Fire safety. Included within the fire safety cate-
gory are the structural fire resistance, automatic fire detec-
tion, fire alarm and fire suppression system features of the
facility.
i egress. Included within the means of
egress category are the configuration, characteristics and
support features for means of egress in the facility.
3410.5.3 General safety. Included within the general safety
category are the fire safety parameters and the means of
egress parameters.
3410.6 Evaleatiom process. The evaluation process specified
herein shall be followed in its entirety to evaluate existing
buildings. Table 3410.7 shall be utilized for tabulating the re-
sults of the evaluation. References to other sections of this code
indicate that compliance with those sections is required in or-
der to gain credit in the evaluation herein outlined. In applying
this section to a building with mixed occupancies, where the
separation between the mixed occupancies does not qualify for
any category indicated in Section 3410.6. 16, the score for each
occupancy shall be determined and the lower score determined
for each section of the evaluation process shall apply to the en-
tire building.
Where the separation between the mixed occupancies quaU-
fies for any category indicated in Section 3410.6.16, the score
for each occupancy shall apply to each portion of the building
based on the occupancy of the space.
3410.6.1 BuiMimg height. The value for building height
shall be the lesser value determined by the formula in Sec-
tion 3410.6. 1.1. Chapter 5 shall be used to determine the al-
lowable height of the building, including allowable
increases due to automatic sprinklers as provided for in Sec-
tion 504.2. Subtract the actual building height from the al-
lowable and divide by 12 72 feet. Enter the height value and
its sign (positive or negative) in Table 3410.7 under Safety
Parameter 3410.6.1, Building Height, for fire safety, means
of egress and general safety. The maximum score for a
building shall be 10.
3410,6.1,1 Height formula. The following formulas
shall be used in computing the building height value.
„ . ^^ , ^ (AH)-(EBH) ^^
Height value, feet = ^ —^ x CF
12.5
Height value, stories = {AS - BBS) x CF
(Equation! 34=1)
where:
AH = Allowable height in feet from Table 503.
EBH= Existing building height in feet.
AS = Allowable height in stories from Table 503.
BBS = Existing building height in stories.
CF = 1 if (AH) - (EBH) is positive.
CF = Construction-type factor shown in Table
3409.6.6(2) if (AH) - {EBH) is negative.
Note. Where mixed occupancies are separated and indi-
vidually evaluated as indicated in Section 3410.6, the
values AH, AS, EBH and EBS shall be based on the
height of the fire area of the occupancy being evaluated.
3410.6.2 BuiMimg area. The value for building area shall be
determined by the formula in Section 3410.6.2.2. Section
503 and the formula in Section 3410.6.2.1 shall be used to
determine the allowable area of the building. This shall in-
clude any allowable increases due to open perimeter and au-
tomatic sprinklers as provided for in Section 506. Subtract
the actual building area from the allowable area and divide
by 1,200 square feet (112 m^). Enter the area value and its
sign (positive or negative) in Table 3410.7 under Safety Pa-
rameter 3410.6.2, Building Area, for fire safety, means of
egress and general safety. In determining the .-area value, the
maximum permitted positive value for area is 50 percent of
the fire safety score as listed in Table 3410.8, Mandatory
Safety Scores.
2003 1MTERMAT10^SAL BUSLD8NG CODE®
571
EXISTING STRUCTURES
3410.6.2.1 Allowable area formula. The following for-
mula shall be used in computing allowable area:
AA =
{SP + 0P+ 100) X (area, Table 503)
100
(Equation 34-2)
where:
AA = Allowable area.
SP = Percent increase for sprinklers (Section 506.3).
OP = Percent increase for open perimeter (Section
506.2).
3410.6.2.2 Area formula. The following formula shall
be used in computing the area value. Determine the area
value for each occupancy fire area on a floor-by-floor ba-
sis. For each occupancy, choose the minimum area value
of the set of values obtained for the particular occupancy.
Allowable
area .
Area value / =
1,200 square feet
Actual
area,
Allowable
V^ area ,
Actual
area,;
Allowable
(Equation 34-3)
where:
/ = Value for an individual separated occupancy on a
floor.
n = Number of separated occupancies on a floor.
3410.6.3 Compartmentation. Evaluate the compartments
created by fire barrier walls which comply with Sections
3410.6.3.1 and 3410.6.3.2 and which are exclusive of the
wall elements considered under Sections 3410.6.4 and
3410.6.5. Conforming compartments shall be figured as the
net area and do not include shafts, chases, stairways, walls
or columns. Using Table 3410.6.3, determine the appropri-
ate compartmentation value (CV) and enter that value into
Table 3410.7 under Safety Parameter 3410.6.3,
Compartmentation, for fire safety, means of egress and gen-
eral safety.
3410.6.3.1 Wall construction. A wall used to create sep-
arate compartments shall be a fire barrier conforming to
Section 706 with a fire-resistance rating of not less than 2
hours. Where the building is not divided into more than
one compartment, the compartment size shall be taken as
the total floor area on all floors. Where there is more than
one compartment within a story, each compartmented
area on such story shall be provided with a horizontal exit
conforming to Section 1021 . The fire door serving as the
horizontal exit between compartments shall be so in-
stalled, fitted and gasketed that such fire door will pro-
vide a substantial barrier to the passage of smoke.
3410.6.3,2 Floor/ceiling construction. A floor/ceiling
assembly used to create compartments shall conform to
Section 711 and shall have a fire-resistance rating of not
less than 2 hours.
3410,6.4 Tenant and dwelling unit separations. Evaluate
the fire-resistance rating of floors and walls separating ten-
ants, including dwelling units, and not evaluated under Sec-
tions 3410.6.3 and 3410.6.5. Under the categories and
occupancies in Table 3410.6.4, determine the appropriate
value and enter that value in Table 3410.7 under Safety Pa-
rameter 3410.6.4, Tenant and DweUing Unit Separation, for
fire safety, means of egress and general safety.
TABLE 3410.6.4
SEPARATION VALUES
OCCUPANCY
CATEGORIES
a
b
c
d
e
A-1
1
A-2
-5
-3
1
3
R
-4
-2
2
4
A-3, A-4, B, E, F, M, S-1
-4
-3
2
4
S-2
-5
-2
2
4
3410,6.4.1 Categories. The categories for tenant and
dwelling unit separations are:
1. Category a — No fire partitions; incomplete fire
partitions; no doors; doors not self-closing or auto-
matic closing.
2. Category b — Fire partitions or floor assembly less
than 1-hour fire-resistance rating or not con-
TABLE 3409.6.3
COMPARTMENTATION VALUES
OCCUPANCY
CATEGORIES^
a
Compartment size
equal to or greater than
15,000 square feet
b
Compartment
size of
10,000 square feet
c
Compartment
size of
7,500 square feet
d
Compartment
size of
5,000 square feet
e
Compartment
size of
2,500 square feet
A-1, A-3
6
10
14
18
A-2
4
10
14
18
A-4, B, E, S-2
5
10
15
20
F,M,R, S-1
4
10
16
22
For SI: 1 square foot = 0.093 m^.
a. For areas between categories, the compartmentation value shall be obtained by linear interpolation.
572
2003 INTERNATIONAL BUILDING CODE®
EXISTING STRUCTURES
structed in accordance with Sections 708 or 711,
respectively.
3. Category c — Fire partitions with 1 hour or greater
fire-resistance rating constructed in accordance
with Section 708 and floor assemblies with 1-hour
but less than 2-hour fire-resistance rating con-
structed in accordance with Section 711, or with
only one tenant within the fire area.
4. Category d — Fire barriers with 1-hour but less
than 2-hour fire-resistance rating constructed in
accordance with Section 706 and floor assemblies
with 2-hour or greater fire-resistance rating con-
structed in accordance with Section 711.
5. Category e — Fire barriers and floor assemblies
with 2-hour or greater fire-resistance rating and
constructed in accordance with Sections 706 and
711, respectively.
3410.6.5 Corridor walls. Evaluate the fire-resistance rating
and degree of completeness of walls which create corridors
serving the floor, and constructed in accordance with Sec-
tion 1016. This evaluation shall not include the wall ele-
ments considered under Sections 3410.6.3 and 3410.6.4.
Under the categories and groups in Table 3410.6.5, deter-
mine the appropriate value and enter that value into Table
3410.7 under Safety Parameter 3410.6.5, Corridor Walls,
for fire safety, means of egress and general safety.
CORRBDOR
WALL VALUES
OCCUPAMCY
CATEGORIES
a
b
c^
d^
A-1
-10
-4
2
A-2
-30
-12
2
A-3,F,M,R, S-1
-7
-3
2
A-4, B, E, S-2
-5
-2
5
a. Corridors not providing at least one-half the travel distance for all occupants
on a floor shall use Category b.
3410.6.5.1 Categories. The categories for corridor walls
are:
1.
Category a — No fire partitions; incomplete fire
partitions; no doors; or doors not self-closing.
Category b — Less than 1-hour fire-resistance rat-
ing or not constructed in accordance with Section
708.4.
Category c — 1-hour to less than 2-hour fire-resis-
tance rating, with doors conforming to Section 715
or without corridors as permitted by Section 1016.
Category d — 2-hour or greater fire-resistance rat-
ing, with doors conforming to Section 715.
o Evaluate the fire-resistance
rating of vertical exit enclosures, hoistways, escalator open-
ings and other shaft enclosures within the building, and
openings between two or more floors. Table 3410.6.6(1)
contains the appropriate protection values. Multiply that
value by the construction-type factor found in Table
3410.6.6(2). Enter the vertical opening value and its sign
(positive or negative) in Table 3410.7 under Safety Parame-
ter 3410.6.6, Vertical Openings, for fire safety, means of
egress and general safety. If the structure is a one-story
building, enter a value of 2. Unenclosed vertical openings
that conform to the requirements of Section 707 shall not be
considered in the evaluation of vertical openings.
3410.6.6,1 Vertical opeelng formula. The following
formula shall be used in computing vertical opening
value.
VO = PVx CF
(Equatloo 34-4)
VO = Vertical opening value.
PV = Protection value [Table 3409.6.6(1)]
CF = Construction type factor [Table 3409.6.6(2)]
TABLE 3410.6.6(1)
VERTICAL OPENSNG PROTECTION VALUE
peoTECTsor^
VALUE:
None (unprotected opening)
-2 times number floors connected
Less than 1 hour
-1 times number floors connected
1 to less than 2 hours
1
2 hours or more
2
TABLE 3410.6.6(2)
COMSTRUCTBON-TYPE FACTOR
FACTOR
TYPE OF CONSTRUCTION!
EA
BB
ilA
lie
ISIA
giiB
[V
VA
VB
1.2
1.5
2.2
3.5
2.5
3.5
2.3
3.3
7
3410.6.7 HVAC systems.' Evaluate the ability of the HVAC
system to resist the movement of smoke and fire beyond the
point of origin. Under the categories in Section 3409.6.7.1,
determine the appropriate value and enter that value into Ta-
ble 3410.7 under Safety Parameter 3410.6.7, HVAC Sys-
tems, for fire safety, means of egress and general safety.
341®.6o7.1 Categories. The categories for HVAC sys-
tems are:
1. Category a — Plenums not in accordance with
Section 602 of the International Mechanical Code.
-10 points.
2. Category b — Air movement in egress elements
not in accordance with Section 1016.4. -5 points.
3. Category c — Both categories a and b are applica-
ble. -15 points.
4. Category d — Compliance of the HVAC system
with Section 1016.4 and Section 602 of the Inter-
national Mechanical Code. points.
5. Category e — Systems serving one story; or a cen-
tral boiler/chiller system without ductwork con-
necting two or more stories. 5 points.
3410.6.8 Automatic fire detectiom. Evaluate the smoke de-
tection capabihty based on the location and operation of au-
tomatic fire detectors in accordance with Section 907 and
the International Mechanical Code. Under the categories
and occupancies in Table 3410.6.8, determine the appropri-
2003 BNTERMATIONAL BUSLDSNG CODE®
573
EXISTING STRUCTURES
ate value and enter that value into Table 3410.7 under Safety
Parameter 3410.6.8, Automatic Fire Detection, for fire
safety, means of egress and general safety.
TABLE 3410.6.8
AUTOMATIC FIRE DETECTION VALUES
OCCUPANCY
CATEGORiES
a
b
c
d
e
A-1, A-3, F,
M,R,S-1
-10
-5
2
6
A-2
-25
-5
5
9
A-4, B, E, S-2
-4
-2
4
8
3410.6.8.1 Categories. The categories for automatic fire
detection are: )
1 . Category a — None.
2. Category b — Existing smoke detectors in HVAC
systems and maintained in accordance with the In-
ternational Fire Code.
3. Category c — Smoke detectors in HVAC systems.
The detectors are installed in accordance with the
requirements for new buildings in the Interna-
tional Mechanical Code.
4. Category d — Smoke detectors throughout all
floor areas other than individual guestrooms, ten-
ant spaces and dwelling units.
5. Category e — Smoke detectors installed through-
out the fire area.
3410.6.9 Fire alarm systems. Evaluate the capability of the
fire alarm system in accordance with Section 907 . Under the
categories and occupancies in Table 3410.6.9, determine the
appropriate value and enter that value into Table 3410.7 un-
der Safety Parameter 3410.6.9, Fire Alarm, for fire safety,
means of egress and general safety.
TABLE 3410.6.9
FIRE ALARM SYSTEM VALUES
OCCUPANCY
CATEGORIES
a
ba
c
d
A-l,A-2, A-3, A-4,B,E,R
-10
-5
5
F,M,S
5
10
15
a. For buildings equipped throughout with an automatic sprinkler system, add
2 points for activation by a sprinkler water flow device.
3410.6.9.1 Categories. The categories for fire alarm sys-
tems are:
1 . Category a — None.
2. Category b — Fire alarm system with manual fire
alarm boxes in accordance with Section 907.3 and
alarm notification appliances in accordance with
Section 907.9.
3. Category c — Fire alarm system in accordance
with Section 907.
4. Category d — Category c plus a required emer-
gency voice/alarm communications system and a
fire command station that conforms to Section
403.8 and contains the emergency voice/alarm
communications system controls, fire department
communication system controls and any other
controls specified in Section 911 where those sys-
tems are provided.
3410.6.10 Smoke control. Evaluate the ability of a natural
or mechanical venting, exhaust or pressurization system to
control the movement of smoke from a fire. Under the cate-
gories and occupancies in Table 3410.6.10, determine the
appropriate value and enter that value into Table 3410.7 un-
der Safety Parameter 3410.6.10, Smoke Control, for means
of egress and general safety.
TABLE 3410.6.10
SMOKE CONTROL VALUES
OCCUPANCY
CATEGORIES
a
b
c
d
e
f
A-1, A-2, A-3
1
2
3
6
6
A-4,E
1
3
5
B,M,R
2^
3^
3^
3^
4a
F,S
2^
2^
3''
3^
3^
a. This value shall be if compliance with Category d or e in Section
3410.6.8.1 has not been obtained.
3410.6.10.1 Categories. The categories for smoke con-
trol are:
1 . Category a — None.
2. Category b — The building is equipped throughout
with an automatic sprinkler system. Openings are
provided in exterior walls at the rate of 20 square
feet ( 1 .86 m^) per 50 linear feet ( 1 5 240 mm) of ex-
terior wall in each story and distributed around the
building perimeter at intervals not exceeding 50
feet (15 240 mm). Such openings shall be readily
openable from the inside without a key or separate
tool and shall be provided with ready access
thereto. In lieu of operable openings, clearly and
permanently marked tempered glass panels shall
be used.
3. Category c — One enclosed exit stairway, with
ready access thereto, from each occupied floor of
the building. The stairway has operable exterior
windows and the building has openings in accor-
dance with Category b. ■
4. Category d — One smokeproof enclosure and the
building has openings in accordance with Cate-
gory b.
5 . Category e — The building is equipped throughout
with an automatic sprinkler system. Each fire area
is provided with a mechanical air-handling system
designed to accomplish smoke containment. Re-
turn and exhaust air shall be moved directly to the
outside without recirculation to other fire areas of
the building under fire conditions. The system
shall exhaust not less than six air changes per hour
from the fire area. Supply air by mechanical means
to the fire area is not required. Containment of
smoke shall be considered as confining smoke to
the fire area involved without migration to other
574
2003 INTERNATIONAL BUILDING CODE®
EXSSTIMG STRUCTURES
fire areas. Any other tested and approved design
which will adequately accomplish smoke contain-
ment is permitted.
Category f — Each stairway shall be one of the fol-
lowing: a smokeproof enclosure in accordance
with Section 1019.1.8; pressurized in accordance
with Section 909.20.5; or shall have operable exte-
rior windows.
IS of egress capacity and mimbero Evalu-
ate the means of egress capacity and the number of exits
available to the building occupants. In applying this section,
the means of egress are required to conform to Sections
1003 through 1014 and 1016 through 1023 (except that the
minimum width required by this section shall be determined
solely by the width for the required capacity in accordance
with Table 1 005 . 1 ) . The number of exits credited is the num-
ber that are available to each occupant of the area being eval-
uated. Existing fire escapes shall be accepted as a
component in the means of egress when conforming to Sec-
tion 3404. Under the categories and occupancies in Table
3410.6.11, determine the appropriate value and enter that
value into Table 3410.7 under Safety Parameter 3410.6.1 1,
Means of Egress Capacity, for means of egress and general
safety.
TABLE 3410.6.111
MEAMS OF EGRESS VALUES
OCCUPAMCY
CATEGORSES
a^
b
c
d
e
A-1,A-2,A-3,A-4,E
-10
2
8
10
M
-3
1
2
4
B,F,S
-1
R
-3
a. The values indicated are for buildings six stories or less in height. For build-
ings over six stories in height, add an additional -10 points.
igorneSo The categories for means of
egress capacity and number of exits are:
1 . Category a — Compliance with the minimum re-
quired means of egress capacity or number of exits
is achieved through the use of a fire escape in ac-
cordance with Section 3403.
2. Category b — Capacity of the means of egress
complies with Section 1004 and the number of ex-
its complies with the minimum number required
by Section 1018.
3. Category c — Capacity of the means of egress is
equal to or exceeds 125 percent of the required
means of egress capacity, the means of egress com-
plies with the minimum required width dimen-
sions specified in the code and the number of exits
complies with the minimum number required by
Section 1018.
4. Category d — The number of exits provided ex-
ceeds the number of exits required by Section
1018. Exits shall be located a distance apart from
each other equal to not less than that specified in
Section 1014.2.
5 . Category e — The area being evaluated meets both
Categories c and d.
iSo In spaces required to be served by
more than one means of egress, evaluate the length of the
exit access travel path in which the building occupants are
confined to a single path of travel. Under the categories and
occupancies in Table 3410.6.12, determine the appropriate
value and enter that value into Table 34 10.7 under Safety Pa-
rameter 3410.6. 12, Dead Ends, for means of egress and gen-
eral safety.
TABLE 3410.6.12
DEAD-END VALUES
OCCUPANCY
CATEGORIES
a
b
c
A-1,A-3,A-4,B,E,F,M,R,S
-2
2
A-2,E
-2
2
a. For dead-end distances between categories, the dead-end value shall be ob-
tained by linear interpolation.
341®,6.12.1 Categories. The categories for dead ends
are:
1 . Category a — Dead end of 35 feet ( 1 670 mm) in
nonsprinklered buildings or 70 feet (2 1 340 mm) in
sprinklered buildings.
2. Category b — Dead end of 20 feet (6096 mm); or
50 feet (15 240 mm) in Group B in accordance with
Section 1016.3 exception 2.
3. Category c — No dead ends; or ratio of length to
width (1/w) is less than 2.5:1.
341©.6»13 Maximum exit access travel distance. Evaluate
the length of exit access travel to an approved exit. Deter-
mine the appropriate points in accordance with the follow-
ing equation and enter that value into Table 3410.7 under
Safety Parameter 3410.6. 13, Maximum Exit Access Travel
Distance, for means of egress and general safety. The maxi-
mum allowable exit access travel distance shall be deter-
mined in accordance with Section 1015.1.
Points = 20 X
Maximum allowable
travel distance
Maximum actual
travel distance
Max. allowable travel distance
3410.6.14 Elevator control. Evaluate the passenger eleva-
tor equipment and controls that are available to the fire de-
partment to reach all occupied floors. Elevator recall
controls shall be provided in accordance with the Interna-
tional Fire Code. Under the categories and occupancies in
Table 3410.6.14, determine the appropriate value and enter
that value into Table 3410.7 under Safety Parameter
3410.6.14, Elevator Control, for fire safety, means of egress
and general safety. The values shall be zero for a sin-
gle-story building.
2003 INTERNATIONAL BUBLDING CODE®
575
EXISTING STRUCTURES
TABLE 3410.6.14
ELEVATOR CONTROL VALUES
ELEVATOR
TRAVEL
CATEGORIES
a
b
c
d
Less than 25 feet of travel above
or below the primary level of
elevator access for emergency
fire-fighting or rescue personnel
-2
+2
Travel of 25 feet or more above
or below the primary level of
elevator access for emergency
fire-fighting or rescue personnel
-4
NP
+4
For SI: 1 foot = 304.8 mm.
3410.6.14.1 Categories. The categories for elevator con-
trols are:
1 . Category a — No elevator.
2. Category b — Any elevator without Phase I and II
recall.
3. Category c — All elevators with Phase I and II re-
call as required by the International Fire Code.
4. Category d — All meet Category c; or Category b
where permitted to be without recall; and at least
one elevator that complies with new construction
requirements serves all occupied floors.
3410.6.15 Means of egress emergency Inghtmg. Evaluate
the presence of and reliability of means of egress emergency
lighting. Under the categories and occupancies in Table
3410.6.15, determine the appropriate value and enter that
value into Table 3410.7 under Safety Parameter 3410.6.15,
Means of Egress Emergency Lighting, for means of egress
and general safety.
TABLE 3410.6.15
WIEANS OF EGRESS EMERGENCY LIGHTING VALUES
NUMBER OF EXITS
REQUIRED BY
SECTION 1010
CATEGORIES
a
b
c
Two or more exits
NP
4
Minimum of one exit
1
1
3410.6.15.1 Categories. The categories for means of
egress emergency lighting are:
1 . Category a — Means of egress Hghting and exit
signs not provided with emergency power in ac-
cordance with Section 2702.
2. Category b — Means of egress lighting and exit
signs provided with emergency power in accor-
dance with Section 2702.
3. Category c — Emergency power provided to
means of egress lighting and exit signs which pro-
vides protection in the event of power failure to the
site or building.
3410.6.16 Mixed occupancies. Where a building has two or
more occupancies that are not in the same occupancy classi-
fication, the separation between the mixed occupancies
shall be evaluated in accordance with this section. Where
there is no separation between the mixed occupancies or the
separation between mixed occupancies does not qualify for
any of the categories indicated in Section 3410.6.16.1, the
building shall be evaluated as indicated in Section 3410.6
and the value for mixed occupancies shall be zero. Under the
categories and occupancies in Table 3410.6.16, determine
the appropriate value and enter that value into Table 3410.7
under Safety Parameter 3410.6.16, Mixed Occupancies, for
fire safety and general safety. For buildings without mixed
occupancies, the value shall be zero.
TABLE 3410.6.16
iViSXED OCCUPANCY VALUES^
OCCUPANCY
CATEGORIES
a
b
c
A-1,A-2,R
-10
10
A-3, A-4, B, E, F, M, S
-5
5
a. For fire-resistance ratings between categories, the value shall be obtained by
linear interpolation.
3410.6.16.1 Categories. The categories for mixed occu-
pancies are:
1. Category a — Minimum 1-hour fire barriers be-
tween occupancies.
2. Category b — Fire barriers between occupancies
in accordance with Section 302.3.2
3. Category c — Fire barriers between occupancies
having a fire-resistance rating of not less than
twice that required by Section 302.3.2.
3410.6.17 Automatic sprinklers. Evaluate the ability to
suppress a fire based on the installation of an automatic
sprinkler system in accordance with Section 903.3. 1.1. "Re-
quired sprinklers" shall be based on the requirements of this
code. Under the categories and occupancies in Table
3410.6.17, determine the appropriate value and enter that
value into Table 3410.7 under Safety Parameter 3410.6.17,
Automatic Sprinklers, for fire safety, means of egress di-
vided by 2 and general safety.
TABLE 3410.6.17
SPRINKLER SYSTEM VALUES
OCCUPANCY
CATEGORIES
a
b
c
d
e
f
A-1,A-3,F,M,R,S-1
-6
-3
2
4
6
A-2
-4
-2
1
2
4
A-4, B, E, S-2
-12
-6
3
6
12
1).6.17.1 Categories. The categories for automatic
sprinkler system protection are:
1 . Category a — Sprinklers are required throughout;
sprinkler protection is not provided or the sprinkler
system design is not adequate for the hazard pro-
tected in accordance with Section 903.
2. Category b — Sprinklers are required in a portion
of the building; sprinkler protection is not provided
or the sprinkler system design is not adequate for
the hazard protected in accordance with Section
903.
576
2003 BNTERNAT80NAL BUILDING CODE®
EXBSTDNG STRUCTORES
3. Category c — Sprinklers are not required; none are
provided.
4. Category d — Sprinklers are required in a portion
of the building; sprinklers are provided in such
portion; the system is one which complied with the
code at the time of installation and is maintained
and supervised in accordance with Section 903.
5. Category e — Sprinklers are required throughout;
sprinklers are provided throughout in accordance
with Chapter 9.
6. Category f — Sprinklers are not required through-
out; sprinklers are provided throughout in accor-
dance with Chapter 9.
3410.60 18 IsBcMemltal use. Evaluate the protection of inci-
dental use areas in accordance with Section 302. 1 . 1 . Do not
include those where this code requires suppression through-
out the building including covered mall buildings, high-rise
buildings, public garages and unlimited area buildings. As-
sign the lowest score from Table 3409.6. 1 8 for the building
or fire area being evaluated. If there are no specific occu-
pancy areas in the building or fire area being evaluated, the
value shall be zero.
TABLE 34110.6.18
BNCIDENTAL USE AREA VALUES^
PROTECT!Oi\!l
REQUSRED BY
TABLE 302.1.1
PROTECTBOM PROVIDED
None
1
Hour
AFSS
AFSS
with
SP
1
Hour
and
AFSS
2
Hours
2
Hours
and
AFSS
2 Hours and AFSS
-4
-3
-2
-2
-1
-2
2 Hours, or 1 Hour
and AFSS
-3
-2
-1
-1
1 Hour and AFSS
-3
-2
_1
-1
-1
IHour
-1
_1
1 Hour, or AFSS
with SP
-1
-1
AFSS with SP
-1
-1
-1
-1
1 Hour or AFSS
-1
a. AFSS = Automatic fire suppression system; SP = Smoke partitions (See
Section 302.1.1.1).
NOTE: For Table 3409.7, see page 596.
341©.7 BelMing score. After determining the appropriate data
from Section 3410.6, enter those data in Table 3410.7 and total
the building score.
OCCUPANCY
FIRE
SAFETY
(MFS)
MEAiMS OF
EGRESS
(MME)
GENERAL
SAFETY
(iViGS)
A-1
16
27
27
A-2
19
30
30
A-3
18
29
29
A-4,E
23
34
34
B
24
34
34
F
20
30
30
M
19
36
36
R
17
34
34
S-1
15
25
25
S-2
23
33
33
a. MFS = Mandatory Fire Safety;
MME = Mandatory Means of Egress;
MGS = Mandatory General Safety.
f bplMleg safety. The mandatory safety
score in Table 3410.8 shall be subtracted from the building
score in Table 3410.7 for each category. Where the final score
for any category equals zero or more, the building is in compli-
ance with the requirements of this section for that category.
Where the final score for any category is less than zero, the
building is not in compliance with the requirements of this sec-
tion.
h9A Mixed occupancieSo For mixed occupancies, the
following provisions shall apply:
1. Where the separation between mixed occupancies
does not qualify for any category indicated in Section
3410.6.16, the mandatory safety scores for the occu-
pancy with the lowest general safety score in Table
3410.8 shall be utilized (see Section 3410.6.)
2. Where the separation between mixed occupancies
qualifies for any category indicated in Section
3410.6. 16, the mandatory safety scores for each occu-
pancy shall be placed against the evaluation scores for
the appropriate occupancy.
scoreSo The values in Table 3410.8 are the re-
quired mandatory safety scores for the evaluation process listed
in Section 3410.6.
2003 BNTERMATBOMAL BUiLDBMG CODE®
577
EXISTING STRUCTURES
TABLE 3410.7
SUMMARY SHEET — BUILDING CODE
Existing occupancy
Year building was constructed.
Type of construction
Proposed occupancy
Number of stories
Area per floor
Height in feet.
Percentage of open perimeter
Completely suppressed: Yes
Compartmentation: Yes
%
No
No
Percentage of height reduction .
Corridor wall rating
%
Required door closers:
Yes
No
Fire-resistance rating of vertical opening enclosures
Type of HVAC system
., serving number of floors
Automatic fire detection: Yes
Fire alarm system: Yes
Smoke control: Yes
Adequate exit routes; Yes
Maximum exit access travel distance
.No.
No.
.No.
No
type and location
type
type
Dead ends:
Yes
No
Means of egress emergency lighting: Yes
No
Elevator controls:
Mixed occupancies:
Yes
Yes
.No
No
SAFETY PARAMETERS
FIRE SAFETY (FS)
MEANS OF EGRESS (ME)
GENERAL SAFETY (GS)
3410.6.1 Building Height
3410.6.2 Building Area
3410.6.3 Compartmentation
3410.6.4 Tenant and Dwelling Unit Separations
3410.6.5 Corridor Walls
3410.6.6 Vertical Openings
3410.6.7 HVAC Systems
3410.6.8 Automatic Fire Detection
3410.6.9 Fire Alarm System
3410.6.10 Smoke control
3410.6.11 Means of Egress
3410.6.12 Dead ends
* * * *
* * * *
3410.6.13 Maximum Exit Access Travel Distance
3410.6.14 Elevator Control
3410.6.15 Means of Egress Emergency Lighting
3410.6.16 Mixed Occupancies
3410.6.17 Automatic Sprinklers
3410.6.18 Incidental Use
+ 2 =
Building score — total value
* * * *No appUcable value to be inserted.
TABLE 3410.9
EVALUATION FORMULAS^
a. FS = Fire Safety
ME = Means of Egress
GS = General Safety
FORMULA
T.3409.7
T.3409.8
SCORE
PASS
FAIL
FS-MFS >
(FS)
(MFS) =
ME-MME >
(ME)
(MME) =
GS-MGS >
(GS)
(MGS) =
MFS = Mandatory Fire Safety
MME = Mandatory Means of Egress
MGS = Mandatory General Safety
578
2003 INTERNATIONAL BUILDING CODE®
;ferenced stamdards
This chapter lists the standards that are referenced in various sections of this document. The standards are listed herein by the pro-
mulgating agency of the standard, the standard identification, the effective date and title, and the section or sections of this document
that reference the standard. The application of the referenced standards shall be as specified in Section 102.4.
Aluminum Association
900 - 19th Street N.W., Suite 300
Washington, DC 20006
Standard
reference
number
Title
Referenced
in code
section number
ADM 1—00
ASM 35—80
Aluminum Design Manual: Part 1-A Aluminum Structures, Allowable Stress Design; and Part 1-B
— Aluminum Structures, Load and Resistance Factor Design of Buildings and Similar Type Structures . . 1604.3.5, 2002.1
Aluminum Sheet Metal Work in Building Construction 2002. 1
American Architectural Manufacturers Association
1 827 Waldon Office Square, Suite 104
Schaumburg, IL 60173
Standard
reference
number
Referenced
in code
Title section number
Standard Specifications for Aluminum Siding, Soffit and Fascia 1404.5.1
Voluntary Specifications for Aluminum, Vinyl (PVC) and Wood Windows and Glass Doors 1714.5.1
Voluntary Performance Specification for Windows, Skylights and Glass Doors 1714.5.1, 2405.5
1402—86
101/I.S.2— 97
101/I.S.2/NAFS— 02
American Concrete Institute
RO. Box 9094
Farmington Hills, MI 48333-9094
Standard
reference
number
Title
Referenced
in code
section number
216.1—97
318—02
530—02
530.1—02
TG/Tl.l— 01
Method for Determining Fire Resistance of Concrete and
Masonry Construction Assemblies Table 721.1(2), 721.1
Building Code Requirements for Structural Concrete 1604.3.2, Table 1617.6, 1617.6.2.4.3, Table 1704.3, 1704.4.1,
Table 1704.4, 1708.3, 1805.4.2.6, 1805.9, 1808.2.23.1.1, 1808.2.23.2,
1808.2.23.2.1, 1808.2.23.2.2, 1809.2.3.2, 1809.2.3.2.2, 1810.1.2.2, 1812.8,
1901.2, 1901.3, 1901.4, 1902, 1903.1, 1903.2, 1903.3, 1903.4, 1903.5.1,
1903.6, 1904.4.2, 1905.1.4, 1905.3, 1905.4, 1905.5, 1905.6.5.5, 1905.8.3, 1905.11.3,
1906.1.5, 1906.3, 1906.4.3, 1907.1, 1907.2, 1907.4.1, 1907.6, 1907.7.2, 1907.7.3,
907.7.4, 1907.7.5, 1907.8, 1907.9, 1907.10, 1907.11, 1907.12, 1907.13, 1908 ,1908.1.1,
1908.1.2, 1908.1.3, 1908.1.4, 1908.1.5, 1908.1.6, 1908.1.7, 1908.1.8, 1908.1.9,
1909.1, 1909.3, 1909.4, 1909.5, 1909.6, 1910, 1910.2.1, 1910.2.2, 1910.2.3, 1910.2.4,
1910.3.1, 1910.4.1, 1910.4.2, 1910.4.3, 1910.4.3.1, 1910.5.2, 1913.1,2108.3,2205.3
Building Code Requirements for Masonry Structures 1405.5, 1405.5.3, 1405.9, 1604.3.4, 1704.5, 1704.5.1,
Table 1704.5.1, 1704.5.2, Table 1703.3.1, 1708.1.1, 1708.1.2, 1708.1.3,
1805.5.2, 1812.7, 2101.2.3, 2101.2.4, 2101.2.5, 2103.11.6, 2106.1,
2106.1.1.1, 2106.1.1.2, 2106.1.1.3, 2106.3, 2106.4, 2106.5, 2106.6,
2107.1, 2107.2, 2107.2.1, 2107.2.2, 2107.2.4, 2107.2.5, 2107.2.6, 2108.1,
2108.2, 2108.4, 2109.1, 2109.2.3.1, 2109.2.3.2
Specifications for Masonry Structures 1405.5.1, 1405.9.1, Tablel704.5.1, Table 1704.5.3, 1805.5.2,
2103.11.7,2104.1,2104.1.1,2104.3,
Acceptance Criteria for Moment Frames Based on Testing 1908. 1.3
2003 INTERNATBONAL BUILDBNG CODE®
579
REFERENCED STANDARDS
AF&PA
American Forest & Paper Association
1111 19th St, NW Suite 800
Washington, DC 20036
Standard
reference
number
Title
Referenced
in code
section number
AF&PA— 93
AF&PA/ASCE 16—95
NDS— 01
T.R. No. 7—87
WCD No. 4—89
WFCM— 01
Span Tables for Joists and Rafters 2306.1.1, 2308.8, 2308.10.2, 2308.10.3
Load and Resistance Factor Design (LRFD) for Engineered Wood Construction 2307.1
National Design Specification (NDS) for Wood Construction —
with 2001 Supplement 721.6.3.2, 1715.1.1, 1715.1.4, 1805.4.5, 1808.1, 2306.1, 2306.2.1,
2306.3.2, Table 2306.3.1, Table 2306.4.1, 2306.3.4, 2306.3.5, 2306.4.1, Table 2308.9.3(4)
Basic Requirements for Permanent Wood Foundation System 1805.4.6, 1807.2, 2304.9.5
Plank and Beam Framing for Residential Buildings 2306.1.2
Wood Frame Construction Manual for One- and Two-Family Dwellings 2301.2.3, 2308.1, 2308.2.1
AHA
American Hardwood Association
1210 West N.W. Highway
Palatine, IL 60067
Referenced
in code
Title section number
Basic Hardboard ^ 1404.3.1, 2303.1.6
Prefmished Hardboard Paneling 2303.1.6, 2304.6.2
Hardboard Siding 1404.3.2, 2303.1.6
Cellulosic Fiber Board 2303.1.5
Standard
reference
number
A135.4— 95
A 135. 5— 95
A135.6— 98
A194.1— 85
AISC
American Institute of Steel Construction
One East Wacker Drive, Suite 3100
Chicago, IL 60601-2001
Referenced
in code
Title section number
Specification for Structural Steel Buildings — Allowable Stress Design and
Plastic Design, including Supplement No.l, 2001 1604.3.3, Table 1617.6.2, Table 1704.3, 2203.2, 2205.1
Seismic Provisions for Structural Steel Buildings 1602.1, Table 1617.6.2, 1707.2, 1708.4,
2205.2.1, 2205.2.2, 2205.3, 2205.3.1
Load and Resistance Factor Design Specification for Steel Hollow
Structural Sections 1604.3.3, Table 1617.6, 2203.2, 2205.1
Load and Resistance Factor Design Specification for Structural
Steel Buildings 1604.3.3, Table 1617.6, Table 1704.3, 2203.2, 2205.1, 2205.3
Standard
reference
number
335— 89s 1
341—02
HSS (2000)
LRFD (1999)
AISI
American Iron and Steel Institute
1 140 Connecticut Avenue
Suite 705
Washington, DC 20036
Referenced
in code
Title section number
North American Specification for Design of Cold-Formed Steel Structural Members 1604.3.3, 2209.1
Standard for Cold-Formed Steel Framing-General Provisions, 2001 2210.1
Standard for Cold-Formed Steel Framing-Header Design, 2001 2210.2
Standard for Cold-Formed Steel Framing-Truss Design, 2001 2210.3
Standard
reference
number
NASPEC 2001
General
Header
Truss
580
2003 INTERNATIONAL BUILDING CODE®
REFEREMCEO STANDARDS
American Institute of Timber Construction
Suite 140
7012 S. Revere Parkway
Englewood, CO 80112
Referenced
in code
Title section number
Structural Glued Laminated Timber 2303.1.3, 2306.1
Calculation of Fire Resistance of Glued Laminated Timbers 721.6.3.3
Typical Construction Details 2306. 1
Standard Appearance Grades for Structural Glued Laminated Timber 2306.1
Tongue-and-Groove Heavy Timber Roof Decking 2306.1
Dimensions of Structural Glued Laminated Timber 2306. 1
Standard Specifications for Structural Glued Laminated Timber of Softwood Species —
Design Requirements — Standard Specifications for Structural Glued Laminated Timber
of Softwood Species — Manufacturing Requirements 2306. 1
Standard Specifications for Structural Glued Laminated Timber of Hardwood Species 2306.1
Inspection Manual 2306. 1
Determination of Design Values for Structural Glued Laminated Timber 2306. 1
Standard
reference
number
A 190.1—1992
Technical Note 7-
104—84
110—01
112—93
113—01
117—01
119—96
200—92
500—91
-1996
Automotive Lift Institute
RO. Box 33116
IndialanticFL 32903-3116
Standard
reference
number
Title
Referenced
in code
section number
ALCTV— 98
Standard for Automotive Lifts — Safety Requirements for Construction, Testing and Validation 3001.2
American National Standards Institute
25 West 43rd Street, Fourth Floor
New York, NY 10036
Standard
reference
number
Title
Referenced
in code
section number
A 13.1—96
A 42.2—71
A 42.3—71
A108.1A— 99
A 108. IB— 99
A108.4— 99
Al 08.5— 99
A108.6— 99
A 108.7— 92
A108.8— 99
A 108.9— 99
A 108.10—99
A 118.1—99
A 118.2—99
A 118.3—99
A 118.4—99
A 118.5—99
A 118.6—99
A 118.8—99
A 136.1—99
A 137.1—88
A 208.1—99
Scheme for the Identification of Piping Systems 415.9.6.4
Portland Cement and Portland Cement Lime Plastering, Exterior (Stucco) and Interior 2109.8.4.6
Lathing and Furring for Portland Cement and Portland Cement Lime Plastering, Exterior Stucco and Interior 2109.8.4.6
Installation of Ceramic Tile in the Wet-set Method, with Portland Cement Mortar 2103.9
Installation of Ceramic Tile, Quarry Tile on a Cured Portland Cement Mortar Setting Bed
widi Dry-set or Latex-Portland Mortar 2103.9
Installation of Ceramic Tile with Organic Adhesives or Water Cleanable Tile-setting Epoxy Adhesive 2103.9.7
Installation of Ceramic Tile with Dry-set Portland Cement Mortar or
Latex-Portland Cement Mortar 2103.9.1, 2103.9.2, 2103.9.3
Installation of Ceramic Tile with Chemical Resistant, Water Cleanable Tile-setting-and-grouting Epoxy 2103.9.4
Specification for Electrically Conductive Ceramic Tile Installed with Conductive Dry-set Portland Cement Mortar . . 2103.9.2
Installation of Ceramic Tile with Chemical Resistant Furan Resin Mortar and Grout 2103.9.5
Installation of Ceramic Tile with Modified Epoxy Emulsion Mortar/Grout 2103.9.6
Installation of Grout in Tilework 2103.9.8
Specifications for Dry-set Portland Cement Mortar. 2103.9.1
Specifications for Conductive Dry-set Portland Cement Mortar 2103.9.2
Specifications for Chemical Resistant, Water Cleanable
Tile- setting and -grouting Epoxy and Water Cleanable Tile-setting Epoxy Adhesive 2103.9.4
Specifications for Latex-portland Cement Mortar. 2103.9.3
Specifications for Chemical Resistant Furan Mortar and Grouts for Tile Installation 2103.9.5
Specifications for Cement Grouts for Tile Installation 2103.9.8
Specifications for Modified Epoxy Emulsion Mortar/Grout 2103.9.6
Specifications for Organic Adhesives for Installation of Ceramic Tile 2103.9.7
Specifications for Ceramic Tile 2103.4
Particleboard 2303.1.7, 2303.1.7.1
2003 INTERISSATBONAL BUBLDSNG CODE®
REFERENCED STANDARDS
B 31.3—99
Z97.1— 84(R1994)
AMS! — continued
Process Piping — Including Addendum
Safety Glazing Materials Used in Buildings — Safety Performance
Specifications and Methods of Test (Reaffirmed 1994)
415.9.6.1
2406.1.3,2406.1.2,2407.1
APA - Engineered Wood Association
RO. Box 11700
Tacoma,WA 9841 1-0700
Standard
reference
number
Referenced
in code
Title section number
Plywood Design Specification (revised 1998) 2306.1, Table 2306.3.1, 2306.3.2, 2306.4.1
Design and Fabrication of Plywood Curved Panels (revised 1995) 2306.1
Design and Fabrication of Plywood-lumber Beams (revised 1998) 2306.1
Design and Fabrication of Plywood Stressed-skin Panels (revised 1996). . . . ? 2306.1
Design and Fabrication of Plywood Sandwich Panels (revised 1993) 2306.1
Design and Fabrication of All-plywood Beams (revised 1995) 2306.1
Builders Tips: Proper Storage and Handling of Glulam Beams 2306.1
Glued Laminated Beam Design Tables 2306. 1
Field Notching and Drilling of Glued Laminated Timber Beams 2306. 1
Glulam Connection Details 2306. 1
Product Guide-Glulam 2306.1
Glulam in Residential Construction — Southern Edition 2306. 1
Glulam in Residential Construction — Western Edition 2306. 1
APA PDS
APA PDS Supplement 1—90
APA PDS Supplement 2—92
APA PDS Supplement 3—90
APA PDS Supplement 4 — 90
APA PDS Supplement 5—95
EWS R540— 96
EWS S475— 99
EWS S560— 99
EWS T300— 99
EWS X440— 00
EWS X445— 97
EWS X450— 97
American Society of Agricultural Engineers
2950 Niles Road
St. Joseph, MI 49085-9659
Referenced
in code
Title section number
Diaphragm Design of Metal-Clad, Wood-Frame Rectangular Buildings 2306. 1
Shallow Post Foundation Design 2306.1
Design Requirements and Bending Properties for Mechanically Laminated Columns 2306.1
Standard
reference
number
EP 484.2 (1998)
EP 486. 1(2000)
EP 559 (1997)
ASCE/SEI
American Society of Civil Engineers
Structural Engineering Institute
1801 Alexander Bell Drive
Reston, VA 20191-4400
Standard
reference
number
Title
Referenced
in code
section number
-91
-02
6—02
7—02
Structural Design of Composite Slabs 1604.3.3, 2209.2
Building Code Requirements for Masonry Structures 1405.5, 1405.5.3, 1405.9, 1604.3.4, 1704.5, 1704.5.1,
Table 1704.5.1, 1704.5.2, Table 1703.3.1, 1708.1.1, 1708.1.2, 1708.1.3,
1805.5.2, 1812.7, 2101.2.3, 2101.2.4, 2101.2.5, 2103.11.6, 2106.1,
2106.1.1.1, 2106.1.1.2, 2106.1.1.3, 2106.3, 2106.4, 2106.5, 2106.6,
2107.1, 2107.2, 2107.2.1, 2107.2.2, 2107.2.4, 2107.2.5, 2107.2.6, 2108.1,
2108.2, 2108.4, 2109.1, 2109.2.3.1, 2109.2.3.2
Specifications for Masonry Structures 1405.5.1, 1405.9.1, Tablel704.5.1, Table 1704.5.3, 1805.5.2,
2103.11.7, 2104.1, 2104.1.1, 2104.3,
Minimum Design Loads for Buildings and Other Structures 1605.1, 1605.2.2, 1605.3.1.2, 1605.3.2, 1608.1, 1608.3,
1608.3.4, 1608.3.5, 1608.4, 1608.5, 1608.6, 1608.7, 1608.8,
1608.9, 1609.1.1, 1609.1.4.1, 1609.3, Table 1609.3.1, 1609.7.3, 1612.2,
1614.1, 1616.1, 1616.3, 1616.4.5, 1616.5, Table 1616.5.1.1, Table 1616.5.1.2,
1616.6, 1617.1, 1617.2, 1617.2.1, 1617.2.2.2, 1617.3, 1617.4, 1617.6,
1617.6.1, 1617.6.1.1, 1618.1, 1619, 1620.1, 1620.1.1, 1620.1.2, 1620.1.3,
1620.2.1, 1620.2.7, 1620.3.1, 1621.1, 1621.1.1, 1621.1.2, 1621.1.3,
1622.1, 1622.1.1, 1622.1.2, 1622.1.3, 1623.1, 1623.1.1
582
2003 5MTERNAT80NAL BUILDING CODE®
REFERENCED STANDARDS
8—90
16—95
19—96
24—98
29—99
32—01
Specification for the Design of Cold-formed Stainless Steel Structural Members 1604.3.3, 2209.1
Load and Resistance Factor Design (LRFD) for Engineered Wood Construction 2307.1
Structural Applications of Steel Cables for Buildings 2207.1, 2207.2
Flood Resistant Design and Construction 1203.3.2, 1612.4, 1612.5, 3001.2
Calculation Methods for Structural Fire Protection 721.1
Design and Construction of Frost Protected Shallow Foundations 1805.2.1
American Society of Mechanical Engineers
Three Park Avenue
New York, NY 10016-5990
Standard
reference
number
Title
Referenced
in code
section number
A17.1— 2000 Safety Code for Elevators and Escalators 1007.4, 1607.8.1, 3001.2, 3001.4, 3002.5, 3003.2, 3409.7.2,
A18. 1—1999 Safety Standard for Platform Lifts and Stairway Chairlifts— with A18.1a-2001 Addenda 1007.5, 1 109.1, 3409.7.3
A90.1— 1997 Safety Standard for Belt Manlifts— with A90.1a-1999 Addenda 3001.2
B16.18— 1984 (Reaffirmed 1994) Cast Copper Alloy Solder Joint Pressure Fittings 909.13.1
B 16.22— 1995 Wrought Copper and Copper Alloy Solder Joint Pressure Fittings— with B 16.22a- 1998 Addenda 909.13.1
B20.1— 2000 Safety Standard for Conveyors and Related Equipment 3001.2, 3005.3
ASTM International
100 Barr Harbor Drive
West Conshohocken, PA 19428-2959
Referenced
in code
Title section number
Specification for General Requirements for Rolled Steel, Structural Steel Bars,
Plates, Shapes, and Sheet Piling Table 1704.3
Specification for Carbon Structural Steel 1809.3.1, 2103.11.5
Specification for Steel Wire, Plain, for Concrete Reinforcement 2103.11.5, 2103.11.6
Specification for Zinc (Hot-Dip Galvanized) Coating on Iron and Steel Products 2103.1 1.7.1
Specification for Zinc Coating (Hot Dip) on Iron and Steel Hardware 2103.1 1 .7.1
Specification for Stainless and Heat-Resisting Chromium-Nickel Steel Plate, Sheet and Strip 2103.1 1.5
Specification for Steel Welded Wire Reinforcement, Plain for Concrete 2103.11.4, 2103.11.5
Specification for Welded and Seamless Steel Pipe Piles 1809.3.1, 1810.6.1
Specification for Low and Intermediate Tensile Strength Carbon Steel Plates 1809.3.1, 1810.6.1
Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength 1912.1
Specification for Steel Strand, Uncoated Seven- Wire for Prestressed Concrete 1809.2.3.1, 2103.11.6
Specification for Uncoated Stress-Relieved Steel Wire for Prestressed Concrete 2103.11.6
Specification for Straight-Beam Ultrasonic Examination of Steel Plates 1708.4
Specification for Steel Wire, Deformed for Concrete Reinforcement 2103.1 1.3, 2103.1 1.4
Specification for General Requirements for Wire Rods and Coarse Round Wire, Carbon Steel 2103.1 1.6
Specification for Steel, Sheet, Carbon, and High-Strength, Low-Alloy, Hot-Rolled and
Cold-Rolled, General Requirements for Table 1704.3
Specificadon for High-Strength Low-Alloy Columbium- Vanadium Structural Steel 1809.3.1
Specification for High-Strength Low-Alloy Structural Steel with 50 ksi (345 Mpa)
Minimum Yield Point to 4 Inches (100 mm) Thick 1809.3.1
Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement . . 1708.3, 1908.1.8, 2103.11.1, 2103.11.6
Specification for Zinc-Coated (Galvanized) Carbon Steel Wire 2103.1 1 .7.3
Specification for Steel Sheet, Zinc-Coated Galvanized or Zinc-Iron Alloy-Coated
Galvannealed by the Hot-Dip Process Table 1507.4.3, 2211.2, 221 1.2.2.1
Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement 1704.4.1, 1903.5.2, 1908.1.3
Specificafion for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement 2103.11.1, 2103.11.6, 2108.3
Specificadon for Uncoated High-Strength Steel Bar for Prestressing Concrete 2103.1 1.6, 2106.1.1.3.1
Specification for Steel Sheet, Metallic-Coated by the Hot-Dip Process and Prepainted
by the Coil-Coadng Process for Exterior Exposed Building Products Table 1507.4.3
Specification for Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement 2103.11.1
Specificadon for Epoxy-Coated Steel Reinforcing Bars 2103.11.1
Standard
reference
number
A6/A6M— 01b
A 36/A 36M— 00
A 82— 01
A 123/A 123M— 97el
A 153— Ola
A 167—99
A 185—01
A 252— eOl
A 283/A 283M— 00
A 307—00
A 416—99
A421/A421M— 98
A 435/A435M— 90(2001)
A 496—01
A 510-^00
A 568/A 568M— 01
A 572/A 572M— 01
A 588/A 588M— 01
A 615/A 615M— 00
A 641/A 641M— 98
A653/A653M— Ola
A 706/A 706M— GO
A 706/A 706M— 01
A 722/A 722M— 98
A 755/A 755M— 01
A 767/A 767M— 00b
A 775/A 775M— 01
REFERENCED STANDARDS
A 792/A 792M— Ola
A 875/A 875M— Ola
A 884—99
A 898/A 898M— 91 (2001)
A 899—91 (1999)
A913/A913M— 01
A 951—00
A 996/A 996M— 00
A1008— Ola
B 42—98
B 43—98
B 68—99
B 88— 99el
B 101—01
B 209—96
B 251—97
B 280— 99el
B 633— 98e01
C 5—79 (1997)
C 22/C 22M— 00
C 27—98
C 28/C 28M— 00
C31/C31M— 98
C 33— 99ael
C 33— Ola
C 34—96 (2001)
C 35—95 (2001)
C 36/C 36M-01
C 37/C 37M-01
C 39— 99ael
C 42/C 42M— 99
C 55— Ola
C 56—96 (2001)
C 59/C 59M— 00
C 61/C 61M— 00
C 62—01
C 67—02
C 73— 99a
C79— 01
C 90— Ola
C91— 01
C 94/C 94M— 00
C 126—99
C 140—01 ael
C 150— 99a
C 150— 01
C 172—99
C 199—84 (2000)
C 206—84 (1997)
C 207—91 (1997)
C 208—95 (2001)
C 212—00
C 216— Ola
C 270— Ola
C 315— 00
C317/C317M— 00
ASTWl— continued
Specification for Steel Sheet, 55% Aluminum-Zinc Alloy-Coated by the
Hot-Dip Process Table 1507.4.3, 2211.2.2, 221 1.2.2.1
Specification for Steel Sheet Zinc-5% Aluminum Alloy-Coated by the Hot Dip Process 2211.2.2, 2211.2.2.1
Specificadon for Epoxy-Coated Steel Wire and Welded Wire Fabric for Reinforcement 2103.11.7.2
Specificafion for Straight Beam Ultrasonic Examination of Rolled Steel Structural Shapes 1708.4
Specification for Steel Wire Epoxy-Coated 2103.1 1.7.2
Specification for High-Strength Low- Alloy Steel Shapes of Structural Quality,
Produced by Quenching and Self-Tempering Process (QST) 1809.3. 1
Specificadon for Masonry Joint Reinforcement 2103.1 1.2
Specification for Rail-Steel and Axle-Steel Deformed Bars for Concrete Reinforcement 2103.11.1, 2103.11.6
Specificadon for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength
Low- Alloy and High-Strength Low-Alloy with Improved Formability 2103.11.5
Specificadon for Seamless Copper Pipe, Standard Sizes 909.13.1
Specificadon for Seamless Red Brass Pipe, Standard Sizes 909.13.1
Specificadon for Seamless Copper Tube, Bright Annealed 909.13.1
Specificadon for Seamless Copper Water Tube 909.13.1
Specificadon for Lead-Coated Copper Sheet and Strip for Building Construction Table 1507.4.3
Specificadon for Aluminum and Aluminum-Alloy Steel and Plate Table 1507.4.3
Specification for General Requirements for Wrought Seamless Copper and Copper- Alloy Tube 909.13.1
Specification for Seamless Copper Tube for Air Conditioning and Refrigeration Field Service 909.13.1
Specification for Electrodeposited Coadngs of Zinc on Iron and Steel 221 1.2
Specificadon for Quicklime for Structural Purposes Table 2507.2
Specification for Gypsum Table 2506.2
Specification for Standard Classification of Fireclay and High- Alumina Refractory Brick 2111. 5, 2111.8
Specification for Gypsum Plasters Table 2507.2
Pracdce for Making and Curing Concrete Test Specimens in the Field Table 1704.4, 1905.6.3.2, 1905.6.4.2
Specification for Concrete Aggregates Table 1904.2.1
Specification for Concrete Aggregates 721.3.1.4, 721.4.1.1.3
Specificadon for Structural Clay Load-Bearing Wall Tile 2103.2
Specification for Inorganic Aggregates for Use in Gypsum Plaster Table 2507.2
Specification for Gypsum Wallboard Figure 721.5.1(2), Figure 721.5.1(3), Table 721.5.1(2), Table 2506.2
Specification for Gypsum Lath Table 2507.2
Test Method for Compressive Strength of Cylindrical Concrete Specimens 1905.6.3.2
Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete 1905.6.5.2
Specification for Concrete Brick Table 721.3.2, 2103.1, 2105.2.2.1.2
Specificadon for Structural Clay Non-Load-Bearing Tile 2103.2
Specificadon for Gypsum Casting and Molding Plaster Table 2507.2
Specification for Gypsum Keene's Cement Table 2507.2
Specification for Building Brick (Solid Masonry Units Made from Clay or Shale) 2103.2, 2105.2.2.1.1
Test Methods of Sampling and Testing Brick and
Structural Clay Tile 721.4.1.1.1, 1507.3.5, 2104.5, 2105.2.2.1.1, 2109.8.1.1
Specification for Calcium Silicate Face Brick (Sand-Lime Brick) Table 721.3.2, 2103.1
Specification for Treated Core and Nontreated Core Gypsum Sheathing Board Table 2506.2
Specification for Loadbearing Concrete Masonry Units Table 721.3.2, 1805.5.2, 2103.1, 2105.2.2.1.2
Specification for Masonry Cement Table 2103.7(1), Table 2507.2
Specification for Ready-Mixed Concrete 109.3.1, 1905.8.2
Specification for Ceramic Glazed Structural Clay Facing Tile, Facing Brick, and Solid Masonry Units 2103.2
Test Method Sampling and Testing Concrete Masonry Units and Related Units 721.3.1.2, 1507.3.5, 2105.2.2.1.2
Specification for Portland Cement 1904.1, Table 1904.2.3
Specification for Portland Cement Table 2103.7(1), Table 2507.2
Practice for Sampling Freshly Mixed Concrete Table 1704.4, 1905.6.3.1
Test Method for Pier Test for Refractory Mortars 2111.5,2111.8,2113.12
Specification for Finishing Hydrated Lime Table 2507.2
Specification for Hydrated Lime for Masonry Purposes Table 2103.7(1)
Specification for Cellulosic Fiber Insulating Board 2303.1.5
Specification for Structural Clay Facing Tile 2103.2
Specification for Facing Brick (Solid Masonry Units Made from Clay or Shale) 2103.2, 2105.2.2.1.1
Specification for Mortar for Unit Masonry 2103.7, Table 2103.7(2)
Specification for Clay Flue Linings 2113.11.1, Table 2113.16(1), Table 2113.16(2)
Specification for Gypsum Concrete 1915.1
584
2003 INTERNATIONAL BUILDING CODE®
REFERENCED STANDARDS
C 330—99
C 331—01
C 406—00
C 442/C 442M— 01
C 472— 99
C 473-00
C 474—01
C 475—01
C 476—01
C 503— 99e01
C 514—01
C516— eOl
C 547-00
C 549— 81(1995)
C 557—99
C 568—99
C 587—97
C 588/C 588M— 01
C 595—00
C 595—01
C 615—99
C 616—99
C 618—99
C 629—99
C 630/C 630M— 01
C 631-00
C 635—00
C 636—96
C 645—00
C 652— Ola
C 685/ C 685M— 98a
C 744— 99
C 754—00
C 836—00
C 840—01
C 841—99
C 842—99
C 843—99
C 844—99
C 845—96
C 847—95 (2000)
C 887— 79a (2001)
C 897-00
C 926— 98a
C931/C931M— 01
C 932— 98a
C 933— 96a (2001)
€946—91(2001)
C 954— 00
C 955—01
C 956—97
Specification for Lightweight Aggregates for Structural Concrete 721.1.1, 1905.1.4
Specification for Lightweight Aggregates for Concrete Masonry Units 721.3.1.4, 721.4.1.1.3
Specification for Roofing Slate 1507.7.4
Specification for Gypsum Backing Board, Gypsum, Coreboard and Gypsum Shaftliner Board Table 2506.2
Specification for Standard Test Methods for Physical Testing of Gypsum,
Gypsum Plasters and Gypsum Concrete Table 2506.2
Test Method for Physical Tesfing of Gypsum Panel Products Table 2506.2
Test Methods for Joint Treatment Materials for Gypsum Board Construction Table 2506.2
Specification for Joint Compound and Joint Tape for Finishing Gypsum Wallboard Table 2506.2
Specification for Grout for Masonry 2103.10, 2105.2.2.1.1, 2105.2.2.1.2
Specification for Marble Dimension Stone (Exterior) 2103.3
Specification for Nails for the Application of Gypsum Board . . . Table 721.1(2), Table 721.1(3), Table 2306.4.5, Table 2506.2
Specifications for Vermiculite Loose Fill Thermal Insulation 721.3.1.4, 721.4.1.1.3
Specification for Mineral Fiber Pipe Insulation Table 721.1(2), Table 721.1(3)
Specification for Perlite Loose Fill Insulation 721.3.1.4, 721.4.1.1.3
Specification for Adhesives for Fastening Gypsum Wallboard to Wood Framing Table 2506.2
Specification for Limestone Dimension Stone 2103.3
Specification for Gypsum Veneer Plaster Table 2507.2
Specification for Gypsum Base for Veneer Plasters Table 2507.2
Specification for Blended Hydraulic Cements 1904.1, Table 1904.2.3
Specification for Blended Hydraulic Cements Table 2103.7(1), Table 2507.2
Specification for Granite Dimension Stone 2103.3
Specificadon for Quartz-Based Dimension Stone 2103.3
Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for
Use as a Mineral Admixture in Concrete 1904.1, Table 1904.2.3
Specification for Slate Dimension Stone 2103.3
Specification for Water-Resistant Gypsum Backing Board Table 2506.2
Specification for Bonding Compounds for Interior Gypsum Plastering Table 2507.2
Specification for the Manufacturer, Performance, and Testing of Metal Suspension
Systems for Acoustical Tile and Lay-In Panel Ceilings 803.9.1.1, 2506.2.1
Practice for Installation of Metal Ceiling Suspension Systems for Acoustical Tile and Lay-In Panels 803.9.1.1
Specification for Nonstructural Steel Framing Members Table 2506.2, Table 2507.2
Specification for Hollow Brick (Hollow Masonry Units Made from Clay or Shale) 2103.2, 2105.2.2.1.1
Specificadon for Concrete Made by Volumetric Batching and Continuous Mixing 1905.8.2
Specificadon for Prefaced Concrete and Calcium Silicate Masonry Units 2103.1
Specificadon for Installation of Steel Framing Members to Receive
Screw-Attached Gypsum Panel Products Table 2508.1, Table 2511.1
Specification for High Solids Content, Cold Liquid- Applied Elastomeric
Waterproofing Membrane for Use with Separate Wearing Course 1507.15.2
Specificadon for Applicadon and Finishing of Gypsum Board Table 2508.1, 2509.2
Specificadon for Installadon of Interior Lathing and Furring Table 2508.1, Table 2511.1
Specificadon for Application of Interior Gypsum Plaster Table 251 1.1, 251 1.3, 251 1.4
Specification for Applicadon of Gypsum Veneer Plaster Table 2511.1
Specification for Applicadon of Gypsum Base to Receive Gypsum Veneer Plaster Table 2508.1
Specification for Expansive Hydraulic Cement 1904,1, Table 1904.2.3
Specification for Metal Ladi Table 2507.2
Specificadon for Packaged, Dry, Combined Materials for Surface Bonding Mortar 1807.2.2, 2103.8
Specification for Aggregate for Job-Mixed Portland Cement-Based Plasters Table 2507.2
Specification for Application of Portland Cement-Based Plaster 2510.3, Table 2511.1, 2511.3, 2511.4, 2512.1, 2512.1.2
2512.2, 2512.6, 2512.8.2, 2513.7, 2512.9
Specificadon for Exterior Gypsum Soffit Board Table 2506.2
Specification for Surface- Applied Bonding Agents for Exterior Plastering Table 2507.2
Specification for Welded Wire Lath Table 2507.2
Specification for Pracdce for Construction of Dry-Stacked, Surface-Bonded Walls 2103.8, 2109.2.3.2
Specificadon for Steel Drill Screws for the Application of Gypsum Panel Products
or Metal Plaster Bases to Steel Studs from 0.033 inch (0.84 mm) to
0.112 inch (2.84 mm) in Thickness 2211.2.2.2, Table 2506.2, Table 2507.2
Specification for Load-Bearing (Transverse and Axial) Steel Studs, Runners (Tracks),
and Bracing or Bridging for Screw Application of Gypsum Panel Products
and Metal Plaster Bases Table 2506.2, Table 2507.2
Specificadon for Installation of Cast-in-Place Reinforced Gypsum Concrete 1915.1
2003 SNTERMATIONAL BUSLDIMG CODE®
535
REFERENCED STANDARDS
C 957—93 (1998)
C 960— 01
C 989—99
CI 002— 01
CI 007— 00
C1019— 00b
CI 029— 96
C1032— 96
CI 047— 99
CI 063— 99
C1088— Ola
CI 157—00
CI 167—96
C1177/C1177M— 01
C1178/C1178M— 01
CI 186—99
C1218/C1218M— 99
C1240— OOel
C126]— 98
C1278/C 1278M— 01
CI 280— 99
C1283— OOeOl
C1314— 02
CI 328— 00
CI 329— 00
C1395/1395M— 01
D 25— 99e01
D 41-94 (2000)e01
^ D 43-94 (2000)
D56— 01
D 86— OleOl
D 93-00
D 224—89 (1996)
D 225—01
D 226— 97a
D 227— 97a
D 249—89 (1996)
D 312—00
D 371— 89(1996)
D 422—63
D 450— (2000)el
D 635—98
D1143— 81(1994)e01
D 1227-95 (2000)
D1557— 00
D1586— 99
D1761— 88(2000)
D 1863— 93 (2000)
D1929— 96 (2000)e01
D 1970— 01
D2166— 00
ASTM — continued
Specification for High-Solids Content, Cold Liquid-Applied Elastomeric
Waterproofing Membrane with Integral Wearing Surface 1507.15.2
Specification for Predecorated Gypsum Board Table 2506.2
Specification for Ground Granulated Blast-Fumace Slag for Use in Concrete and Mortars 1904.1, Table 1904.2.3
Specification for Steel Self-Piercing Tapping Screws for the Application
of Gypsum Panel Products or Metal Plaster Bases to Wood Studs or Steel Studs Table 2506.2, Table 2507.2
Specification for Installation of Load Bearing (Transverse and Axial)
Steel Studs and Related Accessories Table 2508.1, Table 2511.1
Test Method of Sampling and Testing Grout 2105.2.2.1.1, 2105.2.2.1.2
Specification for Spray-Applied Rigid Cellular Polyurethane Thermal Insulation 1507.14.2
Specification for Woven Wire Plaster Base Table 2507.2
Specification for Accessories for Gypsum Wallboard and Gypsum Veneer Base Table 2506.2, Table 2507.2
Specification for Installation of Lathing and Furring to Receive Interior
and Exterior Portland Cement-Based Plaster 2510.3, Table 2511.1, 2512.1.1
Specification for Thin Veneer Brick Units Made from Clay or Shale 2103.2
Performance Specificadon for Hydraulic Cement 1904.1, Table 1904.2.3
Specification for Clay Roof Tiles 1507.3.4, 1507.3.5
Specification for Glass Mat Gypsum Substrate for Use as Sheathing Table 2506.2
Specification for Glass Mat Water-Resistant Gypsum Backing Panel Table 2506.2
Specification for Rat Nonasbestos Fiber Cement Sheets 1404.10
Test Method for Water-Soluble Chloride in Mortar and Concrete 1904.4.1
Specification for Silica Fume for Use as a Mineral Admixture in
Hydraulic-Cement Concrete, Mortar, and Grout 1904.1, Table 1904.2.3
Specification for Firebox Brick for Residendal Fireplaces 21 1 1.5, 21 1 1 .8
Specification for Fiber-Reinforced Gypsum Panels Table 2506.2
Specification for Application of Gypsum Sheathing Table 2508.1, 2508.1,Table 2508.2, 2508.2
Practice for InstaUing Clay Flue Liners 2113.12
Test Method for Compressive Strength of Masonry Prisms 2105.2.2.2.2, 2105.3.1, 2105.3.2
Specification for Plastic (Stucco Cement) Table 2507.2
Specification for Mortar Cement Table 2103.7(1)
Specification for Gypsum Ceiling Board Table 2506.2
Specificadon for Round Timber Piles 1809.1.1
Specificadon for Asphalt Primer Used in Roofing, Dampproofing, and Waterproofing Table 1507.10.2
Specificadon for Coal Tar Primer Used in Roofing, Dampproofing, and Waterproofing Table 1507.10.2
Test Method for Flash Point By Tag Closed Tester 307.2
Test Method for Disdllation of Petroleum Products at Atmospheric Pressure 307:2
Test Method for Flash Point By Pensky-Martens Closed Cup Tester 307.2
Specification for Smooth-Surfaced Asphalt Roll Roofing (Organic Felt) 1507.2.9.2, 1507.6.4
Specificadon for Asphalt Shingles (Organic Felt) Surfaced with Mineral Granules 1507.2.5
Specification for Asphalt-Saturated Organic Felt Used in
Roofing and Waterproofing 1404.2, Table 1507.2, 1507.2.3, 1507.3.3, 1507.5.3, 1507.6.3,
1507.7.3, Table 1507.8, 1507.8.3, 1507.9.3, 1507.9.4, Table 1507.10.2
Specification for Coal-Tar-Saturated Organic Felt Used in Roofing and Waterproofing Table 1507.10.2
Specificadon for Asphalt Roll Roofing (Organic Felt) Surfaced with Mineral Granules 1507.3.3, 1507.6.4
Specificadon for Asphalt Used in Roofing Table 1507.10.2
Specificadon for Asphalt Roll Roofing (Organic Felt) Surfaced with Mineral Granules: Wide-Selvage 1507.6.4
Test Method for Particle-Size Analysis of Soils 1802.3.2
Specificadon for Coal-Tar Pitch Used in Roofing, Dampproofing, and Waterproofing Table 1507.10.2
Test Method for Rate of Burning and/or Extent and Time of Burning of
Self-Supporting Plasties in a Horizontal Position 2606.4
Test Method for Piles Under Static Axial Compressive Load 1808.2.8.3
Specification for Emulsified Asphalt Used as a Protective Coating for Roofing Table 1507.10.2, 1507.15.2
Test Method for Laboratory Compaction Characteristics of Soil Using
Modified Effort (56,000 ft-lb/ft^ (2,700 kN m/m^)) 1803.5
Specification for Penetration Test and Split-Barrel Sampling of Soils 1615.1.5
Test Method for Mechanical Fasteners in Wood 1715.1.1, 1715.1.2, 1715.1.3
Specification for Mineral Aggregate Used on Built-Up Roofs Table 1507.10.2
Test Method for Determining Ignition Properties of Plastics 402.14.4,406.5.2, 1407.11.2.1,2606.4
Specification for Self-Adhering Polymer Modified Bituminous Sheet Materials
Used as Steep Roof Underlayment for Ice Dam Protection 1507.2.4, 1507.2.9.2
Test Method for Unconfined Compressive Strength of Cohesive Soil 1615.1.5
586
2003 INTERNATIONAL BUILDING CODE®
REFERENCED STANDARDS
D2 178— 97a
D2216— 98
D2487— 00
D2626— 97b
D2822— 91(1997) el
D2823— 90(1997)el
D2843— 99
D2850— 95(1999)
D2898— 94 (1999)
D3019-94 (2002)e01
D3 161— 99a
03201-94(1998) el
D3278— 96e01
D3462— OleOl
D3468— 99
D3679— 01c
D3689— 90(1995)
D3737— 01b
D3746— 85(1996)el
D3747— «01
D3909— 97b
D4022— 94(2000)el
D4272— 99
D4318— 00
D4434— 96
D4479— 00
D4586— 00
D4601— 98
D4637— 96
D4829— 95
D4869— 88 (1993)el
D4897— 01
D4945— 00
D4990— 97a
D5019— 96
D5055— 00
D5456— OlaeOl
D5516— 99a
D5643— 94(00)el
D5664— 01
D5665— 99a
D5726— 98
D6083— 97a
D6 162— 00a
D6163— OOeOl
D6164— 00
D6222— OOeOl
D6223— OOeOl
D6298— 98
D6305— 99el
Specification for Asphalt Glass Felt Used in Roofing and Waterproofing Table 1507.10.2
Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass 1615.1.5
Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System) .... Table 1610.1, 1802.3.1
Specificafion for Asphalt-Saturated and Coated Organic Felt Base Sheet Used in Roofing 1507.3.3, Table 1507.10.2
Specification for Asphalt Roof Cement Table 1507.10.2
Specification for Asphalt Roof Coafings '. Table 1507.10.2
Test for Density of Smoke from the Burning or Decomposition of Plasties 2606.4
Test Method for Unconsolidated, Undrained Triaxial Compression Test on Cohesive Soils 1615.1.5
Test Methods for Accelerated Weathering of Fire-Retardant-Treated Wood for Fire Testing 1505.1, 2303.2.1, 2303.2.3
Specification for Lap Cement Used with Asphalt Roll Roofing,
Non-Fibered, Asbestos Fibered, and Non-Asbestos Fibered Table 1507.10.2
Test Method for a Wind Resistance of Asphalt Shingles (Fan Induced Method) 1507.2.7
Test Method for Hygroscopic Properties of Fire-Retardant Wood and Wood-Base Products 2303.2.4
Test Methods for Flash Point of Liquids by Small Scale Closed-Cup Apparatus 307.2
Specificafion for Asphalt Shingles Made from Glass Felt and Surfaced with Mineral Granules 1507.2.5
Specificafion for Liquid- Applied Neoprene and Chlorosulfonated Polyethylene
Used in Roofing and Waterproofing 1507.15.2
Specification for Rigid Poly (Vinyl Chloride) (PVC) Siding 1404.9, 1405.13
Method for Testing Individual Piles Under Static Axial Tensile Load 1808.2.8.5
Practice for Establishing Allowable Properties for Structural Glued Laminated Timber (Glulam) 2303.1.3
Test Method for Impact Resistance of Bituminous Roofing Systems 1504.7
Specification for Emulsified Asphalt Adhesive for Adhering Roof Insulation Table 1507.10.2
Specification for Asphalt Roll Roofing (Glass Felt) Surfaced with Mineral Granules 1507.6.4, Table 1507.10.2
Specification for Coal Tar Roof Cement, Asbestos Containing Table 1507.10.2
Test Method for Total Energy Impact of Plastic Films by Dart Drop 1504.7
Test Methods for Liquid Limit, Plasfic Limit, and Plasticity Index of Soils 1615.1.5, 1802.3.2
Specification for Poly (Vinyl Chloride) Sheet Roofing 1507.13.2
Specification for Asphalt Roof Coatings - Asbestos-Free Table 1507.10.2
Specification for Asphalt Roof Cement, Asbestos-Free Table 1507.10.2
Specification for Asphalt-Coated Glass Fiber Base Sheet Used in Roofing Table 1507.10.2
Specification for EPDM Sheet Used in Single-Ply Roof Membrane 1507.12.2
Test Method for Expansion Index of Soils 1802.3.2
Specification for Asphalt-Saturated (Organic Felt) Underlayment Used in Steep Slope Roofing Tablel507.2, 1507.2.3
Specification for Asphalt-Coated Glass-Fiber Venting Base Sheet Used in Roofing Table 1507.10.2
Test Method for High-Strain Dynamic Testing of Piles 1808.2.8.3
Specification for Coal Tar Glass Felt Used in Roofing and Waterproofing Table 1507.10.2
Specification for Reinforced Non- Vulcanized Polymeric Sheet Used in Roofing Membrane 1507.12.2
Specification for Establishing and Monitoring Structural Capacities of Prefabricated Wood I-joists 2303.1.2
Specification for Evaluation of Structural Composite Lumber Products 2303.1.9
Test Method of Evaluating the Flexural Properties of Fire-Retardant Treated
Softwood Plywood Exposed to the Elevated Temperatures 2303.2.2.1
Specification for Coal Tar Roof Cement, Asbestos-Free Table 1507.10.2
Test Methods for Evaluating the Effects of Fire-Retardant Treatment and
Elevated Temperatures on Strength Properties of Fire-Retardant Treated Lumber 2303.2.2.2
Specification for Thermoplastic Fabrics Used in Cold-Applied Roofing and Waterproofing Table 1507.10.2
Specification for Thermoplastic Fabrics Used in Hot- Applied Roofing and Waterproofing Table 1507.10.2
Specification for Liquid Applied Acrylic Coating Used in Roofing Table 1507.10.2, 1507.15.2
Specification for Styrene Butadiene Styrene (SBS) Modified Bituminous
Sheet Materials Using a Combination of Polyester and Glass Fiber Reinforcements 1507.1 1.2
Specification for Styrene Butadiene Styrene (SBS) Modified Bituminous
Sheet Materials Using Glass Fiber Reinforcements 1507.1 1.2
Specification for Styrene Butadiene Styrene (SBS) Modified Bituminous
Sheet Metal Materials Using Polyester Reinforcements 1507.11.2
Specification for Atactic Polypropylene (APP) Modified Bituminous
Sheet Materials Using Polyester Reinforcements 1507. 1 1.2
Specification for Atactic Polypropylene (APP) Modified Bituminous
Sheet Materials Using a Combination of Polyester and Glass Fiber Reinforcements 1507.11.2
Specification for Fiberglass Reinforced Styrene-Butadiene-Styrene (SBS)
Modified Bituminous Sheets with a Factory Applied Metal Surface 1507.11.2
Practice for Calculating Bending Strength Design Adjustment Factors for
Fire-Retardant-Treated Plywood Roof Sheathing 2303.2.2.1
2003 SNTERNATSONAL BUILDIMG CODE®
587
REFERENCED STANDARDS
E 84—01
E 90—99
E 96-00
E 108-00
E 1 19— 00a
E 136— 99e01
E 328—86
E 330— 97e01
E 331—00
E492— 90(1996)el
E 605—93 (2000)
E 681—01
E 736—00
E 814—00
E 970-00
El 300— 00
El 592— 01
El 602— 01
El 886— 97
E1966— GO
El 996— 01
F 547—01
F1346— 91 (1996)
F1667— Ola
G 152— OOa
G 154— OOa
G 155— OOa
ASTM — confmued
Test Method for Surface Burning Characteristics of Building Materials 402.10, 402.14.4, 406.5.2, 410.3.5.3,
703.4.2, 719.1, 719.4, 802.1, 803.1, 803.5, 803.6.1, 803.6.2,
1407.10, 1407.10.1, 2303.2, 2603.3, 2603.4.1.13, 2603.5.4, 2604.2.4, 2606.4, 3105.3
Test Method for Laboratory Measurement of Airborne Sound Transmission
Loss of Building Partitions and Elements 1207.2
Test Method for Water Vapor Transmission of Materials 1203.2
Test Methods for Fire Tests of Roof Coverings 1505.1, 2603.6, 2610.2, 2610.3
Test Methods for Fire Tests of Building Construction and Materials 410.3.5.2, 703.2, 703.2.1, 703.2.3,
703.3, 704.7, 704.9, 706.7, 711.3.2, 712.3.1, 712.4.1, 712.4.6, 713.1, 713.4, 714.7, 715.2,
716.5.2, 715.5.3.1, 715.6.2, 716.5.2, 716.5.3.1, 716.6.2, Table 721.1(1), 1407.10.2,
2103.2, 2603.3, 2603.4, 2603.4.1.13, 2603.5.4, 2604.2.4, 2606.4
Test Method for Behavior of Materials in a Vertical Tube Furnace at 750°C 703.4.1
Methods for Stress Relaxation for Materials and Structures 2103.1 1.6
Test Method for Structural Performance of Exterior Windows, Curtain Walls,
and Doors by Uniform Static Air Pressure Difference 1714.5.2
Test Method for Water Penetration of Exterior Windows, Skylights, Doors,
and Curtain Walls by Uniform Static Air Pressure Difference 1403.2
Test Method for Laboratory Measurement of Impact Sound Transmission
Through Floor-Ceiling Assemblies Using the Tapping Machine 1207.3
Test Method for Thickness and Density of Sprayed Fire-Resistive Material (SFRM)
Applied to Structural Members 1704.11.3, 1704.11.3.1, 1704.11.3.2, 1704.11.4
Test Methods for Concentration Limits of Flammability of Chemicals (Vapors and Gases) 307.2
Test Method for Cohesion/ Adhesion of Sprayed Fire-Resistive Materials Apphed to Structural Members 1704.1 1.5
Test Method of Fire Tests of Through-Penetration Fire Stops 702.1, 712.3.1.2, 712.4.1.2
Test Method for Critical Radiant Flux of Exposed Attic Floor Insulation Using a Radiant Heat Energy Source 719.3.1
Practice for Determining Load Resistance of Glass in Buildings Table 2404. 1 , Table 2404.2
Test Method for Structural Performance of Sheet Metal Roof and Siding Systems
by Uniform Static Air Pressure Difference 1504.3.2
Guide for Construction of Solid Fuel-Burning Masonry Heaters 21 12.2
Test Method for Performance of Exterior Windows, Curtain Walls, Doors and
Storm Shutters Impacted by Missiles and Exposed to Cyclic Pressure Differentials 1609.1.4
Test Method for Fire-Resistant Joint Systems 702.1, 712.3
Specification for Performance of Exterior Windows, Curtain Walls, Doors
and Storm Shutters Impacted by Windbome Debris in Hurricanes 1609.1.4
Terminology of Nails for Use with Wood and Wood-Base Materials : Table 2506.2
Performance Specification for Safety Covers and Labeling Requirements for
All Covers for Swimming Pools, Spas and Hot Tubs 3104.9, 3109.4.1.8
Specification for Driven Fasteners: Nails, Spikes, and Staples Table 721.1(2), Table 721.1(3),
1507.2.6, 2303.6, Table 2506.2
Practice for Operating Open Flame Carbon Arc Light Apparatus for Exposure of Nonmetallic Materials 1504.5
Practice for Operating Huorescent Light Apparatus for UV Exposure of Nonmetallic Materials 1504.5
Practice for Operating Xenon Arc Light Apparatus for Exposure of Non-Metallic Materials 1 504.5
American Wood-Preservers' Association
RO. Box 5690
Grandbury, TX 76049
Standard
reference
number
Title
Referenced
in code
section number
CI— 00
C2— 01
C3— 99
C4— 99
C9— 00
C14— 99
C 15—00
CI 6— 00
CI 8— 99
C22— 96
All Timber Products — Preservative Treatment by Pressure Processes 1403.6, 1505.6, 2303.1.8
Lumber, Timber, Bridge Ties and Mine Ties — Preservative Treatment by Pressure Processes 1403.6, Table 1507.9.5,
1805.4.5, 1805.7.1, 2303.1.8, 2304.11.2, 2304.11.4, 2304.11.7
Piles — Preservative Treatment by Pressure Processes 1403.6, 1805.4.5, 1809.1.2, 2303.1.8
Poles— Preservative Treatment by Pressure Processes 1403.6, 1805.7.1, 1808.1.2, 2303.1.8
Plywood— Preservative Treatment by Pressure Processes 1403.6, 2303.1.8, 2304.11.2, 2304.11.4, 2304.11.7
Wood for Highway Construction, Pressure Treatment by Pressure Process 2303.1.8
Wood for Commercial-Residential Construction Preservative Treatment by Pressure Process 1403.6, 2303.1.8
Wood Used on Farms, Pressure Treatment by Pressure Process 2303.1.8
Standard for Pressure Treated Material in Marine Construction 1403.6
Lumber and Plywood for Permanent Wood Foundations — Preservative
Treatment by Pressure Processes 1403.6, 1805.4.6, 2303.1.8
588
2003 INTERNATSONAL BUILDING CODE®
REFERENCED STANDARDS
C23— 00
C24— 96
C28— 99
C31— 00
C33— 00
M4— 01
Pl/13— 01
P2— 01
P3— 01
P5— 01
P8— 01
P9— 01
Round Poles and Posts Used in Building Construction — Preservative Treatment by Pressure Processes 1403.6, 2303.1.8
Sawn Timber Piles Used to Support Residential and Commercial Structures 1403.6, 1809.1.2, 2303.1.8
Standard for Preservative Treatment by Pressure Process of Structural Glued Laminated
Members and Laminations before Gluing 1403.6, 2303.1.8
Lumber Used Out of Contact with the Ground and Continuously Protected from Liquid
Water — Treatment by Pressure Processes 2303.1.8
Standard for Preservative Treatment of Structural Composite Lumber by Pressure Processes 2303. 1 .8
Standard for the Care of Preservative-Treated Wood Products 1809.1.2, 2303.1.8
Standard for Creosote Preservative 1403.6, 2303.1.8
Standard for Creosote Solutions 1403.6, 2303.1.8
Standard for Creosote-Petroleum Solution 1403.6
Standard for Waterborne Preservatives 2303. 1 .8
Standard for Oil-Borne Preservatives 2303. 1.8
Standard for Solvents and Formulations for Organic Preservative Systems 2303. 1.8
American Welding Society
550 N.W. LeJeune Road
Miami, FL 33126
Referenced
in code
Title section number
Structural Welding Code— Steel Table 1704.3, 1704.3.1, 1708.4
Structural Welding Code— Sheet Steel Table 1704.3
Structural Welding Code— Reinforcing Steel Table 1704.3, 1903.5.2
Standard
reference
number
D 1.1— 2000
D1.3— 1998
D1.4— 1998
Builders Hardware Manufacturers' Association
355 Lexington Avenue, 17th Floor
New York, NY 10017-6603
Standard
reference
number
Title
Referenced
in code
section number
A 156.10—1999
A 156.19—1997
Power Operated Pedestrian Doors
Power Assist and Low Energy Operated Doors .
1008.1.3.2
1008.1.3.2
Canadian General Standards Board
222 Queens Street
14th Floor, Suite 1402
Ottawa, Ontario, Canada KIA 1G6
Referenced
in code
Title section number
Roofing and Waterproofing Membrane, Sheet Applied, Elastomeric 1504.7, 1507.12.2
Polyvinyl Chloride Roofing and Waterproofing Membrane 1507.13.2
Membrane, Modified, Bituminous, Prefabricated, and Reinforced for Roofing —
with December 1985 Amendment 1507.1 1.2
Standard
reference
number
37-GP-52M (1984)
CAN/CGSB 37.54—95
37-GP-56M (1980)
Consumer Product Safety Conmiission
4330 East West Highway
Bethesada, MD 20814-4408
Referenced
in code
Title section number
Safety Standard for Architectural Glazing Material 2406.1.1, 2406.2.1, 2407.1, 2408.2.1, 2408.3
Interim Safety Standard for Cellulose Insulation 719.6
Cellulose Insulation 719.6
Hazardous Substances and Articles; Administration and Enforcement Regulations 307.2
Method for Determining Extremely Flammable and Flammable Solids 307.2
Fireworks Devices 307.2
Standard for the Surface Flammability of Carpets and Rugs 804.5.1
Standard
reference
number
16CFRPart
16 CFR Part
16 CFR Part
16 CFR Part
16 CFR Part
16 CFR Part
16 CFR Part
1201(1977)
1209 (1979)
1404 (1979)
1500(1991)
1500.44 (2001)
1507 (2001)
1630 (2000)
2003 INTERMATIOMAL BU1ILD8NG CODE®
REFERENCED STANDARDS
CSSB
Cedar Shake and Shingle Bureau
P.O. Box 1178
Sumas,WA 98295-1178
Standard
reference
number
Title
Referenced
in code
section number
CSSB— 97
Grading and Packing Rules for Western Red Cedar Shakes and Western Red Shingles
of the Cedar Shake and Shingle Bureau
, Table 1507.8.4, Table 1507.9.5
DASMA
Door and Access Systems Manufacturers
Association International
1300 Summer Avenue
Cleveland, OH 44115-2851
Standard
reference
number
Title
Referenced
in code
section number
107—97
Room Fire Test Standard for Garage Doors Using Foam Plastic Insulation 2603.4.1.9
DOC
U.S. Department of Commerce
National Institute of Standards and Technology
100 Bureau Drive Stop 3460
Gaithersburg, MD 20899
Referenced
in code
Title section number
Construction and Industrial Plywood 2211.2.2.2, 2303.1.4, 2304.6.2, Table 2304.7(4), 2306.3.2
Performance Standard for Wood-based Structural-use Panels 1809.1.1, 2211.3.1, 2303.1.4, 2304.6.2,
Table 2304.7(4), Table 2304.7(5), Table 2306.3.1, 2306.3.2
American Softwood Lumber Standard 1809.1.1, 2302.1, 2303.1.1
Standard
reference
number
PS- 1—95
PS-2— 92
PS 20—99
DOL
U.S. Department of Labor
c/o Superintendent of Documents
U.S. Government Printing Office
Washington, DC 20402-9325
Standard
reference
number
Title
Referenced
in code
section number
29 CFR Part 1910.1000 (1974) Air Contaminants 902.1
DOTn
U.S. Department of Transportation
c/o Superintendent of Documents
U.S. Government Printing Office
Washington, DC 20402-9325
Standard
reference
number
Title
Referenced
in code
section number
49 CFR Part 172 (1999)
49 CFR Parts 173-178 (1999)
Hazardous Materials Tables, Special Provisions, Hazardous Materials Communications,
Emergency Response Information and Training Requirements 307.2
Specification of Transportation of Explosive and Other Dangerous Articles, UN 0335,UN 0336 Shipping Containers . . 307.2
590
2003 INTERNATIONAL BUILDING CODE®
REFERENCED STANDARDS
Federal Emergency Management Agency
Federal Center Plaza
500 C Street S.W.
Washington, DC 20472
Standard
reference
number
Title
Referenced
in code
section number
Pub 302 (1997)
TB 11-01
NEHRP Recommended Provisions for Seismic Regulations for
New Buildings and Other Structures Figure 1615(7), Figure 1615(8), Figure 1615(9), Figure 1615(10)
Crawlspace Construction for Buildings Located in Special Flood Hazard Areas 1807.1.2.1
Factory Mutual
Standards Laboratories Department
1 151 Boston-Providence Turnpike
Norwood, MA 02062
Referenced
in code
Title section number
Approval Standard for Class 1 Insulated Steel Deck Roofs —
with Supplements through July 1992 1504.3.1, 1508.1, 2603.3, 2603.4.1.5
Approval Standard for Class 1 Roof Covers with 1992 Supplements 1504.3.1, 1504.7
Standard for Evaluating Insulated Wall or Wall and
Roof/Ceiling Assemblies, Plastic Interior Finish Materials, Plastic Exterior
Building Panels, Wall/Ceiling Coating Systems, Interior and Exterior Finish Systems 2603.4, 2603.8
Standard
reference
number
4450 (1989)
4470 (1986)
4880 (2001)
Gypsum Association
810 First Street N.E. #510
Washington, DC 20002-4268
Standard
reference
number
Title
Referenced
in code
section number
GA 216—00
GA 600—00
Application and Finishing of Gypsum Board
Fire Resistance Design Manual, 16th Edition, April, 2000.
Table 2508.1, 2509.2
Table 721.1(1), Table 721.1(2), Table 721.1(3)
Hardwood Plywood Veneer Association
1825 Michael Faraday Drive
Reston, VA 20190-5350
Standard
reference
number
Tide
Referenced
in code
section number
HP- 1—2000
Standard for Hardwood and Decorative Plywood 2303.3, 2304.6.2
International Code Council
5203 Leesburg Pike, Suite 600
Falls Church, VA 22041
Standard
reference
number
Title
Referenced
in code
section number
ICC/ANSIA117.1— 98
ICC 300—02
ICC EC— 03
lEBC 03
lECC— 03
Accessible and Usable Buildings and Facilities 406.2.2, 907.9.1.3,1007.6.5, 1010.1, 1010.6.5, 1010.9, 1011.3,
1101.2, 1102.1, 1103.2.13, 1106.6, 1107.2, 1109.2.2, 1109.3,
1109.4, 1109.8, 1109.15, 3001.3, 3409.5, 3409.7.2, 3409.7.3
ICC Standard on Bleachers, Folding and Telescopic Seating, and Grandstands 1024.1.1
ICC Electrical Code™ 101.4.1, 107.3, 414.5.4, 414.9.2.8.1, 904.3.1, 907.5, 909.1 i,
909.12.1, 909.16.3, 1205.4.1, 1405.10.4, 2701.1, 2702.1, 3401.3
International Existing Building Code™ 10L2
International Energy Conservation Code® 101.4.7, 1202.3.2, 1301.1.1, 1403.2
2003 BNTERMATIONAL BU8LD1^SG CODE®
591
REFERENCED STANDARDS
IFC— 03
IFGC— 03
IMC— 03
IPC— 03
IPMC— 03
IPSDC— 03
IRC— 03
lUWIC— 03
SBCCI SSTD 10—99
SBCCI SSTD 11— 97
DCC — continyed
International Fire Code® 101.4.6, 102.6, 201.3, 307.9, Table 307.7(1), Table 307.7(2), 307.9,
404.2,406.5.1, 406.5.2, 406.6.1, 410.3.6, 411.1, 412.4.1, 413.1, 414.1.1, 414.1.2,
414.1.2.1, 414.2.4, Table 414.2.4, 414.3, 414.5, 414.5.1, Table 414.5.1, 414.5.2,
414.5.4, 414.5.5, 414.6, 415.1, 415.3, 415.3.1, Table 415.3.1, Table 415.3.2, 415.7, 415.7.1,
415.7.1.4, 415.7.2, 415.7.2.3, 415.7.2.5, 4i5.7.2.7, 415.7.2.8, 415.7.2.9, 415.7.3, 415.7.3.3.3, 415.7.3.5,
415.7.4, 415.8, 415.9.1, 415.9.2.7, 415.9.5.1, 415.9.7.2, 704.8.2, 706.1, 901.2, 901.3, 901.5,
901.6.2, 903.2.6.1, 903.2.11, Table 903.2.13, 903.5, 904.2.1, 905.1, 906.1, 907.2.5, 907.2.12.2, 907.2.14,
907.2.16, 907.19, 909.20, 910.2.3, Table 910.3, 1001.3, 1203.4.2, 1203.5, 2702.2.8, 2702.2.10,
2702.2.11, 2702.2.12, 2702.3, 3102.1, 3103.1, 3309.2, 3401.3, 3410.3.2, 3410.6.8.1, 3410.6.14, 3410.6.14.1
International Fuel Gas Code® 101.4.2, 201.3,415.7.3, 2113.11.1.2, 2113.15, 2801.1, 3401.3
International Mechanical Code® 101.4.3, 201.3, 307.9, 406.4.2, 406.6.3, 406.6.5, 409.3, 412.4.6, 414.1.2,
414.1.2.1, 414.1.2.2, 414.3, 415.7.1.4, 415.7.2, 415.7.2.8, 415.7.3, 415.7.4, 415.9.11.1,
416.3, 603.1, 707.2, 716.2.2, 716.5.4, 716.6.1, 716.6.2, 716.6.3, 717.5, 719.1, 903.2.12.1,
904.2.1,904.11,908.6,909.1,909.10.2, 1014.5, 1016.4.1, 1203.1, 1203.2.1, 1203.4.2,
1203.4.2.1, 1203.5, 1209.3, 2304.5, 3004.3.1, 3410.6.7.1, 3410.6.8
International Plumbing Code® 101.4.4, 201.3, 415.7.4, 717.5, 903.3.5, 1206.3.3, 1503.4,
1807.4.3, 2901.1, 2902.1.1, 3305.1, 3401.3,
International Property Maintenance Code® 101.4.5, 102.6, 103.3, 3401.3, 3410.3.2.
International Private Sewage Disposal Code® 101.4.4, 2901.1, 3401.3
International Residential Code® 101.2, 308.3, 308.5 1706.1.1, 3401.3
International Urban— Wildland Interface Code™ Table 1505.1
Standard for Hurricane Resistant Residential Construction 1609.1.1, 2308.2.1
Test Standard for Determining Wind Resistance of Concrete or Clay Roof Tiles 1715.2.1, 1715.2.2
National Association of Architectural
Metal Manufacturers
8 South Michigan Ave
Chicago, IL 60603
Standard
reference
number
Title
Referenced
in code
section number
FP 1001—97
Guide Specifications for Design of Metal Flag Poles 1609.1.1
NCMA
National Concrete Masonry Association
2302 Horse Pen Road
Hemdon,VA 22071-3499
Standard
reference
number
Title
Referenced
in code
section number
TEK 5-8A (1996)
Details for Concrete Masonry Fire Walls Table 719.1(2)
National Fire Protection Association
1 Batterymarch Park
Quincy, MA 02269-9101
Referenced
in code
Title section number
Low Expansion Foam 904.7
Medium- and High-Expansion Foam Systems 904.7
Carbon Dioxide Extinguishing Systems 904.8, 904.1 1
Halon 1301 Fire Extinguishing Systems 904.9
Installation of Sprinkler Systems 704.12, 707.2, 903.3.1.1, 903.3.2, 903.3.5.1.1, 904.1 1, 907.8,
1621.3.10.1,3104.5,3104.9
Installation of Sprinkler Systems in One- and Two-Family Dwellings and Manufactured Homes . . 903.1.2, 903.3.1.3, 903.3.5.1.1
Installation of Sprinkler Systems in Residential Occupancies Up to and
Including Four Stories in Height 903.1.2, 903.3.1.2, 903.3.5.1.1, 903.3.5.1.2, 903.4
Installation of Standpipe, Private Hydrants and Hose Systems 905.2, 905.3.4, 905.4.2, 905.8
Installation Foam- Water Sprinkler and Foam- Water Spray Systems 904.7, 904.1 1
Standard
reference
number
11—98
11 A— 99
12—00
12 A— 97
13—99
13D— 99
13R— 99
14—00
16—99
592
2003 SNTERNATBONAL BUILDING CODE®
REFERE^SCED STANDARDS
17—98
17A— 98
30—00
32—00
40—97
61—99
72—99
80—99
85—01
101—00
110—99
111—01
120—99
231C— 98
252—99
253—00
257—00
259—98
265—98
268—96
285—98
286—00
409—95
418—01
651—98
654—00
655—93
664—98
701—99
704—96
1124—98
2001-00
Dry Chemical Extinguishing Systems 904.6, 904. 1 1
Wet Chemical Extinguishing Systems 904.5, 904.1 1
Flammable and Combustible Liquids Code 415.3
Drycleaning Plants 415.7.4
Storage and Handling of Cellulose Nitrate Motion Picture Film 409.1
Prevention of Fires and Dust Explosions in Agricultural and Food Product FaciUties 415.7. 1
National Fire Alarm Code 505.4, 901.6, 903.4.1, 904.3.5, 907.2,907.2.1, 907.2.1.1, 907.2.10, 907.2.10.4,
907.2.11.2, 907.2.11.3, 907.2.12.2.3, 907.2.12.3, 907.4, 907.5, 907.9.2,
907.10, 907.14, 907.16,907.17, 91 1.1, 3006.5
Fire Doors and Fire Windows 302.1.1.1, 715.3, 715.4.6.1, 715.4.4, 715.4.7.2, 715.5, 1008.1.3.3
Boiler and Combustion Systems Hazards Code 415.7.1
(Note: NFPA 8503 has been incorporated into NFPA 85)
Life Safety Code - 1024.6.2
Emergency and Standby Power Systems 2702. 1
Stored Electrical Energy Emergency and Standby Power Systems 2702.1
Coal Preparation Plants 415.7.1
Rack Storage of Materials 507.2
Methods of Fire Tests of Door Assemblies 715.3.1, 715.3.2, 715.3.3, 715.3.4.1
Test for Critical Radiant Flux of Floor Covering Systems Using a Radiant Heat Energy Source 406.6.4, 804.2, 804.3
Fire Test for Window and Glass Block Assemblies 715.3.3, 715.4, 715.4.1, 715.4.2
Test Method for Potential Heat of Building Materials 2603.4.1.10, 2603.5.3
Method of Fire Tests for Evaluating Room Fire Growth
Contribution of Textile Wall Coverings 803.6.1, 803.6.1.1, 803.6.1.2
Test Method for Determining Ignitibility of Exterior Wall
Assemblies Using a Radiant Heat Energy Source 1406.2.1, 1406.2.1.1, 1406.2.1.2, 2603.5.7
Method of Test for the Evaluation of Flammability Characteristics
of Exterior Non-Load-Bearing Wall Assemblies Containing Combustible
Components Using the Intermediate-Scale, Multistory Test Apparatus 1407.10.4, 2603.5.5
Method of Fire Test for Evaluating Contribution of Wall and Ceiling
Interior Finish to Room Fire Growth 402.14.4, 803.2, 803.2.1, 803.5, 2603.4, 2603.8
Aircraft Hangers 412.2.6, 412.4.5
Heliports 412.5.6
Machining and Finishing of Aluminum and the Production and Handling of Aluminum Powders 415.7.1
Prevention of Fire & Dust Explosions from the Manufacturing, Processing, and
Handling of Combustible Particulate Solids 415.7.1
Prevention of Sulfur Fires and Explosions 415.7. 1
Prevention of Fires Explosions in Wood Processing and Woodworking Facilities 415.7.1
Methods of Fire Tests for Flame-Propagation of Textiles and Films 802.1, 805.1, 805.2, 3102.3.1, 3105.3,
System for the Identification of the Hazards of Materials for Emergency Response 414.7.2, 415.2
Manufacture, Transportation, and Storage of Fireworks and Pyrotechnic Articles 415.3.1
Clean Agent Fire Extinguishing Systems 904.10
National Institute of Standards and Technology
U.S. Department of Commerce
100 Bureau Dr. - Stop 3460
Gaithersburg, MD 20899-3460
Standard
reference
number
Title
Referenced
in code
section number
BMS 071 (1941)
TRBM-44 (1944)
Fire Tests of Wood- and Metal-Framed Partitions
Fire-Resistance and Sound-Insulation Ratings for Walls, Partitions, and Floors
721.7
721.7
Precast Prestressed Concrete Institute
175 W Jackson Boulevard, Suite 1859
Chicago, IL 60604-9773
Standard
reference
number
Title
Referenced
in code
section number
MNL 124—89
Design for Fire Resistance of Precast Prestressed Concrete 721.2.3.1, Table 721.2.3(4)
2003 SNTERMATIONAL BUBLDSNG CODE®
593
REFERENCED STANDARDS
MNL 128—01
Recommended Practice for Glass Fiber Reinforced Concrete Panels 1903i
PTI
Post-Tensioning Institute
1717 W. Northern Avenue, Suite 114
Phoenix, AZ 85021
Standard
reference
number
Title
Referenced
in code
section number
PTI 1996
Design and Construction of Post-Tensioned Slabs-on-Ground, 2nd Edition 1805.8.2
RMA
Rubber Manufacturers Association
HOOK. Street, N.W. #900
Washington, DC 20005
Referenced
in code
Title section number
Minimum Requirements for Non-reinforced Black EPDM Rubber Sheets 1507.12.2
Minimum Requirements for Fabric-reinforced Black EPDM Rubber Sheets 1507.12.2
Minimum Requirements for Fabric-reinforced Black Polychloroprene Rubber Sheets 1507.12.2
Standard
reference
number
RP-1— 90
RP-2— 90
RP.3_85
RMI
Rack Manufacturers Institute
8720 Red Oak Boulevard, Suite 201
Charlotte, NC 28217
Standard
reference
number
Tide
Referenced
in code
section number
RMI (1997)
Design, Testing and Utilization of Industrial Steel Storage Racks 2208.1
SJI
Steel Joist Institute
3127 10th Avenue, North
Myrtle Beach, SC 29577-6760
Referenced
in code
Title section number
Standard Specification for Joist Girders 1604.3.3, 2206
Standard Specification for Open Web Steel Joists, K Series 2206
Standard Specification for Longspan Steel Joists, LH Series and Deep Longspan Steel Joists, DLH Series 2206
Standard
reference
number
SJI— 1994
K-Series Specification — 1994
SJI— 1994
SPRI
Single-Ply Roofing Institute
77 Rumford Ave.
Suite 3-B
Walthem, MA 02453
Standard
reference
number
Title
Referenced
in code
section number
ES-1— 98
RP-4— 88
Wind Design Standard for Edge Systems Used with Low Slope Roofing Systems
Wind Design Guide for Ballasted Single-ply Roofing Systems
1504.5
1504.4
594
2003 INTERNATIONAL BUILDING CODE®
REFEREBSJCEO STANDARDS
Telecommunications Industry Association
2500 Wilson Boulevard
Arlington, VA 22201-3834
Standard
reference
number
Title
Referenced
in code
section number
TIA/EIA-222-F— 96
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures 1609.1.1, 3108.4
The Masonry Society
3970 Broadway, Unit 201-D
Boulder, CO 80304-1135
Standard
reference
number
Title
Referenced
in code
section number
216 — 97 Method for Determining Fire Resistance of Concrete and Masonry Construction Assemblies Table 721.1(2), 721.1
402—02 Building Code for Masonry Structures 1405.5, 1405.5.3, 1405.9, 1604.3.4, 1704.5, 1704.5.1,
Table 1704.5.1, 1704.5.2, Table 1703.3.1, 1708.1.1, 1708.1.2, 1708.1.3, 1805.5.2, 1812.7,
2101.2.3, 2101.2.4, 2101.2.5, 2103.11.6, 2106.1, 2106.1.1.1, 2106.1.1.2,
2106.1.1.3, 2106.3, 2106.4, 2106.5, 2106.6, 2107.1, 2107.2, 2107.2.1,
2107.2.2, 2107.2.4, 2107.2.5, 2107.2.6, 2108.1, 2108.2, 2108.4, 2109.1, 2109.2.3.1, 2109.2.3.2
602—02 Specification for Masonry Structures 1405.5.1, 1405.9.1, Tablel704.5.1, Table 1704.5.3, 1805.5.2, 2103.11.7,
2104.1,2104.1.1,2104.3
Truss Plate Institute
583 D'Onofrio Drive, Suite 200
Madison, WI 53719
Standard
reference
number
Title
Referenced
in code
section number
TPI 1—2002
National Design Standards for Metal-Plate-Connected Wood Truss Construction 2303.4, 2306.1
UL
Underwriters Laboratories
333 Pfmgsten Road
Northbrook, IL 60062-2096
Standard
reference
number
Title
Referenced
in code
section number
lOA— 1998
lOB— 1997
IOC— 1998
14B— 1998
14C— 1996
103—1998
127—1996
268—1996
300—1996
555—99
555C— 96
555S— 99
580—94
641—95
790—97
864—96
1040—96
1256—98
1479_94
Tin Clad Fire Doors— with Revisions through July 1998 715.3
Fire Tests of Door Assemblies 715.3.2
Positive Pressure Fire Tests of Door Assemblies — with Revisions through November 2001 715.3.1, 715.3.3
Sliding Hardware for Standard Horizontally Mounted Tin Clad Fire Doors — with Revisions through July 2000 715.3
Swinging Hardware for Standard Tin Clad Fire Doors Mounted Singly and in Pairs 715.3
Factory-Built Chimneys for Residential Type and Building Heating Appliances —
with Revisions through March 1999 717.2.5
Factory-Built Fireplaces — with Revisions through November 1999 717.2.5
Smoke Detectors for Fire Protective Signaling Systems — with Revisions through January 1999 407.6, 907.2.6.1
Fire Testing "of Fire Extinguishing Systems for Protection of
Restaurant Cooking Areas — with Revisions through December 1998 904.1 1
Fire Dampers — with Revisions through October 2000 716.3
Ceiling Dampers 716.3, 716.6.2
Smoke Dampers — with Revisions through December 1999 716.3, 716.3.1.1
Test for Uplift Resistance of Roof Assemblies — with Revisions through February 1998 1504.3.1, 1504.3.2
Type L Low-Temperature Venting Systems — with Revisions through April 1999 2113.11.1.4
Tests for Fire Resistance of Roof Covering Materials— with Revisions through July 1998 1505.1, 2603.6, 2610.2, 2610.3
Control Units for Fire Protective Signaling Systems — with Revisions through March 1999 909.12
Fire Test of Insulated Wall Construction— with Revisions through April 2001 1407.10.3, 2603.4, 2603.8
Fire Test of Roof Deck Construction— with Revisions through March 2000 1508.1,2603.3,2603.4.1.5
Fire Tests of Through-Penetration Firestops 712.3.1.2, 712.4.1.2
595
REFERENCED STANDARDS
1715—97
1777—96
1784—01
1897—98
1975—96
2079—98
2200—98
Fire Test of Interior Finish Material 1407.10.2, 1407.10.3, 2603.4, 2603.8
Chimney Liners— with Revisions through July 1998 2113.11.1, 2113.19
Air Leakage Tests of Door Assemblies 707.14.1, 710.5.2, 715.3.3, 715.3.5.1
Uplift Tests for Roof Covering Systems — with Revisions through December 1999 1504.3.1
Fire Test of Foamed Plastics Used for Decorative Purposes 402.10, 402.14.5
Tests for Fire Resistance of Building Joint Systems 702.1, 712.3
Stationary Engine Generator Assemblies 2702. 1 . 1
ULC
Underwriters Laboratories of Canada
7 Crouse Road
Scarborough, Ontario, Canada M1R3A9
Standard
reference
number
Title
Referenced
in code
section number
S 102.2— M88
Method of Test for Surface Burning Characteristics of Flooring, Floor Coverings,
and Miscellaneous Materials and Assemblies
719.4
use
United States Code
c/o Superintendent of Documents
U.S. Government Printing Office
Washington, DC 20402-9325
Standard
reference
number
Title
Referenced
in code
section number
18USCPartl,Ch.40
Importation, Manufacture, Distribution and Storage of Explosive Materials 307.2
WDMA
Window and Door Manufacturers Association
1400 East Touhy Avenue #470
DesPlaines,IL 60018
Standard
reference
number
Title
Referenced
in code
section number
AAMA/NWWDA
101/I.S.2— 97
AAMA/NWWDA
101/I.S.2/NAFS— 02
Voluntary Specifications for Aluminum, Vinyl (PVC) and Wood Windows and Glass Doors
Voluntary Performance Specification for Window, Skylights and Glass Doors
1714.5.1
1714.5.1,2405.5
WRI
Wire Reinforcement Institute, Inc.
203 Loudon Street, S.W.
2nd Floor, Suite 203C
Leesburg, VA 22075
Standard
reference
number
Title
Referenced
in code
section number
WRI/CRSI— 96
Design of Slab-on-ground Foundations 1805.8.2
596
2003 INTERNATIONAL BUILDING CODE®
IPLOYEE QUALIFICATIONS
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
liNG OFFICIAL QUALIFICATIONS
AlOl.l Bmlding offidaL The building official shall have at
least 10 years' experience or equivalent as an architect, engi-
neer, inspector, contractor or superintendent of construction, or
any combination of these, five years of which shall have been
supervisory experience. The building official should be certi-
fied as a building official through a recognized certification
program. The building official shall be appointed or hired by
the applicable governing authority.
A101.2 Clileff imspectoro The building official can designate
supervisors to administer the provisions of the International
Building, Mechanical and Plumbing Codes, International Fuel
Gas Code, and the ICC Electrical Code. Each supervisor shall
have at least 10 years' experience or equivalent as an architect,
engineer, inspector, contractor or superintendent of construc-
tion, or any combination of these, five years of which shall have
been in a supervisory capacity. They shall be certified through a
recognized certification program for the appropriate trade.
Al®1.3 Inspector amd plan examiner. The building official
shall appoint or hire such number of officers, inspectors, assis-
tants and other employees as shall be authorized by the jurisdic-
tion. A person shall not be appointed or hired as inspector of
construction or plan examiner who has not had at least 5 years'
experience as a contractor, engineer, architect, or as a superin-
tendent, foreman or competent mechanic in charge of construc-
tion. The inspector or plan examiner shall be certified through a
recognized certification program for the appropriate trade.
A101.4 Termination off employmemto Employees in the posi-
tion of building official, chief inspector or inspector shall not be
removed from office except for cause after full opportunity has
been given to be heard on specific charges before such appUca-
ble governing authority.
IBC-03 International Building Code-h 101.2
IMC-03 International Mechanical Code-K 101.2
IPC-03 International Plumbing Code-k 101.2
IFGC-03 International Fuel Gas Code- A 101.2
ICCEC-03 ICC Electrical Code-AlOl. 2
2003 INTERBS8ATB0NAL BUELDl^SG CODE® 597
598 2003 8NTERNATD0NAL BUILDING CODE®
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
GENERAL
B 101.1 ApplkatloE, The application for appeal shall be filed
on a form obtained fi-om the building official within 20 days
after the notice was served.
F board. The board of appeals shall
consist of persons appointed by the chief appointing author-
ity as follows:
1 . One for five years; one for four years; one for three years;
one for two years; and one for one year.
2. Thereafter, each new member shall serve for five years or
unfil a successor has been appointed.
The building official shall be an ex officio member of said
board but shall have no vote on any matter before the board.
BlOl.2,1 Altermate members. The chief appointing au-
thority shall appoint two alternate members who shall be
called by the board chairperson to hear appeals during the
absence or disqualification of a member. Alternate members
shall possess the qualifications required for board member-
ship and shall be appointed for five years, or until a succes-
sor has been appointed.
BlOl.2.2 QualificatnonSo The board of appeals shall consist
of five individuals, one from each of the following profes-
sions or disciplines:
1 . Registered design professional with architectural ex-
perience or a builder or superintendent of building
construction with at least ten years' experience, five of
which shall have been in responsible charge of work.
2. Registered design professional with structural engi-
neering experience
3. Registered design professional with mechanical and
plumbing engineering experience or a mechanical
contractor with at least ten years' experience, five of
which shall have been in responsible charge of work.
4. Registered design professional with electrical engi-
neering experience or an electrical contractor with at
least ten years' experience, five of which shall have
been in responsible charge of work.
5. Registered design professional with fire protection
engineering experience or a fire protection contractor
with at least ten years' experience, five of which shall
have been in responsible charge of work.
B101,2.3 Rules and procedures. The board is authorized to
establish policies and procedures necessary to carry out its
dudes.
B101,2.4 Chairperson. The board shall annually select one
of its members to serve as chairperson.
BlOl.2.5 Disqualification of member. A member shall not
hear an appeal in which that member has a personal, profes-
sional or financial interest.
B 101,2.6 Secretary, The chief administrative officer shall
designate a qualified clerk to serve as secretary to the board.
The secretary shall file a detailed record of all proceedings
in the office of the chief administrative officer.
1.2.7 Compemsatlon of members. Compensadon of
members shall be determined by law.
F meeting. The board shall meet upon notice
from the chairperson, within 10 days of the filing of an ap-
peal or at stated periodic meetings.
,3,1 Open hearing. All hearings before the board
shall be open to the public. The appellant, the appellant's
representative, the building official and any person whose
interests are affected shall be given an opportunity to be
heard.
,3.2 Procedure. The board shall adopt and make avail-
able to the public through the secretary procedures under
which a hearing will be conducted. The procedures shall not
require compliance with strict rules of evidence, but shall
mandate that only relevant information be received.
,3,3 Postponed hearing. When five members are not
present to hear an appeal, either the appellant or the appel-
lant's representative shall have the right to request a post-
ponement of the hearing.
B101,4 Board decision. The board shall modify or reverse
the decision of the building official by a concurring vote of
two-thirds of its members.
B101,4.1 Resolution, The decision of the board shall be by
resolution. Certified copies shall be furnished to the appel-
lant and to the building official.
B101,4.2 Administration. The building official shall take
immediate action in accordance with the decision of the
board.
2003 INTERNAT80NAL B
599
600 2003 INTERNATIONAL BUILDING CODE®
AGRICULTURAL BUILDINGS
ing is surrounded and adjoined by public ways or yards not less
than 60 feet (18 288 mm) in width.
cl Scopeo The provisions of this appendix shall apply ex-
clusively to agricultural buildings. Such buildings shall be clas-
sified as Group U and shall include the following uses:
1. Livestock shelters or buildings, including shade struc-
tures and milking barns.
2. Poultry buildings or shelters.
3. Bams.
4. Storage of equipment and machinery used exclusively in
agriculture.
5. Horticultural structures, including detached production
greenhouses and crop protection shelters.
6. Sheds.
7. Grain silos.
8. Stables.
12.1 General. Buildings classified as Group U Agricultural
shall not exceed the area or height limits specified in Table
C102.1.
CMD2.2 Ome=§tory miniMmlted area. The area of a one-story
Group U agricultural building shall not be limited if the build-
m-story eelEmlted area. The area of a two-story
Group U agricultural building shall not be limited if the build-
ing is surrounded and adjoined by public ways or yards not less
than 60 feet (18 288 mm) in width and is provided with an ap-
proved automatic sprinkler system throughout in accordance
with Section 903.3.1.1.
SECTION C1 03
iVIiXED OCCUPANCIES
C103.1 Mixed occupancies. Mixed occupancies shall be pro-
tected in accordance with Chapter 3.
SECTiOM C104
EXITS
Cl§4ol Exit facilities. Exits shall be provided in accordance
with Chapters 10 and 11.
ions;
1. The maximum travel distance from any point in the
building to an approved exit shall not exceed 300 feet (91
440 mm).
2. One exit is required for each 15,000 square feet (1393.5
m^) of area or fraction thereof.
TABLE C1 02.1— BASIC ALLOWABLE AREA FOR A GROUP 0,
OME STORY m HE8GHT AND MAXIMUM HEIGHT OF SUCH OCCUPAMCY
1
DD
[]| and [V
V
A
B
A
B
III A and IV
IIIB
A
B
ALLOWABLE AREA (square feet)°
Unlimited
60,000
27,100
18,000
27,100
18,000
21,100
12,000
MAXIMUM HEIGHT M STORIES
Unlimited
12
4
2
4
2
3
2
MAXIMUM HESGHT IN FEET
Unlimited
160
65
55
65
55 50
40
For SI: 1 square foot = 0.0929 m^.
a. See Section C102 for unlimited area under certain conditions.
2003
602 2003 INTERNATIONAL BUILDING CODE®
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
DlOl.l Scope, The fire district shall include such territory or
portion as outlined in an ordinance or law entitled "An Ordi-
nance (Resolution) Creating and Establishing a Fire District."
Wherever, in such ordinance creating and establishing a fire
district, reference is made to the Fire District, it shall be con-
strued to mean the fire district designated and referred to in this
appendix.
ago The fire district complying with the
provisions of Section DlOl.l shall be shown on a map that
shall be available to the public.
Establislimemilt of area. For the purpose of this code,
the fire district shall include that territory or area as described in
Sections DlOl.2.1 through DlOl.2.3.
D101,2,l Adjoining Mocks, Two or more adjoining blocks,
exclusive of intervening streets, where at least 50 percent of
the ground area is built upon and more than 50 percent of the
built-on area is devoted to hotels and motels of Group R-1;
Group B occupancies; theaters, nightclubs, restaurants of
Group A-1 and A-2 occupancies; garages, express and
freight depots, warehouses and storage buildings used for
the storage of finished products (not located with and form-
ing a part of a manufactured or industrial plant); or Group S
occupancy. Where the average height of a building is two
and one-half stories or more, a block should be considered if
the ground area built upon is at least 40 percent.
DlOl.2,2 Buffer zoEse, Where four contiguous blocks or
more comprise a fire district, there shall be a buffer zone of
200 feet (60 960 mm) around the perimeter of such district.
Streets, rights-of-way and other open spaces not subject to
building construction can be included in the 200-foot (60
960 mm) buffer zone.
[§, Where blocks adjacent to the
fire district have developed to the extent that at least 25 per-
cent of the ground area is built upon and 40 percent or more
of the built-on area is devoted to the occupancies specified in
Section D 101. 2.1, they can be considered for inclusion in
the fire district, and can form all or a portion of the 200-foot
(60 960 mm) buffer zone required in Section D 101. 2.2.
SECTION D102
mUQ RESTRICTIOMS
D102ol Types of coestruction permitted. Within the fire dis-
trict every building hereafter erected shall be either Type I, II,
III or IV, except as permitted in Section D104.
D102,2,l Exterior walls. Exterior walls of buildings lo-
cated in the fire district shall comply with the requirements
in Table 601 except as required in Section D102.2.6.
D102,2,2 Group H prohibited. Group H occupancies shall
be prohibited from location within the fire district.
D102„2,3 Construction type. Every building shall be con-
structed as required based on the type of construction indi-
cated in Chapter 6.
D102,2.4 Roof covering. Roof covering in the fire district
shall conform to the requirements of Class A or B roof cov-
erings as defined in Section 1505.
D102,2,5 Structural Ore rating. Walls, floors, roofs and
their supporting structural members shall be a minimum of
1-hour fire-resistance-rated construction.
Exceptions?
1. Buildings of Type IV construction.
2 Buildings equipped throughout with an automatic
sprinkler system in accordance with Section
903.3.1.1.
3. Automobile parking structures.
4. Buildings surrounded on all sides by a permanently
open space of not less than 30 feet (9144 mm).
5. Partitions complying with Section 603.1(8).
Dl©2,2,6 Exterior wails. Exterior load-bejuing walls of
Type II buildings shall have a fire-resistance rating of 2
hours or more where such walls are located within 30 feet
(9144 mm) of a common property line or an assumed prop-
erty line. Exterior nonload-bearing walls of Type II build-
ings located within 30 feet (9144 mm) of a common
property line or an assumed property line shall have fire-
resistance ratings as required by Table 601, but not less than
1 hour. Exterior walls located more than 30 feet (9144 mm)
from a common property line or an assumed property line
shall comply with Table 601.
Exception! In the case of one-story buildings that are
2,000 square feet (186 m^) or less in area, exterior walls
2003 INTERNATIONAL BUILDING CODE®
603
APPENDIX D
located more than 15 feet (4572 mm) from a common
property line or an assumed property line need only com-
ply with Table 601.
D102.2.7 Architectural trim. Architectural trim on build-
ings located in the &e district shall be constructed of approved
noncombustible materials or fire-retardant-treated wood.
D102.2.8 Permanent canopies. Permanent canopies are
permitted to extend over adjacent open spaces provided:
1. The canopy and its supports shall be of noncom-
bustible material, fire-retardant-treated wood, Type
IV construction or of 1-hour fire-resistance-rated
construction.
Exception: Any textile covering for the canopy
shall be flame resistant as determined by tests con-
ducted in accordance with NFPA 70 1 after both ac-
celerated water leaching and accelerating
weathering.
2. Any canopy covering, other than textiles, shall have a
flame spread index not greater than 25 when tested in
accordance with ASTM E 84 in the form intended for
use.
3. The canopy shall have at least one long side open.
4. The maximum horizontal width of the canopy shall
not exceed 15 feet (4572 mm).
5. The fire resistance of exterior walls shall not be re-
duced.
D102.2.9 Roof structures. Structures, except aerial sup-
ports 12 feet (3658 mm) high or less, flagpoles, water tanks
and cooling towers, placed above the roof of any building
within the fire district shall be of noncombustible material
and shall be supported by construction of noncombustible
material.
D102.2.10 Plastic signs. The use of plastics complying
with Section 261 1 for signs is permitted provided the struc-
ture of the sign in which the plastic is mounted or installed is
noncombustible.
D102.2.11 Plastic veneer. Exterior plastic veneer is not per-
mitted in the fire district.
SECTION D103
CHANGES TO BUILDINGS
D103.1 Existing buildings witMn the fire district. An exist-
ing building shall not hereafter be increased in height or area
unless it is of a type of construction permitted for new buildings
within the fire district or is altered to comply with the require-
ments for such type of construction. Nor shall any existing
building be hereafter extended on any side, nor square footage
or floors added within the existing building unless such modifi-
cations are of a type of construction permitted for new build-
ings within the fire district.
D103,2 Other alterations. Nothing in Section D 103.1 shall
prohibit other alterations within the fire district provided there
is no change of occupancy that is otherwise prohibited and the
fire hazard is not increased by such alteration.
D 103.3 Moving buildings. Buildings shall not hereafter be
moved into the fire district or to another lot in the fire district
unless the building is of a type of construction permitted in the
fire district.
IN THE FIRE DISTRICT
D104.1 General. Any building located partially in the fire dis-
trict shall be of a type of construction required for the fire dis-
trict, unless the major portion of such building lies outside of
the fire district and no part is more than 10 feet (3048 mm) in-
side the boundaries of the fire district.
EXCEPTIONS TO RESTRICTIONS
IN FIRE DISTRICT
D 105.1 General. The preceding provisions of this appendix
shall not apply in the following instances:
1 . Temporary buildings used in connection with duly au-
thorized construction.
2. A private garage used exclusively as such, not more
than one story in height, nor more than 650 square feet
(60 m^) in area, located on the same lot with a dwelling.
3. Fences not over 8 feet (2438 mm) high.
4. Coal tipples, material bins and trestles of Type IV con-
struction.
5. Water tanks and cooling towers conforming to Sections
1509.3 and 1509.4.
6. Greenhouses less than 15 feet (4572 mm) high.
7. Porches on dwellings not over one story in height, and
not over 10 feet (3048 mm) wide from the face of the
building, provided such porch does not come within 5
feet (1524 mm) of any property line.
8. Sheds open on a long side not over 15 feet (4572 mm)
high and 500 square feet (46 m^) in area.
9. One- and two-family dwellings where of a type of con-
struction not permitted in the fire district can be ex-
tended 25 percent of the floor area existing at the time
of inclusion in the fire district by any type of construc-
tion permitted by this code.
10. Wood decks less than 600 square feet (56 m^) where
constructed of 2-inch (5 1 mm) nominal wood, pressure
treated for exterior use.
1 1 . Wood veneers on exterior walls conforming to Section
1405.4.
12. Exterior plastic veneer complying with Section 2605.2
where installed on exterior walls required to have a fire-
resistance rating not less than 1 hour, provided the exte-
rior plastic veneer does not exhibit sustained flaming as
defined in NFPA 268.
2003 1SV8TERNATS0NAL BUILDING CODE®
APPENDJX D
■CTiOi
ASTME 84-01 Test Method for Surface D102.2.8
Burning Characteristics
of Building Materials
NFPA 268-96 Test Method for D 1 05 . 1
Determining Ignitability of
Exterior Wall Assemblies
Using a Radiant Heat Energy
Source
NFPA 701-99 Methods of D102.2.8
Fire Tests for Flame-
Propagation of Textiles
and Films
2003 BNTERNAT80NAL BUBLDSiMG CODE® 605
606 2003 INTERNATrONAL BUILDING CODE®
JTARY ACCESSIBILITY REQUIREMEN
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
m
m
[=>
SECTION E101
GENERAL
Scope. The provisions of this appendix shall control the
supplementary requirements for the design and construction of
facilities for accessibility to physically disabled persons.
cessible bed. The clear floor space shall be positioned for
parallel approach to the side of the bed.
Design, Technical requirements for items herein shall
comply with this code and ICC A 11 7.1.
IK
E1C])2,1 Geeeral, The following words and terms shall, for the
purposes of this appendix, have the meanings shown herein.
CLOSED=CIRCUIT TELEPHONEo A telephone with a
dedicated line such as a house phone, courtesy phone or phone
that must be used to gain entrance to a facility.
MAILBOXES, Receptacles for the receipt of documents,
packages or other deliverable matter. Mailboxes include, but
are not limited to, post office boxes and receptacles provided by
commercial mail-receiving agencies, apartment houses and
schools.
TRANSIENT LODGING, A building, facility or portion
thereof, excluding inpatient medical care facilities and
long-term care facilities, that contains one or more dwelling
units or sleeping units. Examples of transient lodging include,
but are not limited to, resorts, group homes, hotels, motels, dor-
mitories, homeless shelters, halfway houses and social service
lodging.
SECTION E103
ACCESSIBLE ROUTE
ElOS.l Raised platforms. In banquet rooms or spaces where a
head table or speaker's lectern is located on a raised platform,
an accessible route shall be provided to the platform.
,1 General, Transient lodging facilities shall be provided
with accessible features in accordance with Sections E104.2
and E104.3. Group 1-3 occupancies shall be provided with ac-
cessible features in accordance with Sections El 04.3 and
E104.4.
Is, In rooms or spaces having more than
25 beds, five percent of the beds shall have a clear floor space
complying with ICC Al 17.1.
E104o2ol Sleeping areas. A clear floor space complying
with ICC Al 17.1 shall be provided on both sides of the ac-
tion; This requirement shall not apply where a
single clear floor space complying with ICC Al 17. 1 po-
sitioned for parallel approach is provided between two
beds.
Communication features
complying with ICC A 117.1 shall be provided in accordance
with Sections El 04.3.1 through El 04. 3. 4.
E1II4.3<,1 Transient lodging. In transient lodging facihties,
sleeping units with accessible communication features shall
be provided in accordance with Table El 04, 3.1. Units re-
quired to comply with Table E104.3.1 shall be dispersed
among the various classes of units.
.3.2 Group 1=3. In Group 1-3 occupancies at least 2
percent, but no fewer than one of the total number of general
holding cells and general housing cells equipped with audi-
ble emergency alarm systems and permanently installed
telephones within the cell, shall comply with Section
E104.3.3.
.3 Dwelling enlts and sleeping units. Where dwell-
ing units and sleeping units are altered or added, the require-
ments of Section E104.3 shall apply only to the units being
altered or added until the number of units with accessible
communication features complies with the minimum num-
ber required for new construction.
Visual notification devices
shall be provided to alert room occupants of incoming tele-
phone calls and a door knock or bell. Notification devices
shall not be connected to visual alarm signal appliances.
Permanently installed telephones shall have volume con-
trols and an electrical outlet complying with ICC A 1 17. 1 lo-
cated within 48 inches (1219 mm) of the telephone to
facilitate the use of a TTY.
E104,4 Partitions. Solid partitions or security glazing that sep-
arates visitors from detainees in Group 1-3 occupancies shall
provide a method to facilitate voice communication. Such
methods are permitted to include, but are not limited to, grilles,
slats, talk-through baffles, intercoms or telephone handset de-
vices. The method of communication shall be accessible to in-
dividuals who use wheelchairs and individuals who have
difficulty bending or stooping. Hand-operable communication
devices, if provided, shall comply with Secdon E106.3.
2003 BNTERMATJ0NAL BUILDIIINIG CODE®
APPENDIX E
TABLE E1 04.3.1
DWELLING OR SLEEPING UNITS WITH ACCESSIBLE COMMUNICATION FEATURES
TOTAL NUMBER OF DWELLING OR
SLEEPING UNITS PROVIDED
MINIMUM REQUIRED NUMBER OF DWELLING OR SLEEPING
UNITS WITH ACCESSIBLE COMMUNICATION FEATURES
1
1
2 to 25
2
26 to 50
4
51 to 75
7
76 to 100
9
101 to 150
12
151 to 200
14
201 to 300
17
301 to 400
20
401 to 500
22
501 to 1,000
5% of total
1,001 and over
50 plus 3 for each 100 over 1,000
SECTION E105
OTHER FEATURES AND FACILITIES
E105.1 Water coolers. Where water coolers are provided, at
least 50 percent, but not less than one, of such units provided on
each floor shall comply with ICC A117.1.
E105.2 Portable toilets and bathing rooms. Where multiple
single-user portable toilet or bathing units are clustered at a sin-
gle location, at least 5 percent, but not less than one toilet unit or
bathing unit at each cluster, shall comply with ICC A117.1.
Signs containing the International Symbol of Accessibility and
complying with ICC Al 17.1 shall identify accessible portable
toilets and bathing units.
Exception: Portable toilet units provided for use exclu-
sively by construction personnel on a construction site.
E105.3 Laundry equipment. Where provided in spaces re-
quired to be accessible, washing machines and clothes dryers
shall comply with this section.
E105.3.1 Washing machines. Where three or fewer wash-
ing machines are provided, at least one shall comply with
ICC Al 17. 1 . Where more than three washing machines are
provided, at least two shall comply with ICC Al 17.1.
E105.3.2 Clothes dryers. Where three or fewer clothes dry-
ers are provided, at least one shall comply with ICC A 1 1 7 . 1 .
Where more than three clothes dryers are provided, at least
two shall comply with ICC Al 17.1.
E 105.4 Depositories, vending machines, change machines
and similar equipment. Where provided, at least one of each
type of depository, vending machine, change machine and sim-
ilar equipment shall comply with ICC A117.1.
Exception: Drive-up-only depositories are not required to
comply with this section.
E105.5 Mailboxes. Where mailboxes are provided in an inte-
rior location, at least 5 percent, but not less than one, of each
type shall comply with ICC Al 17. 1 . In residential and institu-
tional facilities, where mailboxes are provided for each dwell-
ing unit or sleeping unit, mailboxes complying with ICC
A 11 7. 1 shall be provided for each unit required to be an Acces-
sible unit.
E105.<5 Automatic teller machines and fare machines.
Where automatic teller machines or self-service fare vending,
collection or adjustment machines are provided, at least one
machine of each type at each location where such machines are
provided shall be accessible. Where bins are provided for enve-
lopes, wastepaper or other purposes, at least one of each type
shall be accessible.
E10S.7 Two-way communication systems. Where two-way
communication systems are provided to gain admittance to a
building or facility or to restricted areas within a building or fa-
cility, the system shall comply with ICC A117.1.
SECTION E106
TELEPHONES
E106.1 General. Where coin-operated public pay telephones,
coinless public pay telephones, public closed-circuit tele-
phones, courtesy phones or other types of public telephones are
provided, accessible public telephones shall be provided in ac-
cordance with Sections E106.2 through E106.5 for each type of
public telephone provided. For purposes of this section, a bank
of telephones shall be considered two or more adjacent tele-
phones.
E106.2 Wheelchair-accessible telephones. Where public
telephones are provided, wheelchair-accessible telephones
complying with ICC A117.1 shall be provided in accordance
with Table E106.2.
E106.3 Volume controls. All public telephones provided shall
have volume control complying with ICC A 1 17.1.
E106.4 TTYs, TTYs complying with ICC Al 17.1 shall be pro-
vided in accordance with Sections E106.4.1 through El 06.4.9.
608
2003 INTERNATIONAL BUILDING CODE®
APPENDIX E
TABLE E106.2
«EELCHA1R-ACCESS!BLE TELEPHONES
MUWIBER OF TELEPHONES PROVUDED
ON A FLOOR, LEVEL OR EXTERSOR SITE
MINIMUM REQUIRED NUMBER OF
WHEELCHAIR-ACCESSIBLE TELEPHONES
1 or more single unit
1 per floor, level and exterior site
1 bank
1 per floor, level and exterior site
2 or more banks
1 per bank
4
E106.4.1 Bank reqeirememt. Where four or more public
pay telephones are provided at a bank of telephones, at least
one public TTY shall be provided at that bank.
Exception: TTYs are not required at banks of telephones
located within 200 feet (60 960 mm) of, and on the same
floor as, a bank containing a public TTY.
E106.4.2 Floor reqsiiiremenia. Where four or more public
pay telephones are provided on a floor of a privately owned
building, at least one public TTY shall be provided on that
floor. Where at least one public pay telephone is provided on
a floor of a publicly owned building, at least one public TTY
shall be provided on that floor.
E106.43 BiaiMieg requirememt Where four or more pub-
lic pay telephones are provided in a privately owned build-
ing, at least one public TTY shall be provided in the
building. Where at least one public pay telephone is pro-
vided in a publicly owned building, at least one public TTY
shall be provided in the building.
E 106.4.4 Site reqelremeiift. Where four or more public pay
telephones are provided on a site, at least one public TTY
shall be provided on the site.
E106.4.5 Rest stops, emergency road stops, and service
plazas. Where a public pay telephone is provided at a public
rest stop, emergency road stop or service plaza, at least one
public TTY shall be provided.
,6 Hospitals, Where a public pay telephone is pro-
vided in or adjacent to a hospital emergency room, hospital
recovery room or hospital waiting room, at least one public
TTY shall be provided at each such location.
.7 Transportation facilities. Transportation facili-
ties shall be provided with TTYs in accordance with Sec-
tions E109.2.5 and El 10.2 in addition to the TTYs required
by Sections E106.4.1 through E106.4.4.
E106.4.8 Detention and correctional facilities. In deten-
tion and correctional facilities, where a public pay telephone
is provided in a secured area used only by detainees or in-
mates and security personnel, then at least one TTY shall be
provided in at least one secured area.
E106.4.9 Signs. Public TTYs shall be identified by the In-
ternational Symbol of TTY complying with ICC A117.1.
Directional signs indicating the location of the nearest pub-
lic TTY shall be provided at banks of public pay telephones
not containing a public TTY. Additionally, where signs pro-
vide direction to public pay telephones, they shall also pro-
vide direction to public TTYs. Such signs shall comply with
ICC A117.1 and shall include the International Symbol of
TTY.
lion: Building directories, personnel names, com-
pany or occupant names and logos, menus and temporary
(seven days or less) signs are not required to comply with
ICCA117.1.
E107.4 Other signs. Signage indicating special accessibility
provisions shall be provided as follows:
1 . At bus stops and terminals, signage must be provided in
accordance with Section E108.4.
<m
Where a bank of tele-
phones in the interior of a building consists of three or more
pubUc pay telephones, at least one public pay telephone at the
bank shall be provided with a shelf and an electrical outlet in
accordance with ICC A 1 17.1.
Exceptions:
1 . In secured areas of detention and correctional facili-
ties, if shelves and outlets are prohibited for purposes
of security or safety shelves and outlets for TTYs are
not required to be provided.
2. The shelf and electrical outlet shall not be required at
a bank of telephones with a TTY.
IV
E107.1 Signs. Required accessible portable toilets and bathing
facilities shall be identified by the International Symbol of Ac-
cessibility.
Designations. Interior and exterior signs identifying
permanent rooms and spaces shall be tactile. Where
pictograms are provided as designations of interior rooms and
spaces, the pictograms shall have tactile text descriptors. Signs
required to provide tactile characters and pictograms shall
comply with ICC A117.1.
1 . Exterior signs that are not located at the door to the
space they serve are not required to comply.
2. Building directories, menus, seat and row designa-
tions in assembly areas, occupant names, building ad-
dresses and company names and logos are not
required to comply.
3 . Signs in parking facilities are not required to comply.
4. Temporary (seven days or less) signs are not required
to comply.
Ell)7.3 Directional and informational signs. Signs that pro-
vide direction to, or information about, permanent interior
spaces of the site and faciUties shall contain visual characters
complying with ICC Al 17.1.
2003 BMTERMATDONAL BOBLDBNiG CODE®
APPENDIX E
2. At fixed facilities and stations, signage must be provided
in accordance with Sections E109.2.2 through
E109.2.2.3.
3. At airports, terminal information systems must be pro-
vided in accordance with Section Ell 0.3.
SECTION E108
BUS STOPS
E108.1 General. Bus stops shall comply with Sections E108.2
through E108.5.
E108.2 Bus boardiing and alighting areas. Bus boarding and
alighting areas shall comply with Sections E108.2.1 through
E108.2.4.
E108.2.1 Surface. Bus boarding and alighting areas shall
have a firm, stable surface.
E108.2.2 Dimensions. Bus boarding and alighting areas
shall have a clear length of 96 inches (2440 mm) minimum,
measured perpendicular to the curb or vehicle roadway
edge, and a clear width of 60 inches (1525 mm) minimum,
measured parallel to the vehicle roadway.
E108.2.3 Connection, Bus boarding and alighting areas
shall be connected to streets, sidewalks or pedestrian paths
by an accessible route complying with Section 104.
E108.2.4 Slope, Parallel to the roadway, the slope of the bus
boarding and alighting area shall be the same as the road-
way, to the maximum extent practicable. For water drain-
age, a maximum slope of 1 :48 perpendicular to the roadway
is allowed.
E108.3 Bus shelters. Where provided, new or replaced bus
shelters shall provide a minimum clear floor or ground space
complying with ICC A117.1, Section 305, entirely within the
shelter. Such shelters shall be connected by an accessible route
to the boarding area required by Section E108.2.
E108.4 Signs. New bus route identification signs shall have
finish and contrast complying with ICC Al 17.1. Additionally,
to the maximum extent practicable, new bus route identifica-
tion signs shall provide visual characters complying with ICC
A117.1.
Exception: Bus schedules, timetables and maps that are
posted at the bus stop or bus bay are not required to meet this
requirement.
E108.S Bus stop siting. Bus stop sites shall be chosen such
that, to the maximum extent practicable, the areas where lifts or
ramps are to be deployed comply with Secfions E108.2 and
E108.3.
SECTION E109
TRANSPORTATION FACILITIES AND STATIONS
E109.1 General. Fixed transportation facilities and stations
shall comply with the appHcable provisions of Secfions El 09.2
and E109.3.
E109.2 New construction. New stations in rapid rail, light rail,
commuter rail, intercity rail, high speed rail and other fixed
guideway systems shall comply with Sections El 09.2.1
through E109.2.8.
E109.2.1 Station entrances. Where different entrances to a
station serve different transportation fixed routes or groups i
of fixed routes, at least one entrance serving each group or
route shall comply with Secfion 1104 and ICC A 117.1.
I*
^.2,2 Signs. Signage in fixed transportation facilities
and stations shall comply with Sections E109.2.2.1 through
E109.2.2.3.
E109.2.2,l Tactile signs. Where signs are provided at
entrances to stations identifying the station or the en-
trance, or both, at least one sign at each entrance shall be
tactile. A minimum of one tactile sign identifying the
specific station shall be provided on each platform or
boarding area. Such signs shall be placed in uniform lo-
cations at entrances and on platforms or boarding areas
within the transit system to the maximum extent practi- |
cable. Tactile signs shall comply with ICC A 1 17.1.
Exceptions:
1. Where the station has no defined entrance but
signs are provided, the tactile signs shall be
placed in a central location.
2. Signs are not required to be tactile where audi-
ble signs are remotely transmitted to hand-held
receivers, or are user or proximity actuated.
E1(D9.2.2,2 Identlfficatlon signs. Stations covered by
this section shall have identification signs containing vi-
sual characters complying with ICC Al 17.1. Signs shall
be clearly visible and within the sightlines of a standing
or sitting passenger from within the train on both sides
when not obstructed by another train.
E109.2,2.3 Informational signs. Lists of stations, routes
and destinations served by the station which are located
on boarding areas, platforms or mezzanines shall provide
visual characters complying with ICC Al 17.1 Signs cov-
ered by this provision shall, to the maximum extent prac-
ticable, be placed in uniform locations within the transit
system.
E109.2,3 Fare machines. Self-service fare vending, collec-
tion and adjustment machines shall comply with ICC
Al 17.1, Section 707. Where self-service fare vending, col-
lection or adjustment machines are provided for the use of
the general public, at least one accessible machine of each
type provided shall be provided at each accessible point of
entry and exit.
E109.2,4 RaiS-to-platform height. Station platforms shall
be positioned to coordinate with vehicles in accordance with
the applicable provisions of 36 CFR, Part 1192. Low-level
platforms shall be 8 inches (250 mm) minimum above top of
rail.
Exception: Where vehicles are boarded from sidewalks
or street level, low-level platforms shall be permitted to
be less than 8 inches (250 mm).
E109.2,5 TTYs, Where a public pay telephone is provided
in a transit facihty (as defined by the Department of Trans-
portation) at least one public TTY complying with ICC
A117.1, Section 704.4, shall be provided in the station. In
addition, where one or more public pay telephones serve a
610
2003 JNTERNATIONAL BUILDING CODE®
APPENDBX E
D
particular entrance to a transportation facility, at least one
TTY telephone complying with ICC A 1 1 7. 1 , Section 704.4,
shall be provided to serve that entrance.
E 109.2.6 Track crossings. Where a circulation path serv-
ing boarding platforms crosses tracks, an accessible route
complying with ICC A117.1 shall be provided.
Exceptions Openings for wheel flanges shall be permit-
ted to be 2'/2 inches (64 mm) maximum.
E109.2.7 Public address systems. Where public address
systems convey audible information to the public, the same
or equivalent information shall be provided in a visual for-
mat.
E109.2.8 Clocks. Where clocks are provided for use by the
general public, the clock face shall be uncluttered so that its
elements are clearly visible. Hands, numerals and digits
shall contrast with the background either light-on-dark or
dark-on-light. Where clocks are mounted overhead, numer-
als and digits shall comply with ICC Al 17. 1 , Section 703.4.
E109,3 Existing facilities^ key statioms. In rapid rail, light rail,
commuter rail, intercity rail, high-speed rail and other fixed
guideway systems, altered stations and intercity rail and key
stations, as defined under criteria established by the Depart-
ment of Transportation in Subpart C of 49 CFR Part 37, shall
comply with Sections E109.3.1 through E109.3.3.
E109.3.1 Accessible route. At least one accessible route
from an accessible entrance to those areas necessary for use
of the transportation system shall be provided. The accessi-
ble route shall include the features specified in Section
E109.2, except that escalators shall comply with Section
3005.2.2. Where technical infeasibility in existing stations
requires the accessible route to lead from the public way to a
paid area of the transit system, an accessible fare collection
machine complying with Section E109.2.3 shall be pro-
vided along such accessible route.
E109.3o2 Platform and vehicle floor coordimatioim. Sta-
tion platforms shall be positioned to coordinate with vehi-
cles in accordance with the applicable provisions of 36 CFR
Part 1 192. Low-level platforms shall be 8 inches (250 mm)
minimum above top of rail.
Exceptions Where vehicles are boarded from sidewalks
or street level, low-level platforms shall be permitted to
be less than 8 inches (250 mm).
E109.3.3 Direct commections. New direct connections to other
D facilities shall have an accessible route complying with Section
3409.6 from the point of connection to boarding platforms and
transportation system elements used by the public. Any ele-
ments provided to facilitate future direct connections shall be
on an accessible route connecting boarding platforms and
transportation system elements used by the public.
[->
SECTI0WE110
AIRPORTS
EllO.l New construction. New construction of airports shall
comply with Sections E110.2 tlirough E110.4.
El 10.2 TTYs. Where public pay telephones are provided, at
least one TTY shall be provided in compliance with ICC
Al 17. 1 , Section 704.4. Additionally, if four or more public pay 111
telephones are located in a main terminal outside the security
areas, a concourse within the security areas or a baggage claim
area in a terminal, at least one public TTY complying with ICC
Al 17.1, Section 704.4, shall also be provided in each such lo- |
cation.
ystems. Where terminal in-
formation systems convey audible information to the pubhc,
the same or equivalent information shall be provided in a visual
format.
}A Clocks. Where clocks are provided for use by the gen-
eral public, the clock face shall be uncluttered so that its ele-
ments are clearly visible. Hands, numerals and digits shall
contrast with their background either light-on-dark or
dark-on-light. Where clocks are mounted overhead, numerals
and digits shall comply with ICC Al 17.1, Section 703.4.
SECTION El 11
QUALIFIED HISTORIC BUILDINGS AND FACILITIES
Elll.l General, Qualified historic buildings and facilities
shall comply with Sections El 11.2 through El 11.5.
E111.2 Qualified historic beildings and facilities. These pro-
cedures shall apply to buildings and facilities designated as his-
toric structures that undergo alterations or a change of
occupancy.
El 11.3 Qualified historic biiildiegs and facilities subject to
Section 106 of the Natloeal Historic Preservation Act.
Where an alteration or change of occupancy is undertaken to a
qualified historic building or facility that is subject to Section
106 of the National Historic Preservation Act, the federal
agency with jurisdiction over the undertaking shall follow the
Section 106 process. Where the State Historic Preservation Of-
ficer or Advisory Council on Historic Preservation determines
that compliance with the requirements for accessible routes,
ramps, entrances or toilet facilities would threaten or destroy
the historic significance of the building or facility, the alterna-
tive requirements of Section 3409 for that element are permit-
ted.
El 11.4 Qualified historic buildings and facilities not sub=
Ject to Section 106 of the National Historic Preservation
Act. Where an alteration or change of occupancy is undertaken
to a quaUfied historic building or facility that is not subject to
Section 106 of the National Historic Preservation Act, and the
entity undertaking the alterations believes that compliance
with the requirements for accessible routes, ramps, entrances
or toilet facilities would threaten or destroy the historic signifi-
cance of the building or facility, the entity shall consult with the
State Historic Preservation Officer. Where the State Historic
Preservation Officer determines that compliance with the ac-
cessibility requirements for accessible routes, ramps, entrances
or toilet facihties would threaten or destroy the historical sig-
nificance of the building or facility, the alternative require-
ments of Section 3409 for that element are permitted.
Elll.4.1 Consultation with interested persons. Inter-
ested persons shall be invited to participate in the consulta-
tion process, including state or local accessibility officials,
individuals with disabilities and organizations representing
individuals with disabilities.
2003 BMTERMATIONAL BUSLDING CODE®
611
APPENDIX E
El 11.4.2 Certified local government historic preserva-
tion programs. Where the State Historic Preservation Offi-
cer has delegated the consultation responsibiUty for
purposes of this section to a local government historic pres-
ervation program that has been certified in accordance with
Section 101 of the National Historic Preservation Act of
1966 [(16 U.S.C. 470a(c)] and implementing regulations
(36 CFR 61.5), the responsibility shall be permitted to be
carried out by the appropriate local government body or of-
ficial.
Ell 1.5 Displays. In qualified historic buildings and facilities,
where alternative requirements of Section 3409 are permitted,
displays and written information shall be located where they
can be seen by a seated person. Exhibits and signs displayed
horizontally shall be 44 inches (1 120 mm) maximum above the
floor.
SECTION E1 12
REFERENCED STANDARDS
DOJ 36 Americans with Disabilities Act
CFR Part 1 192 (ADA) Accessibility Guidelines
for Transportation Vehicles
(ADAAG). Washington, D.C.:
Department of Justice, 1991
E109.2.4,
E109.3.2
DOT 49
CFR Part 37
Transportation Services
for Individuals with
Disabihties (ADA),
Washington, D.C.:
Department of
Transportation, 1999
E109.3,
E109.3.2,
E109.4
DOJ 28 CFR Part 36, Americans
with Disabilities Act (ADA).
Washington, D.C.:
Department of Justice, 1991
E109.4
ICC/ANSI
Accessible and Usable
E101.2,etal
A117.1-98 .
Buildings and Facilities
16 use
National Historic
E111.2,
Sec. 470
Preservation Act
E111.3,
Elll.3.2
612
2003 INTERNATIONAL BUILDING CODE®
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
n
Ll GeeeraL Buildings or structures and the walls enclos-
ing habitable or occupiable 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 con-
structed in accordance with the provisions of this section.
o Foundation
wall ventilator openings shall be covered for their height and
width with perforated sheet metal plates no less than 0.070 inch
(1.8 mm) thick, expanded sheet metal plates not less than 0.047
inch (1.2 mm) thick, cast iron grills or grating, extruded alumi-
num load-bearing vents or with hardware cloth of 0.035 inch
(0.89 mm) wire or heavier. The openings therein shall not ex-
ceed 74 inch (6.4 mm).
Annular
spaces around pipes, electric cables, conduits, or other open-
ings in the walls shall be protected against the passage of ro-
dents by closing such openings with cement mortar, concrete
masonry or noncorrosive metal.
rs. Doors on which metal protection has been ap-
phed shall be hinged so as to be free swinging. When closed,
the maximum clearance between any door, door jambs and sills
shall not be greater than Vg inch (9.5 mm).
ngSo Windows and other
openings for the purpose of Hght or ventilation located in exte-
rior walls within 2 feet (610 mm) above the existing ground
level immediately below such opening shall be covered for
their entire height and width, including frame, with hardware
cloth of at least 0.035 inch (0.89 mm) wire or heavier.
ol Rodent-accessible ©pemirngSo Windows and other
openings for the purpose of light and ventilation in the exte-
rior walls not covered in this chapter, accessible to rodents
by way of exposed pipes, wires, conduits and other appurte-
nances, shall be covered with wire cloth of at least 0.035
inch (0.89 mm) wire. In lieu of wire cloth covering, said
pipes, wires, conduits and other appurtenances shall be
blocked from rodent usage by installing solid sheet metal
guards 0.024 inch (0.61 mm) thick or heavier. Guards shall
be fitted around pipes, wires, conduits or other
appurtenances. In addition, they shall be fastened securely
to and shall extend perpendicularly from the exterior wall
for a minimum distance of 12 inches (305 mm) beyond and
on either side of pipes, wires, conduits or appurtenances.
FIIII06.I Sfll less Ittian 12 mclies above groMmd. Buildings
not provided with a continuous foundation shall be provided
with protection against rodents at grade by providing either
an apron in accordance with Section FlOl.6.1.1 or a floor
slab in accordance with Section 101.6.1.2.
Where an apron is provided, the
apron shall not be less than 8 inches (203 mm) above, nor
less than 24 inches (610 mm) below, grade. The apron
shall not terminate below the lower edge of the siding
material. The apron shall be constructed of an approved
nondecayable, water-resistant ratproofmg material of re-
quired 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 4
inches (102 mm) in thickness.
Where continuous concrete
grade floor slabs are provided, open spaces shall not be
left between the slab and walls, and openings in the slab
shall be protected.
ches above ground. Build-
ings not provided with a continuous foundation and which
have sills 12 or more inches (305 mm) above the ground
level shall be provide with protection against rodents at
grade in accordance with any of the following:
1. Section FlOl. 6. 1.1 orFlOl.6.1.2;
2. By installing solid sheet metal collars at least 0.024
inch (0.6 mm) thick at the top of each pier or pile and
around each pipe, cable, conduit, wire or other item
which provides a continuous pathway from the
ground to the floor; or
3. By encasing the pipes, cables, conduits or wires in an
enclosure constructed in accordance with Section
FlOl.6.1.1.
2003 BNTERWATBOMIAL BUILDOSMG CODE®
613
614 2003 INTERNATIONAL BUSLDING CODE®
APPENDIX
■u
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
SECTION Q1 01
ADIiWISTKATlOW
GMDl.l Purposeo The purpose of this appendix is to promote
the pubhc health, safety and general welfare and to minimize
pubhc and private losses due to flood conditions in specific
flood hazard areas through the establishment of comprehensive
regulations for management of flood hazard areas designed to:
1 . Prevent unnecessary disruption of commerce, access and
public service during times of flooding;
2. Manage the alteration of natural flood plains, stream
channels and shorelines;
3. Manage filling, grading, dredging and other develop-
ment which may increase flood damage or erosion poten-
tial;
4. Prevent or regulate the construction of flood barriers
which will divert floodwaters or which can increase
flood hazards; and
5. Contribute to improved construction techniques in the
flood plain.
Gl(0)l,2 Otojectnves. The objectives of this appendix are to pro-
tect human life, minimize the expenditure of public money for
flood control projects, minimize the need for rescue and relief
efforts associated with flooding, minimize prolonged business
interruption, minimize damage to public facilities and utihties,
help maintain a stable tax base by providing for the sound use
and development of flood-prone areas, contribute to improved
construction techniques in the flood plain and ensure that
potential owners and occupants are notified that property is
within flood hazard areas.
L3 Scopeo The provisions of this appendix shall apply to
all proposed development in a flood hazard area established in
Section 1612 of this code.
ns. Any violation of a provision of this appen-
dix, or failure to comply with a permit or variance issued pursu-
ant to this appendix or any requirement of this appendix, shall
be handled in accordance with Section 113.
AFPLiCABiLSTY
Ii2,l GemeraL This appendix, in conjunction with the Inter-
national Building Code, provides minimum requirements for
development located in flood hazard areas, including the subdi-
vision of land, installation of utilities, placement and replace-
ment of manufactured homes, new construction and repair,
reconstruction, rehabilitation, or additions to new construction
and substantial improvement of existing buildings and struc-
tures, including restoration after damage.
Gl®2.2 Eslablnslimeiiit off flood hazard areas. Flood hazard
areas are established in Section 1612.3 of the International
Building Code, adopted by the governing body on [INSERT
DATE].
GW3A PermiH applkatiomso The building official shall
review all permit applications to determine whether proposed
development sites will be reasonably safe from flooding. If a
proposed development site is in a flood hazard area, all site
development activities, including grading, filling, utility instal-
lation and drainage modification, and all new construction and
substantial improvements (including the placement of prefab-
ricated buildings and manufactured homes) shall be designed
and constructed with methods, practices and materials that
minimize flood damage and that are in accordance with this
code and ASCE 24.
It shall be the responsibility of the
building official to assure that approval of a proposed develop-
ment shall not be given until proof that necessary permits have
been granted by federal or state agencies having jurisdiction
over such development.
f desBgE flood ekvatioflis. If design
flood elevations are not specified, the building official is autho-
rized to require the applicant to:
1 . Obtain, review and reasonably utilize data available from
a federal, state or other source, or
2. Determine the design flood elevation in accordance with
accepted hydrologic and hydraulic engineering tech-
niques. Such analyses shall be performed and sealed by a
registered design professional. Studies, analyses and
computations shall be submitted in sufficient detail to al-
low review and approval by the building official. The ac-
curacy of data submitted for such determination shall be
the responsibility of the applicant.
G1CD3.4 Activities im riveriee flood hazard areas. In riverine
situations, until a regulatory floodway is designated, the build-
ing official shall not permit any new construction, substantial
improvement or other development, including fill, unless the
applicant demonstrates that the cumulative effect of the pro-
posed development, when combined with all other existing and
anticipated development, will not increase the design flood ele-
vation more than 1 foot (305 mm) at any point within the com-
munity.
G103.S Floodway encroacliment. Prior to issuing a permit for
any floodway encroachment, including fill, new construction,
substantial improvements and other development or land-dis-
2003 INTERIMATIONAL BODLDIMG CODE®
S15
APPENDIX G
turbing activity, the building official shall require submission
of a certification, along with supporting technical data, that
demonstrates that such development will not cause any
increase of the level of the base flood.
G 103.5.1 Floodway revisions. A flood way encroachment
that increases the level of the base flood is authorized if the
applicant has applied for a conditional Flood Insurance Rate
Map (FIRM) revision and has received the approval of the
Federal Emergency Management Agency (FEMA).
G103.6 Watercourse alteration. Prior to issuing a permit for
any alteration or relocation of any watercourse, the building
official shall require the applicant to provide notification of the
proposal to the appropriate authorities of all affected adjacent
government jurisdictions, as well as appropriate state agencies.
A copy of the notification shall be maintained in the permit
records and submitted to FEMA.
G103.6.1 Engineering analysis. The building official shall
require submission of an engineering analysis which dem-
onstrates that the flood-carrying capacity of the altered or
relocated portion of the watercourse will not be decreased.
Such watercourses shall be maintained in a manner which
preserves the channel's flood-carrying capacity.
G103.7 Alterations in coastal areas. Prior to issuing a permit
for any alteration of sand dunes and mangrove stands in flood
hazard areas subject to high velocity wave action, the building
official shall require submission of an engineering analysis
which demonstrates that the proposed alteration will not
increase the potential for flood damage.
G103.8 Records. The building official shall maintain a perma-
nent record of all permits issued in flood hazard areas, includ-
ing copies of inspection reports and certificadons required in
Section 1612.
SECTION G1 04
PERMITS
G104.1 Required. Any person, owner or authorized agent who
intends to conduct any development in a flood hazard area shall
first make application to the building official and shall obtain
the required permit.
G104.2 Application for permit. The appHcant shall file an
application in writing on a form furnished by the building offi-
cial. Such application shall:
1 . Idenfify and describe the development to be covered by
the permit.
2. Describe the land on which the proposed development is
to be conducted by legal descripdon, street address or
similar description that will readily identify and defi-
nitely locate the site.
3. Include a site plan showing the delineation of flood haz-
ard areas, floodway boundaries, flood zones, design
flood elevations, ground elevations, proposed fill and ex-
cavadon and drainage patterns and facilities.
4. Indicate the use and occupancy for which the proposed
development is intended.
5. Be accompanied by construction documents, grading
and filling plans and other information deemed appropri-
ate by the building official.
6. State the valuadon of the proposed work.
7. Be signed by the applicant or the applicant's authorized
agent.
G104.3 Validity of permit. The issuance of a permit under this
appendix shall not be construed to be a permit for, or approval
of, any violation of this appendix or any other ordinance of the
jurisdiction. The issuance of a permit based on submitted docu-
ments and information shall not prevent the building official
from requiring the correction of errors. The building official is
authorized to prevent occupancy or use of a structure or site
which is in violadon of this appendix or other ordinances of this
jurisdiction.
G 104.4 Expiration. A permit shall become invalid if the pro-
posed development is not commenced within 180 days after its
issuance, or if the work authorized is suspended or abandoned
for a period of 1 80 days after the work commences. Extensions
shall be requested in wridng and justifiable cause demon-
strated. The building official is authorized to grant, in wridng,
one or more extensions of time, for periods not more than 180
days each.
G104.5 Suspension or revocation. The building official is
authorized to suspend or revoke a permit issued under this
appendix wherever the permit is issued in error or on the basis
of incorrect, inaccurate or incomplete informadon, or in viola-
tion of any ordinance or code of this jurisdiction.
SECTION G1 05
VARIANCES
GlOS.l General. The board of appeals estabhshed pursuant to
Section 112 shall hear and decide requests for variances. The
board of appeals shall base its determination on technical justi-
fications, and has the right to attach such conditions to vari-
ances as it deems necessary to further the purposes and
objectives of this appendix and Section 1612.
G105.2 Records. The building official shall maintain a perma-
nent record of all variance actions, including justification for
their issuance.
G105.3 Historic structures. A variance is authorized to be
issued for the repair or rehabilitation of a historic structure
upon a determination that the proposed repair or rehabilitation
will not preclude the structure's continued designation as a his-
toric structure, and the variance is the minimum necessary to
preserve the historic character and design of the structure.
Exception; Within flood hazard areas, historic structures
that are not:
a. Listed or preliminarily determined to be eligible for
listing in the National Register of Historic Places; or
b. Determined by the Secretary of the U.S. Department
of Interior as contributing to the historical signifi-
cance of a registered historic district or a district pre-
liminarily determined to qualify as an historic district;
or
616
2003 INTERNATIONAL BUILDING CODE®
c. Designated as historic under a state or local historic
preservation program that is approved by the Depart-
ment of Interior.
)5<,4 Feectloiially depemdemt facilities. A variance is
authorized to be issued for the construction or substantial
improvement of a functionally dependent facility provided the
criteria in Section 1612.1 are met and the variance is the mini-
mum necessary to allow the construction or substantial
improvement, and that all due consideration has been given to
methods and materials that minirnize flood damages during the
design flood and create no additional threats to public safety.
The board of appeals shall not issue a
variance for any proposed development in a floodway if any
increase in flood levels would result during the base flood dis-
charge.
us. In reviewing applications for vari-
ances, the board of appeals shall consider all technical evalua-
tions, all relevant factors, all other portions of this appendix and
the following:
1 . The danger that materials and debris may be swept onto
other lands resulting in further injury or damage;
2. The danger to Hfe and property due to flooding or ero-
sion damage;
3. The susceptibility of the proposed development, in-
cluding contents, to flood damage and the effect of such
damage on current and future owners;
4. The importance of the services provided by the pro-
posed development to the community;
5. The availability of alternate locations for the proposed
development that are not subject to flooding or erosion;
6. The compatibility of the proposed development with
existing and anticipated development;
7. The relationship of the proposed development to the
comprehensive plan and flood plain management pro-
gram for that area;
8. The safety of access to the property in times of flood for
ordinary and emergency vehicles;
9. The expected heights, velocity, duration, rate of rise
and debris and sediment transport of the floodwaters
and the effects of wave action, if applicable, expected at
the site; and
10. The costs of providing governmental services during
and after flood conditions including maintenance and
repair of public utilities and facilities such as sewer,
gas, electrical and water systems, streets and bridges.
'5.7
. Variances shall only be
issued by the board of appeals upon:
1 . A technical showing of good and sufficient cause that the
unique characteristics of the size, configuration or topog-
raphy of the site renders the elevation standards inappro-
priate;
2. A determination that failure to grant the variance would
result in exceptional hardship by rendering the lot
undevelopable;
3. A determination that the granting of a vaiiance will not
result in increased flood heights, additional threats to
public safety, extraordinary public expense, nor create
nuisances, cause fraud on or victimization of the public
or conflict with existing local laws or ordinances;
4. A determination that the variance is the minimum neces-
sary, considering the flood hazard, to afford relief; and
5 . Notification to the apphcant in writing over the signature
of the building official that the issuance of a variance to
construct a structure below the base flood level will result
in increased premium rates for flood insurance up to
amounts as high as $25 for $100 of insurance coverage,
and that such construction below the base flood level in-
creases risks to life and property.
G201.1 GeeeraL The following words and terms shall, for the
purposes of this appendix, have the meanings shown herein.
Refer to Chapter 2 for general definitions.
G2®1.2 DeSmitSons.
JTo Any man-made change to improved or
unimproved real estate, including but not limited to, buildings
or other structures, temporary or permanent storage of materi-
als, mining, dredging, filling, grading, paving, excavations,
operations and other land disturbing activities.
FUNCTIONALLY DEPENDENT FACILITY. A facility
which cannot be used for its intended purpose unless it is
located or carried out in close proximity to water, such as a
docking or port facility necessary for the loading or unloading
of cargo or passengers, shipbuilding or ship repair. The term
does not include long-term storage, manufacture, sales or ser-
vice facilities.
A structure that is transportable
in one or more sections, built on a permanent chassis, designed
for use with or without a permanent foundation when attached
to the required utilities, and constructed to the Federal Mobile
Home Construction and Safety Standards and rules and regula-
tions promulgated by the U.S. Department of Housing and
Urban Development. The term also includes mobile homes,
park trailers, travel trailers and similar transportable structures
that are placed on a site for 180 consecutive days or longer.
MANUFACTURED HOME PARK OR SUBDIVISION. A
parcel (or contiguous parcels) of land divided into two or more
manufactured home lots for rent or sale.
RECREATIONAL VEHICLE. A vehicle that is built on a
single chassis, 400 square feet (37.16 m^) or less when mea-
sured at the largest horizontal projection, designed to be
self-propelled or permanently towable by a light-duty truck,
and designed primarily not for use as a permanent dwelling but
as temporary hving quarters for recreational, camping, travel or
seasonal use. A recreational vehicle is ready for highway use if
it is on its wheels or jacking system, is attached to the site only
by quick disconnect-type utilities and security devices and has
no permanently attached additions.
VARIANCE. A grant of relief from the requirements of this
section which permits construction in a manner otherwise pro-
2003 IMTERESIATIOMAL BUILDING CODE®
617
APPEMD5X G
hibited by this section where specific enforcement would result
in unnecessary hardship.
VIOLATION. A development that is not fully compliant with
this appendix or Section 1612, as applicable.
SECTION G301
SUBDIVISIONS
G301.1 General. Any subdivision proposal, including propos-
als for manufactured home parks and subdivisions, or other
proposed new development in a flood hazard area shall be
reviewed to assure that:
1 . All such proposals are consistent with the need to mini-
mize flood damage;
2. All pubhc utihties and facihties, such as sewer, gas, elec-
tric and water systems are located and constructed to
minimize or eliminate flood damage; and
3. Adequate drainage is provided to reduce exposure to
flood hazards.
L.2 Subdivision requirements. The following require-
ments shall apply in the case of any proposed subdivision,
including proposals for manufactured home parks and subdivi-
sions, any portion of which lies within a flood hazard area:
1. The flood hazard area, including floodways and areas
subject to high velocity wave action, as appropriate, shall
be delineated on tentative and final subdivision plats;
2. Design flood elevations shall be shown on tentative and
final subdivision plats;
3. Residential building lots shall be provided with adequate
buildable area outside the floodway; and
4. The design criteria for utilities and facilities set forth in
this appendix and appropriate International Codes shall
be met.
SECTION G401
SITE IMPROVEMENT
G401.1 Development In floodways. Development or land dis-
turbing activity shall not be authorized in the floodway unless it
has been demonstrated through hydrologic and hydraulic anal-
yses performed in accordance with standard engineering prac-
tice that the proposed encroachment will not result in any
increase in the level of the base flood.
.2 Flood hazard areas subject to high velocity wave
1 . Development or land disturbing activity shall only be au-
thorized landward of the reach of mean high fide.
2. The use of fill for structural support of buildings is pro-
hibited.
.3 Sewer facilities. All new or replaced sanitary sewer
facihties, private sewage treatment plants (including all pump-
ing stafions and collector systems) and on-site waste disposal
systems shall be designed in accordance with Chapter 8, ASCE
24, to minimize or eliminate infiltration of floodwaters into the
facilities and discharge from the facilities into floodwaters, or
impairment of the facilities and systems.
G401.4 Water facilities. All new replacement water facihties
shall be designed in accordance with the provisions of Chapter
8, ASCE 24, to minimize or eliminate infiltration of flood-
waters into the systems.
G401.5 Storm drainage. Storm drainage shall be designed to
convey the flow of surface waters to minimize or eliminate
damage to persons or property.
G401.6 Streets and sidewalks. Streets and sidewalks shall be
designed to minimize potential for increasing or aggravating
flood levels.
SECTION G501
MANUFACTURED HOMES
GSOl.l Elevation. All new and replacement manufactured
homes to be placed or substantially improved in a flood hazard
area shall be elevated such that the lowest floor of the manufac-
tured home is elevated to or above the design flood elevation.
G501.2 Foundations. All new and replacement manufactured
homes, including substantial improvement of existing manu-
factured homes, shall be placed on a permanent, reinforced
foundation that is designed in accordance with Section 1612.
G501.3 Anchoring. All new and replacement manufactured
homes to be placed or substantially improved in a flood hazard
area shall be installed using methods and practices which mini-
mize flood damage. Manufactured homes shall be securely
anchored to an adequately anchored foundation system to resist
flotation, collapse and lateral movement. Methods of anchor-
ing are authorized to include, but are not limited to, use of
over-the-top or frame ties to ground anchors. This requirement
is in addifion to applicable state and local anchoring require-
ments for resisting wind forces.
SECTION G601
RECREATIONAL VEHICLES
G601.1 Placement prohibited. The placement of recreational
vehicles shall not be authorized in flood hazard areas subject to
high velocity wave action and in floodways.
G6(])1.2 Temporary placement. Recreational vehicles in flood
hazard areas shall be fully licensed and ready for highway use,
and shall be placed on a site for less than 1 80 consecutive days.
G601.3 Permanent placement. Recreational vehicles that are
not fully licensed and ready for highway use, or that are to be
placed on a site for more than 180 consecutive days, shall meet
the requirements of Section G501 for manufactured homes.
SECTION G701
TANKS
G701.1 Underground tanks. Underground tanks in flood haz-
ard areas shall be anchored to prevent flotafion, collapse or lat-
eral movement resulting from hydrostafic loads, including the
effects of buoyancy, during conditions of the design flood.
G701.2 Above-ground tanks. Above-ground tanks in flood
hazard areas shall be elevated to or above the design flood ele-
vation or shall be anchored or otherwise designed and con-
structed to prevent flotation, collapse or lateral movement
resulting from hydrodynamic and hydrostafic loads, including
the effects of buoyancy, during conditions of the design flood.
618
2003 l^iTERNATIO^SAL BUILDING CODE®
G701.3 Tank inlets and venteo In flood hazard areas, tank
inlets, fill openings, outlets and vents shall be:
1 . At or above the design flood elevation or fitted with cov-
ers designed to prevent the inflow of floodwater or out-
flow of the contents of the tanks during conditions of the
design flood.
2. Anchored to prevent lateral movement resulting from hy-
drodynamic and hydrostatic loads, including the effects
of buoyancy, during conditions of the design flood.
ASCE 24-98 Flood Resistance Design G103.1,
and Construction G40 1.3,
G401.4
HUD24CFR Manufactured Home G201
Part 3280 Construction and Safety
(1994) Standards
IBC-03 International Building Code G 102.2
2003 BMTERNATBOMAL BUDLDBMG CODE®
620 2003 ENTERNATIONAL BUILDING CODE®
APPENDIX H
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
mMBUkL
HlOl.l Gemeral. A sign shall not be erected in a manner that
would confuse or obstruct the view of or interfere with exit
signs required by Chapter 10 or with official traffic signs, sig-
nals or devices. Signs and sign support structures, together with
their supports, braces, guys and anchors, shall be kept in repair
and in proper state of preservation. The display surfaces of
signs shall be kept neatly painted or posted at all times.
.2 Signs exempt from permitSo The following signs are
exempt from the requirements to obtain a permit before erec-
tion:
1. Painted nonilluminated signs.
2. Temporary signs announcing the sale or rent of property.
3. Signs erected by transportation authorities.
4. Projecting signs not exceeding 2.5 square feet (0.23 m^).
5. The changing of moveable parts of an approved sign that
is designed for such changes, or the repainting or reposi-
tioning of display matter shall not be deemed an altera-
tion.
A sign other than a wall sign, which
projects from and is supported by a wall of a building or struc-
ture.
ROOF SIGN, A sign erected upon or above a roof or parapet of
a building or structure.
Any letter, figure, character, mark, plane, point, mar-
quee sign, design, poster, pictorial, picture, stroke, stripe, line,
trademark, reading matter or illuminated service, which shall
be constructed, placed, attached, painted, erected, fastened or
manufactured in any manner whatsoever, so that the same shall
be used for the attraction of the public to any place, subject, per-
son, firm, corporation, public performance, article, machine or
merchandise, whatsoever, which is displayed in any manner
outdoors. Every sign shall be classified and conform to the re-
quirements of that classification as set forth in this chapter.
SIGN STRUCTURE, Any structure which supports or is ca-
pable of supporting a sign as defined in this code. A sign struc-
ture is permitted to be a single pole and is not required to be an
integral part of the building.
WALL SIGN, Any sign attached to or erected against the wall
of a building or structure, with the exposed face of the sign in a
plane parallel to the plane of said wall.
HKDilol Gemeralo Unless otherwise expressly stated, the fol-
lowing words and terms shall, for the purposes of this appen-
dix, have the meanings shown herein. Refer to Chapter 2 of the
International Building Code for general definitions.
COMBINATION SIGN, A sign incorporating any combina-
tion of the features of pole, projecting and roof signs.
DISPLAY SIGNo The area made available by the sign struc-
ture for the purpose of displaying the advertising message.
ELECTRIC SIGNo A sign containing electrical wiring, but
not including signs illuminated by an exterior light source.
SIGN, A billboard or similar type of sign which is
supported by one or more uprights, poles or braces in or upon
the ground other than a combination sign or pole sign, as de-
fined by this code.
POLE SIGNo A sign wholly supported by a sign structure in
the ground.
PORTABLE DISPLAY SURFACE. A display surface tem-
porarily fixed to a standardized advertising structure which is
regularly moved from structure to structure at periodic inter-
vals.
LOCMIOM
H103ol Locatiom restrkJionSo Signs shall not be erected, con-
structed or maintained so as to obstruct any fire escape or any
window or door or opening used as a means of egress or so as to
prevent free passage from one part of a roof to any other part
thereof. A sign shall not be attached in any form, shape or man-
ner to a fire escape, nor be placed in such manner as to interfere
with any opening required for ventilation.
DDENTIFICMflOM
,1 Wentificatiom, Every outdoor advertising display sign
hereafter erected, constructed or maintained, for which a per-
mit is required shall be plainly marked with the name of the per-
son, firm or corporation erecting and maintaining such sign and
shall have affixed on the front thereof the permit number issued
for said sign or other method of identification approved by the
building official.
)5ol General reqisirementts. Signs shall be designed and
constructed to comply with the provisions of this code for use
of materials, loads and stresses.
2003 IMTERNATDONAL BUDLDBNG CODE®
S21
APPENDIX H
H105.2 Permits, drawings and specifications. Where a per-
mit is required, as provided in Chapter 1, construction docu-
ments shall be required. These documents shall show the
dimensions, material and required details of construction, in-
cluding loads, stresses and anchors.
m05.3 Wind load. Signs shall be designed and constructed to
withstand wind pressure as provided for in Chapter 16.
H105.4 Seismic load. Signs designed to withstand wind pres-
sures shall be considered capable of withstanding earthquake
loads, except as provided for in Chapter 16.
H105.5 Working stresses. In outdoor advertising display
signs, the allowable working stresses shall conform to the re-
quirements of Chapter 16. The working stresses of wire rope
and its fastenings shall not exceed 25 percent of the ultimate
strength of the rope or fasteners.
Exceptions:
1. The allowable working stresses for steel and wood
shall be in accordance with the provisions of Chapters
22 and 23.
2. The working strength of chains, cables, guys or steel
rods shall not exceed one-fifth of the ultimate strength
of such chains, cables, guys or steel.
H105.6 Attachment. Signs attached to masonry, concrete or
steel shall be safely and securely fastened by means of metal
anchors, bolts or approved expansion screws of sufficient size
and anchorage to safely support the loads applied.
COi
SECTION H107
IBUSTIBLE MATERIALS
Hl®7.1 Use of combustibles. Wood, approved plastic or plas-
tic veneer panels as provided for in Chapter 26, or other materi-
als of combustible characteristics similar to wood, used for
moldings, cappings, nailing blocks, letters and latticing, shall
comply with Section H 109. 1 , and shall not be used for other or-
namental features of signs, unless approved.
H107.1.1 Plastic materials. Notwithstanding any other
provisions of this code, plastic materials which bum at a rate
no faster than 2.5 inches per minute (64 mm/s) when tested
in accordance with ASTM D 635 shall be deemed approved
plastics and can be used as the display surface material and
for the letters, decorations and facings on signs and outdoor
display structures.
H107.1.2 Electric sign faces. Individual plastic facings of
electric signs shall not exceed 200 square feet (18.6 m^) in
area.
H107.1.3 Area limitation. If the area of a display surface
exceeds 200 square feet (18.6 m^), the area occupied or cov-
ered by approved plastics shall be limited to 200 square feet
(18.6 m^) plus 50 percent of the difference between 200
square feet (18.6 m^) and the area of display surface. The
area of plastic on a display surface shall not in any case ex-
ceed 1,100 square feet (102 m^).
MWl.lA Plastic appurtenances. Letters and decorations
mounted on an approved plastic facing or display surface
can be made of approved plastics.
SECTION Hi 06
ELECTRICAL
H106.1 Illumination. 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 the ICC Elec-
trical Code. Any open spark or flame shall not be used for dis-
play purposes unless specifically approved.
H106.1.1 Internally illuminated signs. Except as provided
for in Sections 402.14 and 2611, where internally illumi-
nated signs have sign facings of wood or approved plastic,
the area of such facing section shall not be more than 120
square feet (11.16 m^) and the wiring for electric lighting
shall be entirely enclosed in the sign cabinet with a clear-
ance of not less than 2 inches (51 mm) from the facing mate-
rial. The dimensional limitation of 120 square feet (11.16
m^) shall not apply to sign facing sections made from flame-
resistant-coated fabric (ordinarily known as "flexible sign
face plastic") that weighs less than 20 ounces per square
yard (678 g/m^) and which, when tested in accordance with
NFPA 701, meets the requirements of both the small-scale
test and the large-scale test, or which, when tested in accor-
dance with an approved test method, exhibits an average
bum time for 10 specimens of 2 seconds or less and a burn-
ing extent of 15 centimeters or less.
H106.2 Electrical service. Signs that require electrical service
shall comply with the ICC Electrical Code.
SECTION H10e
ANIMATED DEVICES
H108.1 Fall=safe device. 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.
SECTION H109
GROUND SIGNS
H109.1 Height restrictions. The stmctural frame of ground
signs shall not be erected of combustible materials to a height
of more than 35 feet (10668 mm) above the ground. Ground
signs constructed entirely of noncombustible material shall not
be erected to a height of greater than 100 feet (30 480 mm)
above the ground. Greater heights are permitted where ap-
proved and located so as not to create a hazard or danger to the
public.
H109.2 Required clearance. The bottom coping of every
ground sign shall be not less than 3 feet (914 mm) above the
ground or street level, which space can be filled with platform
decorative trim or light wooden constmcfion.
622
2003 INTERNATIONAL BUILDING CODE®
APPENDBX HI
tSo Where wood anchors or
supports are embedded in the soil, the wood shall be pressure
treated with an approved preservative.
HI 113 Extension. Wall signs shall not extend above the top of
the wall, nor beyond the ends of the wall to which the signs are
attached unless such signs conform to the requirements for roof
signs, projecting signs or ground signs.
hi GemeraL Roof signs shall be constructed entirely of
metal or other approved noncombustible material except as
provided for in Sections H 1 06 . 1 . 1 and H 1 07 . 1 . Provisions shall
be made for electric grounding of metallic parts. Where com-
bustible materials are permitted in letters or other ornamental
features, wiring and tubing shall be kept free and insulated
therefrom. Roof signs shall be so constructed as to leave a clear
space of not less than 6 feet (1829 mm) between the roof level
and the lowest part of the sign and shall have at least 5 feet
(1524 mm) clearance between the vertical supports thereof. No
portion of any roof sign structure shall project beyond an exte-
rior wall.
Exception o Signs on flat roofs with every part of the roof ac-
cessible.
jSo The bearing plates of roof signs shall
distribute the load directly to or upon masonry walls, steel roof
girders, columns or beams. The building shall be designed to
avoid overstress of these members.
_ it of solid signs. A roof sign having a solid sur-
face shall not exceed, at any point, a height of 24 feet (7315
mm) measured from the roof surface.
signs. Open roof signs in which the
uniform open area is not less than 40 percent of total gross area
shall not exceed a height of 75 feet (22 860 mm) on buildings of
Type 1 or Type 2 construction. On buildings of other construc-
tion types, the height shall not exceed 40 feet (12 192 mm).
Such signs shall be thoroughly secured to the building upon
which they are installed, erected or constructed by iron, metal
anchors, bolts, supports, chains, stranded cables, steel rods or
braces and they shall be maintained in good condition.
signs. A closed roof sign shall not be
erected to a height greater than 50 feet (15 240 mm) above the
roof of buildings of Type 1 or Type 2 construction, nor more
than 35 feet (10 668 mm) above the roof of buildings of Type 3,
4 or 5 construction.
Hlll.l Materials. Wall signs which have an area exceeding 40
square feet (3.72 m^) shall be constructed of metal or other ap-
proved noncombustible material, except for nailing rails and as
provided for in Sections H106.1.1 and H107.1.
ills. Wall signs attached
to exterior walls of solid masonry, concrete or stone shall be
safely and securely attached by means of metal anchors, bolts
or expansion screws of not less than Vg inch (9.5 mm) diameter
and shall be embedded at least 5 inches ( 1 27 mm). Wood blocks
shall not be used for anchorage, except in the case of wall signs
attached to buildings with walls of wood. A wall sign shall not
be supported by anchorages secured to an unbraced parapet
wall.
12.1 General. Projecting signs shall be constructed entirely
of metal or other noncombustible material and securely at-
tached to a building or structure by metal supports such as
bolts, anchors, supports, chains, guys or steel rods. Staples or
nails shall not be used to secure any projecting sign to any
building or structure. The dead load of projecting signs not par-
allel to the building or structure and the load due to wind pres-
sure shall be supported with chains, guys or steel rods having
net cross-sectional dimension of not less than Vg inch (9.5 mm)
diameter. Such supports shall be erected or maintained at an an-
gle of at least 45 percent (0.78 rad) with the horizontal to resist
the dead load and at angle of 45 percent (0.78 rad) or more with
the face of the sign to resist the specified wind pressure. If such
projecting sign exceeds 30 square feet (2.8 m^) in one facial
area, there shall be provided at least two such supports on each
side not more than 8 feet (2438 mm) apart to resist the wind
pressure.
11112.2 Attachment of supports. Supports shall be secured to
a bolt or expansion screw that will develop the strength of the
supporting chains, guys or steel rods, with a minimum Vg-inch
(15.9 mm) bolt or lag screw, by an expansion shield. Turn buck-
les shall be placed in chains, guys or steel rods supporting pro-
jecting signs.
Is. Chains, cables, guys or steel
rods used to support the live or dead load of projecting signs are
permitted to be fastened to solid masonry walls with expansion
bolts or by machine screws in iron supports, but such supports
shall not be attached to an unbraced parapet wall. Where the
supports must be fastened to walls made of wood, the support-
ing anchor bolts must go through the wall and be plated or fas-
tened on the inside in a secure manner.
HI 12.4 Height limitation. A projecting sign shall not be
erected on the wall of any building so as to project above the
roof or cornice wall or above the roof level where there is no
cornice wall; except that a sign erected at a right angle to the
building, the horizontal width of which sign is perpendicular to
such a wall and does not exceed 1 8 inches (457 mm), is permit-
ted to be erected to a height not exceeding 2 feet (610 mm)
above the roof or cornice wall or above the roof level where
there is no cornice wall. A sign attached to a comer of a build-
ing and parallel to the vertical line of such comer shall be
deemed to be erected at a right angle to the building wall.
HI 12.5 Additional loads. Projecting sign structures which
will be used to support an individual on a ladder or other ser-
vicing device, whether or not specifically designed for the
servicing device, shall be capable of supporting the antici-
pated additional load, but not less than a 100-pound (445 N)
concentrated horizontal load and a 300-pound (1334 N) con-
centrated vertical load applied at the point of assumed or
most eccentric loading. The building component to which
623
APPENDIX H
the projecting sign is attached shall also be designed to sup-
port the additional loads.
SECTION H113
MARQUEE SIGNS
H113.1 Materials. Marquee signs shall be constructed entirely
of metal or other approved noncombustible material except as
provided for in Sections H106.1.1 and H107.1.
H113.2 Attachment. Marquee signs shall be attached to ap-
proved marquees that are constructed in accordance with Sec-
tion 3106.
H113.3 Dimensions. Marquee signs, whether on the front or
side, shall not project beyond the perimeter of the marquee.
HI 13.4 Height limitation. Marquee signs shall not extend
more than 6 feet (1829 mm) above, nor 1 foot (305 mm) below
such marquee, but under no circumstances shall the sign or
signs have a vertical dimension greater than 8 feet (2438 mm).
SECTION H11 5
REFERENCED STANDARDS
ASTM D 635-98
ICC EC-03
NFPA 701-99
Test Method for
Rate of Burning and/or
Extent and Time of
Burning of Self-Supporting
Plastics in a Horizontal Position
ICC Electrical Code
Methods of Fire Test for
Flame Propagation of Textiles
and Films
H107.1.1
H106.1,
H106.2
H106.1.1
SECTION H114
PORTABLE SIGNS
H114.1 General. Portable signs shall conform to requirements
for ground, roof, projecting, flat and temporary signs where
such signs are used in a similar capacity. The requirements of
this section 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.
TABLE 4- A
SIZE, THSCKNESS AND TYPE OF GLASS PANELS IN SIGNS
MAXIMUM SIZE OF
EXPOSED PANEL
MINIMUM
THICKNESS
OF GLASS
(inches)
TYPE OF GLASS
Any dimension
(Inches)
Area
(square inches)
30
500
\
Plain, plate or wired
45
700
'U
Plain, plate or wired
144
3,600
V4
Plain, plate or wired
>144
> 3,600
V4
Wired glass
For SI: 1 inch = 25.4 mm, 1 square inch = 645 mm^.
TABLE 4-B •
THICKNESS OF PROJECTION SIGN
PROJECTION
(feet)
MAXIMUM THICKNESS
(feet)
5
2
4
2.5
3
3
2
3.5
1
4
For SI: 1 foot = 304.8 mm.
624
2003 INTERNATIONAL BUILDING CODEd
PATH
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
(89 mm) thick and further provided that the columns do not
support loads in excess of 750 pounds (3.36 kN) per column.
LI GemeraL Patio covers shall be permitted to be detached
from or attached to dwelling units. Patio covers shall be used
only for recreational, outdoor living purposes and not as car-
ports, garages, storage rooms or habitable rooms. Openings
shall be permitted to be enclosed with insect screening, ap-
proved translucent or transparent plastic not more that 0.125
inch (3.2 mm) in thickness, glass conforming to the provisions
of Chapter 24 or any combination of the foregoing.
Il®2ol Generalo The following word and term shall, for the
purposes of this appendix, have the meaning shown herein.
PATIO COVERS, One story structures not exceeding 12 feet
(3657 mm) in height. Enclosure walls shall be permitted to be
of any configuration, provided the open or glazed area of the
longer wall and one additional wall is equal to at least 65 per-
cent of the area below a minimum of 6 feet 8 inches (2032 mm)
of each wall, measured from the floor.
EXTERIOR OPENINGS
Il®3.1 Light, ventllatiom and emergency egress. Exterior
openings required for light and ventilation shall be permitted to
open into a patio structure. However, the patio structure shall be
unenclosed if such openings are serving as emergency egress or
rescue openings from sleeping rooms. Where such exterior
openings serve as an exit from the dwelling unit, the patio struc-
ture, unless unenclosed, shall be provided with exits conform-
ing to the provision of Chapter 10.
ISo Patio covers shall be designed and con-
structed to sustain, within the stress limits of this code, all dead
loads plus a minimum vertical live load of 10 pounds per square
foot (0.48 kN/m^) except that snow loads shall be used where
such snow loads exceed this minimum. Such patio covers shall
be designed to resist the minimum wind and seismic loads set
forth in this code.
igSo In areas with a frost depth of zero, a patio
cover shall be permitted to be supported on a concrete slab on
grade without footings, provided the slab conforms to the pro-
visions of Chapter 19 of this code, is not less than 372 inches
2003 INTERMATSONAL BUSLDSiMG CODE® S25
626 2003 SNTERNATIONAL BUILDING CODE®
APFEi^DIX J
•
.1 Scopfio The provisions of this chapter apply to grading,
excavation and earthwork construction, including fills and em-
bankments. Where conflicts occur between the technical re-
quirements of this chapter and the soils report, the soils report
shall govern.
as. The provisions of this chapter
shall not apply to grading, excavation and earthwork construc-
tion, including fills and embankments, in floodways within
flood hazard areas established in Section 1612.3 unless it has
been demonstrated through hydrologic and hydraulic analyses
performed in accordance with standard engineering practice
that the proposed work will not result in any increase in the
level of the base flood.
1102.1 DefflEMnoms. For the purposes of this appendix chapter,
the terms, phrases and words listed in this section and their de-
rivatives shall have the indicated meanings.
BENCH, A relatively level step excavated into earth material
on which fill is to be placed.
COMPACTIONo The densification of a fill by mechanical
means.
CUT See Excavation.
L A device for collecting water from a swale or
ditch located on or above a slope, and safely delivering it to an
approved drainage facility
EMOSIONo The wearing away of the ground surface as a result
of the movement of wind, water or ice.
EXCAVATEONo The removal of earth material by artificial
means, also referred to as a cut.
FILL. Deposition of earth materials by artificial means.
GRADE. The vertical location of the ground surface.
GRADE, EXISTING. The grade prior to grading.
GRADE, FINISHED. The grade of the site at the conclusion
of all grading efforts.
GRADING. An excavation or fill or combination thereof
KEY. A compacted fill placed in a trench excavated in earth
material beneath the toe of a slope.
All slope references in the chapter have been modified to
show the horizontaI:vertical relationship.
SLOPE. An inchned surface, the inclination of which is ex-
pressed as a ratio of horizontal distance to vertical distance.
TERRACE. A relatively level step constructed in the face of a
graded slope for drainage and maintenance purposes.
PERMITS REQUDRED
.1 Permits reqBinredo Except as exempted in Section
J103.2, no grading shall be performed without first having ob-
tained a permit therefor from the building official. A grading
permit does not include the construction of retaining walls or
other structures.
IS. A grading permit shall not be required for
the following:
1. Grading in an isolated, self-contained area, provided
there is no danger to the public, and that such grading will
not adversely affect adjoining properties.
2. Excavation for construction of a structure permitted un-
der this code.
3. Cemetery graves.
4. Refuse disposal sites controlled by other regulations.
5. Excavations for wells, or trenches for utilities.
6. Mining, quarrying, excavating, processing or stockpiling
rock, sand, gravel, aggregate or clay controlled by other
regulations, provided such operations do not affect the
lateral support of, or significantly increase stresses in,
soil on adjoining properties.
7. Exploratory excavations performed under the direction
of a registered design professional This phrase was
added to assure that the "exploratory excavation" is not
to begin construction of a building prior to receiving a
permit for the sole purpose of preparing a soils report.
Exemption from the permit requirements of this appendix
shall not be deemed to grant authorization for any work to be
done in any manner in violation of the provisions of this code or
any other laws or ordinances of this jurisdiction.
PERIilT APPLICATION AND SUBIilTTAy
reqmiiremeinilts. In addition to the provisions
of Section 105.3, the applicant shall state the estimated quanti-
ties of excavation and fill.
.2 Snlte plam reqeirememts. In addition to the provisions
of Section 106, a grading plan shall show the existing grade and
finished grade in contour intervals of sufficient clarity to indi-
cate the nature and extent of the work and show in detail that it
complies with the requirements of this code. Drafting require-
ments were deleted here.The plans shall show the existing
grade on adjoining properties in sufficient detail to identify
2003 INTERNATDONAL BUILDING CODE®
627
APPENDIX J
how grade changes will confonn to the requirements of this
code.
J104.3 Soils report. A soils report prepared by registered de-
sign professionals shall be provided which shall identify the
nature and distribution of existing soils; conclusions and rec-
ommendations for grading procedures; soil design criteria for
any structures or embankments required to accomplish the pro-
posed grading; and, where necessary, slope stability studies,
and recommendations and conclusions regarding site geology.
Exception: A soils report is not required where the building
official determines that the nature of the work applied for is
such that a report is not necessary.
J104.4 Liquefaction study. For sites with mapped maximum
considered earthquake spectral response accelerations at short
periods (S,) greater than 0.5g as determined by Section 1615, a
study of the liquefaction potential of the site shall be provided,
and the recommendations incorporated in the plans.
Exception: A liquefaction study is not required where the
building official determines from established local data that
the liquefaction potential is low.
SECTIOM J105
INSPECTIONS
J105.1 General. Most of this section was deleted or simplified.
Inspections shall be governed by Section 109 of this code.
J105.2 Special inspections. The special inspection require-
ments of Section 1704.7 shall apply to work performed under a
grading permit where required by the building official.
SECTION J1 06
EXCAVATIONS
J106.1 Maximum slope. The slope of cut surfaces shall be no
steeper than is safe for the intended use, and shall be no steeper
than 2 horizontal to 1 vertical (50 percent) unless the appUcant
furnishes a soils report justifying a steeper slope.
Exceptions:
1 . A cut surface may be at a slope of 1 .5 horizontal to 1
vertical (67 percent) provided that all the following
are met:
1.1. It is not intended to support structures or sur-
charges.
1.2. It is adequately protected against erosion.
1 .3. It is no more than 8 feet (2438 mm) in height.
1 .4. It is approved by the building official.
2. A cut surface in bedrock shall be permitted to be at a
slope of 1 horizontal to 1 vertical (100 percent).
SECTION J1 07
FILLS
J107.1 General. Unless otherwise recommended in the soils
report, fills shall conform to provisions of this section.
J107.2 Surface preparation. The ground surface shall be pre-
pared to receive fill by removing vegetation, topsoil and other
unsuitable materials, and scarifying the ground to provide a
bond with the fill material.
Top of Fill
5 ft. (1524 mm)orgn9at)9r
R9mov9 UreuitablQ
IV^tgrial
For SI: 1 foot = 304.8 mm
10 1i. (3D48 mm) minim im
FIGURE J1 07.3
BENCHING DETAILS
628
2003 SNTERNATIONAL BUiLDING CODE®
•i
J107,3 Bencliing. Where existing grade is at a slope steeper than
5 horizontal to 1 vertical (20 percent) and the depth of the fill ex-
ceeds 5 feet (1524 mm) benching shall be provided in accor-
dance with Figure J 107.3. A key shall be provided which is at
least 10 feet (3048 mm) in width and 2 feet (610 mm) in depth.
J107,4 Fill materlalo Fill material shall not include organic,
frozen or other deleterious materials. No rock or similar irre-
ducible material greater than 12 inches (305 mm) in any dimen-
sion shall be included in fills.
JlOToS Compaction. All fill material shall be compacted to 90
percent of maximum density as determined by ASTM D1557,
Modified Proctor, in lifts not exceeding 12 inches (305 mm) in
depth.
Jl®7,6 Maximom slope. The slope of fill surfaces shall be no
steeper than is safe for the intended use. Fill slopes steeper than
2 horizontal to 1 vertical (50 percent) shall be justified by soils
reports or engineering data.
J1CI8.1 Geeeralo Cut and fill slopes shall be set back from the
property lines in accordance with this section. Setback dimen-
sions shall be measured perpendicular to the property line and
shall be as shown in Figure J 108. 1, unless substantiating data is
submitted justifying reduced setbacks.
J108.2 Top of slope. The setback at the top of a cut slope shall
not be less than that shown in Figure J108.1, or than is required
to accommodate any required interceptor drains, whichever is
greater.
shall be included. Such protection may include but shall not be
limited to:
1. Setbacks greater than those required by Figure J108.1.
2. Provisions for retaining walls or similar construction.
3. Erosion protection of the fill slopes.
4. Provision for the control of surface waters.
J109ol Gemeral. Unless otherwise recommended by a regis-
tered design professional, drainage facilities and terracing shall
be provided in accordance with the requirements of this sec-
tion.
II. Where required to protect adjacent
properties at the toe of a slope from adverse effects of the grad-
ing, additional protection, approved by the building official.
ni Drainage facilities and terracing need not be
provided where the ground slope is not steeper than 3 hori-
zontal to 1 vertical (33 percent).
.2 Terraces. Terraces at least 6 feet (1829 mm) in width
shall be established at not more than 30-foot (9144 mm) verti-
cal intervals on all cut or fill slopes to control surface drainage
and debris. Suitable access shall be provided to allow for clean-
ing and maintenance.
Where more than two terraces are required, one terrace, lo-
cated at approximately mid-height, shall be at least 12 feet
(3658 nrni) in width.
Swales or ditches shall be provided on terraces. They shall
have a minimum gradient of 20 horizontal to 1 vertical (5
percent) and shall be paved with concrete not less than 3 inches
(76 mm) in thickness, or with other materials suitable to the ap-
plication. They shall have a minimum depth of 12 inches (305
mm) and a minimum width of 5 feet (1524 mm).
Property
Line
I
i
Property
Lire
H^S but 2 ft. (61 mm ) miri mum
and need not exceed
10 ft. (3048 mm) maid mum
Top of
Slope
HS but 2 ft. (610 mm) minimum
and need note^tceed
20 ft. (6096 mm) maximum
j Tos ol
SICfB
Cut or Fill-
Slope
ntencsptDr Drain
(if required)
-Natural or
Firish Grade
For SI: 1 foot = 304.8 mm
2003 SMTERNATIOMAL BUDLOWG CODE®
629
APPEMDIX J
A single run of swale or ditch shall not collect runoff from a
tributary area exceeding 13,500 square feet (1256 m^) (pro-
jected) without discharging into a down drain.
J1093 Interceptor drains. Interceptor drains shall be in-
I stalled along the top of cut slopes receiving drainage from a
I tributary width greater than 40 feet (12 192 mm), measured
I horizontally. They shall have a minimum depth of 1 foot (305
mm) and a minimum width of 3 feet (915 mm). The slope shall
be approved by the building official, but shall not be less than
50 horizontal to 1 vertical (2 percent). The drain shall be paved
with concrete not less than 3 inches (76 mm) in thickness, or by
other materials suitable to the application. Discharge from the
drain shall be accomplished in a manner to prevent erosion and
shall be approved by the building official.
J109.4 Drainage across property lines. Drainage across
property lines shall not exceed that which existed prior to grad-
ing. Excess or concentrated drainage shall be contained on site
or directed to an approved dra:inage facility. Erosion of the
ground in the area of discharge shall be prevented by installa-
tion of nonerosive down drains or other devices.
SECTION J1 10
EROSION CONTROL
JllO.l General. The faces of cut and fill slopes shall be pre-
pared and maintained to control erosion. This control shall be
permitted to consist of effective planting.
Exception: Erosion control measures need not be provided
on cut slopes not subject to erosion due to the erosion-resis-
tant character of the materials.
Erosion control for the slopes shall be installed as soon as
practicable and prior to calling for final inspection.
J110.2 Other devices. Where necessary, check dams, crib-
bing, riprap or other devices or methods shall be employed to
control erosion and provide safety.
SECTION J111
REFERENCED STANDARDS
ASTM D 1557-00
Test Method for Laboratory J 107 .6
Compaction Characteristics
of Soil Using Modified Effort
[56,000 ft-lb/ft^
(2,700kN-m/m3)].
630
2003 INTERNATIONAL BUILDING CODEC
h
Attic 1209.2
Crawl space 1202.1
Doors 711.3.2
Fire damper 716.4
Fire department 402.15
iViechanical appliances 1209.3
Refuse/laundry chutes 707.13.3
ACCESSIBILITY Chapter 1 1
Airports El 10
Bus stops and terminals El 08
Customer service facility 1 109.12
Detectable warnings 1 109.9
Dining areas 1 108.2.9
Dressing, fitting and locker rooms 3409.7.10
Dwelling units 11 07.5.3.1
Egress 1007
Elevators 1109.6, Chapter 30, 3409.7.2
Entrances 1 105, 3409.8.3
Escalators E109.2.9
Existing buildings 1 103.2.2, 3409,
El 09.4
Historic buildings 3409.8
Hotel guest rooms 1 107.6.1, 3409.7.7
Lifts 1109.7
Parking and passenger loading facilities .... 1 106
Performance areas 3409.7.6
Platform, raised E103.1
Ramps 1010, Chapter 11
3409.7.5, 3409.8.5
Route 1104, 1107.4.5, E109.3.1
Scoping E101.1
Signage 1110, E107
Sleeping accommodations 1107
Telephone E106
Toilet and bathing facilities 1 109.2,
3409.7.9, 3409.8.4, E1 05.2
Treads and risers 1009
Wheelchair spaces 1 108.2.2
ACCESSIBLE HHE^MS OF EGRESS 1007
ADMIMISTRATiOM Chapter 1
ADOBE CONSTRUCTION 2102.1, 2109.8
AFFIDAVITS 1808.2.20
AGRICULTURAL BUILDINGS (GROUP U) 312.1,
1103.2.5, Appendix C
AIR COIMDiTiOMiNO (see MECHAMiCAL) . . . 101.4.3,
1606.2,2801.1,3006.2
DS OR COURTS) 1206.3.2
'RAFT HAMGARS 412.2
Aircraft paint hangars 412.4, 507.6
Basements 412.2.2
Construction exterior walls 412.2.1
Heliports and helistops 412.5
Residential 412.3
Unlimited height 504.1
'RAFT-RELATED
JCyPAMCIES 412, 907.2.22
Airport traffic control towers 412.1
Egress 412.1.3
Fire detection systems, automatic 412.1.4,
907.2.22
Standby power 412.1.5, 2702.2.17
Type of construction 412.1 .2
Assembly seating 1 024
Check-out 1109.12.2, 3407.7.11
Converging 1024.9.3
Grandstands, reviewing stands
and bleachers 1024.1
Obstructions 1024.9.6
Stairs, handrails 1024.1 1
Tents 3103.4
Width 1024.9.2
Rii SYSTEMS, EliERGEMCY . .' 908
RMS, FIRE (see FIRE ALARHi)
RMB, VISIBLE 907.9.1
RUS, VOICE
rise buildings 907.2.12.2
ONS
Accessibility 3409
Applicability of code 1 01 .2
Building 3402
ERMATE MATERIALS, DESIGN, AMD
METHODS 104.1 1
ERNATING TREAD DEVICES 1009.10
Construction 1009.10.2
Galleries, catwalks, and gridirons 1014.6.1
mmUM . = . = _._ 1404.5.1, 1604.3.5, Chapter 20
SEMENT BUILDING, SPECIAL 41 1
Emergency voice/alarm communications
system 41 1 .6
Exit marking 41 1 .7
Fire detection, automatic 41 1 .3
Interior finish 41 1 .8
Smoke detection system 907.2.1 1
2003 1NTERMAT80NAL BUILDBMG CODE®
)EX
Sprinklers, automatic 411 .4
AIWIUSEMENT PARK BUILDING 303
ANCHOR STORE
(see COVERED MALL BUILDINGS) 402.2
Construction type 402.6
IVieans of egress 402.4.3.1
Occupant load 402.4.1 .3
ANCHORAGE 1604.8
Concrete, seismic 1604.8.2
Masonry 1604.8.2
Wind load 1609.1.3
APARTMENT HOUSES 310.1
APPEALS 112
ARCHITECT (see REGISTERED DESIGN
PROFESSIONAL)
ARCHITECTURAL TRIM 1406.2.2
AREA, BUILDING Chapter 5
Basements 503.1 .1
Enclosed parking garage 508.2, 508.3
Limitations 503, 505
Membrane structures 3102
Mezzanines 505.2
Mixed construction types 3102.6
Mixed occupancy 302.3
Modifications 506
Open parking garage 508.3, 508.7
Residential aircraft hangars 412.3.6, 504.1
Unlimited 503.1.4, 506.2.1, 507
AREA BUILDINGS, UNLIMITED 507
AREA OF REFUGE 1007.6
ASSEMBLY OCCUPANCY
(GROUP A) 303, 1024
Accessory 302.2.1
Aisles 1024.9
Bleachers (see BLEACHERS)
Fire alarms 907.2.1
Grandstands . (see GRANDSTANDS)
Interior finishesTable 803.4
Motion picture theatres 507.9
Panic hardware 1008.1.9
Reviewing stands . . (see REVIEWING STANDS)
Seating, smoke-protected 1024.6.2
Sprinklers 507.2, 903.2.1
Standby power systems 2702.2.1
Standpipes 905.3.2
404
Automatic sprinkler protection 404.3
Enclosure 404.5
Interior finish 404.7
Smoke control 404.4, 707.2, 909
Standby power 404.6
Use 404.2
CHED GARAGE 302.1 .1 , 406.2.9
Access 1 209.2
Combustible storage 413.2
Draftstopping 717.4
Insulation 719.3.1
Live load Table 1607.1
Unusable space fire protection 71 1 .3.3
Ventilation 1203.2
TORIUM
Accessibility 1 108.2
Foyers and lobbies 1 024.4
Interior balconies and galleries 1024.5
Motion picture projection rooms 409
Stages and platforms 410
OMOBILE PARKING GARAGE (see GARAGE,
^/iOBILE PARKING) 406
OMOBILE, REPAIR GARAGE
e GARAGE, REPAIR) 406.6
Floor surface 406.6.4
Gas-detection system 406.6.6, 908.5
Ventilation 406.6.3
)MOTIVE SERVICE STATION 406.5
INGS
Definition 202.1
Design and construction 3105.2
Drainage, water 3201 .4
Live load 1607.11.2.4
Plastic 2606.10
Public right-of-way encroachments .... 3202.2.3,
3202.3.1
COPIES 1013.5
Accessibility 1108.2.2.2
Construction requirements 1406.3
Egress, means of 704.2, 1013.5,
1015.3
Emergency escape 1025
Encroachments 3202.3.2
Exterior 1015.3
Guards 1012.1
Interior 1024.5
Live load Table 1607.1
Projection, combustible 1406.3
Seismic 2308.12.7
Travel distance 1015.3
BECUES 2801
632
2003 SNTERNATIONAL BUILDING CODE®
BNDEX
EMEMT (see UWDERGROUMD iUILDIWGS)
Aircraft hangars 412.2.2
Area modification 503.1.1, 506.1
Considered a story 502.1
Emergency escape 1 025
Height modifications for 508.2, 508.3, 508.5
Prohibited 415.4, 415.5,
415.7.3.5,415.9.5.2.2,418.1
Rodent proofing Appendix F
Sprinklers 903.2.10.1
Waterproofing and dampproofing 1807
EliEMT WALLS
Concrete Table 1904.2.2(2),
1909.6.1, 1910.4.3.1
Loads 1 805.5
Waterproofing 1807.1 .1
AMD ORIEL WDNDOWS 1406.4
BLEACHERS
Accessibility 1 108.2
Egress 1024.1.1
Footboards 1024.1 .1
BLOCK (see COMCRETE BLOCIC, GLASS BLOCiC)
BOAeO ©F APPEALS 112, Appendix B
Application for appeal B101.1
Alternate members B101 .2.1
Board decision B1 01 .4
Limitations on authority 1 12.2
Membership of board B101.2
Notice of meeting B101.3
Qualifications 112.3, B101.2.2
Exits 1014.3
Fire detection 907.2
Anchors 1912, 1913,2103.11.5,2108
High strength, steel 1704.3.3
BOMDING, BiASOMRY 2103.8, 2109.6, 2109.7.2.1
BRiCK (see SiASOIMRY)
Calculated fire resistance 720.4
Foundations 1805.5
Veneer 1405.5, 1405.9
Access, fire department 402.13, 402.15,
415.9.5.2.2,909.21.2
Alterations 3403
Area (see AREA, BUlLDING)Chapter 5
Demolition 3303
Existing Chapter 34
Height (see HEIGHT, BUILDING) Chapter 5
Occupancy classification Chapter 3
BU8LDIWG DEPARTIiEMT 103
BOILDIMG OFFICIAL
Duties and powers 104
Qualifications A101 .1
Records 1 04.7
Termination A1 01 .4
PROOFS 1507.10
MESS OCCUPANCY (GROUP B) 304
Area modifications Table 503, 506
Corridors (see CORRIDORS) 1016
Educational above 12th grade 304.1
Fire alarm 907.2.2
Parking under 508.2, 508.7
Single exit 1018.2
Special provisions 508
ITEEL STi
2207
^MOPIES 3105
Fire district D102.2.8
Live load, uniform 1607.11.2.4
iVlateriais 3105.3
iVIotor vehicle service stations 406.5.2
Permanent D102.2.8
mPET
Floor covering 804.2
Walls and ceilings 803.5.2
IILING
Height 409.2, 909.20.4.3,
1205.2.2, 1208.2
Interior finish 803
Penetration of fire resistant assemblies 707,
712.4,716.2,716.6
Suspended acoustical 803.9.1.1
■LLULOSE NITRATE FILSi HANDLING 1007.4
Material requirements 2103.4
Mortar 2103.9
TIFICATE OF OCCUPANCY 110
.D CARE 305.2, 308.3.1, 308.5.2, 407.1
IMEYS 2111
Factory-built 717.2.5, 2801
Classification 303
Door operations 1008.1.8
Egress 1024
Fire alarm 907.2.1
Interior finishes Table 803.5
Stair enclosure 1019.1, 1024.5.1
^ULAR STAIRS 1009.7
ROOF TILE 1507.3
2003 BNTERNATBOP^AL BUILDWG CODE®
633
SfSSDEX
COAL POCKETS 415.7.1.6
COLD STORAGE, INSULATION 2603.3, 2603.5
COMBUSTIBLE DUSTS 415.7.1
COMBUSTIBLE LIQUIDS 415.7.2
COMBUSTIBLE MATERIAL
High-pile stock or rack storage .... 413.1. 910.2.3
In concealed spaces 413.2, 717.5
In Type I and Type II 603, 804.4
On exterior side of exterior wall 1 406
COMBUSTIBLE PROJECTIONS 704.2, 1406.3
COMBUSTIBLE STORAGE 413, 910.2.3
COMMON PATH OF EGRESS TRAVEL 1013.3
C0MPARTMENTAT80N
Underground buildings 405.4
Values 3409.6.3
COMPLIANCE ALTERNATIVES 3410
COMPRESSED GAS 307.2, 415.9.7.2.2, 903.3.2
CONCEALED SPACES 413.2, 717
CONCRETE Chapter 19
Anchorage 1604.8.2, 1913
Calculated fire resistance 721 .2
Conduits embedded in 1906.3
Construction documents 1901.4
Construction joints 1906
Curing 1905.11
Durability 1904
Exposure conditions 1904
Footings 1 805.4
Formwork 1906
Foundation walls 1805.5
Inspections 1704.4, Table 1704.4
Materials 1707.4.1
Mixing 1905
Pipe columns, concrete-filled 1916
Pipes embedded in 1906
Placing 1905
Plain, structural 1909
Proportioning 1905.2
Quality 1 905
Reinforced gypsum concrete 1915
Reinforcement 1 907
Rodent proofing Appendix F
Roof tile 1508.3
Seismic provisions 1910
Shotcrete 1914
Slab, minimum 1911
Specifications 1903
Storage of materials 1903.7
Strength testing 1704.4.1, 1905.6
Wood support 2304.12
CONCRETE MASONRY
Calculated fire resistance 721 .3
Construction 2104
Design 2101.2
Surface bonding 2109.2.3
Testing 1714, 2105.2.2.1.2
Wood support . 2104.1.6, 2304.12
CONCRETE ROOF TILE 1507.3
Wind resistance 1609.7.3
CONDUIT, PENETRATION PROTECTION 71 1 .4,
712.3, 1019.1.1
CONFLICTS IN CODE 102.1
CONSTRUCTION DOCUMENTS 106, 1603
Fire alarm and detection systems 907.1 .1
Fire resistant joint systems 713
Floor live load 1603.1 .1
Live loads posted 1 603.3
Masonry 2101.3
Means of egress 106.1 .2
Penetrations 712
Permit application 105.1
Retention 106.5
Review 106.3
Roof assemblies 1 503
Roof live load 1603.1 .2
Roof snow load 1 603.1 .3
Seismic 1603.1.5
Site plan 106.2
Soil classification and design load bearing
capacity 1802.6
Special loads 1603.1.6
Wind load 1603.1.4
CONSTRUCTION JOINTS
Concrete 1906.4
Shotcrete 1914.7
CONSTRUCTION, PUBLIC Chapter 32
PROPERTY
CONSTRUCTION TYPES Chapter 6
Automobile parking garage Table 406.3.5,
508.2 - 508.7
Classification 602
Combustible material in Type I and Type II
construction 603
Covered mall buildings 402.6
Fire resistance Table 601 , Table 602
Highrise 403.3.3.1
Underground buildings 405.2
CONTRACTOR'S
RESPONSIBILITIES 901.5, 1705.3
CONTROL AREA 414.2
634
2003 iNTEFtNATIONAL BUILDING CODE®
Masonry 2104.2.1
Projection 704.2, 1406.3
Draftstopping 717.2.6
IRIDOR. . 1016
Dead end 1016.3
Elevation change 1003.5
Headroom 1003.2, 1003.3.1
HPIVi service 903.2.4.2
Walls 708.1
Width 1016.2
{RIDOR PROTECTiOM, EXfiT ACCESS
Construction, fire protection 708.1,
Table 1016.1
Doors 715.3
Interior finish Table 803.5, 804.4
Opening protectives Table 71 5.3
Return and exhaust air 716.5.4
ieOSD¥ES 414.3
IRTS 704.3,1206
ERED MALL BUiLDiMGS . = = o .. = „ = = .. = = = . 402
Emergency voice/alarm system 907.2.21
Standby power 2702.2.13
Standpipe system 905.3.3
ERED WALKWAY 3306.7
l¥EYiMG SYSTEHS 3005
WL SPACE
Access 1209.2
Drainage 1806.1.2
Ventilation 1203.3
S Table 307.7,
Table 414.5.1 , Table 415.9.2.1 .1
IPERS (se© FIRE DAiyiPERS, SiiOiCE
^lyiPERS) .■ 716.2 - 716.5
IPPROOFING AND WATERPROOFIMG = „ . „ 1806
Required 1806.2, 1806.3
Subsoil drainage system 1806.4
CARE. „_.._„____„.„„_.. 305.2, 308.5
D END _ = „„„__..__.. = .___„ = „ 1016.3
,D LOAD = ...___„„_ = = = = = „„„„„.._. 1606
Building materials 1606.1
Definition 1602.1
Footing design load 1805.4.1.1
Load combinations 1605
LECTIOM, STRUCTURAL. ............. 1604.3
lOLITiON ............................ 3303
^HRAGMS
Definition 1602.1 , 1609.2
Irregularities, seismic Table 1616.5.1.1
Masonry construction 2109.2.1 .3
Particleboard 2306.4.3
Seismic design 1620.2.5, 1620.4.3
Vertical gypsum board 2504, Table 2306.4.5
Wood 2302.1, 2305, 2305.2, 2306.3
Wood structural panel 2303.1.4
mns 1008
Access-controlled 1008.1.3.4
Emergency escape 1 025
Fire (see OPENING PROTECTIVES) 715.3,
1019.1.1
Glass 715.3.6, 1405.12
Horizontal sliding 1008.1.3.3
Landings 1 008.1 .5
Locks and Latches (see LOCKS) 1008.1 .8.3
Operation 1 008.1 .8
Panic and fire exit hardware 1008.1 .9
Power operated 1008.1 .3.2
Revolving 1008.1.3.1
Security grilles 1008.1.3.5
Side swinging 1008.1 .2
Smoke barrier 709.5
Structural testing, exterior 1714.5
Thresholds 1008.1 .6
To area of refuge 1 007.6
Width 1008.1.1
mFTSTOPPING
Attics 717.4
Floor-ceiling assemblies 717.3
W CLEANING PLAWTS 415.7.4
lYING ROOiiS 417
704.14,706.10,716
707.14
......1613- 1623
isee
Live Load, Uniform 1607.11.2.5
IDUCATIONAL ©CCOPAWCY (GROUP E) ...... 305
Day care 305.2
Egress, special provisions 1008.1 .9
Fire alarm 907.2.3
Manual fire alarm boxes 907.3
Panic hardware 1008.1 .9
Special occupancy separation Table 302.3.2
Sprinkler system 903.2.2
IGRESS (see liEAMS OF EGRESS). .... Chapter 10
ELECTRICAL Chapter 27
2003 BNTERMATBOWAL BUILDJ^G CODE®
635
INDEX
ELEVATOR
Accessibility 1109.6
Car size 3002.4
Construction 707.14
Control values 3410.6.14
Conveying systems 3005
Emergency operations 3002.3, 3002.5, 3003
High-rise 403.9
Hoistway enclosures 3002, 3005
Hoistway venting 3004
Lobby 707.14.1
Machine rooms 3006
Means of egress 1003.7, 1007.4
Number of elevator cars in hoistway 3002.2
Personnel and material hoists 3005.4
Seismic requirements 1621
Shaft enclosure 707.14
Signs 1007.7
Standby power 2702.2.5, 2702.2.18
EiVIERGENCY COiVilVIUNiCATIONS
Area of refuge 1007.6
EII^ERGENCY EGRESS OPENINGS
Window wells 1025
EiiERGENCY LIGHTING 1006.1
EiVIERGEIMCY POWER
Exit signs 2702.2.3
Group 1-3 . 408.4.2, 2702.2.16
Hazardous 414.5.4, 415.9.10
High-rise, business and residential
Loads, underground buildings 405.10.1
Means of egress illumination 1006.3,
2702.2.4
Occupancies 403.10, 2702.2.14
Underground buildings 405.10
EiViPLOYEE
Qualifications A101
Termination of employment A101.4
ENCLOSED, WALKWAY 3104
ENCROACHMENTS INTO THE
PUBLIC RIGHT OF WAY Chapter 32
END-JOINTED LUMBER 2303.1.1
ENERGY EFFICIENCY Chapter 13
ENGINEER (see REGISTERED
DESIGN PROFESSIONAL)
EQUIVALENT OPENING FACTOR. ..... Figure 704.7
ESCALATORS AND IVfOVING WALKS. ........ 3005
Floor opening protection 707.2
Illumination 2702.2.4
Prohibited as means of egress 1003.7
EXCAVATION, GRADING AND FILL ...... 1803
EXISTING BUILDING
Accessibility 1 103.2.2, 3408
636
Additions, alterations, or repairs 3403
Change of occupancy 3406
Escalator 3409.7.4
Flood resistant Appendix G
Historic 3407
Moved structures 3408
Rodent-proofing Appendix F
EXIT (see MEANS OF EGRESS)
Aisles 1016
Aisles with tables 1013.4.2
Boiler rooms 1014.3
Construction 706.1
Corridors 1016
Courts 1023.5
Discharge 1023
Enclosure 1019.1
Fire resistance 706.3. 1019
Furnace rooms 1014.3
Horizontal 1021
Illumination 1006.1
Incinerator rooms 1014.3
Interior finish Table 803.5
Mezzanines 505.3, 1004.6
Number, minimum 1018.1
Passageway 1020
Path, common 1013.3
Refrigerated rooms or spaces 1014.5
Refrigeration machinery rooms 1014.4
Signs 1011
Travel distance 1015
Underground buildings 405.8
EXIT ACCESS (see MEANS
OF EGRESS) 1013
EXIT DISCHARGE (see MEANS
OF EGRESS) 1023
EXIT PASSAGEWAY (see MEANS
OF EGRESS) 1020
EXIT SIGNS 1011
Area of refuge 1 007.6
Special amusement buildings 411.7
EXPLOSIVES Table 414.5.1, Table 415.3.1,
Table 415.3.2, Table 415.9
EXTERIOR WALLS
(see WALLS, EXTERIOR) 704, Chapter 14
FACTORY OCCUPANCY (GROUP F) 306
Increase dead end distance 1016.3
Low hazard occupancy 306.3
Moderate hazard occupancy 306.2
Smoke and heat vents 910.2
2003 INTERNATIONAL BUILDING CODE®
Travel distance increase 1015.1
. . . Appendix C
2304.9
108
lication 105.1
Plan review 106.3
Refunds 108.6
Related fees 108.5
Work commencing before issuance 108.4
CES 312.1
iRBOARD 2303.1 .5
liATERDAL 1803.5
FBNGER=JODWTED LUIiBER
(see E[nidl=J@mtedl Lymber)
FDIRE ALARfii AND DETECTOON SYSTEMS
Aerosol storage 907.2.16
Assembly 907.2.1
Audible alarm 907.9.2
Battery room 907.2.23
Construction documents 907.1.1
Covered mall 907.2.20
High-rise 907.2.12
Lumber storage 907.2.17
Occupancy requirements 907.2.1, 907.2.10
Special amusement buildings 907.2.11
Underground buildings 907.2.18, 907.2.19,
907.2.20
Visible alarm 907.9.1
FME ALARfii BOX, iiANUAL 907.3
FDRE BARRIERS 706
FDRE COSiBlAMD STATDOM 403.7, 403.8, 91 1
FIRE DAMPERS 716.2 - 716.5
FIRE DEmRTiSENT ACCESS 402.15
FIRE DETECTION SYSTEM, AUTOMATIC
Airport traffic control towers 412.1 .4
High-rise buildings 403.5
Institutional occupancy. . . 407.2.1, 407.2.3, 407.6
Special amusement buildings 41 1 .3
FIRE DISTRICT Appendix D
PROTECTIVES). .... 714, 1019.1.1
HERS, PORTABLE 906
FIRE EXTINOUISyiNG SYSTEMS,
NON=WATER BASED ....._........... = . = 904
FIRE PARTITION. ............ 602.4.6, 708, 716.5.4
FIRE PROTECTION
Alarm, audible 907.9.2
Alarm, emergency systems 908
Alarms, visible 907.9.1
Explosion control 414.5.1, 911
Fire extinguishers, portable 906
Glazing, rated 715.2
2003 IMTEIRNATDOMAL BUILODNG CODE®
Smoke and heat vents 415.6, 910
Smoke control systems 909
Sprinkler systems 903
FIRE PROTECTION SYSTEMS 901 .2
FIRE RESISTANCE
Calculated 721
Conditions of restraint 703.2.3
Ducts and air transfer openings 716
Joint systems 713
Prescriptive 720
Ratings Chapter 6, 703, 704.5, 706
Tests 703
Thermal and sound insulating materials . . .719.1
FIRE RESISTANCE, CALCULATED „ . = ..„...,.. 721
Clay brick and tile masonry 721 .4
Concrete assemblies 721 .2
Concrete masonry 721 .3
Steel assemblies 721 .5
Wood assemblies 721 .6
FIRE=RETARDANT=TREATED WOOD
Awnings 3105.2
Balconies 1406.3
Canopies 31 05.2
Concealed spaces 717.5
Fastening 2304.9.5
Fire wall vertical continuity 705.6
Partitions 603.1
Platforms 41 0.4
Roof construction Table 601, 705.6, 1505,
Shakes and shingles 1505.6
Veneer 1405.4
FIRE SEPARATION DISTANCE Table 602, 702
Exterior walls 1406.2.1.1
FIRE SHUTTER (see OPENING
PROTECTIVES) 715.1
FIRE WALLS 705
Combustible framing 705.7
Exterior intersecting walls 705.5.1
Fire-resistance rating 705.4
iViaterials 705.3
Openings, protected 705.8
Structural stability 705.2
FIRE WINDOWS (see OPENING PR©TECTI¥ES)
FIREBLOCKINQ 717.2
Chimneys 717.2.5,2111.13,2113.20
Wood construction 717.2.1, 717.2.7, 1406.2.4
Wood stairs 717.2.4
FIREPLACES, FACT©RY=BUILT 2111.14.1
FIREPLACES, MASONRY
Combustibles 21 1 1 .1 1 , 21 1 1 .12
General provisions 2111
637
INDEX
Hearth extension 2111.9,2111.10
Steel units 2111.6
FIREWORKS 307.3
FLAIVIESPREAD 802, Table 803.5
FLAMMABLE FINISHES 416
Fire protection 416.4
FLAMMABLE AND COMBUSTIBLE LIQUIDS. 415.7.2
FLAMMABLE SOLIDS 307.5, 415.1
FLASHING 1503.2, 1507.3.9, 1507.5.6,
1507.7.6, 1507.8.7, 1507.9.8, 1510.6
Roof 1503.2
Wall, veneer 1405.3, 1405.11.7
FLOOD-RESISTANT
CONSTRUCTION 1403.6, 1612, Appendix G
FLOOR/CEILING (see FLOOR CONSTRUCTION)
FLOOR CONSTRUCTION
(see FLOOR CONSTRUCTION, WOOD)
Draftstopping 717.3
Fire resistance 706.3, 71 1
Live loads 1607.2, 1610
Materials Chapter 6
Penetration of fire-resistant
assemblies 71 1 .5, 712
FLOOR CONSTRUCTION, WOOD
Beams and girders 2304.1 1 .2.4, 2308.7
Bridging/blocking 2308.8.5, 2308.10.6
Diaphragms 2305.2
Fastening schedule 2304.9.1
Framing 602.4.2, 2304.4
Glass 2409
Joists 2308.8
Sheathing 2304.7
FLOOR COVERING 804.1 , 804.2
FLOOR FINISH, INTERIOR 804
FLOOR LEVEL AT DOORS 1008.1 .4
FLOOR LOADS
Certificate of occupancy 1 10.1
Combination 1605
Live 1 607
Posting 1603.1.1
Soil pressures 1610
FLOOR OPENING PROTECTION
(see VERTICAL OPENING PROTECTION)
FOAM PLASTICS 402.14.5
Attics 718.3.1, 2603.4.1.6
Cold storage 2603.4.1 .2
Concealed 603
Crawl space 2603.4.1 .6
Density mall signs 402.14.5.1
Doors 2603.4.1.7
Exterior walls of multistory buildings 2603.5
Interior finish 801.2.2, 2603.8, 2604
Label/identification 2603.2
Roofing 2603.4.1 .5
Siding backer board 2603.4.1.10
Stages and platform scenery 410.3.7
Surface burning characteristics 2603.3
Thermal barrier requirements. . . 2303.4, 2603.5.2
Thickness 402.14.5.2
Trim 805.3, 2604
Walk-in coolers 2603.4.1.3
^D COURT 402.2
Occupant load 402.4.1 .4
FOOTBOARDS 1024.1 .1
FOOTINGS AND FOUNDATIONS . . . 1805, 1910.4.3.2
FORMWORK, CONCRETE 1906
FOUNDATION
Basement floor and wall loads 1610
Footing design 1801.2, 1805.4.1
Pier 1808.2
Pile (see PILE FOUNDATIONS) 1808.2
Required for wood buildings 2308.6
Rodent proofing Appendix F
Seismic provisions 1808.2.23, 1910.4.3.1.
Soils investigation
(see SOILS) 1802.2.1, 1802.4
Special inspections 1704.4, 1704.8, 1704.9
Waterproofing and dampproofing 1 807
FOYERS
Assembly occupancy 1 024.4
Covered mall 402.1
FRATERNITIES, classification 310
FURNACE ROOMS 1014.3
G
GALLERIES
Assembly occupancy egress, means of . 1014.6.1 ,
1024.5
Stages 410.3.2, 1014.6
GARAGE, AUTOMOBILE PARKING 406.2
Accessible provisions 1105.1.1, 1109
Barriers, vehicle 406.2.4, 1607.7.3
Beneath other occupancies 406.2.7, 508
Construction type . . 406.3.3, Table 503, Table 601
Enclosed 406.4
Guards 406.2.3
Occupancy separation 302.3, 508
Occupancy separation private garage. . . . 302.3.2
Occupant load Table 1004.1 .2
Open 406.3
Sprinklers 903.2.9
Underground 405
GARAGE, REPAIR 406.6
633
2003 IfVSTERNATIONAL BUILDING CODE®
Flammable gas detection
system 406.6.6.3, 908.5
Sprinklers 903.2.8.1
GARAGES, TROCiC AND BUS
Live load 1 607.6
Sprinklers 903.2.9.1
GARAGES AND CARPORTS,
PRIVATE 302.3.3, 406.1
Area limitations 406.1 .2
GATES 1008.2
GIFT SHOPS 304, 407.2.4
GIRDERS
Fire resistance Table 601
iViaterials Chapter 6
Wood construction 2304.11.2.4, 2308.7
GLASS
Dead loads 2404
Fire doors 715.3.5
Fire resistant walls 715.7.2
Fire windows 714.4.7, 715.4.8
Floors and sidewalks 2409
Handrails and guards 2407
Identification 2403.1
Impact loads 2406.1 , 2408.2
Jalousies 2403.5
Label/identification. . 715.3.5.1, 715.3.6.3, 715.4.9
Louvered windows 2403.3
Non wired 715.4.4
Railings 2407
Replacement 2401 .2, 3405
Safety 715.3.6.4, 2406
Skylights 2405
Sloped 2405
Snow loads 2404
Supports 2403.2
Testing 1714.5, 2406.1, 2408.2.1
Veneer 1405.1 1
Vertical 2404.1
Wind loads 2404
Wired 715.4.3
GLASS BLOCiC 2110
Atrium enclosure 404.5
Fire resistance 2110.1.1
Hazardous locations 2406, 2406.3.1
Material requirements 2103.5
GRADE (PLANE) 502
GRADE, LUMBER
(see LUiiBER) „„„ = ... = = ..__„„.. = .. = = 2302.1
GRAIN ELEVATORS 415.7.1.5
GRANDSTANDS, REVIEWING STANDS
and BLEACHERS =... = .. = _.„„„ = = = .„„ 1024.1.1
Accessibility 1 108.2
2003 BNTERNATBONAL BUILDWG CODE®
Definition 1 002
Exit signs 1011
Live load Table 1607.1
Occupant load 1 004
EMHOUSES
Area Table 503
Classification of 312.1
Deflections Table 1 604.3
Membranes 3102.1
Plastic 2606.11
Roof live load 1607.1 1 .2.1
Sloped glazing 2405
mmG ROOMS 415.7 A. 2
SS LEASABLE AREA
LDINGS) 402
712.3.1,712.4.1,2103.10
406.2.3,1607.7.3
RDS 1012
Equipment platform 505.5.3
Glass 2406.3, 2407
Grandstands, reviewing stands,
and bleachers 1024.1 .1
Loads 1607.7
Mechanical equipment 1012.5
Opening limitations 1012.3
Parking garage 406.2.3
Plastic 2606.5
Ramps 1010.10
Residential 1012.2
Screen porches 1012.4
Structural design 1607.7
System, defined 1002.1
1503.4.1
INASIUiiS
Live load Table 1607.1
Occupant load 1 004
Special occupancy
separation Table 303.3.2
SUifl Chapter 25
Aggregate, exposed 2513
Board Chapter 25
Concrete, reinforced 1915
Construction 2508
Diaphragms 2305.2
Draftstopping 717.3.1
Exterior soffit Table 2506.2
Fastening 2211.4.3, 2306.4.5.1.4,
Table 2306.4.5, 2508.1
Fire resistance 721.2.1.4, 721.6.2
Fire-resistant joint treatment 2508.4
Inspection 2503
Lath 2507,2510
JEX
Lathing and furring for cement plaster. . 718, 2510
Lathing and plastering 2507
IVIaterials 2506
Plaster, interior 251 1
Plaster, exterior 2512
Shear wall construction 221 1 , 2306.4,
2308.9.3, 2505
Sheathing 2304.6.1 , 221 1
Showers and water closets 2509
Stucco 2510
Veneer base 2507.2
Veneer plaster 2507.2
Vertical and horizontal assemblies 2504
Wallboard Table 2506.2
Water-resistant backing board . . 2506.2, 2509.1.2
iVieans of egress 1009.2, 1010.5.2
Stairs 1009.2
1009.11, 1607.7
Assembly aisles 1024.9
Alternating tread devices 1009.10
Glass 2407
Grandstands, reviewing stands,
bleachers 1024.1.1
Graspability 1009.11.3
Guards 1012
Loads 1 607.7
Plastic 2606.5
Projection 1009.11.5
Ramps 1010.8
Stairs 1009.11
Walkway, site work 3306,2
DBOARD 1404.3.2, 2303.1.6
DW0OD
Fastening 2304.9
Quality 2301 .4.7
Thermal barriers 2603.4
Veneer 1404.3.2
Control areas 414.2, 415.9.4.6
Explosion control 414.5.1, Table 414.5.1,
415.7.1.4,415.9.5.4
Special provisions 415.4, 415.5
Sprinklers Table 414.2.4, 415.5.2, 415.7.2.4
Ventilation Table 414.2.4, 414.3, 415.7.2.8,
415.9.2.6, 415.9.4.3, 415.9.5.7, 415.9.6.3
Weather protection 414.6.1
D JOiNT, iiASONRY
Bonding pattern 2109.6.5
Thickness 2104.1.2.1
DER, HASONRY, (BONDER)
IFINITION 2102
Clinics 304
Hospitals 308
3AZARD ilMERIALS 307.2
ITS 415.6,910
Aircraft hangars 412.2.4
Parking garages 406.2.8
Repair garages 406.6.5
mi, BUILDING Chapter 5
Limitations 503
Mixed construction types 503.1
Modifications 504
Roof structures 504.3
aHT, STORY 502.1
^ FBLED COiiBUSTIBLE STORAGE 413,
907.2.14,910.2.3
^HAZARD OCCUPAiSiCY 307, 415
mpu)
Classification 307
Combustible liquids 415.7.2
Control areas 414.2
Conveyors 415.7.1 .3
Corrosives Table 414.2.4, 414.3
Cryogenic fluids . . Table 414.5.1, Table 415.9.2.1.1
Dispensing, use and handling 414.7.2
Dry cleaning (see DRY CLEANING)
Egress, special provisions 415.7.4
Emergency alarm systems 908.1
Exceptions 307.9
Exempt 307.9
Explosives Table 414.5.1, Table 415.3.1
Factory industrial F-1 moderate
hazard occupancy 306.2
Factory industrial F-2 low hazard
occupancy 306.3
Fire alarm, manual 901 .7.3
.Flammable liquids 415.7.2
Flammable solids
Grinding rooms 415.7.1.2
Group H-1 307.3
Group H-2 307.4
Group H-3 307.5, 415.8
Group H-4 307.6. 415.8
Group H-5 307.7, 415.9
Health-hazard materials. . . . 415.2, Table 414.2.4,
415.4, 415.9.6.2, Table 415.9
Height 415.4,415.5
Interior finishes 416.2.1, 416.3.1
2003 liMTERNATIONAL BUSLD1^3G CODE®
INDEX
Irritants Table 414.2.4, Table 415.9
Liquid, higlnly toxic and toxic 415.8.3, 908.3
Location on property 415.3
Multiple hazards 307.8
Organic peroxides Table 415.3.2,
Oxidizers, liquid
and solid 414.5.4, 415.5.1, 415.6
Permit drawings and specifications
Pyrophoric materials 415.4.1, 415.5.1
Sensitizers Table 415.9
Separation from other
occupancies Table 415.3.1, 415.7.3.4.1
Solids, highly toxic and toxic 415.8.3,
Table 415.9, 908.3
Special provisions H-2, H-3 415.4, 415.5
Sprinklers 415.5.2, 415.7.2.4
415.9.6.3,415.9.9,415.9.10.1,
415.9.11,704.8.1,903.2.4
Standby power systems 2702.2.9 - 2702.2.12
Storage and dispensing 414.1, 414.5, 414.6
Tank protection 415.7.2.2, 415.7.2.3
Unstable materials Table 414.2.4,
Table 41 4.5. 1 , Table 41 5.3.2,
415.5.1,415.6,415.9
Water- reactive materials Table 414.5.1.2,
Table 415.3.2, 415.5, 415.5.1, 415.5.2,
415.6, Table 415.9.5, 415.9
hi=RISE eUlLDDMGS 403
Automatic fire detection 403.5, 907.2.12
Automatic sprinkler system 403.2
Elevators 403.9
Fire command station 403.8
Fire department communication 403.7
Seismic . 1614
Smokeproof enclosure 1019.1.5
Sprinklers 403.3, 903.3.1 .1
Stairway door operation 403.12
Standby power, light and emergency
systems 403.10, 2702.2.14
Voice alarm 403.6, 907.2.12
Zones 907.8.2
^IZOWmL EXDT 1021
Doors 1021.3
Fire resistance 1021 .2
Institutional 1-3 occupancy 408.2, 1021.1
Institutional 1-2 occupancy 1021.1
liZOWmL FDRE SEPARMION 704
Combustible projections 704.2
E CONNECTIONS (see SMNDPDPES)
IRICANE SHUTTERS 1609.1.4
1014.3
SECTIONS 109
Approval required 109.6, 1704.1
Atrium buildings 909.3
Concrete slab 109.3.2
EIFS 1704.12
Energy efficiency 109.3.7
Fees 1 08
Final 109.3.10
Fire-resistant materials 1707.1 1
Fire resistant penetrations 109.3.6
Footing or foundation 109.3.1
Frame 109.3.4
General 109.1
Lath or gypsum board 109.3.5, 2503
Liability 104.8
Pier 1704.9
Pile 1704.8, 1808.2
Preliminary 1 09.2
Reinforcing steel 1704.4
Required 109.3
Right of entry 104.6
Seismic 1707
Special 109.3.9, 1704.13
Sprinklers 904.4
Steel, structural 1704.3, 1704.11.3.2
Steel framing, cold-formed 1704.3
Third party 109.4
Wall panels and veneers 1704.10
Welding 1704.3, 2204.1
Wood, structural 1704.6
ITUTIONAL 1=1 308.2
Emergency egress 1025
Fire alarm 907.2.6.1
Visible alarms 907.9.1.3
Sprinklers 903.2.5, 903.3.2
ITUTBONAL 1=2
Accessibility 1 107.5.2
Combustible decorations 805.1
Corridor width 1 01 6.2
Exterior exit stair 1022.2
Fire alarm and detection 907.2.6
Special requirements 407
Sprinklers 903.2.5, 903.3.2
Suites 1013.2
Openings in smoke barriers 909.5.2, 709.5
ITUTlOfSlAL 1=3 308.4
Exit sign exemption 101 1 .1
2003 INTERNATDOMAL BUILDING CODE®
BNDEX
Openings in smol<e barriers 909.5.2
Special requirements 408
INSTITUTSONAL 1-4 308.5
Corridor rating 1016.1
Fire alarm 907.2.6
Sprinklers 903.2.5
INSTITUTIONAL OCCUPANCY (GROUP I) 308
Child care 308.3.1
Group 1-1 308.2
Group 1-2 308.3, 407
Group 1-3 308.4, 408
Group 1-4 day care facilities 308.5
Sprinkler system, automatic 903.2.5
INSULATION
Concealed 71 9.2
Duct insulation 719.1
Exposed 719.3
Foam plastic (see FOAM PLASTIC
INSULATION) 719.1
Penetrations 712.3.4
Roof 719.5
Thermal .719
Wall insulation 2303.1 .5.2
INTERIOR ENVIRONMENT
Lighting 1205
Rodent proofing Appendix F
Sound transmission 1207
Space dimensions 1208
Temperature control 1204
Ventilation 1203.5
Yards or courts 1206.2, 1206.3
INTERIOR FINISHES Chapter 8
Acoustical ceiling systems 803.9
Application 803.4, 804.4
Atriums 404.7
Decorative materials 801 .1 .2, 805
Floor finish 804
Foam plastic insulation 2603.4
Foam plastic trim 805.3
Light-transmitting plastics 2606
Signs 402.13,2611
Wall and ceiling finishes 803
INTERPRETATION, CODE 104.1
J
JOINTS, FIRE-RESISTANT SYSTEMS 713
K
KIOSKS 402.10
LABORATORIES
Classification of 302
Hazardous materials 414
Incidental use Table 302.1 .1
Live load Table 1607.1
LADDERS, FIRE ESCAPE 3404
LAMINATED TIMBER, STRUCTURAL
GLUED 602.4, 2301.3
LANDINGS
Doors 1008.1.5
Ramp 1010.6
Stair. 1009.4, 3403.4
LATH, METAL OR WIRE Chapter 25
LAUNDRIES 304, Table 302.1 .1
LAUNDRY CHUTE 707.13, 903.2.12.2
LEGAL (see LIABILITY)
Federal and state authority 102.2
Liability 104.8
Notice of violation 113.2, 115.3
Registered design professional . . . 106.1, 106.3.4
Right of entry 104.6
Unsafe buildings or systems 115
Violation penalties 1 13.4
LIBRARIES
Other than school, classification 303.1
School, classification 305.1
LIGHT, REQUIRED 1205.1
LIGHTING, EMERGENCY
(see EMERGENCY LIGHTING)
LIGHTS, PLASTIC CEILING DIFFUSERS 2606 7
LINTEL
Adobe 2109.8.4.7
Fire resistance 714.6
Masonry 2104.1.5
Masonry, wood support 2304.12
LIQUEFIED PETROLEUM GAS 415.7.3
LIVE LOAD 1607
Deflections Table 1604.3
Load Combinations 1 605
LOADS
Dead 1606
Flood 1612
Impact 1 607.8
Live 1603.3, 1607
Pile foundation 1808, 1811
Rain 1611
Seismic 1603.1.5, 1613 - 1623
Snow 1608
Soil lateral 1610
Structural Chapter 16
642
2003 INTERNATIONAL BUILDING CODE®
Structural, combinations 1605
1603.1.4, 1609
Assembly occupancy '1024.4
Elevator 707.14.1
KS AND LATCHES 1008.1.8.3
Delayed egress locks 1008.1 .8.6
Institutional 1-3 occupancy 408.4
General provisions Chapter 23
Quality 2302
iAINTEMAWCE
Accessibility.
1103.2.9
lUAL FIRE ALARii BOX 907.3
lUFACTURED HOSiES
Flood resistant G501
IQUEES 3106, H1 13
IQUm
Adhered veneer 1405.9
Adobe 2109.8.1 - 2109.8.3
Anchorage 1604.8.2, 2106.2, 2109.7
Anchored veneer 1405.5
Ashlar stone 21 02
Bond 2109.6
Cavity wall 2109.4.2
Chimneys 2111
Cold weather construction 2104.3
Compressive stress requirements 2109.3
Construction 2104, 2109.8.4
Construction documents 2101.3
Corbelled 2104.2
Dampproofing 1807
Design, methods 21 01 .2, 21 06 - 21 09
Fire resistance, calculated 721.3.2, 721.3.4
Fireplaces 2101.3.1,2111
Floor anchorage 1604.8.2, 2109.7.3
Foundation walls 1805.5
Foundations adobe 2109.8.4.3
Glass unit 2101.2.5,2103.5,2110
Grouted 2102
Headers (BONDERS) 2109.6.2
Hollow units 2104.1.2.2
Hot weather construction 2104.4
Inspection . 1 704.5
Joint reinforcement 2103.11.2,
2108.9.2.2,2109.7.2.3
Lateral stability 2109.2
Lateral support 2106.2, 2109.4
iViaterials 2103
Parapet walls 2109.5.5
Penetrations 712, 712.3.1
Quality assurance 2105
Rodent-proofing Appendix F
Roof anchorage 1604.8.1,
2106.2,2109.7.3
Rubble stone 2102
Running bond 2109.6.5
Seismic provisions 2106
Shear walls 2106.1.1
Solid 2104.1.2.3, 2109.6.2.1
Stack bond 2109.6.5.2
Stone 2103.3, 2109.8
Support (see MASONRY, LATERAL
SUPPORT) 2304.12
Surface bonding 2103.8
Test procedures 1711,21 05.2.2.2
Thickness 21 09.5
Tie, wall 2104.1.3, 2109.6.3
Veneer 2101.2.6,2308.11.2
Wall, composite 2102.1
Wall, hollow 2102.1
Wall, intersecting 2109.7.2
Wall anchorage 1604.8.2, 2109.7
Waterproofing 1807
Weepholes 2104.1.8
Wetting brick 2104.5
Wythe defined 2102.1
ERDALS
Alternates 104.1 1
Aluminum Chapter 20
Concrete Chapter 1 9
Glass Chapter 24
Gypsum Chapter 25
IViasonry Chapter 21
Noncombustible 703.4
Plastic Chapter 26
Steel Chapter 22
Testing (see TESTING) 1715
Wood Chapter 23
MS OF EGRESS Chapter 10
Accessible 1007.1, 2702.2.5
Aisles 1013.4
Assembly 1024.2, Table 1024.6.2
Capacity 1005.2
Ceiling height 1003.2
Corridors 1016
Covered mall buildings 402.4
Doors 1008.1
Educational occupancy 308.5.2
2003 DNTERWATDOMAL BUflLDlMG CODE®
643
INDEX
Elevation change 1 003.5
Elevators, escalators and
moving walks 1003.2.7
Emergency escape and rescue 1025
Emergency lighting values 3410.6.15
Enclosures under stainways 1019.1.2
Exit access 1013
Exit components 1018.4
Exit discharge 1023
Exit doors 1017.2
Exit passageway 1020.1
Exit signs 1011
Floor surface 1 003.4
Gates 1008.2
Grandstands 1024.5
Guards 1021.1
Helistops 1018.1.2
Illumination 1006.1
Minimum width 1005.2
Occupant load 1004.1
Path of egress travel, common 1013.3
Protruding objects 1003.3
Ramps 1010.1
Residential aircraft hangars 412.3.3
Seating at tables 1013.4
Stage 1014.6
Stairways 1 009
Temporary structures 3103.4
Travel distance 1015.1, 1024.7
Values 3410.6.11
Vertical exit enclosures 1019.1
Width 1005.1, Table 1005.1,
1024.6, 1024.8
MECHANQCAL (see AIR CONDITIONING, HEATING
AND REFRIGERATION, AND VENTILATION)
Air transfer openings 704.14, 705.1 1 ,
706.10,716.4
Chimneys (see CHIMNEYS) 2113
Code Chapter 28
Equipment on roof 1509, 1510.2
Factory-built fireplace 21 1 1 .14.1
Fireplaces (see FIREPLACES) 21 1 1 .1
Permit required 105.1
Room separation 302.1 .1
Seismic attachment 1621 .3.12.2
Seismic inspection and testing 1707.7
Smoke control systems 909
Systems Chapter 28
IVIEiVtBRANE ROOF COVERINGS 1 507.1 1 ,
1507.12, 1507.13
IVIEMBRANE STRUCTURES 2702.2.8, 3102
MENTAL HOSPITALS, CLASSIFICATION 308.3
MERCANTILE OCCUPANCY (GROUP M)
Area 505, 506, 507
Classification 309
Height 504
Interior finishes Table 803.5
Sprinkler system, automatic 903.2.6
METAL
Aluminum Chapter 20
Roof coverings 1504.3.2, 1507.5
Veneer 1404.5
MEZZANINES 505
Accessibility 1108.2.4.1
Egress 505.3, 1004.6
Height modifications for 505.1
Stairs 707.2(9), 1009.10
MIRRORS 1008.1, 2406.3.1(7)
MIXED OCCUPANCY (see OCCUPANCY, MIXED
AND OCCUPANCY SEPARATION)
MOISTURE PROTECTION 1403.2, 1503
2303.2.3,2304.11
MONASTERIES, CLASSIFICATION 310.1
MORTAR
Ceramic tile 2103.4
Compressive stresses, masonry . . Table 2103.7(2)
Dampproofing 1807
Fire resistance 712.3.1 , 712.4.1
Glass block 2110.6
Material 2103.7
Placing 2104.1.2
Rodent-proofing Appendix F
Surface-bonding 2103.8
MOTELS, CLASSIFICATION 310.1
MOTION PICTURE PROJECTION ROOMS . . 409
Construction 409.2
Exhaust air 409.3.1 .2
Lighting control 409.4
Projection room 409.3.1
Supply air 409.3.1 .1
Ventilation 409.3
MOTOR VEHICLE RELATED
USE GROUPS 304, 31 1 , 406
MOVING, BUILDINGS D103.3
MOVING WALKS, MEANS
OF EGRESS. 1003.7, 3005.2
H
NAILING REQUIREMENTS 2304.9'
NONCOMBUSTIBLE BUILDING MATERIAL . . . 703.4
ING HOMES, CLASSIFICATION 308.3
644
2003 INTERNATIONAL BUILDING CODEC
Accessory 302.2
Atriums 404.2
Certificates (see CERTIFICATES OF
OCCUPANCY)
Change 3405
Floor loads Table 1607.1
Special Chapter 4
lUPANCY CLASSIFICMBOM
Covered mall buildings 402
HPM 415.9
Mixed 302.3
iVlixed occupancy values 3410.6.16
Special Chapter 4
lUPAMCY SEPARATION
Covered mall building 402.7.3.1
Incidental use areas 302.1.1, 706.3.4
Parking garages Table 302.3.3(c),
406.1.2,406.2.7
Repair garages 406.6.2
Required fire resistance Table 302.3.3
Residential aircraft hangars 412.3.2
;UPANT LOAD
Certificate of occupancy 110
Covered mall building 402.4.1
Determination of • 1004.1
Increased 1004.2
Signs 1004.3
CLASSIFICATiOM OF ..... 304
ON,
704.1
■NING PROTECTION, FLOORS
ee VERTICAL OPENIMG PROTECTION)
INiNG PROTECTION, INTERIOR WALLS
ININO FROTECTiVES 715
Automatic closing devices 715.2.7, 909.5.2
Fire door and shutter assemblies . . 715.7.3.8, 715.4
Fire windows 715.4.7, 715.4.8
Glass 715.4
Glass block (see GLASS BLOCK) 2110.1.1
Interior walls 708.6
Required fire resistance 715.3
Self-closing 715.3.7
3ANIC COATINGS. ...................... 418
SANiC PEROXIDES .............. 307.4, 307.5
DIZERS, LIQUID AND SOLID , 307.2
F
iiC HARDWARE 1008.1.9
APET, EXTERIOR WALL 704.11, 2109.5.5
Construction 704.1 1 .1
Fire wall 704.1 1 , 705.6
Height 704.11.1
Seismic loads 1621.2
KING, ACCESSIBLE 1 106
KING GARAGES (see GARAGES,
iOBILE PARKING) 406.2
Barriers, vehicle 406.2.4
Classification 406.2.1
Guards 406.2.3
Height, clear 406.2.2
Mixed separation 406.2.7
CING GARAGES, OPEN 406.3
Area and height 406.3.5
Construction type 406.3.3
Stairs and exits 406.3.8
Standpipes 406.3.9
CING GARAGES, ENCLOSED 406.4
Heights and areas 406.4.1
Ventilation 406.4.2
riCLEBOARD
Draftstopping 717.3.1
Fastening 2304.9
Moisture protection 1403.2, 1405.1
Quality 2303.1 .9
Seismic 2305
Shear walls 2306.4.3
Veneer 1405.4
Wall bracing 2308.9.3
riTIONS
Materials 602.4.6, 603.1
Occupancy, specific 708.1
Seismic bracing 1621.2.6.1
Structural 1607.13
riTIONS, FIRE ......................... 708
Construction, general 703
Continuity 302.1 .1.1, 708.4
Exterior walls Table 602, 704.5, 708.5
Fire resistance rating of walls .... 603.1(8), 708.3
Joint treatment gypsum 2508.4
Joints 713
Opening protection 715
Rated glazing 715.4
jAGEWAY, EXIT (see EXIT) 1020.1
lENGER STATIONS, CLASSIFICATION
PATIO COVERS ............... 303, 2606.10
iSTRIAN
Protection at construction site 3306
Walkways and tunnels 31 04
ILTflES 113.4
NG CODE®
645
INDEX
Fire-rated walls 712.3.2
Fire-rated horizontal assemblies 712.4.1.2
ETRATIONS 712
Fire partitions 708.7
Fire-resistant assemblies 712.3
Nonfire-resistant assemblies 712.4.3
LITE Table 720.1(1), Table 2507.2
iilTS 105
Application for 104.2, 105.1, 105.3
Drawings and specifications 106.1.1
Expiration 1 05.5
Fees 1 08
Liability for issuing 104.8
Placement of permit 105.7
Plan review 104.2, 106.3
Suspension or revocation 105.6
Time limitations 105.3.2, 105.5
I FOUMDATIOWS 1808, 1812
; FOUNDATiOMS 1808
Base piles, enlarged concrete 1810.2
Caisson 1810.7
Composite 1811
Concrete, cast-in-place 1810
Concrete, precast 1809.2
Concrete-filled steel pipe and tube 1810.6
Drilled or augered uncased 1810.3
Driven 1809, 1810.4
Pile load, allowable 1808.2.8
Seismic design 1808.2.23,
1809.2.2.2.1 -1809.2.3.2.2
Steel, structural 1809.3
Steel-cased 1810.5
Timber " 1809.1
Embedded in concrete 1906.3
Embedded in fire protection 714.3
Insulation covering 719.7
Penetration protection 711, 716.5, 1019.2.1
Under platform 410.4
m CONCRETE (see CONCRETE) Chapter 19
N REVIEW 106.3
f^T MURSERSES 304
STER
Fire resistance requirements 718
Gypsum 718.1, 718.2
Inspection 109.3.5
Portland cement 718.5, Table 2507.2,
Table 2511.1
STQC Chapter 26
Approval for use 2606.2
Finish and trim, interior 2604
Light-transmitting panels 2607
Plastic, light-transmitting)
Roofing 2609
Signs 402.12, 2611, D102.2.10, H107,
Thermal barrier 2603.4
Veneer 1404.8, 2605, D1 02.2.11
Walls, exterior 2603.5
ITDC, FOAM
Insulation (see FOAM PLASTIC
INSULATION) 2603
Interior finish 2604
Malls 402.14.5
ITDC, LIGHT^TRA^iSMiTTiNG
Awnings and patio covers 2606.10
Bathroom accessories 2606.9
Exterior wall panels 2607
Glazing 2608
Greenhouses 2606.1 1
Light-diffusing systems 2606.7
Roof panels 2609
Signs, interior 261 1
Skylight 2610
Solar collectors 2606.12
Structural requirements 2606.5
Unprotected openings 2608.1, 2608.2
Veneer, exterior 603.1(15), 2605
Wall panels 2607
mm 410
Construction 410.4
Temporary 410.4.1
SRiVi LIFTS, WHEELCHAIR 1007.5,
1109.7
mm
Underground buildings 907.2.18.1
mBMQ
Facilities, minimum 2902
Fixtures Table 2902.1
Residential aircraft hangars 412.3.5
f¥OOD
Bracing 2308.9.3
Decorative 2303.3
Design requirements 2301
Diaphragm 2305.2, 2306.3
Fastening 2304.9
Fire retardant treated 2303.2
Lateral loads, steel studs 221 1 .3, 231 1 .7.4
Preservative-treated 2303.1.8.1, 2304.11
Quality 2303
Roof sheathing 2304.7, 2308.10.8
Seismic shear panels 2305.1 .5, 2305.3,
2308.12.4
2003 BMTERNATIONAL BUBLDING CODE®
[MDEX
Standards 2306.1
Subfloors 804.4.1
Veneer 1405.4
PRESCRIPTIVE FIRE RESISTAMCE 720
PRESER¥ATIVE=TREMED WOOD
Fastenings 2304.9.5
Quality 2303.1.8
Required 1403.6, 2304.11
Shakes, roof covering 1507.9.5, 1507.9.7
PROJECTION ROOiyiS
iViotion picture 409
PROJECTIONS, COiiBUSTIBLE 704.2.3, 1406.3
PROPERTY LINE, ASSUMED (see FIRE
SEPARATION) 704.3
NE, COH/iliON (see FIRE
N)
1
Opening protection 410.3.5
Wall 410.3.4
PUBLIC ADDRESS SYSTEIi
Covered mall building 402.13, 2702.2.1.3
Special amusement buildings 41 1 .6
Underground buildings 405.7
PUBLIC PROPERTY ........ Chapter 32, Chapter 33
PUBLIC RIGHT OF WAY
Encroachments Chapter 32
PYROPHORIC MATERIALS .... 307.4, Table 307.7(1)
RAILING (see GUARDRAIL AND HANDRAIL)
RAiiPS 1010.1
Assembly occupancy 1024.10
Construction 1010.7
Existing buildings 3409.7.5
Parking garage 406.2.5
Slope 1010.2, 3409.8.5
REFERENCED STANDARDS Chapter 35
Applicability 102.4
Fire resistance 703.2, 721 .7
List Chapter 35
Organizations Chapter 35
REFORiiATORIES 308.4
REFRIGERATION (see liECHANICAL)
System machinery room 1014.4
REFUGE AREAS (see AREAS OF REFUGE)
REFUSE CHUTE 707.13
REINFORCED CONCRETE
General 1901.2
Inspections 1704.4
Seismic design 1910
IFORCEiiENT
Concrete 1 907
Glass block 2110.7
Masonry 2103.11
Minor 105.2.2
Permit required 105.1
Accessibility 1107.5.5
Fire detection 907.2.6.2
Occupant load 1004.1 .2
Subdivision 408.7
DILITIES 308.1
Accessibility 1 107.5.1
Fire alarms 907.2.6, 907.9.1 .3
Separations Table 302.1 .1 , Table 302.3.2
Smoke Alarms 907.2.10.1.3
Sprinklers 903.2.5, 903.3.2
DENTIAL OCCUPANCY (GROUP R) 310
Accessibility 1107.6
Area Chapter 5
Doors 1008.1.1
Draftstopping 717.4.2
Emergency escape 1025.1
Height Chapter 5
Interior finishes Table 803.5
Parking under 508
Partitions 708.1
Smoke detectors 907.2.10
Sprinklers 903.2.7
Visible alarms 907.9.1 .3
SNG WALLS 1806
EWING STANDS
Live load Table 1607.1
Occupant load 1004.7
Temporary 1 07
RS, STAIR (see STAIRWAY CONSTRUCTION)
Closed 1009.3.2
General 1009.3
Institutional 1-3 occupancy 1009.10
Open 1009.3.2
ENT-PROOFING Appendix F
= ROOFING 1507.6
F ACCESS 1009.12.1
Cooling towers 1509.4
Drainage 1503.4
Fire classification 1505
2003 INTERMATDOINIAL BUBLDING CODE®
647
ENDEX
Height modifications 504.3
Impact resistance 1504.7
IViaterials 1506
Parapet walls 1503.3
Penthouses 1509.2
Snow drift 1608.8
Tanks 1509.3
Towers, spires, domes and cupolas 1509.5
Weather protection 1 503
Wind resistance 1504.1, 1609.7
ROOF CONSTRUCTION
Construction walkways 3306.7
Coverings (see ROOF COVERINGS) . . . 1609.7.2
Deck 1609.7.1
Draftstopping 717
Fire resistance Table 601
Fireblocking 717.2
Live loads 1607.11.2
Materials Chapter 6
Penetration of fire resistant assemblies .... 71 1 .5
Projections 1608.8
Rain loads 1611
Roof structures 504.3, 1509, D1 02.2.9
Signs, roof mounted H1 10
Slope, minimum Chapter 15
Snow load 1603.1.3
Wood (see ROOF CONSTRUCTION, WOOD)
ROOF CONSTRUCTION, WOOD 602.4.5
Anchorage to masonry 1604.8.2, 2109.7.3.3
Attic access 1209.2
Ceiling joists 2308.10.2
Diaphragms 2305.2, 2306.3.2
Fastening schedule 2304.9
Framing 2304.10.3, 2308.10
Plank-and-beam 2306.1 .2
Rafters 2306.1
Sheathing 2304.7, 2308.10.8
Trussed rafters 2308.10.7.1
Ventilation, attic 1203.2
Wind uplift 2308.10.1
ROOF COVERINGS 1507
Asphalt shingles 1507.2
Built up 1507.10
Clay tile 1507.3
Concrete tile 1507.3
Fire resistance 1505
Flashing 1503.2, 1507.3.9, 1507.5.6
Impact resistance 1504.7
Insulation 1 508
Liquid applied coating 1507.15
Membrane 3102
Metal panels 1 507.4
Metal shingles 1507.5
Modified bitumen 1507.11
Plastics, light-transmitting panels 2609
Replacement/recovering 1510.3
Reroofing 1510
Roll 1507.6
Single-ply 1507.12
Slate shingles 1507.7
Sprayed polyurethane foam 1507.14
Thermoplastic single-ply 1507.13
Wind loads 1504.1, 1609.7
Wood shakes 1 507.9
Wood shingles 1508.8
ROOF DRAINAGE 1503.4
ROOF PROTECTION FROM ADJACENT
CONSTRUCTION 3307.1
ROOF REPLACEMENT/RECOVERING 1510.3
ROOF VENTS 1015.2
ROOM DIMENSIONS 1207
ROOMING HOUSE 310
s
SAFEGUARDS DURING
CONSTRUCTION Chapter 33
Adjoining property protection 3307
Construction 3302
Demolition 3303
Exits 3310
Fire extinguishers 3309
Protection of pedestrians 3306
Sanitary facilities 3305
Site work 3304
Sprinkler system, automatic 3312
Standpipes 331 1
Temporary use of streets, alleys, and public
property 3308
SCHOOLS (see EDUCATIONAL OCCUPANCY)
SECURITY GRILLES 1008.1.3.5
SEISMIC 1613-1623
Concrete 1910
Loads 1614-1622
Masonry 2106
Piers or piles 1808.2.23
Quality assurance 1705
Steel 2205
Soils investigation 1802.2.6, 1802.2.7
Structural observations 1707, 1709
Structural testing 1708
648
2003 INTERNATIONAL BUILDING CODE®
Ties, concrete footings 1805.4.2.2
Ties, pile foundation 1808.2.23
Wood 2305, 2308.1 1 - 2308.12
IflCE SMTION 406.5
HAFT (se© SHAFT ENCLOSURE AMD
¥ERTDCAL OPEMBWG FROTECTIOW).
HAFT ENCLOSURE (see VERTICAL
702
mUMQ PROTECTION) 707
Construction 707.11, 707.12
Elevators 707.14
Fire resistance rating 707.4
High-rise buildings 403.3.2
iViaterials 707.3
Penetrations 707.8, 716.5.3
Refuse and laundry chutes 707.12
Required 707.2
Clearance from earth 2304.1 1 .2.2
Fastening 2304.9
Fiberboard 2306.4.4
Floor 2304.7, 2308.8.6
Gypsum 2306.4.5.1 .6
iVioisture protection 2304.11.2.2
Particleboard 2306.4.3
Roof • 2304.7
Roof sheathing 2308.10.8
Wall 2304.6.1 , 2308.9.3
Wood structural panels 2303.1.4, 2211.3
PPING CENTERS 309
ETE 1914
RS, FIRE (see OPENING
PROTECTDVES) 715.3
IDEWALllCS 105.2(6)
IQNS 3107
Accessibility 1007.7, 1110,
E107, E109.2.2
Animated devices HI 08
Area of refuge, accessible 1007.6.5, 1110.1
Covered mall building 402.14
Doors 1008.1.8, 1008.1.8.2
Electrical HI 06
Elevators 1 109.6
Exit 1011.1,2702.2.3
Floor loads 1 603.3
Ground H109
Height limitation HI 09.1, HI 09.4, H1 12.4
Illumination HI 06.1.1
IViarquee H1 13
Occupant content, assembly 1004.3
Parking spaces 1 109.1
Plastic 261 1
Portable H1 14
Projecting H1 12
Roof H1 10
Stair identification 1019.1.4, 1110.2
Standpipe control valve 905.7.1
Wall H111
ME DRAWINGS 106.2
IITE WORK 3304
^ICYLIGHTS
Light, required 1205.1
Plastic 2610
Protection from adjacent construction .... 3307.1
Rated assemblies 71 1 .4
dLAB, COilPOSITE STEEL
DECEC/CONCRETE 2209.2
ILAB ON GROUND, CONCRETE . . 1 91 1 , 2304.1 1 .2.3
^LATE SHINGLES 1507.7
mOKE BARRIERS 709, 716.5.4
Construction 709.4, 909.5
boors 709.5, 715.3, 909.5.2
Duct penetration 716.5.5
Fire-resistance rating 709.3
Materials 709.2
Openings 709.5, 909.5.2
Penetrations 709.6
Required 407.4, 408.6
Transfer grilles 716.5.5
Walls 709.4
mOKE CONTROL 909
Atrium buildings 404.4
Covered mall building 402.9
High-rise 1019.1.5
Stages 410.3.7.2
Standby power systems 2702.2.2
Systems 909
Underground buildings 405.5, 907.2.19
Values 3410.6.10.1
mOKE DAiiPERS 716.2 - 716.5
Smoke barriers 716.5.4, 716.5.5
MOKE DETECTORS
Covered mall 907.2.20
Elevator lobbies 907.2.18.1
High-rise buildings 403.5, 907.2.12
HPM 415.9.9
Institutional 1-2 407.6
iVIultiple-station 907.2.10
Residential aircraft hangars. 907.2.21
Residential occupancies 907.2.10.1
Single-station 907.2.10
Smoke activated doors 715.3.7.3
Special amusement buildings 411.5
Underground buildings 907.2.18
INDEX
SMOKE EXHAUST SYSTEMS
Underground buildings . . 405.5, 907.2.18, 909.2.1
SMOKE VENTS 415.6, 910
SMOKEPROOF ENCLOSURES 1019.1.5
Design 909.20.3
SNOW LOAD 1608
Glass 2404
SOILS AND FOUNDATIONS. .... = .... = . Chapter 18
Classification 1802.3
Depth of footings 1805.2
Excavation, grading and fill 1803
Expansive 1802.3.2, 1805.8
Footings and foundations 1 805
Footings on or adjacent to slopes 1 805.3
Foundation walls 1805.5
Foundations, pile and pier 1808
Grading 1 803.3
Investigation 1802
Investigation, pile and pier 1802.2.4
Investigation, seismic 1802.2.6,1802.2.7
Loadbearing values 1804
Soil boring and sampling 1802.5
Soil lateral load 1610
Testing, piles 1808.2.8.3
SOUND TRANSMISSION 1207
SPECIAL CONSTRUCTION Chapter 31
SPIRAL STAIRS 1009.9
Stages 410.5.4
SPRAY-APPLIED FIRE RESISTANT MATERIALS
Inspection 1704.11
Steel column calculated fire resistance . 721 .5.2.2
SPRINKLER SYSTEMS, AUTOMATIC 903
Exempt locations 903.3.1 .1
Substitute for fire rating Table 601 (4)
Values 3410.6.17
SPRINKLERS, REQUIRED 903
Aircraft hangars 412.2.6
Aircraft paint hangers 412.4
Atrium building 404.3
Basements 903.2.10.1
Covered mall building 402.8
Garages 406.3.10, 903.2.8
Hazardous occupancies 903.2.4
High-rise buildings 403.2, 903.2.10.3
Incinerator rooms Table 302.1.1
Laundry chutes, refuse chutes, termination
rooms and incinerator rooms 707.12,
903.2.10.2
Multistory buildings 903.2.10.3
Spray finishing booth 416.4
Supervision (see SPRINKLER
SUPERVISION) 903.4
Underground buildings 405.3
IPRINKLERS, SUPERVISION 903.4
Service 901 .6
Underground buildings 405.3
STAGES AND PLATFORMS 410
Alternating tread stairway 410.5.4
Dressing rooms 410.5
Egress 410.5.4, 1014.6
Fire barrier wall 410.5.1
Floor finish and floor covering 804.3
Platform, temporary 410.4.1
Platform construction 410.4
Proscenium curtain 410.3.5
Proscenium wall 410.3.4
Roof vents 410.3.7.1
Scenery 410.3.6
Smoke control 410.3.7.2
Special provisions
Sprinkler system, automatic 410.6
Standpipes 410.7
Ventilation 410.3.7
ITAIRWAY (see ALTERNATING TREAD, STAIRWAY,
AND STAIRWAY CONSTRUCTION, AND
STAIRWAY ENCLOSURE)
Exterior exitway 1022.1 , 1023.1
Identification 1019.1.4
Width, minimum 1009.1
ITAIRWAY CONSTRUCTION
Aisle 1024.9.2
Alterations 3403.4
Alternating tread 1009.10
Circular 1009.7
Elevators 3002.7
Enclosure under 1019.1.2
Fireblocking 716.2.4
Handrails 1009.1 1
Headroom 1009.2
Illumination 1205.4
Landings 1009.4
Projections 1009.11.7
Seismic wood 2308.17
Spiral 408.3.3, 1009.9
Treads and risers 1009.3
Width 1009.1
Winders 1 009.8
ITAIRWAY ENCLOSURE
Access 1019.1.5.2
Construction 1019.1.2
Discharge 1023.1
Doors, automatic closing 715.3.7
Elevators within 3002.7
650
2003 INTERNATIONAL BUILDING CODE®
Fire-resistant construction 1019.1
Penetrations 1019.2
Space below, use 1019.1.2
Ventilation 1019.2.2
IDBY POWER
Atriums 404.6
Covered mall building 402.12
Elevators 3003.1
Group 1-3 408.4.2
Hazardous occupancy 414.5.4
High-rise 403.10
Stages 410.3.7.2, 909.1 1
Underground buildings 405.9.1
IDPIPE AND HOSE SYSTEliS (see
INDPIPES, REQUIRED) 905
Dry 905.8
Hose connection location . . . 905.1, 905.4 - 905.6
Locks 905.7.2
IDPIPES, REQUIRED
Assembly 905.3.2, 905.5.1
Covered mall buildings 905.3.3
During construction 905.10
Stages 905.3.4
Underground buildings 405.1 1 , 905.3.5
LAW 102.2
EL Chapter 22
Bolting 2204.2.1
Cables structures 2207
Calculated fire resistance 721 .5
Cold-formed 2205, 221 1
Conditions of restraint 703.2.3
Deck/concrete composite slabs 2209.2
High strength bolts 1704.3.3
Identification and protection 2203.1
Inspection, concrete reinforcement 109.3.1
Joists 2206
Lateral resistance, steel stud walls 221 1
Open web joist 2206
Parapet walls 1 503.3
Piles 1809.3
Reinforcement, concrete 1907
Seismic provisions 2205 - 221 1
Storage racks 2208
Structural 2205
Studs/gypsum wallboard 221 1 .2.2.3
Studs/wood structural panel 2211.2.2.2
Welding 2204
^E VENEER 1405.6
Slab-type 1405.7
3 WORK ORDERS 114
mQE OCCUPANCY (GROUP S) 31 1
2003 INTERNATDOMAL eUlLDBWG CODE®
Chapter 5
Automobile parking garage 406
Floor loads Table 1607.1
Hazard storage. Group S-1 , moderate 31 1 .2
Hazard storage. Group S-2, low 31 1 .3
Height Chapter 5
High piled combustible 413
Interior finishes Table 803.5
Smoke and heat vents 910.2
Sprinkler system, automatic 903.2.9
Travel distance increase 1015.2
STRUCTURAL DESiGW
Aluminum Chapter 20
Concrete Chapter 1 9
Foundations Chapter 1 8
Masonry Chapter 21
ITROCTURAL FRAME INSPECTION 109.3.4
ITRUCTURAL LOAD COMBINATIONS 1605
STRUCTURAL TESTS AND SPECIAL
INSPECTIONS Chapter 17
Alternative test procedure 171 1
Approvals 1 703
Design strengths of materials 1710
General 1701
In-situ load tests 1 71 3
Material and test standards 1715
Preconstruction load tests 1714
Quality assurance 1705, 1706
Special inspections 1704, 1707
Structural observations 1709
Structural testing 1708
Test safe load 1712
STRUCTURES, EXISTING Chapter 34
Accessibility 3409
Additions, alterations or repairs 3403
Change of occupancy 3406
Glass replacement 3405
Historic buildings 3407
Maintenance 3409.2
Moved structures 3408
Unsafe 115
STUCCO 2512
IWiiMiNG POOL, GLASS 2406.3
SWIiiiiING POOL, ENCLOSURES Chapter 31
Gates, access 3109.4.1.7
Indoor 3109.4.3
Public 3109.3
Residential 3109.4
T
TELi
ICATION . . 304
651
TC
PORARY STRUCTURES 3103
Certificate of occupancy 107.3
Conformance 107.2
Permit 107.1
Power, temporary 1 07.3
Structures 3103
Termination of approval 107.4
ANT SEPARATIOM
Covered mall buildings 708.1
TS
Temporary 2702.2.8
iVaiTE, PROTECTION FROM 2304.11
RA COTTA 1405.8
riNG
Building official required 104.11.1
Concrete 1905.6.2.4, 1905.6.5.2
Fire-resistant materials 703.2
Glass 2406
Roof tile 1715.2
Seismic 1708
Smoke control, atrium buildings 909.3
Soils 1802
Sprinklers 904.4
Structural Chapter 1 7
ROJECTION
303
C
2603.5.2
G
719
Cellulose loose-fill insulation 719.6
Loose-fill insulation 719.4
Roof insulation 719.5
OUGH^PENETRATBONS
Air ducts 716.6.1
Fire barriers 706.8
Fire rated walls 712.3.1
Fire-rated horizontal assemblies 712.4.1
Firestop system 712.3.1.2,712.4.1.2
Ceramic, (see CERAiVilC TILE)
Fire resistance, clay or shale 720.1
,ETS
Accessible 1 109.2
Grab bars 1607.7.2
Rooms openings 1210.5
Unisex 1109.2.1
'ERS
Airport traffic control 412.1
Construction 3108.3
Dead load 3108.4.1
Grounding 3108.5
Location and access 3108.2
Radio 3108
Television 3108
Wind load 3108.4.2
'ERS, COOLING 1509.4
Classification 307.6
Gas detection system 908.3
Separation 41 5.8.3
TRAVEL DDSTANCE
Factory-industrial occupancy, increase ... 1015.2
Mall 402
Mall tenant space 402.4.4
Measurement 1015.1
Storage occupancy, increase 1015.2
Tlf
Fire resistance 714.2.3
Materials Chapter 6
Metal-plate-connected parallel wood 2303.4
Trussed rafters 2308.10.7.1
AY 3104
405
Compartmentation 405.4
Construction type 405.2
Elevators 405.4.3
Emergency power loads 405.10
Exits 405.8
Fire alarm systems 405.6
Public address 405.7
Smoke exhaust 405.5.2, 907.2.19
Smokeproof enclosure 1019.1.8
Sprinkler system, automatic 405.3
Standby power 405.9.3, 2702.2.15
Standpipe system 405.1 1
Voice alarms 907.2.19
^AFE STRUCTURES AND EQUIPiyiENT (see
FRUCTURES, UNSAFE) 115
Appeals 112, Appendix B
Restoration 115.5
Revocation of permit 105.6
Stop work orders 1 14.1
Utilities disconnection 1 1 1 .3
307.3
711.3.3
AND OCCUPANCY Chapter 3
Accessory 302.2
Incidental 302.1 .1 , Table 302.1 .1
Mixed 302.3
652
2003 liSSTERNATlONAL BUSLDING CODE®
TBES 111
Service connection 111.1
Service disconnection 1 1 1 .3
Temporary connection 1 1 1 .2
^MEOUS OCCUPAWCY
iOyPU) 312
Agricultural buildings Appendix C
Egress illumination 1 01 1 .2
Sprinkler system, automatic 903.2.10
¥
(s®® FEES) 108.3
1403.3
S 304
WEE^
Glass 1405.11
Cement plaster 1405.14
Masonry, adhered 1405.9
Masonry, anchored 1405.5
Metal 1405.10
Plastic 2605
Vinyl 1405.13
Wood 1405.4
MTILATION (se© DiECHAMICAL)
Attic 1203.2, 2308.10.10
Bathrooms 1203.4.2.1
Crawl space 1203.3
Elevator hoistways 3004
Enclosed parking garages 406.4.2
Exhaust, hazardous 1203.5
Exhaust, HPM 415.9.10.2
Exit enclosure 1019.1.8.1
Fabrication areas, HPM 415.9.2.6
Hazardous, storage and dispensing 414.3
High-rise 1019.1.8
HPM Service Corridors 415.9.4.3
Mechanical 1203.1
Natural 1203.4
Projection rooms 409.3
Repair garages 406.6.3
Smokeproof enclosures 909.20.3, 909.20.5
Stages 410.3.7
Under-floor ventilation 1203.3
NTS, PEMETRMDON PROTECTIOW 712
iTE, FSIRE RESISTAMT 720
OPEWINO PROTECTION
Atriums 404.5
Duct penetrations 716.1
Elevators 707.14
Institutional 1-3 occupancy 408.5
Shaft enclosure 707
Value 3410.6.6.1
riBULES, EXIT DISCHARGE 1023.1
Expanded 802, 803.7
Rigid 1405.13
NS 113
Amusement buildings, special 41 1 .6
Covered mall buildings 402.13
High-rise buildings 907.2.12
Underground buildings 907.2.19.1
TUMNELED WALLBEARIM© 3104
Fire resistance Table 601
Materials per construction type Chapter 6
Opening protection 715
EXTERIOR 704
Bearing Chapter 6
Coverings 1405
Fire-resistance ratings 704.5, 706, 1403.5
Flashing, veneered walls 1405.3
Foam plastic insulation 2603.4.1.4, 2603.5
Light-transmitting plastic panels 2607
Materials 704.4, 1406
Nonbearing Chapter 6
Opening protection 704
Projections 704.2
Structural stability 704.6
Vapor retarder 1403.3
Veneer (see Veneer) 1405.4, 1405.5,
1405.6, 1405.10
Weather resistance 1403.2, 1405.2
Weather resistant barriers 1 405.2
iALL, FIRE RESISTANT,
PENETRATIONS 712.3
/ALL, FOUNDATION 1805.5
/ALL, INTERIOR
Opening protection 715
WALL, IVaASONRY
Lateral stability 2109.2
Lateral support 2109.4, 2106
Shear 2109.2.1.2
Wood contact 2304.11.2.3, 2304.11.2.4
2003 BNTERMATIIONAL BUILDIING CODE®
653
INDEX
WALL, PARAPET 704.11, 1503.3, 2109.5.5
WALL, PARTY (see FIRE WALLS) 705.1
Fire resistance 705
WALL, RETAINING Chapter 18, 2304.11.7
WALL, VENEERED (see VENEER) Chapter 14
WALL, WOOD CONSTRUCTION
Bracing 2308.9.3
Cutting, notching, boring 2308.9.10
Exterior framing 2308.9
Fastening schedule 2304.9
Framing 2304.3, 2308.9.2
Interior bearing partition 2308.9.1
Interior nonbearing partition 2308.9.2.3
Opening, framing 2308.9
Seismic provisions 2305, 2306, 2308
Shear walls 2305.3, 2306.2
Sheathing (see SHEATHING)
Studs 2306.2, 2308.9.1
Top plates 2308.9.2.1
WALL SIGNS Hill
WATER-REACTIVE MATERIALS. ..... Table 307.7(1)
WEATHER, COLD
Concrete construction 1905.12
Masonry construction 2104.3
WEATHER, HOT
Concrete construction 1905.13
Masonry construction 2104.4
WEATHER PROTECTION
Exterior walls 1405.2
Roofs 1503
WEEPHOLES 21 04.1 .8
WELDING, STEEL 1704.3.1
WIND BORNE DEBRIS 1609.1.4
WIND LOAD 1609
Exposure category 1609.4
Glass 2404.1
Glass block 2110.3.1
Roofs 1504.1, 1609.7, 2308.10.1
Wind-borne debris 1609.1.4
WINDERS, STAIR (see STAIRWAY CONSTRUCTION)
WINDOW 1025
Emergency egress 1025
Exterior, structural testing 1714.5
Fire (see OPENING
PROTECTIVES) 715.4.7, 715.4.8
Glass (see GLASS) 1405.12
Operable 1108.13.1
Required, light and ventilation 1205.2
Wells 1025.5
WIRES, PENETRATION PROTECTION 712
WOOD Chapter 23
Assemblies, calculated fire resistance 721 .6
Bracing, walls 2308.9.3
Ceiling framing 2308.10
Connections and fasteners 2304.9
Contacting concrete, masonry,
or earth 2304.1 1 .4
Decay, protection against 2304.1 1
Diaphragms 1620.2, 2306.3
Draftstopping 717.3, 717.4
End-jointed lumber 2303.1 .1
Fiberboard 2303.1.5, 2306.4.4
Fire retardant treated 2303.2
Fireblocking 717.2
Floor and roof framing (see FLOOR
CONSTRUCTION, WOOD) 2304.4
Floor sheathing 2304.7
Foundation 1805.4.6, 2308.3.3.1
Grade, lumber 2303.1 .1
Hardboard 2303.1 .6
Heavy timber construction 2304.10
Hurricane shutters 1609.1.4
l-joist 2303.1.2
Inspection 1704.6
Lateral force-resisting systems 2305
Light-frame construction, conventional 2308
Load and resistance factor design 2307
Moisture content 2303.1.8.2, 2303.2.5
Nails and staples 2303.6
Particleboard shear walls 2306.4.3
Plywood, hardwood 2303.3
Preservative treated 1403.6, 2303.1.8
Roof framing (see ROOF CONSTRUCTION,
WOOD) 2304.4
Roof sheathing 2304.7
Seismic provisions 2305, 2306
2308.11 -2308.12.9
Shear walls 2305.3, 2306.4
Standards and quality, minimum 2303
Stress design, allowable 2306
Structural panels 2303.1 .4
Supporting masonry 2304.12
Termite, protection against 2304.1 1
Testing, structural 1714
Trusses 2303.4,
2308.10.7
Veneer Chapter 14
Wall framing (see WALLS, WOOD
CONSTRUCTION) 2304.3
654
2003 INTERNATIONAL BUILDING CODE®
Wall sheathing 2304.6
Wood supporting masonry or concrete . . 2304.12
Wind provisions 2306.2
fOOD SHINGLES AMD SHAGCES 1507.8, 1507.9
fOOD STRUCTURAL PAWELS
(see WOOD) 2303.1 .4
Steel stud 221 1 .2.2.2
Y
704.3, 1206
2003 INTERESSATDOSMAL BUILDING CODE® 655
656 2003 INTERNATIONAL BUILDING CODE®
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Page 27
terials.
Page 28
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Page 96
CERAMIC FIBER BLANKET: Section reference now reads ... 721.1.1
CONCRETE CARBONATE AGGREGATE: now reads ... See Section 721.1.1.
CONCRETE , CELLULAR: now reads ... See Section 721.1.1.
CONCRETE, LIGHTWEIGHT AGGREGATE: now reads ... See Section 721.1.1.
CONCRETE, PERLITE: now reads ... See Section 721.1.1.
CONCRETE, SAND-LIGHTWEIGHT: now reads ... See Section 721.1.1.
CONCRETE, SILICEOUS AGGREGATE: now reads ... See Section 721.1.1.
CONCRETE, VERMICULITE: now reads ... See Section 721.1.1.
GLASS FIBERBOARD: now reads ... See Section 721.1.1.
MINERAL BOARD: now reads ... See Section 721.1.1.
302.2: Section reference in line 3 now reads . . . Section 302.3.2
307.2: Last line of COMBUSTIBLE FIBERS now reads . . . wastepaper, certain synthetic fibers or other like ma-
. . Section 1004.
. Section 705.
. Section 705.
. Section 302.3.2.
Table 307.7(1): Column 2, row 2, line 2 now reads . . . IIIA
Table 307.7(1): Column 4, row 12, line 1 now reads . . . l"'^
402.4.1.4: Section reference in 1st sentence now reads
402.7.3: Section reference in last sentence now reads .
406.1.2: Section reference in last sentence now reads .
406.2.7: Section reference in last sentence now reads .
406.3.4: Last line now reads ... of Sections 302.3, 402.7.1, 406.3.13, 508.3, 508.4 and 508.7.
408.3.3: Section reference now reads . . . Section 1009.9
408.3.6: Item 2, section reference now reads . . . Section 715.3.
412.1.3: Exception, section reference now reads . . . Section 1019.1.8
Table 415.3.2: Column 2, row 3, last line now reads . . . Division 1.6
415.7.3.4.1: Line 8 now reads . . . Section 715.
415.7.3.5.2: Section reference now reads . . . Section 715
415.9.2.2: Exception 2, last line now reads . . . Section 715
505.3: Line 3 now reads . . . Section 1013.3.
505.3: Exceptions 1 and 2 now read . . . Section 1014.1 and 1007, respectively.
507.6: Last line now reads . . . with Table 302.3.2
508.4: Last line now reads . . . Section 302.3.2.
508.7.1: Line 4 now reads ... in Table 302.3.2 ...
603.1: Item 15 now reads . . . Nailing or furring strips as permitted by Section 803.4.
705.6: Exception 2, line 1 now reads . . . Two-hour fire-resistance-rated walls shall be ...
705.6: Exception 4.3. line 7 now reads ... by a minimum of 2-inch (51 mm) nominal ledgers ...
706.7: Section references now read . . . Section 715 and 1019.1.1, respectively.
706.8.1: Section reference now reads . . . Section 1019.1.2
707.2: Exception 2.2, line 9 now reads . . . Section 907.10
707.8.1: Exception now reads . . . Section 1019.1.2
708.1: New item added now reads ... 5. Elevator lobby separation as required by Section 707.14.1.
708.3: Last line now reads . . . wall shall be at least 1 hour.
710.5.2: Last line now reads . . . the ambient temperture test and the elevated temperature exposure test.
Page 102, 715.4: Last line now reads . . . Section 715.4.8.
Page 105, 716.5.3: Last line now reads ... as permitted by Section 1019.1.2.
2003 liMTERNATIONAL BUIILDSNG CODE®
657
Page 106, 716.6.2: Last line now reads . . . with Section 712.4.2, where exhaust ducts are located with the cavity of a wall,
and where exhaust ducts do not pass through another dwelling unit or tenant space.
Page 121, Table 720.1(2): Column 3, row 2, hne 4 now reads . . .with 2V4" Type S drywall screws, spaced 12" on center,
wallboard joints covered with paper tape and joint compound, fastener heads covered with joint compound, ...
Page 160, 803.7: Section reference now reads . . . Section 803.6
Page 160, 803.7: Exception, last line now reads . . . with Sections 803.1 or 803.6.
Page 161, 805.1.2: Exception, last line now reads . . . with Section 803.4.
Page 173, 905.10: Line 2 now reads . . . during construction and demolition operations shall ...
Page 182, 909.5.2: Last 2 lines now read . . . Door openings shall be protected by fire door assemblies complying with
Section 715.3.3.
Page 182, 909,5.2: Exception 1, last line now reads ... in accordance with Section 907.10.
Page 188, 909.20.2.1: Line 5 now reads ... in accordance with Section 715.3.7.
Page 188, 909.20.3.1: Last line now reads ... in accordance with Section 715.3.
Page 188, 909.20.3.2: Section references now read . . . Section 715.3.
Page 188, 909.20.4.1: Section references now read . . . Section 715.3.
Page 195, Table 1004.1.2: Column 2, row 6 now reads ... See Section 1004.7
Page 217, 1021.3: Last line now reads . . . with Section 907.10.
Page 239, 1203.1: Section reference now reads . . . Section 1203.4
Page 240, 1203.4.3: Section reference now reads . . . Section 1206
Page 256, Table 1507.2: Column 2, row 10, line 2 now reads . . . (0.105 inch)
Page 271, 1604.6: Section reference now reads . . . Section 1713
Page 323, 1615.1.4: Equation 16-43, section reference in notation Tnow reads . . . (see Section 9.5.5.3 of ASCE 7).
Page 331, 1617.2.2.2: Reference to r in notation r^^^now reads . . . p
Page 332, 1617.6.1.1: Item 3, last line now reads . . . factor of 4.
Page 333, 1617.6.1: New subsection 1617.6.1.3 added.
Page 342, 1622.1.3: ASCE 7, Section changed to 9.14.7.9 and section reference in 5th line now reads 9.1.3
Page 350, 1704.5: Last line of Section and Exception 1 now read . . . Table 1604.5 and Section 1617.2).
Page 350, 1704.5.2: Last line now reads . . . Table 1604.5 and Section 1617.2).
Page 352, Table 1704.5.3: Column 5, row 12 now reads . . . Sec. 1.2.2(e), 2.1.4, 3.1.6
Page 371, 1805.9: paragraph 2, line 2 and last line line of exception 2 now reads . . . provisions of ACI 318, Sections
21.10.1 to 21.10.3
Page 377, 1808.2.23.2: Line 6 now reads . . . Provisions of ACI 318, Section 21.10.4; Exception 2, last line now reads . . .
Section 21.10.4; Exception 3 now reads . . . Section 21.10.4.4(a) of ACI 318...
Page 399, 1910.4.1: Last line now reads ... as modified by Section 1908.1.7.
Page 400, 1910.5.2: Last line now reads . . . Section 1908.1.6.
Page 418, 2106.5.1: Section now reads . . . When calculating in-plane shear or diagonal tension stresses by the working
stress design method, shear walls that resist seismic forces shall be designed to resist 1.5 times the seismic forces required
by Chapter 16. The 1.5 multiplier need not be applied to the overturning moment.
Page 419, 2107.2.6: 2nd paragraph deleted
Page 432, 2113.3: line 5 now reads ... in Sections 2113.3.1, 2113.3.2 and 2113.4.
Page 459, 2305.2.4.1: line 3 now reads . . . requirements in Section 1620.5 or Section 9.5.2.6.5 of ASCE 7
Page 460, Table 2305.3.3: Note a now reads . . . For design to resist seismic forces, shear wall height-width ratios greater
than 2:1, but not exceeding 3'/2:l, are permitted provided the allowable shear resistance values in Table 2306.4.1 are mul-
tiplied by 2w/h.
Page 510, Table 2308.12.4: Column 5, row 1 now reads ... 1.00 < S^s
Page 524, 2406.2: Section reference in line 2 now reads . . . Section 2406.2.1
658 2003 8NTERNATB0NAL BUILDING CODE®
EDITORIAL CHANGES - THIRD PRINTING
Page 24, 302.3.2: Exception, line 4 now reads ... the fire-resistance ratings in Table 302.3.2...
Page 24, Table 302.3.2: Note d now reads ... See Section 406.1.4.
Page 28, Table 307.7(1): Note n added in title.
Page 29, Table 307.7(1): Note n added in title.
Page 29, Table 307.7(1): Note e now reads . . . e. Maximum allowable quantities shall be increased 100 percent when
stored in approved storage cabinets, gas cabinets, exhausted enclosures or safety cans as specified in the International
Fire Code. Where Note d also applies, the increase for both notes shall be applied accumulatively.
Page 29, Table 307.7(1): Note m now reads . . . m. For gallons of liquids, divide the amount in pounds by 10 in accor-
dance with Section 2703.1.2 of the International Fire Code.
Page 29, Table 307.7(1): Note n now reads . . . n. For storage and display quantities in Group M and storage quantities in
Group S occupancies complying with Section 414.2.4, see Table 414.2.4.
Page 40, 402.7.3: Exception, last line now reads . . . complying with Section 705.
Page 51, 410.3.1: Exception 1, last line now reads . . . with Section 410.3.4.
Page 56, Section 414.1.2.2 now reads 414ol.2ol Aerosols and 414.1.2.2 deleted.
Page 57, Table 414.2.4: Note i now reads . . . i. The permitted quantities shall not be limited in a building equipped
throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.
Page 60, LIQUID STORAGE ROOM, last line now reads . . . liquids in a closed condition.
Page 74, Table 503: Group 1-3, Type IIB55 now reads . . . 10,000
Page 134, Table 721.2.3(2): Title now reads . . . COVER THICKNESS FOR PRESTRESSED CONCRETE FLOOR OR
ROOF SLABS (inches)
Page 178, 907.2.13: Line 4 now reads ... be activated in accordance with Section 907.6.
Page 197, 1007.1: Exception 3, last line now reads ... in Section 1024.8.
Page 199, 1008.1.2: Exception 6 now reads . . . Power-operated doors in accordance with Section 1008.1.3.2.
Page 213, 1016.4: now reads . . . Anr movememilt nm corridors. Exit access corridors shall not serve as supply, return, ex-
haust, relief or ventilation air ducts.
Page 217, 1021.3: Line 3 now reads . . . smoke detector installed in accordance with Section 907.10.
Page 248, 1405.9.1 has been deleted.
Page 248, 1405.9.1.1: now reads . . . 14(ID5.9.1 Imiternor adhered masomiry vemeers. Interior adhered masonry veneers
shall have a maximum weight of 20 psf (0.958 kg/m^) and shall be installed in accordance with Section 1405.9. Where the
interior adhered masonry veneer is supported by wood construction, the supporting members shall be designed to limit de-
flection to 1/600 of the span of the supporting members.
Page 425, 2110.1.1: Exception 1, line 4 now reads . . . 715 in fire barriers and fire partitions that have a...
Page 428, Table 2111.1: Row 2, column 3 now reads . . . 4-inch minimum thickness for hearth, 2-inch minimum thickness
for hearth extension.
Page 441, 2211.2.2: Item 8, last line now reads ... by Table 2211.2(1).
Page 441, Table 221 1.2(2): Title now reads . . . NOMINAL SHEAR VALUES FOR WIND AND SEISMIC FORCES IN
POUNDS PER FOOT FOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL STUDS AND FACED WITH
GYPSUM BOARD^'"
Page 443, Table 2211.3: Table notes now read ... a. See Section 2211.3.2, item 2. b. See Section 2211.3.2, item 1.
Page 443, 2211.3.2: Line 3 now reads . . . multiplied by the sum of the widths (EL,) of the Type II shear...
Page 443, 2211.3.3: Line 1 now reads . . . Annclhorage amd load path. Design of Type II shear wall...
Page 444, 2211.3.3.3: Line 3 now reads . . . Section 2211.3.3.1, Type II shear wall bottom plates...
Page 444, 221 1.3.3.4: Line 2 now reads . . . each end of each Type II shear wall segment shall be...
Page 468, Table 2306.3.2: Note a, line 2 now reads . . . above for nail size of actual grade, and (3) Multiply value by the
following adjustment factor = [1 - (0.5 - SG)], where SG = Specific gravity of the framing lumber.
Page 547, Table 2902.1: Title now reads . . . MINIMUM NUMBER OF REQUIRED PLUMBING FIXTURES"
2003 INTERMATJONAL BUILDIWG CODE® 659
EDITORIAL CHANGES - FOURTH PRINTING
Page 30, [F] TABLE 307.7(2): Note j added in title.
Page 30, [F] TABLE 307.7(2): Note j reads . . . For gallons of liquids, divide the amount in pounds by 10 in accordance
with Section 2703.1.2 of the International Fire Code.
Page 40, 402.7.3: Exception, last two lines now read . . . building shall be separated by 2-hour fire-barriers complying
with Section 706.
Page 45, 406.2.7: last 2 lines now read . . . rated from other occupancies in accordance with Section 302.3.
Page 83, TABLE 601: Type II, column B, last row, add a table note c to 0.
Page 342, 1621.1.3: Modified ASCE 7, Section 9.6.3.13, line 11 now reads . . . system listed in Section 307, shall, itself,
be designed to . . .
Page 343, 1623.1.1: Modified ASCE 7, Section 9.13.6.2.3, line 2 now reads . . . system shall comply with Section 714.7
of the . . .
Page 350, 1704.5: line 5 now reads . . . Table 1604.5 and Section 1616.2).
Page 350, 1704.5: exception 1, row 5 now reads . . . 1604.5 and Section 1616.2).
Page 350, 1704.5.2: line 6 now reads . . . 1616.2), shall comply with Table 1704.5.1.
Page 355 and 356, 1707.7.1: now reads . . . Special inspection is required for the installation of the following components,
where the component has a Component Importance Factor of 1.0 or 1.5 in accordance with Section 9.6.1.5 of ASCE 7.
Page 376, 1808.2.10: line 3 now reads ... for each pile type in Sections 1809 and 1810 are permitted ...
Page 384, 1810.6.2: exception line 2 now reads . . . 1808.2.10, the allowable stresses are permitted to be in- . . .
Page 397, 1908.1: line 2 now reads . . . cated in Sections 1908.1.1 through 1908.1.7.
Page 439, 2205.2.2: line 4 now reads . . . 341, Part I or III.
Page 539, 2602.7.2: line 4 now reads . . . ing, at an ambient temperature of at least 200°F (1 ITC) be- . . .
660 2000 INTERNATIONAL BUILDING CODE®
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