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DEPARTMENT OF LABOR & ECONOMIC GROWTH

DIRECTOR'S OFFICE

CONSTRUCTION CODE

(By authority conferred on the director of the department of labor and
economic growth by section 4 of 1972 PA 230, MCL 125.1504, and Executive
Reorganization Order Nos . 1996-2 and 2003-1, MCL 445.2001 and 445.2011)

PART 4. BUILDING CODE

R 408.30401 Applicable code.

Rule 401. Except as provided in R 408.30401a, the provisions of the
international building code, 2006 edition, including appendices F, G, and H,
except for sections 104.8, 108.2 to 108.6, 114.3, 415.6.2.2 to 415.6.2.10,
415.6.3.1 to 415.6.3.5.2, table 1608.2, 2902 to 2902.5, Table 2902.1, 3006.5,
the definition of "recreational vehicle" in Appendix G, and, IECC-2006, ICC
EC-2006, IMC-2006, IPC-2006, IPSDC-2006 listed in chapter 35, and the
provisions of the international residential code, 2006 edition, including
appendices A, B, C, D, E, F, G, J, K, M, N, O, and Q except for sections
R104.8, R108.2, R108.3, R108.4, R108.5, NllOl to N1103.6 tables NllOl.2,
N1102.1, R404.1(l), R404.1(2) and R404.1(3) sections P2503.8, P2709.2.3,
AJ102.4, Figure N3 and IBC-2006, ICC EC-2006, IECC-2006, IMC-2006, IPC-2006,
NFPA 70-05 listed in chapter 43 govern the construction, alteration,
relocation, demolition, use, and occupancy of buildings and structures, and,
with exceptions noted, the international building code and the international
residential code are adopted by reference in these rules. All references to
the International Building Code, International Residential Code,
International Energy Conservation Code, International Electrical Code,
International Existing Building Code, International Mechanical Code, and
International Plumbing Code mean the Michigan Building Code, Michigan
Residential Code, Michigan Uniform Energy Code, Michigan Electrical Code,
Michigan Rehabilitation Code for Existing Buildings, Michigan Mechanical
Code, and Michigan Plumbing Code respectively. The codes are available for
inspection at the Okemos office of the Michigan Department of Labor &
Economic Growth, Bureau of Construction Codes. The codes may be purchased
from the International Code Council, 500 New Jersey Avenue, N.W. , 6th Floor,
Washington, D.C. 20001, or from the Michigan Department of Labor & Economic
Growth, Bureau of Construction Codes, 2501 Woodlake Circle, Okemos, Michigan
48864, at a cost as of the time of adoption of these amendatory rules of
$86.00 and $66.00 respectively.

History: 1954 ACS 79, Eff. Nov. 6, 1974; 1954 ACS 89, Eff. Nov. 13,
1976; 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; 1979 ACS 8, Eff. Dec. 16,
1981; 1985 MR 7, Eff. July 30, 1985; 1988 MR 7, Eff. Aug. 10, 1988; 1992 MR
10, Eff. Nov. 7, 1992; 1995 MR 5, Eff. May 18, 1995; 1998 MR 11, Eff.
Nov. 30, 1998; 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004;
2008 MR 6, Eff. Aug. 1, 2008.

R 408.30401a Adult foster care facilities and child care organizations.

Rule 401a. (1) Promulgation authority for fire safety standards for
facilities and camps licensed or registered under the adult foster care
facility licensing act, 1979 PA 218, being MCL 400.701 et seq. , and the child
care organizations act, 1973 PA 116, being MCL 722.101 et seq., is vested in
the department of human services and the bureau of fire services.

(2) Until amended or rescinded by the promulgating authority, the 2003

Michigan building code provisions relative to fire safety standards for
facilities and camps licensed or registered under the adult foster care
facility licensing act, 1979 PA 218, being MCL 400.701 et seq. , and the child
care organizations act, 1973 PA 116, being MCL 722.101 et seq. , remain in
effect.

History: 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30402 Title.

Rule 402. Section 101.1 of the code is amended to read as follows:

101.1. Title. These rules shall be known as the Michigan building code,

hereinafter referred to as "the code."

History: 1979 ACS 8, Eff. Dec. 16, 1981; 1995 MR 5, Eff. May 18, 1995;
1998 MR 11, Eff. Nov. 30, 1998; 2001 MR 8, Eff. Jul. 31, 2001.

R 408.30403 Rescinded.

History: 1979 ACS 8, Eff. Dec. 16, 1981; 1985 MR 7, Eff. July 30, 1985;
1988 MR 7, Eff. Aug. 10, 1988; 1988 MR 12, Eff. Jan. 4, 1989; 1995 MR 5,
Eff. May 18, 1995; rescinded 199 8 MR 11, Eff. Nov. 30, 199 8.

R 408.30403a Rescinded.

History: 1985 MR 7, Eff. July 30, 1985; 1992 MR 10, Eff. Nov. 7, 1992;
rescinded 1995 MR 5, Eff. May 18, 1995.

R 408.30404 Approved materials and equipment.

Rule 404. Section 104.9 of the code is amended to read as follows:
104.9. Approved materials and equipment. Materials, equipment, and
devices shall be constructed or installed in accordance with approvals
granted under the act or by the building official. The building official
shall review reports prepared by recognized evaluation services and determine
if the intent of the code is met.

History: 1979 ACS 8, Eff. Dec. 16, 1981; 1995 MR 5, Eff. May 18, 1995;
2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008 MR 6, Eff.
Aug. 1, 2008.

R 408.30405 Professional architectural and engineering services.
Rule 405. Section 106.1 of the code is amended to read as follows:
106.1. Submittal documents. Construction documents, special inspection
and structural programs and other data shall be submitted in 1 or more sets
with each application for a permit. The construction documents shall be
prepared by, or under the direct supervision of, a registered design
professional when required by 1980 PA 299, MCL 339.101 to 339.2721. Where
special conditions exist, the building official is authorized to require
additional construction documents to be prepared by a registered design
professional .

History: 1979 ACS 8, Eff. Dec. 16, 1981; 1985 MR 7, Eff. July 30, 1985;
1995 MR 5, Eff. May 18, 1995; 1998 MR 11, Eff. Nov. 30, 1998; 2001 MR 8, Eff.
Jul. 31, 2001; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30406 Rescinded.

History: 1979 ACS 8, Eff. Dec. 16, 1981; 1988 MR 7, Eff. Aug. 10, 1988;
1995 MR 5, Eff. May 18, 1995; 2001 MR 8, Eff. Jul. 31, 2001; rescinded 2004
MR 4, Eff. Feb. 29, 2004.

R 408.30407 Rescinded.

History: 1979 ACS 8, Eff. Dec. 16, 1981; 1995 MR 5, Eff. May 18, 1995;
rescinded, 1998 MR 11, Eff. Nov. 30, 1998.

R 408.30408 Fees.

Rule 408. Section 108.1 of the code is amended to read as follows:

108.1. Payment of fees. The fees prescribed by the act shall be paid to
the enforcing agency of the jurisdiction before a permit to begin work for
new construction, alteration, removal, demolition, or other building
operation may be issued. In addition, an amendment to a permit necessitating
an additional fee shall not be approved until the additional fee has been
paid.

History: 1979 ACS 8, Eff. Dec. 16, 1981; 1995 MR 5, Eff. May 18, 1995;
2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008 MR 6, Eff.
Aug. 1, 2008.

R 408.30409 Permit.

Rule 409. Sections 105.1.1, 105.1.2, and 105.2 of the code are amended to
read as follows:

105.1.1. Annual permit. In place of an individual permit for each
alteration to an already approved electrical, gas, mechanical, or plumbing
installation, the enforcing agency is authorized to issue an annual permit
upon application therefore to any person, firm, or corporation. The
applicant shall be licensed in accordance with the requirements of 1956 PA
217, MCL 338.881 et seq. , 1984 PA 192, MCL 338.971 et seq. , or 2002 PA 733,
MCL 338.3511 et seq.

105.1.2. Annual permit records. The person to whom an annual permit is
issued shall keep a detailed record of alterations made under an annual
permit. Access to the records shall be provided at all times and the records
shall be filed with the enforcing agency.

105.2. Work exempt from permit. Exemptions from permit requirements of
the code shall not be deemed to grant authorization for any work to be done
in any manner in violation of the provisions of the code or any other laws or
ordinances of this jurisdiction. Permits shall not be required for any of
the following:

(a) Building permits shall not be required for any of the following:

(i) One-story detached accessory structures used as tool and storage
sheds, playhouses and similar uses, provided the floor area does not exceed
12 square feet (11.15m2).

(ii) A fence that is not more than 6 feet (1829 mm) high.

(iii) Oil derricks.

(iv) A retaining wall that is not more than 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.

(v) A water tank supported directly upon grade if the capacity is not more
than 5, 000 gallons (18 927 L) and the ratio of height to diameter or width
is not greater than 2 to 1 .

(vi) A sidewalk or driveway that is not more than 30 inches (762 mm) above
grade and is not over any basement or story below and which are not part of
an accessible route.

(vii) Painting, papering, tiling, carpeting, cabinets, counter tops and
similar finish work.

(viii) Temporary motion picture, television and theater stage sets and
scenery.

(ix) Prefabricated swimming pools accessory to a group R-3 occupancy, as
applicable in section 101.2, which are less than 24 inches (610 mm) deep, do
not exceed 5,000 gallons (19 000 L) and are installed entirely above ground.

(x) Shade cloth structures constructed for nursery or agricultural
purposes and not including service systems.

(xi) Swings and other playground equipment accessory to 1- and 2 -family
dwellings.

(xii) 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
additional support of group R-3, as applicable in section 101.2 and group U
occupancies.

(xiii) Movable cases, counters, and partitions.

(b) Electrical permits shall not be required for any of the following:

(i) Repairs and maintenance: Minor repair work, including the replacement
of lamps or the connection of approved portable electrical equipment to
approved permanently installed receptacles.

(ii) Radio and television transmitting stations: The provisions of the
code do not apply to electrical equipment used for radio and television
transmissions, but do apply to equipment and wiring for power supply and to
the installation of towers and antennas.

(iii) Temporary testing systems: A permit is not required for the
installation of any temporary system required for the testing or servicing of
electrical equipment or apparatus.

(ii) Replacement of any minor part that does not alter approval of
equipment or make the equipment unsafe.

(iii) Portable heating appliance.

(iv) Portable ventilation equipment.

(v) Portable cooling unit.

(vi) Steam, hot or chilled water piping within any heating or cooling
equipment regulated by the code.

(vii) Replacement of any part that does not alter its approval or make it
unsafe.

(viii) Portable evaporative cooler.

(ix) Self-contained portable refrigeration unit that is not more than 1.5
horsepower (1119 W) .

(d) Plumbing permits shall not be required for any of the following:

(i) The stopping of leaks in drains, water, soil, waste, or vent pipe.
However, if any concealed trap, drainpipe, water, soil, waste, or vent pipe
becomes defective and it becomes necessary to remove and replace the drain or
pipe with new material, then the work is considered new work and a permit
shall be obtained and inspection made as provided in the code.

(ii) The clearing of stoppages or the repairing of leaks in pipes, valves,
or fixtures, and the removal and reinstallation of water closets, if the
repairs do not involve or require the replacement or rearrangement of valves,
pipes, or fixtures.

History: 1979 ACS 8, Eff. Dec. 16, 1981; 1985 MR 7, Eff. July 30, 1985;
1992 MR 10, Eff. Nov. 7, 1992; 1995 MR 5, Eff. May 18, 1995; 2001 MR 8, Eff.
Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004.

R 408.30410 Violations.

Rule 410. Section 113.4 of the code is amended to read as follows:
113.4. Violation penalties. It is unlawful for any person, firm, or
corporation to violate a provision of the code or fail to conform with any of
the requirements thereof, or erect, construct, alter, extend, repair, move,
remove, demolish, or occupy any building, structure, or equipment regulated
by the code, or cause work to be performed or done, in conflict with or in
violation of the approved construction documents or directive of the
enforcing agency, or a permit or certificate issued under the code. A
violator shall be assessed a fine in accordance with the act.

History: 1979 ACS 8, Eff. Dec. 16, 1981; 1995 MR 5, Eff. May 18, 1995;
2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. f eb . 29, 2004; 2008 MR 6, Eff.
Aug. 1, 2008.

R 408.30411 Stop-work order.

Rule 411. Section 114.2 of the code is amended to read as follows:

114.2. Issuance. Upon notice from the enforcing agency, work on any

building or structure that is being done contrary to the code or in a

dangerous or unsafe manner shall immediately cease. Notice shall be in
accordance with the act. A person who is served with a stop work order,
except for work that the person is directed to perform to remove a violation
or unsafe condition is subject to the penalty provisions prescribed in the
act.

History: 1954 ACS 19, Eff. Nov. 6, 1974; 1979 AC; 1979 ACS 8, Eff. Dec.
16, 1981; 1995 MR 5, Eff. May 18, 1995; 2001 MR 8, Eff. Jul. 31, 2001; 2004
MR 4, Eff. Feb. 29, 2004; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30412 Certificate of use and occupancy.

Rule 412. Section 110.1 of the code is amended to read as follows:

110.1. Use and occupancy. A building or structure shall not be used or

occupied, and a change in the existing occupancy classification of a building

or structure or portion thereof shall not be made until a certificate of

occupancy has been issued in accordance with the act.

History: 1954 ACS 79, Eff. Nov. 6, 1974; 1979 AC; 1979 ACS 8, Eff. Dec.
16, 1981; 1995 MR 5, Eff. May 18, 1995; 2001 MR 8, Eff. Jul. 31, 2001; 2004
MR 4, Eff. Feb. 29, 2004; ; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30413

Rescinded.

History: 1954 ACS 79, Eff. Nov. 6, 1974; 1979 AC; 1979 ACS 8, Eff. Dec.
16, 1981; 1985 MR 7, Eff. July 30, 1985; rescinded 1995 MR 5, Eff. May 18,
1995.

are amended to read as

R 408.30414 Board of appeals.

Rule 414. Sections 112.1 and 112.3 of the code
follows:

112.1 Means of appeal. An interested person may appeal a decision of the
enforcing agency to the board of appeals in accordance with the act. An
application for appeal shall be based on a claim that the true intent of the
code or the rules governing construction have been incorrectly interpreted,
the provisions of the code do not apply, or an equal or better form of
construction is proposed. The decision of a local board of appeals may
appealed to the construction code commission in accordance with the act
time frames.

Exception: Requests for barrier free design exception shall be
accordance with 1966 PA 1, MCL 125.1352 to 125.1356.

112.3 Qualifications. The board of appeals shall consist of members
are qualified in accordance with the act.

be
and

who

History: 1954 ACS 79, Eff. Nov. 6, 1974; 1954 ACS 89, Eff. Nov. 13,
1976; 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; 1979 ACS 8, Eff. Dec. 16,
1981; 1985 MR 7, Eff. July 30, 1985; 1988 MR 7, Eff. Aug. 10, 1988;
rescinded 1992 MR 10, Eff. Nov. 7, 1992; 2004 MR 4, Eff. Feb. 29, 2004; 2008
MR 6, Eff. Aug. 1, 2008.

R 408.30415

Rescinded.

History: 1954 ACS 79, Eff. Nov. 6, 1974; 1954 ACS 89, Eff. Nov.
1976; 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; rescinded 1979 ACS
Eff. Dec. 16, 1981.

13,

R 408.30415a Definitions.

Rule 415a. The definition of act is added and the definitions of building,
registered design professional, and structure in section 202 of the code are
amended to read as follows:

202. Definitions.

"Act" means 1972 PA 230, MCL 125.1501 to 125.1531 and known as the

Stille-DeRossett-Hale single state construction code act.

"Building" means a combination of materials, whether portable or fixed,
forming a structure affording a facility or shelter for use or occupancy by
persons, animals, or property. The term does not include a building
incidental to the use for agricultural purposes of the land on which the
building is located if it is not used in the business of retail trade. The
term shall be construed as though followed by the words "or part or parts of
the building and all equipment in the building" unless the context clearly
requires a different meaning.

"Building official" means the person who is appointed and employed by a
governmental subdivision charged with the administration and enforcement of
the state code or codes and who is registered in accordance with the
requirements of 1986 PA 54, MCL 338.2301 to 338.2313.

"Registered design professional" means an individual who is licensed under
article 20, 1980 PA 299, MCL 339.2001to 339.2721.

"Structure" means that which is built or constructed, an edifice or
building of any kind, or a piece of work artificially built up or composed of
parts joined together in some definite manner. Structure does not include a
structure incident to the use for agricultural purposes of the land on which
the structure is located and does not include works of heavy civil
construction including without limitation any of the following:

(a) A highway.

(b) A bridge.

(d) A reservoir.

(e) A lock.

(f ) A mine.

(g) A harbor.

(h) A dockside port facility.

(i) An airport landing facility.

(j) A facility for the generation, or transmission, or distribution of
electricity.

Structure shall be construed as though followed by the words "or part or
parts of the structure and all equipment in the structure," unless the
context clearly indicates otherwise.

History: 1988 MR 12, Eff. Jan. 4, 1989; 1995 MR 5, Eff. May 18, 1995;
2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. f eb . 29, 2004; 2008 MR 6, Eff.
Aug. 1, 2008.

R 408.30416 Area and height increases.

Rule 416. Section 406.3.6 of the code is amended to read as follows:

406.3.6. Area and height increases. The allowable area and height of open
parking garages shall be increased in accordance with the provisions of this
section. Garages with sides open on 3/4 of the building perimeter are
permitted to be increased by 25% in area and 1 tier in height. Garages with
sides open around the entire building perimeter are permitted to be increased
50% in area and 1 tier in height. For a side to be considered open under the
provisions of this rule, the total area of openings along the side shall not
be less than 50% of the interior area of the side at each tier, and such
openings shall be equally distributed 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 3 sides of each such larger tier shall have continuous horizontal
openings not less than 30 inches (762 mm) in clear height extending for at
least 80% of the length of the sides, and no part of such larger tier shall
be more than 200 feet (60 960mm) 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 (9144 mm) for the full length of the
opening, and standpipes shall be provided in each such tier.

Open parking garages of type 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% 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.

History: 1954 ACS 19, Eff. Nov. 6, 1974; 1954 ACS 89, Eff. Nov. 13,

1976; 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; rescinded 1979 ACS 8,
Eff. Dec. 16, 1981; 2004 MR 4, Eff. feb. 29, 2004.

R 408.30417 Rescinded.

History: 1954 ACS 79, Eff. Nov. 6, 1974; 1954 ACS 89, Eff. Nov. 13,
1976; 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; rescinded 1979 ACS 8,
Eff. Dec. 16, 1981; 2004 MR 4, Eff. feb. 29, 2004; rescinded 2008 MR 6, Eff.
Aug. 1, 2008.

R 408.30418 Maximum floor area allowances per occupant.

Rule 418. Table 1004.1.1 of the code is amended to read as follows:

Table 1004.1.1

MAXIMUM FLOOR AREA
PER OCCUPANT

ALLOWANCES

FUNCTION OF SPACE

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.)

11 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

4 net

Day care

35 net

Dormitories

50 gross

Educational

Classroom area

Shops and other vocational room
areas

Locker rooms

2 net
50 net
15 gross

Exercise rooms

50 gross

H-5 Fabrication and manufacturing
areas

200 gross

Industrial areas

100 gross

Institutional areas

Inpatient treatment areas
Outpatient 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

History: 1954 ACS 79, Eff. Nov. 6, 1974; 1954 ACS 89, Eff. Nov. 13,
1976; 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; rescinded 1979 ACS 8,
Eff. Dec. 16, 1981; 2004 MR 4, Eff. Feb. 29, 2004; 2008 MR 6, Eff. Aug. 1,
2008.

R 408.30419 Stadiums.

Rule 419. Section 1008.2.1 of the code is amended to read as follows:
1008.2.1. Stadiums. Panic hardware is not required on gates surrounding
stadiums where such gates are under constant immediate supervision while
public is present, and further provided that safe dispersal areas based on 3
square feet (0.28 m2 ) 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.

History: 1954 ACS 79, Eff. Nov. 6, 1974; 1954 ACS 89, Eff. Nov. 13,
1976; 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; rescinded 1979 ACS 8,

Eff. Dec. 16, 1981; 2004 MR 4, Eff. Feb. 29, 2004

R 408.30420

Rescinded.

History: 1954 ACS 19, Eff. Nov. 6, 1974; 1954 ACS 89, Eff. Nov. 13,
1976; 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; rescinded 1979 ACS 8,
Eff. Dec. 16, 1981.

R 408.30421 Emergency escape and rescue.

Rule 421. Section 1026.1 of the code is amended to read as follows:
1026.1 General. 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, classrooms greater than 250 feet2 (23.2 m2 )
in group E, and group I-l occupancies. Basements and sleeping rooms below
the fourth story above grade plane shall have at least 1 exterior emergency
escape and rescue opening in accordance with this section. Where basements
contain 1 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.
Exceptions :

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 2 remote exits in opposite directions.

3 . The emergency escape and rescue opening is permitted to open onto a
balcony within an atrium in accordance with the requirements of section 404,
provided the balcony provides access to an exit and the dwelling 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 required 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, public alley, yard, or
egress court.

7. Basements without habitable spaces and having not more than 200 square
feet (18.6 square meters) in floor area shall not be required to have
emergency escape windows .

History: 1954 ACS 79, Eff. Nov. 6, 1974; 1954 ACS 89, Eff. Nov. 13,

1976; 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; rescinded 1979 ACS 8,

Eff. Dec. 16, 1981; 2004 MR 4, Eff. feb. 29, 2004; 2008 MR 6, Eff. Aug. 1,
2008.

R 408.30422

Rescinded,

History: 1954 ACS 79, Eff. Nov. 6, 1974; 1954 ACS 89, Eff. Nov. 13,
1976; 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; rescinded 1979 ACS 8,
Eff. Dec. 16, 1981.

R 408.30423 Rescinded.

History: 1954 ACS 79, Eff. Nov. 6, 1974; 1954 ACS 89, Eff. Nov. 13,
1976; 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; rescinded 1979 ACS 8,
Eff. Dec. 16, 1981.

R 408.30427 Barrier free design for buildings, structures, and improved

and section

the

areas.

Rule 427. Sections 1101.2 and 1109.7 of the code are amended
1103.2.16 is added to the code to read as follows:

1101.2 Design. Buildings and facilities shall be designed and constructed
to be accessible in accordance with 1966 PA 1, MCL 125.1351 to 125.1356, this
code and ICC/ANSI A 117.1, except sections 611 and 707.

1109.7 Lifts. Platform (wheelchair) lifts are permitted to be a part of a
required accessible route in new construction where indicated in items 1 to
10. Platform (wheelchair) lifts shall be installed in accordance with
Michigan elevator code, R 408.7001 to R 408.8695.

1. An accessible route to a performing area and speakers' platforms
occupancies in group A.

2. An accessible route to wheelchair spaces required to comply with
wheelchair space dispersion requirements of sections 1108.2.2 to 1108.2.4,

3. An accessible route to spaces that are not open to the general
with an occupant load of not more than 5 .

4. An accessible route within a dwelling or sleeping unit.

5. An accessible route to wheelchair seating spaces located in
dining terraces in A-5 occupancies where the means of egress from the
terraces to a public way are open to the outdoors.

6. An accessible route to jury boxes and witness stands; raised courtroom
stations including judges' benches, clerks' stations, bailiffs' stations,
deputy clerks' stations and court reporters' stations; and to depressed areas
such as the well of the court.

7. An accessible route to load and unload areas serving amusement rides.

8. An accessible route to play components or self contained play
structures .

9. An accessible route to team or player seating areas serving areas of
sport activity.

10. An accessible route where existing exterior site constraints make use
of a ramp or elevator infeasible.

1103.2.16. Military, fire service, and police facilities. Housing,
bathing, toilet, training, and storage areas intended for use and occupancy
exclusively by military, fire service, police, or security personnel required
to be physically agile are not required to be accessible.

public

outdoor
dining

History: 1954 ACS 79, Eff. Nov. 6, 1974; 1954 ACS 89, Eff. Nov. 13,
1976; 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; 1979 ACS 8, Eff. Dec. 16,
1981; 1985 MR 7, Eff. July 30, 1985; 1987 MR 3, Eff. Apr. 2, 1987; 1988 MR 7,
Eff. Aug. 10, 1988; 1992 MR 10, Eff. Nov. 7, 1992; 1995 MR 5, Eff. May 18,
1995; 1998 MR 11, Eff. Nov. 30, 1998; 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR
4 Eff. Feb. 29, 2004; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30427a Rescinded.

History: 1987 MR 6, Eff. July 2, 1987;
1992 MR 10, Eff. Nov. 7, 1992; 1995 MR 5, Eff
MR 8, Eff. Jul. 31, 2001.

1988 MR 12, Eff. Jan. 4, 1989;
May 18, 1995; rescinded 2001

R 408.30427b Rescinded,

History: 1988 MR 12, Eff. Jan. 4, 1989; 1995 MR 5, Eff.
rescinded 2001 MR 8, Eff. Jul. 31, 2001.

May 18, 1995;

R 408.30427c Rescinded.

History: 1988 MR 12, Eff. Jan. 4, 1989; 1992 MR 10, Eff. Nov. 7,
1995 MR 5, Eff. May 18, 1995; rescinded 2001 MR 8, Eff. Jul. 31, 2001

1992;

R 408.30427d Rescinded.

History: 1988 MR 12, Eff. Jan. 4, 1989; 1992 MR 10, Eff. Nov. 7, 1992;

1979

ACS

8, Eff.

Eff .

Apr . 2 ,

Eff .

May 18,

1995 MR 5, Eff. May 18, 1995; rescinded 2001 MR 8, Eff. Jul. 31, 2001.

R 408.30427e Rescinded.

History: 1988 MR 12, Eff. Jan. 4, 1989; 1992 MR 10, Eff. Nov. 7, 1992;
1995 MR 5, Eff. May 18, 1995; rescinded 2001 MR 8, Eff. Jul. 31, 2001.

R 408.30428 Rescinded.

History: 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC;

Dec. 16, 1981; 1985 MR 7, Eff. July 30, 1985; 1987 MR

1987; 1992 MR 10, Eff. Nov. 7, 1992; rescinded 1995 MR
1995.

R 408.30429 High-rise buildings.

Rule 429. Sections 403.1, 403.13, 907.2.12, and 907.8.2 of the code are
amended to read as follows:

403.1. Applicability. The provisions of this section shall apply to
buildings having the occupied floors located more than 55 feet (16764 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:

1. Airport traffic control towers in accordance with section 412 of the
code.

2. Open parking garages in accordance with section 406.3 of the code.

3. Buildings with an occupancy in group A-5 in accordance with section
303.1 of the code.

4. Low-hazard special industrial occupancies in accordance with section
503.1.1 of the code.

5. Buildings with an occupancy in group H-1, H-2, or H-3 in accordance
with section 415 of the code.

6. Existing buildings having occupied floor levels not more than 75 feet
(22860 mm) above the lowest level of fire department vehicle access where the
local unit of government complies with the following:

6.1. The local unit of government has a municipal fire department with an
ISO rating of 3 or lower, employing a full-time career fire fighting staff.

6.2. The governing body of the local unit of government has passed a
resolution affirming the use of this exception and filed that resolution with

the department of labor & economic growth, bureau of construction codes.

403.13. Smokeproof exit enclosures. Every required stairway serving
floors more than 55 feet (16764 mm) above the lowest level of fire department
vehicle access shall comply with sections 909.20 and 1020.1.7 of the code.

907.2.12. High-rise buildings. Buildings having floors used for human
occupancy located more than 55 feet (16764 mm) above the lowest level of fire
department vehicle access shall be provided with an automatic fire alarm
system and an emergency voice/alarm communication system in accordance with
section 907.2.12.2 of the code.

Exceptions :

1. Airport traffic control towers in accordance with sections 412 and
907.2.22 of the code.

2. Open parking garages in accordance with section 406.3 of the code.

3. Buildings with an occupancy in group A-5.

4. Low-hazard special occupancies in accordance with section 503.1.1 of
the code .

5. Buildings with an occupancy in group H-1, H-2, or H-3 in accordance
with section 415 of the code.

907.8.2. High-rise buildings. In buildings used for human occupancy that
have floors located more than 55 feet (16764 mm) above the lowest level of
fire department vehicle access, a separate zone by floor shall be provided
for all of the following types of alarm- initiating devices where provided:

1. Smoke detectors.

2. Sprinkler water-flow devices.

3. Manual fire alarm boxes.

4. Other approved types of automatic fire detection devices or suppression
systems.

History: 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; 1979 ACS 8, Eff.
Dec. 16, 1981; 1985 MR 1, Eff. July 30, 1985; 1988 MR 7, Eff. Aug. 10,
1988; 1992 MR 10, Eff. Nov. 7, 1992; 1995 MR 5, Eff. May 18, 1995; 2001 MR 8,
Eff. Jul. 31, 2001; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30429a Compliance.

Rule 429a. The code is amended by adding sections 3410.1 and 3410.2 as
follows:

3410.1 Compliance. The provisions of this section are intended 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 of the code, or sections 3401.3 through 3407, except where
compliance with other provisions of the code is specifically required in this
section.

Exception: Buildings made to comply with the provisions of the Michigan
rehabilitation code for existing buildings, R 408.30551 to R 408.30577, shall
be deemed to comply with the requirements of the code.

3410.2 Applicability. Structures existing before November 6, 1974, in
which work involving additions, alterations, or changes of occupancy shall be
made to conform to the requirements of this section or the provisions of
sections 3402 to 3406 of the code.

The provisions in sections 3410.2.1 to 3410.2.5 of the code shall apply to

existing occupancies 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 apply to
buildings that have occupancies in group H or I .

History: 2002 MR 19, Eff. Oct. 31, 2002; 2004 MR 4, Eff. feb. 29, 2004.

R 408.30430 Liquefied petroleum gas distribution facilities.

Rule 430. Section 415.6.3 of the code is amended to read as follows:
415.6.3. Liquefied petroleum gas distribution facilities. The design and
construction of propane, butane, propylene, butylene, and other liquefied
petroleum gas distribution facilities shall conform to the applicable
provisions of the Michigan liquified petroleum gas code, R 29.3801 to R
29.4035. The storage and handling of liquefied petroleum gas systems shall
conform to the international fire code listed in chapter 35. The design and
installation of piping, equipment, and systems that utilize liquefied
petroleum gas shall be in accordance with the international fuel gas code
listed in chapter 35. Liquefied petroleum gas distribution facilities shall
be ventilated in accordance with the Michigan mechanical code, R 408.30901 to
R 408.30998, and the requirements of the Michigan rules for the storage and
handling of flammable and combustible liquids, R 29.4101 to R 29.5516.

History: 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; 1979 ACS 8, Eff.
Dec. 16, 1981; 1985 MR 7, Eff. July 30, 1985; 1988 MR 7, Eff. Aug. 10,
1988; 1992 MR 10, Eff. Nov. 7, 1992; 1995 MR 5, Eff. May 18, 1995; 2001 MR 8,
Eff. Jul. 31, 2001; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30431 Rescinded.

History: 1954 ACS 89, Eff. Nov. 13, 1976; 1954 ACS 101, Eff. Nov. 21,
1979; 1979 AC; 1979 ACS 8, Eff. Dec. 16, 1981; rescinded 1985 MR 7, Eff.
July 30, 1985.

R 408.30432 Flammable and combustible liquids.

Rule 432. Section 415.6.2 of the code is amended to read as follows:
415.6.2. Flammable and combustible liquids. The storage, handling.

processing, and transporting of flammable and combustible liquids shall be in
accordance with the Michigan mechanical code, R 408.30901 to R 408.30998, and
the international fire code listed in chapter 35, and the requirements of the
Michigan rules for the storage and handling of flammable and combustible
liquids, R 29.4101 to R 29.5516.

History: 1979 ACS 101, Eff. Nov. 21, 1979; 1979 AC; 1979 ACS 8, Eff.

Dec. 16, 1981; 1988 MR 7, Eff. Aug. 10, 1988; 1992 MR 10, Eff. Nov. 7,

1992; 1995 MR 5, Eff. May 18, 1995; 2001 MR 8, Eff. Jul. 31, 2001; 2008 MR 6,
Eff. Aug. 1, 2008.

R 408.30433 Rescinded.

History: 1954 ACS 79, Eff. Nov. 6, 1974; 1954 ACS 89, Eff. Nov. 13,

1976; 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; 1979 ACS 8, Eff. Dec. 16,

1981; 1985 MR 7, Eff. July 30, 1985; 1987 MR 3, Eff. Apr. 2, 1987; 1988 MR 7,

Eff. Aug. 10, 1988; 1992 MR 10, Eff. Nov. 7, 1992; 1995 MR 5, Eff. May 18,
1995; rescinded 1998 MR 11, Eff. Nov. 30, 1998.

R 408.30434 Rescinded.

History: 1979 ACS 8, Eff. Dec. 16, 1981; 1985 MR 7, Eff. July 30, 1985;
1988 MR 7, Eff. Aug. 10, 1988; rescinded 1992 MR 10, Eff. Nov. 7, 1992.

R 408.30437 Truss design drawings.

Rule 437. Section 2303.4.1.2 of the code is amended to read as follows:
2303.4.1.2 Truss design drawings. Truss construction documents shall be
prepared by a registered design professional and shall be provided to the
building official and approved prior to installation. These construction
documents shall include, at a minimum, the following information. 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 connector plate except where symmetrically
located relative to the joint interface.

14. Lumber size, species, and grade for each member.

15. Connection requirements are required for all of the following:

a. Truss to truss girder.

b. Truss ply to ply.

c. Field species.

16. Calculated deflection ratio or maximum deflection for live and total
load.

17. Maximum axial compression forces in the truss members to enable the
building designer to design the size, connections, and anchorage of the
permanent continuous lateral bracing. Forces shall be shown on the truss
construction documents or on supplemental documents.

18. Required permanent truss member bracing location.

History: 1988 MR 7, Eff. Aug. 10, 1988; 1992 MR 10, Eff. Nov. 7, 1992;
1995 MR 5, Eff. May 18, 1995; 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff.

Feb. 29, 2004; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30442 Automatic sprinkler systems.

Rule 442 . Section 903.2.7 of the code is amended to read as follows:
903.2.7. Group R. An automatic sprinkler system installed in accordance

with section 903.3 shall be provided throughout all buildings with a Group R

fire area.

Exception: Camp buildings in remote areas without municipal water supply

that meet all of the following:

1. Not more than 1 story, 2 000 square feet (186 m2 ) and 25 occupants.

2. Are used not more than 5 months in a year.

3. Shall be provided with not less than 2 exits in compliance with section
1019.

4. Shall not be provided with cooking equipment.

5. Provided with a manual fire alarm system and smoke alarms throughout in
compliance with NFPA 72 as listed in chapter 35. For cabins sleeping 4 or
fewer occupants only, smoke alarms are required.

6. Storage and equipment rooms shall be protected by a 1-hour fire
partition.

7. Compliance with all applicable requirements of the code.

History: 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; rescinded 1979 ACS 8,
Eff. Dec. 16, 1981; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30443 Masonry. Rule 443. Section 1405.3.2 of the code is amended to
read as follows:

1405.3.2. Masonry. Flashing and weep holes shall be located in the first
course of masonry above finished ground level above the foundation wall or
slab; at the heads of windows, doors, and other wall openings; at window
sills and at other points of support including structural floors, shelf
angles, and lintels where anchored veneers are designed in accordance with
section 1405.5. Flashing shall extend to, or beyond, the finished face of
the wall.

R 408.30444. Rescinded.

R 408.30445 Automatic sprinkler systems.

Rule 445. Section 903.2.10.3 of the code is amended to read as follows:
903.2.10.3. Buildings more than 30 feet (9144 mm) in height. An automatic
sprinkler system shall be installed throughout a building that has a floor
level which has an occupant load of 30 or more occupants and which is located
30 feet 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 .

4. Existing buildings having occupied floor levels not more than 55 feet
in height above the lowest level of fire department vehicle access, where the
local unit of government complies with the following parameters:

4.1. The local unit of government having a municipal fire department with
an ISO rating of 3 or lower, employing a full time career fire fighting staff,

4.2. The governing body of the local unit of government has passed a
resolution affirming the use of this exception and filed that resolution with
the department of labor & economic growth, bureau of construction codes .

History: 1954 ACS 79, Eff. Nov. 6, 1974; 1954 ACS 89, Eff. Nov. 13,
1976; 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; 1979 ACS 8, Eff. Dec. 16,

1981; 1987 MR 3, Eff. Apr. 2, 1987; 1992 MR 10, Eff. Nov. 1, 1992; 1995 MR 5,
Eff. May 18, 1995; 1998 MR 11, Eff. Nov. 30, 1998; 2001 MR 8, Eff. Jul. 31,
2001; 2004 MR 4, Eff. feb. 29, 2004; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30445 Automatic sprinkler systems.

Rule 445. Section 903.2.10.3 of the code is amended to read as follows:
903.2.10.3. Buildings more than 30 feet in height. An automatic sprinkler
system shall be installed throughout a building that has a floor level which
has an occupant load of 30 or more occupants and which is located 30 feet 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 .

4.1. The local unit of government having a municipal fire department with
an ISO rating of 3 or lower, employing a full time career fire fighting staff,

History: 1954 ACS 79, Eff. Nov. 6, 1974; 1954 ACS 89, Eff. Nov. 13,

1976; 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; 1979 ACS 8, Eff. Dec. 16,

1981; 1987 MR 3, Eff. Apr. 2, 1987; 1992 MR 10, Eff. Nov. 7, 1992; 1995 MR 5,

Eff. May 18, 1995; 1998 MR 11, Eff. Nov. 30, 1998; 2001 MR 8, Eff. Jul. 31,
2001; 2004 MR 4, Eff. Feb. 29, 2004.

R 408.30446 Smoke alarm locations.

Rule 446. Sections 907.2.10.1.2.1 and 907.2.10.1.2.2 are added to the code
as follows:

907.2.10.1.2.1 Smoke alarm locations in existing buildings constructed
before November 6, 1974. Within each dwelling unit or sleeping unit, a
single-station smoke alarm shall be installed in the following locations:

1. In each sleeping room or each area directly outside the sleeping room.

2. On each floor level including the basement level.

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 1 full story below the upper level.

Section 907.2.10.1.2.2 Equipment requirements.

907.2.10.1.2.2. The required equipment for smoke alarms shall consist of
the following:

1. Installation. Smoke alarm devices shall be listed and installed in
accordance with the manufacturer's installation requirements, the provisions
of the code, and the provisions of NFPA 72 as listed in chapter 35.

2. Power Source. The equipment shall be operable by power from 1 of the
following primary sources:

a. The building wiring provided the wiring is served from a commercial
source and is equipped with a battery backup. Wiring shall be permanent and
without a disconnecting switch other than as required for overcurrent
protection.

b. A non-rechargeable battery able to power the smoke alarm in the normal
condition for a life of 5 years.

c. A rechargeable battery, with proper charging, able to power the alarm
for a life of 5 years.

d. A commercial use alarm system with battery backup listed and approved
in accordance with the commercial fire warning equipment provisions of NFPA
72, as adopted by reference in this rule.

3. Audible Alarm Notification. The activation of the alarm signal shall
produce a sound that is audible in all occupiable dwelling areas.

4. Testing and Maintenance. The owner of a dwelling unit, in which

required or optional fire detection or fire protection systems equipment is
installed, shall be responsible for the proper operation, testing, and
maintenance of the equipment in accordance with the manufacturer ' s
instructions included with the equipment. The occupant of rental dwelling
units shall be responsible for the periodic operational testing and periodic
cleaning of the installed equipment within the rental unit in accordance with
the testing instructions provided in the manufacturer's instructions for the
equipment. If the system fails, breaks, or is out of service, it shall be
repaired and functional within 30 days.

Exception: Smoke alarms and devices installed in buildings constructed
before November 6, 1974 where an installation was approved by the appropriate
enforcing agency under regulations in effect at the time of the installation
shall be considered to comply with the provisions of the code.

History: 1979 ACS 8, Eff. Dec. 16, 1981; rescinded 1985 MR 7, Eff. July
30, 1985; 2005 MR 23, Eff. Mar. 14, 2006; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30447 Smokeproof enclosures.

Rule 447. Section 1020.1.7 of the code is amended to read as follows:
1020.1.7. Smokeproof enclosures. In buildings required to comply with
section 403 or 405 of the code, each of the exits of a building that serves
stories where the floor surface is located more than 55 feet (16764 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 of the code.

History: 1979 ACS 8, Eff. Dec. 16, 1981; 1985 MR 7, Eff. July 30, 1985;
1988 MR 7, Eff. Aug. 10, 1988; 1992 MR 10, Eff. Nov. 7, 1992; 1995 MR 5,
Eff. May 18, 1995; 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29,
2004; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30448 Electrical.

Rule 448. Sections 2701.1, 2702.1, and 2702.2.6 of the code are amended to
read as follows:

27 01.1 Scope. This chapter governs the electrical components, equipment,
and systems used in buildings and structures covered by the code. Electrical
components, equipment, and systems shall be designed and constructed in
accordance with the Michigan electrical code, R 408.30801 to R 408.30880.

2702.1. Installation. Emergency and standby power systems shall be
installed in accordance with the Michigan electrical code, R 408.30801 to R
408.30880.

2702.2.6. Accessible means of egress platform lifts. Standby power in
accordance with this section and the Michigan elevator code, R 408.7001 to R
408.8695, shall be provided for platform lifts that are part of an accessible
means of egress in accordance with section 1007.5 of the code.

History: 1954 ACS 79, Eff. Nov. 6, 1974; 1954 ACS 89, Eff. Nov. 13,

1976; 1954 ACS 101, Eff. Nov. 21, 1979; 1979 AC; 1979 ACS 8, Eff. Dec. 16,

1981; 1987 MR 3, Eff. Apr. 2, 1987; 1992 MR 10, Eff. Nov. 7, 1992; 1995 MR 5,

Eff. May 18, 1995; 1998 MR 11, Eff. Nov. 30, 1998; 2001 MR 8, Eff. Jul. 31,
2001; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30448a Rescinded.

History: 1992 MR 10, Eff. Nov. 7, 1992; rescinded 1995 MR 5, Eff. May
18, 1995.

R 408.30448b Rescinded.

History: 1992 MR 10, Eff. Nov. 7, 1992; rescinded 1995 MR 5, Eff. May
18, 1995.

R 408.30448c Rescinded.

History: 1992 MR 10, Eff. Nov. 1, 1992; rescinded 1995 MR 5, Eff. May
18, 1995.

R 408.30448d Ground snow loads.

Rule 448d. Figure 1608.2 of the code is amended to read as follows;

Figure corresponds to rule in PDF format

R 408.30448d; Figure 1608.2

History: 1992 MR 10, Eff. Nov. 1, 1992; 1995 MR 5, Eff. May 18, 1995;
1998 MR 11, Eff. Nov. 30, 1998; 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4,
Eff. Feb. 29, 2004.

R 408.30449 Frost protection.

Rule 449. Section 1805.2.1 of the code is amended to read as follows:

18 05.2.1. Frost protection. Except where otherwise protected from frost,

foundation walls, piers, and other permanent supports of buildings and

structures shall be protected from frost by at least one of the following

methods :

1. Extending not less than 42 inches below finish grade.

2. Constructing in accordance with ASCE-32 listed in chapter 35.

3. Erecting on solid rock.
Exceptions :

1. Free-standing buildings meeting all of the following conditions shall
not be required to be protected:

a. Classified in importance category I (see table 1604.5).

b. Area of 400 square feet (37 m2 ) or less.

c. Eave height of 10 feet (3048 mm) or less.

2. Upon evidence of the existence of any of the following conditions, the
building official may modify the footing depth accordingly:

a. Freezing temperatures.

b. Soil type.

c. Groundwater conditions.

d. Snow depth experience.

e. Exposure to the elements.

f. Other specific conditions identified by the building official that may
affect the foundation system.

Footings shall not bear on frozen soil unless such frozen condition is of a
permanent character.

R 408.30449a Rescinded.

History: 1992 MR 10, Eff. Nov. 7, 1992; rescinded 1995 MR 5, Eff. May
18, 1995.

R 408.30451 Rescinded.

History: 1985 MR 7, Eff. July 30, 1985; 1988 MR 7, Eff. Aug. 10, 1!

1992 MR 10, Eff. Nov. 1 , 1992; rescinded 1995 MR 5, Eff. May 18, 1995.

R 408.30451a Rescinded.

History: 1992 MR 10, Eff. Nov. 1, 1992; rescinded 1995 MR 5, Eff. May
18, 1995.

R 408.30451b Rescinded.

History: 1992 MR 10, Eff. Nov. 7, 1992; rescinded 1995 MR 5, Eff. May
18, 1995.

R 408.30451c. Flood loads.

Rule 451c. Section 1612.4 of the code is amended and 1612.3.1, 1612.4.1,

1612.4.2, 1612.4.3, 1612.4.4, and 1612.4.5 are added to the code to read as
follows:

1612.3.1. Alternate flood hazard provisions. Absent the adoption of a
flood hazard map and supporting data, flood hazard areas as determined by the
state under its administration of the Part 31, floodplain regulatory
authority of the natural resources and environmental protection act, 199 4 PA
451, MCL 324.101 to 324.90106, shall become the basis for regulation of
floodplain development within the community and section 1612 shall apply to
buildings and structures within those areas.

1612.4. Design and construction. Buildings and structures as defined in
ASCE 2 4 table 1-1, listed in chapter 35, and located in flood hazard areas
shall be designed and constructed in accordance with sections 1512.4.1 to
1612.4.5 of the code.

1612.4.1 Buildings and structures located in flood hazard areas subject to
high velocity wave action shall be designed and constructed in accordance
with flood hazard areas subject to high velocity wave action of ASCE 24
listed in chapter 35.

1612.4.2 Type II buildings located in flood hazard areas not subject to
high velocity wave action shall be designed and constructed in accordance
with section 2.0 basic requirements for flood hazard areas and shall have the
lowest floors elevated 1 foot (305 mm) above the 100-year design flood
elevation.

1612.4.3 Type III and IV buildings located in flood hazard areas not
subject to high velocity wave action shall be designed and constructed in
accordance with section 2.0 basic requirements for flood hazard areas and
shall have the lowest floors elevated 1 foot (305 mm) above the 500-year
flood level.

1612.4.4 If the lowest floor of nonresidential buildings and structures as
defined in ASCE 24 listed in chapter 35 are located in flood hazard areas and
are not elevated as required in accordance with sections 1612.4.2 and

1612.4.3, Type II buildings shall be flood proofed to 1 foot above the design
flood elevations and Type III & IV buildings shall be flood proofed to 1 foot
above the 500-year flood level in accordance with the flood proofing
requirements contained in ASCE 2 4 listed in chapter 35.

1612.4.5 Crawl space interior floor grade elevation shall comply with
section 1807.1.2.1 of the code.

History: 1992 MR 10, Eff. Nov. 7, 1992; 1995 MR 5, Eff. May 18, 1995;
2001 MR 8, Eff. Jul. 31, 2001; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30451d Rescinded.

History: 1992 MR 10, Eff. Nov. 7, 1992; rescinded 1995 MR 5, Eff. May
18, 1995.

R 408.30451e Rescinded.

History: 1992 MR 10, Eff. Nov. 1, 1992; 1995 MR 5, Eff. May 18, 1995;
rescinded 1998 MR 11, Eff. Nov. 30, 1998.

R 408.30452 Rescinded.

History: 1985 MR 7, Eff. July 30, 1985; 1988 MR 7, Eff. Aug. 10, 1988;
rescinded 1995 MR 5, Eff. May 18, 1995.

R 408.30453 Plumbing systems.

Rule 453. Section 2901.1 of the code is amended to read as follows:

2901.1. Scope. The provisions of this chapter and the Michigan plumbing
code, R 408.30701 to R 408.30796, shall govern the erection, installation,
alteration, 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 Michigan
plumbing code, R 408.30701 to R 408.30796.

History: 1985 MR 7, Eff. July 30, 1985; 1988 MR 7, Eff. Aug. 10, 1988;
1995 MR 5, Eff. May 18, 1995; 1998 MR 11, Eff. Nov. 30, 1998; 2001 MR 8, Eff,
Jul. 31, 2001.

R 408.30454 Rescinded.

History: 1985 MR 7, Eff. July 30, 1985; 1988 MR 7, Eff. Aug. 10, 1988;
1995 MR 5, Eff. May 18, 1995; rescinded 1998 MR 11, Eff. Nov. 30, 1998.

R 408.30455 Rescinded.

History: 1985 MR 7, Eff. July 30, 1985; 1988 MR 7, Eff. Aug. 10, 1988;
1995 MR 5, Eff. May 18, 1995; rescinded 1998 MR 11, Eff. Nov. 30, 1998.

R 408.30456 Rescinded.

History: 1985 MR 7, Eff. July 30, 1985; 1988 MR 7, Eff. Aug. 10, 1988;
1995 MR 5, Eff. May 18, 1995; 1998 MR 11, Eff. Nov. 30, 1998.

Editor's note: Former R 408.30456 was rescinded by 1979 ACS 8, Eff.
Dec. 16, 1981.

R 408.30457 Mechanical systems.

Rule 457. Section 2801.1 of the code is amended to read as follows:
2801.1. Scope. Mechanical appliances, equipment, and systems shall be
constructed, installed, and maintained in accordance with the Michigan
mechanical code, R 408.30901 to R 408.30998, and the international fuel gas
code listed in chapter 35. Masonry chimneys, fireplaces, and barbeques shall
comply with the Michigan mechanical code, R 408.30901 to R 408.30998, and
chapter 21 of the code.

History: 1985 MR 7, Eff. July 30, 1985; 1988 MR 7, Eff. Aug. 10, 1988;
1995 MR 5, Eff. May 18, 1995; 2001 MR 8, Eff. Jul. 31, 2001; 2008 MR 6, Eff.
Aug. 1, 2008.

R 408.30458 Elevators and conveying systems.

Rule 458. Sections 3001.1, 3001.2, 3001.4, 3002.5, 3002.6, 3003.1, 3003.2,
and 3004.4, of the code are amended and sections 3001.2.1, 3001.2.2, 3003.1.5
and 3004.5 are added to the code to read as follows:

3001.1. Scope. The design, construction, installation, alteration, and
repair of elevators and conveying systems and their equipment shall conform
with the requirements of the Michigan elevator laws and rules, MCL 408.801 to

408.824, MCL 338.2151 to 338.2160, and R 408.7001 to R 408.8695 and this
chapter. Installation or construction in flood hazard areas established in
section 1612.3 shall comply with ASCE 24 listed in chapter 35.

3001.2. Other devices. Other devices shall conform to the requirements of
sections 3001.2.1 and 3001.2.2 of the code.

3001.2.1. Conveyors. Conveyors and related equipment shall conform to the
requirements of ASME B20.1 listed in chapter 35.

3001.2.2. Automotive lifts. Automotive lifts shall conform to the
requirements of ALI ALCTV listed in chapter 35.

3001.4. Change in use. A change in use of an elevator from freight to
passenger, passenger to freight, or from 1 freight class to another freight
class shall comply with the requirements of the Michigan elevator code, R
408.7001 to R 408.8695.

3002.5. Emergency doors. Where an elevator is installed in a single blind
hoistway or on the outside of a building, there shall be installed in the
blind portion of the hoistway or blank face of the building, an emergency
door in accordance with the requirements of the Michigan elevator code, R
408.7001 to R 408.8695.

3002.6. Prohibited doors. Doors, other than hoistway doors and the
elevator car door, shall be prohibited at the point of access to an elevator
car.

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 to 3003.1.5 of the code.

3003.1.5. Lighting. Where standby power is connected to elevators, the
machine room, car top, pit, and landing lighting 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 the requirements of the Michigan elevator code,
R 408.7001 to R 408.8695.

3004.4. Plumbing and mechanical systems. Plumbing and mechanical systems
shall not be located in an elevator shaft.

Exception: Floor drains, sumps, and sump pumps exclusively for draining
the elevator pit shall be permitted at the base of the shaft provided they
are indirectly connected to the plumbing system.

3004.5. Construction at bottom of hoistway. Pits extending to the ground
shall have noncombustible floors and be designed as to prevent entry of
ground water into the pit. The pit floor of any hoistway not extending to
the ground shall be of fire-resistive construction having a fire-resistance
rating at least equal to that required for the hoistway enclosure.

History: 1988 MR 7, Eff. Aug. 10, 1988; 1992 MR 10, Eff. Nov. 7, 1992;
1995 MR 5, Eff. May 18, 1995; 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff.
Feb. 29, 2004; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30459 Elevators.

Rule 459. Sections 1007.4 and 1607.8.1 of the code are amended to read as
follows:

1007.4. Elevators. To be considered part of an accessible means of
egress, an elevator shall comply with the emergency operation and signaling
device requirements of the Michigan elevator code, R 408.7001 to R 408.8695.

1607.8.1. Elevators. Elevator loads shall be increased by 100% for impact
and the structural supports shall be designed within the limits of deflection
prescribed by the Michigan elevator code, R 408.7001 to R 408.8695.

History: 1985 MR 7, Eff. July 30, 1985; 1988 MR 7, Eff. Aug. 10, 1988;
rescinded 1992 MR 10, Eff. Nov. 7, 1992; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30460 Rescinded.

History: 1954 ACS 89, Eff. Nov. 13, 1976; 1954 ACS 101,
1979; 1979 AC; 1979 ACS 8, Eff. Dec. 16, 1981; 1987 MR 3,
1987; 1988 MR 7, Eff. Aug. 10, 1988; rescinded 1992 MR 10,

Eff.

Nov.

21,

Eff.

Apr.

Eff.

Nov.

1 ,

1992

R 408.30461 Rescinded.

History: 1954 ACS 89, Eff. Nov. 13, 1976; 1954 ACS 101, Eff. Nov. 21,
1979; 1979 AC; 1979 ACS 8, Eff. Dec. 16, 1981; 1987 MR 3, Eff. Apr. 2,
1987; rescinded 1988 MR 7, Eff. Aug. 10, 1988; 2001 MR 8, Eff. Jul. 31, 2001;
rescinded 2004 MR 4, Eff. Feb. 29, 2004.

R 408.30475 Existing structures.

Rule 475. Sections 3409.1, 3409.4 3409.6, 3409.7, 3409.8.2, 3409.8.3 and
3410.6.14 of the code are amended to read as follows:

3409.1. Scope. The provisions of sections 3409.2 to 3409.9 of the code
apply to the maintenance, change of occupancy, additions, and alterations to
existing buildings, including those identified as historic buildings in
accordance with 1966 PA 1, MCL 125.1351 to 125.1356.

Exception: Type B dwelling or sleeping units required by section 1107 are
not required to be provided in existing buildings and facilities.

3409.. Change of occupancy. Unless technically infeasible, section 3409.6
of the code shall be applied in accordance with 1966 PA 1, MCL 125.1351 to
125.1356.

3409.6. Alterations. A building, facility, or element that is altered
shall comply with the applicable provisions in chapter 11 of the code and
ICC/ANSI A117.1 listed in chapter 35, unless technically infeasible. When
compliance with this section is technically infeasible, then the alteration
shall provide access to the maximum extent technically feasible.

Exceptions :

1. The altered element or space is not required to be on an accessible
route, unless required by section 3409.7 of the code.

2. Accessible means of egress required by chapter 10 of the code are not
required to be provided in existing buildings and facilities.

3. Buildings, structures, or improved areas which exist on or before the
effective date of these rules and which are in compliance with the code at
the time of the issuance of the certificate of occupancy unless the
alteration specifically modifies an area covered by sections 3409.7 to
3409.9.4 of the code.

4. The alteration to type A individually owned dwelling units within a
group R-2 occupancy shall meet the provision for a type B dwelling unit and
shall comply with the applicable provisions in chapter 11 and ICC/ANSI A
117.1 as listed in chapter 35.

3409.7. Alterations affecting an area containing a primary function. When
an alteration affects the accessibility to, or contains an area of primary
function, then the route to the primary function area shall be accessible.
The accessible route to the primary function shall include accessible toilets
and drinking fountains serving the area of the primary function.

Exceptions :

1. This section does not apply to alterations limited solely to windows,
hardware, operating controls, electrical outlets, and signs.

2. This section does not apply to alterations limited solely to mechanical
systems, electrical systems, the installation or alteration of
fire-protection systems, and the abatement of hazardous materials.

3. This section does not apply to alterations undertaken for the primary
purpose of increasing the accessibility of an existing building, facility, or
element.

3409.8.2. Elevators. Altered elements of existing elevators shall comply
with the Michigan elevator code, R 408.7001 to R 408.8695 and ICC/ANSI A
117.1 as listed in chapter 35. Such elements shall also be altered in
elevators programmed to respond to the same hall call control as the altered
elevator.

3409.8.3. Platform lifts. Platform (wheelchair) lifts complying with
ICC/ANSI A 117.1 and installed in accordance with the Michigan elevator code,
R 408.7001 to R 408.8695 shall be permitted as a component of an accessible
route .

3410.6.14. Elevator control. Evaluate the passenger elevator equipment

and controls that are available to the fire department to reach all occupied
floors. Elevator recall controls shall be provided in accordance with the
Michigan elevator code, R 408.7001 to R 408.8695. Under the categories and
occupancies in table 3410.6.14, determine the appropriate value and enter
that value into table 3410.7 of the code under safety parameter 3410.6.14,
elevator control, for fire safety, means of egress and general safety. The
values shall be zero for a single-story building.

History: 1985 MR 7, Eff. July 30, 1985; 1988 MR 7, Eff. Aug. 10, 1988;
1995 MR 5, Eff. May 18, 1995; 1998 MR 11, Eff. Nov. 30, 1998; 2001 MR 8, Eff.
Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30476 Exterior envelope requirements.

Rule 476. Section 1301.1.1 of the code is amended to read as follows:
1301.1.1. General. Buildings shall be designed and constructed in

accordance with the Michigan uniform energy code, part 10 rules, R 408.31001

to R 408.31099.

History: 1985 MR 7, Eff. July 30, 1985; 1988 MR 7, Eff. Aug. 10, 1988;
1995 MR 5, Eff. May 18, 1995; 2001 MR 8, Eff. Jul. 31, 2001.

R 408.30495 Rodent proofing.

Appendix FlOl.l of the code is amended and FlOl.1.1 is added to the code to
read as follows:

FlOl.l. General. Buildings or structures and the walls enclosing
habitable or occupiable rooms and spaces in which people live, sleep, or
work, or in which feed, food, or foodstuff is stored, prepared, processed,
served, or sold shall be constructed in accordance with this section. Other
buildings are subject to these requirements as provided in section FlO 1.1.1
of the code.

FlOl.1.1. Additional buildings. In a community that has a vermin
infestation program for the eradication of vermin enacted by local ordinance,
all buildings identified within such an ordinance shall be constructed in
accordance with this section.

History: 1985 MR 7, Eff. July 30, 1985; rescinded 1988 MR 7, Eff. Aug.
10, 1988; 2001 MR 8, Eff. Jul. 31, 2001; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30495a Rescinded.

History: 1985 MR 7, Eff. July 30, 1985; 1988 MR 7, Eff. Aug. 10, 1988;
1995 MR 5, Eff. May 18, 1995; rescinded 2004 MR 4, Eff. Feb. 29, 2004.

R 408.30495b Rescinded.

History: 1985 MR 7, Eff. July 30, 1985; rescinded 1988 MR 7, Eff. Aug.
10, 1988.

R 408.30495c Rescinded.

History: 1985 MR 7, Eff. July 30, 1985; rescinded 1988 MR 7, Eff. Aug,
10, 1988.

R 408.30495d Rescinded.

History: 1985 MR 7, Eff. July 30, 1985; rescinded 1988 MR 7, Eff. Aug,
10, 1988.

R 408.30495e Rescinded,

History: 1985 MR 1, Eff. July 30, 1985; rescinded 1988 MR 1 , Eff. Aug,
10, 1988.

R 408.30495f Rescinded.

History: 1985 MR 1, Eff. July 30, 1985; rescinded 1988 MR 1, Eff. Aug,
10, 1988.

R 408.30495g Rescinded.

History: 1985 MR 7, Eff. July 30, 1985; rescinded 1988 MR 7, Eff. Aug,
10, 1988.

R 408.30495h Rescinded.

History: 1985 MR 7, Eff. July 30, 1985; rescinded 1988 MR 7, Eff. Aug,
10, 1988.

R 408.30495i Rescinded.

History: 1985 MR 7, Eff. July 30, 1985; rescinded 1988 MR 7, Eff. Aug,
10, 1988.

R 408. 30495 j Rescinded.

History: 1985 MR 7, Eff. July 30, 1985; rescinded 1988 MR 7, Eff. Aug,
10, 1988.

R 408.30495k Rescinded.

History: 1985 MR 7, Eff. July 30, 1985; rescinded 1988 MR 7, Eff. Aug,
10, 1988.

R 408.30497 Signs.

Appendix HlOl.1.1 is added to the code and Hlll.l of the code is amended to
read as follows:

HlOl.1.1. Local ordinances. A governmental subdivision that has sign
regulations governing the placement, location, size, height, or setback from
public right of ways shall govern such items.

Hlll.l. Materials. Wall signs shall be constructed of materials
consistent with building materials governed by the type of construction as
provided in chapter 6 of the code for the building or structure. Wall signs
exceeding 40 square feet (3.72 m2 ) in area shall be constructed of metal or
other approved noncombustible material, except for nailing rails and except
as provided in sections H106.1.1 and H107.1 of the code.

History: 1954 ACS 89, Eff. Nov. 13, 1976; 1954 ACS 101, Eff. Nov. 21,
1979; 1979 AC; rescinded 1979 ACS 8, Eff. Dec. 16, 1981; 2001 MR 8, Eff. Jul.
31, 2001.

R 408.30499 Adoption of standards by reference; referenced codes.

Rule 499. Chapter 35 of the code is amended to add the following
referenced codes, which are available from the Michigan Department of Labor &
Economic Growth, Bureau of Construction Codes, 2501 Woodlake Circle, Okemos,
Michigan 48864:

(a)Michigan Electrical Code R 408.30801 to R 408. 30880, of the

Michigan Administrative Code.

(b)Michigan Mechanical Code
(c)Michigan Plumbing Code
(d)Michigan Uniform Energy Code

(e)Michigan Elevator Code
(f )Michigan Boiler Code

R 408.30901 to R 408.30998a of the
Michigan Administrative Code.

R 408.30701 to R 408.30796 of the
Michigan Administrative Code.

R 408.31061 to R 408.31099 of the

Michigan Administrative Code.
R 408.7001 to R 408.8695 of the

Michigan Administrative Code.
R 408.4001 to R 408.5507 of the

Michigan Administrative Code.

History: 1985 MR 1, Eff. July 30, 1985; 1988 MR 1 , Eff. Aug. 10, 1988;
1995 MR 5, Eff. May 18, 1995; 1998 MR 11, Eff. Nov. 30, 1998; 2001 MR 8, Eff.
Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30499a Rescinded.

History: 1998 MR 11, Eff. Nov. 30, 1998; rescinded 2001 MR 8, Eff. Jul.
31, 2001.

RESIDENTIAL CODE

R 408.30501 Appointment.

Rule 501. Section R103.2 of the code is amended to read as follows:
R103.2. "Building official" means the person who is appointed and employed
by a governmental subdivision, who is charged with the administration and
enforcement of the state codes specified in R 408.30499, and who is
registered in compliance with 1986 PA 54, MCL 338.2301 et seq.

History: 2001 MR 8, Eff. Jul. 31, 2001.

R 408.30502 Building inspector.

Rule 502. Section R103.3 of the code is amended to read as follows:
R103.3. "Building inspector" means the person who is appointed and
employed by a governmental subdivision, who is charged with the
administration and enforcement of the state codes specified in R 408.30499,
and who is registered in compliance with 1986 PA 54, MCL 338.2301 et seq.

History: 2001 MR 8, Eff. Jul. 31, 2001.

R 408.30503 Approved materials and equipment.

Rule 503. Sections R104.9 of the code is amended to read as follows:
R104.9. Approved materials and equipment. Materials, equipment, and
devices shall be constructed or installed in accordance with approvals
granted under the act or by the building official. The building official
shall review reports prepared by recognized evaluation services and determine
if the intent of the code is met.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008
MR 6, Eff. Aug. 1, 2008.

R 408.30504
equipment.

Rule 504.

Rl04.il.
equipment.

Alternative materials, design, and methods of construction and

Section R104.11 of the code is amended to read as follows:
Alternative materials, design, and methods of construction and
The provisions of the code are not intended to prevent the
installation of any material or to prohibit any design or method of
construction not specifically prescribed by the code, if the 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 complies with the intent of the provisions of the code,
and that the material, method, or work offered is, for the purpose intended,
at least the equivalent of that prescribed in the code. Compliance with the
specific performance-based provisions of the Michigan building, R 408.30401
to R 408.30547, electrical, R 408.30801 to R 408.30880, mechanical, R
408.30901 to R 408.30998 and plumbing, R 408.30701 to R 408.30796, codes
instead of specific requirements of the code shall also be permitted as an
alternate.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30505 Work exempt from permit..

Rule 505. Section R105.2 of the code is amended to read as follows:
R105.2. Work exempt from permit. Exemption from the permit requirements
of the code shall not be deemed to grant authorization for any work to be
done in any manner in violation of the provisions of the code or any other
laws or ordinances of this jurisdiction. Permits are not required for any of
the following:

(a) Building permits shall not be required for any of the following:

(i) One-story detached accessory structures, if the floor area does not
exceed 200 square feet (18.58 m2 ) .

(ii) A fence that is not more than 6 feet (1829 mm) high.

(iii) A retaining wall that is not more than 4 feet (1219 mm) in height
measured from the bottom of the footing to the top of the wall, unless
supporting a surcharge.

(iv) A water tank supported directly upon grade if the capacity is not
more than 5,000 gallons ( 18 927 L) and the ratio of height to diameter or
width is not greater than 2 to 1 .

(v) A sidewalk or driveway that is not more than 30 inches (7 62 mm) above
adjacent grade and is not over any basement or story below.

(vi) Painting, papering, tiling, carpeting, cabinets, counter tops, and
similar finish work.

(vii) A prefabricated swimming pool that is less than 24 inches (610 mm)
deep.

(viii) Swings and other playground equipment accessory to a 1- or 2-family
dwelling.

(ix) 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
additional support.

(b) Electrical permits shall not be required for the following;

Repairs and maintenance: A permit is not required for minor repair work,
including the replacement of lamps or the connection of approved portable
electrical equipment to approved permanently installed receptacles.

(c) Mechanical permits shall not be required for any of the following:
(i) Portable heating, cooking, or clothes drying appliances.

(ii) Replacement of any minor part that does not alter
equipment or make the equipment unsafe.

(iii) A portable heating appliance.

(iv) A portable ventilation appliance.

(v) A portable cooling unit.

(vi) Steam, hot or chilled water piping within
equipment regulated by the code.

(vii) Replacement of any minor part that does
equipment or make the equipment unsafe.

(viii) A portable evaporative cooler.

(ix) A self-contained portable refrigeration unit that is
1.5 horsepower (1119 W) .

(x) Portable fuel cell appliances that are not connected to a fixed piping
system and are not interconnected to a power grid.

(xi) Gas piping limited to 10 feet (3048 mm) in length and not more than 6
fittings .

(d) Plumbing permits shall not be required for any of the following:

(i) The stopping of leaks in drains, water, soil, waste or vent pipe; if
any concealed trap, drainpipe, water, soil, waste or vent pipe becomes
defective and it becomes necessary to remove and replace the same with new

approval of

any heating or cooling
not alter approval of

not more than

material, then the work is considered as new work and a permit shall be
obtained and inspection made as provided in the code.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008
MR 6, Eff. Aug. 1, 2008.

R 408.30506 Submittal documents.

Rule 506. Sections R106.1 and R802.10.1 of the code are amended and
section R106.1.4 and figure 802.10.1 are added to the code to read as follows;

R106.1. Submittal documents. Construction documents, special inspection
and structural program and other data shall be submitted in 1 or more sets
with each application for a permit. The construction documents shall be
prepared by or under the direct supervision of a registered design
professional when required by 1980 PA 299, MCL 339.101 to 339.2721, and known
as the Michigan occupational code.

Where special conditions exist, the building official is authorized to
require additional construction documents to be prepared by a registered
design professional.

R106.1.4. Truss design data. As an alternative to the submission of truss
design drawings, the truss design data sheet may be provided to the building
official as part of the construction documents at the time of application.
Truss design drawings shall be submitted to the building official prior to
truss installation as required by section R802.10.1.

R802.10.1 Truss design drawings. Truss design drawings, prepared in
conformance with section R802.10.1, shall be provided to the building
official and approved prior to installation. The truss design data sheet,
figure R802.10.1, may be provided to the building official at the time of
permit application, as an alternative to design drawings as permitted in
section R106.1.4. Truss design drawings shall include, at a minimum, the
information specified below. Truss design drawings shall be provided with
the shipment of trusses delivered to the jobsite.

1. Slope or depth, span, and spacing.

2. Location of all joints.

3. Required bearing widths.

4. Design loads as applicable.

a. Top chord live load (including snow loads).

b. Top chord dead load.

c. Bottom chord live load.

d. Bottom chord dead load.

e. Concentrated loads and their points of application.

f. Controlling wind and earthquake loads.

5. Adjustments to lumber and joint connector design values for conditions
of use.

6. Each reaction force and direction.

7. Joint connector type and description (e.g., size, thickness, or gauge)
and the dimensioned location of each joint connector except where
symmetrically located relative to the joint interface.

8. Lumber size, species, and grade for each member.

9. Connection requirements for the following:

a. Truss to truss girder.

b. Truss ply to ply.

c. Field splices.

10. Calculated deflection ratio and/or maximum description for live and
total load.

11. Maximum axial compression forces in the truss members to enable the
building designer to design the size, connections, and anchorage of the
permanent continuous lateral bracing. Forces shall be shown on the truss
design drawing or on supplemental documents.

R 408.40506 Form

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008
MR 6, Eff. Aug. 1, 2008.

R 408.30507 Exhaust installation.

Rule 507. Section G2439.3 (614.4) of the code is amended to read as
follows:

G2439.3 (614.4). Exhaust installation. Dryer exhaust ducts for clothes
dryers shall terminate on the outside of the building, shall not terminate
within 4 feet of a ventilated section in a soffit, and shall be equipped with
a backdraft damper. Screens shall not be installed at the duct termination.
Ducts shall not be connected or installed with sheet metal screws or other
fasteners that will obstruct the flow. Clothes dryer exhaust ducts shall not
be connected to a vent connector, vent, or chimney. Clothes dryer exhaust
ducts shall not extend into or through ducts or plenums.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30508 Payment of fees.

Rule 508. Section R108.1 of the code is amended to read as follows:
R108.1. Fees. The fees prescribed in the act shall be paid to the
enforcing agency of the jurisdiction before a permit to begin work for new
construction, alteration, removal, demolition, or other building operation
may be issued. In addition, an amendment to a permit necessitating an
additional fee shall not be approved until the additional fee is paid.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008
MR 6, Eff. Aug. 1, 2008.

R 408.30509 Frame and masonry inspection.

Rule 509. Section R109.1.4 of the code is amended to read as follows:
R109.1.4. Frame and masonry inspection. Inspection of framing
construction shall be made after the roof, all framing, f irestopping,
draftstopping, and bracing are in place and after the plumbing, mechanical,
and electrical rough inspections are approved. Masonry inspections shall be
made after the completed installation of base course flashing as specified in
section R703.7.5 of the code and water-resistive barrier as specified in
section R7 03.2 of the code and after the masonry construction is completed.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30510 Use and occupancy.

Rule 510. Sections RllO.l and RllO.2 of the code are amended to read as
follows:

RllO.l. Use and occupancy. A building or structure shall not be used or
occupied, and a change in the existing occupancy classification of a building
or structure or portion thereof shall not be made until a certificate of
occupancy has been issued in accordance with the act.

RllO.2. Change in use. A change in the character or use of an existing
structure shall not be made, except as specified in the Michigan building
code, R 408.30401 to R 408.30547.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008
MR 6, Eff. Aug. 1, 2008.

R 408.30511 Violation penalties.

Rule 511. Section R113.4 of the code is amended to read as follows:
R113.4. Violation penalties. It is unlawful for any person, firm, or
corporation to violate a provision of the code or fail to conform with any of
the requirements thereof, or erect, construct, alter, extend, repair, move.

remove, demolish, or occupy any building, structure, or equipment regulated
by the code, or cause work to be performed or done in conflict with or in
violation of the approved construction documents or directive of the
enforcing agency, or a permit or certificate issued under the code. A
violator shall be assessed a fine in accordance with the act.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008
MR 6, Eff. Aug. 1, 2008.

R 408.30512 Notice to owner.

Rule 512. Section R114.1 of the code is amended to read as follows:
R114.1. Notice to owner. Upon notice from the enforcing agency, work on
any building or structure that is being done contrary to the code or in a
dangerous or unsafe manner shall immediately cease. The notice shall be in
accordance with the act. Any person who is served with a stop work order,
except for work that the person is directed to perform to remove a violation
or unsafe condition is subject to the penalty provisions in the act.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008
MR 6, Eff. Aug. 1, 2008.

R 408.30513 Definitions.

Rule 513. The definitions of building, registered design professional, and
sunroom addition in section R2 02 of the code are amended, the definition of
residential building type is deleted, and the definition of structure is
added to section R202 to read as follows:

R202. Definitions.

"Registered design professional" means an individual who is licensed under
1980 PA 299, MCL 339.2001 to 339.2721.

(a) A highway.

(b) A bridge.

(d) A reservoir.

(e) A lock.

(f ) A mine.

(g) A harbor.

(h) A dockside port facility.

(i) An airport landing facility.

(j) A facility for the generation, or transmission, or distribution of
electricity.

Structure shall be construed as though followed by the word "or part or
parts of the structure and all equipment in the structure," unless the
context clearly indicates otherwise.

"Sunroom addition" means a new structure with glazing in excess of 40% of
the gross area of the structure's exterior walls and roof added to an
existing dwelling.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008
MR 6, Eff. Aug. 1, 2008.

R 408.30514 Means of appeal.

Rule 514. Sections R112.1 and R112.3 of the code are amended to read as
follows:

R112.1 Means of appeal. An interested person has the right to appeal a
decision of the enforcing agency to the board of appeals in accordance with
the act. An application for appeal shall be based on a claim that the true
intent of the code or the rules governing construction have been incorrectly
interpreted, the provisions of the code do not apply, or an equal or better
form of construction is proposed. The decision of a local board of appeals
may be appealed to the construction code commission in accordance with the
act and timeframes.

Exception: Requests for barrier free design exception shall be in
accordance with 1966 PA 1, MCL 125.1351 to 125.1356.

112.3 Qualifications. The board of appeals shall consist of members who
are qualified in accordance with the act.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008
MR 6, Eff. Aug. 1, 2008.

R 408.30515 Ground snow loads

Rule 515. Figure R301.2(5) of the code is amended to read as follows:

Figure R301.2(5) Ground Snow Loads Pg for Michigan (lb/ft2)

******* Table R301.2(5) please see attached Figure *******

Tables
corresponding

rules

PDF

format

R 408.30515: Table R301.2(5)

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004

R 408.30516 Design criteria.

Rule 516. Table R301.2(l) of the code is amended and figures R301.2(7) and
R301.2(8) are added to the code to read as follows:
TABLE R 301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA

ind

peed^
nph)

Seismic
Design

Category^

Subject to Damage From

Winter
Design

Temp®

Ice Barrier
Underlayment

Required'^

Flood
Hazards^

Air
Freezing

Index^

M
A

Weathering^

Frostline
depth'=

Termite^

See

Sec.R301.2.2.1
& Figure

R301.2(2)

Severe

42" See
Note b

Figure
R301.2(6)

See
Note e

Yes

See
Note g

Figure
R403.3(2)

S
f
J

a. Weathering may require a higher strength concrete or grade of masonry
than necessary to satisfy the structural requirements of this code. The
weathering column shall be filled in with the weathering index (i.e.,
"negligible", "moderate" or "severe") for concrete as determined from the
weathering probability map [figure R301.2(3)]. The grade of masonry units
shall be determined from ASTM C 34, C 55, C 62, C 73, C 90, C 129, C 145, C
216 or C 652 as listed in chapter 43.

b. The frost line depth may be modified as provided in section R403.1.4 of
the code .

c. The jurisdiction shall fill in this part of the table to indicate the
need for protection depending on whether there has been a history of local

damage .

d. The jurisdiction shall fill in this part of the table with the wind
speed from the basic wind speed map [figure R301.2(4)]. Wind exposure
category shall be determined on a site-specific basis in accordance with
section R301.2.1.4 of the code.

e. The winter design temperature criteria shall be taken from appendix D
of the Michigan plumbing code, R 408.30701 to R 408.30796.

f. Design category determined from section R301.2.2.1 of the code.

g. The jurisdiction shall fill in this part of the table with (a) the date
of the jurisdiction's entry into the national flood insurance program (date
of adoption of the first code or ordinance for management of flood hazard
areas), (b) the date(s) of the currently effective FIRM and FBFM or other
flood hazard map adopted by the community, as may be amended. Absent (a) or
(b), flood hazard areas as determined by the state under its administration
of the Part 31, floodplain regulatory authority of the natural resources and
environmental protection act, 1994 PA 451, MCL 324.101 to 324.90106, shall
become the basis for regulation of floodplain development within the
community and section R324 of the code shall apply to buildings and
structures within those areas.

h. In accordance with sections R905.2.7.1, R905.4.3.1, R905.5.3.1,
R905.6.3.1, R905.7.3.1 and R905.8.3.1 of the code, for areas where the
average daily temperature in January is 25 degrees Fahrenheit (-4 degrees
Celsius) or less, or where there has been a history of local damage from the
effects of ice damming, the jurisdiction shall fill in this part of the table
with "YES". Otherwise, the jurisdiction shall fill in this part of the table
with "NO".

i. The jurisdiction shall fill in this part of the table with the 100-year
return period air freezing index (bf-days) from figure R403.3(2) or from the
100-year (99%) value on the national climatic data center data table "air
freezing index-USA method (base 32 degrees Fahrenheit)".

j . The jurisdiction shall fill in this part of the table with the mean
annual temperature from the national climatic data center data table "air
freezing index-USA method (base 32 degrees Fahrenheit)" at
www. node .noaa. gov/ fpsf.html.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30517 Rescinded.

History: 2001 MR 8, Eff. Jul. 31, 2001; rescinded 2004 MR 4, Eff. Feb. 29,
2004.

R 408.30518 Means of egress.

Rule 518. Sections R311.6.4 and R311.4.2.1 are added to the code and
R311.4.2 of the code is amended to read as follows:

R311.6.4 Modular ramps. Modular ramp systems approved pursuant to the act
are not required to comply with the requirements of section R403.1.4 of the
code.

R311.4.2. Door type and size. The required exit door shall be a
side-hinged door not less than 3 feet (914 mm) in width and 6 feet, 8 inches
(2032 mm) in height. Other exterior hinged or sliding doors shall not be
less than 24 inches in width and 6 feet, 6 inches in height.

R311.4.2.1. Interior doors. Interior doors shall be not less than 24
inches in width and 6 feet, 6 inches in height.

Exception: Doors to areas less than 10 square feet of floor area.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008
MR 6, Eff. Aug. 1, 2008.

R 408.30519 Treads and risers.

Rule 519. Sections R311.5.3.1 and R 311.5.3.2 of the code are amended to
read as follows:
R311.5.3.1. Riser height. The maximum riser height shall be 8 1/4 inches

(210 nun). The riser shall be measured vertically between leading edges of
the adjacent treads. The greatest riser height within any flight of stairs
shall not exceed the smallest by more than 3/8 inch (9.5 mm)

R311.5.3.2. Tread depth. The minimum tread depth shall be 9 inches (22 9
mm) . The tread depth shall be measured horizontally between the vertical
planes of the foremost projection of adjacent treads and at a right angle to
the tread's leading edge. The greatest tread depth within any flight of
stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm). Winder
treads shall have a minimum tread depth of 10 inches (254 mm) measured as
above at a point 12 inches (305 mm) from the side where the treads are
narrower. Winder treads shall have a minimum tread depth of 6 inches (152
mm) at any point. Within any flight of stairs, the greatest winder tread
depth at the 12-inch (305 mm) walk line shall not exceed the smallest by more
than 3/8 inch (9.5 mm).

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004.

R 408.30520 Wood wall framing. Rule 520. Section R602.10.5 of the code is
amended to read as follows:

R602.10.5. Continuous structural panel sheathing. When continuous wood
structural panel sheathing is provided in accordance with method 3 of
R6 02.10.3 of the code, including areas above and below openings, braced wall
panel lengths shall be in accordance with table R6 02.10.5 of the code. Wood
structural panel sheathing shall be installed at corners in accordance with
figure R602.10.5 of the code. The bracing amounts in table R602.10.1 of the
code for method 3 shall be permitted to be multiplied by a factor of 0.9 for
walls with a maximum opening height that does not exceed 85% of the wall
height or a factor of 0.8 for walls with a maximum opening height that does
not exceed 67% of the wall height.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008
MR 6, Eff. Aug. 1, 2008.

R 408.30521 Elevation requirements.

Rule 521. Section R32 4.2.1 of the code is amended to read as follows;

R324.2.1. Elevation requirements. (1) Buildings and structures shall
have the lowest floor including basements elevated so the lowest point of the
floor's concrete or subfloor surface is 1 foot (305 mm) or more above the
design flood elevation. The bottom of the lowest horizontal structural
member of the floor system shall not be lower than the design flood
elevation. Compliance with this elevation requirement shall be based upon
measurement taken from the floor surface without the final floor covering and
from the bottom of the lowest horizontal structural member of the floor
system.

(2) Crawl space interior floor grade elevation shall comply with R408.6 of
the code .

(3) Basement floors that are below grade on all sides shall be considered
lowest floors and shall be elevated so that the lowest point of the floor
surface is 1 foot (305 mm) or more above the design flood elevation.
Compliance with this elevation requirement shall be based upon measurement
taken from the floor surface without the final floor covering.

Exception: Enclosed areas below the design flood elevation, including
basements that have floors which are not below grade on all sides, shall meet
the requirements of section R324.2.2 of the code.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008
MR 6, Eff. Aug. 1, 2008.

R 408.30522 Minimum depth.

Rule 522. Section R403.1.4 of the code is amended to read as follows:
R403.1.4. Minimum depth. All exterior footings and foundation systems
shall extend 42 inches below actual grade. Where applicable, the depth of
the footings shall also conform to sections R403. 1.4.1 to R403. 1.4.2 of the

code.

Exception:

Upon evidence of the existence of any of the following conditions, the
building official may modify the footing depth accordingly:

(a) Freezing temperatures (freezing degree days).

(b) Soil type.

(d) Snow depth experience.

(e) Exposure to the elements.

(f) Other specific conditions identified by the building official that may
affect the foundation system.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008
MR 6, Eff. Aug. 1, 2008.

R 408.30522a Concrete and masonry foundation walls.

Rule 522a. Section R404.1 is added to the code to read as follows:
R404.1 Concrete and masonry foundation walls. Concrete and masonry
foundation walls shall be selected and constructed in accordance with the
provisions of section R404 or in accordance with ACI 318, ACI 332, NCMA
TR68-A or ACI 530/ASCE 5/TMS 402 or other approved structural standards.
When ACI 318, ACI 332 or ACI 530/ASCE 5/TMS 402 or the provisions of section
R404 are used to design concrete or masonry foundation walls, project
drawings, typical details and specifications are not required to bear the
seal of the architect or engineer responsible for design, unless otherwise
required by the state law of the jurisdiction having authority.

History: 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30523 Rescinded.

History: 2001 MR 8, Eff. Jul. 31, 2001; rescinded 2004 MR 4, Eff. Feb.
29, 2004.

R 408.30524 Michigan uniform energy code.

Rule 524. Buildings shall be designed and constructed in accordance with
the Michigan uniform energy code part 10 rules, R 408.31001 to R 408.31099.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004.

R 408.30525 Scope.

Rule 525. Section M1301.1 of the code is amended to read as follows:
M1301.1. Scope. The provisions of this chapter shall govern the
installation of mechanical systems not specifically covered in other chapters
applicable to mechanical systems. Installations of mechanical appliances,
equipment, and systems not addressed by the code shall comply with the
applicable provisions of the Michigan mechanical code, R 408.30901 to R
408.30998 and the international fuel gas code.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30526 Sizing.

Rule 526. Section M1401.3 of the code is amended to read as follows:
M1401.3. Sizing. Heating and cooling equipment shall be sized in
accordance with ACCA manual S 3-2004, as listed in chapter 43, based on
building loads calculated in accordance with the provisions of ACCA Manual
J-2002 listed in chapter 43 or other approved heating and cooling calculation
methodologies. Ductwork shall be sized in accordance with the provisions of
ACCA Manual D-1995, as listed in chapter 43.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008

MR 6, Eff. Aug. 1, 2008.

R 408.30527 Standards.

Rule 527. Section M2001.1.1 of the code is amended to read as follows:
M2 00 1.1.1. Standards. Oil-fired boilers and their control systems shall
be listed and labeled in accordance with UL 726 listed in chapter 43.
Electric boilers and their control systems shall be listed in accordance with
UL 834 listed in chapter 43. Boilers shall be designed and constructed in
accordance with the requirements of the Michigan boiler code, R 408.4001 to R
408.5507. Gas-fired boilers shall conform to the requirements listed in
chapter 24 of the code.

History: 2001 MR 8, Eff. Jul. 31, 2001.

R 408.30528 Terms defined in other codes.

Rule 528. Section G2402.3 of the code is amended to read as follows:
G2402.3. Terms defined in other codes. Where terms are not defined in the
code and are defined in the Michigan electrical code, R 408.30801 to R
408.30880, Michigan building code, R 408.30401 to R 408.30547, international
fire code listed in chapter 43, Michigan mechanical code, R 408.30901 to R
408.30998 or Michigan plumbing code, R 408.30701 to R 408.30796, the terms
shall have the meanings ascribed to them as in those codes.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30529 Lining required.

Rule 529. Section P2709.2 of the code is amended as follows:
P2709.2. Lining required. The adjoining walls and floor framing enclosing
on-site built-up shower receptors shall be lined with sheet lead, copper, or
a plastic liner material that complies with ASTM D 4068 or ASTM D 4551 listed
in chapter 43. The lining material shall extend not less than 3 inches (76
mm) beyond or around the rough jambs and not less than 3 inches (76 mm) above
the finished thresholds.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30530 Requirements for discharge pipe.

Rule 530. Section P2803.6.1 of the code is amended to read as follows:
P2803.6.1. Requirements for discharge pipe. Relief valves shall not

discharge so as to be a hazard, a potential cause of damage, or a nuisance.

A relief valve discharge pipe shall be provided for each individual relief

valve and shall meet all of the following:

a. Shall terminate atmospherically not more than 4 inches (102 mm) from
the floor with an unthreaded end.

b. Shall not be interconnected.

c. Valves shall not be connected in the relief valve discharge pipe.

d. Shall be rigid pipe approved for water distribution, with a minimum
temperature rating of 210 degrees Fahrenheit.

e. Shall have the same nominal inside diameter as the relief valve outlet
and shall drain by gravity flow.

The outlet of a pressure, temperature, or other relief valve shall not be
directly connected to the drainage system.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30531 Duct construction.

Rule 531. Section M1601.3.1 of the code is amended to read as follows:

Ml 6 01. 3.1. Joints and seams. Joints of duct systems shall be made

substantially airtight by means of tapes, mastics, gasketing, cleats, or

other approved closure systems. Joints of duct systems located outside the

building thermal envelope shall be made airtight by means of tapes, mastics.

caulk, gasketing, or other approved sealants. Closure systems used with
rigid fibrous glass ducts shall comply with UL 18 lA and shall be marked
"181A-P" for pressure-sensitive tape, "IBIA-M" for mastic or "181A-H" for
heat-sensitive tape. Closure systems sued with flexible air ducts and
flexible air connectors shall comply with UL 18 IB and shall be marked
"181B-FX" for pressure-sensitive tape or "181B-M" for mastic. Duct
connections to flanges of air distribution system equipment or sheet metal
fittings shall be mechanically fastened. Mechanical fasteners for use with
flexible nonmetallic air ducts shall comply with UL 18 IB and shall be marked
181B-C. Crimp joints for round ducts shall have a contact lap of at least
1.5 inches (38 mm) and shall be mechanically fastened by means of at least 3
sheet metal screws or rivets spaced around the joint.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008
MR 6, Eff. Aug. 1, 2008.

R 408.30532 Roof extension.

Rule 532. Section P3103.1 of the code is amended to read as follows:
P3 103.1. Roof extension. All open vent pipes that extend through a roof
shall terminate at least 1 foot (305 mm) above the roof, except that if a
roof is to be used for any purpose other than weather protection, then the
vent extension shall be run not less than 7 feet (2134 mm) above the roof.

History: 2001 MR 8, Eff. Jul. 31, 2001.

R 408.30533 Frost closure.

Rule 533. Section P3103.2 of the code is amended to read as follows:
P3103.2. Frost closure. To prevent frost closure, every vent extension
through a roof shall be not less than 3 inches (76 mm) in diameter. Any
increase in the size of the vent shall be made inside the building with a
minimum of 1 foot (305 mm) below the roof or inside the wall.

History: 2001 MR 8, Eff. Jul. 31, 2001.

R 408.30534 Venting. Rule 534. Section P3105.1 and tables 3002.1 (1),
3002.1 (2) and 3002.2 are amended and section 3105.4Pand figure 3105.4 are
added to the code and figure N3 in appendix N of the code is amended to read
as follows:

P3 105.1. Distance of trap from vent. Each fixture trap shall have a
protecting vent located so that the slope and the developed length in the
fixture drain from the trap weir to the vent fitting are within the
requirements set forth in table P3 105.1 of the code.

P3105.4. Vertical leg for waste fixture drains. A vertical leg (see
figure P3105.4) is permitted within a fixture drain of a waste fixture in
accordance with the following criteria:

1. Minimum trap diameter shall be in accordance with table P3201.7 of the
code.

2. The diameter of section A shall be equal to the diameter of the trap.

3. The length of section A shall not be less than 8 inches (2 03 mm) and in
accordance with table P3 105.1 of the code.

4. The diameter of section B shall be 1 pipe size larger than the diameter
of Section A.

5. The length of section B shall not be more than 36 inches (914 mm).

6. The diameter of section C shall be 1 pipe size larger than the diameter
of section B.

7. The total length of section A and section C shall not exceed the
distance allowed in table P3 105.1 of the code.

8. Bends shall be the diameter of the largest connected section.

R 408.40534 Figures

TABLE P3002.1 (1)

MATERIAL

STANDARD

Acrylonitrile butadiene s
pipe

>tyrene (ABS)

plastic

ASTM D
181.1

2661; ASTM F 628; CSA B

Brass pipe

ASTM

Cast-iron pipe

ASTM

74; CISPI 301; ASTM A 888

Coextruded composite
pipe (solid)

ABS

DWV schedule

IPS

ASTM

1488

Coextruded composite
pipe (cellular core)

ABS

DWV schedule

IPS

ASTM

1488

Coextruded composite
pipe (solid)

PVC

DWV schedule

IPS

ASTM

1488

Coextruded composite
pipe (cellular core)

PVC

DWV schedule

IPS

ASTM

1488; ASTM F 891

Coextruded composite
DWV

ABS

IPS-DR, PS140

, PS200

ASTM

1488

Coextruded composite
DWV

PVC

IPS-DR, PS140

, PS200

ASTM

1488

Copper or copper-alloy pipe

ASTM

42; ASTM B 302

Copper or copper-alloy tubing (Type K,
DWV)

L, M or

ASTM
251;

B 75; ASTM B 88; ASTM B
ASTM B 306

Galvanized steel pipe

ASTM

Polyolefin pipe

CSA B181.3

Polyvinyl chloride (
DWV)

PVC)

plastic pipe (Type

ASTM
B181

2665; ASTM D 2949; CSA
ASTM F 1488

Stainless steel drainage s
316L

>ystems. Types

304

and

ASME

A112.3.1

ABOVE-GROUND DRAINAGE AND

VENT

PIPE

TABLE P3002.1(2)

UNDERGROUND BUILDING DRAINAGE AND VENT PIPE

MATERIAL

STANDARD

Acrylonitrile butadiene
plastic pipe

styrene (ABS)

ASTM

2661; ASTM F 628; CSA B181.1

Asbestos-cement pipe

ASTM

428

Cast-iron pipe

ASTM

74; CISPI 301; ASTM A 888

Coextrueded composite ABS
IPS pipe (solid)

DWV schedule

ASTM

1488

Coextruded composite ABS
IPS pipe (cellular core)

DWV schedule

ASTM

1488

Coextruded composite PVC
IPS pipe (solid)

DWV schedule

ASTM

1488

Coextruded composite PVC
IPS pipe (cellular core)

DWV schedule

ASTM

891; ASTM F 1488

Coextruded composite ABS
PS200 DWV

IPS-DR, PS140,

ASTM

1488

Coextruded composite PVC
PS200 DWV

IPS-DR, PS140,

ASTM

1488

Copper or copper alloy tubing (Type K,
M or DWV)

ASTM
306

75; ASTM B 88; ASTM B 251; ASTI

Polyolefin pipe

ASTM

1412; CSA B181.3

Polyvinyl chloride (PVC
(Type DWV)

) plastic pipe

ASTM

2665; ASTM D 2949; CSA B181.2

Stainless steel drainage
316L

systems. Type

ASME

A112.3.1

TABLE P3002.2

BUILDING SEWER PIPE

MATERIAL

STANDARD

Acrylonitrile butadiene styrene (ABS)
plastic pipe

ASTM D 2661; ASTM D 2751; ASTM F 628

Asbestos-cement pipe

ASTM C 428

Cast-iron pipe

ASTM A 74; ASTM A 888; CISPI 301

Coextruded composite ABS DWV schedule 40
IPS pipe (solid)

ASTM F 1488

Coextruded composite ABS DWV schedule 40
IPS pipe (cellular core)

ASTM F 1488

Coextruded composite PVC DWV schedule 40
IPS pipe (solid)

ASTM F 1488

Coextruded composite PVC DWV schedule 40
IPS pipe (cellular core)

ASTM F 1488; ASTM F 891

Coextruded composite ABS IPS-DR-PS DWV,
PS140, PS200

ASTM F 1488

Coextruded composite PVC IPS-DR-PS DWV,
PS140, PS200

ASTM F 1488

Coextruded composite ABS sewer and drain
DR-PS in PS35, PS50, PSIOO, PS140, PS200

ASTM F 1488

Coextruded composite PVC sewer and drain
DR-PS in PS35, PS50, PSIOO, PS140, PS200

ASTM F 1488

Coextruded composite PVC sewer and drain
PS 25, PS 50, PS 100 (cellular core)

ASTM F 891

Concrete pipe

ASTM C 14; ASTM C 76; CSA A 257. IM; CS.
257. 2M

Copper or copper-alloy tubing (Type K or
L)

ASTM B 75; ASTM B 88; ASTM B 251

Polyethylene (PE) plastic pipe (SDR-PR)

ASTM F 714

Polyolefin pipe

ASTM F 1412; CSA B181.3

Polyvinyl chloride (PVC) plastic pipe
(Type DWV, SDR 26, SRD35, SDR41, PS50 or
PSIOO)

ASTM D 2665; ASTM D 2949; ASTM D 30
ASTM F 1412; CSA B182.2; CSA B182.4

Stainless steel drainage systems. Types
304 and 316L

ASME A112.3.1

Vitrified clay pipe

ASTM C 425; ASTM C 700

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 200!
MR 6, Eff. Aug. 1, 2008.

R 408.30535 Connection.

Rule 535. Section P3 11 1.2. 2 of the code is amended to read as follows:
P3 11 1.2. 2. Connection. The combination waste and vent systems shall be
provided with a dry vent connected to a point within the system or the system
shall connect to a horizontal drain that is vented in accordance with one of
the methods specified in this chapter. Combination waste and vent systems
connecting to building drains receiving only the discharge from a stack or
stacks shall be provided with a dry vent. The vent connecting the
combination waste and vent pipe shall extend vertically not less than 6
inches (152 mm) above the flood level rim of the highest fixture being vented
before offsetting horizontally.

History: 2001 MR 8, Eff. Jul. 31, 2001.

R 408.30536 Electrical, general, electrical conductors and connections and

electrical grounding.

Rule 536. Sections E3301.1, E 3301.2, E3306.7, E3808.8.1, E3808.8.2, and
table E3502.2 of the code are amended to read as follows:

E3301.1. Applicability. The provisions of chapters 33 to 42 of the code
shall establish the general scope of the electrical system and equipment
requirements of the code. Chapters 33 to 42 of the code cover those wiring
methods and materials most commonly encountered in the construction of 1- and
2-family dwellings and structures regulated by the code. Other wiring
methods, materials, and subject matter covered in the Michigan electrical
code, R 408.30801 to R 408.30880 are also allowed by the code.

E3301.2. Scope. Chapters 33 to 42 of the code shall cover the
installation of electrical systems, equipment, and components indoors and
outdoors that are within the scope of the code, including services, power
distribution systems, fixtures, appliances, devices, and appurtenances.
Services within the scope of the code shall be limited to 120/240 volt, 0- to
400- ampere, single-phase systems. These chapters specifically cover the
equipment, fixtures, appliances, wiring methods, and materials that are most
commonly used in the construction or alteration of 1- and 2-family dwellings
and accessory structures regulated by the code. The omission from these
chapters of any material or method of construction provided by the Michigan
electrical code, R 408.30801 to R 408.30880, shall not be construed as
prohibiting the use of such material or method of construction. Electrical
systems, equipment, or components not specifically covered in these chapters
shall comply with the applicable provisions of the Michigan electrical code,
R 408.30801 to R 408.30880.

E3306.7. Conductors of the same circuit. All conductors of the same
circuit and, where used, the grounded conductor and all equipment grounding
conductors shall be contained within the same raceway, cable, trench or cord.

TABLE E3502.2 MINIMUM SERVICE LOAD CALCULATION

LOADS AND PROCEDURE

3 volt-amperes per square foot of floor area for general lighting and general use receptacle outlets.

Plus

1,500 volt-amperes total number of 20-ampere-rated small appliance and laundry circuits.

Plus

The nameplate volt-ampere rating of all fastened-in-place, permanently coimected or dedicated circ
supplied motors and appliances such as ranges, ovens, cooking units, clothes dryers, and water

heaters.

Apply the following demand factors to the above subtotal:

The minimum subtotal for the loads above shall be 100% of the first 10,000 volt-amperes of the sum of
above loads plus 40% of any portion of the sum that is in excess of 10,000 volt-amperes.

Plus the largest of the following:

Nameplate rating(s) of the air-conditioning and cooling equipment.

Nameplate rating(s) of the heating where a heat pump is used without any supplemental electric heating.

Nameplate rating of the electric thermal storage and other heating systems where the usual load is expec
to be continuous at the full nameplate value. Systems qualifying under this selection shall not be figi]
under any other category in this table.

One hundred percent of nameplate rating of the heat pump compressor and 65 percent of the suppleme:
electric heating load for central electric space-heating systems. If the heat pump compressor is prever
from operating at the same time as the supplementary heat, the compressor load does not need to be ad
to the supplementary heat load for the total central electric space-heating load.

Sixty-five percent of nameplate rating(s) of electric space-heating units if less than 4 separately contro
units.

Forty percent of nameplate rating(s) of electric space-heating units of 4 or more separately controlled uni

I The minimum total load in amperes shall be the volt-ampere sum calculated above divided by 240 volts.

E38 08.8.1. Grounding of flexible metal conduit. Flexible metal conduit
shall not be permitted as an equipment grounding conductor. E38 08.8.2.
Grounding of liquid-tight flexible metal conduit. Liquid-tight flexible
metal conduit shall not be permitted as an equipment grounding conductor.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004; 2008
MR 6, Eff. Aug. 1, 2008.

R 408.30537 Separate outdoor electric space conditioning equipment.
Rule 537. Section E3501.6.3 is added to the code to read as follows:
E3501.6.3. Separate outdoor electric space conditioning equipment. A
service disconnect for separately metered outdoor electric space conditioning
equipment may be located immediately adjacent to the outdoor meter cabinet.
A permanent plaque or directory shall be installed at each service disconnect
location denoting the other services, feeders, and branch circuits supplying
a building or structure and area served by each service, feeder, and branch
circuit.

History: 2001 MR 8, Eff. Jul. 31, 2001; 2004 MR 4, Eff. Feb. 29, 2004.

R 408.30538 Combustible insulation.

Rule 538. Section R808.1 of the code is amended to read as follows:

R808.1. Combustible insulation. Combustible insulation shall be separated
a minimum of 3 inches (76 mm) from recessed lighting fixtures, fan motors,
and other heat-producing devices.

Exception: When heat-producing devices are listed for lesser clearances,
combustible insulation complying with the listing requirements shall be
separated in accordance with the conditions stipulated in the listing.

Recessed lighting fixtures installed in the building thermal envelope shall
be installed in accordance with the manufacturer's installation instructions.

History: 2001 MR 8, Eff. Jul. 31, 2001.

R 408.30539 Solvent cementing.

Rule 539. Section P3003.14.2 of the code is amended to read as follows:
P3003.14.2 Solvent cementing. Joint surfaces shall be clean and free
from moisture. A primer that conforms to ASTM F 656, as listed in chapter
43, shall be applied. Solvent cement not purple in color and conforming to
ASTM D 2564, CSA B137.3 or CSA B181.2, as listed in chapter 43, shall be
applied to all joint surfaces. The joint shall be made while the cement is
wet, and shall be in accordance with ASTM D 2855, as listed in chapter 43.
Solvent-cement joints shall be permitted above or below ground.

History: 2004 MR 4, Eff. Feb. 29, 2004; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30540 Elevators and platform lifts.

Rule 540. Sections R323.1 and R323.2 of the code are amended to read as
follows:

R323.1. Elevators. Where provided, passenger elevators,
limited-use/limited-application elevators or private residence elevators
shall comply with the Michigan elevator rules R 408.7001 to R 408.8695.

R323.2. Platform lifts. Where provided, platform lifts shall comply with
the Michigan elevator rules R 408.7001 to R 408.8695.

History: 2004 MR 4, Eff. Feb. 29, 2004; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30541 Fuel burning appliances.

Rule 541. Section M1307.6 is added to the code to read as follows:

M1307.6. Fuel burning appliances. Fuel burning appliances shall not be
installed within 10 feet (3048 mm) of a laundry chute.

History: 2004 MR 4, Eff. Feb. 29, 2004.

R 408.30542 Duct insulation/floor register location.

Rule 542. Section M1601.3.4 of the code is amended and section M1601.3.9
is added to the code to read as follows:

M1601.3.4. Duct insulation. Duct insulation shall be installed in
accordance with the following requirements :

1. A vapor retarder having a maximum permeance of 0.05 perm [(2.87 ng/(s .
m2 . Pa)] in accordance with ASTM E 96, as listed in chapter 43, or aluminum
foil with a minimum thickness of 2 mils (0.051 mm), shall be installed on the
exterior of insulation on cooling supply ducts that pass through
nonconditioned spaces conducive to condensation.

2. Exterior duct systems shall be protected against the elements.

3. Duct coverings shall not penetrate a fireblocked wall or floor.

4. All portions of the air distribution system shall be installed in
accordance with section M1601 and be insulated to an installed R-5 when
system components are located within the building but outside the conditioned
space, and R-8 when located outside to the building. When located within a
building envelope assembly, at least R-8 shall be applied between the duct
and that portion of the assembly farthest from conditioned space.

Exception: Exhaust air ducts and portions of the air distribution system
within appliances or equipment.

M1601.3.9 Floor register location. Floor registers located in room or
spaces containing water closets shall be located a minimum of 3 feet from the
water closet.

History: 2004 MR 4, Eff. Feb. 29, 2004.

R 408.30543 Boiler low-water cutoff.

Rule 543. Section M2002.5 of the code is amended to read as follows:
M2 002.5. Boiler low-water cutoff. All steam and hot water boilers shall
be protected with a low-water cutoff control. The low-water control shall
automatically stop the combustion operation of the appliance when the water
level drops below the lowest safe water level as established by the
manufacturer. The low-water cut off on all low-pressure boilers shall be
installed in accordance with the Michigan boiler rules, R 408.4001 to R
408.5507.

A low-water cutoff shall be of the float or probe type or paddle-type
non-reversing flow switch.

History: 2004 MR 4, Eff. Feb. 29, 2004; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30544 Light, ventilation and heating.

Rule 544. Section R303.4.2 of the code is amended to read as follows:
R303.4.2. Exhaust openings. Outside exhaust openings shall be located as

not to create a nuisance. Exhaust openings shall not be directed onto

walkways. Exhaust openings shall not terminate within 2 feet of a ventilated

section in a soffit.

History: 2004 MR 4, Eff. Feb. 29, 2004; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30545 Exterior covering.

Rule 545. Sections R703.7.3, R703.7.4.1, 703.7.5 and R703.7.6 and figures
R7 03.7, R7 03. 7. 2.1, and R7 03.7.2.2, of the code are amended to read as
follows:

R703.7.3. Lintels. Masonry veneer shall not support any vertical load
other than the dead load of the veneer above. Veneer above openings shall be
supported on lintels of noncombustible materials and the allowable span shall
not exceed the values set forth in Table R703.7.3 of the code. The lintels

shall have a length of bearing not less than 4 inches (102 nun). Steel
lintels shall be corrosion-resistant.

R703.7.4.1. Size, spacing, and corrosion protection. Veneer ties, if
strand wire, shall not be less in thickness than no. 9 U.S. gauge [(0.148
in.) (4 nun)] wire and shall have a hook embedded in the mortar joint, or if
sheet metal, shall be not less than no. 22 U.S. gauge [(0.0299 in.) (0.76
mm)] by 7/8 inch (22 mm) corrugated. Each tie shall be spaced not more than
24 inches (610 mm) on center horizontally and vertically and shall support
not more than 2.67 square feet (0.25 m2 ) of wall area. Corrosion protection
shall be provided for all veneer ties as required by section R606.15.1 of the
code.

703.7.5. Flashing. Approved flashing shall be installed beneath the first
course of masonry above finished ground level above the foundation wall or
slab and at other points of support, including structural floors, shelf
angles and lintels when masonry veneers are designed in accordance with
section R703.7 of the code. See section R703.8 of the code for additional
requirements .

R703.7.6. Weepholes. Weepholes shall be provided in the outside wythe of
masonry walls at a maximum spacing of 33 inches (838 mm) on center.
Weepholes shall not be less than 3/16 inch (5 mm) in diameter. Weepholes
shall be located immediately above and directly on the flashing.

R 408.40545 Figures

History: 2004 MR 4, Eff. Feb. 29, 2004.

R 408.30546 Smoke alarm locations.

Rule 546. Sections R313.4 and R313.-5 of the code are amended to read as
follows:

R313.4. Smoke alarm locations in existing buildings constructed before
November 6, 1974. Within each dwelling unit or sleeping unit, a
single-station smoke alarm shall be installed in the following locations:

1. In each sleeping room or each area directly outside the sleeping room.

2. On each floor level including the basement level.

R313.5. Equipment requirements. The required equipment for smoke alarms
shall consist of the following:

1. Installation. Smoke alarm devices shall be listed and installed in
accordance with the manufacturer's installation requirements, the provisions
of the code and the provisions of NFPA 72 as listed in chapter 43.

2. Power Source. The equipment shall be operable by power from 1 of the
following primary sources.

a. The building wiring provided that such wiring is served from a
commercial source and is equipped with a battery backup. Wiring shall be
permanent and without a disconnecting switch other than as required for
overcurrent protection.

b. A non-rechargeable battery that is capable of operating the smoke alarm
in the normal condition for a life of 5 years.

c. A rechargeable battery, with proper charging, able to power the alarm
for a life of 5 years and shall be automatically recharged by an AC circuit
of the commercial light and power source.

d. A household use alarm system with battery backup listed and approved in
accordance with the household fire warning equipment provisions of NFPA 72,
as referenced in Section R313.4 of the code.

3. Audible Alarm Notification. The activation of the alarm signal shall
produce a sound that is audible in all occupiable dwelling areas.

4. Testing and Maintenance. The owner of a dwelling unit, in which
required or optional fire detection or fire protection systems equipment is
installed, shall be responsible for the proper operation, testing, and

maintenance of the equipment in accordance with the manufacturer ' s
instructions included with the equipment. The occupant of rental dwelling
units shall be responsible for the periodic operational testing and periodic
cleaning of the installed equipment within the rental unit in accordance with
the testing instructions provided in the manufacturer's instructions for the
equipment. If the system fails, breaks, or is out of service, it shall be
repaired and functional within 30 days.

History: 2005 MR 23, Eff. Mar. 14, 2006; 2008 MR 6, Eff. Aug. 1, 2008.

R 408.30547. Barrier requirements.

Rule 547. Section AG105.5 of the code is amended to read as follows.

Section AG105.5. Barrier exceptions. Spas or hot tubs with a safety cover
which complies with ASTM F 1346, as listed in section AG107 of the code,
shall be exempt from the provisions of sections AG105.2, AG105.3, and AG105.4
of the code.

History: 2004 MR 4, Eff. Feb. 29, 2004; 2008 MR 6, Eff. Aug. 1, 2008.

Michiqan.qov Home | SOAHR Home | State Web Sites

A tAemher of the International Code Family®

International

Building

Code*

INTERNATIONAL
CODE COUNCIL®

2006

2006 International Building Code^

First Printing: January 2006

ISBN-13: 978-1-58001-251-5 (soft)

ISBN-10: 1-58001-251-5 (soft)

ISBN-13: 978-1-58001-250-8 (loose-leaf)

ISBN-10: 1-58001-250-7 (loose-leaf)

ISBN-13: 978-1-58001-302-4 (e-document)

ISBN-10: 1-58001-302-3 (e-document)

INTERNATIONAL CODE COUNCIL, INC.

ALL RIGHTS RESERVED. This 2006 International Building Code® is a copyrighted work owned by the International Code Coun-
cil, Inc. Without advance written permission from the copyright owner, no part of this book may be reproduced, distributed, or trans-
mitted in any form or by any means, including, without limitation, electronic, optical or mechanical means (by way of example and
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PRINTED IN THE U.S.A.

PREFACE

Introduction

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 2006 edition, is
designed to meet these needs through model code regulations that safeguard the public health and safety in all communities, 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
designs. This 2006 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 Fire Code®, International Fuel Gas Code®, International Mechanical Code®, ICC Performance Code®, Inter-
national Plumbing Code®, International Private Sewage Disposal Code®, International Property Maintenance Code®, Interna-
tional Residential Code®, International Wildland-Urban Interface Code'^^ and International Zoning Code®.

The International Building Code provisions provide many benefits, among which is the model code development process that
offers 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.

Development

The first edition of the International Building Code (2000) was the culmination of an effort initiated in 1997 by the ICC. This
included five drafting subcommittees appointed by ICC and consisting of representatives of the three statutory members of the
International Code Council at that time, including: Building Officials and Code Administrators International, Inc. (BOCA), Inter-
national 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 existing 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 2006 edition presents the code as originally
issued, with changes reflected in the 2003 edition and further changes approved through the ICC Code Development Process
through 2005. A new edition such as this is promulgated every three years.

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
restrict the use of new materials, products or methods of construction; and provisions that do not give preferential treatment to par-
ticular types or classes of materials, products or methods of construction.

Adoption

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
information, 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
ordinance, including the information required for insertion into the code text.

Maintenance

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.

The contents of this work are subject to change both through the Code Development Cycles and the governmental body that
enacts the code into law. For more information regarding the code development process, contact the Code and Standard Develop-
ment Department of the International Code Council.

While the development procedure of the International Building Code assures the highest degree of care, ICC, its members and
those participating in the development of this code do not accept any liability resulting from compliance or noncompliance with the
provisions because ICC does 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.

2006 INTERNATIONAL BUILDING CODE® ill

Letter Designations in Front of Section Numbers

In each code development cycle, proposed changes to the code are considered at the Code Development Hearings by the ICC Fire
Code Development Committee, whose action constitutes a recommendation to the voting membership for final action on the pro-
posed change. Proposed changes to a code section that has a number beginning with a letter in brackets are considered by a different
code development committee. For example, proposed changes to code sections that have [F] in front of them (e.g. [F] 903 . 1 . 1 . 1 ) are
considered by the ICC Fire Code Development Committee at the code development hearings.

The content of sections in this code that begin with a letter designation are maintained by another code development committee in
accordance with the following:

[E] = International Energy Conservation Code Development Committee;
[EB] = International Existing Building Code Development Committee;
[EL] = ICC Electrical Code Development Committee;

[F] = International Fire Code Development Committee;
[EG] = International Fuel Gas Code Development Committee;

[M] = International Mechanical Code Development Committee; and
[P] = International Plumbing Code Development Committee.

l\/iarginal Markings

Solid vertical lines in the margins within the body of the code indicate a technical change from the requirements of the 2003 edition.
Deletion indicators in the form of an arrow ( ■* ) are provided in the margin where an entire section, paragraph, exception or table
has been deleted or an item in a list of items or a table has been deleted.

2006 INTERNATIONAL BUILDING CODE''

ORDINANCE

The International Code5 are designed and promulgated to be adopted by reference by ordinance. Jurisdictions wishing to adopt the
2006 International Building Code as an enforceable regulation governing structures and premises should ensure that certain factual
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 information
required for insertion into the code text.

SAMPLE ORDINANCE FOR ADOPTION OF

THE INTERNATIONAL BUILDING CODE

ORDINANCE N0._

An ordinance of the [JURISDICTION] adopting the 2006 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 demolition of such structures in the [JURISDIC-
TION]; providing for the issuance of permits and collection of fees therefor; repeaUng Ordinance No. of the [JURISDICTION]

and all other ordinances and parts of the ordinances in conflict therewith.

The [GOVERNING BODY] of the [JURISDICTION] does ordain as follows:

Section l.That a certain document, three (3) copies of which are on file in the office of the [TITLE OF JURISDICTION'S KEEPER OF
RECORDS] of [NAME OF JURISDICTION], being marked and designated as the International Building Code, 2006 edition, including
Appendix Chapters [FILL IN THE APPENDIX CHAPTERS BEING ADOPTED] (see International Building Code Section 101.2.1, 2006
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, 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 demolition of such structures as herein provided; providing for the issuance of permits and collection 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, inser-
tions, deletions and changes, if any, prescribed in Section 2 of this ordinance.

Section 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]

Section 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 MENTION] and all other ordinances
or parts of ordinances in conflict herewith are hereby repealed.

Section 4. That if any section, subsection, sentence, clause or phrase of this ordinance is, for any reason, held to be unconstitutional,
such decision shall not affect the validity of the remaining portions of this ordinance. The [GOVERNING BODY] hereby declares 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.

Section 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 3 of this ordinance; nor shall any just or legal right or remedy of any character be
lost, impaired or affected by this ordinance.

Section 6. That the [JURISDICTION'S KEEPER OF RECORDS] is hereby ordered and directed to cause this ordinance to be pubhshed.
(An additional provision may be required to direct the number of times the ordinance is to be published and to specify that it is to be
in a newspaper in general circulation. Posting may also be required.)

Section 7. 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.

2006 INTERNATIONAL BUILDING CODE^ v

vi 2006 INTERNATIONAL BUILDING CODE*'

TABLE OF CONTENTS

CHAPTER 1 ADMINISTRATION 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 9

115 Unsafe Structures and Equipment 9

CHAPTER 2 DEFINITIONS II

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 23

304 Business Group B 24

305 Educafional Group E 24

306 Factory Group F 24

307 High-hazard Group H 25

308 Institutional Group I 33

309 Mercantile Group M 34

310 Residential Group R 34

311 Storage Group S 35

312 Utility and Miscellaneous Group U 35

CHAPTER 4 SPECIAL DETAILED

REQUIREMENTS BASED ON

USE AND OCCUPANCY 37

Section

401 Scope 37

402 Covered Mall Buildings 37

403 High-rise Buildings 40

404 Atriums 41

405 Underground Buildings 42

406 Motor- vehicle-related Occupancies 43

407 Group 1-2 47

408 Group 1-3 48

409 Motion Picture Projection Rooms 49

410 Stages and Platforms 50

411 Special Amusement Buildings 52

412 Aircraft-related Occupancies 52

413 Combustible Storage 54

414 Hazardous Materials 55

415 Groups H-1, H-2, H-3, H-4 and H-5 58

416 Application of Flammable Finishes 71

417 Drying Rooms 72

418 Organic Coatings 72

419 Group I-l, R-1, R-2, R-3 72

420 Hydrogen Cutoff Rooms 72

CHAPTER 5 GENERAL BUILDING

HEIGHTS AND AREAS 75

Section

501 General 75

502 Definitions 75

503 General Height and Area Limitations 75

504 Height 75

505 Mezzanines 77

506 Area Modifications 78

507 Unlimited Area Buildings 79

508 Mixed Use and Occupancy 80

509 Special Provisions 82

CHAPTER 6 TYPES OF CONSTRUCTION 85

Section

601 General 85

602 Construction Classification 85

2006 INTERNATIONAL BUILDING CODE®

TABLE OF CONTENTS

603 Combustible Material in Type I and II

Construction. 86

CHAPTER 7 FIRE-RESISTANCE-RATED

CONSTRUCTION 89

Section

701 General 89

702 Definitions 89

703 Fire-resistance Ratings and Fire Tests 90

704 Exterior Walls 91

705 Fire Walls 94

706 Fire Barriers 96

707 Shaft Enclosures 97

708 Fire Partitions ; 100

709 Smoke Barriers 101

710 Smoke Partitions 101

711 Horizontal Assemblies 102

712 Penetrations 102

713 Fire-resistant Joint Systems 105

714 Fire-resistance Rating of

Structural Members 105

715 Opening Protectives 106

716 Ducts and Air Transfer Openings 110

717 Concealed Spaces 113

718 Fire-resistance Requirements for Plaster 115

719 Thermal- and Sound-insulating Materials 115

720 Prescriptive Fire Resistance 116

721 Calculated Fire Resistance 136

CHAPTER 8 INTERIOR FINISHES 165

Section

801 General 165

802 Definitions 165

803 Wall and Ceiling Finishes .165

804 Interior Floor Finish 167

805 Combustible Materials in Type I

and II Construction 168

806 Decorative Materials and Trim 168

CHAPTER 9 FIRE PROTECTION SYSTEMS ... 171

Section

901 General 171

902 Definitions 171

903 Automatic Sprinkler Systems 174

904 Alternative Automatic

Fire-extinguishing Systems 178

viii

905 Standpipe Systems ;;. . . 180

906 Portable Fire Extinguishers 182

907 Fire Alarm and Detection Systems 182

908 Emergency Alarm Systems 189

909 Smoke Control Systems 190

910 Smoke and Heat Vents 197

911 Fire Command Center 199

912 Fire Department Connections 199

CHAPTER 10 MEANS OF EGRESS 201

Section

1001 Administration 201

1002 Definitions 201

1003 General Means of Egress 202

1004 Occupant Load 203

1005 Egress Width 204

1006 Means of Egress Illumination 205

1007 Accessible Means of Egress 205

1008 Doors, Gates and TurnsUles 207

1009 Stairways ; .... 212

1010 Ramps 214

101 1 Exit Signs 216

1012 Handrails 216

1013 Guards 217

1014 Exit Access 218

1015 Exit and Exit Access Doorways , 220

1016 Exit Access Travel Distance 221

1017 Corridors 221

1018 Exits 223

1019 Number of Exits and Continuity 223

1020 Vertical Exit Enclosures 223

1021 Exit Passageways 225

1022 Horizontal Exits 225

1023 Exterior Exit Ramps and Stairways 226

1024 Exit Discharge 227

1025 Assembly 228

1026 Emergency Escape and Rescue 232

CHAPTER 11 ACCESSIBILITY 235

Section

1101 General 235

1 102 Definitions 235

1 103 Scoping Requirements 235

1 104 Accessible Route . 236

1105 Accessible Entrances 237

2006 INTERNATIONAL BUILDING CODE®

TABLE OF CONTENTS

1106 Parking and Passenger Loading Facilities 238

1 107 Dwelling Units and Sleeping Units 238

1108 Special Occupancies 241

1 109 Other Features and Facilities 243

1110 Signage . 247

CHAPTER 12 INTERIOR ENVIRONMENT 249

Section

1201 General 249

1202 Definitions 249

1203 Ventilation 249

1204 Temperature Control 250

1205 Lighting 250

1206 Yards or Courts 251

1207 Sound Transmission 251

1208 Interior Space Dimensions 25 1

1209 Access to Unoccupied Spaces : 252

1210 Surrounding Materials 252

CHAPTER 13 ENERGY EFFICIENCY 253

Section

1301 General 253

CHAPTER 14 EXTERIOR WALLS 255

Section

1401 General 255

1402 Definitions 255

1403 Performance Requirements 255

1404 Materials 256

1405 Installation of Wall Coverings 256

1406 Combustible Materials on the

Exterior Side of Exterior Walls 260

1407 Metal Composite Materials (MCM) 261

CHAPTER 15 ROOF ASSEMBLIES AND

ROOFTOP STRUCTURES 263

Section

1501 General 263

1502 Definitions 263

1503 Weather Protection 263

1504 Performance Requirements 264

1505 Fire Classification 265

1506 Materials 265

1507 Requirements for Roof Coverings 266

1508 Roof Insulation 274

1509 Rooftop Structures. . . ; 275

1510 Reroofing 276

CHAPTER 16 STRUCTURAL DESIGN ......... 277

Section

1601 General 277

1602 Definitions and Notations 277

1603 Construction Documents 278

1604 General Design Requirements 279

1605 Load Combinations 282

1606 Dead Loads 283

1607 Live Loads 284

1608 Snow Loads 289

1609 Wind Loads 289

1610 Soil Lateral Loads 299

1611 Rain Loads , 299

1612 Flood Loads 300

1613 Earthquake Loads 302

CHAPTER 17 STRUCTURAL TESTS AND

SPECIAL INSPECTIONS 327

Section

1701 General 327

1702 Definitions 327

1703 Approvals 328

1704 Special Inspections 328

1705 Statement of Special Inspections 336

1706 Contractor Responsibility 338

1707 Special Inspections for Seismic Resistance .... 338

1708 Structural Testing for Seismic Resistance 339

1709 Structural Observations 340

1710 Design Strengths of Materials 340

171 1 Alternative Test Procedure 340

1712 Test Safe Load 340

1713 In-situ Load Tests 340

1714 Preconstruction Load Tests. 341

1715 Material and Test Standards 342

CHAPTER 18 SOILS AND FOUNDATIONS 343

Section

1801 General 343

1802 Foundation and Soils Investigations 343

1803 Excavafion, Grading and Fill 344

1804 Allowable Load-bearing Values of Soils 345

2006 INTERNATIONAL BUILDING CODE®

TABLE OF CONTENTS

1805 Footings and Foundations 345

1806 Retaining Walls ' ' 357

1807 Dampproofing and Waterproofing 357

1808 Pier and Pile Foundations 358

1809 Driven Pile Foundations 363

1810 Cast-in-place Concrete Pile Foundations 366

1811 Composite Piles 370

1812 Pier Foundations 370

CHAPTER 19 CONCRETE 373

Section

1901 General 373

1902 Definitions 373

1903 Specifications for Tests and Materials 373

1§04 Durability Requirements , 373

1905 Concrete Quality, Mixing and Placing 375

1.906 Formwork, Embedded Pipes and

Construction Joints 375

1907 Details of Reinforcement 376

1908 Modifications to ACI 318 376

1909 Structural Plain Concrete 379

1910 Minimum Slab Provisions 380

1911 Anchorage to Concrete — Allowable

Stress Design 380

1912 Anchorage to Concrete— Strength Design 380

1913 Shotcrete 381

1914 Reinforced Gypsum Concrete 382

1^15 Concrete-filled Pipe Columns 382

CHAPTER 20 ALUMINUM 385

Section

2001 General 385

2002 Materials 385

CHAPTER 21 MASONRY 387

Section

2101 General 387

2102 Definitions and Notafions 387

2103 Masonry Construction Materials 391

2104 Construction. 394

2105 Quality Assurance 397

2106 Seismic Design 398

2107 Allowable Stress Design 400

2108 Strength Design of Masonry 400

2109 Empirical Design of Masonry. 401

2110 Glass Unit Masonry. . 407

2111 Masonry Fireplaces 408

21 12 Masonry Heaters 411

2113 Masonry Chimneys 411

CHAPTER 22 STEEL 417

Section

2201 General 417

2202 Definifions 417

2203 Identification and Protection of Steel

for Structural Purposes 417

2204 Connections 417

2205 Structural Steel 417

2206 Steel Joists 418

2207 Steel Cable Structures 418

2208 Steel Storage Racks 419

2209 Cold-formed Steel 419

2210 Cold-formed Steel Light-framed Construction .419

CHAPTER 23 WOOD .421

Section

2301 General 421

2302 Definifions ' 421

2303 Minimum Standards and Quality .:...... 422

2304 General Construction Requirements 426

2305 General Design Requirements for

Lateral-force-resisting Systems 435

2306 Allowable Stress Design 442

2307 Load and Resistance Factor Design 449

2308 Conventional Light-frame Construction ...... 449

CHAPTER 24 GLASS AND GLAZING 495

Section ■

2401 General 495

2402 Definitions ; 495

2403 General Requirements for Glass. 495

2404 Wind, Snow, Seismic and

Dead Loads on Glass 495

2405 Sloped Glazing and Skylights 497

2406 Safety Glazing 498

2407 Glass in Handrails and Guards 500

2408 Glazing in Athletic Facilities 500

2409 Glass in Elevator Hoistway 500

2006 INTERNATIONAL BUILDING CODE®

TABLE OF CONTENTS

CHAPTER 25 GYPSUM BOARD

AND PLASTER 501

Section

2501 General 501

2502 Definitions 501

2503 Inspection 501

2504 Vertical and Horizontal Assemblies 501

2505 Shear Wall Construction 501

2506 Gypsum Board Materials 502

2507 Lathing and Plastering 502

2508 Gypsum Construction 502

2509 Gypsum Board in Showers and

Water Closets 503

2510 Lathing and Furring for Cement

Plaster (Stucco) 504

2511 Interior Plaster 504

2512 Exterior Plaster 505

2513 Exposed Aggregate Plaster 505

CHAPTER 26 PLASTIC 507

Section

2601 General 507

2602 Definitions 507

2603 Foam Plastic Insulation 507

2604 Interior Finish and Trim 510

2605 Plastic Veneer 511

2606 Light-transmitting Plastics 511

2607 Light-transmitting Plastic Wall Panels 512

2608 Light-transmitting Plastic Glazing ........... 513

2609 Light-transmitting Plastic Roof Panels 513

2610 Light-transmitting Plastic Skylight Glazing ... 514

2611 Light-transmitting Plastic Interior Signs 514

CHAPTER 27 ELECTRICAL 517

Section

2701 General 517

2702 Emergency and Standby Power Systems 517

CHAPTER 28 MECHANICAL SYSTEMS 519

Section

2801 General 519

CHAPTER 29 PLUMBING SYSTEMS 521

Section

2901 General 521

2902 Minimum Plumbing Facilities 521

2006 INTERNATIONAL BUILDING CODE®

CHAPTER 30 ELEVATORS AND

CONVEYING SYSTEMS 525

Section

3001 General 525

3002 , Hoistway Enclosures 525

3003 Emergency Operations 525

3004 Hoistway Venting 526

3005 Conveying Systems 526

3006 Machine Rooms 527

CHAPTER 31 SPECIAL CONSTRUCTION 529

Section

3101 General 529'

3102 Membrane Structures 529

3103 Temporary Structures 530

3104 Pedestrian Walkways and Tunnels 530

3105 Awnings and Canopies 531

3106 Marquees 532

3107 Signs 532

3108 Radio and Television Towers 532

3109 Swimming Pool Enclosures and

Safety Devices 532

CHAPTER 32 ENCROACHMENTS INTO THE

PUBLIC RIGHT-OF-WAY 535

Section

3201 General 535

3202 Encroachments 535

CHAPTER 33 SAFEGUARDS DURING

CONSTRUCTION .537

Section

3301 General 537

3302 Construction Safeguards 537

3303 Demolition 537

3304 Site Work 537

3305 Sanitary 537

3306 Protection of Pedestrians 538

3307 Protection of Adjoining Property 539

3308 Temporary Use of Streets, Alleys and

Public Property 539

3309 Fire Extinguishers 539

3310 Exits 539

3311 Standpipes 539

3312 Automatic Sprinkler System 540

TABLE OF CONTENTS

CHAPTER 34 EXISTING STRUCTURES 541

Section

3401 General 541

3402 Definitions 541

3403 Additions, Alterations or Repairs 541

3404 Fire Escapes 542

3405 Glass Replacement 543

3406 Change of Occupancy 543

3407 Historic Buildings 543

3408 Moved Structures 543

3409 Accessibility for Existing Buildings 543

3410 Compliance Alternatives 545

CHAPTER 35 REFERENCED STANDARDS 555

APPENDIX A EMPLOYEE QUALIFICATIONS . . 575

Section

AlOl Building Official Qualifications 575

A102 Referenced Standards 575

APPENDIX B BOARD OF APPEALS 577

Section

BlOl General 577

APPENDIX C GROUP U— AGRICULTURAL

BUILDINGS 579

Section

ClOl General 579

C102 Allowable Height and Area 579

C103 Mixed Occupancies 579

C104 Exits 579

APPENDIX D FIRE DISTRICTS 581

Section

DlOl General 581

D102 Building Restrictions 581

D103 Changes to Buildings 582

D104 Buildings Located Partially in the

Fire District 582

D105 Exceptions to Restrictions in Fire District 582

D106 Referenced Standards 583

APPENDIX E SUPPLEMENTARY ACCESSIBILITY
REQUIREMENTS 585

Section

ElOl General 585

E102 Definitions 585

XII

E103 Accessible Route 585

E104 Special Occupancies 585

El 05 Other Features and Facilities 586

E106 Telephones 586

E107 Signage .587

E108 Bus Stops 588

E109 Transportation Facilities and Stations 588

El 10 Airports 589

El 1 1 Referenced Standards 589

APPENDIX F RODENTPROOFING 591

Section

FlOl General 591

APPENDIX G FLOOD-RESISTANT

CONSTRUCTION 593

Section

GlOl Administration 593

G102 Applicability 593

G103 Powers and Duties 593

G104 Permits . . 594

G105 Variances : 594

G201 Definitions 595

G301 Subdivisions 596

G401 Site Improvement 596

G501 Manufactured Homes 596

G601 Recreational Vehicles 596

G701 Tanks 597

G801 Other Building Work 597

G901 Referenced Standards 597

APPENDIX H SIGNS 599

Section

HlOl General 599

H102 Definitions 599

H103 Location 599

H104 Identification 599

H105 Design and Construction 600

H106 Electrical 600

H107 Combustible Materials 600

H108 Animated Devices 600

H109 Ground Signs 600

HllO Roof Signs 601

Hill Wall Signs 601

HI 12 Projecting Signs 601

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HI 13 Marquee Signs 602

H114 Portable Signs 602

HI 15 Referenced Standards 602

APPENDIX I PATIO COVERS 603

Section

1101 General 603

1102 Definitions 603

1103 Exterior Openings 603

1104 Structural Provisions 603

APPENDIX J GRADING 605

JlOl General 605

J102 Definitions 605

J 103 Permits Required 605

J 104 Permit Application and Submittals 605

J105 Inspections 606

J106 Excavations 606

J107 Fills 607

J108 Setbacks 607

J109 Drainage and Terracing 607

Jl 10 Erosion Control 608

Jill Referenced Standards 608

APPENDIX K ICC ELECTRICAL CODE 609

INDEX 637

2006 INTERNATIONAL BUILDING CODE® xill

xiv 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 1

ADMINISTRATION

SECTION 101
GENERAL

101.1 Title. These regulations shall be known as the Building
Code of [NAME OF JURISDICTION], hereinafter referred to as
"this code."

101.2 Scope. The provisions of this code shall apply to the con-
struction, alteration, movement, enlargement, replacement,
repair, equipment, use and occupancy, location, maintenance,
removal and demolition of every building or structure or any
appurtenances connected or attached to such buildings or
structures.

Exception: Detached one- and two-family dwellings and
multiple single-family dwellings (townhouses) not more
than three stories above grade plane in height with a separate
means of egress and their accessory structures shall comply
with the International Residential Code.

101.2.1 Appendices. Provisions in the appendices shall not
apply unless specifically adopted.

101.3 Intent. 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
facilities, stability, sanitation, adequate light and ventilation,
energy 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 dur-
ing emergency operations.

101.4 Referenced 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 Electrical. The provisions of the ICC Electrical
Code shall apply to the installation of electrical systems,
including alterations, repairs, replacement, equipment,
appliances, 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 delivery, 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 appliances and related
accessories.

101.4.3 Mechanical. 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-
nances, including ventilating, heating, cooling, air-condi-
tioning and refrigeration systems, incinerators and other
energy-related systems.

101.4.4 Plumbing. The provisions of the International
Plumbing Code shall apply to the installation, alteration,

repair and replacement of plumbing systems, including
equipment, appliances, 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 Inter-
national Private Sewage Disposal Code shall apply to pri-
vate sewage disposal systems.

101.4.5 Property maintenance. The provisions of the
International Property Maintenance Code shall apply to
existing structures and premises; equipment and facilities;
light, ventilation, space heating, sanitation, life and fire
safety hazards; responsibilities of owners, operators and
occupants; and occupancy of existing premises and struc-
tures.

101.4.6 Fire prevention. 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,
repair, 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 Energy. The provisions of the International Energy
Conservation Code shall apply to all matters governing the
design and construction of buildings for energy efficiency.

SECTION 102
APPLICABILITY

102.1 General. 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.

102.2 Other lavt's. The provisions of this code shall not be
deemed to nullify any provisions of local, state or federal law.

102.3 Application of references. 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.

102.4 Referenced codes and standards. The codes and stan-
dards referenced in this code shall be considered part of the
requirements 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.

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.

2006 INTERNATIONAL BUILDING CODE®

ADMINISTRATION

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
appoint a deputy building official, the related technical offi-
cers, inspectors, plan examiners and other employees. Such
employees shall have powers as delegated by the building offi-
cial. For the maintenance of existing properties, see the Inter-
national 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
official shall have the authority to render interpretations of this
code and to adopt policies and procedures in order to clarify the
application 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
effect 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
authority 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
authorized to engage such expert opinion as deemed necessary
to report upon unusual technical issues that arise, subject to the
approval 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 of entry. Where it is necessary to make an inspec-
tion to enforce the provisions of this code, or where the build-
ing 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
inspect 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
request entry. If entry is refused, the building official shall have
recourse to the remedies provided by law to secure entry.

104.7 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 Liability. 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
malice 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 duties. 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 provi-
sions 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 pursu-
ance of the provisions of this code.

104.9 Approved materials and equipment. Materials, equip-
ment and devices approved by the building official shall be
constructed 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 difficul-
ties involved in carrying out the provisions of this code, the
building official shall have the authority to grant modifications
for individual cases, upon application of the owner or owner's
representative, provided the building official shall first find that
special individual reason makes the strict letter of this code
impractical 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
requirements. The details of action granting modifications
shall be recorded and entered in the files of the department of
building safety.

2006 INTERNATIONAL BUILDING CODE®

ADMINISTRATION

104.11 Alternative materials, design and methods of con-
struction and equipment. 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 complies 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,
effectiveness, fixe resistance, durability and safety.

104.11.1 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.

104.11.2 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 require-
ments of this code, or in order to substantiate claims for
alternative materials or methods, the building official shall
have the authority 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 pro-
cedures. Tests shall be performed by an approved agency.
Reports of such tests shall be retained by the building offi-
cial for the period required for retention of public records.

SECTION 105
PERMITS

105.1 Required. Any owner or authorized agent who intends
to construct, enlarge, alter, repair, move, demolish, or change
the occupancy of a building or structure, or to erect, install,
enlarge, 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.

105.1.1 Annual permit. In lieu of an individual permit for
each alteration to an already approved electrical, gas,
mechanical or plumbing installation, the building official is
authorized to issue an annual permit upon application there-
for 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.

105.1.2 Annual 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.

105.2 Work exempt from permit. Exemptions from permit
requirements of this code shall not be deemed to grant authori-
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:

Building:

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 m2).

2. Fences not over 6 feet (1829 mm) high.

3. Oil derricks.

4. Retaining walls that 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 IIIA Uquids.

5. Water tanks supported directly on grade if the
capacity does not exceed 5,000 gallons (18 925 L)
and the ratio of height to diameter or width does not
exceed 2:1.

6. Sidewalks and driveways not more than 30 inches
(762 mm) above adjacent grade, and not over any
basement or story below and are not part of an acces-
sible route.

7. Painting, papering, tiling, 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 that are less than 24 inches (610 mm)
deep, do not exceed 5,000 gallons (18 925 L) and are
installed entirely above ground.

10. Shade cloth structures constructed for nursery or
agricultural purposes, 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 that
do not project more than 54 inches (1372 mm) from
the exterior wall and do not require additional sup-
port of Group R-3 and U occupancies.

13. Nonfixed and movable fixtures, cases, racks, coun-
ters and partitions not over 5 feet 9 inches (1753
mm) in height.

Electrical:

Repairs and maintenance: Minor repair work, includ-
ing the replacement of lamps or the connection of
approved portable electrical equipment to approved per-
manently installed receptacles.

Radio and television transmitting stations: 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 a power supply and the
installations of towers and antennas.

Temporary testing systems: A permit shall not be
required for the installation of any temporary system

2006 INTERNATIONAL BUILDING CODE''

ADMINISTRATION

required for the testing or servicing of electrical equip-
ment or apparatus

Gas:

1. Portable heating appliance.

2. Replacement of any minor part that does not alter
approval 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 cooling equipment regulated by this code.

5. Replacement of any part that does not alter its
approval or make it unsafe.

6. Portable evaporative cooler.

7. Self-contained refrigeration system containing 10
pounds (5 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
becomes 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 pr 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,
replacement of lamps or the connection of approved porta-
ble electrical equipment to approved permanently installed
receptacles. Such repairs shall not include the cutting away
of any wall, partition or portion thereof, the removal or cut-
ting of any structural beam or load-bearing support, or the
removal 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
required for the installation, alteration or repair of genera-
tion, transmission, distribution or metering or other related

equipment that is under the ownership and control of public
service agencies by established right.

105.3 Application for permit. To obtain a permit, the appli-
cant shall first file an application 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
description 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.

5. State the valuation of the proposed work.

6. Be signed by the applicant, or the applicant'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 application in writing, 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
official 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
requested 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
ordinance of the jurisdiction. Permits presuming to give
authority to violate or cancel the provisions of this code or
other ordinances of the jurisdiction shall not be valid. The issu-
ance 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 occu-
pancy or use of a structure where in violation of this code or of
any other ordinances 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 180 days after the time the work is commenced. The

2006 INTERNATIONAL BUILDING CODE®

ADMINISTRATION

building official is authorized to grant, in writing, one or more
extensions of time, for periods not more than 180 days each.
The extension shall be requested in writing and justifiable
cause demonstrated.

105.6 Suspension or revocation. The building official is
authorized to suspend or revoke a permit issued under the pro-
visions 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.

105.7 Placement of permit. The building permit or copy shall
be kept on the site of the work until the completion of the pro-
ject.

SECTION 106
CONSTRUCTION DOCUMENTS

106.1 Submittal documents. Construction documents, state-
ment of special inspections and other data shall be submitted in
one or more sets with each permit application. The construc-
tion documents shall be prepared by a registered design profes-
sional where required by the statutes of the jurisdiction in
which the project is to be constructed. Where special condi-
tions exist, the building official is authorized to require addi-
tional construction documents to be prepared by a registered
design professional.

Exception: The building official is authorized to waive the
submission of construction documents and other data not
required 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 Information on construction documents. 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 regula-
tions, as determined by the building official.

106.1.1.1 Fire protection system shop 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 information as required by the referenced instal-
lation standards in Chapter 9.

106.1.2 Means of egress. The construction documents shall
show in sufficient detail the location, construction, 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, 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 envelope. 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
exterior 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 applicable, as well as
the test procedure used.

106.2 Site plan. 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
established street grades and the proposed finished grades and,
as applicable, flood hazard areas, floodways, and design flood
elevations; 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 Examination of documents. 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 of construction documents. When the
building official issues a permit, the construction docu-
ments shall be approved, in writing or by stamp, as
"Reviewed for Code Compliance." One set of construction
documents so reviewed shall be retained by the building
official. 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.

106.3.2 Previous approvals. 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.

106.3.3 Phased approval. 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
detailed statements have been filed complying with perti-
nent requirements of this code. The holder of such permit
for the foundation or other parts of a building or structure

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ADMINISTRATION

shall proceed at the holder's own risk with the building oper-
ation and 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 statement of special inspections shall name the
individual or firms who are to perform structural obser-
vation and describe the stages of construction at which
structural observation is to occur (see also duties speci-
fied in Section 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
application and that are to be submitted to the building
official within a specified period.

Deferral of any submittal items shall have the prior
approval of the building official. The registered design
professional 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
installed until the design and submittal documents have
been approved by the building official.

106.4 Amended construction documents. Work shall be
installed 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

approved construction documents shall be retained by the
building official for a period of not less than 1 80 days from date

of completion of the permitted work, or as required by state or
local laws.

SECTION 107
TEMPORARY 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,
accessibility, light, ventilation and sanitary requirements of
this code as necessary to ensure public health, safety and gen-
eral welfare.

107.3 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
issued. The part covered by the temporary certificate shall
comply with the requirements specified for temporary lighting,
heat or power in the ICC Electrical Code.

107.4 Termination of approval. The building official is
authorized to terminate such permit for a temporary structure
or use and to order the temporary structure or use to be discon-
tinued.

SECTION 108
FEES

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
requiring a permit, a fee for each permit shall be paid as
required, in accordance with the schedule as established by the
applicable governing authority.

108.3 Building permit valuations. The applicant 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.

108.4 Work commencing 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 estabUshed 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

2006 INTERNATIONAL BUILDING CODE®

ADMINISTRATION

connection to or concurrently with the work authorized by a
building permit shall not relieve the applicant or holder of the
permit from the payment of other fees that are prescribed by
law.

108.6 Refunds. The building official is authorized to establish
a refund policy.

SECTION 109
INSPECTIONS

109.1 General. Construction or work for which a permit is
required 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 violation of the provisions of this code or of other ordi-
nances 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 valid. It shall be
the duty of the permit applicant to cause the work to remain
accessible and exposed for inspection purposes. Neither the
building official nor the jurisdiction shall be liable for expense
entailed in the removal or replacement of any material required
to allow inspection.

109.2 Preliminary inspection. 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.

109.3 Required inspections. The building official, upon noti-
fication, shall make the inspections set forth in Sections
109.3.1 through 109.3.10.

109.3.1 Footing and foundation inspection. 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 Concrete slab and under-floor inspection. 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.

109.3.3 Lowest floor elevation. 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.

109.3.4 Frame inspectioii. 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
approved.

109.3.5 Lath and gypsum board inspection. Lath and
gypsum board inspections shall be made after lathing and
gypsum board, interior and exterior, is in place, but before
any plastering is applied or gypsum board joints and fasten-
ers are taped and finished.

Exception: Gypsum board that is not part of a fire-resis-
tance-rated assembly or a shear assembly.

109.3.6 Fire-resistant penetrations. Protection of joints
and penetrations in fire-resistance-rated assemblies shall
not be concealed from view until inspected and approved.

109.3.7 Energy efficiency inspections. Inspections shall
be made to determine compliance with Chapter 13 and shall
include, but not be limited to, inspections for: envelope
insulation /? and [/values, fenestration L/^ value, duct system
R value, and HVAC and water-heating equipment effi-
ciency.

109.3.8 Other inspections. In addition to the inspections
specified above, the building official is authorized to make
or require other inspections of any construction work to
ascertain compliance with the provisions of this code and
other laws that are enforced by the department of building
safety.

109.3.9 Special inspections. For special inspections, see
Section 1704.

109.3.10 Final inspection. The final inspection shall be
made after all work required by the building permit is com-
pleted.

109.4 Inspection agencies. 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 Inspection requests. 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.

109.6 Approval required. Work shall not be done beyond the
point indicated in each successive inspection without first
obtaining the approval of the building official. The building
official, upon notification, shall make the requested inspec-
tions 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 building official.

SECTION 110
CERTIFICATE OF OCCUPANCY

110.1 Use and occupancy. 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
occupancy therefor as provided herein. Issuance of a certificate
of occupancy shall not be construed as an approval of a viola-

2006 INTERNATIONAL BUILDING CODE®

ADMINISTRATION

tion of the provisions of this code or of other ordinances of the
jurisdiction.

110.2 Certificate issued. After the building official inspects
the building or structure and finds no violations of the provi-
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
occupancy and the use for which the proposed occu-
pancy is classified.

6. The name of the building official.

7. The edition of the code under which the permit was
issued.

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 utility, 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 tp disconnecting, the owner or
occupant of the building, structure or service system shall be
notified in writing, as soon as practical thereafter.

SECTION 112
BOARD OF APPEALS

112.1 General. 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
appeals shall be appointed by the governing body and shall
hold office at its pleasure. The board shall adopt rules of proce-
dure 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
employees 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, construction, alteration, extension, repair,
moving, removal, demolition or occupancy of a building or
structure in violation of the provisions of this code, or in viola-
tion 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 violation is not
complied with promptly, the building official is authorized to
request the legal counsel of the jurisdiction to institute the
appropriate 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

2006 INTERNATIONAL BUILDING CODE®

ADMINISTRATION

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.

SECTION 114
STOP WORK ORDER

114.1 Authority. 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 Issuance. The stop work order shall be in writing arid
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
resume.

114.3 Unlawful continuance. Any person who shall continue
any work after having been served with a stop work order,
except such work as that person is directed to perform to
remove a violation or unsafe condition, shall be subject to pen-
alties as prescribed by law.

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.

115.5 Restoration. The structure or equipment determined to
be unsafe by the building official is permitted to be restored to a
safe condition. To the extent that repairs, alterations or addi-
tions are made or a change of occupancy occurs during the res-
toration of the structure, such repairs, alterations, additions or
change of occupancy shall comply with the requirements of
Section 105.2.2 and Chapter 34.

SECTION 115
UNSAFE STRUCTURES AND EQUIPMENT

115.1 Conditions. Structures or existing equipment that are or
hereafter become unsafe, insanitary or deficient because of
inadequate means of egress facilities, inadequate light and ven-
tilation, or which constitute a fire hazard, or are otherwise dan-
gerous to human life or the public welfare, or that involve
illegal 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
unsafe.

115.2 Record. 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.

115.3 Notice. 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.

115.4 Method of 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 return receipt
requested; or (c) delivered in any other manner as prescribed by
local law. If the certified or registered letter is returned showing

2006 INTERNATIONAL BUILDING CODE®

1 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 2

DEFINITIONS

SECTION 201
GENERAL

201.1 Scope. Unless otherwise expressly stated, the following
words and terms shall, for the purposes of this code, have the
meanings shown in this chapter.

201.2 Interchangeability. Words used in the present tense
include the future; words stated in the masculine gender
include the feminine and neuter; the singular number includes
the plural and the plural, the singular.

201.3 Terms defined in other codes. Where terms are not
defined in 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.

201.4 Terms not defined. Where terms are not defined
through the methods authorized by this section, such terms
shall have ordinarily accepted meanings such as the context
implies.

SECTION 202
DEFINITIONS

AAC MASONRY. See Section 2102.1.

ACCESSIBLE. See Section 1102.1.

ACCESSIBLE MEANS OF EGRESS. See Section 1002.1.

ACCESSIBLE ROUTE. See Section 1102.1.

ACCESSIBLE UNIT. See Section 1102.1.

ACCREDITATION BODY. See Section 2302.1.

ADDITION. An extension or increase in floor area or height
of a building or structure.

ADHERED MASONRY VENEER. See Section 1402.1.

ADOBE CONSTRUCTION. See Section 2102.1.

Adobe, stabilized. See Section 2102.1.

Adobe, unstabilized. See Section 2102.1.
[F] AEROSOL. See Section 307.2.

Level 1 aerosol products. See Section 307.2.

Level 2 aerosol products. See Section 307.2.

Level 3 aerosol products. See Section 307.2.

[F] AEROSOL CONTAINER. See Section 307.2.

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.

Single skin. See Section 3102.2.

AISLE. See Section 1002. 1 . I

AISLE ACCESSWAY. 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.

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.

ANCHOR. See Section 2102.1.

ANCHOR BUILDING. See Section 402.2.

ANCHORED MASONRY VENEER. See Section 1402.1.

ANNULAR SPACE. See Section 702.1.

[F] ANNUNCIATOR. See Section 902.1.

APPROVED. Acceptable to the code official or authority hav- I
ing jurisdiction. I

APPROVED AGENCY. See Section 1702.1.

APPROVED FABRICATOR. See Section 1702. 1 .

APPROVED SOURCE. 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 2102. 1 .

AREA. See Section 2102.1.

Bedded. See Section 2102.1.

Gross cross-sectional. See Section 2102.1.

Net cross-sectional. See Section 2102.1.

AREA, BUILDING. See Section 502.1.

AREA OF REFUGE. See Section 1002.1.

AREAWAY. A subsurface space adjacent to a building open at
the top or protected at the top by a grating or guard.

ASSISTED LIVING FACILITIES. See Section 3 10.2, "Res
idential Care/Assisted living facilities."

ATRIUM. See Section 404.1.1.

ATTIC. The space between the ceiling beams of the top story
and the roof rafters.

2006 INTERNATIONAL BUILDING CODE''

DEFINITIONS

[F] AUDIBLE ALARM NOTIFICATION APPLIANCE.

See Section 902.1.

IAUTOCLAVED AERATED CONCRETE (AAC). See Sec-
tion 2102.1.

[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 .

I BALED COTTON. See Section 307.2.
BALED COTTON, DENSELY PACKED. See Section
307.2.

[F] BARRICADE. See Section 307.2.

Artificial barricade. See Section 307.2.

Natural barricade. See Section 307.2.
BASE FLOOD. See Section 1612.2.
; BASE FLOOD ELEVATION. See Section 1612.2.
BASEMENT.^See Section 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.
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.

Clay or shale. See Section 2102.1.

Concrete. See Section 2102.1.

BUILDING. Any structure used or intended for supporting or
sheltering any use or occupancy.

BUILDING LINE. The line estabhshed by law, beyond which
a building shall not extend, except as specifically provided by
law.

BUILDING OFFICIAL. The officer or other designated
authority charged with the administration and enforcement of
this code, or a duly authorized representative.

BUILT-UP ROOF COVERING. See Section 1502.1.

BUTTRESS. See Section 2102.1.

CABLE-RESTRAINED, AIR-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.

[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.

CERAMIC FIBER BLANKET. See Section 721 . 1 . 1 .

CERTIFICATE OF COMPLIANCE. See Section 1702.1.

CHIMNEY. See Section 2102. 1 .

CHIMNEY TYPES. See Section 2102.1.

High-heat appliance type. See Section 2102. 1 .

Low-heat appliance type. See Section 2102.1.

Masonry type. See Section 2102.1.

Medium-heat appliance type. See Section 2102.1.

CIRCULATION PATH. See Section 1 102.1.

[F] CLEAN AGENT. See Section 902. 1 .

CLEANOUT. See Section 2102. 1 .

[F] CLOSED SYSTEM. See Section 307.2.

COLLAR JOINT. See Section 2102.1.

COLLECTOR. See Section 2302.1.

COLUMN, MASONRY. See Section 2102. 1 .

COMBINATION FIRE/SMOKE 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.

COMMON USE. See Section 1102.1.

COMPOSITE ACTION. See Section 2102.1.

COMPOSITE MASONRY. See Section 2102.1.

[F] COMPRESSED GAS. See Section 307.2.

2006 INTERNATIONAL BUILDING CODE*"

DEFINITIONS

COMPRESSIVE STRENGTH OF MASONRY. See Sec

tion 2102.1.

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 72 1 . 1 . 1 .

CONCRETE, SILICEOUS AGGREGATE. See Section
721.1.1.

CONCRETE, VERMICULITE. See Section 721.1.1.

I CONGREGATE LIVING FACILITIES. See Section 3 10.2.

CONNECTOR. 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 I. See Section 602.2.

Type H. See Section 602.2.

Type m. See Section 602.3.

Type IV. See Section 602.4.

Type V. See Section 602.5.

[F] CONTINUOUS GAS-DETECTION SYSTEM. See

Section 415.2.

[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
exposed 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 .

DAY BOX. See Section 307.2.

DEAD LOADS. See Section 1602.1.

DECK. See Section 1602.1.

DECORATIVE GLASS. See Section 2402 1 .

[F] DECORATIVE MATERIALS. All materials applied
over the building interior finish for decorative, acoustical or
other effect (such as curtains, draperies, fabrics, streamers and
surface coverings), and all other materials utilized for decora-
tive effect (such as batting, cloth, cotton, hay, stalks, straw,
vines, leaves, trees, moss and similar items), including foam
plastics and materials containing foam plastics. Decorative
materials do not include floor coverings, ordinary window
shades, interior finish and materials 0.025 inch (0.64 mm) or
less in thickness applied directly to and adhering tightly to a
substrate.

[F] DEFLAGRATION. See Section 307.2.

[F] DELUGE SYSTEM. See Section 902. 1 .

DESIGN DISPLACEMENT. See Section 1 908. 1 .3 .

DESIGN EARTHQUAKE GROUND MOTION. See Sec-
tion 1613.2.

DESIGN FLOOD. See Section 1612.2.

DESIGN FLOOD ELEVATION. See Section 1612.2.

DESIGN STRENGTH. See Section 1602.1.

DESIGNATED SEISMIC SYSTEM. See Section 1702.1.

[F] DETACHED BUILDING. See Section 307.2.

DETAILED PLAIN CONCRETE STRUCTURAL WALL.

See Section 1908.1.3.

DETECTABLE WARNING. See Section 1102.1.
[F] DETECTOR, HEAT. See Section 902. 1 .
[F] DETONATION. See Section 307:2.
DIAPHRAGM. See Sections 1602.1 and 2102.1.

Diaphragm, blocked. See Sections 1602.1.

Diaphragm, boundary. See Section 1602.1.

Diaphragm, chord. See Section 1602.1.

Diaphragm, flexible. See Section 1602.1.

Diaphragm, rigid. See Section 1602.1.

Diaphragm, unblocked. See Section 2302. 1 .
DIMENSIONS. See Section 2102.1.

Actual. See Section 2102.1.

Nominal. See Section 2102.1.

Specified. See Section 21()2.1.
DISPENSING. See Section 307.2.
DOOR, BALANCED. See Section 1002.1.
DORMITORY. See Section 310.2.
DRAFTSTOP. See Section 702. 1 .
DRAG STRUT. See Section 2302.1.

2006 INTERNATIONAL BUILDING CODE®

DEFINITIONS

[F] DRY-CHEMICAL EXTINGUISHING AGENT. See

Section 902.1.

DRY FLOODPROOFING. See Section 1612.2.

DURATION OF LOAD. See Section 1 602. 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. 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.

DWELLING UNIT OR SLEEPING UNIT, MULTI-
STORY. See Section 1102.1.

DWELLING UNIT OR SLEEPING UNIT, TYPE A. See

Section 1102.1.

DWELLING UNIT OR SLEEPING UNIT, TYPE B. See

Section 1102.1.

EFFECTIVE HEIGHT. See Section 2102.1.

EGRESS COURT. See Section 1002.1.

[F] EMERGENCY ALARM SYSTEM. See Section 902.1.

[F] EMERGENCY CONTROL STATION. See Section

415.2.

EMERGENCY ESCAPE AND RESCUE OPENING. See

Section 1002.1.

[F] EMERGENCY VOICE/ALARM COMMUNICA-
TIONS. See Section 902. 1 .

EMPLOYEE WORK AREA. See Section 1102.1.

EQUIPMENT PLATFORM. See Section 502.1.

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
legal building permit has been issued. See also Section 1612.2.

EXIT. See Section 1002.1.

EXIT, HORIZONTAL. 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.

Division 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 .

FABRIC PARTITIONS. See Section 1602. 1 . I

FABRICATED ITEM. See Section 1702.1.

[F] FABRICATION AREA. See Section 415.2.

FACILITY. See Section 1102.1.

FACTORED LOAD. See Section 1602.1.

FIBER CEMENT SIDING. See Section 1402. 1 . I

FIBERBOARD. See Section 2302. 1 .

FIRE ALARM BOX, MANUAL. See Section 902. 1 . I

[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.

FIRE AREA. See Section 702.1.

FIRE BARRIER. 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.

FIRE DOOR. See Section 702.1.

FIRE DOOR ASSEMBLY. See Section 702.1.

FIRE EXIT HARDWARE. See Section 1002. 1 .

[F] FIRE LANE. A road or other passageway developed to I
allow the passage of fire apparatus. A fire lane is not necessar- I
ily intended for vehicular traffic other than fire apparatus. |

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.

FIRE-RESISTANT JOINT SYSTEM. See Section 702 1.

[F] FIRE SAFETY FUNCTIONS. See Section 902.1.

FIRE SEPARATION DISTANCE. See Section 702.1.

FIRE WALL. See Section 702. 1 .

2006 INTERNATIONAL BUILDING CODE

>®

DEFINITIONS

FIRE WINDOW ASSEMBLY. See Section 702.1.
FIREBLOCKING. See Section 702.1
FIREPLACE. See Section 2102.1.
FIREPLACE THROAT. See Section 2102.1.
FIREWORKS. See Section 307.2.
FIREWORKS, 1.3G. See Section 307.2.
FIREWORKS, 1.4G. See Section 307.2.
' FLAME SPREAD. See Section 802. 1 .
FLAME SPREAD 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.

FLEXURAL LENGTH. See Section 1808.1.

FLOOD OR FLOODING. See Section 1612.2.

FLOOD DAMAGE-RESISTANT MATERIALS. See Sec-
tion 1612.2.

FLOOD HAZARD AREA. 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.

FLOOD INSURANCE STUDY. See Section 1612.2.

FLOODWAY. See Section 1612.2.

FLOOR AREA, GROSS. 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.

FOOD COURT. See Section 402.2.

FOUNDATION PIER. See Section 2102.1.

[F] GAS CABINET. See Section 415.2.

[F] GAS ROOM. See Section 415.2.

[F] GASEOUS HYDROGEN SYSTEM. See Section 420.2.

GLASS FIBERBOARD. See Section 721.1.1.

GLASS UNIT MASONRY. See Section 2102.1.

GLUED BUILT-UP MEMBER. See Section 2302.1.

GRADE FLOOR OPENING. A window or other opening
located such that the sill height of the opening is not more than
44 inches (1118 mm) above or below the finished ground level
adjacent to the opening.

GRADE (LUMBER). See Section 2302.1.

GRADE PLANE. See Section 502.1.

GRANDSTAND. See Section 1002.1.

GRIDIRON. See Section 410.2.

GROSS LEASABLE AREA. See Section 402.2.

GROUTED MASONRY. See Section 2102.1.

Grouted hollow-unit masonry. See Section 2102.1.

Grouted multiwythe masonry. See Section 2102.1.

GUARD. See Section 1002.1.

GYPSUM BOARD. See Section 2502.1.

GYPSUM PLASTER. See Section 2502.1.

GYPSUM VENEER PLASTER. See Section 2502.1.

HABITABLE SPACE. A space in a building for living, sleep-
ing, eating or cooking. Bathrooms, toilet rooms, closets, halls,
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.
[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 412.5.1.

HELISTOR See Section 412.5.1.

[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 Sections 3407 and 3409.9).

HORIZONTAL ASSEMBLY. See Section 702.1.

[F] HPM FLAMMABLE LIQUID. See Section 415.2.

2006 INTERNATIONAL BUILDING CODE®

DEFINITIONS

[F] HPM ROOM. See Section 415.2.

HURRICANE-PRONE REGIONS. See Section 1609.2.

[F] HYDROGEN CUTOFF ROOM. See Section 420.2.

IMMEDIATELY DANGEROUS TO LIFE AND HEALTH
(IDLH). See Section 415.2.

IMPACT LOAD. See Section 1 602. 1 .

INCOMPATIBLE MATERIALS. See Section 307.2.

[F] INITIATING DEVICE. See Section 902.1.

INSPECTION CERTIFICATE. See Section 1702.1.

INTENDED TO BE OCCUPIED AS A RESIDENCE. See

Section 1102.1.

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 .

JOINT. See Section 702.1.

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.

LIMIT STATE. See Section 1 602. 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.

LOAD AND RESISTANCE FACTOR DESIGN (LRFD).

See Section 1602.1.

LOAD EFFECTS. See Section 1602.1.

LOAD FACTOR. See Section 1602.1.

LOADS. 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
1702.1.

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.

MARQUEE. A permanent roofed structure attached to and
supported by the building and that projects into the public
right-of-way.

MASONRY. See Section 2102.1.

Ashlar masonry. See Section 2102. 1 .

Coursed ashlar. See Section 2102.1.

Glass unit masonry. See Section 2102.1.

Plain masonry. See Section 2102. 1 .

Random ashlar. See Section 2102.1.

Reinforced masonry. See Section 2102.1.

Solid masonry. See Section 2102.1.

Unreinforced (plain) masonry. See Section 2 102. 1 .
MASONRY UNIT. See Section 2102.1.

Clay. See Section 2102.1.

Concrete. See Section 2102.1.

Hollow. See Section 2102.1.

Solid. See Section 2102.1.

MAXIMUM CONSIDERED EARTHQUAKE GROUND I
MOTION. See Section 1613.2. I

MEAN DAILY TEMPERATURE. See Section 2102.1.

MEANS OF EGRESS. See Section 1002.1. ^

MECHANICAL-ACCESS OPEN PARKING GARAGES.

See Section 406.3.2.

MECHANICAL EQUIPMENT SCREEN. See Section
1502.1.

MECHANICAL SYSTEMS. See Section 1613.2. |

MEMBRANE-COVERED CABLE STRUCTURE. See

Section 3102.2.

MEMBRANE-COVERED FRAME STRUCTURE. See

Section 3102.2.

MEMBRANE PENETRATION. See Section 702.1.

MEMBRANE-PENETRATION FIRESTOR See Section
702.1.

MERCHANDISE PAD. See Section 1002. 1 . |

METAL COMPOSITE MATERIAL (MCM). See Section
1402.1.

2006 INTERNATIONAL BUILDING CODE®

DEFINITIONS

METAL COMPOSITE MATERIAL (MCM) SYSTEM.

See Section 1402.1.

METAL ROOF PANEL. See Section 1502. 1 .
METAL ROOF SHINGLE. See Section 1502. 1 .
MEZZANINE. See Section 502.1.
I MICROPILES.See Section 1808.1.
MINERAL BOARD. See Section 721.1.1.

I MINERAL FIBER. See Section 702.1.
MINERAL WOOL. See Section 702.1.

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.

I MULTISTORY UNITS. See Section 1102.1.

NAILING, BOUNDARY. See Section 2302.1.

NAILING, EDGE. See Section 2302.1.

NAILING, FIELD. See Section 2302.1.

NATURALLY DURABLE WOOD. See Section 2302.1.

Decay resistant. See Section 2302.1.

Termite resistant. See Section 2302. 1 .
NOMINAL LOADS. See Section 1602.1.
NOMINAL SIZE (LUMBER). See Section 2302. 1 .

NONCOMBUSTIBLE MEMBRANE STRUCTURE. See

Section 3102.2.

[F] NORMAL TEMPERATURE AND PRESSURE

(NTP). See Section 415.2.

NOSING. See Section 1002. 1 .

[F] NUISANCE ALARM. See Section 902.1.

OCCUPANCY CATEGORY. See Section 1602.1.

OCCUPANT LOAD. See Section 1002.1.

OCCUPIABLE SPACE. 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
requirements of this code.

OPEN PARKING GARAGE. See Section 406.3.2.

[F] OPEN SYSTEM. See Section 307.2.

OPERATING BUILDING. See Section 307.2.

(ORDINARY PRECAST STRUCTURAL WALL. See Sec
tion 1908.1.3.

ORDINARY REINFORCED CONCRETE STRUC-
TURAL WALL. See Section 1908.1.3.

ORDINARY STRUCTURAL PLAIN CONCRETE
WALL. See Section 1908.1.3.

[F] ORGANIC PEROXIDE. See Section 307.2.

Class L See Section 307.2.

Class II. See Section 307.2.

Class III. See Section 307.2.

Class IV. See Section 307.2.

Class V. See Section 307.2.

Unclassified detonable. See Section 307.2.

ORTHOGONAL. See Section 1613.2.

OTHER STRUCTURES. See Section 1602.1.

OWNER. Any person, agent, firm or corporation having a
legal or equitable interest in the property.

[F] OXIDIZER. 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] OXIDIZING GAS. See Section 307.2.

PANEL (PART OF A STRUCTURE). See Section 1602.1.

PANIC HARDWARE. See Section 1002. 1 .

PARTICLEBOARD. See Section 2302.1.

PENETRATION FIRESTOR See Section 702. 1 .

PENTHOUSE. See Section 1502. 1.

PERMIT. An official document or certificate issued by the
authority. having jurisdiction which authorizes performance of
a specified activity.

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 Section 310.2.

[F] PHYSICAL HAZARD. See Section 307.2.

[F] PHYSIOLOGICAL WARNING THRESHOLD
LEVEL. See Section 415.2.

PIER FOUNDATIONS. See Section 1808.1.

Belled piers. See Section 1 808. 1 .
PILE FOUNDATIONS. See Section 1 808. 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.

2006 INTERNATIONAL BUILDING CODE®

DEFINITIONS

Steel-cased piles. See Section 1808.1.
I , : Timber piles. See Section 1 808. 1 .

PINRAIL. See Section 410.2.

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.
I PREFABRICATED WOOD I- JOIST. See Section 2302.1.

PRESERVATIVE-TREATED WOOD. See Section 2302.1.

PRESTRESSED MASONRY. See Section 2102.1.

PRIMARY FUNCTION. See Section 3402.1.

PRISM. See Section 2102.1.

PROSCENIUM WALL. See Section 410.2.

PUBLIC ENTRANCE. See Section 1 102. 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.

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 licensed 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 PLASTIC, GLASS FIBER. See Section
2602.1.

(RELIGIOUS WORSHIP, PLACE OF. A building or portion
thereof intended for the performance of religious services.

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 and 2102. 1 .

REROOFING. See Section 1502.1.

RESIDENTIAL AIRCRAFT HANGAR. See Section
412.3.1.

RESIDENTIAL CARE/ASSISTED LIVING FACILI-
TIES. 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 1502.1.
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 1613.2.

SEISMIC-FORCE-RESISTING SYSTEM. See Section
1613.2.

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.

SHEAR WALL. See Sections 2102. 1 and 2302. 1 .

Detailed plain masonry shear wall. See Section 2102.1.

Intermediate prestressed masonry shear wall. See Sec-
tion 2102.1.

Intermediate reinforced masonry shear wall. See Section
2102.1.

Ordinary plain masonry shear wall. See Section 2102. 1 .

Ordinary plain prestressed masonry shear wall. See Sec-
tion 2102.1.

Ordinary reinforced masonry shear wall. See Section
2102.1.

Perforated shear wall. See Section 2302.1.

Perforated shear wall segment. See Section 2302.1.

Special prestressed masonry shear wall. See Section
2102.1.

Special reinforced masonry shear wall. See Section
2102.1.

SHELL. See Section 2102.1.

SINGLE-PLY MEMBRANE. See Section 1502. 1 .

[F] SINGLE-STATION SMOKE ALARM. See Section
902.1.

SITE. See Section 1102.1.

2006 INTERNATIONAL BUILDING CODE®

DEFINITIONS

SITE CLASS. See Section 1613.2.

SITE COEFFICIENTS. See Section 1613.2.

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
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.

SLEEPING UNIT. 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.

[F] SMOKE ALARM. See Section 902.1.

SMOKE BARRIER. 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.

SMOKEPROOF ENCLOSURE. See Section 902.1.

[F] SOLID. See Section 415.2.

SPECIAL INSPECTION. See Section 1702.1.

Special inspection, continuous. See Section 1702.1.

Special inspection, periodic. See Section 1702.1.

SPECIAL FLOOD HAZARD AREA. See Section 1612.2.

SPECIFIED. See Section 2102.1.

SPECIFIED COMPRESSIVE STRENGTH OF
MASONRY (/"J. See Section 2102.1.

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 OE See Section
902.1.

Class I system. See Section 902. 1 .

Class II system. See Section 902.1.

Class III system. See Section 902.1.
[F] STANDPIPE, TYPES OF. See Section 902.1.

Automatic dry. See Section 902.1.

Automatic wet. See Section 902. 1 .

Manual dry. See Section 902.1.

Manual wet. See Section 902. 1 .

Semiautomatic dry. 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.

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 "Mezzanine" and Section 502.1). It is mea-
sured 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 raf-
ters.

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; or

2. More than 12 feet (3658 mm) above the finished ground
level at any point.

STRENGTH. See Section 2102.1.

Design strength. See Section 2102.1.

Nominal strength. See Sections 1602.1 and 2102.1.

Required strength. See Sections 1602.1 and 2102.1.

STRENGTH DESIGN. See Section 1602.1.

STRUCTURAL COMPOSITE LUMBER. See Secdon
2302.1.

Laminated veneer lumber (LVL). See Section 2302.1.

Parallel strand lumber (PSL). See Section 2302.1.

STRUCTURAL GLUED-LAMINATED TIMBER. See'
Section 2302.1.

STRUCTURAL OBSERVATION. See Section 1702.1.

2006 INTERNATIONAL BUILDING CODE®

DEFINITIONS

STRUCTURE. That which is built or constructed.
SUBDIAPHRAGM. See Section 2302.1.
SUBSTANTIAL DAMAGE. See Section 1612.2.
SUBSTANTIAL IMPROVEMENT. See Section 1612.2.
SUNROOM ADDITION. See Section 1202.1.
[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.

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.

THERMAL ISOLATION. See Section 1202. 1 .

THERMOPLASTIC MATERIAL. See Section 2602.1.

THERMOSETTING MATERIAL. See Section 2602.1.

THIN-BED MORTAR. See Section 2102.1.

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 OF. See Section 902.1.

TOWNHOUSE. A single-family dwelling unit constructed in
a group of three or more attached units in which each unit
extends from the foundation to roof and with open space on at
least two sides.

[F] TOXIC. See Section 307.2.

TRANSIENT. See Section 310.2.

TREATED WOOD. See Section 2302.1.

TRIM. See Section 802.1.

[F] TROUBLE SIGNAL. See Section 902.1.

TYPE A UNIT. See Section 1102.1.

TYPE B UNIT. See Section 1102.1.

' 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-
inghavingapermeanceratingof5perms(52.9xlO"'°kg/Pa- s- m^)
or greater, when tested in accordance with the dessicant method
using Procedure A of ASTM E 96. A vapor-permeable material
permits 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.

VEHICLE BARRIER SYSTEM. See Section 1602.1.

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.

VINYL SIDING. See Section 1402.1.

[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.

Composite wall. See Section 2102.1.

Dry-stacked, surface-bonded wall. See Section 2102.1.

Masonry-bonded hollow wall. See Section 2102.1.

Parapet wall. See Section 2102. 1 .

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 (1459 N/m) of vertical load in
addition to its own weight.

2. Any masonry or concrete wall that supports more than
200 pounds per linear foot (29 19 N/m) of vertical load in
addition to its own weight.

WALL, NONLOAD-BEARING. Any wall that is not a
load-bearing wall.

WALL PIER. See Section 1908.1.3.

[F] WATER-REACTIVE MATERIAL. See Section 307.2.

Class 3. See Section 307.2.

Class 2. See Section 307.2.

Class 1. See Section 307.2.
WATER-RESISTIVE BARRIER. See Section 1402.
WEATHER-EXPOSED SURFACES. See Section 2502.1.
WEB. See Section 2102.1.

2006 INTERNATIONAL BUILDING CODE®

DEFINITIONS

[F] WET-CHEMICAL EXTINGUISHING SYSTEM. See

Section 902.1.

WHEELCHAIR SPACE. See Section 1102.1.

WIND-BORNE DEBRIS REGION. See Section 1609.2.

WINDER. See Section 1002.1.

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 .

Oriented 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.

2006 INTERNATIONAL BUILDING CODE® 21

22 2006 INTERNATIONAL BUILDING CODE''

CHAPTER 3

USE AND OCCUPANCY CLASSIFICATION

SECTION 301
GENERAL

301.1 Scope. The provisions of this chapter shall control the
classification of all buildings and structures as to use and occu-
pancy.

SECTION 302
CLASSIFICATION

302.1 General. Structures or portions of structures shall be
classified with respect to occupancy in one or more of the
groups listed below. A room or space that is intended to be
occupied at different times for different purposes shall comply
with all of the requirements that are applicable to each of the
purposes for which the room or space will be occupied. Struc-
tures with multiple occupancies or uses shall comply with Sec-
tion 508. Where a structure is proposed for a purpose that is not
specifically provided for in this code, such structure shall be
classified in the group that the occupancy most nearly resem-
bles, 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

2. Business (see Section 304): Group B

3. Educational (see Section 305): Group E

4. Factory and Industrial (see Section 306): Groups F-1
and F-2

5. High Hazard (see Section 307): Groups H-1, H-2, H-3,
H-4 and H-5

6. Institutional (see Section 308): Groups I-l, 1-2, 1-3 and
1-4

7. Mercantile (see Section 309): Group M

8. Residential (see Section 310): Groups R-1, R-2, R-3
and R-4

9. Storage (see Section 311): Groups S-1 and S-2

10. Utility and Miscellaneous (see Section 312): Group U

SECTION 303
ASSEMBLY GROUP A

303.1 Assembly Group A. Assembly Group A occupancy
includes, among others, the use of a building or structure, or a
portion thereof, for the gathering of persons for purposes such
as civic, social or religious functions; recreation, food or drink
consumption; or awaiting transportation.

Exceptions:

1. A building used for assembly purposes with an occu-
pant load of less than 50 persons shall be classified as
a Group B occupancy.

2. A room or space used for assembly purposes with an
occupant load of less than 50 persons and accessory to
another occupancy shall be classified as a Group B
occupancy or as part of that occupancy.

3. A room or space used for assembly purposes that is
less than 750 square feet (70 m^) in area and is acces-
sory to another occupancy shall be classified as a
Group B occupancy or as part of that occupancy.

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
Places of religious worship
Community halls
Courtrooms

Dance halls (not including food or drink consump-
tion)

Exhibition halls
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 teraiinals
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

2006 INTERNATIONAL BUILDING CODE®

USE AND OCCUPANCY CLASSIFICATION

A-5 Assembly uses intended for participation in or viewing
outdoor activities including, but not limited to:

Amusement park structures

Bleachers

Grandstands

Stadiums

SECTION 304
BUSINESS GROUP B

304.1 Business Group B. Business Group B occupancy
includes, 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
occupancies 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 for students above the 12th grade
Electronic data processing
Laboratories: testing and research
Motor vehicle showrooms
Post offices
Print shops
Professional services (architects, attorneys, dentists,

physicians, engineers, etc.)
Radio and television stations
Telephone exchanges
Training and skill development not within a school or

academic program

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 edu-
cational purposes through the 12th grade. Religious educa-
tional rooms and religious auditoriums, which are accessory to
places of religious worship in accordance with Section 508.3.1
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 V2 years of age, shall be
classified as a Group E occupancy.

SECTION 306
FACTORY GROUP F

306.1 Factory Industrial Group F. 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.

306.2 Factory Industrial F-1 Moderate-hazard Occupancy.

Factory industrial uses which are not classified as Factory
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

Printing or publishing

Recreational vehicles

Refuse incineration

Shoes

Soaps and detergents

Textiles

Tobacco

Trailers

Upholstering

Wood; distillation

Woodworking (cabinet)

306.3 Factory Industrial F-2 Low-hazard Occupancy. 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

2006 INTERNATIONAL BUILDING CODE®

USE AND OCCUPANCY CLASSIFICATION

shall be classified as F-2 occupancies and shall include, but not
be limited 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)

SECTION 307
HIGH-HAZARD GROUP H

[F] 307.1 High-hazard Group H. High-hazard Group H occu-
pancy includes, among others, the use of a building or structure, or
a portion thereof, that involves the manufacturing, processing,
generation or storage of materials diat constitute a physical or
health hazard in quantities in excess of those allowed in control
areas constructed and located as required in Section 414. Hazard-
ous uses are classified in Groups H- 1 , H-2, H-3, H-4 and H-5 and
shall be in accordance with this section, the requirements of Sec-
tion 415 and the International Fire Code.

Exceptions: The following shall not be classified in Group
H, but shall be classified in the occupancy that they most
nearly resemble:

1 . Buildings and structures that contain not more than
the maximum allowable quantities per control area
of hazardous materials as shown in Tables 307.1(1)
and 307. 1(2), provided that such buildings are main-
tained in accordance with the International Fire
Code.

2. Buildings utilizing control areas in accordance with
Section 414.2 that contain not more than the maxi-
mum allowable quantities per control area of haz-
ardous materials as shown in Tables 307.1(1) and
307.1(2).

3. Buildings and structures occupied for the applica-
tion of flammable finishes, provided that such build-
ings or areas 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
conforming to the International Fire Code.

5 . Closed piping containing flammable or combustible
liquids or gases utilized for the operation of machin-
ery 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 approved testing agency, provided that
this occupancy is separated from all other areas of
the building by 1-hour fire barriers or 1-hour hori-
zontal assemblies or both.

7. Cleaning establishments that utilize a liquid solvent
having a flash point at or above 200°F (93°C).

8 . Liquor stores and distributors without bulk storage.

9. Refrigeration systems.

10. The storage or utilization of materials for agricul-
tural purposes on the premises.

11. Stationary batteries utilized for facility emergency
power, uninterrupted power supply or telecommu-
nication 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
display or commonly used building materials.

13 Buildings and structures occupied for aerosol stor-
age 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
materials in quantities not exceeding the maximum
allowable quantity per control area in Group M or S
occupancies complying with Section 414.2.5.

15. The storage of black powder, smokeless propellant
and small arms primers in Groups M and R-3 and
special industrial explosive devices in Groups B, F,
M and S, provided such storage conforms to the
quantity limits and requirements prescribed in the
International Fire Code.

307.1.1 Hazardous materials. Hazardous materials in any
quantity shall conform to the requirements of this . code,
including Section 414, and the International Fire Code.

[F] 307.2 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.

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
combustion that is greater than 13,000 Btu/lb (30 kJ/g).

AEROSOL CONTAINER. A metal can or a glass or plastic
bottie designed to dispense an aerosol. Metal cans shall be lim-
ited to a maximum size of 33.8 fluid ounces (1,000 ml). Glass
or plastic bottles shall be limited to a maximum size of 4 fluid
ounces (118 ml).

BALED COTTON. A natural seed fiber wrapped in and
secured with industry accepted materials, usually consisting of

2006 INTERNATIONAL BUILDING CODE®

USE AND OCCUPANCY CLASSIFICATION

burlap, woven polypropylene, polyethylene or cotton or sheet
polyethylene, and secured with steel, synthetic or wire bands or
wire; also includes linters (lint removed from the cottonseed)
and motes (residual materials from the ginning process).

BALED COTTON, DENSELY PACKED. Cotton made into
banded bales with a packing density of at least 22 pounds per
cubic foot (360 kg/m^), and dimensions complying with the fol-
lowing: a length of 55 inches (1397 ± 20 mm), a width of 21
inches (533.4 ± 20 mm) and a height of 27.6 to 35.4 inches (701 to
899 mm).

BARRICADE. A structure that consists of a combination of
walls, floor and roof, which is designed to withstand the rapid
release of energy in an explosion and which is fully confined,
partially vented or fully vented; or other effective method of
shielding from explosive materials by a natural or artificial bar-
rier.

Artificial barricade. 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
exposures that require protection cannot be seen from the
magazine or building containing explosives when the trees
are bare of leaves.

BOILING POINT. 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 liquid 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.

COMBUSTIBLE 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-bum-

I ing materials in a fibrous or shredded form, such as cocoa fiber,

cloth, cotton, excelsior, hay, hemp, henequen, istle, jute, kapok,

oakum, rags, sisal, Spanish moss, straw, tow, wastepaper, cer-

Itain synthetic fibers or other like materials. This definition does
not include densely packed baled cotton.

COMBUSTIBLE LIQUID. A liquid having a closed cup
flash point at or above 100°F (38°C). Combustible liquids shall
be subdivided as follows:

Class II. Liquids having a closed cup flash point at or above
100°F (38°C) and below 140°F (60°C).

Class IIIA. Liquids having a closed cup flash point at or
above 140°F (60°C) and below 200°F (93°C).

Class IIIB. 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.

COMPRESSED GAS. A material, or mixture of materials
which:

1. 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
solution, except those gases which have no other health-
or physical-hazard properties are hot considered to be
compressed 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 where quanti-
ties of hazardous materials not exceeding the maximum
allowable quantities per control area are stored, dispensed,
used or handled. See also the definition of "Outdoor control
area" in the International Fire Code.

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
destroys 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 action 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).

DAY BOX. A portable magazine designed to hold explosive
materials constructed in accordance with the requirements for
a Type 3 magazine as defined and classified in Chapter 33 of
the International Fire Code.

2006 INTERNATIONAL BUILDING CODE®

[F] TABLE 307.1(1)
MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA OF HAZARDOUS MATERIALS POSING A PHYSICAL HAZARD^'

m, n, p

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'^' '

niA
mB

H-2orH-3
H-2orH-3

N/A

120"'^

330<i'^

13,200^- f

N/A

120"

330"

13,200^

N/A

30"

80"

3,300f

Combustible fiber

Loose
baled"

H-3

(100)
(1,000)

N/A

(100)
(1,000)

N/A

(20)
(200)

N/A

Consumer fireworks (Class
C, Common)

1.4G

H-3

125"' ^'i

N/A

Cryogenics flammable

N/A

H-2

N/A

45'*

N/A

45"

N/A

10"

Cryogenics, oxidizing

N/A

H-3

N/A

45''

N/A

45"

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

ie.g

P-g.

5e,g

50^' s

125d,e,l
ie,g
Id, e, g

(1)^-8

(l)e.g

(5)^-8
(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

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

N/A
N/A
0.258
N/A

(0.25)8
(0.25)8

(1)8

N/A

(0.25)8

N/A

Flammable gas

Gaseous
liquefied

H-2

N/A

N/A
30'''^

1,000"'^

N/A

N/A
30"'^

1,000"'^

N/A

Flammable liquid"

lA
IB and IC

H-2
or H-3

N/A

30'*-^
120''-«

N/A

30"
120"

N/A

10"
30"

Combination flammable
liquid (lA, IB, IC)

N/A

H-2
or H-3

N/A

120d.e.h

N/A

120"' h

N/A

30"'''

Flammable solid

N/A

H-3

125'''^

N/A

1251

N/A

25"

N/A

Organic peroxide

n
m

IV
V

H-1
H-2
H-3
H-3

N/A
N/A

le,g
5cl,e

50'*'^

125"-^

(l)e,g
(5)'*'^

(50)'*'^
(125)'*' «

NL
NL

N/A

N/A ■

N/A

0.258
.1'*
50"

125"
N/L
N/L

(0.25)8

(1)

(50)"

(125)"

N/L

N/A
N/A
N/A
N/A
N/A
N/A

0.258
1"
10"

25"
NL

(0.25)8
(1)"
(10)"
(25)"
NL
NL

Oxidizer

4
3'^

H-1

H-2 or H-3

H-3

N/A

ie,g
10d,e

250'''«

4,000^-f

(l)e,g
(10)d.e

(250)'*'«
(4,000)«'f

N/A
N/A
N/A
N/A

0.258

2"
250"
4,000^

(0.25)8

(2)"
(250)"
(4,000)f

N/A
N/A
N/A
N/A

0.258

50"
1,000^

(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

(continued)

[F] TABLE 307.1(1)— continued
MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA OF HAZARDOUS MATERIALS 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)

Pyrophoric material

■ N/A

H-2

4e,g

(4)e.g

50^-8

(1)8

10^-8

Unstable (reactive)

4
3
2
1

H-1

H-lorH-2

H-3

N/A

ie,g

^d, e

(l)e,g

(50)'*- =

.NL

IQd'g

250'*'^

■ N/L

0.258

I''

50"

(0.25)8

(1)
(50)''
N/L

26, g

10d,e

250"-^

0.258
1"
10"

(0.25)8
(1)"
(10)"
NL

Water reactive

3
2
1

H-2
H-3

N/A

5d, e

(50)'''^

N/A

■ WA'

5"
50''
NL

(5)'^
(50)''

N/A
N/A
N/A

1"
10"

(1)"
(10)"

>
z
a

o
o
o

■D

>
w
w

For SI: 1 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 alcohoUc 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-miscible liquids 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.

d. Maximum allowable quantities shall be increased 1 00 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 apphed accumulatively.

e. Maximum allowable quantities shall be increased 100 percent when stored in approved storage cabinets, day boxes, gas cabinets, exhausted enclosures or safety cans. Where Note d also appUes, 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 Uquid storage system that is connected to a fuel-oil piping system shall be 660 gallons provided such system compUes with 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 neces sary for maintenance purposes, operation or sanitation of equipment. Storage contain-
ers and the maimer 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 packaging,
shall be used.

m. For gallons of Uquids, divide the amount in pounds by 10 in accordance with Section 2703. 1 .2 of the International Fire Code.

n. For storage and display quantities in Group M and storage quantities in Group S occupancies complying with Section 414.2.4, see Tables 414.2.5(1) and 414.2.5(2).

o. Densely packed baled cotton that compUes with the packing requirements of ISO 8115 shall not be included in this material class.

p. The following shall not be included in determining the maximum allowable quantities:

1. Liquid or gaseous fuel in fuel tanks on vehicles.

2. Liquid or gaseous fuel in fuel tanks on motorized equipment operated in accordance with this code.

3. Gaseous fuels in piping systems and fixed appUances regulated by the International Fuel Gas Code.

4. Liquid fuels in piping systems and fixed appliances regulated by the International Mechanical Code.

USE AND OCCUPANCY CLASSIFICATION

[F] TABLE 307.1(2)
MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA OF HAZARDOUS MATERIAL POSING A HEALTH HAZARD^"-''''

MATERIAL

STORAGE"

USE-CLOSED SYSTEMS"

USE-OPEN SYSTEMS"

Solid pounds^' '

Liquid gallons
(pounds)^' '

Gas (cubic feet
at NTP)«

Solid pounds^

Liquid gallons
(pounds)^

Gas (cubic feet
at NTP)^

Solid pounds^

Liquid gallons
(pounds)"

Corrosive

5,000

500

810f-s

5,000

500

BlO^-g

1,000

100

Highly toxic

(10)'

20^

(10)'

20"

(3)'

Toxic

500

(500)'

810^

500

(5ooy

810f

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 per-
cent by volume of water-miscible hquids and with the remainder of the solutions not being flammable, shall not be hmited, provided that such materials are pack-
aged 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 withSection 414.2.4, see Table 414.2.4(1).

d. The aggregate quantity in use and storage shall not exceed the quantity Usted 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 apphes, the increase for both notes shall be applied accumulatively.

g. A single cylinder containing 1 50 pounds or less of anhydrous ammonia in a single control area in a nonsprinklered building shall be considered a maximum allow-
able quantity. Two cylinders, each containing 150 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 withSection 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.

DEFLAGRATION. An exothermic reaction, such as the
extremely rapid oxidation of a flammable dust or vapor in air,
in which the reaction progresses through the 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 reaction characterized by the
presence of a shock wave in the material which establishes and
maintains the reaction. The reaction zone progresses through
the material at a rate greater than the velocity of souiid. The
principal heating mechanism is one of shock compression.
Detonations have an explosive effect.

DISPENSING. The pouring or transferring of any material
from a container, tank or similar vessel, whereby vapors, dusts,
fumes, mists or gases are liberated to the atmosphere.

EXPLOSIVE. Any chemical compound, mixture or device,
the primary or common purpose of which is to function by
explosion. The term includes, but is not limited to, dynamite,
black powder, pellet powder, initiating explosives, detonators,
safety fuses, squibs, detonating cord, igniter cord, igniters and
display fireworks, 1.3G (Class B, Special).

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 .40 (Class C, Common) by the hazardous materi-
als regulations of DQTn 49 CFR.

High explosive. Explosive material, such as dynamite,
which can be caused to detonate by means of a No. 8 test
blasting cap when unconfined.

Low explosive. 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.

Mass-detonating explosives. Division 1.1, 1.2 and 1.5
explosives alone or in combination, or loaded into various
types of ammunition or containers, most of which can be
expected 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
explosive will normally cause severe structural damage to
adjacent objects. Explosive propagation could occur imme-
diately 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/DOTn Class 1 explosives. The former classification
system used by DQTn included the terms "high" and "low"
explosives as defined herein. The following terms further
define explosives under the current system applied by
DQTn for all explosive materials defined as hazard Class 1
materials. Compatibility group letters are used in concert
with the division to specify further limitations on each divi-
sion noted (i.e., the letter G identifies the material as a pyro-
technic substance or article containing a pyrotechnic
substance and similar materials).

Division 1.1. Explosives that have a mass explosion haz-
ard. A mass explosion is one which affects almost the
entire load instantaneously.

2006 INTERNATIONAL BUILDING CODE®

USE AND OCCUPANCY CLASSIFICATION

Division 1.2. Explosives that have a projection hazard
but not a mass explosion hazard.

Division 1.3. Explosives that have a fire hazard and
either 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
entire contents of the package.

Division 1.5. Very insensitive explosives. This division
is comprised of substances that have a mass explosion
hazard, but that are so insensitive there is very little prob-
ability of initiation or of transition from burning to deto-
nation under normal conditions of transport.

Division 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.

FIREWORKS. 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.

FIREWORKS, 1.3G. (Formerly Class B, Special Fireworks.)
Large fireworks devices, which are explosive materials,
intended 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, UN0335
by the DOTn.

FIREWORKS, 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, UN0336,
and the U.S. Consumer Product Safety Commission (CPSC) as
set forth in CPSC 16 CFR: Parts 1500 and 1507, are not explo-
sive 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 13
percent or less by volume with air; or

2. Has a flammable range at 14.7 psia (101 kPa) with air of
at least 12 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 ASTME 681.

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 boiling point at or above 100°F (38°C).

Class IC. Liquids having a flash point at or above 73 °F
(23°C) and below 100°F (38°C).

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 sohd, other than a blasting agent or
explosive, that is capable of causing fire through friction,
absorption or moisture, spontaneous chemical change, or
retained heat from manufacturing or processing, or which has an
ignition temperature below 212°F (100°C) or which bums so
vigorously and persistently when ignited as to create a serious
hazard. A chemical shall be considered a flammable solid as
determined in accordance with the test method of CPSC 16
CFR; Part 1500.44, 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
ignitable mixture with air near the surface or in the container, but
will not sustain combustion. The flash point of a liquid shall be
determined by appropriate test procedure and apparatus as spec-
ified in ASTM D 56, ASTM D 93 or ASTM D 3278.

HANDLING. The deUberate 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 classification of a chemical for which
there is statistically significant evidence that acute or chronic
health effects are capable of occurring in exposed persons. The
term "health hazard" includes chemicals 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 mil-
hgrams or less per kilogram of body weight when admin-

2006 INTERNATIONAL BUILDING CODE®

USE AND OCCUPANCY CLASSIFICATION

istered orally to albino rats weighing between 200 and 300
grams each.

2. A chemical that has a median lethal dose (LD50) of 200
milligrams or less per kilogram of body weight when
administered by continuous contact for 24 hours (or less if
death occurs within 24 hours) with the bare skin of albino
rabbits weighing between 2 and 3 kilograms each.

3. A chemical that has a median lethal concentration (LC50)
in air of 200 parts per milUon by volume or less of gas or
vapor, or 2 milUgrams 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
liberated, or the product is exposed to the atmosphere during
normal operations. Examples of open systems for solids and
liquids include dispensing from or into open beakers or 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- structure 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
extended 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
explosion hazard through rapid explosive decomposition.

OXIDIZER. A material that readily yields oxygen or other
oxidizing gas, or that readily reacts to promote or initiate com-
bustion 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
buming rate of combustible materials with which it comes
in contact or that will undergo vigorous self-sustained
decomposition due to contamination or exposure to heat.

Class 2. An oxidizer that will cause a moderate increase in
the 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 buming rate but which does not cause sponta-
neous ignition when it comes in contact with combustible
materials.

OXIDIZING GAS. A gas that can support and accelerate
combustion of other materials.

PHYSICAL HAZARD. A chemical for which there is evi-
dence that it is a combustible liquid, compressed gas, cryo-
genic, explosive, flammable gas, flammable liquid, flammable
solid, organic peroxide, oxidizer, pyrophoric or unstable (reac-
tive) or water-reactive material.

PYROPHORIC. A chemical with an autoignition tempera-
ture in air, at or below a temperature of 130°F (54.4°C).

PYROTECHNIC COMPOSITION. A chemical mixmre
that produces visible light displays or sounds through a
self-propagating, heat-releasing chemical reaction which is
initiated by ignition.

TOXIC. A chemical falling within any of the following cate-
gories:

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
administered 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 vapor, or
more than 2 milligrams per liter but not more than 20 mil-
ligrams per liter of mist, fume or dust, when adminis-
tered by continuous inhalation for 1 hour (or less if death

2006 INTERNATIONAL BUILDING CODE®

USE AND OCCUPANCY CLASSIFICATION

occurs within 1 hour) to albino rats weighing between
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.
Unstable (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
includes materials that are sensitive to mechanical or local-
ized thermal shock at normal temperatures and pressures.

Class 3. 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
includes materials that are sensitive to thermal or mechani-
cal shock at elevated temperatures and pressures.

Class 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 1. Materials that in themselves are normally stable but
which can become unstable at elevated temperatures and
pressure.

WATER-REACTIVE MATERIAL. A material that
explodes; violently reacts; produces flammable, toxic or other
hazardous gases; or evolves enough heat to cause autoignition
or ignition of combustibles upon exposure to water or mois-
ture. Water-reactive materials are subdivided as follows:

Class 3. Materials that react explosively with water without
requiring heat or confinement.

Class 2. Materials that react violently with water or have the
ability to boil water. Materials that produce flammable,
toxic or other hazardous gases or evolve enough heat to
cause autoignition or ignition of combustibles upon expo-
sure to water or rhoisture.

Class 1. Materials that react with water with some release of
energy, but not violently.

[F] 307.3 High-hazard Group H-1. 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

Exception: Articles, including articles packaged for
shipment, that are not regulated as ah 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 High-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 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 liquids, 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 liquids that
are used or stored in normally closed containers or
systems pressurized at 15 pounds per square inch gauge
(103.4 kPa) or less

Combustible fibers, other than densely packed baled cotton

Consumer fireworks, 1.4G (Class C, Common)

Cryogenic fluids, oxidizing

Flammable solids

Organic peroxides. Class II and III

Oxidizers, Class 2

Oxidizers, Class 3, that are used or stored in normally
closed containers or systems pressurized at 1 5 pounds per
square inch gauge (103 kPa) or less

Oxidizing gases

Unstable (reactive) materials. Class 2

Water-reactive materials. Class 2

2006 INTERNATIONAL BUILDING CODE®

USE AND OCCUPANCY CLASSIFICATION

[F] 307.6 High-hazard Group H-4. Buildings and structures
which contain materials that are health hazards shall be classi-
fied 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 High-hazard Group H-5 structures. Semiconduc-
tor fabrication facilities and comparable research and develop-
ment areas in which hazardous production materials (HPM)
are used and the aggregate quantity of materials is in excess of
those Usted in Tables 307.1(1) and 307.1(2) shall be classified
as Group H-5. Such facilities and areas shall be designed and
constructed in accordance with Section 415.8.

[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.

SECTION 308
INSTITUTIONAL 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-
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 cor-
rectional purposes or in which the liberty of the occupants is
restricted. Institutional occupancies shall be classified as
Group 1-1,1-2, 1-3 or 1-4.

308.2 Group I-l. 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
responding to an emergency situation without physical assis-
tance 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 facilities
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 Group 1-2. This occupancy shall include buildings and
structures used for medical, surgical, psychiatric, nursing or
custodial care on a 24-hour basis for 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.

308.3.1 Child care facility. 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
security measures not under the occupants' control. This group
shall include, but not be limited to, the following:

Prisons
Jails

Reformatories
Detention centers
Correctional centers
Prerelease centers

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).

308.4.1 Condition 1. This occupancy condition shall
include buildings in which free movement is allowed from
sleeping areas, and other spaces where access or occupancy
is permitted, to the exterior via means of egress without
restraint. A Condition 1 facility is permitted to be con-
structed as Group R.

308.4.2 Condition 2. This occupancy condition shall
include buildings in which free movement is allowed from
sleeping areas and any other occupied smoke compartment
to one or more other smoke compartments. Egress to the
exterior is impeded by locked exits.

308.4.3 Condition 3. This occupancy condition shall
include 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.

308.4.4 Condition 4. This occupancy condition shall
include 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.

308.4.5 Condition 5. This occupancy condition shall
include 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.

2006 INTERNATIONAL BUILDING CODE®

USE AND OCCUPANCY CLASSIFICATION

308.5 Group 1-4, day care facilities. 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.

Exception: A facility where occupants are capable of
responding to an emergency situation without physical
assistance 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 2 Vj years of age or less shall be classified
as Group 1-4.

Exception: A child day care facility that provides care
for more than five but no more than 100 children 2 V2
years or less of age, when the rooms where such children
are cared for are located on the level of exit discharge and
each of these child care rooms has an exit door directly to
the exterior, shall be classified as Group E.

SECTION 309
MERCANTILE GROUP M

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
exceed the quantities in Table 414.2.4(1).

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 or when not regulated by the International Resi-

dential Code in accordance with Section 101.2. Residential
occupancies shall include the following:

R-1 Residential occupancies containing sleeping units
where the occupants are primarily 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

Hotels (nontransient)

Monasteries

Motels (nontransient)

Vacation timeshare properties

Congregate living facilities with 16 or fewer occu-
pants are permitted to comply with the construction
requirements for Group R-3.

R-3 Residential occupancies where the occupants are pri-
marily permanent in nature and not classified as Group
R-1, R-2, R-4 or I, including:

Buildings that do not contain more than two dwelling

units.
Adult facilities that provide accommodations for

five or fewer persons of any age for less than 24

hours.
Child care facilities that provide accommodations for

five or fewer persons of any age for less than 24

hours.
Congregate living facilities with 1 6 or fewer persons.

Adult and child care facilities that are within a sin-
gle-family home are permitted to comply with the
International Residential Code.

R-4 Residential occupancies shall include buildings
arranged for occupancy as residential care/assisted liv-
ing facilities including more than five but not more than
16 occupants, excluding staff.

Group R-4 occupancies shall meet the require-
ments for construction as defined for Group R-3,
except as otherwise provided for in this code, or shall
comply with the International Residential Code.

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.

2006 INTERNATIONAL BUILDING CODE'^

USE AND OCCUPANCY CLASSIFICATION

I CONGREGATE LIVING FACILITIES. A building or part
thereof that contains sleeping units where residents share bath-
room and/or kitchen facilities.

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.

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 FACILI-
TIES. 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 respond-
ing to an emergency situation without physical assistance 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, congregate care facili-
ties, social rehabiUtation facihties, alcohol and drug abuse cen-
ters and convalescent facilities.

(TRANSIENT. Occupancy of a dwelling unit or sleeping unit
for not more than 30 days.

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
occupied for storage uses that are not classified as Group S-2,
including, but not limited to, storage of the following:

Aerosols, Levels 2 and 3

Aircraft repair hangar

Bags: cloth, burlap and paper

Bamboos and rattan

Baskets

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

Dry boat storage (indoor)

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 307.1(1) (see Section 406.6)
Photo engravings
Resilient flooring
Silks
Soaps
Sugar

Tires, bulk storage of
Tobacco, cigars, cigarettes and snuff
Upholstery and mattresses
Wax candles

311.3 Low-hazard storage, Group S-2. 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

SECTION 312
UTILITY AND MISCELLANEOUS GROUP U

312.1 General. 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

2006 INTERNATIONAL BUILDING CODE®

USE AND OCCUPANCY CLASSIFICATION

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

36 2006 INTERNATIONAL BUILDING CODE''

CHAPTER 4

SPECIAL DETAILED REQUIREMENTS BASED
ON USE AND OCCUPANCY

SECTION 401
SCOPE

401.1 Detailed use and occupancy requirements. In addition
to the occupancy and construction requirements in this code,
the provisions of this chapter apply to the special uses and
occupancies described herein.

SECTION 402
COVERED MALL BUILDINGS

402.1 Scope. The provisions of this section shall apply to
buildings or structures defined herein as covered mall buildings
not exceeding three floor levels at any point nor more than three
stories above grade plane. Except as specifically required by
this section, covered mall buildings shall meet applicable pro-
visions of this code.

Exceptions:

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 when they totally comply with other applica-
ble provisions of this code.

402.2 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.

ANCHOR BUILDING. 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.

COVERED 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 COURT. A public seating area located in the mall that
serves adjacent food preparation tenant spaces.

GROSS LEASABLE AREA. The total floor area designed
for tenant occupancy and exclusive use. The area of tenant
occupancy 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.

402.3 Lease plan. 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 modifications or
changes in occupancy or use shall be made from that shown on
the lease plan without prior approval of the building official.

402.4 Means of 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 Determination of occupant 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 Occupant formula. 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
(excluding anchor buildings) and the occupant load fac-
tor as determined by the following equation.

OLF= (0.00007) (GLA) + 25
where:

(Equation 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 Anchor buildings. The occupant load of
anchor 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.

402.4.2 Number of means of egress. Wherever the dis-
tance of travel to the mall from any location within a ten-
ant space used by persons other than employees exceeds
75 feet (22 860 mm) or the tenant space has an occupant
load of 50 or more, not less than two means of egress shall
be provided.

402.4.3 Arrangements of means of egress. Assembly
occupancies with an occupant load of 500 or more shall be
so located in the covered mall building that their entrance

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

will be immediately adjacent to a principal entrance to the
mall and shall have not less than one-half of their required
means of egress opening directly to the exterior of the cov-
ered 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
required, 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
location within the dead-end portion of the mall.

402.4.5.1 Exit passageways. Where exit passageways
provide a secondary means of egress from a tenant space,
doorways to the exit passageway shall be protected by
1-hour fire door assemblies that are self- or automatic
closing by smoke detection in accordance with Section
715.4.7.3.

402.4.6 Service areas fronting on exit passageways.

Mechanical rooms, electrical rooms, building service areas
and service elevators are permitted to open directly into exit
passageways, provided the exit passageway is separated
from such rooms with not less than 1-hour fire-resis-
tance-rated fire barriers 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
obstruction 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
exceed 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
construction type of open parking garages and enclosed park-
ing garages shall comply with Sections 406.3 and 406.4,
respectively.

402.7 Fire-resistance-rated separation. Fire-resis-
tance-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.
Pedestrian 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 Section 708. A tenant separation wall is not
required 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 plane that have an occupancy classifica- I
tion the same as that permitted for tenants of the covered
mall building shall be separated by 2-hour fire-resistive
fire barriers complying 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, IIA 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 automatic sprinkler system in accordance with Section
903.3.1.1, which shall comply with the following:

1. The automatic 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 protection.

2. Sprinkler protection for the mall shall be independent
from that provided for tenant spaces or anchors. Where

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

tenant spaces are supplied by the same system, they shall
be independently controlled.

Exception: An automatic sprinkler system shall not be
required in spaces or areas of open parking garages con-
structed in accordance with Section 406.2.

402.8.1 Standpipe system. The covered mall building shall
be equipped throughout with a standpipe system as required
by Section 905.3.3.

402.9 Smoke control. A smoke control system shall be pro-
vided where required for atriums in Section 404.

402.10 Kiosks. Kiosks and similar structures (temporary or
permanent) shall meet the following requirements:

1. Combustible kiosks or other structures shall not be
located within the mall unless constructed of any of the
following materials:

1.1. Fire-retardant-treated wood complying with
Section 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 detec-
tion 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 Children's playground structures. Structures
intended as children's playgrounds that exceed 10 feet (3048
mm) in height and 150 square feet (14 m^) in area shall comply
with the following.

402.11.1 Materials. Children's playground structures shall
be constructed of noncombustible materials or of combusti-
ble materials that comply with the following:

1 . Fire-retardant-treated wood.

2. Light-transmitting plastics complying with Section
2606.

3. Foam plastics (including the pipe foam used in
soft-contained play equipment structures) having a
maximum heat-release rate not greater than 100 kW
when tested in accordance with UL 1975.

4. Aluminum composite material (ACM) meeting the
requirements of Class A interior finish in accordance
with Chapter 8 when tested as an assembly in the
maximum thickness intended for use.

5. Textiles and films complying with the flame propaga-
tion performance criteria contained in NFPA 701.

6. Plastic materials used to construct rigid components
of soft-contained play equipment structures (such as
tubes, windows, panels, junction boxes, pipes, slides
and decks) meeting the UL 94 V-2 classification
when tested in accordance with UL 94.

7. Ball pool balls, used in soft-contained play equipment
structures, having a maximum heat release rate not
greater than 100 kW when tested in accordance with
UL 1975. The minimum specimen test size shall be
36 inches by 36 inches (914 mm by 914 mm) by an
average of 21 inches (533 mm) deep, and the balls
shall be held in a box constructed of galvanized steel
poultry netting wire mesh.

8. Foam plastics shall be covered by a fabric, coating or
film meeting the flame propagation performance cri-
teria of NFPA 701.

9. The floor covering placed under the children's play-
ground structure shall exhibit a Class I interior floor
finish classification, as described in Section 804,
when tested in accordance with NFPA 253.

402.11.2 Fire protection. Children's playground structures
located within the mall shall be provided with the same level
of approved fire suppression and detection devices required
for kiosks and similar structures.

402.11.3 Separation. Children's playground structures
shall have a minimum horizontal separation from other
structures within the mall of 20 feet (6090 mm).

402.11.4 Area limits. Children's playground structures
shall not exceed 300 square feet (28 m^) in area, unless a
special investigation has demonstrated adequate fire safety. .

402.12 Security grilles and 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
period of occupancy by the general public.

2. Doors or grilles shall not be brought to the closed posi-
tion when there are 10 or more persons occupying spaces I
served by a single exit or 50 or more persons occupying I
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 door.

402.13 Standby power. 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] 402.14 Emergency voice/alarm communication system.

Covered mall buildings exceeding 50,000 square feet (4645
m^) in total floor area shall be provided with an emergency

2006 INTERNATIONAL BUILDING CODE""

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

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.

402.15 Plastic signs. Plastic signs affixed to the storefi-ont of
any tenant space facing the mall shall be limited as specified in
Sections 402.15.1 through 402.15.5.2.

402.15.1 Area. Plastic signs shall not exceed 20 percent of
the wall area facing the mall.

402.15.2 Height and width. 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).

402.15.3 Location. Plastic signs shall be located a mini-
mum distance of 1 8 inches (457 mm) from adjacent tenants.

402.15.4 Plastics other than 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
index not greater than 450 when tested in the manner
intended for use in accordance with ASTM E 84 or meet the
acceptance criteria of Section 803.2. 1 when tested in accor-
dance with NFPA 286.

402.15.4.1 Encasement. Edges and backs of plastic
signs in the mall shall be fully encased in metal.

402.15.5 Foam plastics. 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.

402.15.5.1 Density. The minimum density of foam plas-
tics used in signs shall not be less than 20 pounds per
cubic foot (pcf) (320 kg/m^).

402.15.5.2 Thickness. The thickness of foam plastic
signs shall not be greater than V2 inch (12.7 mm).

[F] 402.16 Fire department access to equipment. Rooms or
areas containing controls for air-conditioning systems, auto-
matic fire-extinguishing systems or other detection, suppres-
sion or control elements shall be identified for use by the fire
department.

SECTION 403
HIGH-RISE BUILDINGS

403.1 Applicability. The provisions of this section shall apply
to buildings with an occupied floor 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:

1 . Airport traffic control towers in accordance with Sec-
tion 412.

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 . 1 .

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
required in spaces or areas of:

1. Open parking garages in accordance with Section
406.3.

2. Telecommunications equipment buildings used
exclusively for telecommunications equipment, asso-
ciated electrical power distribution equipment, bat-
teries and standby engines , provided that those spaces
or areas are equipped throughout with an automatic
fire detection system in accordance with Section
907.2 and are separated from the remainder of the
building by fire barriers consisting of not less than I
1-hour fire-resistance-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. For buildings not greater than 420 feet (128 m) in I
height. Type lA construction shall be allowed to be I
reduced to Type IB.

Exception: The required fire-resistance rating of
columns supporting floors shall not be allowed to
be reduced.

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.

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

403.3.2 Shaft enclosures. For buildings not greater than
420 feet (128 m) in height, the required fire-resistance rat-
ing of the fire barriers enclosing vertical shafts, other than
exit enclosures and elevator hoistway enclosures, shall be
reduced to 1 hour where automatic sprinklers are installed
within the shafts at the top and at alternate floor levels.

403.4 Emergency escape and rescue. Emergency escape and
rescue openings required by Section 1026 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.

[F] 403.10 Standby power. A standby power system comply-
ing 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 barriers constructed in accordance with
Section 706 or horizontal assemblies constructed in accor-
dance with Section 711, or both. System supervision with
manual start and transfer features shall be provided at the
fire command center.

[F] 403.10.2 Standby power loads. The following are clas-
sified as standby power loads:

1. Power and lighting for the fire command center
required by Section 403.8;

2. Electrically powered fire pumps; and

3. Ventilation and automatic fire detection equipment
for smokeproof enclosures.

Standby power shall be provided for elevators in accor-
dance with Sections 1007.4 and 3003.

[F] 403.11 Emergency power systems. An emergency power
system complying with Section 2702 shall be provided for
emergency power loads specified in Section 403.11.1.

[F] 403.11.1 Emergency power loads. The following are
classified 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 1020.1.7.

403.14 Seismic considerations. For seismic considerations,
see Chapter 16.

SECTION 404
ATRIUMS

404.1 General. In other than Group H occupancies, and where
permitted by Exception 5 in Section 707.2, the provisions of
this section shall apply to buildings or structures containing
vertical openings defined herein as "Atriums."

404.1.1 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.

ATRIUM. An opening connecting two or more stories
other than enclosed stairways, elevators, hoistways, escala-
tors, plumbing, electrical, air-conditioning or other equip-
ment, 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.

404.2 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.

Exception: 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 Automatic sprinkler protection. An approved
automatic sprinkler system shall be installed throughout the
entire building.

Exceptions:

1 . That area of a building adj acent to or above the atrium
need not be sprinklered, provided that portion of the
, building is separated from the atrium portion by not
less than a 2-hour fire-resistance-rated fire barrier or
horizontal assembly, or both.

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

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.

404.4 Smoke control. A smoke control system shall be
installed in accordance with Section 909.

Exception: Smoke control is not required for atriums that
connect only two stories.

404.5 Enclosure of atriums. Atrium spaces shall be separated
from adjacent spaces by a 1-hour fire barrier constructed in
accordance with Section 706 or a horizontal assembly con-
structed in accordance with Section 71 1, or both.

Exceptions:

1 . A glass wall forming a smoke partition where auto-
matic 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 designed so that the
entire surface of the glass is wet upon activation of the
sprinkler system without obstruction. The glass shall
be installed in a gasketed frame so that the framing
system deflects without breaking (loading) the glass
before the sprinkler 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 the design of the
smoke control system.

[F] 404.6 Standby power. Equipment required to provide
smoke control shall be connected to a standby power system in
accordance with Section 909. 1 1 .

404.7 Interior finish. 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).

SECTION 405
UNDERGROUND BUILDINGS

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.

Exceptions:

1 . One- and two-family dwellings, sprinklered in accor-
dance with Section 903.3.1.3.

2. Parking garages with automatic sprinkler systems in
compliance with Section 405.3.

3. Fixed guide way transit systems.

4. Grandstands, bleachers, stadiums, arenas and similar
facihties.

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.

405.2 Construction requirements. The underground portion
of the building shall be of Type I construction.

[F] 405.3 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
accordance with Sections 405.4.1 through 405.4.3.

405.4.1 Number of 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
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 compartments
shall be separated from each other by a smoke barrier in
accordance with Section 709. Penetrations between the two
compartments shall be limited to plumbing and electrical
piping and conduit that are firestopped in accordance with
Section 712. Doorways shall be protected by fire door
assemblies that are automatic closing by smoke detection in
accordance with Section 715.4.7.3 and are installed in
accordance with NFPA 105 and Section 715.4.3. 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 smoke barrier in accordance with Section
709. Doors shall be gasketed, have a drop sill and be auto-
matic closing by smoke detection in accordance with Sec-
tion 715.4.7.3.

[F] 405.5 Smoke control system. A smoke control system
shall be provided in accordance with Sections 405.5.1 and
405.5.2.

[F] 405.5.1 Control system. A smoke control system is
required to control the migration of products of combustion
in accordance with Section 909 and the provisions of this
section. Smoke control shall restrict movement of smoke to
the general area of fire origin and maintain means of egress
in a usable condition.

[F] 405.5.2 Compartment smoke control system. Where
compartinentation is required, each compartment shall have

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

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 pubUc 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 1020. 1 .7.

[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.

[F] 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 lighting.

5 . Means of egress and exit sign illumination as required
by Chapter 10.

[F] 405.11 Standpipe system. The underground building shall
be equipped throughout with a standpipe system in aqcordance
with Section 905.

SECTION 406
MOTOR-VEHICLE-RELATED OCCUPANCIES

406.1 Private garages and carports.
2006 INTERNATIONAL BUILDING CODE®

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 completed or fuel is dispensed are permitted
to be 3,000 square feet (279 m^) when the following provi-
sions 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 a 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 shall not be required to have a
fire-resistance rating and the area of openings shall
not be limited when the fire separation distance is 5
feet (1524 mm) or more.

More than one 3,000-square-foot (279 m^) Group U
occupancy shall be permitted to be in the same building,
provided each 3,000-square-foot (279 m^) area is separated
by fire walls complying with Section 705.

406.1.3 Garages and 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.

Exception: 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.

406.1.4 Separation. Separations shall comply with the
following:

1 . The private garage shall be separated from the dwell-
ing unit and its attic area by means of a minimum
Vj-inch (12.7 mm) gypsum board applied to the
garage side. Garages beneath habitable rooms shall be
separated from all habitable rooms above by not less
than a Vg-inch Type X gypsum board or equivalent.
Door openings between a private garage and the
dwelling unit shall be equipped with either solid
wood doors or solid or honeycomb core steel doors
not less than IVg inches (34.9 mm) thick, or doors in
comphance with Section 715.4.3. Openings from a
private garage directly into a room used for sleeping
purposes shall not be permitted. Doors shall be I
self-closing and self-latching. I

2. Ducts in a private garage and ducts penetrating the
walls or ceilings separating the dwelUng unit from the
garage shall be constructed of a minimum 0.019-inch

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

(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.

406.2 Parking garages.

406.2.1 Classification. 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 509 for special provisions for parking garages.

406.2.2 Clear height. 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 A117.1.

406.2.3 Guards. 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
directly below exceeds 30 inches (762 mm).

406.2.4 Vehicle barriers. 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 end of drive lanes, and
at the end of parking spaces where the difference in adjacent
floor elevation is greater than 1 foot (305 mm).

Exception: Vehicle storage compartments in a mechani-
cal access parking garage.

406.2.5 Ramps. Vehicle ramps shall not be considered as
required exits unless pedestrian facilities are provided.
Vehicle ramps that are utilized for vertical circulation as
well as for parking shall not exceed a slope of 1:15 (6.67
percent).

406.2.6 Floor surface. Parking surfaces shall be of concrete
or similar noncombustible and nonabsorbent materials.

Exception: 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.

406.2.7 Mixed separation. Parking garages shall be sepa-
rated from other occupancies in accordance with Section
508.3.

406.2.8 Special hazards. Connection of a parking garage
with any room in which there is a fuel -fired appliance shall
be by means of a vestibule providing a two-doorway separa-
tion.

Exception: A single door shall be allowed provided the
sources of ignition in the appliance are at least 18 inches
(457 mm) above the floor.

406.2.9 Attached to rooms. Openings from a parking
garage directly into a room used for sleeping purposes shall
not be permitted.

406.3 Open parking garages.

406.3.1 Scope. Except where specific provisions are made
in the following subsections, other requirements of this
code shall apply.

406.3.2 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.

MECHANICAL-ACCESS OPEN PARKING

GARAGES. Open parking garages employing parking
machines, 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.

OPEN PARKING GARAGE. 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 parking or
storage of private motor vehicles as described in Section
406.3.4.

RAMP-ACCESS OPEN PARKING GARAGES. Open
parking garages employing a series of continuously rising
floors or a series of interconnecting ramps between floors
permitting the movement of vehicles under their own power
from and to the street level.

406.3.3 Construction. 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.

406.3.3.1 Openings. 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
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 508.3, 402.7.1, 406.3.13, 509.3, 509.4 and
509.7.

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
508.3.

406.3.5.1 Single use. When the open parking garage is
used exclusively for the parking or storage of private
motor vehicles, with no other uses in the building, the
area and height shall be permitted to comply with Table

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

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's 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's
perimeter are permitted to be increased by 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 (9144 mm) for the full
length of the opening, and standpipes shall be provided in
each such tier.

Open parking garages of Type 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 distrib-
uted along the length of the tier. All portions of tiers shall be
within 200 feet (60 960 mm) horizontally from such open-
ings or other natural ventilation openings as defined in Sec-
tion 406.3.3.1. These openings shall be permitted to be
provided in courts with a minimum width of 30 feet (9144
mm) for the full width of the openings.

406.3.7 Fire separation distance. Exterior walls and open-
ings in exterior walls shall comply with Tables 601 and 602.
The distance to an adjacent lot line shall be determined in
accordance 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
employees only, provided they are completely enclosed by
noncombustible materials.

406.3.9 Standpipes. Standpipes shall be installed where
required by the provisions of Chapter 9.

406.3.10 Sprinlder systems. Where required by other pro-
visions of this code, automatic sprinkler systems and
standpipes shall be installed in accordance with the provi-
sions of Chapter 9.

406.3.11 Enclosure of vertical openings. Enclosure shall
not be required for vertical openings except as specified in
Section 406.3.8.

406.3.12 Ventilation. Ventilation, other than the percentage
of openings specified in Section 406.3.3.1, shall not be
required.

406.3.13 Prohibitions. The following uses and alterations
are not permitted:

1. Vehicle repair work.

2. Parking of buses, trucks and similar vehicles.

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

Yes

Unlimited

12 tiers

18 tiers

IIA

50,000

10 tiers

15 tiers

50,000

8 tiers

12 tiers

50,000

4 tiers

For SI: 1 square foot = 0.0929 m^.

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SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

3. Partial or complete closing of required openings in
exterior walls by tarpaulins or any other means.

4. Dispensing of fuel.

406.4 Enclosed parking garages.

406.4.1 Heights and areas. Enclosed vehicle parking
garages 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 as modified by Sec-
tions 504, 506 and 507. Roof parking is permitted.

406.4.2 Ventilation. A mechanical ventilation system shall
be provided in accordance with the International Mechani-
cal Code.

406.5 Motor fuel-dispensing facilities.

406.5.1 Construction. Motor fuel-dispensing facilities
shall be constructed in accordance with the International
Fire Code and this section.

406.5.2 Canopies. Canopies under which fuels are dis-
pensed shall have a clear, unobstructed height of not less
than 1 3 feet 6 inches (4 11 5 mm) to the lowest proj ecting 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 lot and face yards or streets not less than 40 feet
(12 192 mm) in width on the other sides. The aggre-
gate areas of plastics shall not exceed 1,000 square
feet (93 m^). The maximum area of any individual
panel shall not exceed 100 square feet (9.3 m^).

406.5.2.1 Canopies used to support gaseous hydrogen
systems. Canopies that are used to shelter dispensing
operations where flammable compressed gases are
located on the roof of the canopy shall be in accordance
with the following:

1 . The canopy shall meet or exceed Type I construc-
tion requirements.

2. Operations located under canopies shall be limited
to refueling only.

3. The canopy shall be constructed in a manner that
prevents the accumulation of hydrogen gas. ,

406.6 Repair garages.

406.6.1 General. Repair garages shall be constructed in
accordance with the International Fire Code and this sec-
tion. This occupancy shall not include motor fuel-dispens-
ing facilities, as regulated in Section 406.5.

406.6.2 Mixed uses. Mixed uses shall be allowed in the
same building as a repair garage subject to the provisions of
Section 508.3.

406.6.3 Ventilation. Repair garages shall be mechanically
ventilated in accordance with the International Mechanical
Code. The ventilation system shall be controlled at the
entrance to the garage.

406.6.4 Floor surface. Repair garage floors shall be of con-
crete or similar noncombustible and nonabsorbent materi-
als.

Exception: Slip-resistant, nonabsorbent, interior floor
finishes having a critical radiant flux not more than 0.45
W/cm^, as determined by NFPA 253, shall be permitted.

406.6.5 Heating equipment. Heating equipment shall be
installed in accordance with the International Mechanical
Code.

[F] 406.6.6 Gas detection system. Repair garages used for
repair of vehicles fueled by nonodorized gases, such as
hydrogen and nonodorized LNG, shall be provided with an
approved flammable gas-detection system.

[F] 406.6.6.1 System design. 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 Operation. 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. Deactivation 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 of the gas detection 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-
locked with the gas detection system and cause a trouble
signal to sound in an approved location.

2006 INTERNATIONAL BUILDING CODE""

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

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
accordance with Section 407.3 except spaces conforming to
Sections 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 508.2.

2. The open space is protected by an automatic fire
detection 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 508.2, under continuous 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 automatic 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 ofthe 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 508.2.

407.3 Corridor walls. Corridor walls shall be constructed as
smoke partitions in accordance with Section 710. |

407.3.1 Corridor doors. Corridor doors, other than those in
a wall required to be rated by Section 508.2 or for the enclo-
sure of a vertical opening or an exit, shall not have a required
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 715.4.

407.3.2 Locking devices. Locking devices that restrict
access to the patient room from the corridor, and that are
operable only by staff from the corridor side, shall not
restrict the means of egress from the patient room except for
patient rooms in mental health facilities.

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
accordance with Section 903.3.2.

[F] 407.6 Automatic fire detection. Corridors in nursing
homes (both intermediate care and skilled nursing facilities),
detoxification facilities and spaces permitted to be open to the
corridors by Section 407.2 shall be equipped with an automatic
fire detection system. Hospitals shall be equipped with smoke I
detection as required in Section 407.2. I

Exceptions:

1. Corridor smoke detection is not required where
patient sleeping units are provided with smoke detec-
tors that comply with UL 268. Such detectors shall
provide a visual display on the corridor side of each

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

patient sleeping unit and an audible and visual alarm
at the nursing station attending each unit.

2. Corridor smoke detection is not required where
patient sleeping unit doors are equipped with auto-
matic door-closing devices with integral smoke
detectors on the unit sides installed in accordance
with their listing, provided that the integral detectors
perform the required alerting function.

407.7 Secured yards. 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.

SECTION 408
GROUP 1-3

408.1 General. Occupancies in Group 1-3 shall comply with
the provisions of this section and other applicable provisions of
this code (see Section 308.4).

408.2 Mixed occupancies. 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
occupancies. Where security operations necessitate the lock-
ing of required means of egress, provisions shall be made for
the release of occupants at all times.

Means of egress from detention and correctional occupan-
cies that traverse other use areas shall, as a minimum, conform
to requirements for detention and correctional occupancies.

Exception: It is permissible to exit through a horizontal exit
into other contiguous occupancies that do not conform to
detention and correctional occupancy egress provisions but
that do comply with requirements set forth in the appropriate
occupancy, as long as the occupancy is not a high-hazard use.

408.3 Means of egress. Except as modified or as provided for
in this section, the provisions of Chapter 10 shall apply.

408.3.1 Door width. Doors to resident sleeping units shall
have a clear width of not less than 28 inches (711 mm).

408.3.2 Sliding doors. Where doors in a means of egress are
of the horizontal-sUding type, the force to shde 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).

408.3.3 Spiral stairs. Spiral stairs that conform to the
requirements of Section 1009.8 are permitted for access to
and between staff locations.

408.3.4 Exit discharge. Exits are permitted to discharge
into a fenced or walled courtyard. Enclosed yards or courts
shall be of a size to accommodate all occupants, a minimum
of 50 feet (15 240 mm) from the building with a net area of
15 square feet (1.4 m^) per person.

408.3.5 Sallyports. A sallyport shall be permitted in a
means of egress where there are provisions for continuous

and unobstructed passage through the sallyport during an
emergency egress condition.

408.3.6 Exit enclosures. One of the required exit enclo- I
sures 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 follow-
ing conditions are met:

1 . The exit enclosure shall not serve more than four floor
levels.

2. Exit doors shall not be less than V4-hour fire door
assemblies complying with Section 715.4

3. The total area of glazing at each floor level shall not
exceed 5,000 square inches (3 m^) and individual pan-
els of glazing shall not exceed 1,296 square inches
(0.84 m2).

4. The glazing shall be protected on both sides by an
automatic 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.

408.4 Locks. 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 Section 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.

408.4.1 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.

Exception: Provisions for remote locking and unlocking
of occupied rooms in Occupancy Condition 4 are not
required 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.

408.4.2 Power-operated doors and locks. Power-operated
sliding doors or power-operated locks for swinging doors
shall be operable by a manual release mechanism at the
door, and either emergency power or a remote mechanical
operating release shall be provided.

Exception: Emergency power is not required in facilities
with 10 locks or less complying with the exception to
Section 408.4.1.

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND 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
simultaneous egress for all occupants from all inter-
connected 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 a direct exit to one of the follow-
ing, provided that the locking arrangement of the doors
involved complies with the requirements for doors at the
smoke 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 required 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 parti-
tion where the travel distance from the sleeping area
through the common space to the corridor exceeds 50 feet
(15 240 mm).

408.7.2 Occupancy Condition 5. Each sleeping area in
Occupancy Condition 5 shall be separated from adjacent
sleeping areas, corridors and common spaces by a smoke-
tight partition. Additionally, common spaces shall be sepa-
rated from the corridor by a smoke-tight partition.

408.7.3 Openings in room face. The aggregate area of
openings in a solid sleeping room face in Occupancy Condi-
tions 2, 3, 4 and 5 shall not exceed 120 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
Occupancy 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 sub-
stantial doors, of construction that will resist the passage of
smoke. Latches and door closures are not required on cell
doors.

408.8 Windowless buildings. 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
(mechanical or natural) in accordance with Section 909. for
each windowless smoke compartment.

SECTION 409
MOTION PICTURE PROJECTION ROOMS

409.1 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.

409.1.1 Projection room required. Every motion picture
machine projecting film as mentioned within the scope of
this section shall be enclosed in a projection room. Appurte-
nant electrical equipment, such as rheostats, transformers

2006 INTERNATIONAL BUILDING CODE*"

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

and generators, shall be within the projection room or in an
adjacent room of equivalent construction.

409.2 Construction of projection rooms. Every projection
room shall be of permanent construction consistent with the
construction requirements for the type of building in which the
projection room is located. Openings are not required to be 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, spotlight or similar piece of equipment shall
have a clear working space of not less than 30 inches by 30
inches (762 mm by 762 mm) on each side and at the rear
thereof, but only one such space shall be required between two
adjacent projectors. The projection room and the rooms 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.

409.3 Projection room and equipment ventilation. Ventila-
tion shall be provided in accordance with the International
Mechanical Code.

409.3.1 Supply air. Each projection room shall be provided
with adequate air supply inlets so arranged as to provide
well-distributed air throughout the room. Air inlet ducts
shall provide an amount of air equivalent to the amount of
air being exhausted by projection equipment. Air is permit-
ted to be taken from the outside; from adjacent spaces
within the building, provided the volume and infiltration
rate is sufficient; or from the building air-conditioning sys-
tem, provided it is so arranged as to provide sufficient air
when other systems are not in operation.

409.3.2 Exhaust air. 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 exhaust air
cannot be readily recirculated into any air supply system.
The projection room ventilation system is permitted to also
serve appurtenant rooms, such as the generator and rewind
rooms.

409.3.3 Projection machines. Each projection machine
shall be provided with an exhaust 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 approved for the purpose. The projection lamp or
projection 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.

409.4 Lighting control. 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.

409.5 Miscellaneous equipment. Each projection room shall
be provided with rewind and film storage facilities.

SECTION 410
STAGES AND PLATFORMS

410.1 Applicability. 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 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.

FLY GALLERY. A raised floor area above a stage from which
the movement of scenery and operation of other stage effects
are controlled.

GRIDIRON. The structural framing over a stage supporting
equipment for hanging or flying scenery and other stage
effects.

PINRAIL. A rail on or above a stage through which belaying
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 entertainment;
the head table for special guests; the raised area for lecturers
and speakers; boxing and wrestling rings; theater-in-the-round
stages; and similar purposes wherein there are no overhead
hanging curtains, drops, scenery or stage effects other than
lighting 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 utilized for entertainment
or presentations, which includes overhead hanging curtains,
drops, scenery or stage effects other than lighting and sound. I

410.3 Stages. Stage construction shall comply with Sections
410.3.1 through 410.3.7.

410.3.1 Stage construction. Stages shall be constructed of
materials as required for floors for the type of construction
of the building in which such stages are located.

Exceptions:

1 . Stages of Type IIB or IV construction with a nomi-
nal 2-inch (5 1 nam) wood deck, provided that the
stage is separated from other areas in accordance
with Section 410.3.4.

2. In buildings of Type II A, 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
accordance with Section 903 or 904.

3 . In all types of construction, the finished floor shall be
constructed of wood or approved noncombustible
materials. Openings through stage floors shall be
equipped with tight-fitting, soUd wood trap doors
with approved safety locks.

2006 INTERNATIONAL BUILDING CODE''

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410.3.1.1 Stage height and area. Stage areas shall be
measured to include the entire performance area and
adjacent 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 Galleries, gridirons, catwalks and pinrails.

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
requirements 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 door assemblies 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 during occupancy of the theater, shall be constructed
with vestibules to prevent air drafts into the auditorium.

410.3.4 Proscenium 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
extending continuously from the foundation to the roof.

410.3.5 Proscenium curtain. Where a proscenium wall is
required to have a fire-resistance rating, the stage opening
shall be provided with a fire curtain of approved material or
an approved water curtain complying with Section
903.3.1.1. The fire curtain shall be designed and installed to
intercept hot gases, flames and smoke and to prevent a glow
from a severe fire on the stage from showing on the audito-
rium side for a period of 20 minutes. The closing of the fire
curtain from the full open position shall be accomplished in
less than 30 seconds, with the last 8 feet (2438 mm) of travel
requiring 5 or more seconds for full closure.

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 1 1°C 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 (5.9 kg/m) of batten. The exposed
surface of the curtain shall not glow, and flame or smoke
shall not penetrate the curtain during the test period.
Unexposed surface temperature and hose stream test
requirements are not applicable to the proscenium fire
safety curtain test.

410.3.5.3 Smoke test. Curtain fabrics shall have a
smoke-developed rating of 25 or less when tested in
accordance 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 meet the fire propagation performance criteria I
of NFPA 70 1 , in accordance with Section 805 and the Inter- I
national Fire Code. Foam plastics and materials containing
foam plastics shall comply with Section 2603 and the Inter-
national 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.

410.3.7.1 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
skylights in Section 2610.2. Vents shall be labeled.

[F] 410.3.7.2 Smoke control. Smoke control in accor-
dance 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 provided 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 I, II, and IV constmction 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 1-hour fire-resis-
tance-rated construction. Where the space beneath the perma-
nent 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
period of not more than 30 days are permitted to be con-
structed 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
410.5.3.

410.5.1 Separation from stage. Where the stage height is
greater than 50 feet (15 240 mm), the stage shall be sepa-
rated from dressing rooms, scene docks, property rooms,
workshops, storerooms and compartments appurtenant to

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

the stage and other parts of the building by a fire barrier 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 bar-
rier with not less than a 1-hour fire-resistance rating with
approved opening protectives.

410.5.2 Separation from each other. Dressing rooms,
scene docks, property rooms, workshops, storerooms and
compartments appurtenant to the stage shall be separated
from each other by fire barriers with not less than a 1-hour
fire-resistance rating with approved opening protectives.

410.5.3 Stage exits. 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
escape 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] 410.6 Automatic sprinkler system. Stages shall be
equipped with an automatic fire-extinguishing system in
accordance with Chapter 9. Sprinklers shall be installed under
the roof and gridiron and under all catwalks and galleries over
the stage. Sprinklers shall be installed in dressing rooms, per-
former lounges, shops and storerooms accessory to such
stages.

Exceptions:

1. Sprinklers are not required under stage areas less than
4 feet (1219 mm) in clear height that are utilized
exclusively for storage of tables and chairs, provided
the concealed 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.

3. Sprinklers are not required within portable orchestra
enclosures on stages.

[F] 410.7 Standpipes. Standpipe systems shall be provided in
accordance with Section 905.

SECTION 411
SPECIAL AMUSEMENT BUILDINGS

411.1 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.

Exception: Amusement buildings or portions thereof that
are without walls or a roof and constructed to prevent the
accumulation of smoke.

For flammable decorative materials, see the International
Fire Code.

411.2 Special amusement building. 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
because of the nature of the attraction or mode of conveyance
through the building or structure.

[F] 411.3 Automatic fire detection. Special amusement build-
ings shall be equipped with an automatic fire detection system
in accordance with Section 907,

[F] 411.4 Automatic sprinkler system. 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
water supply shall be of an approved temporary means.

Exception: Automatic 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] 411.5 Alarm. Actuation of a single smoke detector, the
automatic sprinkler system or other automatic fire detection
device shall immediately sound an alarm at the building at a
constantly attended location from which emergency action can
be initiated including the capability of manual initiation of
requirements in 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. 1 1 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.

411.7 Exit marking. Exit signs shall be installed at the
required exit or exit access doorways of amusement buildings.
Approved directional exit markings shall also be provided.
Where mirrors, mazes or other designs are utilized 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
accordance with Section 907.2.1 1.2.

411.8 Interior finish. The interior finish shall be Class A in
accordance with Section 803.1.

SECTION 412
AIRCRAFT-RELATED OCCUPANCIES

412.1 Airport traffic control towers.

2006 INTERNATIONAL BUILDING CODE''

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

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 comply with 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

HEIGHT^
(feet)

MAXIMUM AREA
(square feet)

Unlimited

1,500

240

1,500

IIA

100

1,500

IIB

1,500

niA

1,500

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m^.
a. Height to be measured from grade plane 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 fire barrier having no openings. Such stairway shall
be pressurized to a minimum of 0. 1 5 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 1009.11. The provisions of Section 403 do not
apply.

Exception: Smokeproof enclosures as set forth in Sec-
tion 1020.1.7 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
hghting.

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 hangars. Aircraft hangars shall be in accor-
dance with Sections 412.2.1 through 412.2.6.

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 lA construction and
shall be made tight against seepage of water, oil or vapors.
There shall be no opening or communication 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 oh the floor. Floor
drains shall discharge through an oil separator to the sewer
or to an outside vented sump.

Exception: Aircraft hangars with individual lease
spaces not exceeding 2,000 square feet (186 m^) each in
which servicing, repairing or washing is not conducted
and fuel is not dispensed shall have floors that are graded
toward the door, but shall not require a separator.

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 and vented infrared radiant heating
equipment 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 appliances 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 by NFPA 409.

Exception: Group II hangars as defined in NFPA 409
storing private aircraft without major maintenance or

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

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.

412.3.1 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.

RESIDENTIAL AIRCRAFT HANGAR. An accessory
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
dwelling.

412.3.2 Fire separation. A hangar shall not be attached to a
dwelling unless separated by a fire barrier having a
fire-resistance rating of not less than 1 hour. Such separation
shall be continuous from the foundation to the underside of
the roof and unpierced except for doors leading to the dwell-
ing 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 (102 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 consid-
ered as meeting only one of the two means of egress.

[F] 412.3.4 Smoke alarms. Smoke alarms shall be pro-
vided within the hangar in accordance with Section
907.2.21.

412.3.5 Independent systems. Electrical, 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 shall be
permitted to be connect outside the structures.

Exception: Smoke detector wiring and feed for electri-
cal subpanels in the hangar.

412.3.6 Height and area limits. Residential aircraft han-
gars shall not exceed 2,000 square feet (186 m^) in area and
20 feet (6096 mm) in height.

[F] 412.4 Aircraft paint hangars. Aircraft painting opera-
tions where flammable liquids are used in excess of the maxi-
mum allowable 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.

[F] 412.4.1 Occupancy 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 International Fire Code for such occupancy.

412.4.2 Construction. The aircraft paint hangar shall be of
Type I or II construction.

[F] 412.4.3 Operations. Only those flammable liquids nec-
essary for painting operations shall be permitted in quantities
less than the maximum allowable quantities per control area

in Table 307.1(1). Spray equipment cleaning operations shall
be conducted in a Uquid use, dispensing and mixing rooni.

[F]412.4.4 Storage. Storage of flanmiable liquids shall be
in a liquid storage room.

[F] 412.4.5 Fire suppression. Aircraft paint hangars shall
be provided with fire suppression as required by NFR\ 409.

412.4.6 Ventilation. Aircraft paint hangars shall be pro-
vided with ventilation as required in the International
Mechanical Code.

412.5 Heliports and helistops. Heliports and helistops shall
be permitted to be erected on buildings or other locations where
they are constructed in accordance with this section.

412.5.1 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.

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 heUcopters, 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.

412.5.2 Size. The landing area for helicopters less than
3,500 pounds (1588 kg) shall be a minimum of 20 feet (6096
mm) in length and width. The landing area shall be sur-
rounded on all sides by a clear area having a minimum aver-
age width at roof level of 15 feet (4572 mm) but with no
width less than 5 feet (1524 mm).

412.5.3 Design. Helicopter 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.

412.5.4 Means 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 areas
less than 60 feet (18 288 mm) in length, or less than 2,000
square feet (186 m^) in area, the second means of egress may
be a fire escape or ladder leading to the floor below.

412.5.5 Rooftop heliports and helistops. Rooftop heli-
ports and helistops shall comply with NFPA 418.

SECTION 413
COMBUSTIBLE STORAGE

413.1 General. High-piled stock or rack storage in any occu-
pancy group shall comply with the International Fire Code.

413.2 Attic, under-floor and concealed spaces. Attic,
under-floor and concealed spaces used for storage of combusti-
ble materials shall be protected on the storage side as required

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

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.

Exceptions:

1 . Areas protected by approved automatic sprinkler sys-
tems.

2. Group R-3 and U occupancies.

SECTION 414
HAZARDOUS MATERIALS

[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
International Fire Code. See Section 311.2 and the Inter-
national Fire Code for occupancy group requirements.

[F] 414.1.3 Information 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
occupied 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

approved by the building official and shall be provided
without charge to the enforcing agency.

[F] 414.2 Control areas. Control areas shall comply with Sec-
tions414.2.1 through 414.2.5 andthe International Fire Code.

414.2.1 Construction requirements. Control areas shall
be separated from each other by fire barriers constructed in
accordance with Section 706 or horizontal assemblies con-
structed in accordance with Section 71 1, or both.

[F] 414.2.2 Percentage of maximum allowable quanti-
ties. The percentage of maximum allowable quantities of
hazardous materials per control area permitted at each floor
level within a building shall be in accordance with Table
414.2.2.

[F] 414.2.3 Number. The maximum number of control
areas within a building shall be in accordance with Table
414.2.3.

414.2.4 Fire-resistance-rating requirements. The

required fire-resistance rating for fire barriers shall be in
accordance with Table 414.2.2. The floor construction of
the control area and the construction supporting the floor of
the control area shall have a minimum 2-hour fire-resistance
rating.

Exception: The floor construction of the control area
and the construction supporting the floor of the control
area is allowed to be 1-hour fire-resistance rated in build-
ings of Type IIA, IIIA and VA construction, provided
that both of the following conditions exist:

1 . The building is equipped throughout with an auto-
matic sprinkler system in accordance with Section
903.3.1.1, and

2. The building is three stories or less in height.

[F] 414.2.5 Hazardous material in Group M display and
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 display and stor-
age area, a Group S storage area or an outdoor control area is
permitted to exceed the maximum allowable quantities per

[F] TABLE 414.2.2
DESIGN AND NUMBER OF CONTROL AREAS

FLOOR LEVEL

PERCENTAGE OF THE MAXIMUM ALLOWABLE
QUANTITY PER CONTROL AREA^

NUMBER OF CONTROL
AREAS PER FLOOR

FIRE-RESISTANCE RATING
FOR FIRE BARRIERS IN HOURS"

Above grade
plane

Higher than 9

7-9

5
4
3
2
1

5
12.5
12.5
12.5

50
75
100

2
2
2
2
2
3
4

2
2
2
2
2
1
1
1

Below grade
plane

Lower than 2

Not Allowed

a. Percentages shall be of the maximum allowable quantity per control area shown in Tables 307.1(1) and 307.1(2), with all increases allowed in the notes to those
tables.

b. Fire barriers shall include walls and floors as necessary to provide separation from other portions of the building.

2006 INTERNATIONAL BUILDING CODE*"

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

control area specified in Tables 307. 1(1) and 307. 1(2) with-
out 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 allowable specified in Table
414.2.5(1).

In Group M occupancy wholesale and retail sales uses,
indoor storage of flammable and combustible liquids shall
not exceed the maximum allowable quantities per control
area as indicated in Table 414.2.5(2), provided that the
materials are displayed and stored in accordance with the
International Fire Code.

The maximum quantity of aerosol products in Group M
occupancy retail display areas, storage areas adjacent to
retail display areas and retail storage areas shall be in accor-
dance with the International Fire Code.

[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
materials shall be mechanically ventilated as required by the
International 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 flam-
mable 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
accordance with the International Mechanical Code. Exhaust
air contaminated by highly toxic material shall be treated in
accordance 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-
tion. Controls shall be designed to prevent materials from
entering or leaving process or reaction systems at other than the
intended time, rate or path. Automatic controls, where 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
307.1(1) and 307.1(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 quantities of hazardous
materials specified in that table exceed the maximum allow-
able quantities in Table 307.1(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
occupancies shall be provided with an automatic fire detec-
tion system in accordance with Section 907.2.

[F] 414.5.4 Standby or emergency power. 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 this code or the
ICC Electrical Code.

Exceptions:

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, drainage and containment.

Rooms, buildings or areas occupied for the storage of solid
and liquid hazardous materials shall be provided with a
means to control spillage and to contain or drain off spillage
and fu-e 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.

[F] 414.6 Outdoor storage, dispensing and use. The outdoor
storage, dispensing and use of hazardous materials shall be in
accordance with the International Fire Code.

[F] 414.6.1 Weather protection. Where weather protection
is provided for sheltering outdoor hazardous material stor-
age or use areas, such areas shall be considered outdoor
storage or use when the weather protection structure com-
plies with Sections 414.6.1.1 through 414.6.1.3.

[F] 414.6.1.1 Walls. Walls shall not obstruct more than
one side of the structure.

Exception: Walls shall be permitted to obstruct por-
tions of multiple sides of the structure, provided that
the obstructed area does not exceed 25 percent of the
structure's perimeter.

[F] 414.6.1.2 Separation distance. The distance from
the structure to buildings, lot lines, public ways or means

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

[F] TABLE 414.2.5(1)

MAXIMUM ALLOWABLE QUANTITY PER INDOOR AND OUTDOOR CONTROL AREA IN GROUP M AND S OCCUPANCIES

NONFLAMMABLE SOLIDS AND NONFLAMMABLE AND NONCOMBUSTIBLE LIQUIDS "-«'

CONDITION

MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA

Material

Class

Solids
pounds

Liquids
gallons

A. Health-hazard materials — nonflammable and noncombustible solids and liquids

1. Corrosives*'''^

Not Applicable

. 9,750

975

2. Highly toxics

Not Applicable

20''''=

2b, c

3. Toxics'"''^

Not Applicable

1,000

100

B. Physical-hazard materials — nonflammable and noncombustible solids and liquids

1. Oxidizers''''^

Not Allowed

1,1508

115

2,250''

225

1 8,000'' J

1,800''J

2. Unstable (reactives)''' ^

Not Allowed

550

1,150

115

Not Limited

3. Water (reactives)

3''' ^

550

55'

2b, c

1,150

115

Not Limited

For SI: 1 pound = 0.454 kg, 1 gaUon = 3.785 L.

a. Hazard categories are as specified in the International Fire Code.

b. .Maximum allowable quantities shall be increased 1 00 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 appUed 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 cat^ories 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
packager 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

packager 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.

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

TABLE [F] 414.2.5(2)

MAXIMUM ALLOWABLE QUANTITY OF FLAMMABLE AND CCMBUSTIBLE LIQUIDS

IN WHOLESALE AND RETAIL SALES OCCUPANCIES PER CONTROL AREA»

TYPE OF LIQUID

MAXIMUM ALLOWABLE QUANTITY PEi 1 CONTROL AREA (gallons)

Sprinklered in accordance with Note B
densities and arrangements

Sprinklered In aiicordance with Tables

3404.3.6.3(4) throujih 3404.3.6.3(8) and Table

3404.3.7.5.1 of the International Fire Code

Nonsprlnklered

Class lA

Class IB, IC, II and IHA

7,500=

15,000=

1,600

Class mB

Unlimited

13,200

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m^, 1 gallon = 3.785 L, 1 gallon per minute per squar

a. Control areas shall be separated from each other by not less than a 1-hour fire barrier wall.

b. To be considered as sprinklered, a building shall be equipped throughout with an approved automatic sp
as follows:

1. For uncartoned commodities on shelves 6 feet or less in height where the ceiling height does not i
mum sprinkler design density of Ordinary Hazard Group 2.

2. For cartoned, palletized or racked commodities where storage is 4 feet 6 inches or less in height an
ties are those permitted with a minimum sprinkler design density of 0.21 ^llon per minute per

c. Where wholesale and retail sales or storage areas exceed 50,000 square feet in area, the maximum allow
each 1 ,000 square feet of area in excess of 50,000 square feet, up to a maximum of 1 00 percent of the tal
cumulative amounts, including amounts attained by having an additional control area, shall not excee

i foot = 40.75 L/minAn^.

inkier system with a design providing minimum densities

;xceed 18 feet, quantities are those permitted with a mini-

d where the ceiling height does not exceed 1 8 feet, quanti-
iquare foot over the most remote 1,500-square-foot area,
ible quantities are allowed to be increased by 2 percent for
lie amounts. A control area separation is not required. The
1 30,000 gallons.

of egress to a public way shall not be less than the dis-
tance required for an outside hazardous material storage
or use area without weather protection.

[F] 414.6.1.3 Noncombustible construction. The over-
head structure shall be of approved noncombustible con-
struction with a maximum area of 1,500 square feet (140
m2).

Exception: The increases permitted by Section 506
apply.

[F] 414.7 Emergency alarms. Emergency alarms for the
detection 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-initiating devices shall be installed outside of each
interior exit or exit access door of storage buildings, rooms
or areas. Activation of an emergency alarm-initiating device
shall sound a local alarm to alert occupants of an emergency
situation involving hazardous materials.

[F] 414.7.2 Dispensing, use and handling. 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
approved central, proprietary or remote station service or
constantly attended on-site location and shall also initiate a
local audible alarm.

[F] 414.7.3 Supervision. 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.

SECTION 415
GROUPS H-1 , H-2, H-3, H-4 AND H-5

[F] 415.1 Scope, The provisions of this section shall apply to
the storage and use of hazardous materials in excess of the
maximum allow able quantities per control area listed in Sec-
tion 307.1. Buildings and structures with an occupancy in
Group H shall also comply with the applicable provisions of
Section 414 and the International Fire Code.

[F] 415.2 Definitions. The following words and terms shall,
for the purposes of this chapter and as used elsewhere in the
code, have the neanings shown herein.

[F] CONTINUOUS GAS-DETECTION SYSTEM. A gas

detection system where the analytical instrument is maintained
in continuous o])eration and sampling is performed without
interruption. Analysis is allowed to be performed on a cyclical
basis at intervals not to exceed 30 minutes.

[F] EMERGED fCY CONTROL STATION. An approved
location on the p:.emises where signals from emergency equip-
ment are received and which is staffed by trained personnel.

[F] EXHAUSTED ENCLOSURE. An appUance or piece of
equipment that ci )nsists of a top, a back and two sides providing
a means of local <;xhaust for capturing gases, fumes, vapors and
mists. Such enclosures include laboratory hoods, exhaust fume
hoods and similtr appliances and equipment used to locally
retain and exhaus t the gases, fumes, vapors and mists that could
be released. Rooms or areas provided with general ventilation,
in themselves, aie not exhausted enclosures.

[F] FABRIC at: [ON AREA. An area within a semiconductor
fabrication faciliuy and related research and development areas
in which there an ^ processes using hazardous production mate-
rials. Such areas iu^e allowed to include ancillary rooms or areas
such as dressing rooms and offices that are directly related to
the fabrication aiea processes.

[F] FLAMMAILE VAPORS OR FUMES. The concentra-
tion of flammable constituents in air that exceed 25 percent of
their lower flammable limit (LFL).

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

[F] GAS CABINET. A fully enclosed, noncombustible enclo-
sure used to provide an isolated environment for compressed
gas cylinders in storage or use. Doors and access ports for
exchanging cylinders and accessing pressure-regulating con-
trols are allowed to be included.

[F] GAS ROOM. A separately ventilated, fully enclosed room
in which only compressed gases and associated equipment and
supplies are stored or used.

[F] HAZARDOUS PRODUCTION MATERIAL (HPM).

A solid, liquid or gas associated with semiconductor manufac-
turing 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 pro-

duction processes that have as their end product materials that
are not hazardous.

[F] HPM FLAMMABLE LIQUID. An HPM liquid that is
defined as either a Class I flammable liquid or a Class 11 or
Class niA combustible liquid.

[F] 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.

[F] IMMEDIATELY DANGEROUS TO LIFE AND
HEALTH (IDLH). The concentration of air-borne contami-
nants which poses a threat of death, immediate or delayed per-
manent adverse health effects, or effects that could prevent

[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

IB^

Not Required
Not Required

Required
Required

Organic peroxides

U
I

Required
Required

Not Permitted
Not Permitted

Oxidizer liquids and solids

Required

Not Permitted

Pyrophoric gas

Not Required

Required

Unstable (reactive)

3 Detonable

3 Nondetonable

Required

Not Required

Not Permitted

Required

Water-reactive liquids and solids

3
2s

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 explosive environment can occur because of the characteristics or nature of the hazardous
materials or as a result of the dispensing or use process.

g. A method of explosion control shall be provided when Class 2 water-reactive materials can form potentially explosive mixtures.

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

escape from such an environment. This contaminant concen-
tration level is established by the National Institute of Occupa-
tional Safety and Health (NIOSH) based on both toxicity and
flammability. It generally is expressed in parts per million by
volume (ppm v/v) or milligrams per cubic meter (mg/m^). If
adequate data do not exist for precise estabUshment of IDLH
concentrations, an independent certified industrial hygienist,
industrial toxicologist, appropriate regulatory agency or other
source approved by the code official shall make such determina-
tion.

[F] 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"
includes both flammable and combustible liquids.

[F] LIQUID STORAGE ROOM. A room classified as a
Group H-3 occupancy used for the storage of flammable or
combustible liquids in a closed condition.

[F] LIQUID USE, DISPENSING AND MIXING ROOMS.

Rooms in which Class I, n and HIA flammable or combustible
liquids are used, dispensed or mixed in open containers.

[F] LOWER FLAMMABLE LIMIT (LFL). The minimum
concentration of vapor in air at which propagation of flame will
occur in the presence of an ignition source. The LFL is some-
times 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)].

[F] PHYSIOLOGICAL WARNING THRESHOLD
LEVEL. A concentration of air-borne contaminants, normally
expressed in parts per million (ppm) or milligrams per cubic
meter, that represents the concentration at which persons can
sense the presence of the contaminant due to odor, irritation or
other quick-acting physiological response. When used in
conjunction with the permissible exposure limit (PEL) the physio-
logical warning threshold levels are those consistent with the classi-
fication system used to establish the PEL. See the definition of
"Permissible exposure limit (PEL)" in the International Fire Code.

[F] SERVICE CORRIDOR. A fully enclosed passage used
for transporting HPM and purposes other than required means
of egress.

[F] SOLID. A material that has a melting point, decomposes or
sublimes at a temperature greater than 68°F (20°C).

[F] 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.

[F] USE (MATERIAL). Placing a material into action, includ-
ing solids, liquids and gases.

[F] WORKSTATION. A defined space or an independent prin-
cipal piece of equipment using HPM within a fabrication area
where a specific function, laboratory procedure or research
activity occurs. Approved or fisted hazardous materials storage
cabinets, flammable Hquid storage cabinets or gas cabinets serv-

ing a workstation are included as part of the workstation. A
workstation is allowed to contain ventilation equipment, fire
protection devices, detection devices, electrical devices and
other processing and scientific equipment.

[F] 415.3 Fire separation distance. Group H occupancies
shall be located on property in accordance with the other provi-
sions of this chapter. In Groups H-2 and H-3, not less than 25
percent of the perimeter wall of the occupancy shall be an exte-
rior wall.

Exceptions:

1. Liquid use, dispensing and mixing rooms having a
floor area of not more than 500 square feet (46.5 m^)
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 m^) 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.

[F] 415.3.1 Group H occupancy minimum fire separa-
tion distance. Regardless of any other provisions, buildings
containing Group H occupancies shall be set back to the
minimum fire separation distance as set forth in Items 1
through 4 below. Distances shall be measured from the
walls enclosing the occupancy to lot fines, including those
on a public way. Distances to assumed lot lines established
for the purpose of determining exterior wall and opening
protection are not to be used to estabfish the minimum fire
separation distance for buildings on sites where explosives
are manufactured or used when separation 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 1124.

2. Buildings containing the following materi-
als when separated in accordance with Table
415.3.1:

2.1. Organic peroxides, unclassified
detonable.

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 (9144 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.

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

TABLE 415.311
MINIMUM SEPARATION DISTANCES FOR BUILDINGS CONTAINING EXPLOSIVE MATERIALS

MINIMUM DISTANCE (feet)

QUANTITY OF EXPLOSIVE MATERIAL^

Lot lines" and inhabited buildings"

Separation of magazines'*' °' '

Pounds over

Pounds not over

Barricaded"

Unbarricaded

2 .

140

180

110

220

125

250

140

280

150

300

170

340

100

190

380

100

125

200

400

125

150

215

430

150

200

235

470

200

250

255

510

250

300

270

540

300

400

295

590

400

500

320

640

500

600

340

680

600

700

355

710

700 '

800

375

750

800

900

■ 390

780

900

1,000

400

800

1,000

1,200

425

. 850

1,200

1,400

450

900

1,400

1,600

470

940

1,600

1,800

490

980

1,800

2,000

505

1,010

2,000

2,500

545

1,090

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

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

1,340

2,000

248

(continued)

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

TABLE 415.3.1— continued
MINIMUM SEPARATION DISTANCES FOR BUILDINGS CONTAINING EXPLOSIVE MATERIALS

MINIMUM DISTANCE (feet)

QUANTITY OF EXPLOSIVE MATERIAL^'

Lot lines" and inhabited buildings'"

Separation of magazines'''^'*

Pounds over

Pounds not over

Barricaded''

Unbarricaded

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

550

190,000

200,000

2,030 .

2,030

570

200,000

210,000

2,055

590

210,000

230,000

2,100

630

230,000

250,000

2,155

670

250,000

275,000

2,215

720

275,000

300,000

2,275

770

For SI: 1 pound = 0.454 kg, 1 foot = 304.8 mm, 1 square foot = 0.0929m2.

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 lot that is regularly occupied by people. Where two or more buildings containing
explosives or magazines are located on the same lot, each building or magazine shall comply with the minimum distances specified from inhabited buildings 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 materi-
als contained in detonator buildings or magazines shall govern in regard to the spacing of said detonator buildings or magazines from buildings or magazines con-
taining other explosive materials. If any two or more buildings or magazines are separated from each other by less than the specified "Separation' of Magazines"
distances, then such two or more buildings or magazines, 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 explosive 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 pubUc 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 in area need not comply with the requirements of this code, havever, all magazines shall comply with the International Fire Code.

f . The distance fisted is permitted to be reduced by 50 percent where approved natural or artificial barriers are provided in accordance with the requirements in Note
d.

2006 INTERNATIONAL BUILDING CODE*"

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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.

[F] 415.3.2 Group H-1 and H-2 or H-3 detached build-
ings. Where a detached building is required by Table
415.3.2, there are no requirements for wall and opening pro-
tection based on fire separation distance.

[F] 415.4 Special provisions for Group H-1 occupancies.

Group H-1 occupancies shall be in buildings used for no other
purpose, shall not exceed one story in height and be without a
basement, crawl spaces or other under-floor spaces. Roofs
shall be of lightweight construction with suitable thermal insu-
lation to prevent sensitive material from reaching its decompo-
sition temperature.

Group H-1 occupancies containing materials which are in
themselves both physical and health hazards in quantities
exceeding the maximum allowable quantities per control area

in Table 307.1.(2) shall comply with requirements for both
Group H-1 and H-4 occupancies.

[F] 415.4.1 Floors in storage rooms. Floors in storage
areas for organic peroxides, pyrophoric materials and unsta-
ble (reactive) materials shall be of liquid-tight,
noncombustible construction.

[F] 415.5 Special provisions for Group H-2 and H-3 occu-
pancies. Group H-2 and H-3 occupancies containing quanti-
ties 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
water reactives, unless isolated by approved Uquid-tight con-
struction.

Exception: Fire protection piping.

[F] 415.5.1 Floors in storage rooms. Floors in storage
areas for organic peroxides, oxidizers, pyrophoric materi-
als, unstable (reactive) materials and water-reactive solids
and liquids shall be of liquid-tight, noncombustible con-
struction.

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 (1008)°'"

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

Unstable (reactives) detonable

Class 3 or 4

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 n

Class m

Maximum Allowable Quantity
Maximum Allowable Quantity

■ 25
50

Not Applicable
Not Applicable
Not Applicable
Not Applicable

Unstable (reactives) nondetonable

Class 3
Class 2

25.

2,000
10,000

Water reactives

Class, 3
Class 2 :

,25

Not Applicable
Not Applicable

Pyrophoric gases

Not Applicaijle

Not Applicable

2,000

For SI: 1 ton = 906 kg, 1 cubic foot = 0.02832 m^ 1 pound = 0.454 kg.

a. For materials that are detonable, the distance to other buildings or lot lines 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.

2006 INTERNATIONAL BUILDING CODE®

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[F] 415.5.2 Waterproof 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.

[F] 415.6 Group H-2. Occupancies in Group H-2 shall be con-
structed in accordance with Sections 415.6.1 through 415.6.4
and the International Fire Code.

[F] 415.6.1 Combustible dusts, grain processing and
storage. The provisions of Sections 415.6.1.1 through
415.6.1.6 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
applicable provisions of NFPA 61, NFFA 120, NFPA 651,
NFFA 654, NFPA 655, NFPA 664 and NFPA 85, and the
International Fire Code.

[F] 415.6.1.1 Type of construction and height excep-
tions. 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 construc-
tion, the heights and areas of grain elevators and similar
structures shall be unlimited, and where of Type IV con-
struction, the maximum height shall be 65 feet (19 812
mm) and except further that, in isolated areas, the maxi-
mum height of Type IV structures shall be increased to
85 feet (25 908 mm).

[F] 415.6.1.2 Grinding rooms. Every room or space
occupied for grinding or other operations that produce
combustible dusts shall be enclosed with fire barriers 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^).

[F] 415.6.1.3 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.

[F] 415.6.1.4 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
Mechanical Code.

[F] 415.6.1.5 Grain elevators. Grain elevators, malt
houses and buildings for similar occupancies shall not be
located within 30 feet (9144 mm) of interior lot Hnes or
structures on the same lot, except where erected along a
railroad right-of-way.

[F] 415.6.1.6 Coal pockets. Coal pockets located less
than 30 feet (9144 mm) from interior lot lines or from
structures on the same lot shall be constructed of not less
than Type IB construction. Where more than 30 feet
(9 144 mm) from interior lot lines, or where erected along
a railroad right-of-way, the minimum type of construc-

tion of such structures not more than 65 feet (19 812 mm)
in height shall be Type IV.

[F] 415.6.2 Flammable and combustible liquids. The

storage, handling, processing and transporting of flamma-
ble and combustible liquids shall be in accordance with the
International Mechanical Code and the International Fire
Code.

[F] 415.6.2.1 Mixed occupancies. Where the storage
tank area is located in a building of two or more occupan-
cies, and the quantity of liquid exceeds the maximum
allowable quantity for one control area, the use shall be
completely separated from adjacent fire areas in accor-
dance with the requirements of Section 508.3.3.

[F] 415.6.2.1.1 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.

[F] 415.6.2.2 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.

[F] 415.6.2.3 Tanks. Storage tanks shall be approved
tanks conforming to the requirernents of the Interna-
tional Fire Code.

[F] 415.6.2.4 Suppression. Group H shall be equipped
throughout with an approved automatic sprinkler sys-
tem, installed in accordance with Section 903.

[F] 415.6.2.5 Leakage containment. A liquid-tight con-
tainment area compatible with the stored liquid shall be
provided. The method of spill control, drainage control
and secondary containment shall be in accordance with
the International Fire Code.

Exception: Rooms where only double-wall storage
tanks conforming to Section 415.6.2.3 are used to
store Class I, II and IIIA flammable and combustible
liquids shall not be required to have a leakage contain-
ment area.

[F] 415.6.2.6 Leakage alarm. An approved automatic
alarm shall be provided to indicate a leak in a storage
tank and room. The alarm shall sound an audible signal,
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
ENVIRONMENT WITHIN THE ROOM MAY BE
HAZARDOUS. The leakage alarm shall also be super-
vised in accordance with Chapter 9 to transmit a trouble
signal.

[F] 415.6.2.7 Tank vent. Storage tank vents for Class I,
II or IIIA liquids shall terminate to the outdoor air in
accordance with the International Fire Code.

2006 INTERNATIONAL BUILDING CODE®

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[F] 415.6.2.8 Room ventilation. Storage tank areas stor-
ing Class I, II or IIIA liquids shall be provided with
mechanical ventilation. The mechanical ventilation sys-
tem shall be in accordance with the International
Mechanical Code and the International Fire Code.

[F] 415.6.2.9 Explosion venting. Where Class I hquids
are being stored, explosion venting shall be provided in
accordance with the International Fire Code.

[F] 415.6.2.10 Tank openings other than vents. Tank
openings other than vents from tanks inside buildings
shall be designed to ensure that liquids or vapor concen-
trations are not released inside the building.

[F] 415.6.3 Liquefied petroleum gas-distribution facili-
ties. The design and construction of propane, butane, pro-
pylene, butylene and other liquefied petroleum
gas-distribution facilities shall conform to the applicable
provisions of Sections 415.6.3.1 through 415.6.3.5.2. 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 uti-
lize liquefied petroleum gas shall be in accordance with the
International Fuel Gas Code. Liquefied petroleum gas-dis-
tribution facilities shall be ventilated in accordance with the
International Mechanical Code and Section 415.6.3.1.

[F] 415.6.3.1 Air movement. Liquefied petroleum gas-
distribution facilities shall be provided with air inlets and
outlets arranged so that air movement across the floor of
the facility will be uniform. The total area of both inlet
and outlet openings shall be at least 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.

[F] 415.6.3.2 Construction. Liquefied petroleum
gas-distribution facilities shall be constructed in accor-
dance with Section 415.6.3.3 for separate buildings. Sec-
tion 415.6.3.4 for attached buildings or Section
415.6.3.5 for rooms within buildings.

[F] 415.6.3.3 Separate buildings. Where located in sep-
arate buildings, liquefied petroleum gas-distribution
facilities shall be occupied exclusively for that purpose
or for other purposes having similar hazards. Such build-
ings shall be limited to one story in height and shall con-
form to Sections 415.6.3.3.1 through 415.6.3.3.3.

[F] 415.6.3.3.1 Floors. The floor shall not be located
below ground level and any spaces beneath the floor
shall be solidly filled or shall be unenclosed.

[F] 415.6.3.3.2 Materials. Walls, floors, ceilings,
columns and roofs shall be constructed of
noncombustible materials.

[F] 415.6.3.3.3 Explosion venting. Explosion vent-
ing shall be provided in accordance with the Interna-
tional Fire Code.

[F] 415.6.3.4 Attached buildings. Where liquefied
petroleum gas-distribution facilities are located in an
attached structure, the attached perimeter shall not
exceed 50 percent of the perimeter of the space enclosed
and the facility shall comply with Sections 415.6.3.3 and
415.6.3.4.1. Where the attached perimeter exceeds 50
percent, such facilities shall comply with Section
415.6.3.5.

[F] 415.6.3.4.1 Fire separation. Separation of the
attached structures shall be provided by fire barriers
having a fire-resistance rating of not less than 1 hour
and shall not have openings. Fire barriers between
attached structures occupied only for the storage of
LP-gas are permitted to have fire door assemblies that
comply with Section 715. Such fire barriers shall be
designed to withstand a static pressure of at least 100
pounds per square foot (psf) (4788 Pa), except where
the building to which the structure is attached is occu-
pied by operations or processes having a similar haz-
ard.

[F] 415.6.3.5 Rooms within buildings. Where liquefied
petroleum gas-distribution facilities are located in rooms
within buildings, such rooms shall be located in the first
story 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 415.6.3.5.1 and 415.6.3.5.2.

[F] 415.6.3.5.1 Materials. Walls, floors, ceihngs and
roofs of such rooms shall be constructed of approved
noncombustible materials.

[F] 415.6.3.5.2 Common construction. Walls and
floor/ceiling assemblies conmion to the room and to
the building where the room is located shall be fire
barriers with not less than a 1-hour fire-resistance rat-
ing and without openings. Common walls for rooms
occupied only for storage of LP-gas are permitted to
have opening protectives complying with Section
715. The walls and ceilings 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.

[F] 415.6.4 Dry cleaning plants. The construction and
installation of dry cleaning plants shall be in accordance
with the requirements of this code, the International
Mechanical Code, the International Plumbing Code and
NFPA 32. Dry cleaning solvents and systems shall be classi-
fied in accordance with the International Fire Code.

[F] 415.7 Groups H-3 and H-4. Groups H-3 and H-4 shall be
constructed in accordance with the applicable provisions of
this code and the International Fire Code.

2006 INTERNATIONAL BUILDING CODE®

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[F] 415.7.1 Gas rooms. When gas rooms are provided, such
rooms shall be separated from other areas by not less than a
1-hour fire barrier.

[F] 415.7.2 Floors in storage rooms. Floors in storage
areas for corrosive liquids and highly toxic or toxic materi-
als shall be of liquid-tight, noncombustible construction.

[F] 415.7.3 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 a fire barrier having a
fire-resistance rating of not less than 1 hour.

[F] 415.8 Group H-5.

[F] 415.8.1 General. In addition to the requirements set
forth elsewhere in this code. Group H-5 shall comply with
the provisions of Section 415.8 and the International Fire
Code.

[F] 415.8.2 Fabrication areas.

[F] 415.8.2.1 Hazardous materials in fabrication
areas.

[F] 415.8.2.1.1 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 415.8.2.1.1.

Exception: The quantity limitations for any haz-
ard category in Table 415.8.2.1.1 shall not apply
where the fabrication area contains quantities of
hazardous materials not exceeding the maximum
allowable quantities per control area established
by Tables 307.1(1) and 307.1(2).

[F] 415.8.2.1.2 Hazardous production materials.

The maximum quantities of hazardous production
materials (HPM) stored in a single fabrication area
shall not exceed the maximum allowable quantities
per control area established by Tables 307.1(1) and
307.1(2).

[F] 415.8.2.2 Separation. Fabrication areas, whose
sizes are limited by the quantity of hazardous materials
allowed by Table 415.8.2.1.1, shall be separated from
each other, from 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 door assemblies having a fire protection
rating of not less than V4 hour.

2. Windows between fabrication areas and corri-
dors are permitted to be fixed glazing listed and
labeled for a fire protection rating of at least V4
hour in accordance with Section 715.

[F] 415.8.2.3 Location of occupied levels. Occupied
levels of fabrication areas shall be located at or above the
first story above grade plane.

[F] 415.8.2.4 Floors. Except for surfacing, floors within
fabrication areas shall be of noncombustible construc-
tion.

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
415.8.2.5).

Floors forming a part of an occupancy separation shall
be liquid tight.

[F] 415.8.2.5 Shafts and openings through floors. Ele-
vator shafts, vent shafts and other openings through
floors shall be enclosed when required by Section 707.
Mechanical, duct and piping penetrations within a fabri-
cation 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 fabrication area, including the areas through which
the ductwork and piping extend, shall be considered a
single conditioned environment.

[F] 415.8.2.6 Ventilation. Mechanical exhaust ventila-
tion at the rate of not less than 1 cubic foot per minute per
square foot (0.044 L/s/m^) of floor area shall be provided
throughout the portions of the fabrication area where
HPM are used or stored. The exhaust air duct system of
one fabrication area shall not connect to another duct
system outside that fabrication area within the building.

A ventilation system shall be provided to capture and
exhaust gases, 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-resis-
tance-rated construction. Exhaust ducts shall not pene-
trate fire walls.

Fire dampers shall not be installed in exhaust ducts.

[F] 415.8.2.7 Transporting hazardous production
materials to fabrication areas. HPM shall be trans-
ported to fabrication areas through enclosed piping or
tubing systems that comply with Section 415.8.6.1,
through service corridors complying with Section
415.8.4, or in corridors as permitted in the exception to
Section 415.8.3. The handling or transporting of HPM
within service corridors shall comply with the Interna-
tional Fire Code.

[F] 415.8.2.8 Electrical.

[F] 415.8.2.8.1 General. Electrical equipment and
devices within the fabrication area shall comply with
the ICC Electrical Code. The requirements for haz-
ardous locations need not be applied where the aver-

2006 INTERNATIONAL BUILDING CODE*"

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

TABLE 415.8.2.1.1
QUANTITY LIMITS FOR HAZARDOUS MATERIALS IN A SINGLE FABRICATION AREA IN GROUP H-5»

HAZARD CATEGORY

SOLIDS
(pounds per square feet)

LIQUIDS
(gallons per square feet)

GAS
(feet^ @ NTP/square feet)

PHYSICAL-HAZARD MATERIALS

.Combustible dust

Noteb

Not Applicable

Combustible fiber Loose
Baled

Noteb
Notes b, c

Not Applicable

Combustible liquid II

IIIA
IIIB

Combination Class I, E and IIIA

Not Applicable

0.01

0.02

Not Limited

0.04

Not Applicable

Cryogenic gas Flammable
Oxidizing

Not Applicable

Noted
1.25

Explosives

Noteb

Flammable gas Gaseous
Liquefied

Not Applicable

Note d
Noted

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

Organic peroxide
Unclassified detonable
Class I
Class II
Class m
Class IV
Class V

Noteb

0.025

0.1

Not Limited

Not limited

Not Applicable

Oxidizing gas Gaseous
Liquefied

Combination of gaseous
and liquefied

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

Not Applicable

Pyrophoric material

Note b

0.00125

Notes d and e

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

Not Limited

Water reactive Class 3
Class 2
Class 1

Note b

0.25

Not Limited

0.00125

0.025

Not Limited

Not Applicable

HEALTH-HAZARD MATERIALS

Corrosives

Not Limited

Highly toxic

Not.Limited

Not Limited

Note d

Toxics

Not Limited

Noted

For SI: 1 pound per square foot = 4.882 kgAn^, 1 gallon per square foot = 40.7 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 307.1(1) and 307.1(2).

c. Densely packed baled cotton that comphes with the packing requirements of ISO 8115 shall not be included in this material class.

d. The aggregate quantity of flammable, pyrophoric, toxic and highly toxic gases shall not exceed 9,000 cubic feet at NTP.

e. The aggregate quantity of pyrophoric gases in the building shall not exceed the amounts set forth in Table 415.3.2.

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

age air change is at least four times that set forth in
Section 415.8.2.6 and where the number of air
changes at any location is not less than three times that
required by Section 415.8.2.6. The use of recirculated
air shall be permitted.

[F] 415.8.2.8.2 Workstations. Workstations shall not
be energized without adequate exhaust ventilation.
See Section 415.8.2.6 for workstation exhaust venti-
lation requirements.

[F] 415.8.3 Corridors. Corridors shall comply with Chap-
ter 10 and shall be separated from fabrication areas as speci-
fied in Section 415.8.2.2. Corridors shall not contain HPM
and shall not be used for transporting such materials, except
through closed piping systems as provided in Section
415.8.6.3.

Exception: Where existing fabrication areas are altered
or modified, HPM is allowed to be transported in existing
corridors, subject to the following conditions:

1. Corridors. Corridors adjacent to the fabrication
area where the alteration work is to be done shall
comply with Section 1 1 7 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 corridor to the
point of entry of HPM into the 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 corridors at not more than 150-foot (45 720
mm) intervals and at each exit and doorway. The
signal shall be relayed to an approved central, pro-
prietary 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 sepa-
rate pass-throughs from existing corridors.
Pass-throughs shall be constructed as required for
the corridors and protected by an approved auto-
matic fire-extinguishing system.

[F] 415.8.4 Service corridors.

[F] 415.8.4.1 Occupancy. Service corridors shall be
classified as Group H-5.

[F] 415.8.4.2 Use conditions. Service corridors shall be
separated from corridors as required by Section
415.8.2.2. Service corridors shall not be used as a
required corridor.

[F] 415.8.4.3 Mechanical ventilation. Service corridors
shall be mechanically ventilated as required by Section
415.8.2.6 or at not less than six air changes per hour,
whichever is greater.

[F] 415.8.4.4 Means of egress. The maximum distance
of travel from any point in a service corridor to an exit,
exit access corridor or door into a fabrication: area shall
not 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
means of egress shall require travel into a fabrication
area. Doors from service corridors shall swing in the
direction of egress travel and shall be self-closing.

[F] 415.8.4.5 Minimum width. The minimum clear
width of a service corridor shall be 5 feet ( 1 524 mm), or
33 inches (838 mm) wider than the widest cart or truck
used in the corridor, whichever is greater.

[F] 415.8.4.6 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
allowable quantity per control area provisions shall not
apply to emergency alarm systems required for HPM.

[F] 415.8.4.6.1 Service corridors. An emergency
alarm system shall be provided in service corridors,
with at least one alarm device in each service corridor.

[F] 415.8.4.6.2 Exit access corridors and exit enclo-
sures. Emergency alarms for exit access corridors and
exit enclosures shall comply with Section 414.7.2.

[F] 415.8.4.6.3 Liquid storage rdcims, HPM rooms
and gas rooms. Emergency alarms for liquid storage
rooms, HPM rooms and gas rooms shall comply with
Section 414.7.1.

[F] 415.8.4.6.4 Alarm-ihitiating devices. An

approved emergency telephone system, local alarm
manual pull stations, or other approved alarm-initiat-
ing devices are allowed to be used as emergency
alarm-initiating devices.

[F] 415.8.4.6.5 Alarm signals. Activation of the
emergency alarm system shall sound a local alarm
and transmit a signal to the emergency control station.

[F] 415.8.5 Storage of hazardous production materials.

[F] 415.8.5.1 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
HPM in quantities greater than those listed in Section
1804.2 of the International Fire Code shall be in liquid
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 the International Fire Code.

[F] 415.8.5.2 Construction.

[F] 415.8.5.2.1 HPM rooms and gas rooms. HPM

rooms and gas rooms shall be separated from other
areas 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 m2).

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

[F] 415.8.5.2.2 Liquid storage rooms. Liquid stor-
age rooms shall be constructed in accordance with the
following 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.

[F] 415.8.5.2.3 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.

[F] 415.8.5.3 Location. Where HPM rooms, liquid stor-
age rooms and gas rooms are provided, they shall have at
least one exterior wall and such wall shall be not less than
30 feet (9 144 mm) from lot lines, including lot lines adja-
cent to public ways.

[F] 415.8.5.4 Explosion control. Explosion control
shall be provided where required by Section 414.5.1.

[F] 415.8.5.5 Exits. Where two exits are required from
HPM rooms, liquid storage rooms and gas rooms, one
shall be directly to the outside of the building.

[F] 415.8.5.6 Doors. Doors in a fire barrier wall, includ-
ing doors to corridors, shall be self-closing fire door
assemblies having a fire-protection rating of not less than
V4 hour.

[F] 415.8.5.7 Ventilation. Mechanical exhaust ventila-
tion 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/m^) 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.

[F] 415.8.5.8 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
emergency control station.

An approved emergency telephone system, local
alarm manual pull stations or other approved alarm-initi-
ating devices are allowed to be used as emergency
alarm-initiating devices.

[F] 415.8.6 Piping and tubing.

[F] 415.8.6.LGeneral. Hazardous production materials
piping and tubing shall comply with this section and
ASMEB31.3.

[F] 415.8.6.2 Supply piping and tubing.

[F] 415.8.6.2.1 HPM having a health-hazard rank-
ing of 3 or 4. Systems supplying HPM liquids or
gases having a health-hazard ranking of 3 or 4 shall be
welded throughout, except for connections, to the
systems that are within a ventilated enclosure if the
material is a gas, or an approved method of drainage
or containment is provided for the connections if the
material is a liquid.

[F] 415.8.6.2.2 Location in service corridors. Haz-
ardous production materials supply piping or tubing
in service corridors shall be exposed to view.

[F] 415.8.6.2.3 Excess flow control. Where HPM
gases or liquids are carried in pressurized piping
above 15 pounds per square inch gauge (psig) (103.4
kPa), excess flow control shall be provided. Where
the piping originates from within a liquid storage
room, HPM room or gas room, the excess flow con-
trol shall be located 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.

[F] 415.8.6.3 Installations in corridors and above
other occupancies. The installation of HPM piping and
tubing within the space defined by the walls of corridors
and the floor or roof above, or in concealed spaces above
other occupancies, shall be in accordance with Section
415.8.6.2 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
HPM liquids, a receptor shall be installed below
such piping or tubing. The receptor shall be
designed 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 nonmetallic
waste lines shall be separated from the corridor
and from occupancies other than Group H-5 by
fire barriers that have a fire-resistance rating of not
less than 1 hour. Where gypsum wallboard is used,
joints on the piping side of the enclosure are not
required to be taped, provided the joints occur over
framing members. Access openings into the enclo-

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

sure shall be protected by approved fire protec-
tion-rated assemblies.

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 corridors.

Exception: Transverse crossings of the
corridors by supply piping that is
enclosed within a ferrous pipe or tube for
the width of the corridor need not comply
with Items 1 through 5.

[F] 415.8.6.4 Identification. Piping, tubing and HPM
waste lines shall be identified in accordance with ANSI
A13.1 to indicate the material being transported.

[F] 415.8.7 Continuous gas detection systems. A continu-
ous gas detection system shall be provided for HPM gases
when the physiological warning threshold level of the gas is
at a higher level than the accepted PEL for the gas and for
flammable gases in accordance with this section.

[F] 415.8.7.1 Where required. A continuous gas-detec-
tion system shall be provided in the areas identified in
Sections 415.8.7.1.1 through 415.8.7.1.4.

[F] 415.8.7.1.1 Fabrication areas. A continuous
gas-detection systerh shall be provided in fabrication
areas when gas is used in the fabrication area.

[F] 415.8.7.1.2 HPM rooms. A continuous
gas-detection system shall be provided in HPM
rooms when gas is used in the room.

[F] 415.8.7.1.3 Gas cabinets, exhausted enclosures
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.

[F] 415.8.7.1.4 Corridors. When gases are trans-
ported in piping placed within the space defined by
the walls of a corridor and the floor or roof above the
corridor, a continuous gas-detection system shall be
provided where piping is located and in the corridor.

Exception: 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.

[F] 415.8.7.2 Gas-detection system operation. The

continuous 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 detection is provided. For flammable giases,
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 iii the International Fire Code.

[F] 415.8.7.2.1 Alarms. The gas detection system
shall initiate a local alarm and transmit a signal to the
emergency control station when a short-term hazard
condition is detected. The alarm shall be both visual
and audible and shall provide warning both inside and
outside the area where the gas is detected. The audible
alarm shall be distinct from all other alarms.

[F] 415.8.7.2.2 Shutoff of gas supply. The gas detec-
tion 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. Automatic 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
detected 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
located in the piping distribution manifold enclo-
sure shall automatically close.

[F] 415.8.8 Manual fire alarm system. An approved man-
ual 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.

415.8.9 Emergency control station. An emergency con-
trol station shall be provided in accordance with Sections
415.8.9.1 through 415.8.9.3.

415.8.9.1 Location. The emergency control station
shall be located on the premises at an approved location
outside the fabrication area.

415.8.9.2 Staffing. Trained personnel shall continu-
ously staff the emergency control station.

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

415.8.9.3 Signals. 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 be lim-
ited to, the following where such equipment or systems
are required to be provided either in this chapter or else-
where in this code:

1. Automatic fire sprinkler system alarm and moni-
toring systems.

2. Manual fire alarm systems.

3. Emergency alarm systems.

4. Continuous gas-detection systems.

5. Smoke detection systems.

6. Emergency power system.

7. Automatic detection and alarm systems for
pyrophoric liquids and Class 3 water-reactive liq-
uids required in Section 1805.2.3.5 of the Interna-
tional Fire Code.

8. Exhaust ventilation flow alarm devices for
pyrophoric liquids and Class 3 water-reactive liq-
uids cabinet exhaust ventilation systems required
in Section 1805.2.3.5 of the International Fire
Code:

[F] 415.8.10 Emergency power system. An emergency
power system shall be provided in Group H-5 occupancies
where required in Section 415.8.10.1. The emergency
power system shall be designed to supply power automati-
cally to required electrical systems when the normal electri-
cal supply system is interrupted.

[F] 415.8.10.1 Required electrical systems. Emer-
gency power shall be provided for electrically operated
equipment and connected control circuits for the follow-
ing 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. Automatic alarm and detection systems for
pyrophoric liquids and Class 3 water-reactive
liquids required in Section 1805.2.3.5 of the
International Fire Code.

10. Flow alarm switches for pyrophoric Uquids and
Class 3 water-reactive liquids cabinet exhaust
ventilation systems required in Section
1805.2.3.5 of the International Fire Code.

1 1 . Electrically operated systems required elsewhere
in this code or in the International Fire Code

applicable to the use, storage or handling of
HPM.

[F] 415.8.10.2 Exhaust ventilation systems. Exhaust
ventilation systems are allowed to be designed to operate
at not less than one-half the normal fan speed on the
emergency power system where it is demonstrated that
the level of exhaust will maintain a safe atmosphere.

[F] 415.8.11 Automatic sprinkler system protection in
exhaust ducts for HPM.

[F] 415.8.11.1 Exhaust ducts for HPM. An approved
automatic sprinkler system shall be provided in exhaust
ducts conveying gases, vapors, fumes, mists or dusts
generated from HPM in accordance with this section and
the International Mechanical Code.

[F] 415.8.11.2 Metallic and noncombustible nonme-
tallic exhaust ducts. An approved automatic sprinkler
system shall be provided in metallic and noncombustible
nonmetallic exhaust ducts when all of the following con-
ditions 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 gases, vapors
or fumes.

[F] 415.8.11.3 Combustible nonmetallic exhaust
ducts. Automatic sprinkler system protection shall be
provided in combustible nonmetallic exhaust ducts
where the largest cross-sectional diameter of the duct is
equal to or greater than 10 inches (254 mm).

Exceptions:

1. Ducts listed or approved for applications with-
out automatic fire sprinkler system protection.

2. Ducts not more than 12 feet (3658 nrai) in
length installed below ceiling level.

[F] 415.8.11.4 Automatic sprinkler locations. Sprin-
kler systems shall be installed at 12-foot (3658 nmi)
intervals in horizontal ducts and at changes in direction.
In vertical ducts, sprinklers shall be installed at the top
and at alternate floor levels.

SECTION 416
APPLICATION OF FLAMMABLE FINISHES

[F] 416.1 General. The provisions of this section shall apply to
the construction, installation and use of buildings and struc-
tures, or parts thereof, for the spraying of flammable paints,
varnishes and lacquers or other flammable materials or mix-
tures or compounds used for painting, varnishing, staining or
similar purposes. Such construction and equipment shall com-
ply with the International Fire Code.

[F] 416.2 Spray rooms. Spray rooms shall be enclosed with
fire barriers with not less than a 1-hour fire-resistance rating.
Floors shall be waterproofed and drained in an approved man-
ner.

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

[F] 416.2.1 Surfaces. The interior surfaces of spray rooms
shall be smooth and shall be so constructed to permit the
free passage of exhaust air from all parts of the interior and
to facilitate washing and cleaning, and shall be so designed
to confine residues within the room. Aluminum shall not be
used.

[F] 416.3 Spraying spaces. Spraying spaces shall be venti-
lated with an exhaust system to prevent the accumulation of
flammable mist or vapors in accordance with the International
Mechanical Code. Where such spaces are not separately
enclosed, noncombustible spray curtains shall be provided to
restrict the spread of flammable vapors.

[F] 416.3.1 Surfaces. The interior surfaces of spraying
spaces shall be smooth and continuous without edges; shall
be so constructed to permit the free passage of exhaust air
from all parts of the interior and to facilitate washing and
cleaning; and shall be so designed to confine residues within
the spraying space. Aluminum shall not be used.

[F] 416.4 Fire protection. An automatic fire-extinguishing
system shall be provided in all spray, dip and immersing spaces
and storage rooms and shall be installed in accordance with
Chapter 9.

SECTION 417
DRYING ROOMS

[F] 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.

[F] 417.2 Piping clearance. Overhead heating pipes shall have
a clearance of not less than 2 inches (5 1 mm) from combustible
contents in the dryer.

[F] 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 V4-inch (6.35 nmi) insulating mill board or other approved
equivalent insulation.

[F] 417.4 Fire protection. Drying rooms designed for
high-hazard materials and processes, including special occu-
pancies as provided for in Chapter 4, shall be protected by an
approved automatic fire-extinguishing system complying with
the provisions of Chapter 9.

SECTION 418
ORGANIC COATINGS

[F] 418.1 Building features. Manufacturing of organic coat-
ings shall be done only in buildings that do not have pits or
basements.

[F] 418.2 Location. Organic coating manufacturing opera-
tions and operations incidental to or connected therewith shall
not be located in buildings having other occupancies.

[F] 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.

[F] 418.4 Tank storage. Storage areas for flammable and com-
bustible liquid tanks inside of structures shall be located at or
above grade and shall be separated from the processing area by
not less than 2-hour fire barriers.

[F] 418.5 Nitrocellulose storage. Nitrocellulose storage shall
be located on a detached pad or in a separate structure or a room
enclosed with no less than 2-hour fire barriers.

[F] 418.6 Finished products. Storage rooms for finished prod-
ucts that are flammable or combustible liquids shall be sepa-
rated from the processing area by fire barriers having a
fire-resistance rating of at least 2 hours, and openings in the
walls shall be protected with approved opening protectives.

SECTION 419
GROUP 1-1, R-1,R-2,R-3

419.1 General. Occupancies in Groups I-l, R-1, R-2 and R-3
shall comply with the provisions of this section and other appli-
cable provisions of this code.

419.2 Separation walls. Walls separating dwelling units in the
same building and walls separating sleeping units in the same
building shall comply with Section 708.

419.3 Horizontal separation. Floor/ceiling assemblies sepa-
rating dwelling units in the same buildings and floor/ceiling
assemblies separating sleeping units in the same building shall
be constructed in accordance with Section 711.

SECTION 420
HYDROGEN CUTOFF ROOMS

[F] 420.1 General. When required by the International Fire
Code, hydrogen cutoff rooms shall be designed and con-
structed in accordance with this section.

[F] 420.2 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.

[F] GASEOUS HYDROGEN SYSTEM. An assembly of
piping, devices and apparatus designed to generate, store, con-
tain, distribute or transport a nontoxic, gaseous hydrogen-con-
taining mixture having at least 95-percent hydrogen gas by
volume and not more than 1 -percent oxygen by volume. Gas-
eous hydrogen systems consist of items such as compressed
gas containers, reactors and appurtenances, including pressure
regulators, pressure relief devices, manifolds, pumps, com-
pressors and interconnecting piping and tubing and controls.

[F] HYDROGEN CUTOFF ROOM. A room or space that is
intended exclusively to house a gaseous hydrogen system.

[F] 420.3 Location. Hydrogen cut-off rooms shall not be
located below grade.

[F] 420.4 Design and construction. Hydrogen cutoff rooms
shall be classified with respect to occupancy in accordance
with Section 302. 1 and separated from other areas of the build-

2006 INTERNATIONAL BUILDING CODE®

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

ing by not less than 1 -hour fire barriers or as required by Sec-
tion 508.2 or 508.3 as applicable.

[F] 420.4.1 Opening protectives. Doors within such fire
barrier walls, including doors to corridors, shall be
self-closing in accordance with Section 715. Interior door
openings shall be electronically interlocked to prevent oper-
ation of the hydrogen system when doors are opened or ajar
or the room shall be provided with a mechanical exhaust
ventilation system designed in accordance with Section
420.4.1.1.

[F] 420.4.1.1 Ventilation alternative. When an exhaust
system is used in lieu of the interlock system required by
Section 420.4, exhaust ventilation systems shall operate
continuously and shall be designed to operate at a nega-
tive pressure in relation to the surrounding area. The
average velocity of ventilation at the face of the door
opening with the door in the fully open position shall not
be less than 60 feet per minute (0.3048 m/s) with a mini-
mum of 45 feet per minute (0.2287 m/s) at any point in
the door opening.

[F] 420.4.2 Windows. Operable windows in interior walls
shall not be permitted. Fixed windows shall be permitted
when in accordance with Section 715.

[F] 420.5 Ventilation. Cutoff rooms shall be provided with
mechanical ventilation in accordance with the applicable pro-
visions for repair garages in Chapter 5 of the International
Mechanical Code.

[F] 420.6 Gas detection system. Hydrogen cutoff rooms shall
be provided with an approved flammable gas-detection system
in accordance with Sections 420.6.1 through 420.6.3.

[F] 420.6.1 System design. The flammable gas-detection
system shall be listed for use with hydrogen and any other
flammable gases used in the room. The gas detection system
shall be designed to activate when the level of flammable
gas exceeds 25 percent of the lower flammability limit
(LFL) for the gas or mixtures present at their anticipated
temperature and pressure.

[F] 420.6.2 Operation. Activation of the gas detection sys-
tem shall result in all of the following:

1. Initiation of distinct audible and visual alarm signals
both inside and outside of the cutoff room.

2. Activation of the mechanical ventilation system.

[F] 420.6.3 Failure of the gas detection system. Failure of
the gas detection system shall result in activation of the
mechanical ventilation system, cessation of hydrogen gen-
eration and the sounding of a trouble signal in an approved
location.

[F] 420.7 Explosion control. Explosion control shall be pro-
vided in accordance with Chapter 9 of the International Fire
Code.

[F] 420.8 Standby power. Mechanical ventilation and gas
detection systems shall be connected to a standby power sys-
tem in accordance with Chapter 27.

2006 INTERNATIONAL BUILDING CODE® 73

74 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 5

GENERAL BUILDING HEIGHTS AND AREAS

SECTION 501
GENERAL

501.1 Scope. The provisions of this chapter control the height
and area of structures hereafter erected and additions to exist-
ing structures.

[F] 501.2 Address numbers. Buildings shall have approved
address numbers, building numbers or approved building iden-
tification placed in a position that is plainly legible and visible
from the street or road fronting the property. These numbers
shall contrast with their background. Address numbers shall be
Arabic numerals or alphabetical letters. Numbers shall be a
minimum of 4 inches (102 mm) high with a minimum stroke
width of 0.5 inch (12.7 mm).

SECTION 502
DEFINITIONS

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
areas 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; or

2. More than 12 feet (3658 mm) above the finished ground
level at any point.

EQUIPMENT PLATFORM. An unoccupied, elevated plat-
form used exclusively for mechanical systems or industrial
process equipment, including the associated elevated walk-
ways, stairs and ladders necessary to access the platform (see
Section 505.5).

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 (1829 mm) from
the building, between the building and a point 6 feet ( 1 829 mm)
from the building.

HEIGHT, BUILDING. The vertical distance from grade
plane to the average height of the highest roof surface.

HEIGHT, 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.

MEZZANINE. An intermediate level or levels between the
floor and ceiling of any story and in accordance with Section
505.

SECTION 503
GENERAL HEIGHT AND AREA LIMITATIONS

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 Special industrial occupancies. Buildings and
structures designed to house special industrial processes
that require large areas and unusual heights to accommodate
craneways or special machinery and equipment, including,
among others, rolling mills; structural metal fabrication
shops and foundries; or the production and distribution of
electric, gas or steam power, shall be exempt from the height
and area limitations of Table 503.

503.1.2 Buildings on same lot. Two or more buildings on
the same lot shall be regulated as separate buildings or shall
be considered as portions of one building if the height of
each building and the aggregate area of 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.

503.1.3 Type I construction. Buildings of Type I construc-
tion permitted to be of unlimited tabular heights and areas
are not subject to the special requirements that allow unlim-
ited area buildings in Section 507 or unlimited height in
Sections 503. 1 . 1 and 504.3 or increased height and areas for
other types of construction.

SECTION 504
HEIGHT

504.1 General. The height permitted by Table 503 shall be
increased in accordance with this section.

Exception: The height of one-story aiircraft hangars, air-
craft paint hangars and buildings used for the manufacturing
of aircraft shall not be hmited 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.

2006 INTERNATIONAL BUILDING CODE®

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 story

GROUP

TYPE OF CONSTRlicTlbN |

TYPE 1

TYPE II

TYPE III

TYPE IV

TYPE V 1

B '

HGT(feet)
HGT(S)

160

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

11
UL

5
37,500

4
23,000

5
28,500

4
19,000

5
36,000' '

3
18,000 '

2
9,000

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-1

S
A

1
.21,000

1
16,500

1
11,000

7,000 •

1
9,500

1
7,000

1
10,500 .

7,500

NP
NP

H-2''

UL
21,000

■3
16,500

2
11,000

1
7,000

2 ■
9,500

1
7,000

2
10,500

7,500

1
3,000

H-3''

UL
UL

6
60,000

4
26,500

2
14,000

4
17,500

2
13,000

4
. 25,500

2 ■
10,000

1
5,006

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

4
UL

3
37,500

3
23,000

3
28,500

3
19,000

3
36,000

3
■ 18,000

2
9,000

I-l

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

' A'

UL
UL

4
UL

. 2
15,000

1
11,000

1
12,000

NP
hfP

1 .
12,000

1
9,500

NP
NP

1-3

A ■

UL
UL

4
UL

2
15,000

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

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

3
UL

R-4

S
A

UL
UL

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-2''''=

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

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 ml '
UL = Unlimited, NP = Not permitted.

a. See the following sections for general exceptions to Table 503:

1. Section 504.2, Allowable height increase due to automatic sprinkler system installation.

2. Section 506.2, Allowable area increase due to street frontage.

3. Section 506.3, Allowable area increase due to automatic sprinkler system installation.

4. Section 507, Unlimited area buildings.

b. For open parking structures, see Section 406.3.

c. For private garages, see Section 406.1.

d. See Section 415.5 for limitations.

2006 INTERNATIONAL BUILDING CODE®

GENERAL BUILDING HEIGHTS AND AREAS

504.2 Automatic 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 value
specified in Table 503 for maximum height is increased by 20
feet (6096 mm) and the maximum number of stories is
increased by one. 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 approved
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
stories is increased by one, but shall not exceed 60 feet (18 288
mm) or four stories, respectively.

Exceptions:

1 . Fire areas with an occupancy in Group 1-2 of Type
TIB, III, IV or V construction.

2. Fire areas with an occupancy in Group H-1, H-2, H-3
or H-5.

3. Fire-resistance rating substitution in accordance with
Table 601, Note e.

504.3 Roof structures. 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).

SECTION 505
MEZZANINES

505.1 General. A mezzanine or mezzanines in compliance
with Section 505 shall be considered a portion of the story
below. Such mezzanines shall not contribute to either the build-
ing 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).

505.2 Area limitation. The aggregate area of a mezzanine or
mezzanines within a room shall not exceed one-third of the
floor area of that room or space in which they are located. The
enclosed portion of a room shall not be included in a determina-
tion of the floor area of the room in which the mezzanine is
located. In determining the allowable mezzanine area, the area
of the mezzanine shall not be included in the floor area of the
room.

Exceptions:

1. The aggregate area of mezzanines in buildings and
structures of Type I or II construction for special
industrial occupancies in accordance with Section
503. 1 . 1 shall not exceed two-thirds of the area of the
room.

2. The aggregate area of mezzanines in buildings and
structures of Type I or II construction shall not exceed

one-half of the area of the room in buildings and
structures equipped throughout with an approved
automatic sprinkler system in accordance with Sec-
tion 903.3.1.1 and an approved emergency
voice/alarm communication system in accordance
with Section 907.2.12.2.

505.3 Egress. Each occupant of a mezzanine shall have access
to at least two independent means of egress where the common
path of egress travel exceeds the limitations of Section 1014.3.
Where a stairway provides a means of exit access from a mez-
zanine, the maximum travel distance includes the distance trav-
eled on the stairway measured in the plane of the tread nosing.
Accessible means of egress shall be provided in accordance
with Section 1007.

Exception: A single means of egress shall be permitted in
accordance with Section 1015.1.

505.4 Openness. A mezzanine shall be open and unobstructed
to the room in which such mezzanine is located except for walls
not more than 42 inches (1067 mm) high, columns and posts.

Exceptions:

1 . Mezzanines or portions thereof are not required to be
open to the room in which the mezzanines are located,
provided that the occupant load of the aggregate area
of the enclosed space does not exceed 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 other than Groups H and I occupancies no more
than two stories in height above grade plane and
equipped throughout with an automatic sprinkler sys-
tem in accordance with Section 903.3.1.1, a mezza-
nine having two or more means of egress shall not be
required to be open to the room in which the mezza-
nine is located.

505.5 Equipment platforms. Equipment platforms in build- I
ings 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 equipment platform shall not be included I
in determining the fire area. Equipment platforms shall not be a I
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 build-
ing-

505.5.1 Area limitations. The aggregate area of all equip- I
ment platforms within a room shall not exceed two-thirds of
the area of the room in which they are located. Where an

2006 INTERNATIONAL BUILDING CODE*"

GENERAL BUILDING HEIGHTS AND AREAS

equipment platform is located in the same room as a mezza-
nine, the area of the mezzanine shall be determined by Sec-
tion 505.2 and the combined aggregate area of the
equipment platforms and mezzanines shall not exceed
two-thirds of the room in which they are located.

[F] 505.5.2 Fire suppression. Where located in a building
that is required to be protected by an automatic sprinkler
system, 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 1013.1.

SECTION 506
AREA MODIFICATIONS

506.1 General. The areas limited by Table 503 shall be permit-
ted to be increased due to frontage (If) and automatic sprinkler
system protection (I J in accordance with the following:

K ={4 +[A X // ] + [A X ^J} (Equation5-l)

where:

Afl = Allowable area per story (square feet).

At = Tabular area per story in accordance with Table 503
(square feet).

// = Area increase factor due to frontage as calculated in
accordance with Section 506.2.

Is = Area increase factor due to sprinkler protection as cal-
culated in accordance with Section 506.3.

506.1.1 Basements. A single basement that is not a story
above grade plane need not be included in the total allow-
able area, provided such basement does not exceed the area
permitted for a building with no more than one story above
grade plane.

506.2 Frontage increase. Every building shall adjoin or have
access to a public way to receive an area increase for frontage.
Where a building has more than 25 percent of its perimeter on a
public 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:

I If=[F/P-0.25]W/30

(Equation 5-2)

where:

= Area increase due to frontage.

= Building perimeter that fronts on a public way or open
space having 20 feet (6096 mm) open minimum width
(feet).

= Perimeter of entire building (feet).

= Width of public way or open space (feet) in accordance
with Section 506.2.1.

506.2.1 Width limits. "W" must be at least 20 feet (6096
mm). 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 greater than or equal to 20 feet (6096 mm). Where W
exceeds 30 feet (9144 mm), a value of 30 feet (9144 mm)
shall be used in calculating the weighted average, regardless
of the actual width of the open space.

Exception: The quantity of Wdivided by 30 shall be per-
mitted to be a maximum of 2 when the building meets all
requirements of Section 507 except for compliance with
the 60-foot (18 288 nun) 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
accessed from a street or approved fire lane.

506.3 Automatic 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 (I, = 2) for buildings with more than one
story above grade plane and an additional 300 percent (^ = 3)
for buildings with no more than one story above grade plane.
These increases are permitted in addition to the height and
story increases in accordance with Section 504.2.

Exception: The area limitation increases shall not be per-
mitted for the following conditions:

1. The automatic sprinkler system increase shall not
apply to buildings with an occupancy in Use Group
H-1.

2. The automatic sprinkler system increase shall not
apply to the floor area of an occupancy in Use Group
H-2 or H-3. For mixed-use buildings containing such
occupancies, the allowable area shall be calculated in
accordance with Section 508.3.3.2, with the sprinkler
increase applicable only to the portions of the build-
ing not classified as Use Group H-2 or H-3.

3. Fire-resistance rating substitution in accordance with
Table 601, Note e.

506.4 Area determination. The maximum area of a building
with more than one stoiy above grade plane shall be deter-
mined by multiplying the allowable area of the first story (A„),
as determined in Section 506. 1 , by the number of stories above
grade plane as listed below:

1 . For buildings with two stories above grade plane, multi-
ply by 2;

2. For buildings with three or more stories above grade
plane, multiply by 3; and

3. No story shall exceed the allowable area per story (A„), as
determined in Section 506. 1 , for the occupancies on that
story.

Exceptions:

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 multiplying the allowable area

2006 INTERNATIONAL BUILDING CODE®

GENERAL BUILDING HEIGHTS AND AREAS

per story |A J, as determined in Section 506.1,
by the number of stories above grade plane.

506.4.1 Mixed occupancies. In buildings with mixed occu-
pancies, the allowable area per story (AJ shall be based on
the most restrictive provisions for each occupancy when the
mixed occupancies are treated according to Section 508.3.2.
When the occupancies are treated according to Section
508.3.3 as separated occupancies, the maximum total build-
ing area shall be such that the sum of the ratios for each such
area on all floors as calculated according to Section
508.3.3.2 shall not exceed 2 for two-story buildings and 3
for buildings three stories or higher.

SECTION 507
UNLIMITED AREA BUILDINGS

1507.1 GeneraL The area of buildings of the occupancies and
configurations specified herein shall not be limited.

507.2 Nonsprinklered, 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.

507.3 Sprinklered, 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 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 sur-
rounded and adjoined by public ways or yards not less than 60
feet (18 288 mm) in width.

Exceptions:

1 . Buildings and structures of Type I and II construction
for rack storage facilities that do not have access by
the public shall not be limited in height, provided that
such buildings conform to the requirements of Sec-

I tions 507.2 and 903.3. 1 . 1 and NFPA 230.

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.

3 . Group A- 1 and A-2 occupancies of other than Type V
construction shall be permitted, provided:

3.1. All assembly occupancies are separated from
other spaces as required for separated uses in
Section 508.3.3.4 with no reduction allowed
in the fire-resistance rating of the separation
based upon the installation of an automatic
sprinkler system;

3.2. Each Group A occupancy shall not exceed the
maximum allowable area permitted in Section
503.1; and

3.3. All required exits shall discharge directly to I
the exterior. I

507.4 Two story. The area of a two-story. Group B, F, M or S
building shall not be limited when the building is equipped
throughout with an automatic sprinkler system in accordance
with Section 903.3. 1.1, and is surrounded and adjoined by pub-
lic ways or yards not less than 60 feet (18 288 mm) in width.

507.5 Reduced open space. The permanent open space of 60
feet (18 288 mm) required in Sections 507.2, 507.3, 507.4, I

507.6 and 507.10 shall be permitted to be reduced to not less I
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 minimum I
fire protection rating of 3 hours. |

507.6 Group A-3 buildings. The area of a one-story. Group
A-3 building used as a place of religious worship, community
hall, dance hall, exhibition hall, gymnasium, lecture hall,
indoor swimming pool or tennis court of Type II construction I
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 public
ways or yards not less than 60 feet (18 288 mm) in width.

507.7 Group H occupancies. Group H-2, H-3 and H-4 occu-
pancies shall be permitted in unlimited area buildings contain-
ing Group F and S occupancies, in accordance with Sections
507.3 and 507.4 and the limitations of this section. The aggre-
gate floor area of the Group H occupancies located at the per-
imeter of the unlimited area building shall not exceed 10
percent of the area of the building nor the area limitations for
the Group H occupancies as specified in Table 503 as modified
by Section 506.2, based upon the percentage of the perimeter
of each Group H fire area that fronts on a street or other unoccu-
pied space. The aggregate floor area of Group H occupancies
not located at the perimeter of the building shall not exceed 25
percent of the area limitations for the Group H occupancies as
specified in Table 503. Group H fire areas shall be separated
from the rest of the unlimited area building and from each other
in accordance with Table 508.3.3 For two-story unlimited area
buildings, the Group H fire areas shall not be located above the
first story unless permitted by the allowable height in stories
and feet as set forth in Table 503 based on the type of construc-
tion of the unlimited area building.

507.8 Aircraft paint hangar. The area of a one-story, Group
H-2 aircraft paint hangar shall not be limited where such air-

2006 INTERNATIONAL BUILDING CODE®

GENERAL BUILDING HEIGHTS AND AREAS

craft paint hangar complies 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.

507.9 Group E buildings. The area of a one-story Group E
building of Type II, IIIA 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
1018.

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.

507.10 Motion picture theaters. In buildings of Type II con-
struction, the area of a one-story motion picture theater 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.

507.11 Covered mall buildings and anchor stores. The area
of covered mall buildings and anchor stores not exceeding
three stories in height that comply with Section 402.6 shall not
be limited.

SECTION 508
MIXED USE AND OCCUPANCY

508.1 General. Where a building or portion thereof contains
two or more occupancies or uses, the building or portion
thereof shall comply with the applicable provisions of this sec-
tion.

508.2 Incidental uses. Incidental use areas shall comply with
the provisions of this section.

Exception: Incidental use areas within and serving a dwell-
ing unit are not required to comply with this section.

508.2.1 Occupancy classification. An incidental use area
shall be classified in accordance with the occupancy of that
portion of the building in which it is located or the building
shall be classified as a mixed occupancy and shall comply
with Section 508.3.

508.2.2 Separation. Incidental use areas shall be separated
or protected, or both, in accordance with Table 508.2.

508.2.2.1 Construction. Where Table 508.2 requires a
fire-resistance-rated separation, the incidental use area
shall be separated from the remainder of the building by a
fire barrier constructed in accordance with Section 706
or a horizontal assembly constructed in accordance with
Section 7 1 1 , or both. Where Table 508.2 permits an auto-
matic fire-extinguishing system without a fire barrier, the
incidental use area shall be separated from the remainder
of the building by construction capable of resisting the
passage of smoke. The partitions shall extend from the
floor to the underside of the fire-resistance-rated
floor/ceiling assembly or fire-resistance-rated roof/ceil-

: ing assembly above or to the underside of the floor or
roof sheathing, or sub deck above. Doors shall be self- or
automatic closing upon detection of smoke. Doors shall
not have air transfer openings and shall not be undercut
in excess of the clearance permitted in accordance with
NFPA80.

508.2.3 Protection. Where an automatic fire-extinguishing
system or an automatic sprinkler system is provided in
accordance with Table 508.2, only the incidental use areas
need be equipped with such a system.

TABLE 508.2
INCIDENTAL USE AREAS

ROOM OR AREA

SEPARATION AND/OR
PROTECTION

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 boilers where the
largest piece of equipment is
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, not
classified as Group H

l-hour in Group B, F, M, S and
U occupancies. 2-hour 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-extinguishing 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 linen
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 in Group B, F, M, S and
U occupancies. 2-hour in Group
A, E, I and R occupancies.

For SI: 1 square foot = 0.0929 m^, 1 pound per square inch = 6.9 kPa,
i British thermal unit per hour = 0.293 watts, 1 horsepower = 746 watts,
1 gallon = 3.785 L.

2006 INTERNATIONAL BUILDING CODE''

GENERAL BUILDING HEIGHTS AND AREAS

508.3 Mixed occupancies. Each portion of a building shall be
individually classified in accordance with Section 302.1.

Where a building contains more than one occupancy group,
the building or portion thereof shall comply with Sections
508.3.1, 508.3.2, 508.3.3 or a combination of these sections.

Exceptions:

1. Occupancies separated in accordance with Section
509.

2. Where required by Table 415.3.2, areas of Group
H-1, H-2 or H-3 occupancies shall be located in a sep-
arate and detached building or structure.

508.3.1 Accessory occupancies. Accessory occupancies
are those occupancies subsidiary to the main occupancy of
the building or portion thereof. Aggregate accessory occu-
pancies shall not occupy more than 10 percent of the area of
the story in which they are located and shall not exceed the
tabular values in Table 503, without height and area
increases in accordance with Sections 504 and 506 for such
accessory occupancies.

Exceptions:

1 . Accessory assembly areas having a floor area less
than 750 square feet (69.7 m^) are not considered
separate occupancies.

2. Assembly areas that are accessory to Group E
occupancies are not considered separate occupan-
cies except when applying the assembly occu-
pancy requirements of Chapter 1 1 .

3. Accessory religious educational rooms and reli-
gious auditoriums with occupant loads of less than
100 are not considered separate occupancies.

508.3.1.1 Occupancy classification. Accessory occu-
pancies shall be individually classified in accordance
with Section 302.1. Code requirements shall apply to
each portion of the building based on the occupancy clas-
sification of that accessory space, except that the most
restrictive applicable provisions of Section 403 and
Chapter 9 shall apply to the entire building or portion
thereof.

508.3.1.2 Allowable area and height. The allowable
area and height of the building shall be based on the
allowable area and height for the main occupancy in
accordance with Section 503. 1 . The height of any acces-
sory occupancy shall not exceed the tabular values in
Table 503, without height and area increases in accor-
dance with Sections 504 and 506 for such accessory
occupancies.

508.3.1.3 Separation. No separation is required
between accessory occupancies or the main occupancy.

Exception: Group H-2, H-3, H-4 or H-5 occupancies
shall be separated from all other occupancies in accor-
dance with Section 508.3.3.

508.3.2 Nonseparated occupancies. Buildings or portions
of buildings that comply with the provisions of this section
shall qualify as nonseparated occupancies.

508.3.2.1 Occupancy classification. Nonseparated
occupancies shall be individually classified in accor-
dance with Section 302. 1 . Code requirements shall apply

TABLE 508.3.3
REQUIRED SEPARATION OF OCCUPANCIES (HOURS)

OCCUPANCY

A«,E

F-2, S-2''', U"

B^F-1,M^s-1

H-1

H-2

H-3, H-4, H-5

A^E=

F-2, S-2'^-^ U*"

—

B^ F-i, M^ s-i

H-l

—

H-2

—

H-3, H-4, H-5

—

For SI: 1 square foot = 0.0929 ml

S = Buildings equipped throughout with an automatic sprinkler system installed in accordance with Section 903 .3 .1.1.

NS = Buildings not equipped throughout with an automatic sprinkler system installed in accordance withSection 903.3.1.1.

N = No separation requirement.

NP = Not permitted.

a. For Group H-5 occupancies, see Section 903.2.4.2.

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 equipped 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. Conmiercial kitchens need not be separated from the restaurant seating areas that they serve.

2006 INTERNATIONAL BUILDING CODE®

GENERAL BUILDING HEIGHTS AND AREAS

to each portion of the building based on the occupancy
classification of that space except that the most restric-
tive applicable provisions of Section 403 and Chapter 9
shall apply to the entire building or portion thereof.

508.3.2.2 Allowable area and height. The allowable
area and height of the building or portion thereof shall be
based on the most restrictive allowances for the occu-
pancy groups under consideration for the type of con-
struction of the building in accordance with Section
503.1.

508.3.2.3 Separation. No separation is required
between occupancies.

Exception: Group H-2, H-3, H-4 or H-5 occupancies
shall be separated from all other occupancies in accor-
dance with Section 508.3.3.

508.3.3 Separated occupancies. Buildings or portions of
buildings that comply with the provisions of this section
shall qualify as separated occupancies.

508.3.3.1 Occupancy classification. Separated occu-
pancies shall be individually classified in accordance
with Section 302. 1 . Each fire area shall comply with this
code based on the occupancy classification of that por-
tion of the building.

508.3.3.2 Allowable area. In each story, the building
area shall be such that the sum of the ratios of the actual
floor area of each occupancy divided by the allowable
area of each occupancy shall not exceed one.

508.3.3.3 Allowable height. Each occupancy shall com-
ply with the height limitations based on the type of con-
struction of the building in accordance with Section
503.1. The height, in both feet and stories, of each fire
area shall be measured from grade plane. This measure-
ment shall include the height, in both feet and stories, of
intervening fire areas.

Exception: Special provisions permitted by Section
509.

508.3.3.4 Separation. Individual occupancies shall be
separated from adjacent occupancies in accordance with
Table 508.3.3

508.3.3.4.1 Construction. Required separations
shall be fire barriers constructed in accordance with
Section 706 or horizontal assemblies constructed in
accordance with Section 711, or both, so as to com-
pletely separate adjacent occupancies.

SECTION 509
SPECIAL PROVISIONS

509.1 General. 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.

509.2 Group S-2 enclosed or open parking garage with
Group A, B, M, R or S above. 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, continuity 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-
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 715.4.

Exception: Where the enclosure walls below the hor-
izontal assembly have not less than a 3-hour
fire-resistance rating with opening protectives in
accordance with Table 715.4, the enclosure walls
extending above the horizontal assembly shall be per-
mitted to have a 1-hour fire-resistance rating, pro-
vided:

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 shall be per-
mitted to have multiple Group A uses, each with an occu-
pant load of less than 300, or Group B, M, R or S uses.

4. The building below the horizontal assembly is a Group
S-2 enclosed or open parking garage, used for the park-
ing 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. Multiple Group A uses, each with an occupant
load of less than 300, or Group B or M uses
shall be permitted, in addition to those uses
incidental to the operation of the building
(including storage areas), provided that the
entire structure below the horizontal assembly
is protected throughout by an approved auto-
matic sprinkler system.

5. The maximum building height in feet shall not exceed
the limits set forth in Section 503 for the building having
the smaller allowable height as measured from the grade
plane.

509.3 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-

2006 INTERNATIONAL BUILDING CODE""

GENERAL BUILDING HEIGHTS AND AREAS

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
requirements 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 equipment
rooms incidental to the operation of the building.

509.4 Parking beneath Group R. Where a maximum
one-story above grade plane Group S-2 parking garage,
enclosed or open, or combination thereof, of Type I construc-
tion or open of Type IV construction, with grade entrance, is
provided 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 rat-
ing not less than the mixed occupancy separation required in
Section 508.3.3.

509.5 Group R-2 buildings of Type IIIA construction. The

height hmitation 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 areas of not more than 3,000 square feet (279 m^).

509.6 Group R-2 buildings of Type IIA construction. The

height limitation 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
lot lines, the exits are segregated in an area enclosed by a 2-hour
fire-resistance-rated fire wall and the first-floor construction
has a fire-resistance rating of not less than 1 V2 hours.

509.7 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 hmitations 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.

509.7.1 Fire separation. Fire barriers constructed in accor-
dance with Section 706 or horizontal assemblies con-
structed in accordance with Section 711 between the
parking occupancy and the upper occupancy shall corre-
spond to the required fire-resistance rating prescribed in
Table 508.3.3 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
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 or horizon-
tal assemblies having at least a 2-hour fire-resistance rating
as required by Section 71 1, with self-closing doors comply-
ing with Section 715. Means of egress from the open park-
ing garage shall comply with Section 406.3.

509.8 Group B or M with Group S-2 open parking garage
above. Group B or M uses located in the basement or first story
below a Group S-2 open parking garage shall be classified as a
separate and distinct building for the purpose of determining
the type of construction when all of the following conditions
are met:

1 . The basement or first story shall be Type I or II construc-
tion, but not less than the type of construction required
for the open parking garage above. The height and area
of the basement or first story shall not exceed the limita-
tions in Section 503 for the Group B or M uses.

2. The height and area of the open parking garage shall not
exceed the limitations permitted under Section 406.3.
The height, in both feet and stories, of the open parking
garage shall be measured from grade plane and include
both the open parking garage and the basement or first
story.

3. Fire separation assemblies between the open parking
garage and the basement or first story use group shall
correspond to the required fire-resistance rating pre-
scribed by Table 508.3.3

4. Exits serving the open parldng garage shall discharge
directly to a street or public way and shall be separated
from the basement or first story use group by not less
than 2-hour fire barriers constructed in accordance with
Section 706 or 2-hour horizontal assemblies constructed
in accordance with Section 711, or both, with opening
protectives in accordance with Table 715.4.

2006 INTERNATIONAL BUILDING CODE*"

84 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 6

TYPES OF CONSTRUCTION

SECTION 601
GENERAL

601.1 Scope. The provisions of this chapter shall control the
classification of buildings as to type of construction.

SECTION 602
CONSTRUCTION CLASSIFICATION

602.1 General. 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.

602.1.1 Minimum 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

1601 are of noncombustible materials, except as permitted in
Section 603 and elsewhere in this code.

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. Minimum solid
sawn nominal dimensions are required for structures built
using Type IV construction (HT). For glued-laminated mem-
bers the equivalent net finished width and depths correspond-
ing to the minimum nominal width and depths of solid sawn
lumber are required as specified in Table 602.4.

602.4.1 Columns. 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 ceihng loads only. Columns shall be con-
tinuous or superimposed and connected in an approved
manner.

602.4.2 Floor framing. 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
(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.

602.4.3 Roof framing. 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. SpUce 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.

602.4.4 Floors. 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 'V32-inch
(12 mm) wood structural panel or 0.5-inch (12.7 nmi)
particleboard. The lumber shall be laid so that no continu-
ous 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
molding fastened to the wall and so arranged that it will not
obstruct 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 (51 mm)
nominal in thickness, 1 Vg-inch-thick (32 mm) wood struc-

2006 INTERNATIONAL BUILDING CODE®

TYPES OF CONSTRUCTION

tural panel (exterior glue), or of planks not less than 3 inches
(76 mm) nominal 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.

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 Type II construction in the
following 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-resistance rating is 2 hours or less.

1 .2. Nonbearing exterior walls where no fire rating is
required.

1.3. Roof construction, including girders, trusses,
framing and decking.

Exception: In buildings of Type I construc-
tion exceeding two stories in height,
fire-retardant-treated wood is not permitted in
roof construction when the vertical distance
from the upper floor to the roof is less than 20
feet (6096 mm).

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 interven-
ing 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 airspace
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 and
wooden bulkheads below show windows, including
their frames, aprons and show cases.

7. Finished flooring applied directly to the floor slab or to
wood sleepers that are fireblocked in accordance with
Section 717.2.7.

8. Partitions dividing portions of stores, offices or similar
places occupied by one tenant only and that do not
establish 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 (1829 mm) in height.

9. Stages and platforms constructed in accordance with
Sections 410.3 and 410.4, respectively.

10. Combustible exterior wall coverings, balconies and
similar projections and bay or oriel windows in accor-
dance with Chapter 14.

11. Blocking such as for handrails, millwork, cabinets and
window and door frames.

1 2. Light-transmitting plastics as permitted by Chapter 26.

1 3 . 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.

1 5 . Nailing or furring strips as permitted by Section 803 .4.

16. Heavy timber as permitted by Note d 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 fire-resistant materials and intumescent and
mastic fire-resistant coatings, determined on the basis
of fire-resistance tests in accordance with Section
703.2 and installed in accordance with Section 1704. 10
and 1704.11, respectively.

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 Sec-
tion 717.5.

22. Materials exposed within plenums complying with
Section 602 of the International Mechanical Code.

603.1.1 Ducts. The use of nonmetallic ducts shall be per-
mitted when installed in accordance with the limitations of
the International Mechanical Code.

2006 INTERNATIONAL BUILDING CODE®

TYPES OF CONSTRUCTION

603.1.2 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.

603.1.3 Electrical. The use of electrical wiring methods
with combustible insulation, tubing, raceways and related
components shall be permitted when installed in accor-
dance with the limitations of the ICC Electrical Code.

TABLE 601
FIRE-RESISTANCE RATING REQUIREMENTS FOR BUILDING ELEMENTS (hours)

BUILDING ELEMENT

TYPEI

TYPE II

TYPE III

TYPE IV

TYPEV

. B

A«

Structural frame^

Bearing walls
Exterior^
Interior

3
3*'

2
2"

2
1

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

Roof construction
Including supporting beams and joists

IV/

led

QCd

led

QCd

ic, d

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 rooi' only

c. Except in Group F- 1 , H, M and 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.

d. In all occupancies, heavy timber shall be allowed where a 1-hour or less fire-resistance rating is required.

e. An approved automatic sprinkler system in accordance with Section 903.3. 1 . 1 shall be allowed to be substituted for 1 -hour fire-resistance-rated construction, 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 Section 504.2. The 1-hour substitution for the fire resistance of exterior walls shall not be permitted.

fi Not less than the fire-resistance rating required by other sections of this code.

g. Not less than the fire-resistance rating based on fire separation distance (see Table 602).

2006 INTERNATIONAL BUILDING CODE®

TYPES OF CONSTRUCTION

TABLE 602
FIRE-RESISTANCE RATING REQUIREMENTS FOR EXTERIOR WALLS BASED ON FIRE SEPARATION DISTANCE^' »

FIRE SEPARATION DISTANCE = X
(feet)

TYPE OF CONSTRUCTION

OCCUPANCY
GROUP H

OCCUPANCY
GROUP F-1,M,S-1

OCCUPANCY
GROUP A, B, E, F-2, 1, R, S-2, U"

X<5'^

All

5<X<10

lA
Others

2
1

10 < X< 30

IA,IB
nB,VB
Others

2
1
1

Id ■

X>30

All

For SI: 1 foot = 304.8 mm.

a. Load-bearing exterior walls shall also comply with the fire-resistance rating requirements of Table 601.
I b. For special requirements for Group U occupancies see Section 406.1.2
c. See Section 705.1.1 for party walls.

Id. Open parking garages complying with Section 406 shall not be required to have a fire-resistance rating,
e. The fire-resistance rating of an exterior wall is determined based upon the fire separation distance of the exterior \yall and the story in which the wall is located.

TABLE 602.4
WOOD MEMBER SIZE

MINIMUM NOMINAL SOLID SAWN SIZE

MINIMUM GLUED-LAMINATED NET SIZE

Width, inch

Depth, inch

Width, inch

Depth, inch

6V4

8V,

IOV2

8V4

6^8

For SI: 1 inch = 25.4 mm.

2006 INTERNATIONAL BUILDING CODE®

CHAPTER 7

FIRE-RESISTANCE-RATED CONSTRUCTION

SECTION 701
GENERAL

701.1 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
building and the spread of fire to or from buildings.

SECTION 702
DEFINITIONS

702.1 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.

ANNULAR SPACE. The opening around the penetrating
item.

CEILING RADIATION DAMPER. A listed device installed
in a ceiling membrane of a fire-resistance-rated floor/ceiling or
roof/ceiling assernbly to limit automatically the radiative heat
transfer through an air inlet/outlet opening.

COMBINATION FIRE/SMOKE DAMPER. A listed
device installed in ducts and air transfer openings designed to
close automatically upon the detection of heat and resist the
passage of flame 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 fire com-
mand center.

DAMPER. See "Ceiling radiation damper," "Combination
fire/smoke damper," "Fire damper" and "Smoke damper."

DRAFTSTOP. 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 RATING. 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-resis-
tance-rated horizontal assemblies of a building.

FIRE BARRIER. A fire-resistance-rated wall assembly of
materials designed to restrict the spread of fire in which conti-
nuity is maintained.

FIRE DAMPER. A hsted device installed in ducts and air
transfer openings designed to close automatically upon detec-
tion of heat and resist 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 con-
tinue to operate during a fire. A dynamic fire damper is tested
and rated for closure under elevated temperature airflow.

FIRE DOOR. The door component of a fire door assembly.

FIRE DOOR ASSEMBLY. Any combination 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
designed to restrict the spread of fire in which openings are pro-
tected.

FIRE PROTECTION RATING. The period of time 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
assemblies that prevents or retards the passage of excessive
heat, hot gases or flames under conditions of use.

FIRE-RESISTANCE RATING. The period of time a build-
ing element, component or assembly maintains the ability 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
assemblies.

FIRE SEPARATION DISTANCE. The distance measured
from the building face to one of the following:

1. The closest interior lot line;

2. To the centerline of a street, an alley or public way; or

3. To an imaginary line between two buildings on the prop-
erty.

FIRE 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 stabiUty under fire conditions to allow collapse
of construction on either side without collapse of the wall.

FIRE WINDOW ASSEMBLY. 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
concealed spaces.

FLOOR FIRE 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 71 1.8).

HORIZONTAL ASSEMBLY. A fire-resistance-rated floor
or roof assembly of materials designed to restiict the spread of
fire in which continuity is maintained.

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

JOINT. The linear opening in or between adjacent fire-resis-
tance-rated assemblies that is designed to allow ind.ependent
movement of the building in any plane caused by thermal, seis-
mic, wind or any other loading.

MEMBRANE PENETRATION. An opening made through
one side (wall, floor or ceiling membrane) of an assembly.

MEMBRANE-PENETRATION FIRESTOP. 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.

MINERAL FIBER. Insulation composed principally of fibers
manufactured from rock, slag or glass, with or without binders.

MINERAL WOOL. Synthetic vitreous fiber insulation made
by melting predominately igneous rock or furnace slag, and
other inorganic materials, and then physically forming the melt
into fibers.

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
enclosed by smoke barriers on all sides, including the top and
bottom.

SMOKE DAMPER. A Usted device installed in ducts and air
transfer openings designed to resist the passage of smoke. The
device is installed to operate automatically, controlled by a
smoke detection system, and where required, is capable of
being positioned from a fire command center.

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, Hmits the maximum tem-
perature rise to 325°F (163°C) above its initial temperature
through the penetration on the nonfire side when tested in
accordance 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."

SECTION 703
FIRE-RESISTANCE RATINGS AND FIRE TESTS

703.1 Scope. Materials prescribed herein for fire resistance
shall conform to the requirements of this chapter.

703.2 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
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-resistance-rated building elements shall not reduce the
required fire-resistance rating.

Exception: 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
assigned 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).

703.2.2 Combustible 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 assembUes if the resulting tested assembly meets the
fire-resistance test requirements of this code.

703.2.3 Restrained classification. Fire-resistance-rated
assembhes tested under ASTM E 119 shall not be consid-
ered to be restrained unless evidence satisfactory to the
building official is furnished by the registered design pro-
fessional showing that the construction qualifies for a
restrained classification in accordance with ASTM E 119.
Restrained construction 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

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

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
elements as prescribed in Section 720.

3. Calculations in accordance with Section 721.

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 1 19.

5. Alternative protection methods as allowed by Section
104.11.

703.4 Noncombustibility tests. 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
effects of age, moisture or other atmospheric conditions.

703.4.1 Elementary materials. Materials required to be
noncombustible shall be tested in accordance with ASTM E
136.

703.4.2 Composite materials. Materials having a struc-
tural base of noncombustible material as determined in
accordance with Section 703.4.1 with a surfacing not more
than 0.125 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 materi-
als.

SECTION 704
EXTERIOR WALLS

704.1 General. Exterior walls shall comply with this section.

704.2 Projections. Cornices, eave overhangs, exterior balco-
nies and similar projections extending beyond the floor area
shall conform to the requirements of this section and Section
1406. Exterior egress balconies and exterior exit stairways
shall also comply with Sections 1014.5 and 1023.1, respec-
tively. Projections shall not extend beyond the distance deter-
mined by the following two methods, whichever results in the
lesser projection:

1. A point one-third the distance to the lot line from an
assumed vertical plane located where protected openings
are required in accordance with Section 704.8.

2. More than 12 inches (305 mm) into areas where open-
ings are prohibited.

704.2.1 Type I and II construction. Projections from walls
of Type I or II construction shall be of noncombustible

materials or combustible materials as allowed by Sections
1406.3 and 1406.4.

704.2.2 Type III, IV or V construction. Projections from
walls of Type EI, IV or V construction shall be of any
approved material.

704.2.3 Combustible projections. 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,
fire-retardant-treated wood or as required by Section
1406.3.

Exception: Type V construction shall be allowed for R-3
occupancies.

704.3 Buildings on the same lot. 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
existing building, the location of the assumed imaginary line
with relation to the existing building shall be such that the exte-
rior wall and opening protection of the existing building meet
the criteria as set forth in Sections 704.5 and 704.8.

Exception: Two or more buildings on the same lot shall
either be regulated as separate buildings or shall be consid-
ered 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.

704.4 Materials. Exterior walls shall be of materials permitted
by the building type of construction.

704.5 Fire-resistance ratings. Exterior walls shall be
fire-resistance rated in accordance with Tables 601 and 602.
The fire-resistance rating of exterior walls with a fire separa-
tion distance of greater than 5 feet (1524 mm) shall be rated for
exposure to fire from the inside. The fu-e-resistance rating of
exterior walls with a fire separation distance of 5 feet (1524
mm) or less shall be rated for exposure to fu-e from both sides.

704.6 Structural stability. 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.

704.7 Unexposed surface temperature. 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
required by ASTM E 1 19 shall not apply provided that a cor-
rection is made for radiation from the unexposed exterior wall
surface in accordance with the following fonnula:

A,=A + {AfXFJ

(Equation 7-1)

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

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 119 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.

704.8 Allowable area of openings. The maximum area of
unprotected or protected openings permitted in an exterior wall
in any story shall not exceed the values set forth in Table 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:

- + ^<1.0 (Equation 7-2)

a a..

For SI: °C = [(°F) - 32] / 1 .8.

200

400 600 800 1,000 1,200 1,400 1,600 1,800 2,000
Average temperature of unexposed surface (°F)

FIGURE 704.7
EQUIVALENT OPENING FACTOR

TABLE 704.8
MAXIMUM AREA OF EXTERIOR WALL OPENINGS^

CLASSIFICATION
OF OPENING

FIRE SEPARATION DISTANCE (feet)

Oto3'l

Greater
than 3 to 5"'^

Greater
thanStolO'^'^'S''

Greater
than10to15'''*'9

Greater
thamStoZC'S

Greater
than 20 to 25'''9

Greater
than 25 to sC-s

Greater
than 30

Unprotected

Not
Permitted

Not
Permitted'^

10%'

15%'

25%'

. 45%'

70%'

No Limit''

Protected

Not
Permitted

15%

25%

45%

75%

No Limit''

For SI: 1 foot = 304.8 nun.

a. Values given are percentage of the area of the exterior wall.

b. See Section 704.7 for unexposed surface temperature.

c. For occupancies in Group R-3, the maximum percentage of unprotected and protected ecterior wall openings shall be 25 percent.

d. The area of openings in an open parking structure with a fire separation distance of greater than 10 feet shall not be limited.

e. 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.

f . For requirements for fire walls for buildings with differing roof heights, see Section 705 .6.1.

g. The area of unprotected and protected openings is not limited for occupancies in Group R-3, with a fire separation distance greater than 5 feet,
h. For special reqiiirements for Group U occupancies, see Section 406. 1 .2.

i. Buildings whose exterior bearing wall, exterior nonbearing wall and exterior structural frame are not required to be fire-resistance rated by Table 601 or 602 shall

be permitted to have unlimited unprotected openings,
j. Includes accessory buildings to Group R-3.

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

where:

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,
unlimited unprotected openings are permitted in the exterior
walls of the first story above grade facing a street that have a
fire separation distance of greater than 15 feet (4572 mm) or
facing an unoccupied 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 Interna-
tional 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 with a fire protection rating of not less than V4 hour. Such
openings shall be separated vertically at least 3 feet (914 mm)
by spandrel girders, 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 exterior wall. Flame barriers shall also have a
fire-resistance rating 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 other-
wise required by the provisions of this code.

Exceptions:

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
accordance with Section 903.3.1.1 or 903.3.1.2.

3. Open parking garages.

704.10 Vertical exposure. For buildings on the same lot, open-
ing protectives having a fire-protection rating of not less than
^/^ hour shall be provided in every opening that is less than 15
feet (4572 mm) vertically above the roof of an adjoining build-
ing or adjacent structure that is within a horizontal fire separa-
tion 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
assembly has a fire-resistance rating of not less than 1 hour.

704.11 Parapets. Parapets shall be provided on exterior walls
of buildings.

Exceptions: 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 separation
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 (1220 mm) for
Groups R and U and 10 feet (3048 mm) for
other occupancies, measured from the interior
side of the wall.

4.2. Where roof/ceiling framing elements are not
parallel to the wall, the entire 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, measured from the interior side of the
wall.

4.4. The entire building shall be provided with not
less than a Class B roof covering.

5. In Groups R-2 and R-3 where the entire building is
provided with a Class C roof covering, the exterior
wall shall be permitted to terminate at the underside of
the roof sheathing or deck in Type III, IV and V con-
struction, 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 (16
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).

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

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 Section 704.8.

704.11.1 Parapet construction. 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.
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 in exterior walls
required to have protected openings in accordance with other
sections of this code or determined to be protected in accor-
dance with Section 704.3 or 704.8 shall comply with Section
7 15.5. Other openings required to be protected with fire door or
shutter assemblies in accordance with other sections of this
code or determined to be protected in accordance with Section
704.3 or 704.8 shall comply with Section 715.4.

Exception: Opening protectives 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 approved
for that use. The sprinklers and the water curtain shall be
installed in accordance with Section 903.3.1.1 and shall
have an automatic water supply and fire department connec-
tion.

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
required by this section to have a fire-resistance rating shall
comply 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.

SECTION 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 occupancies that are required to be sep-
arated by a fire barrier wall, the most restrictive requirements of
each separation shall apply.

705.1.1 Party walls. Any wall located on a lot line between
adjacent buildings, which is used or adapted for joint service
between the two buildings, shall be constructed as a fire wall
in accordance with Section 705. Party walls shall be con-
structed without openings and shall create separate build-
ings.

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 rat-
ing.

705.3 Materials. Fire walls shall be of any approved
noncoinbustible 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
FIRE WALL FIRE-RESISTANCE RATINGS

GROUP

FIRE-RESISTANCE RATING (hours)

A,B,E,H-4,I,R-1,R-2,U

3«

F-1,H-3\H-5,M,S-1

H-1, H-2

F-2, S-2, R-3, R-4

a. Walls shall be not less than 2-hour fire-resistance rated where separating
buildings of Type 11 or V construction.

b. For Group H-1, H-2 or H-3 buildings, also see Sections 415.4 and 415.5.

705.5 Horizontal continuity. Fire walls shall be continuous
from exterior wall to exterior wall and shall extend at least 18
inches (457 nim) 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 pro-
tected by opening protectives 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,
exterior siding or other noncombustible exterior fin-
ishes 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.

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

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 walls. 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
( 1 220 mm) on each side of the intersection of the fire wall to
exterior wall. Exterior wall intersections at fire walls that
form an angle equal to or greater than 1 80 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
such as balconies, roof overhangs, canopies, marquees and
similar projections that are within 4 feet (1220 mm) of the
fire wall.

Exceptions:

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 dis-
tance not less than the depth of the projecting ele-
ment on both sides of the fire wall. Openings
within such exterior walls shall be protected by
opening protectives having a fire protection rating
of not less than V4 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
element. Openings within such exterior walls shall
be protected by opening protectives having a fire
protection rating of not less than V4 hour.

3. For combustible horizontal projecting elements
with concealed spaces, the fire wall need only
extend through the concealed space to the outer
edges of the projecting elements. The exterior wall
behind and below the projecting element shall be
of not less than 1-hour fire-resistance-rated con-
struction for a distance not less than the depth of
the projecting elements on both sides of the fire
wall. Openings within such exterior walls shall be
protected by opening protectives having a
fire-protection rating of not less than V4 hour.

705.6 Vertical continuity. Fire walls shall extend from the
foundation to a termination point at least 30 inches (762 mm)
above both adjacent roofs.

Exceptions:

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.

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
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
( 1 220 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 ( 1 220 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 (51 mm) nominal
ledgers attached to the sides of the roof fram-
ing 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 509.2 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.

705.6.1 Stepped buildings. 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-

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

tected by fire assemblies having a fire protection rating of
not less than V4 hour.

Exception: 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 1 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-resistance 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.

705.7 Combustible framing in fire 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 nam) above, below and
between the structural members, with noncombustible materi-
als approved for fireblocking.

705.8 Openings. Each opening through a fire wall shall be pro-
tected in accordance with Section 715.4 and shall not exceed
120 square feet (11 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 705.1.1.

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 of fire walls shall comply
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
exceed the limitations of Section 705.8.

SECTION 706
FIRE BARRIERS

706.1 General. Fire barriers installed as required elsewhere in
this code or the International Fire Code shall comply with this
section.

706.2 Materials. Fire barriers shall be of materials permitted
by the building type of construction.

706.2.1 Fire-resistance-rated glazing. Fire-resis-
tance-rated glazing, when tested in accordance with ASTM

OCCUPANCY GROUP

FIRE-RESISTANCE RATING (hours)

H-1, H-2

F-1, H-3, S-1

A, B, E, F-2, H-4, H-5,
I, M, R, S-2

E 1 19 and complying with the requirements of Section 706,
shall be permitted. Fire-resistance-rated glazing shall bear a
label or other identification showing the name of the manu-
facturer, the test standard and the identifier "W-XXX,"
where the "XXX" is the fire-resistance rating in minutes.
Such label or identification shall be issued by an approved
agency and shall be permanently affixed to the glazing.

706.3 Fire-resistance rating. The fire-resistance rating of fire
barriers 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 1020.1.

706.3.3 Exit passageway. The fire-resistance rating of the
separation between building areas and an exit passageway
shall comply with Section 1021.1.

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 1022.1.

706.3.5 Atriums. The fire-resistance rating of the fire bar-
rier separating atriums shall comply with Section 404.5.

706.3.6 Incidental use areas. The fire barrier separating
incidental use areas shall have a fire-resistance rating of not
less than that indicated in Table 508.2.

706.3.7 Control areas. Fire barriers separating control
areas shall have a fire-resistance rating of not less than that
required in Section 414.2.3.

706.3.8 Separation of mixed occupancies. Where the pro-
visions of Section 508.3.2 are applicable, the fire barrier
separating mixed occupancies shall have a fire-resistance
rating of not less than that indicated in Section 508.3.2
based on the occupancies being separated.

706.3.9 Single-occupancy fire areas. The fire barrier or I
horizontal assembly, or both, separating a single occupancy I
into different fire areas shall have a fire-resistance rating of
not less than that indicated in Table 706.3.9.

TABLE 706.3.9

FIRE-RESISTANCE RATING REQUIREMENTS FOR FIRE

BARRIER ASSEMBLIES BETWEEN FIRE AREAS

706.4 Exterior walls. Where exterior walls serve as a part of a
required fire-resistance-rated shaft or exit enclosure, such
walls shall comply with the requirements of Section 704 for
exterior walls and the fire-resistance-rated enclosure require-
ments shall not apply.

Exception: Exterior walls required to be fire-resistance
rated in accordance with Section 1023.6.

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FIRE-RESISTANCE-RATED CONSTRUCTION

706.5 Continuity. Fire barriers 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.
Such fire barriers shall be continuous through concealed
spaces, such as the space above a suspended ceiling. The sup-
porting construction for fire barrier walls shall be protected to
afford the required fire-resistance rating of the fire barrier sup-
ported, except for 1-hour fire-resistance-rated incidental use
area separations as required by Table 508.2 in buildings of
Type IIB, IIIB and VB construction. Hollow vertical spaces
within a fire barrier shall be fireblocked in accordance with
Section 717.2 at every floor level.

Exceptions:

1. The maximum required fire-resistance rating for
assemblies supporting fire barriers separating tank
storage as provided for in Section 415.6.2.1 shall be 2
hours, but not less than required by Table 601 for the
building construction type.

2. Shaft enclosures shall be permitted to terminate at a
top enclosure complying with Section 707.12.

706.6 Exterior walls. Where exterior walls serve as a part of a
required fire-resistance-rated enclosure or separation, such
walls shall comply with the requirements of Section 704 for
exterior walls, and the fire-resistance-rated enclosure or sepa-
ration requirements shall not apply.

Exception: Exterior walls required to be fire-resistance
rated in accordance with Section 1014.5.1 for exterior
egress balconies, Section 1020.1.4 for exit enclosures and
Section 1023.6 for exterior exit ramps and stairways.

706.7 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 156 square feet (15 m^). Openings in exit enclosures
and exit passageways shall also comply with Sections 1020. 1 . 1
and 1021.4, respectively.

Exceptions:

1. Openings shall not be limited to 156 square feet (15
m^) where adjoining fire areas are equipped through-
out with an automatic sprinkler system in accordance
with Section 903.3.1.1.

2. Fire doors serving an exit enclosure.

3. Openings shall not be limited to 156 square feet (15
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.

4. Fire windows permitted in atrium separation walls
shall not be limited to a maximum aggregate width of
25 percent of length of the wall.

706.8 Penetrations. Penetrations of fire barriers shall comply
with Section 712.

706.8.1 Prohibited penetrations. Penetrations into an exit
enclosure or an exit passageway shall be allowed only when
permitted by Section 1020.1.2 or 1021.5, respectively.

706.9 Joints. Joints made in or between fire barriers shall com-
ply with Section 713.

706.10 Ducts and air transfer openings. Penetrations in a fire
barrier by ducts and air transfer openings shall comply with
Section 716.

SECTION 707
SHAFT ENCLOSURES

707.1 General. 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/ceiling
assemblies. Shaft enclosures shall be constructed as fire barri-
ers in accordance with Section 706 or horizontal assembUes in
accordance with Section 71 1, or both.

707.2 Shaft enclosure required. Openings through a
floor/ceiling assembly shall be protected by a shaft enclosure
complying with this Section.

Exceptions:

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 sys-
tem in accordance with Section 903.3. 1 . 1 for an esca-
lator opening or stairway that 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
NFPA 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
penetrated floor. 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 907.1 1 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 (152.4 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.

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

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. In other than Group H occupancies, a shaft enclosure
is not required for floor openings complying with the
provisions for atriums in Section 404.

6. A shaft enclosure is not required for approved
masonry 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 or an air transfer
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 1020.1.

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 and air trans-
fer openings serving other floors by construc-
tion conforming to required shaft enclosures.

7.7. Is limited to the same smoke compartment.

8. A shaft enclosure is not required for automobile
ramps in open and enclosed parking garages con-
structed 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.

10. A shaft enclosure is not required for joints protected
by a fire-resistant joint system in accordance with
Section 713.

11. A shaft enclosure shall not be required for floor
openings created by unenclosed stairs or ramps in
accordance with Exception 8 or 9 in Section 1020. 1 .

12. Floor openings protected by floor fire doors in
accordance with Section 711.8.

13. Where permitted by other sections of this code.

707.3 Materials. The shaft enclosure shall be of materials per-
mitted by the building type of construction.

707.4 Fire-resistance rating. Shaft enclosures 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 mezza-
nines. Shaft enclosures shall have a fire-resistance rating not

less than the floor assembly penetrated, but need not exceed 2
hours.

707.5 Continuity. Shaft enclosures shall be constructed as fire
barriers in accordance with Section 706 or horizontal assem-
blies constructed in accordance with Section 71 1, or both, and
shall have continuity in accordance with Section 706.5 for fire
barriers or Section 71 1.4 for horizontal assemblies as applica-
ble.

707.6 Exterior walls. Where exterior walls serve as a part of a
required shaft enclosure, such walls shall comply with the
requirements of Section 704 for exterior walls and the
fire-resistance-rated enclosure requirements shall not apply.

Exception: Exterior walls required to be fire-resistance
rated in accordance with Section 1014.5.1 for exterior I
egress balconies. Section 1020.1.4 for exit enclosures and I
Section 1023.6 for exterior exit ramps and stairways.

707.7 Openings. Openings in a shaft enclosure shall be pro-
tected in accordance with Section 7 15 as required for fire barri-
ers. Doors shall be self- or automatic closing by smoke I
detection in accordance with Section 715.3.7.3. I

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. I

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 Section 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
required 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
remainder of the building by a fire barrier having a |
fire-resistance 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
accordance with their listing at the lowest floor level
within the shaft enclosure.

Exceptions:

1 . The fire-resistance-rated room separation is not
required, provided there are no openings in or
penetrations of the shaft enclosure to the inte-
rior of the building except at the bottom. The

2006 INTERNATIONAL BUILDING CODE""

FIRE-RESISTANCE-RATED CONSTRUCTION

bottom of the shaft shall be closed off around
the penetrating items with materials 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 Section 707.13.4.

3. The fire-resistance-rated room separation and
the protection at the bottom of the shaft are not
required, provided there are no combustibles in
the shaft and there are no openings or other pen-
etrations through the shaft enclosure to the inte-
rior of the building.

707.12 Enclosure at the top. A shaft enclosure that does not
extend to the underside of the roof sheathing, deck or slab 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, includ-
ing 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 corridors.
Doors shall be self- or automatic closing upon the actuation
of a smoke detector in accordance with Section 715.4.7.3,
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 enclosed by a fire barrier that has a
fire-resistance rating of not less than 1 hour. Openings into
the access rooms shall be protected by opening protectives
having a fire protection rating of not less than V4 hour. Doors
shall be self- or automatic closing upon the detection of
smoke in accordance with Section 715.4.7.3.

707.13.4 Termination room. Refuse and laundry chutes
shall discharge into an enclosed room separated from the
remainder of the building by a fire barrier that has a
fire-resistance rating of not less than 1 hour. Openings into
the termination room shall be protected by opening
protectives having a fire protection rating of not less than V4
hour. Doors shall be self- or automatic closing upon the
detection of smoke in accordance with Section 715.4.7.3.

Refuse chutes shall not terminate in an incinerator room.
Refuse and laundry rooms that are not provided with chutes
need only comply with Table 508.2.

707.13.5 Incinerator room. Incinerator rooms shall com-
ply with Table 508.2.

707.13.6 Automatic sprinkler system. An approved auto-
matic sprinkler system shall be installed in accordance with
Section 903.2.10.2.

707.14 Elevator, dumbwaiter and other hoistways. Elevator,
dumbwaiter and other hoistway enclosures shall be con-
structed in accordance with Section 707 and Chapter 30.

707.14.1 Elevator lobby. An enclosed elevator lobby shall
be provided at each floor where an elevator shaft enclosure
connects more than three stories. The lobby shall separate
the elevator shaft enclosure doors from each floor by fire
partitions equal to the fire-resistance rating of the corridor
and the required opening protection. Elevator lobbies shall
have at least one means of egress complying with Chapter
10 and other provisions within this code.

Exceptions:

1 . Enclosed elevator lobbies are not required at the I
street floor, provided the entire street floor is I
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
accordance with Section 707.2 are not required to I
have enclosed elevator lobbies.

3. Where additional doors are provided at the
hoistway opening in accordance with Section
3002.6. Such doors shall be tested in accordance
with UL 1784 without an artificial bottom seal.

4. In other than Group 1-3, and buildings having I
occupied floors located more than 75 feet (22 860
nmn) above the lowest level of fire department
vehicle access, enclosed elevator lobbies are not I
required where the building is protected by an
automatic sprinkler system installed in accordance
with Section 903.3.1.1 or 903.3.1.2.

5. Smoke partitions shall be permitted in lieu of fire
partitions to separate the elevator lobby at each I
floor where the building is equipped throughout
with an automatic sprinkler system installed in
accordance with Section 903.3.1.1 or 903.3.1.2.

6. Enclosed elevator lobbies are not required where
the elevator hoistway is pressurized in accordance
with Section 707.14.2.

707.14.2 Enclosed elevator lobby pressurization alterna-
tive. Where elevator hoistway pressurization is provided in
lieu of required enclosed elevator lobbies, the pressurization
system shall comply with this section.

707.14.2.1 Pressurization requirements. Elevator
hoistways shall be pressurized to maintain a minimum
positive pressure of 0.04 inches of water colunm and a
maximum positive pressure of 0.06 inches of water col-
umn with respect to adjacent occupied space on all

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

floors. This pressure shall be measured at the midpoint of
each hoistway door, with all ground floor level hoistway
doors open and all other hoistway doors closed. The sup-
ply air intake shall be from an outside, uncontaminated
source located a minimum distance of 20 feet (6096 mm)
from any air exhaust system or outlet.

707.14.2.2 Ducts for system. Any duct system that is
part of the pressurization system shall be protected with
the same fire-resistance rating as required for the eleva-
tor shaft enclosure.

707.14.2.3 Fan system. The fan system provided for the
pressurization system shall be as required by this section.

707.14.2.3.1 Fire resistance. When located within
the building, the fan system that provides the pressur-
ization shall be protected with the same fire-resis-
tance rating required for the elevator shaft enclosure.

707.14.2.3.2 Smoke detection. The fan system shall
be equipped with a smoke detector that will automati-
cally shut down the fan system when smoke is
detected within the system.

707.14.2.3.3 Separate systems. A separate fan sys-
tem shall be used for each bank of elevators.

707.14.2.3.4 Fan capacity. The supply fan shall
either be adjustable with a capacity of at least 1,000
cfm (.47 19 mVs) per door, or that specified by a regis-
tered design professional to meet the requirements of
a designed pressurization system.

707.14.2.4 Standby power. The pressurization system
shall be provided with standby power from the same
source as other required emergency systems for the
building.

707.14.2.5 Activation of pressurization system. The

elevator pressurization system shall be activated upon
activation of the building fire alarm system or upon acti-
vation of the elevator lobby smoke detectors.

SECTION 708
FIRE PARTITIONS

708.1 General. 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, R-2 and I-l occupancies.

3 . Walls separating tenant spaces in covered mall buildings
as required by Section 402.7.2.

4. Corridor walls as required by Section 1017.1.

5. Elevator lobby separation as required by Section
707.14.1.

6. Residential aircraft hangars.

708.2 Materials. The walls shall be of materials permitted by
the building type of construction.

708.3 Fire-resistance rating. Fire partitions shall have a I
fire-resistance rating of not less than 1 hour. I

Exceptions:

1. Corridor walls as permitted by Table 1017.1.

2. Dwelling 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 build-
ings 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 foundation or floor/ceiling assembly below to the under- I
side of the floor or roof sheathing, slab or deck above or to the I
fire-resistance-rated floor/ceiling or roof/ceiling assembly
above, and shall be securely attached thereto. If the partitions
are not continuous to the sheathing, deck or slab, and where
constructed of combustible construction, the space between the
ceiling and the sheathing, deck or slab above shall be
fireblocked or draftstopped in accordance with Sections 717.2
and 717.3 at the partition line. The supporting construction
shall be protected to afford the required fire-resistance rating of
the wall supported, except for tenant and sleeping unit separa-
tion walls and corridor walls in buildings of Types IIB, IIIB and
VB construction.

Exceptions:

1. The wall need not be extended into the crawl space
below where the floor above the crawl space has a
minimum 1-hour fire-resistance rating.

2. Where the room-side fire-resistance-rated membrane
of the corridor is carried through to the underside of
the floor or roof sheathing, deck or slab of a fire-resis-
tance-rated floor or roof above, the ceiling of the cor-
ridor shall be permitted to be protected by the use of
ceiling materials as required for a 1-hour fire-resis-
tance-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
assembly.

4. The fire partition separating tenant spaces in a mall,
complying with Section 402.7.2, are not required to
extend beyond the underside of a ceiling that is not
part of a fire-resistance-rated assembly. A wall is not
required 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
exceed four stories in height, provided the attic space
is subdivided by draftstopping into areas not exceed-
ing 3,000 square feet (279 m^) or above every two
dwelUng 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

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automatic Sprinklers are installed in combustible
floor/ceiling and roof/ceiling spaces.

708.5 Exterior walls. Where exterior walls serve as a part of a
required fire-resistance-rated separation, such walls shall com-
ply with the requirements of Section 704 for exterior walls, and
the fire-resistance-rated separation requirements shall not
apply.

708.6 Openings. Openings in a fire partition shall be protected
in accordance with Section 715.

708.7 Penetrations. Penetrations of fire partitions shall com-
ply 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 in a fire
partition by ducts and air transfer openings shall comply with
Section 716.

SECTION 709
SMOKE 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 the top of the foundation or floor/ceiling assembly below
to the underside of the floor or roof sheathing, deck or slab
above, including continuity through concealed spaces, such as
those found above suspended ceilings, and interstitial struc-
tural and mechanical spaces. The supporting construction shall
be protected to afford the required fire-resistance rating of the
wall or floor supported in buildings of other than Type IIB , IHB
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 doors are installed across
corridors, a pair of opposite-swinging doors without a cen-
ter muUion shall be installed having vision panels with
fire-protection-rated glazing materials in fire-protec-
tion-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 shall be automatic closing by I

smoke detection in accordance with Section 715.4.7.3. Pos- I

itive-latching devices are not required. I

709.6 Penetrations. Penetrations of smoke barriers shall com-
ply 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 in a
smoke barrier by ducts and air transfer openings shall comply I
with Section 716. I

SECTION 710
SMOKE 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.

710.3 Fire-resistance 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 top
of the foundation or floor below to the underside of the floor or
roof sheathing, deck or slab above or to the underside of the
ceiling above where the ceiling membrane is constructed 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.

710.5.1 Louvers. Doors in smoke partitions shall not
include 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 installed across the full width of the bottom of the door
assembly during the test. The air leakage rate of the door
assembly shall not exceed 3 cubic feet per minute per square
foot [ftV(min ft^)] (0.0 15424 mV s • m^) of door opening at
0.10 inch (24.9Pa) of water for both the ambient tempera-
ture test and the elevated temperature exposure test.

710.5.3 Self- or automatic-closing doors. Where required
elsewhere in the code, doors in smoke partitions shall be
self- or automatic closing by smoke detection in accordance
with Section 715.4.7.3.

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. The space around a
duct penetrating a smoke partition shall be filled with an
approved material to limit the free passage of smoke. Air trans-
fer 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 sy s-

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tern in accordance with Section 909, approved alternative
protection shall be utilized.

SECTION 711
HORIZONTAL ASSEMBLIES

711.1 GeneraL Floor and roof assemblies required to have a
fire-resistance rating shall comply with this section.

711.2 Materials. The floor and roof assemblies shall be of
materials permitted by the building type of construction.

711.3 Fire-resistance rating. 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-resistance rating of not less than that required by Section
508.3.2 based on the occupancies being separated. Where the
floor assembly separates a single occupancy into different fire
areas, the assembly shall have a fire-resistance rating of not less
than that required by Section 706.3.9. Floor assembhes sepa-
rating dwelling units in the same building or sleeping units in
occupancies in Group R- 1 , hotel occupancies, R-2 and I- 1 shall
be a minimum of l-hour fire-resistance-rated construction.

Exception: Dwelling unit and sleeping unit separations in
buildings of Type IIB, IIIB, and VB construction shall have
fire-resistance ratings of not less than Vj hour in buildings
equipped throughout with an automatic sprinkler system in
accordance with Section 903.3.1.1.

711.3.1 Ceiling panels. Where the weight of lay-in ceiling
panels, used as part of fire-resistance-rated floor/ceiling or

. roof/ceiling assemblies, is not adequate to resist an upward
force of 1 lb/ft.2 (48 Pa), wire or other approved devices
shall be installed above the panels to prevent vertical dis-
placement under such upward force.

711.3.2 Access doors. Access doors shall be permitted in
ceilings of fire-resistance-rated floor/ceiling and roof/ceil-
ing assemblies provided such doors are tested in accordance
with ASTM E 1 19 as horizontal assemblies and labeled by
an approved agency for such purpose.

711.3.3 Unusable space. 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 rnembrane is not
required to be installed where unusable attic space occurs
above.

711.4 Continuity. Assemblies shall be continuous without
openings, penetrations or joints except as permitted by this sec-
tion and Sections 707.2, 712.4, 713 and 1020.1. Skylights and
other penetrations through a fire-resistance-rated roof deck or
slab are permitted to be unprotected, provided that the struc-
tural integrity of the fire-resistance-rated roof construction is
maintained. Unprotected skylights shall not be permitted in
roof construction required to be fire-resistance rated in accor-
dance with Section 704.10. The supporting construction shall
be protected to afford the required fire-resistance rating of the
horizontal assembly supported.

711.5 Penetrations. Penetrations of fire-resistance-rated hori-
zontal 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
exterior curtain wall assembly shall be protected in accordance
vvithSection713.4.

711.7 Ducts and air transfer openings. Penetrations in hori-
zontal assemblies by ducts and air transfer openings shall com-
ply with Sections 716.

711.8 Floor fire door assemblies. Floor fire door assemblies
used to protect openings in fire-resistance-rated floors shall be
tested in accordance with NFPA 288, and shall achieve a
fire-resistance rating not less than the assembly being pene-
trated. Floor fire door assemblies shall be labeled by an
approved agency. The label shall be permanently affixed and
shall specify the manufacturer, the test standard and the
fire-resistance rating.

SECTION 71 2
PENETRATIONS

712.1 Scope. The provisions of this section shall govern the
materials and methods of construction used to protect through
penetrations and membrane penetrations of horizontal assem- I
blies and fire-resistance-rated wall assemblies. I

712.2 Installation details. Where sleeves are used, they shall
be securely fastened to the assembly penetrated. The space
between 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 penetrating item shall not penetrate
the assembly unless the specific material used has been tested
as part of the assembly in accordance with this section.

712.3 Fire-resistance-rated walls. Penetrations into or
through fire walls, fire-barrier walls, smoke-barrier walls and I
fire partitions shall comply with Sections 712.3.1 through I
712.3.4.

712.3.1 Through penetrations. Through penetrations of
fire-resistance-rated walls shall comply with Section
712.3.1.1 or 712.3.1.2.

Exception: Where the penetrating items are steel, fer-
rous or copper pipes, tubes or conduits, the annular space I
between the penetrating item and the fire-resis-
tance-rated wall is permitted to be protected as follows:

1. In concrete or masonry walls where the penetrat-
ing item is a maximum 6-inch (152 mm) nominal
diameter aiid the area of the opening through the I
wall does not exceed 144 square inches (0.0929 I
m^), concrete, grout or mortar is permitted where it I
is installed the full thickness 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 119 time- temperature fire conditions
under a minimum positive pressure differential of
0.01 inch (2.49 Pa) of water at the location of the

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penetration for the time period equivalent to the
fire-resistance rating of the construction pene-
trated.

712.3.1.1 Fire-resistance-rated assemblies. Penetra-
tions shall be installed as tested in an approved fire-resis-
tance-rated assembly.

712.3.1.2 Through-penetration Hrestop 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
positive pressure differential of 0.01 inch (2.49 Pa) of
water and shall have an F rating of not less than the
required fire-resistance rating of the wall penetrated.

712.3.2 Membrane penetrations. Membrane penetrations
shall comply with Section 712.3.1. Where walls or parti-
tions are required to have a fire-resistance rating, recessed
fixtures shall be installed such that the required fire resis-
tance will not be reduced.

Exceptions:

1. Membrane penetrations of maximum two-hour
fire-resistance-rated walls and partitions by steel
electrical boxes that do not exceed 16 square
inches (0.0103 m^) in area, provided the aggregate
area of the openings through the membrane does
not exceed 100 square inches (0.0645 m^) in any
100 square feet (9.29 m^) of wall area. The annular
space between the wall membrane and the box
shall not exceed Vg inch (3.1 mm). Such boxes on
opposite sides of the wall or partition shall be sepa-
rated by one of the following:

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 by listed electrical boxes
of any material, provided such boxes have been
tested for use in fire-resistance-rated assemblies
and are installed in accordance with the instruc-
tions included in the listing. The annular space
between the wall membrane and the box shall not
exceed Vg inch (3.1 mm) unless listed otherwise.
Such boxes on opposite sides of the wall or
partition shall be separated as follows:

2. 1 . By a horizontal distance of not less than 24
inches (610 mm);

2.2. By soUd fireblocking in accordance with
Section 717.2.1;

2.3. By protecting both 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
escutcheon plate.

712.3.3 Ducts and air transfer openings. Penetrations of
fire-resistance-rated walls by ducts that are not protected
with dampers shall comply with Sections 712.2 through
712.3.1. Ducts and air transfer openings that are protected
with dampers shall comply with Section 716.

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/ceiling assembly or the ceiling membrane of a roof/ceil-
ing assembly shall be protected in accordance with Section
707.

712.4.1 Fire-resistance rated assemblies. Penetrations of
the fire-resistance rated floor, floor/ceiling assembly or the
ceiling membrane of a roof/ceiling assembly shall comply
with Sections 712.4.1.1 through 714.4.1.5

712.4.1.1 Through penetrations. Through penetrations
of fire-resistance-rated horizontal assemblies shall com-
ply with Section 712.4.1.1.1 or 712.4.1.1.2.

Exceptions:

1. Penetrations by steel, ferrous or copper con-
duits, pipes, tubes or vents or concrete or
masonry items through a single fire-resis-
tance-rated floor assembly where the annular
space is protected with materials that prevent
the passage of flame and hot gases sufficient to

,- . ■ ignite cotton waste when subjected to ASTM E

119 time-temperature fire conditions under 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-resis-
tance-rated floor assembly, provided the aggre-
gate area of the openings through the assembly
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,
ferrous or copper conduits, pipes, tubes or vents
with a maximum 6-inch (152 mm) nominal
diameter, provided the concrete, grout or mor-
tar is installed the full thickness of the floor or
the thickness required to maintain the fire-resis-
tance rating. The penetrating items shall not be
Umited to the penetration of a single concrete
floor, provided the area of the opening through

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each floor does not exceed 144 square inches
(92 900 mm2).

3. Penetrations by hsted electrical boxes of any
material, provided such boxes have been tested
for use in fire-resistance-rated assemblies and
installed in accordance with the instructions
included in the listing.

712.4.1.1.1 Installation. Through penetrations shall
be installed as tested in the approved fire-resis-
tance-rated assembly.

712.4.1.1.2 Through-penetration firestop system.

Through penetrations shall be protected by an
approved through-penetration firestop system
installed and tested in accordance with ASTM E 814
or UL 1479, with a minimum positive pressure differ-
ential of 0.01 inch of water (2.49 Pa). 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 pene-
trated.

Exception: Floor penetrations contained and
located within the cavity of a wall do not require a
T- rating.

712.4.1.2 Membrane penetrations. Penetrations of
membranes that are part of a fire-resistance-rated hori-
zontal assembly shall comply with Section 712.4.1.1.1
or 712.4.1.1.2. Where floor/ceiling assemblies are
required to have a minimum 1-hour fire-resistance rat-
ing, recessed fixtures shall be installed such that the
required fire resistance will not be reduced.

Exceptions:

1. Membrane penetrations of maximum 2-hour
fire-resistance-rated walls and partitions by
steel, ferrous or copper conduits, pipes, tubes or
vents, or concrete or masonry items where the
annular space is protected either in accordance
with Section 712.4.1.1 or to prevent the free
passage of flame and the products of combus-
tion. The aggregate area of the openings
through the membrane shall not exceed 100
square inches (64 500 mm^) in any 100 square
feet (9.3 m^) of ceiling area in assemblies tested
without penetrations.

2. Ceiling membrane penetrations of maximum
2-hour fire-resistance-rated horizontal assem-
blies by steel electrical boxes that do not exceed
16 square inches (10 323 mm^) in area, pro-
vided the aggregate area of such penetrations
does not exceed 100 square inches (44 500
mm^) in any 100 square feet (9.29 m^) of ceihng
area, and the annular space between the ceiling
membrane and the box does not exceed Vg inch
(3.12 mm).

3. Membrane penetrations by listed electrical
boxes of any material, provided such boxes
have been tested for use in fire-resistance-rated
assemblies and are installed in accordance with
the instructions included in the listing. The

annular space between the ceiling membrane
and the box shall not exceed Vg inch (3.1 mm)
unless listed otherwise.

4. The annular space created by the penetration of
a fire sprinkler, provided it is covered by a
metal eschutcheon plate.

712.4.1.3 Ducts and air transfer openings. Penetra-
tions of horizontal assemblies by ducts and air transfer
openings shall comply with Section 716.

712.4.1.4 Dissimilar materials. Noncombustible pene-
trating items shall not connect to combustible materials
beyond the point of firestopping unless it can be demon-
strated that the fire-resistance integrity of the horizontal
assembly is maintained.

712.4.1.5 Floor fire doors. Floor fire doors used to pro-
tect openings in fire-resistance-rated floors shall be
tested in accordance with NFPA 288, and shall achieve a
fire-resistance rating not less than the assembly being
penetrated. Floor fire doors shall be labeled by an
approved agency.

712.4.2 Nonfire-resistance-rated assemblies. Penetra-
tions of horizontal assemblies without a required fire-resis-
tance rating shall meet the requirements of Section 707 or
shall comply with Section 712.4.2.1 or 712.4.2.2.

712.4.2.1 Noncombustible penetrating items.

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.

712.4.2.2 Penetrating 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.

712.4.3 Ducts and air transfer openings. Penetrations of
horizontal assemblies by ducts that are not protected with
dampers shall comply with Section 712.2 and Sections
712.4 through 712.4.2.2. Ducts and air transfer openings
that are protected with dampers shall comply with Section
716.

712.5 Penetrations in smoke barriers. Penetrations in smoke
barriers shall be tested in accordance with the requirements of
UL 1479 for air leakage. The air leakage rate of the penetration
assembly shall not exceed 5.0 cfm per square foot (0.025 m^ / s •
m^ ) of penetration opening at 0.30 inch ( 7.47 Pa) of water for
both the ambient temperature and elevated temperature tests.

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SECTION 713
FIRE-RESISTANT JOINT SYSTEMS

713.1 General. 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.

Exception: Fire-resistant joint systems shall not be
required for joints in all of the following locations:

1 . Floors within a single dwelling 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
ASTME119.

713.2 Installation. Fire-resistant joint systems shall be
securely installed in or on the joint for its entire length so as not
to dislodge, loosen or otherwise impair its ability to accommo-
date expected building movements and to resist the passage of
fire and hot gases.

713.3 Fire test criteria. 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.

Exception: 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 curtain wall/floor intersection. Where fire
resistance-rated floor or floor/ceiling assemblies are required,
voids created at the intersection of the exterior curtain wall
assemblies and such floor assemblies shall be sealed with an
approved material or system to prevent the interior spread of
fire. Such material or systems shall be securely installed and
capable of preventing the passage of flame and hot gases suffi-
cient to ignite cotton waste where subjected either to ASTM E
119 time-temperature fire conditions under a minimum posi-

tive pressure differential of 0.01 inch (0.254 mm) of water col-
umn (2.5 Pa) or installed as tested in accordance with ASTM E
2307 for the time period at least equal to the fire-resistance rat-
ing of the floor assembly. Height and fire-resistance require-
ments for curtain wall spandrels shall comply with Section
704.9.

713.5 Spandrel wall. Height and fire-resistance requirements
for curtain wall spandrels shall comply with Section 704.9.
Where Section 704.9 does not require a fire-resistance-rated
spandrel wall, the requirements of Section 713.4 shall still
apply to the intersection between the spandrel wall and the
floor.

713.6 Fire-resistant joint systems in smoke barriers.

Fire-resistant joint systems in smoke barriers shall be tested in
accordance with the requirements of UL 2079 for air leakage.
The air leakage rate of the j oint shall not exceed 5 cf m per lineal
foot (0.00775 mVskn ) of joint at 0.30 inch (7.47 Pa ) of water
for. both the ambient temperature and elevated temperature
tests.

SECTION 714

FIRE-RESISTANCE RATING OF

STRUCTURAL MEMBERS

714.1 Requirements. 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.

Exception: Fire barriers, fire partitions and smoke barriers
as provided in Sections 706.5, 708.4 and 709.4, respec-
tively.

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 Individual 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,
shallbe 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.

714.2.1.1 Membrane protection. King studs and
boundary elements that are integral elements in
load-bearing walls of light-framed construction shall be
permitted to have required fire-resistance ratings pro-
vided by the membrane protection provided for the
load-bearing wall.

714.2.2 Column protection above ceilings. Where col-
umns require a fire-resistance rating, the entire column,
including its connections to beams or girders, shall be pro-
tected. Where the column extends through a ceiling, fire

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resistance of the column shall be continuous from the top of
the foundation or floor/ceiling assembly below 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
required fire protective covering of a structural member that is
required 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 handling of merchandise or other activity, the
fire protective covering shall be protected by comer guards or
by a substantial jacket of metal or other noncombustible 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-resistance rating as determined in accordance with the fol-
lowing:

1. As required by Table 601 for the type of building ele-
ment 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
required 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
required 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
assemblies designed to provide the same degree of fire resis-
tance as the structural element in which it is installed when
tested in accordance with ASTM E 1 19 (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
capacity 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
installed.

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 ability
to accommodate the seismic movements for which the isolator
unit is designed and to maintain its integrity for the purpose of
providing the required fire-resistance protection;

SECTION 715
OPENING PROTECTIVES

715.1 General. 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 119 shall not be
required to comply with this section.

715.3 Alternative methods for determining fire protection
ratings. The application of any of the alternative methods
listed in this section shall be based on the fire exposure and
acceptance criteria specified in NFPA 252 or NFPA 257. The
required fire resistance of an opening protective shall be per-
mitted to be established by any of the following methods or
procedures:

1. Designs documented in approved sources.

2. Calculations performed in an approved manner.

3. Engineering analysis based on a comparison of opening
protective designs having fire-protection ratings as
determined by the test procedures set forth in NFPA 252
or NFPA 257.

4. Alternative protection methods as allowed by Section
104.11.

715.4 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
requirements of Section 715.4.1, 715.4.2 or 715.4.3 and the
fire-protection rating indicated in Table 715.4. Fire door
assemblies and shutters shall be installed in accordance with
the provisions of this section and NFPA 80.

Exceptions:

1. Labeled protective assemblies that conform to the
requirements of this section or UL 10 A, UL 14B and
UL 14C for tin-clad fire door assemblies.

2. Floor fire door assemblies in accordance with Section
711.8.

715.4.1 Side-hinged 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

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the NFPA 252 test, the neutral pressure level in the furnace
shall be established at 40 inches (1016 mm) or less above the
sill.

715.4.2 Other types of doors. 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.

715.4.3 Door assemblies in corridors and smoke barri-
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 715.4 shall be tested in accordance
with NFPA 252 or UL IOC without the hose stream test.

Exceptions:

1 . Viewports that require a hole not larger than 1 inch
(25 mm) in diameter through the door, have at least
a 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
required exit or exit access doorways opening
directly to the exterior or into an exit passageway.

715.4.3.1 Smoke and draft control. Fire door assem-
blies shall also meet the requirements for a smoke and
draft control door assembly tested in accordance with
UL 1784. Louvers shall be prohibited. Installation of
smoke doors shall be in accordance with NFPA 105.

715.4.3.2 Glazing in door assemblies. In a 20-minute
fire door assembly, the glazing material in the door itself
shall have a minimum fire-protection rating of 20 min-
utes and shall be exempt from the hose stream test. Glaz-
ing material in any other part of the door assembly,
including transom lites and sidelites, shall be tested in
accordance with NFPA 257, including the hose stream
test, in accordance with Section 715.5.

715.4.4 Doors in exit enclosures and exit passageways.

Fire door assemblies in exit enclosures and exit passage-
ways shall have a maximum transmitted temperature end
point of not more than 450°F (250° C) above ambient at the
end of 30 minutes of standard fire test exposure.

Exception: The maximum transmitted temperature rise I
is not limited in buildings equipped throughout with an I
automatic sprinkler system installed in accordance with
Section 903.3.1.1 or 903.3.1.2.

715.4.4.1 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-
blies and not as glass lights, and shall have a maximum
transmitted temperature rise of 450°F (250°C) in accor- I
dance with Section 715.4.4.

Exception: The maximum transmitted temperature
end point is not required in buildings equipped
throughout with an automatic sprinkler system
installed in accordance with Section 903.3.1.1 or
903.3.1.2.

715.4.5 Labeled protective assemblies. Fire door assem-
bhes shall be labeled by an approved agency. The labels
shall comply with NFPA 80, and shall be permanently
affixed to the door or frame.

TABLE 715.4
FIRE DOOR AND FIRE SHUTTER FIRE PROTECTION RATINGS

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

IV,

3
3^
l\
IV,

Fire barriers having a required fire-resistance rating of 1 hour:
Shaft, exit enclosure and exit passageway walls
Other fu:e barriers

1
1

Fire partitions:
Corridor walls

Other fire partitions

1
0.5

Va"
Vb"

Exterior walls

3
2
1

IV2
IV2

Smoke barriers

v,^

a. Two doors, each with a fire protection rating of 1 V2 hours, installed on opposite 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.

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715.4.5.1 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 and exit passageways by Section 7 1 5.4.4,
the maximum transmitted temperature end point. Smoke
and draft control doors complying with UL 1784 shall be
labeled as such. Labels shall be approved and perma-
nently affixed. The label shall be applied at the factory or
location where fabrication and assembly are performed.

715.4.5.2 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
requirements of design, materials and construction, but
has not been subjected to the fire test.

715.4.5.3 Smoke and draft control door labeling
requirements. Smoke and draft control doors comply-
ing with UL 1784 shall be labeled in accordance with
Section 7 1 5 .4.5 . 1 and shall show the letter "S" on the fire
rating label of the door. This marking shall indicate that
the door and frame assembly are in compliance when
listed or labeled gasketing is also installed.

715.4.5.4 Fire door frame labeling requirements. Fire
door frames shall be labeled showing the names of the
manufacturer and the third-party inspection agency.

715.4.6 Glazing material. Fire-protection-rated glazing
conforming to the opening protection requirements in Sec-
tion 715.4 shall be permitted in fire door assemblies.

715.4.6.1 Size limitations. Wired glass used in fire doors
shall comply with Table 715.5.3. Other fire-protec-
tion-rated glazing shall comply with the size limitations
ofNFPABO.

Exceptions:

1. Fire-protection-rated glazing in fire doors
located in fire walls shall be prohibited except
that where serving as a horizontal exit, a
self-closing swinging door shall be permitted to
have a vision panel of not more than 100 square
inches (0.065 m^) without a dimension exceed-
ing 10 inches (254 mm).

2. Fire-protection-rated glazing shall not be
installed in fire doors having a IVj-hour fire
protection rating intended for installation in fire
barriers, unless the glazing is not more than 100
square inches (0.065 m^) in area.

715.4.6.2 Exit and elevator protectives. Approved
fire-protection-rated glazing used in fire door assemblies
in elevator and exit enclosures shall be so located as to
furnish clear vision of the passageway or approach to the
elevator, ramp or stairway.

715.4.6.3 Labeling. Fire-protection-rated glazing shall
bear a label or other identification showing the name of
the manufacturer, the test standard and information

required in Section 715.5.8.1 that shall be issued by an
approved agency and shall be permanently affixed to the
glazing.

715.4.6.3.1 Identification. For fire-protection-rated
glazing, the label shall bear the following four-part
identification: "D - H or NH - T or NT- XXX." "D"
indicates that the glazing shall be used in fire door
assemblies and that the glazing meets the fire resis-
tance requirements of the test standard. "H" shall
indicate that the glazing meets the hose stream
requirements of the test standard. "NH" shall indicate
that the glazing does not meet the hose stream require-
ments of the test. "T" shall indicate that the glazing
meets the temperature requirements of Section
715.4.4.1. "NT" shall indicate that the glazing does
not meet the temperature requirements of Section
715.4.4.1. The placeholder "XXX" shall specify the
fire-protection-rating period, in minutes.

■■ 715.4.6.4 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.

715.4.7 Door closing. Fire doors shall be self- or automatic
closing in accordance with this section.

Exceptions:

1. Fire doors located in common walls separating
sleeping units in Group R-1 shall be permitted
without automatic- or self-closing devices.

2. The elevator car doors and the associated hoistway
enclosure doors at the floor level designated for
recall in accordance with Section 3003.2 shall be
permitted to remain open during Phase I emer-
gency recall operation. ;,

715.4.7.1 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.

715.4.7.2 Automatic-closing fire door assemblies.

Automatic-closing fire door assemblies shall be
self-closing in accordance with NFPA 80.

715.4.7.3 Smoke-activated doors. Automatic-closing
doors installed in the following locations shall be auto-
matic closing by the actuation of smoke detectors
installed in accordance with Section 907. 10 or by loss of
power to the smoke detector or hold-open device. 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 exits or corridors
required to be of fire-resistance-rated construc-
tion.

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3. Doors that protect openings in walls that are
capable of resisting the passage of smoke in
accordance with Section 508.2.2.1.

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.

7. Doors installed in shaft enclosures in accordance
with Section 707.7.

8. Doors installed in refuse and laundry chutes and
access and termination rooms in accordance with
Section 707.13.

9. Doors installed in the walls for
compartmentatioh of underground buildings in
accordance with Section 405.4.2.

10. Doors installed in the elevator lobby walls of
underground buildings in accordance with Sec-
tion 405.4.3.

1 1 . Doors installed in smoke partitions in accordance
with Section 710.5.3.

715.4.7.4 Doors in pedestrian ways. Vertical shding or
vertical rolling steel fire doors in openings through
which pedestrians travel shall be heat activated or acti-
vated by smoke detectors with alarm verification.

715.4.8 Swinging fire shutters. Where fire shutters of the
swinging type are installed in exterior openings, not less
than one row in every three vertical rows shall be arranged to
be readily opened from the outside, and shall be identified
by distinguishing marks or letters not less than 6 inches (152
mm) high.

715.4.9 Rolling fire shutters. Where fire shutters of the
rolling type are installed, such shutters shall include
approved automatic-closing devices.

715.5 Fire-protection-rated glazing. Glazing in fire window
assemblies shall be fire-protection rated in accordance with
this section and Table 715.5. Glazing in fire door assemblies
shall comply with Section 715.4.6. Fire-protection-rated glaz-
ing shall be tested in accordance with and shall meet the accep-
tance criteria of NFPA 257. Fire-protection-rated glazing shall
also comply with NFPA 80. Openings in nonfire-resis-
tance-rated exterior wall assemblies that require protection in
accordance with Section 704.3, 704.8, 704.9 or 704.10 shall
have a fire-protection rating of not less than V4 hour.

Exceptions:

1. Wired glass in accordance with Section 715.5.3.

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.

715.5.1Testing under positive pressure. 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.

TABLE 715.5
FIRE WINDOW ASSEMBLY FIRE PROTECTION RATINGS

TYPE OF ASSEMBLY

REQUIRED ASSEMBLY
RATING (hours)

MINIMUM FIRE

WINDOW

ASSEMBLY RATINg

(hours)

Interior walls:
Fire walls
Fire barriers
Smoke barriers
and fire partitions

All
>1

NP«

Npa

Exterior walls

>1
1

Party wall

All

NP = Not Permitted.

a. Not permitted except as specified in Section 715.2.

715.5.2 Nonsymmetrical glazing systems. Nonsymmetrical
fire-protection-rated glazing systems in fire partitions, fire
barriers or in exterior walls with a fire separation distance of
5 feet (1524 mm) or less pursuant to Section 704 shall be
tested with both faces exposed to the furnace, and the
assigned fire protection rating shall be the shortest duration
obtained from the two tests conducted in compliance with
NFPA 257.

715.5.3 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
V4-inch (6.4 mm) wired glass where securely installed in the
building construction and glazed with V4-inch (6.4 mm)
labeled wired glass shall be deemed to meet the require-
ments for a V4-hour fire window assembly. Wired glass pan-
els shall conform to the size limitations set forth in Table
715.5.3.

TABLE 715.5.3
LIMITING SIZES OF WIRED GLASS PANELS

OPENING FIRE

PROTECTION

RATING

MAXIMUM

AREA

(square Inches)

MAXIMUM
HEIGHT
(Inches)

MAXIMUM
WIDTH
(inches)

3 hours

iVj-hour doors in
exterior walls

1 and IV2 hours

100

V4hour

1,296

20 minutes

Not Limited

Fire window
assemblies

1,296

.54

For SI: 1 inch = 25.4 mm, 1 square inch = 645.2 ran?.

715.5.4 Nonwired glass. Glazing other than wired glass in
fire window assemblies shall be fire-protection-rated glaz-

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109

FIRE-RESISTANCE-RATED CONSTRUCTION

ing installed in accordance with and complying with the size
limitations set forth in NFPA 80.

715.5.5 Installation. Fire-protection-rated glazing shall be
in the fixed position or be automatic-closing and shall be
installed in approved frames.

715.5.6 Window muUions. Metal mulhons that exceed a
nominal height of 12 feet (3658 mm) shall be protected with
materials to afford the same fire-resistance rating as
required for the wall construction in which the protective is
located.

715.5.7 Interior fire 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
assemblies with a maximum fire-resistance rating of 1 hour
in accordance with this section.

715.5.7.1 Where permitted. Fire-protection-rated glaz-
ing shall be limited to fire partitions designed in accor-
dance with Section 708 and fire barriers utilized in the
applications set forth in Sections 706.3.6 and 706.3.8
where the fire-resistance rating does not exceed 1 hour.

715.5.7.2 Size limitations. The total area of windows
shall not exceed 25 percent of the area of a common wall
with any room.

715.5.8 Labeling requirements. Fire-protection-rated
glazing shall bear a label or other identification showing the
name of the manufacturer, the test standard and information
required in Section 715.5.8.1 that shall be issued by an
approved agency and shall be permanently affixed to the
glazing.

715.5.8.1 Identification. For fire-protection-rated glaz-
ing, the label shall bear the following two-part identifica-
tion: "OH - XXX." "OH" indicates that the glazing
meets both the fire-resistance and the hose-stream
requirements of NFPA 257 and is permitted to be used in
openings. "XXX" represents the fire-protection rating
period, in minutes, that was tested.

SECTION 716
DUCTS AND AIR TRANSFER OPENINGS

716.1 General. The provisions of this section shall govern the
protection of duct penetrations and air transfer openings in
assemblies required to be protected.

716.1.1 Ducts without dampers. Ducts that penetrate
fire-resistance-rated assemblies and are not required by this
section to have dampers shall comply with the requirements
of Section 712.

716.2 Installation. Fire dampers, smoke dampers, combina-
tion fire/smoke dampers and ceiling radiation dampers located
within air distribution and smoke control systems shall be
installed in accordance with the requirements of this section,
the manufacturer's installation instructions and the dampers'
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,
approved alternative protection shall be utilized.

716.2.2 Hazardous exhaust ducts. 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
FIRE DAMPER RATING

TYPE OF
PENETRATION

MINIMUM DAMPER RATING
(hours)

Less than 3-hour fire-resistance-rated
assemblies

1.5

3-hour or greater fire-resistance-rated
assemblies

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 (71°C).

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
located 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 (121°C).

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
applicable:

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

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inlets between the detector and the damper. The
detector shall be listed for the air velocity, temper-
ature and humidity anticipated at the point where it
is installed. Other than in mechanical smoke con-
trol 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 listed for
releasing service shall be installed within 5 feet
(1524 mm) horizontally of the damper.

4. Where a damper is installed in a corridor wall or
ceiling, the damper shall be permitted to be con-
trolled 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.

716.4 Access and identification. Fire and smoke dampers
shall be provided with an approved means of access, which is
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 open-
ings 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 reading: FIRE/SMOKE DAMPER, SMOKE DAMPER
or FIRE DAMPER. Access doors in ducts shall be tight fitting
and suitable for the required duct construction.

716.5 Where required. Fire dampers, smoke dampers, combi-
nation fire/smoke dampers and ceiling radiation dampers shall
be provided at the locations prescribed in Sections 716.5.1
through 716.5.5. 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 listed fire dampers installed in accordance
with their listing.

716.5.2 Fire barriers. Ducts and air transfer openings of
fire barriers shall be protected with approved fire dampers
installed in accordance with their listing. Ducts and air
transfer openings shall not penetrate exit enclosures and exit
passageways except as permitted by Sections 1020.1.2 and
1 02 1 .5 , respectively.

Exception: 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 1 19 as part of the fire-resistance rated assembly.

2. Ducts are used as part of an approved smoke con-
trol system in accordance with Section 909 and
where the use of a fire damper would interfere with
the operation of a smoke control system.

3. 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
exception, a ducted HVAC system shall be a duct
system 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.

716.5.3 Shaft enclosures. Shaft enclosures that are permit-
ted to be penetrated by ducts and air transi'er openings shall
be protected with approved fire and smoke dampers
installed in accordance with their listing.

Exceptions:

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 continuous airflow
upward to the outside; or

1.2. Penetrations are tested in accordance with
ASTM E 1 19 as part of the rated assembly; or

1.3. Ducts are used as part of an approved smoke
control system designed and installed in ac-
cordance 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 ex-
haust or supply shafts that are separated from
other building shafts by not less than 2-hour
fire-resistarice-rated construction.

2. In Group B and R occupancies, equipped through-
out 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. Kitchen, clothes dryer, bathroom and toilet
room exhaust openings are installed with steel
exhaust subducts, having a wall thickness of
at least 0.019 inch (0.48 mm); and

2.2. That extend at least 22 inches (559 nmi) verti-
cally; and

2.3. An exhaust fan is installed at the upper termi-
nus of the shaft that is, powered continuously
in accordance with the provisions of Section
909 . 1 1 , so as to maintain a continuous upward
airflow to the outside.

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FIRE-RESISTANCE-RATED CONSTRUCTION

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 construction.

4. Smoke dampers are not required at penetrations of
shafts where ducts are used as part of an approved
mechanical smoke control system designed in
accordance with Section 909 and where the smoke
damper will interfere with the operation of the
smoke control system.

716.5.4 Fire partitions. Ducts and air transfer openings
that penetrate foe partitions shall be protected with listed
fire dampers installed in accordance with their listing.

Exceptions: In occupancies other than Group H, fire
dampers are not required where any of the following
apply:

1. The partitions are tenant separation or corridor
walls in buildings equipped throughout with an
automatic sprinkler system in accordance with
Section 903.3.1.1 or 903.3.1.2 and the duct is pro-
tected as a through penetration in accordance with
Section 712.

2. Tenant partitions in covered mall buildings where
the walls are not required by provisions elsewhere
in the code to extend to the underside of the floor or
roof deck above.

3. The duct system is constructed of approved mate-
rials in accordance with the International Mechan-
ical Code and the duct penetrating the wall
complies with all of the following requirements:

3.1. The duct shall not exceed 100 square
inches (0.06 m^).

3.2. The duct shall be constructed of steel a
minimum of 0.0217 inch (0.55 mm) in
thickness.

3.3. The duct shall not have openings that com-
municate the corridor with adjacent spaces
or rooms.

3.4. The duct shall be installed above a ceiling.

3.5. The duct shall not terminate at a wall regis-
ter in the fire-resistance-rated wall.

3.6. A minimum 12-inch-long (305 mm) 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 lV2-inch by lV2-inch by
0.060-inch (38 mm by 38 mm 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 the wall
opening shall be filled with mineral wool
batting on all sides.

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 715.4.3.

Exceptions:

1. Smoke dampers are not required where the
building is equipped throughout with an
approved 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.

716.5.5 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 Sections 716.6.1 through 716.6.3.

716.6.1 Through penetrations. In occupancies other than
Groups 1-2 and 1-3, a duct constructed of approved materials
in accordance with the International Mechanical Code that
penetrates a fire-resistance-rated floor/ceiling assembly
that connects not more than two stories is permitted without
shaft enclosure protection, provided a listed fire damper is
installed at the floor line or the duct is protected in accor-
dance with Section 712.4. For air transfer openings, see
Exception 7 to Section 707.2.

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 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) nonu-
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

112

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where subjected to ASTM E 1 19 time-temperature
conditions under a minimum positive pressure dif-
ferential of OiO 1 inch (2.49 Pa) of water at the loca-
tion of the penetration for the time period
equivalent to the fire-resistance rating of the con-
struction penetrated.

5. Grille openings located in a ceiling of a fire-resis-
tance-rated floor/ceiling or roof/ceiling assembly
shall be protected with a listed ceiling radiation
damper installed in accordance with Section
716.6.2.1.

716.6.2 Membrane penetrations. Ducts and air transfer
openings constructed of approved materials in accordance
with the International Mechanical Code that penetrate the
ceiling membrane of a fire-resistance-rated floor/ceiling or
roof/ceiling assembly shall be protected with one of the fol-
lowing:

- 1. A shaft enclosure in accordance with Section 707.

2. A listed ceiling radiation damper installed at the ceil-
ing line where a duct penetrates the ceiling of a
fire-resistance-rated floor/ceiling or roof/ceiling
assembly.

3. A listed ceiling radiation damper installed at the ceil-
ing line where a diffuser with no duct attached pene-
trates the ceiling of a fire-resistance-rated
floor/ceiling or roof/ceiling assembly.

716.6.2.1 Ceiling radiation dampers. Ceiling radiation
dampers shall be tested in accordance with UL 555C and
installed in accordance with the manufacturer's installa-
tion instructions and listing. Ceiling radiation dampers
are not required where either of the following applies:

1 . Tests in accordance with ASTM E 1 1 9 have shown
that ceiling radiation dampers are not necessary in
order to maintain the fire-resistance rating of the
assembly.

2. Where exhaust duct penetrations are protected in
accordance with Section 712.4.1.2, are located
within the cavity of a wall and do not pass through
another dwelling unit or tenant space.

716.6.3 Nonfire-resistance-rated floor assemblies. Duct
systems constructed of approved materials in accordance
with the International Mechanical Code that penetrate
nonfire-resistance-rated floor assemblies shall be protected
by any of the following methods:

1. A shaft enclosure in accordance with Section 707.

2. The duct connects not more than two stories, the
annular space around the penetrating duct is protected
with an approved noncombustible material that
resists the free passage of flame and the products of
combustion.

3. The duct connects not more than three stories, the
annular space around the penetrating duct is protected
with an approved noncombustible material that
resists 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.

SECTION 717
CONCEALED SPACES

717.1 General. Fireblocking and draftstopping shall be
installed 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
permitted use of combustible materials in concealed spaces of
buildings of Type I or II construction 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 Fireblocking materials. Fireblocking shall consist
of 2-inch (51 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, glass fiber or other approved
materials installed in such a manner as to be securely
retained in place shall be permitted as an acceptable
fireblock. Batts or blankets of mineral or glass fiber or other
approved honrigid materials shall be permitted for compU-
ance with the 10-foot (3048 mm) horizontal fireblocking in
walls constructed 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 retard the spread of fire and hot gases. The integrity of
fireblocks shall be maintained.

717.2.1.1 Double stud walls. Batts or blankets of min-
eral or glass fiber or other approved nonrigid materials
shall be allowed as fireblocking in walls constructed
using parallel rows of studs or staggered studs.

717.2.2 Concealed wall spaces. Fireblocking shall be pro-
vided in concealed spaces of stud walls and partitions,
including furred spaces, and parallel rows of studs or stag-
gered studs, as follows:

1. Vertically at the ceiling and floor levels.

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2. Horizontally at intervals not exceeding 10 feet (3048
mm).

717.2.3 Connections between horizontal and vertical
spaces. Fireblocking shall be provided at interconnections
between concealed vertical stud wall or partition 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
of the run. Enclosed spaces under stairs shall also comply
with Section 1009.5.3.

717.2.5 Ceiling and floor openings. Where annular space
protection is provided in accordance with Exception 6 of
Section 707.2, Exception 1 of Section 712.4.1.2, or Section
712.4.2, 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.

717.2.6 Architectural trim. Fireblocking shall be installed
within concealed spaces of exterior wall finish and other
exterior architectural elements where permitted to be of
combustible construction as specified in Section 1406 or
where erected with combustible frames, at maximum inter-
vals of 20 feet (6096 mm), so that there will be no open
space exceeding 100 square feet (9.3 m^). Where wood fur-
ring strips are used, they shall be of approved wood of natu-
ral decay resistance or preservative-treated wood. If
noncontinuous, such elements shall have closed ends, with
at least 4 inches (102 mm) of separation between sections.

Exceptions:

1. Fireblocking of cornices is not required in sin-
gle-family dwellings. Fireblocking of cornices of a
two-family dwelling 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
exterior 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
exceed 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.

Exceptions:

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 in floors. In combustible construction,
draftstopping shall be installed to subdivide floor/ceiling
assemblies in the locations prescribed in Sections 717.3.2
through 717.3.3.

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, 1-inch (25 -mm) nominal lumber,
cement fiberboard, batts or blankets of mineral wool or
glass fiber, or other approved materials adequately sup-
ported. 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 with three or more dwelling
units, in Group R-3 buildings with two dwelling units and in
Group R-4 buildings. Draftstopping shall be located above
and in line 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 and717.4.3. Ventilationof 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.

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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 dwelling
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^).

Exception: Draftstopping is not required in buildings
equipped throughout with an automatic sprinkler system
in accordance with Section 903.3. 1 . 1 .

1717.5 Combustible materials in concealed spaces in Type I
or II construction. Combustible materials shall not be permit-
ted in concealed spaces of buildings of Type I or II construc-
tion.

Exceptions:

1. Combustible materials in accordance with Section
603.

■ 2. Combustible materials exposed within plenums com-

plying with Section 602 of the International Mechan-
ical Code.

13. Class A interior finish materials classified in accor-
dance with Section 803.
4. Combustible piping within partitions or shaft enclo-
sures installed in accordance with the provisions of
this code.

I 5. Combustible piping within concealed ceiling spaces

installed in accordance with the International
Mechanical Code and the International Plumbing
Code.

6. Combustible insulation and covering on pipe and tub-
ing, installed in concealed spaces other than plenums,
complying with Section 719.7.

SECTION 718

FIRE-RESISTANCE REQUIREMENTS

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 applied 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.

718.4 Double reinforcement. Plaster protection more than 1
inch (25 mm) in thickness shall be reinforced with an addi-
tional layer of approved lath embedded at least 0.75 inch (19. 1
mm) from the outer surface and fixed securely in place.

Exception: Solid plaster partitions or where otherwise
determined by fire tests.

718.5 Plaster alternatives for concrete. 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
required 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
reinforced concrete columns in addition to the plaster finish.
The concrete base shall be prepared in accordance with Section
2510.7.

SECTION 719
THERMAL- AND SOUND-INSULATING MATERIALS

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
insulations, 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
accordance with ASTM E 84. Any material that is subject to an
increase in flame spread index or smoke-developed index
beyond the limits herein established through the effects of age,
moisture, or other atmospheric conditions shall not be permit-
ted.

Exceptions:

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 hnings in plenums shall comply with the Interna-
tional Mechanical Code.

719.2 Concealed installation. Insulating materials, where
concealed as installed in buildings of any type of construction.

2006 INTERNATIONAL BUILDING CODE®

115

FIRE-RESISTANCE-RATED CONSTRUCTION

shall have a flame spread index of not more than 25 and a
smoke-developed index of not more than 450.

Exception: 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.

719.2.1 Facings. 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
insulation that are installed behind and in substantial contact
with the unexposed surface of the ceiling, wall or floor fin-
ish.

719.3 Exposed installation. Insulating materials, where
exposed 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.

Exception: 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.

719.3.1 Attic floors. 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.

719.4 Loose-fill insulation. 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.

Exception: Cellulose loose-fill insulation shall not be
required to comply with the flame spread index requirement
of CAN/ULC S 102.2, provided such insulation complies
with the requirements of Section 719.6.

719.5 Roof insulation. The use of combustible roof insulation
not complying with Sections 719.2 and 719.3 shall be permit-
ted in any type of constiuction provided it is covered with
approved roof coverings directly applied thereto.

719.6 Cellulose loose-fill insulation. 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.

719.7 Insulation and covering on pipe and tubing. Insula-
tion 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.

Exception: Insulation and covering on pipe and tubing
installed in plenums shall comply with the International
Mechanical Code.

SECTION 720
PRESCRIPTIVE FIRE RESISTANCE

720.1 General. The provisions of this section contain prescrip-
tive details of fire-resistance-rated building elements. The

materials of construction Usted in Tables 720.1(1), 720.1(2),
and 720.1(3) shall be assumed to have the fire-resistance rat-
ings prescribed therein. Where materials that change the capac-
ity for heat dissipation are incorporated into a
fire-resistance-rated assembly, fire test results or other substan-
tiating data shall be made available to the building official to
show that the required fire-resistance-rating time period is not
reduced.

720.1.1 Thickness of 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.

720.1.2 Unit masonry protection. Where required, metal
ties shall be embedded in bed joints of unit masonry for pro-
tection of steel columns. Such ties shall be as set forth in
Table 720.1(1) or be equivalent thereto.

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. 1 8 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
installed with equal concrete cover measured from the near-
est 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
exposed 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.

116

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TABLE 720.1(1)

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

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 siUceous gravel).^

1-1.2

Carbonate, lightweight and sand-lightweight aggregate concrete, members 8" x 8" or
greater (not including sandstone, granite and siliceous gravel).^

1-1.3

Carbonate, lightweight and sand-lightweight aggregate concrete, members
12" X 12" or greater (not including sandstone, granite and siliceous gravel)."

IV2

1-1.4

Siliceous aggregate concrete and concrete excluded in Item 1:1.1, members 6" x 6"
or greater.^

IV2

1-1.5

Siliceous aggregate concrete and concrete excluded in Item 1-1.1, members 8" x 8"
or greater."

1-1.6

Siliceous aggregate concrete and concrete excluded in Item 1-1.1, members
12" X 12" or greater."

1-.2.1

Clay or shale brick with brick and mortar fill."

—

2V4

1-3.1

4" hollow clay tile in two 2" layers; Vj" mortar between tile and column; %" metal
mesh 0.046" wire diameter in horizontal joints; tile fill."

—

1-3.2

2" hollow clay tile; V/' mortar between tile and column; ^/g" metal mesh 0.046" wire
diameter in horizontal joints; Umestone concrete fill;" plastered with '^1^' gypsum
plaster.

—

. —

■
1-3.3

2" hollow clay tile with outside wire ties 0.08" diameter at each course of tile or Vg"
metal mesh 0.046" diameter wire in horizontal joints; limestone or trap-rock
concrete fill" extending 1" outside column on all sides.

—

1-3.4

2" hollow clay tile with outside wire ties 0.08" diameter at each course of tile with or
without concrete fill; ^1^' mortar between tile and column.

—

1-4.1

Cement plaster over metal lath wire tied to ^Z/' 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.

—

272"

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 %" from outer concrete surface. Wire 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.

—

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.

■ —

—

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.

IV4

—

1-6.3

Perlite or vermiculite gypsum plaster on metal lath applied to V/' cold-rolled
channels spaced 24" apart vertically and wrapped flatwise around column.

IV2

—

1-6.4

Perlite or vermiculite gypsum plaster over two layers of V2" 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.

2V2

—

{continued)

2006 INTERNATIONAL BUILDING CODE®

117

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

1-6.5

Perlite or vermiculate gypsum plaster over one layer of V2" plain full-length gypsum
lath applied 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 2V2 cubic feet of
aggregate.

1-7.1

Multiple layers of V2" 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 corners
taped and treated.

1-7.2

Three layers of ^/g" Type X gypsum wallboard.'^ First and second layer held in place
by Vg" diameter by l^/g" long ring shank nails with ^/j/' 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.

I'U

1 . Steel columns
and all of
primary trusses
(continued)

1-7.3

Three layers of ^/g" Type X gypsum wallboard,'^ each layer screw attached to P/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^/g" spaced 12" on center for middle layer and No. 8 by 2V4" spaced 12" on
center for outer layer. .

\y.

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 ^Z/' 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.

1V«

1-9.1

Minimum W8x35 wide flange steel column (w/d > 0.75) with each web cavity filled
even with the flange tip with normal weight carbonate or siliceous aggregate
concrete (3,000 psi minimum compressive strength with 145 pcf ± 3 pcf unit
weight). Reinforce the concrete in each web cavity with a minimum No. 4 deformed
reinforcing bar installed vertically and centered in the cavity, and secured to the
column web with a minimum No. 2 horizontal deformed reinforcing bar welded to
the web every 18" on center vertically. As an altemative to the No. 4 rebar, ^1^'
diameter by 3" long headed studs, spaced at 12" on center vertically, shall be welded
on each side of the web midway between the colunm flanges.

See

Note

2-1.1

2. Webs or
flanges of
steel beams and
girders

Carbonate, Ughtweight and sand-lightweight aggregate concrete (not including
sandstone, granite and siHceous 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.

2-1.2

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.

2V,

2-2.1

Cement plaster on metal lath attached to ^1^" cold-rolled channels with 0.04" (No. 18
B.W. gage) wire ties spaced 3" to 6" on center. Plaster mixed 1:2 V2 by volume,
cement to sand.

21/2"

(continued)

118

2006 INTERNATIONAL BUILDING CODE*^

FIRE-RESISTANCE-RATED CONSTRUCTION

TABLE 720.1(1)— continued

MINIMUM PROTECTION OF STRUCTURAL PARTS BASED ON TIME PERIODS

FOR VARIOUS NONCOMBUSTIBLE INSULATING MATERIALS""

MINIMUM THICKNESS OF

INSULATING MATERIAL

FOR THE FOLLOWING

FIRE-RESISTANCE

STRUCTURAL
PARTS TO BE

PERIODS (inches)

ITEM

PROTECTED

NUMBER

INSULATING MATERIAL USED

hour

Vermiculite gypsum plaster on a metal lath cage, wire tied to 0.165" diameter (No. 8

2-3.1

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.

—

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 ^l{' 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 iVg" 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) T'x 2" runner and
comer angles may be used in Ueu 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

—

IV4

—

2. Webs or

self -drilling screws. The vertical legs of the U-shaped bracket are attached to the

flanges of steel

mnners with one Vj" long No. 8 self-driUing screw. The completed steel framing

beams and

provides a 2V8" and 1 Vj" space between the inner layer of wallboard and the sides

girders

and bottom of the steel beam, respectively. The inner layer of wallboard is attached

(continued)

to the top mnners and bottom comer channels or comer angles with 1 V4"-long No. 6
self-drilling screws spaced 16" on center. The outer layer of wallboard is applied
with iV/'-long No. 6 self-drilling screws spaced 8" on center. The bottom comers
are reinforced with metal comer beads.

Three layers of %" Type X gypsum wallboard"^ attached to a steel suspension system

as described immediately above utilizing the 0.018" thick (No. 25 carbon sheet steel

gage) 1" X 2" lower comer angles. The framing is located so that a 2V8" 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

immediately 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 lV8"-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.

3. Bonded

Carbonate, lightweight, sand-lightweight and siUceous^ aggregate concrete

A.%

'X%

2V,

1'/

pretensioned

Beams or girders

i. '2

X /2

reinforcement in

3-1.1

prestressed

I'A

concrete^

Solid slabs^

± /2

Carbonate, Ughtweight, sand-lightweight and siliceous^ aggregate concrete

Unrestrained members:

4-1.1

SoUd slabs^

—

4. Bonded or

Beams and girders'

unbonded

8" wide

1^4

post-tensioned

greater than 12" wide

IV,

tendons in

Carbonate, lightweight, sand-lightweight and siliceous aggregate

prestressed

Restrained members:''

concrete^' '

4-1.2

Solid slabs'"
Beams and girders'

IV4

8" wide

greater than 12" wide

IV,

(continued)

2006 INTERNATIONAL BUILDING CODE''

119

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-lightweight 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'/,

IV2
IV2

6. Reinforcing
steel in reinforced
concrete joists'

6-1.1
6-1.2

Carbonate, lightweight and sand-lightweight aggregate concrete.
Siliceous aggregate concrete.

IV4
1%

1
1

V4
V4

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
I.V4

1
1

%
%

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 entire surface is covered with a minimum of V,g-inch gypsum veneer plaster.

d. An approved adhesive qualified under ASTM E 1 19.

e. Where Ughtweight or sand-lightweight concrete having an oven-dry weight of 1 10 pounds per cubic foot or less is used, the tabulated minimum cover shall be per-
niitted 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 spalUng 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 % 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 monohthic concrete construction.

m. Generic fire-resistance ratings (those not designated as PROPRIETARY* in the listing) in GA 600 shall be accepted as if herein listed.

n. No additional insulating material is required on the exposed outside face of the column flange to achieve a 1-hour fire-resistance rating.

120

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

TABLE 720.1(2)
RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS °-'"'

MATERIAL

ITEM
NUMBER

CONSTRUCTION

MINIMUM FINISHED

THICKNESS FACE-TO-FACE"

(inches)

4
hour

3
hour

2
hour

1
hour

1. Brick of clay or
shale

1-1.1

Solid brick of clay or shale*^

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 ^Z/' 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).

2-1.2

4" soUd brick and 8" tile (at least 40 percent soUd).

—

3. Concrete
masonry units

3-l.lf>g

Expanded slag or pumice.

4.7

4.0

3.2

2.1

3-1.2f>e

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

3-1.4^-8

Calcareous or siliceous gravel.

6.2

5.3

4.2 •

2.8

4. Solid concrete^' '

4-1.1

SiUceous 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 '^1^' 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 positions side with '^1^' gypsum
plaster. Two wythes tied together every fourth course with No. 22 gage
corrugated metal ties.

—

63/4

—

5-1.3

One unit with three cells in wall thickness, cored 29 percent maximum.

5-1.4

One 2" unit cored 22 percent maximum and one 4" unit cored 41 percent
maximum with V4" mortar-filled collar joint. Two wythes tied together every
third course with 0.030" (No. 22 galvanized sheet steel gage) corrugated metal
ties.

—

5-1.5

One 4" unit cored 25 percent maximum with V/' gypsum plaster on one side.

5-1.6

One 4" unit with two cells in wall thickness, cored 22 percent maximum.

5-1.7

One 4" unit cored 30 percent maximum with V4" vermiculite gypsum plaster on
one side.

—

5-1.8

One 4" unit cored 39 percent maximum with '^1^" gypsum plaster on one side.

—

4V,,

(continued)

2006 INTERNATIONAL BUILDING CODE®

121

FIRE-RESISTANCE-RATED CONSTRUCTION

TABLE 720.1(2)— continued
RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS "•"•^

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

%" by 0.055" (No. 16 carbon sheet steel gage) vertical cold-rolled channels, 16"
on center with 2.6-pound flat metal lath appUed 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.

—

— ,

—

6-1.2

^Z/' by 0.05" (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.

—

21/2"

6-1.3

^//' by 0.055" (No. 16 carbon sheet steel gage) vertical cold-rolled channels, 16"
on center with ^/g" gypsum lath applied to one face and attached with sheet metal
cUps. Gypsum plaster each side mixed 1:2 by weight, gypsum to sand aggregate.

—

6-2.1

Smdless 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.

—

6-2.2

Studless with V2" full-length plain gypsum lath and perUte or vermiculite gypsum
plaster each side.

—

21/2'*

6-2.3

Studless partition with %" 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.

—

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 appUed 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 wire) studs
16" on center. Wire ties of 0.049" (No. 18 B.W. gage) galvanized steel wire 6" on
center vertically.

—

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 applied to one face and tied with 0.049"
(No. 18 B.W. gage) wire at 6" spacing. Neat gypsum plaster applied each side.

—

9. Solid wallboard
partition

9-1.1

One full-length layer Vj" 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".

—

— ■

—

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 2" on center with approved laminating
compound. Ribs centered at vertical joints of face plies and joints staggered 24"
in opposing faces. Ribs may be recessed 6" from the top and bottom.

—

274"

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 l^/g". Face layer of V2" regular full-length
gypsum wallboard laminated to outer faces of backing board with approved
laminating compound.

—

(continued)

122

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

TABLE 720.1(2)— continued
RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS »<"'

MATERIAL

ITEM
NUMBER

CONSTRUCTION

MINIMUM FINISHED

THICKNESS FACE-TO-FACE"

(inches)

4
hour

3
hour

2
hour

1
hour

11. 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,
^/g" 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. %" neat gypsum wood-fibered plaster each side over %" rib
metal lath nailed to studs with 6d common nails, 8" on center. Nails driven 1 V4"
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 cUps pressed onto stud flange at 16"
vertical spacing, '//' pencil rods snapped into or wire tied onto outer loop of
cUps, metal lath wire-tied to pencil rods at 6" intervals, 1" perlite gypsum
plaster, each side.

—

1\'

—

11-1.4

l^l{' 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
appUed on %-pound metal lath wire tied to studs, each side. %" plaster appUed
over each face, including finish coat.

—

4'//

—

12. Wood studs
interior partition
with plaster each
side

12-1.1'-'"

2" X 4" wood studs 16" on center with Vg" gypsum plaster on metal lath. Lath
attached by 4d common nails bent over or No. 14 gage by \^l^' by V/ crown
width staples spaced 6" on center. Plaster mixed 1:1 '/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 %" neat wood-fibered
gypsum plaster each side. Lath attached by 6d common nails, 7" on center.
Nails driven 1 '// and bent over.

—

5'/2''

—

12-1.3'

2" X 4" wood studs 16" on center with %" perforated or plain gypsum lath and
V2" 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 Vg" Type X gypsum lath and '/j"
gypsum plaster each side. Lath nailed with 1 '/g" by No. 13 gage by '^64" head
plasterboard blued nails, 5" on center. Plaster mixed 1:2 by weight, gypsum to
sand aggregate.

—

5V4

1 3 .Noncombustible
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 dry wall 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^/g" 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.

—

13-1.2

0.018" (No. 25 carbon sheet steel gage) channel-shaped studs 25" on center
with two full-length layers of '/j" Type X gypsum wallboard^ applied vertically
each side. First layer attached with l"-long, No. 6 dry wall 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 dry wall screws spaced 9" on center along vertical joints, 12" on
center at intermediate studs and 24" on center along top and bottom runners.

—

SVg"

—

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^ apphed 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.

—

{continued)

2006 INTERNATIONAL BUILDING CODE®

123

FIRE-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

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 applied full length
vertically, second layer applied horizontally or vertically

—

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.

—

14-1.4'

2" X 4" fire-retardant-treated wood studs spaced 24" on center with one layer of
Vg" Type X gypsum wallboard^ appUed 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 1" 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 appUed 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.

—

14-1.6'

2" X 3" fire-retardant-treated wood studs spaced 24" on center with one layer of
Vg" Type X gypsum wallboard* appUed with face paper grain (long dimension)
at right angles to studs. Wallboard attached with 6d cement-coated box nails
spaced 7" on center.

—

15. Exterior or
interior walls

15-1.1''™

Exterior surface with '^1^' 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^/4" by No. 11 gage by "^/jg" 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 V/' 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.

—

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^/g" 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)

124

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

TABLE 720.1(2)— continued
RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS °-°"

MATERIAL

ITEM
NUMBER

CONSTRUCTION

MINIMUM FINISHED

THICKNESS FACE-TO-FACE"

(inches)

4
hour

3
hour

2
hour

1
hour

IS-LS-"

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 Vg" 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 V4" by 6^1^' attached to each stud with two 8d cooler"
or wallboard" nails every sixth course of bricks. ^^^

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 Vg" 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 2V2", 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 applied. The scratch coat is mixed in the proportion of 1:3 by
weight, cement to sand with 10 pounds of hydrated Ume 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 Vg" 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 ^/j/' 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^/4" by No. 12
gage by ^/g" head nails with Vg" furrings, spaced 8" on center. The plaster mix
shall not exceed 100 pounds of gypsum to 2V9 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 I'/j" by No. 17 gage self-furred exterior lath attached with 8d by 2'/2" long
galvanized roofing nails spaced 6" on center along each stud. Cement plaster
consisting of a '72" scratch coat, and a '72" 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 %"
gypsum lath with 1" hexagonal mesh of No. 20 gage woven wire lath furred out
^7i6" and 1" perlite or vermiculite gypsum plaster. Lath nailed with 1 '7g" by No.
13 gage by '^^4" head plasterboard glued nails spaced 5" on center. Mesh
attached by 1%" by No. 12 gage by Vg" head nails with '^1^' furrings, spaced 8"
on center. The plaster mix shall not exceed 100 pounds of gypsum to 2V2 cubic
feet of aggregate.

8V«

(continued)

2006 INTERNATIONAL BUILDING CODE®

125

FIRE-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 ^-pound expanded
metal lath] on the exterior surface. Interior surface to be covered with 1" of
gypsum plaster on ^/4-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 V/' 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 Vj" 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 V2"-long
flare-bevel welds, and 4" foot attached to the GFRC skin with %" thick GFRC
bonding pads that extend 2'/2" beyond the flex anchor foot on both sides. Interior
surface to have two layers of V2" 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 lVg"-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.

6V,

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
V2"-long flare-bevel welds, and 4" foot attached to the GFRC skin with V8"-thick
GFRC bonding pads that extend 2V2" beyond the flex anchor foot on both sides.
Interior surface to have one layer of ^/g" Type X gypsum wallboard*, attached
with 1 V/'-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 ^/g" 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.

(y'L

15-1.13"

2" X 6" wood studs at 16" with double top plates, single bottom plate; interior and
exterior sides covered with ^/g" Type X gypsum wallboard, 4' wide, applied
vertically with all joints over framing or blocking and fastened with 2 V4" Type S
dry wall screws, spaced 12" on center. R-19 fiberglass insulation installed in stud
cavity.

6V.

15-1.141

6V.

15-1.151

2" X 4" wood studs at 16" with double top plates, single bottom plate; interior and
exterior sides covered with ^l{ Type X gypsum wallboard and sheathing,
respectively, 4' wide, apphed 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 3V2" mineral wool insulation.

4V.

15-1.161

2" X 4" wood studs at 16" with double top plates, single bottom plate; interior
sides covered with ^/g" 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
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 3V2" mineral wool insulation. Rating estabUshed for exposure from interior
side only.

(continued)

126

2006 INTERNATIONAL BUILDING CODE<^

FIRE-RESISTANCE-RATED CONSTRUCTION

TABLE 720.1(2)— continued
RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS "'•"•"

MATERIAL

ITEM
NUMBER

CONSTRUCTION

MINIMUM FINISHED

THICKNESS FACE-TO-FACE"

(inches)

4 hour

3 hour

2 hour

1 hour

16. Exterior walls
rated for fire
resistance from
the inside only in
accordance with
Section 704.5.

16-1.1"

2" X 4" wood studs at 16" centers with double top plates, single bottom plate;
interior side covered with ^/{ Type X gypsum wallboard, 4' wide, applied
horizontally unblocked, and fastened with 2V4" 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 covered with %" wood
structural panels (oriented strand board), applied vertically, horizontal joints
blocked and fastened with 6d conmion nails (bright) — 12" on center in the field,
and 6" on center panel edges. Cavity to be filled with 37/ mineral wool
insulation. Rating established for exposure from interior side only.

—

16-1.21

2" X 6" (51mm x 152 mm) wood studs at 16 " centers with double top plates, single
bottom plate; interior side covered with %" Type X gypsum wallboard, 4' wide,
applied horizontally or vertically with vertical joints over studs 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
side covered with ^/jg" 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 Vj" mineral wool insulation. Rating estabhshed
from the gypsum-covered side only.

—

6^/,6

16-1.3

2" X 6" wood studs at 16" centers with double top plates, single bottom plates;
interior side covered with ^/g" Type X gypsum wallboard, 4" wide, applied
vertically with all joints over framing or blocking and fastened with 2V4" Type S
drywall screws spaced 7" on center. Joints to be covered with tape and joint
compound. Exterior covered with ^/g" wood structural panels (oriented strand
board), applied vertically with edges over framing or blocking and fastened with
6d common nails (bright) at 12" on center in the field and 6" on center on panel
edges. R-19 fiberglass insulation installed in stud cavity.

—

6V2

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 festeners to nails for attachment to wood framing.

b. Thickness shown for brick and clay tile is 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 soUd grouted or filled
with siUcone-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 Vig-inch gypsum veneer plaster.

f. The fire-resistance time period for concrete masonry units meeting the equivalent thicknesses required for a 2-hour fire-resistance rating 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
insulation; or expanded clay, shale or slate lightweight aggregate, sand or slag having a maximum particle size of % inch.

g. The fiffe-resistance rating of concrete masonry units composed of a combination of aggregate types or where plaster is applied directly to the concrete masoruy
shall be determined in accordance with ACI 216.1/TMS 0216. 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 appUed in accor-
dance 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
assembhes in this table, provided the length of the fasteners used to attach the fire protection is 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.

0. Generic fire-resistance ratings (those not designated as PROPRIETARY* in the listing) in the GA 600 shall be accepted as if herein fisted.

p. NCMA TEK 5-8A shall be permitted for the design of fire walls.

q. The design stress of studs shall be equal to a maximum of 100 percent of the allowable F^ calculated in accordance with Section 2306.

2006 INTERNATIONAL BUILDING CODE®

127

FIRE-RESISTANCE-RATED CONSTRUCTION

TABLE 720.1(3)
MINIMUM 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

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 ^Z/' cold-rolled
channels spaced 12" on center. Ceiling located 6"
minimum below joists.

—

5-2.1

^/g" Type X gypsum wallboard'^ attached to 0.018
inch (No. 25 carbon sheet steel gage) by %" deep by
2^/3" hat-shaped galvanized steel channels with
r'-long No. 6 screws. The charmels are spaced 24"
on center, span 35" and are supported along their
length at 35" intervals by 0.033" (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 ^732" by 1 V4" 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.

—

2V2

—

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.

—

2V2

2V4

—

— ■

6-2.1

VermicuUte 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.

—

6-3.1

Cement plaster over metal lath attached to the
bottom chord of joists with single No. 16 gage or
doubled 0.049" (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 V2 for brown coat for 2-hour system, by
weight, cement to sand.

—

6-4.1

Ceiling of Vg" Type X wallboard^ attached to ^l{
deep by 2%" 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 '^1^' 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.

' —

—

2V2

—

■V4

—

(continued)

128

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

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)

MINIMUM THICKNESS

OF CEIUNG

(inches)

4
hour

3
hour

2
hour

1
hour

4
hour

3
hour

2
hour

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

Vg" gypsum plaster on bottom of floor or roof
construction.

—

— .

—

7-1.2

None

—

5V2'

— ,

—

8. Steel joists constructed with
a reinforced concrete slab on
top poured on a Vj" deep steel
deck.^

8-1.1

Vermiculite gypsum plaster on metal lath attached
to V cold-rolled channels with 0.049" (No. 18
B.W. gage) wire ties spaced 6" on center.

I'l^

—

9. 3" deep cellular steel deck
with concrete slab on top. Slab
thickness measured to top.

9-1.1

Suspended ceiling of vermiculite gypsum plaster
base coat and vermiculite acoustical plaster on metal
lath attached at 6" intervals to "^l^ 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
rating.

2V2

—

\%^

—

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 ^Z^" furring channels with 0.049" (No. 18
B.W. gage) wire ties spaced 6" on center. ^Z/'
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.

—

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 V4" furring channels with 0.049" (No. 18
B.W. gage) wire ties spaced 6" on center. ^Z/'
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. 1 65" (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

—

(continued)

2006 INTERNATIONAL BUILDING CODE®

129

FIRE-RESISTANCE-RATED CONSTRUCTION

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)

MINIMUM THICKNESS

OF CEILING

(Inches)

4
hour

3
hour

2
hour

1
hour

4
hour

3
hour

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 V2" wide ribbons
of waterproof, cold-process
liquid adhesive spaced 6"
apart. Steel joist or light steel
construction with metal roof
deck, insulation, and Class A
or B built-up roof covering.^

12-1.1

Gypsum- vermicuUte plaster on metal lath wire tied
at 6" intervals to ^Z/' 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.

—

13. Double wood floor over
wood joists spaced 16" on
center.™'"

13-1.1

Gypsum plaster over ^/g" 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 lines. Stripping consists of 3" wide strips of
metal lath attached by 1 V2" by No. 1 1 gage by V2"
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 V2" by ^1^' 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 hail 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 Vj" by No. 1 1 gage by V^^' 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

PerHte or vermicuUte gypsum plaster on metal lath
secured to joists with 1 V2" by No. 11 gage by ^jg"
head barbed shank roofing nails spaced 5" on center.

—

■

—

13-1.4

V2" Type X gypsum wallboard'^ nailed to joists with
5d cooler" or wallboard" nails at 6" on center. End
joints of wallboard centered on joists.

—

14. Plywood stressed skin
panels consisting of ^/^''-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 ^/g" 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 V2" Type X gypsum
wallboard'^ applied 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.

—

{continued)

130

2006 INTERNATIONAL BUILDING CODE""

FIRE-RESISTANCE-RATED CONSTRUCTION

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)

MINIMUM THICKNESS

OF CEILING

(inches)

4
hour

3
hour

2
hour

1
hour

4
hour

3
hour

hour

1
hour

15. Vermiculite concrete slab
proportioned 1 :4 (portland
cement to vermiculite
aggregate) on a 1 V2"-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. '^/^^
B.W. gage) welded wire mesh.

15-1.1

None

—

16. Perlite concrete slab
proportioned 1:6 (portland
cement to perUte aggregate)
on a iV/'-deep steel deck
supported on individually
protected steel framing. Slab
reinforced with 4" x 8"
0.109/0.083" (No. 12/j^ B.W.
gage) welded wire mesh.

16-1.1

None

—

3V2J

—

17. Perlite concrete slab
proportioned 1:6 (portland
cement to perlite aggregate)
on a ^/i6"-deep steel deck
supported by steel joists 4' on
center. Class A or B roof
covering on top.

17-1.1

Perlite gypsum plaster on metal lath wire tied to %"
furring channels attached with 0.065" (No. 16 B.W.
gage) wire ties to lower chord of joists.

—

18. Perlite concrete slab
proportioned 1:6 (portland
cement to perlite aggregate)
on iV/'-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

—

(continued)

2006 INTERNATIONAL BUILDING CODE®

131

FIRE-RESISTANCE-RATED CONSTRUCTION

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)

MINIMUM THICKNESS

OF CEILING

(Inches)

4 hour

3 hour

2 hour

1 hour

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 periite
aggregate) periite-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 V2"
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.

—

— .

.. —

—

20. PerUte concrete
proportioned 1:6 (portland
cement to perlite
aggregate) poured to Vg"
thickness above top of
corrugations of l^/ig"-deep
galvanized steel deck
maximum span 8'-0" for
0.024" (No. 24 galvanized
sheet gage) or 6' 0" for
0.019" (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 perlite
slurry. A 2' by 4' insulation
board contains six 2^//'
diameter holes. Board
covered with 2V4"
minimum perlite concrete
slab.

20-1.1

None

—

Varies

—

— .

—

(continued)

132

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

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)

MINIMUM 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" (No. 19
B.W. gage) galvanized steel
wire twisted together to form
2" hexagons with straight
0.065" (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" (No. 12/4
B.W. gage), or 2" X 2",
0.083/0.083" (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 Vj" less than
required by Chapter 23.

21-1.1

Base layer ^/g" Type X gypsum wallboard applied
at right angles to joist or truss 24" o.c. with 1 V/'
Type S or Type W drywall screws 24" o.c. Face
layer ^/g" Type X gypsum wallboard or veneer
base appUed at right angles to joist or truss
through base layer with 1%" Type S or Type W
drywall 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

—

IV4

22.Wood joists, wood I-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 Vj"
less than required by Chapter
23.

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^/g" Type S drywall screws 12" on
center at end joints and intermediate joints and
1 V2" 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

—

IV4

23. Wood I-joist (minimum joist
depth 9 V4" with a minimum
flange depth of iVig" 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

V2" 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^/g" Type S drywall
screws, ^/g" 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

—

(continued)

2006 INTERNATIONAL BUILDING CODE®

133

FIRE-RESISTANCE-RATED CONSTRUCTION

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)

MINIMUM THICKNESS

OF CEILING

(inches)

4
hour

3
hour

2
hour

1
hour

4
hoiir

3
hour

2
hour

1
hour

24. Wood I-joist (minimum
joist depth 9'//' with a
minimum flange depth of '^/js"
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
wool insulation, 3.5 pcf
(nominal) installed adjacent to
the bottom flange of the I-joist
and supported by the Ix 4
furring strip spacer.

24-1.1

V2" deep single-leg resiUent channel 16" o.c.
(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, ^/g" 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" o.c.
Wallboard joints to be taped and covered with
joint compound.

—

Varies

—

25. Wood I-joist (niinimum
I-joist depth 97/' with a
minimum flange depth of 1 V2"
and a minimum flange
cross-sectional area of 5.25
square inches; minimum web
thickness of Vg") @ 24" o.c,
1 V2" mineral fiber insulation
(2.5 pcf - nominal) resting on
hat-shaped channels.

25-1.1

Minimum 0.026" thick hat-shaped channel 16"
o.c. (channels doubled at wallboard end joints),
placed perpendicular to the joist and attached to
each joist by iVg" Type S drywall screws. Vg"
Type C gypsum wallboard applied
perpendicular to the channel with end joints
staggered and fastened with 1 Vg" Type S
drywall screws spaced 12" o.c. in the field and
8" o.c. at the wallboard ends. Wallboard joints
to be taped and covered with joint compound.

—

Varies

—

Varies

26. Wood I-joist (minimum
I-joist depth 9V4" with a
minimum flange depth of 1 V2"
and a minimum flange
cross-sectional area of 5.25
square inches; minimum web
thickness oVl^^') @ 24" o.c,
1 V2" mineral fiber insulation
(2.5 pcf - nominal) resting on
resiUent channels.

26-1.1

Minimum 0.019" thick resilient channel 16" o.c.
(channels doubled at wallboard end joints),
placed perpendicular to the joist and attached to
each joist by iVg" Type S drywall screws. Vg"
Type C gypsum wallboard applied
perpendicular to the channel with end joints
staggered and fastened with 1" Type S drywall
screws spaced 12" o.c. in the field and 8" o.c. at
the wallboard ends. Wallboard joints to be taped
and covered with joint compound.

—

Varies

—

Varies

27. Wood I-joist (minimum
I-joist depth 9V4" with a
minimum flange thickness of
1 V2" and a minimum flange
cross-sectional area of 2.25
square inches; minimum web
thickness of %") @ 24" o.c.

27-1.1

Two layers of V2" Type X gypsum wallboard
applied with the long dimension perpendicular
to the I-joists with end joints staggered. The
base layer is fastened with 1^/g" Type S drywall
screws spaced 12" o.c. and the face layer is
fastened with 2" Type S drywall screws spaced
12" o.c. in the field and 8" o.c. on the edges.
Face layer end joints shall not occur on the same
I-joist as base layer end joints and edge joints
shall be offset 24" from base layer joints. Face
layer to also be attached to base layer with 1 V2"
Type G drywall screws spaced 8" o.c. placed 6"
from face layer end joints. Face layer wallboard
joints to be taped and covered with joint
compound.

—

Varies

— .

—

Varies

(continued)

134

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

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)

MINIMUM THICKNESS

OF CEILING

(inches)

1
hour

28. Wood I-joist (minimum
I-joist depth 9V2" with a
minimum flange depth of
iVjg" and a minimum flange
cross-sectional area of 1.95
square inches; minimum web
thickness of %") @ 24" o.c.

28-1.1

Minimum 0.019" thick resilient channel 16"
o.c.(channels doubled at wallboard end joints),
placed perpendicular to the joist and attached to
each joist by iVg" Type S dry wall screws. Two
layers of V2" Type X gypsum wallboard applied
with the long dimension perpendicular to the
I-joists with end joints staggered. The base layer
is fastened with 1 V4" Type S dry wall screws
spaced 12" o.c. and the face layer is fastened
with iVg" Type S dry wall screws spaced 12"
o.c. Face layer end joints shall not occur on the
same I- Joist as base layer end joints and edge
joints shall be offset 24" from base layer joints.
Face layer to also be attached to base layer with
1 V2" Type G drywall screws spaced 8" o.c.
placed 6" from face layer end joints. Face layer
wallboard joints to be taped and covered witii
joint compound.

—

Varies

—

Varies

29. Wood I-joist (minimum
I-joist depth 9 V4" with a
minimum flange depth of
1 V2" and a minimum flange
cross-sectional area of 2.25
square inches; minimum web
thickness of %") @ 24" o.c,
with hat-shaped channels
supporting the middle and
face layers of gypsum
wallboard. Unfaced
fiberglass insulation is
installed between the I-joists
supported on the upper
surface of the flange by stay
wires spaced 12" o.c.

29-1.1

Base layer of ^/g" Type C gypsum wallboard
attached directly to I-joists with l^/g" Type S
drywall screws spaced 12" o.c. with ends
staggered. Minimum 0.0179" thick resilient
channel 16" o.c. (channels doubled at wallboard
end joints), placed perpendicular to the joist and
attached to each joist by iVg" Type S drywall
screws after the base layer of gypsum wall
board has been appUed. The middle and face
layers of %" Type C gypsum wallboard appUed
perpendicular to the channel with end joints
staggered. The middle layer is fastened with 1"
Type S drywall screws spaced 12" o.c. The face
layer is applied parallel to the middle layer but
with the edge joints offset 24" from those of the
middle layer and fastened with 1^/g" Type S
drywall screws 8" o.c. The joints shall be taped
and covered with joint compound.

—

Varies

—

Varies

30. Channel-shaped 18 gauge
steel joists (minimum depth
8") spaced a maximum 24"
o.c. supporting
tongue-and-groove wood
structural panels (iiominal
minimum %" thick) applied
perpendicular to framing
members. Structural panels
attached with 1 ^/g" Type
S-12 screws spaced 12" o.c.

30-1.1

Base layer Vg" Type X gypsum board applied
perpendicular to bottom of framing members
with lV8"Type S-12 screws spaced 12" o.c.
Second layer Vg" Type X gypsum board
attached perpendicular to framing members with
1 V'Type S-12 screws spaced 12" o.c. Second
layer joints offset 24" from base layer. Third
layer Vg" Type X gypsum board attached
perpendicular to framing members with 2^/g"
Type S-12 screws spaced 12" o.c. Third layer
joints offset 12" from second layer joints.
Hat-shaped rigid fiirring channels applied at
right angles to framing members over third layer
with two 2%" Type S-12 screws at each framing
member. Face layer Vg" Type X gypsum board
applied at right angles to furring channels with
1 Vg" Type S screws spaced 12" o.c.

—

Varies

—

3Vg

—

2006 INTERNATIONAL BUILDING CODE®

135

FIRE-RESISTANCE-RATED CONSTRUCTION

Table 720.1(3) Notes.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 0.454 kg, 1 cubic foot = 0.0283m3,
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 festeners to nails for attachment to wood framing.

b. When the slab is in an unrestrained condition, minimum reinforcement cover shall not be less than l^/g inches for 4-hour (sihceous aggregate only); 1 V4 inches for
4- and 3-hour; 1 inch for 2-hour (siliceous aggr^ate only); and ^1^ 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 Vi^-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
shall not be less than 5 pounds per lineal 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 apphcable 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 iVj-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 vermicuUte acoustical plastic.

1. Furring channels spaced 12 inches on center.

m. Double wood floor shall be permitted to be either of the following:

(a) Subfloor of l-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 'V32-inch wood structural panels with exterior glue and a layer of 1-inch nominal
tongue-and-groove finished flooring or '%2-inch wood structural panel finish flooring or a layer of Type I Grade M- 1 particleboard not less than%-inch thick.

n. The ceiling shall be permitted to be omitted over unusable space, and flooring shall be permitted to be omitted where unusable space occurs above.

o. For properties of cooler or wallboard nails, see ASTM C 5 14, 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 Usting) in the GA 600 shall be accepted as if herein listed.

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. The calculated fire resistance of steel assem-
blies shall be permitted in accordance with Chapter 5 of ASCE
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^).

CONCRETE, 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.

CONCRETE, CELLULAR. A Ughtweight insulating
concrete made by mixing a preformed foam with portland
cement slurry and having a dry unit weight of approxi-
mately 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 1 15 pcf (1360 to 1840
kg/m^).

CONCRETE, PERLITE. A lightweight insulating 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
between 105 and 120 pcf (1680 and 1920 kg/m^).

CONCRETE, 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 insulating
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/m^).

GLASS FIBERBOARD. Fibrous glass roof insulation
consisting of inorganic glass fibers formed into rigid boards

136

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

using a binder. The board has a top surface faced with
asphalt and kraft reinforced with glass fiber.

MINERAL BOARD. A rigid felted thermal insulation
board consisting of either felted mineral fiber or cellular
beads of expanded aggregate formed into flat rectangular
units.

721.2 Concrete assemblies. The provisions of this section
contain procedures by which the fire-resistance ratings of con-
crete assemblies are established by calculations.

721.2.1 Concrete walls. Cast-in-place and precast concrete
walls shall comply with Section 721 .2. 1 . 1 . Multiwythe con-
crete walls shall comply with Section 721.2.1.2. Joints
between 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
apply 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

iVa-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.

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
dividing 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 It or 6 inches (152 mm), which-
ever is less, from the point of minimum thickness,
where t is the minimum thickness.

11\.1.\.\A Ribbed or undulating surfaces. The

equivalent thickness of panels with ribbed or undulat-

ing surfaces shall be determined by one of the
following expressions:

For s > At, the thickness to be used shall be /

For s < It, the thickness to be used shall be t^

For At> s> 2t, the thickness to be used shall be

t +

4r
s

t -t
e

(Equation 7-3)

where:

s = Spacing of ribs or undulations.

t = Minimum thickness.

t^ = 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 Multiwythe 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.

ujS2

OqUJ

INSIDE WYTHE
CARBONATE

INSIDE WYTHE
SILICEOUS

THICKNESS OF INSIDE WYTHE, INCHES

OUTSIDE WYTHE
CARBONATE

OUTSIDE WYTHE
SILICEOUS

THICKNESS OF INSIDE WYTHE OF SAND-LIGHTWEIGHT CONCRETE, INCHES

For SI: 1 inch = 25.4 mm.

FIGURE 721 .2.1 .2
FIRE-RESISTANCE RATINGS OF
TWO-WYTHE CONCRETE WALLS

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:

R = iR,'

'-h/?2°-59+.

+R„^'y

(Equation 7-4)

where:

R = The fire endurance of the assembly, minutes.

/?!, R2, and /?n = The fire endurances of the individual
wythes, minutes. Values of /?„°^^ for use in Equation 7-4
are given in Table 721.2.1.2(1). Calculated fire-resis-
tance ratings are shown in Table 721 .2. 1 .2(2).

2006 INTERNATIONAL BUILDING CODE®

137

FIRE-RESISTANCE-RATED CONSTRUCTION

TABLE 721 .2.1 .2(1)
VALUES OF A? "9 FOR USE IN EQUATION 7-4

TYPE OF MATERIAL

Thickness OF MATERIAL (inches)

4V,

5V2

6V3

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

Note c

Notec

Lightweight concrete

6.6

8.8

11.2

13.7

16.5

19.1

21.9

24.7

27.8=

Notec

Insulating concrete^

9.3

13.3

16.6

18.3

23.1

26.5^=

Notec

Note c

Notec

Airspace''

—

For SI: 1 inch = 25.4 mm, 1 pound per cubic foot = 16.02 kgAn^.

a. Dry unit weight of 35 pcf or less and consisting of cellular, perlite or vermiculite concrete.

b. The /?„°^' value for one ^1" to 3 V2" airspace is 3.3. The R^^^ value for two Vj" to 3 V2" airspaces is 6.7.

c. The fire-resistance rating for this thickness exceeds 4 hours.

TABLE 721.2.1.2(2)
FIRE-RESISTANCE RATINGS BASED ON R°-^^

fl=, MINUTES

no.59

60
120
180
240

11.20
16.85
21.41
25.37

a. Based on Equation 7-4.

721.2.1.2.2 Foam plastic insulation. 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 /?„059 = 2.5.

721.2.1.3 Joints 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
Table 704.8. Where openings are not permitted or are
required by this code to be protected, the provisions of
this section shall be used to determine the amount of joint
insulation required. Insulated joints shall not be consid-
ered openings for purposes of determining compliance
with the allowable percentage of openings in Table
704.8.

721.2.1.3.1 Ceramic fiber joint protection. 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 % inch (9.5 mm) and 1 inch (25 mm)

for fire-resistance ratings of 1 hour to 4 hours. For
joint widths between Vg 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
ceramic fiber blankets.

721.2.1.4 Walls with gypsum wallboard or plaster JBn-
ishes. 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 concrete. 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
fire-resistance rating shall be determined as follows:
The time assigned to the finish as estabUshed 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.

138

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

1 INCH JOlKlT WIDTH >

\ '4

\
\

^^A."^

JiL.

4 5 6 7

PANEL THICKNESS, INCHES

For SI: 1 inch = 25.4 mm.

4 5 6 7

PANEL THICKNESS, INCHES

1 INCH MAXIMUM REGARDLESS
OF OPENING RATING

r CERAMIC FIBER
BLANKET

L|3

JOINT
WIDTH

CARBONATE OR

SILICEOUS AGGREGATE

CONCRETE

SAND-LIGHTWEIGHT

OR LIGHTWEIGHT

CONCRETE

FIGURE 721 .2.1 .3.1
CERAMIC FIBER JOINT PROTECTION

TABLE 721 .2.1 .4(1)
MULTIPLYING FACTOR FOR FINISHES ON NONFIRE-EXPOSED SIDE OF WALL

TYPE OF FINISH APPLIED
to MASONRY WALL

TYPE OF AGGREGATE USED IN CONCRETE OR CONCRETE MASONRY

Concrete: siliceous

or carbonate

Masonry: siliceous or

calcareous gravel

Concrete: sand

lightweight concrete

Masonry: limestone,

cinders or unexpanded slag

Concrete: lightweight

concrete
Masonry: expanded
shale, clay or slate

Concrete: pumice, or
expanded slag

Portland cement-sand plaster

1.00

0.75^

0.50^

Gypsum-sand plaster or gypsum wallboard

1.25

1.00

Gypsum- vermiculite or perlite plaster

1.75

1.50

1.25

For SI: 1 inch = 25.4 mm.

a. For Portland cement-sand plaster % inch or less in thickness and applied direcdy to the masonry on the nonfire-exposed side of the wall, the multiplying factor shall
be 1.00.

TABLE 721 .2.1 .4(2)
TIME ASSIGNED TO FINISH MATERIALS ON FIRE-EXPOSED SIDE OF WALL

FINISH DESCRIPTION

TIME (minute)

Gypsum wallboard
^/g inch
V2 inch
^/g inch
2 layers of % inch

1 layer % inch, 1 layer Vj inch

2 layers V, inch

10
15
20
25
35
40

Type X gypsum wallboard
V2 inch
^/g inch

25
40

Portland cement-sand piaster 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 ^/g-inch gypsum lath
V2inch
Vg inch
^/a inch

35
40
50

Gypsum sand plaster on metal lath
^/4 inch
% 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 % 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.

2006 INTERNATIONAL BUILDING CODE®

139

FIRE-RESISTANCE-RATED CONSTRUCTION

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.

Exception: 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.

721.2.1.4.4 Minimmn concrete fire-resistaiice rat-
ing. Where finishes apphed 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. Addition-
ally, 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.

721.2.1.4.5 Concrete finishes. 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.

721.2.2 Concrete floor and roof slabs. Reinforced and
prestressed 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 Reinforced 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 72 1 .2.2. 1 .

TABLE 721 .2.2.1
MINIMUM SLAB THICKNESS (Inches)

DETERMINE THICKNESS HERE

CONCRETE TYPE

FIRE-RESISTANCE RATING (hour)

Siliceous

3.5

4.3

5.0

6.2

7.0

Carbonate

3.2

4.0.

4.6

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 Hollow-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
obtained 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.

2f OR 6 INCHES,
WHICHEVER IS LESS

For SI: 1 inch = 25.4 mm. ■

FIGURE 721 .2.2.1 .2

DETERMINATION OF SLAB THICKNESS

FOR SLOPING SOFFITS

721.2.2.1.3 Slabs with ribbed soffits. The thickness
of slabs with ribbed or undulating soffits (see Figure
72 1 .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^

Vox At > s>2t, the thickness to be used shall be

(Equation 7-5)

t +

( \

t -t
e

V ■ J

\ • )

where:

s = Spacing of ribs or undulations.

= Minimum thickness.

tg = 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-
culatibn sha:ll 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 a base slab of concrete with a
topping (overlay) of a different type of concrete shall
comply with Figure 721.2.2.2.

140

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

CARBONATE BASE

SILICEOUS BASE

3 -

—I —

^S^J^N^hr.

^\^nN

^^^vS

. ^N

12345 123 4 5

THICKNESS OF NORMAL-WEIGHT CONCRETE BASE SLAB. INCHES

T T— 1 1

-T-

- S.

^S. V^hr.

- ^

Njhr. >^,^ Ny

■

1 J X 1

\
Si

CARBONATE OVERLAY

SILICEOUS OVERLAY

\ \3hr.

■

\V\\

1 1 \ 1 \ 1 >

12345 12345

THICKNESS OF SAND-LIGHTWEIGHT CONCRETE BASE SLAB. INCHES

For SI: 1 inch = 25.4 mm.

FIGURE 721 .2.2.2

FIRE-RESISTANCE RATINGS FOR TWO-COURSE

CONCRETE FLOORS

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
insulating 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
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 fixe resistant by other approved methods.

721.2.3 Concrete cover over reinforcement. The mini-
mum thickness of concrete cover over reinforcement in con-
crete slabs, reinforced beams and prestressed beams shall
comply with this section.

721.2.3.1 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
tables 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
acceptable.

721.2.3.2 Reinforced 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.

721.2.3.3 Prestressed beam cover. The minimum thick-
ness of concrete cover to the positive moment
prestressing tendons (bottom steel) for restrained and
unrestrained 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 Calculating 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
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
Tables 721 .2.3(4) and 72 1 .2.3(5), or 1 inch (25 mm),
whichever is greater.

2006 INTERNATIONAL BUILDING CODE®

141

FIRE-RESISTANCE-RATED CONSTRUCTION

CELLULAR CONCRETE

SILICEOUS BASE

r|*''"~>C^4hr.
^•»>^ 3hr. — sC

THICKNESS OF CONCRETE BASE SLAB, INCHES

SAND-LIGHTWEIGHT BASE
4

THICKNESS OF CONCRETE BASE SLAB, INCHES

VERMICULITE CONCRETE

CARBONATE BASE

SILICEOUS BASE SAND-LIGHTWEIGHT BASE

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

ujO
(e) zoj

O Ui

HU.
(0

- STANDARD 3-PLY
BUILT-UP ROOFING

MINERAL BOARD

^XW^

4 CONCRETE •» • <

SILICEOUS BASE

SAND-LIGHTWEIGHT BASE
3

THICKNESS OF CONCRETE BASE SLAB. INCHES

-STANDARD 3-PLY
BUILD-UP ROOFING

177777;?

GLASS FIBER BOARD

zzzzz

»- CONCRETE

CARBONATE BASE SILICEOUS BASE SAND-LIGHTWEIGHT BASE

3 1 W V I 1 1 3|. II I I I I 3

\ 3hr.\. 2 \ Shr.N. ^ \ 3hr.\

2hr. N^v 2hr.\N^ h 2hr.W

Hj^s v:^ vv^

3 5 1 3 5 1 3

THICKNESS OF CONCRETE BASE SLAB, INCHES

For SI: 1 inch = 25.4 mm.

FIGURE 721 .2.2.3(2)
FIRE-RESISTANCE RATINGS FOR CONCRETE

TABLE 721.2.3(1)
COVER THICKNESS FOR REINFORCED CONCRETE FLOOR OR ROOF SLABS (inches)

CONCRETE AGGREGATE TYPE

FIRE-RESISTANCE RATING (hours)

Restrained

Unrestrained

Siliceous

IV4

Carbonate

IV4

Sand-lightweight or lightweight

IV4

For SI: 1 inch = 25.4 mm.

TABLE 721.2.3(2)
COVER THICKNESS FOR PRESTRESSED CONCRETE FLOOR OR ROOF SLABS (Inches)

CONCRETE AGGREGATE TYPE

FIRE-RESISTANCE RATING (hours)

Restrained

Unrestrained

1V3

Siliceous

iVg

1V2

2^/4

Carbonate

. V4

iVs

2Vs

2V4

Sand-lightweight or lightweight

% .

2V4

For SI: 1 inch = 25.4 mm.

142

2006 INTERNATIONAL BUILDING CODE^

FIRE-RESISTANCE-RATED CONSTRUCTION

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"

BEAM WIDTH"
(inches)

FIRE-RESISTANCE RATING (hours)

1V,

Restrained

>10

.^4

I'V

Unrestrained

>10

IV4

IV4
1

3
1%

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 ^/^ 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 % inch.

TABLE 721 .2.3(4)
MINIMUM COVER FOR PRESTRESSED CONCRETE BEAMS 8 INCHES OR GREATER IN WIDTH

RESTRAINED OR
UNRESTRAINED"

CONCRETE
AGGREGATE TYPE

BEAM WIDTH"
(inches)

FIRE-RESISTANCE RATING (hours)

Restrained

Carbonate or siliceous

Sand lightweight

8
>12

IV2
IV2
IV2
1%

IV2
IV2
IV2
IV2

IV/

1V2
1V2
1V2

2V2*
1%^

2«
1%^

Unrestrained

Carbonate or siliceous

Sand lightweight

8
>12

IV2
IV2
IV2

1%
IV2
IV2
IV2

2V2
1%«

2
1%

5=
2V2
3V4

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 % 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.

TABLE 721.2.3(5)
MINIMUM COVER FOR PRESTRESSED CONCRETE BEAMS OF ALL WIDTHS

RESTRAINED OR
UNRESTRAINED"

CONCRETE
AGGREGATE TYPE

BEAM AREA"
A (square inches)

FIRE-RESISTANCE RATING (hours)

Restrained

All

40 < A < 150

IV2

Carbonate or
siliceous

150 < A < 300

IV2

IV,

IV4

2V,

300 < A

IV2

Sand lightweight

150 < A

. IV2

IV2

IV,

Unrestrained

All

40<A<150

. 2

Carbonate or
siliceous

150 < A < 300

IV2

IV4

300 < A

IV2

3<^

Sand lightweight

150 < A

IV2

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 ©cceed the depth of the member and haying a minimum cover of 1 inch shall be provided.

2006 INTERNATIONAL BUILDING CODE""

143

FIRE-RESISTANCE-RATED CONSTRUCTION

721.2.4 Concrete columns. Concrete columns shall com-
ply with this section.

TABLE 721 .2.4
MINIMUM DIMENSION OF CONCRETE COLUMNS (inches)

TYPES OF
CONCRETE

FIRE-RESISTANCE RATING (hours)

Siliceous

Carbonate

Sand-lightweight

87,

IOV2

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.

721.2.4.1 Minimum size. 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.

721.2.4.2 Minimum cover for R/C columns. The mini-
mum thickness of concrete cover to the main longitudi-
nal reinforcement in columns, regardless of the type of
aggregate used in the concrete, shall not be less than 1
inch (25 mm) times the number of hours of required fire
resistance or 2 inches (5 1 mm), whichever is less.

721.2.4.3 Columns built into walls. The minimum
dimensions of Table 72 1 .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
required by Section 715.4, the minimum dimension of
columns 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.

721.2.4.4 Precast cover units for steel columns. See

Section 721.5.1.4.

721.3 Concrete masonry. The provisions of this section con-
tain procedures by which the fire-resistance ratings of concrete
masonry are established by calculations.

721.3.1 Equivalent thickness. The equivalent thickness of
concrete masonry construction shall be determined in
accordance with the provisions of this section.

721.3.1.1 Concrete masonry unit plus finishes. The

equivalent thickness of concrete masonry assemblies.

r^a, 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,f (Equation 7-6)

T^=V„/LH= Equivalent thickness of concrete
masonry 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. T^ shall be the value obtained for the concrete
masonry unit determined in accordance with ASTM C
140.

721.3.1.3 Solid grouted construction. The equivalent
thickness, T^, of solid grouted concrete masonry units is
the actual thickness of the unit.

721.3.1.4 Airspaces and cells filled with loose-fill
material. The equivalent thickness of completely filled
hollow 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 require-
ments; pumice, scoria, expanded shale, expanded clay,
expanded slate, expanded slag, expanded fly ash, or cin-
ders that comply with ASTM C 33 1 ; or perlite or vermic-
ulite 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
total fire-resistance rating shall be determined as fol-
lows: The thickness of gypsum wallboard or plaster shall
be corrected by multiplying the actual thickness of the
finish 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-resistance 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.

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TABLE 721 .3.2
MINIMUM EQUIVALENT THICKNESS (Inches) OF BEARING OR NONBEARING CONCRETE MASONRY WALLS^"'''''

TYPE OF AGGREGATE

FIRE-RESISTANCE RATING (hours)

3/
'4

3V,

Pumice or expanded slag

1.5

1.9

2.1

2.5

1.1

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 between
members set in from opposite sides, shall not be less than 93 percent of the thickness shovn 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.

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 toils fire-resistance rating, the masonry
alone shall provide not less than one-half the total
required 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
secured 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.

721.3.3 Multiwythe masonry walls. 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:

Rj, = (/?iO-59 + R^o-59 +

-l-i?„o-59-HAi-i-A2 + ... +A„)i

(Equation 7-7)

where:

Ra = Fire-resistance rating of the assembly (hours).

R,, R2, ..., Rn = Fire-resistance rating of wythes for 1,2, n
(hours), respectively.

A], A2, ...., A„ = 0.30, factor for each continuous airspace
for 1, 2, ...72, respectively, having a depth of
V2 inch (12.7 mm) or more between
wythes.

721.3.4 Concrete masonry lintels. Fire-resistance ratings for
concrete masonry lintels shall be determined based upon the
nominal thickness of the Hntel and the minimum thickness of
concrete masonry or concrete, or any combination thereof,
covering the main reinforcing bars, as determined accord-
ing to Table 721.3.4, or by approved alternate methods.

TABLE 721 .3.4

MINIMUM COVER OF LONGITUDINAL

REINFORCEMENT IN FIRE-RESISTANCE-RATED

REINFORCED CONCRETE MASONRY LINTELS (Inches)

NOMINAL WIDTH
OF LINTEL (inches)

FIRE-RESISTANCE RATING (hours)

IV2

—

IV,

10 or greater

IV,

IV4

For SI: 1 inch = 25.4 mm.

721.3.5 Concrete masonry columns. 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 72 1 .3 .5 or by approved alternate methods.

TABLE 721 .3.5

MINIMUM DIMENSION OF

CONCRETE MASONRY COLUMNS (Inches)

FIRE-RESISTANCE RATING (hours)

8 inches

10 inches

12 inches

14 inches

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.

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145

FIRE-RESISTANCE-RATED CONSTRUCTION

721.4.1 Masonry walls. The fire-resistance rating of
masonry walls shall be based upon the equivalent thickness
as calculated in accordance with this section. The calcula-
tion 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 solid or hollow
clay masonry units shall be determined from Table
721.4.1(1) or 721.4. 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 rating
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.

Te=V„/LH
where:

(Equation 7-8)

= 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, Tg, shall be the value obtained for hollow clay
units as determined in accordance with ASTM C 67.

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
actual 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.

expanded slate, expanded slag, expanded fly ash, or
cinders 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 applied to
the wall, the total fire-resistance rating shall be deter-
mined by the formula:

where:

(Equation 7-9)

R = The fire-resistance rating of the assembly (hours) .

R„ = The fire-resistance rating of the individual wall
(hours).

pi = Coefficient for thickness of plaster.

Values for /?„°^^ for use in Equation 7-9 are given in
Table 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.

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:

where:
R

(Equation 7-10)

= The fire-resistance rating of the assembly
(hours).

/?,, /?2 3nd R„= The fire-resistance rating of the individ-
ual wythes (hours).

as = Coefficient for continuous airspace.

Values for iR„°^^ for use in Equation 7-10 are given in
Table 721.4.1(3). The coefficient for each continuous
airspace of Vj inch to 3 Vj inches (12.7 to 89 mm) separat-
ing two individual wythes shall be 0.3.

TABLE 721 .4.1(1)
FIRE-RESISTANCE PERIODS OF CLAY MASONRY WALLS

MATERIAL TYPE

MINIMUM REQUIRED EQUIVALENT THICKNESS FOR FIRE RESISTANCE^-"'' (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: I inch = 25.4 mm.

a. Equivalent thickness as determined from Section 72 1 .4. 1 . 1 .

b. Calculated fire resistance between the hourly increments listed shall be determined by Unear 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 shewn.

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.

146

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

TABLE 721 .4.1 (2)

FIRE-RESISTANCE RATINGS FOR BEARING STEEL FRAME

BRICK VENEER WALLS OR PARTITIONS

WALL OR PARTITION ASSEMBLY

PLASTER SIDE
EXPOSED (hours)

BRICK FACED SIDE
EXPOSED (hours)

Outside facing of steel studs:

V2" wood fiberboard sheathing next to studs, ^Z/' airspace formed with

%" X 1 ^/g" wood strips placed over the fiberboard and secured to the studs;

metal or wire lath nailed to such strips, 3^/4" brick veneer held in place by filling V4"

airspace between the brick and lath with mortar. Inside facing of studs: ^1^' unsanded

gypsum plaster on metal or wire lath attached to Vig" wood strips secured to edges of the

studs.

1.5

Outside facing of steel studs:

1" insulation board sheathing attached to studs, 1" airspace, and 3^/4" brick veneer

attached to steel frame with metal ties every 5th course. Inside facing of studs: ^/g"

sanded gypsum plaster (1:2 mix) applied on metal or wire lath attached directly to the

studs.

1.5

Same as above except use ^/g" vermiculite — gypsum plaster or 1" sanded gypsum plaster
(1:2 mix) appUed to metal or wire.

Outside facing of steel studs:

V2" gypsum sheathing board, attached to studs, and 3%" brick veneer attached to steel
frame with metal ties every 5th course. Inside facing of studs: V2" sanded gypsum plaster
(1:2 mix) apphed to V2" perforated gypsum lath securely attached to studs and having
strips of metal lath 3 inches wide apphed to all horizontal joints of gypsum lath.

For SI: 1 inch = 25.4 mm.

TABLE 721 .4.1 (3)
VALUES OF R°-^^

^,^0.59

R (hours)

1.0

1.50

1.91

2.27

TABLE 721 .4.1 (4)
COEFFICIENTS 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)
REINFORCED MASONRY LINTELS

NOMINAL

LINTEL WIDTH

(Inches)

MINIMUM LONGITUDINAL REINFORCEMENT COVER
FOR FIRE RESISTANCE (inch)

1 hour

2 hour

3 hour

4 hour

IV2

10 or more

IV2

l'/2

IV2

For SI: 1 inch = 25.4 mm.
NP = Not permitted.

TABLE 721 .4.1 (6)
REINFORCED CLAY MASONRY COLUMNS

COLUMN SIZE

FIRE-RESISTANCE RATING
(hour)

Minimum colunm dimension (inches)

For SI: 1 inch = 25.4 mm.

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 of the 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.

721.4.2 Multiwythe walls. The fixe-resistance rating for
wails or partitions consisting of two or more dissimilar
wythes shall be permitted to be determined by the formula:

i? = (/?j0.59 + /J^0.59+_ +1^^0.59) 1.7

where:
R

(Equation 7-11)

= The fire-resistance rating of the assembly
(hours).

Rj, R2 and /?„ = The fire-resistance rating of the individual
wythes (hours).

Values for /?„°^^ for use in Equation 7-11 are given in
Table 721.4.1(3).

2006 INTERNATIONAL BUILDING CODE®

147

FIRE-RESISTANCE-RATED CONSTRUCTION

721.4.2.1 Multiwythe walls of different material. For

walls that consist of two or more wythes of different
materials (concrete or concrete masonry units) in combi-
nation 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
72 1 .4. 1 (2) for clay and tile masonry units.

721.4.3 Reinforced clay masonry lintels. 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 Reinforced clay masonry columns. The fire-resis-
tance ratings shall be determined based on the last plan
dimension of the column in accordance with Table
721.4.1(6). The minimum cover for longitudinal reinforce-
ment 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 Structural 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
arid, 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-resistant material in inches as illustrated in Figure
721.5.1(1).

t.-'.::,»--Ar.>^.'.^.'J.'W

D=4bf+2d-2tv,

D=2(a+cl)

D=2(bf + d)

FIGURE 721 .5.1(1)

DETERMINATION OF THE HEATED PERIMETER

OF STRUCTURAL STEEL COLUMNS

721.5.1.1.1 Nonload-bearing 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 Weight-to-perimeter 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.
For different fire-resistant protection profiles or col-
umn cross sections, the weight-to-heated-perimeter
ratios (W/D) shall be determined in accordance with
the definitions given in this section.

721.5.1.2 Gypsum wallboard protection. The fire
resistance 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:

R=130

where:
R =

h =
D =

h(W'/D)

(Equation 7-12)

r =

Fire resistance (minutes).

Total thickness of gypsum wallboard (inches).

Heated perimeter of the structural steel column
(inches).

Total weight of the structural steel column and
gypsum wallboard protection (pounds per linear
foot).

W+56hD/U4. ,

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 72 1 .5 . 1 (3) for fire-resistance ratings of
3 hours or less.

721.5.1.2.2 Gypsum wallboard equivalent to con-
crete. 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.

721.5.1.3 Spray-applied fire-resistant materials. 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:

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2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

R = [C^{W/D) + C2]h

(Equation 7-13)

where:

R = Fire resistance (minutes).

h = Thickness of spray-appHed fire-resistant material
(inches).

D = Heated perimeter of the structural steel column
(inches).

Q and C2 = Material-dependent constants.

W = Weight of structural steel columns (pounds per lin-
ear foot).

The fire resistance of structural steel columns pro-
tected with intumescent or mastic fire-resistant coatings
shall be determined on the basis of fire-resistance tests in
accordance with Section 703.2.

. -<D

^S_ m_

5/16"
MIN.

■No.8x1/2" SHEET STEEL
SCREWS SPACED 12"o.c.

SNAP-LOCK PITTSBURGH SEAM

CORNER JOINT DETAILS (A)

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 appUcations, 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 appUed 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 Vj-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 fabri-
cated 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
secured with '^-inch-long No. 8 sheet metal screws spaced 12 inches on cen-
ter.

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.

721.5.1.3.1 Material-dependent constants. The

material-dependent constants, Cj and C2, shall be
determined 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 applica-
tion, 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-resistance test results are available.

721.5.1.3.2 Spray-applied identification.

Spray-applied fire-resistant materials shall be identi-
fied by density and thickness required for a given
fire-resistance rating.

1 LAYER = 5/8" OR 1/2"

2 LAYERS = 1 1/4" OR 1"

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^/g-inch deep studs fabricated from 0.0179-inch minimum thickness galva-
nized steel with l^/,g or I'/jg-inch legs. The length of the steel studs shall be
V2 inch less than the height of the assembly.

3. 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.

4. Galvanized 0.0149-inch minimum thickness steel corner beads with
1 '/2-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 studs and the third layer to the sheet metal angles at 24 inches
on center. Type S screws P/4-inch long shall be used for attaching the second
layer of wallboard to the steel studs and the fourth layer to the sheet metal
angles at 12 inches on center. Type S screws 2^^ inches long shall be used for
attaching the third lay er of wallboard to the steel studs at 1 2 inches on center.

2006 INTERNATIONAL BUILDING CODE''

149

FIRE-RESISTANCE-RATED CONSTRUCTION

721.5.1.4 Concrete-protected columns. 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,(l+ 0.03 J (Equation 7-14)

where:

R, = 10 (W/D) 0^ + 17 (/zi 6/it^o 2) X (1 + 26 (H/p,c^ (L + h)f-^)

As used in these expressions:

R = Fire endurance at equilibrium moisture conditions
(minutes).

Rg = Fire endurance at zero moisture content (minutes) .

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/hr ft °F).

H = Ambient temperature thermal capacity of the steel
column = 0.1 IW (Btu/ ft °F).

p^ = Concrete density (pounds per cubic foot).

c^ = Ambient temperature specific heat of concrete
(Btu/lb °F).

L = Interior dimension of one side of a square concrete
box protection (inches).

rz' :

!• 17/8"

1 1

/2"

11/4"

3
2

11/2

^^..

^^^^y„-r<

^•^

WEIGHT-TO-HEATED-PERIMETER RATIO (WD)*

For SI: 1 inch = 25.4 mm, 1 pound per linear foot/inch = 0.059 kg/m/mm.

FIGURE 721 .5.1 (4)

FIRE RESISTANCE OF STRUCTURAL STEEL COLUMNS

PROTECTED WITH VARIOUS THICKNESSES OF

TYPE X GYPSUM WALLBOARD

a. The W/D ratios for typical wide flange columns are listed in Table
721.5.1(1). For other column shapes, the Vf/D ratios shall be determined in
accordance with Section 720.5.1.1.

mmm

FIGURE 721 .5.1 (5)

WIDE FLANGE STRUCTURAL STEEL COLUMNS WITH

SPRAY-APPLIED FIRE-RESISTANT MATERIALS

^ . i ,J|.T]

(a)

(b)

(c)

PRECAST

CONCRETE

ENCASED

COLUMN

STRUCTURAL

WIDE-FLANGE

COVERS

TUBE

SHAPE

FIGURE 721 .5.1 (6)
CONCRETE PROTECTED STRUCTURAL STEEL COLUMNS^"

a. When the inside perimeter of the 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 /i, and h^.

b. Joints shall be protected with a minimum 1 inch thickness of ceramic fiber
blanket but in no case less than one-half the thickness of the column cover
(see Section 720.2.1.3).

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:

//= 0. 1 1 W+ (p,cy 144) (^// -A,)
where:

(Equation 7-15)

d =

A =

Flange width of the steel column (inches).

Depth of the steel column (inches).

Cross-sectional area of the 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 structural
steel column encased in concrete with all reentrant
spaces filled. Figure 721.5.1(6)(c) and Tables
721.5.1(7) and 721.5.1(8) indicate the thickness of
concrete cover required for various fire-resistance rat-
ings for typical wide-flange sections. The thicknesses
of concrete indicated in these tables also apply to
structural steel columns larger than those listed.

150

2006 INTERNATIONAL BUILDING CODE"

FIRE-RESISTANCE-RATED CONSTRUCTION

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)
indicate 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 721.5.1(7), shall be permitted to be deter-
mined from the following expression:

R = 0.ll (W/D)^' + [0.285 (T,'-^/K^-^) ]

[1.0 -H 42.7 { (A A T,) I (0.25/7 + TJ } »« ]

(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)].

Tg = Equivalent thickness of concrete or clay
masonry unit (inches) (see Table 721 .3.2 Note a
or Section 721.4.1).

K = Thermal conductivity of concrete or clay
masonry unit (Btu/hr ft °F) [see Table
721.5.1(3)].

A^ = Cross-sectional area of steel column (square
inches).

d^ = 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.

721.5.2 Structural steel beams and girders. The

fire-resistance ratings of steel beams and girders shall be
based upon the size of the element and the type of protection
provided in accordance with this section.

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
assemblies 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, W is the
average 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.

D = % + 2d-2tjy

D = 2d + bf

FIGURE 721 .5.2
DETERMINATION OF THE HEATED PERIMETER
OF STRUCTURAL STEEL BEAMS AND GIRDERS

D=2(w-K/)+2(w-U)

D = 7td

D = 2w + 2cf

D|a[3D

ID
ID

DDD P

W SHAPE COLUMN

D DDD

DDD

r "

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).

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.

2006 INTERNATIONAL BUILDING CODE®

151

FIRE-RESISTANCE-RATED CONSTRUCTION

TABLE 721 .5.1(1)
\NID RATIOS FOR STEEL COLUMNS

STRUCTURAL
SHAPE

CONTOUR
PROFILE

BOX
PROFILE

STRUCTURAL
SHAPE

CONTOUR
PROFILE

BOX
PROFILE

W14X233

2.49

3.65

W10X112

1.78

2.57

X211

2.28

3.35

xlOO

1.61

2.33

X193

2.10

3.09

X 88

1.43

2.08

X176

1.93

2.85

X 77

1.26

1.85

X159

1.75

2.60

X 68

1.13

1.66

X145

1.61

2.39

X 60

1.00

1.48

X132

1.52

2.25

X 54

0.91

1.34

X120

1.39

2.06

X 49

0.83

1.23

X109

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

W12X190

2.46

3.51

X 24

0.58

0.83

X170

2.22

3.20

X 21

0.57

0.77

X152

2.01

2.90

X 18

0.49

0.67

X136

1.82

2.63

X120

1.62

2.36

W6x25

0.69

1.00

X106

1.44

2.11

x20

0.56

0.82

X 96

1.32

1.93

xl6

0.57

0.78

X 87

1.20

1.76

xl5

0.42

0.63

X 79

1.10

1.61

xl2

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

xl6

0.54

0.80

X 50

0.89

1.23

X 45

0.81

1.12

W4xl3

0.54

0.79

X 40

0.72

1.00

For SI: 1 pound per linear foot per inch = 0.059 kg/m/mm.

152

2006 INTERNATIONAL 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 (q)

0.20 Btu/lb °F

Density {PJ

145 Ib/ft^

1101b/ft3

Equihbrium (free) moisture
content (m) by volume

For SI: 1 inch = 25.4 mm, 1 foot = 304:8 mm, 1 Ib/f^ = 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/ff")

THERMAL CONDUCTIVITY (K) OF UNITS (Btu/hr ft "F)

Concrete Masonry Units

0.207

0.228

0.252

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 = 1 6.0 1 85 kgAn^ Btu per hour foot °F = 1 .73 1 W/(m ■ K).

2006 INTERNATIONAL BUILDING CODE®

153

FIRE-RESISTANCE-RATED CONSTRUCTION

TABLE 721.5.1(4)

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

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

X132

1.66

2.35

xl94

1.80

2.28

X122

1.54

2.19

X182

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

X106

1.52

2.18

X 97

1.39

2.01

W30X211

2.00

2.74

X 86

1.24

1.80

X191

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

xll6

1.28

1.65

X 55

0.95

1.26

xlOS

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

W16 X 100

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

W14X132

1.83

3.00

X 84

1.13

1.47

X120

1.67

2.75

X 76

1.03

1.34

X109

1.53

2.52

(continued)

154

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

TABLE 721.5.1(4)— continued

WEIGHT-TO-HEATED-PERIMETER RATIOS (IV/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

W12X 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

W10X112

2.14

3.38

W4 X 13

0.65

1.05

xlOO

1.93

3.07

X 88

1.70

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.

2006 INTERNATIONAL BUILDING CODE®

155

FIRE-RESISTANCE-RATED CONSTRUCTION

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, T^ (inches)

COLUMN
SIZE

CONCRETE

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-h6ur

1-hour

2-hour

3-hour

4-hour

W14x82

0.74

1.61

2.36

3.04

W10X68

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

0.83

1.70

2.45

3.13

W10X54

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

0.91

1.81

2.58

3.27

W10X45

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

1.01

1.93

2.71

3.41

W10X33

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

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

0.88

1.76

2.52

3.21

W8x31

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

0.91

1.81

2.58

3.27

W8x24

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

3.16

3.94

120

1.43

2.52

3.41

4.20

W12x40

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)

156

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

TABLE 721.5.1(5)— continued
FIRE RESISTANCE OF CONCRETE MASONRY PROTECTED STEEL COLUMNS

NOMINAL TUBE

SIZE

(inches)

CONCRETE MASONRY

DENSITY, POUNDS PER

CUBIC FOOT

MINIMUM REQUIRED
EQUIVALENT THICKNESS
FOR FIRE-RESISTANCE
RATING OF CONCRETE
MASONRY PROTECTION
ASSEMBLY, T^ (inches)

NOMINAL PIPE

SIZE

(inches)

CONCRETE 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 V2 wall
thickness

0.93

1.90

2.71

3.43

4 double extra

strong 0.674

wall thickness

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

4 X 4 X % wall
thickness

1.05

2.03

2.84

3.57

4 extra strong
0.337 wall
thickness

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 V4 wall
thickness

1.21

2.20

3.01

3.73

4 standard
0.237 wall
thickness

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

0.82

1.75

2.54

3.25

5 double extra

strong 0.750

wall thickness

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

0.96

1.91

2.71

3.42

5 extra strong
0.375 wall
thickness

1.04

2.01

2.83

3.54

100

1.12

2.14

3.00

3.75

100

1.19

2.23

3.09

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 V4 wall
thickness

1.14

2.11

2.92

3.63

5 standard
0.258 wall
thickness

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 V2 wall
thickness

0.77

1.66

2.44

3.13

6 double extra

strong 0.864

wall thickness

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 Vg wall
thickness

0.91

1.84

2.63

3.33

6 extra strong
0.432 wall
thickness

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 V4 wall
thickness

1.10

2.06

2.86

3.57

6 standard
0.280 wall
thickness

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 kgka^.

Note: Tabulated values assume 1-inch air gap between masonry and steel section.

2006 INTERNATIONAL BUILDING CODE®

157

FIRE-RESISTANCE-RATED CONSTRUCTION

TABLE 721 .5.1 (6)
FIRE RESISTANCE OF CLAY MASONRY 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

MINIMUM 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

W10X45

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

130

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
THICKNESS FOR FIRE-RESISTANCE

RATING OF CLAY MASONRY
PROTECTION ASSEMBLY, 7; (inches)

NOMINAL PIPE
SIZE (inches)

CLAY

MASONRY

DENSITY,

POUNDS PER

CUBIC FOOT

MINIMUM 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

4x4x^/8 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 % 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 V2 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 V4 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

158

2006 INTERNATIONAL BUILDING CODE""

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)

W14 X 233

IV,

xl76

2V,

xl32

X 90

IV,

X 61

X 48

2V,

X 43

W12X152

2V,

X 96

X 65

IV,

X 50

2V,

X 40

WlOx 88

IV,

X 49

2V,

X 45

X 39

3V,

X 33

W8 X 67

IV,

2V,

X 58

X 48

IV,

3V,

X 31

X 21

X 18

W6 X 25

IV,

3
3V,

3V,

X 20

2V,

X 16

X 15

X 9

FIRE-RESISTANCE-RATED CONSTRUCTION

TABLE 721.5.1(8)

MINIMUM COVER (inch) FOR STEEL COLUMNS

ENCASED IN STRUCTURAL LIGHTWEIGHT CONCRETE^

[FIGURE 721 .5.1 (6)(c)]

STRUCTURAL
SHAPE

FIRE-RESISTANCE RATING (HOURS)

1V,

W14 X 233

IV,

X193

IV,

X 74

X 61

2V,

X 43

IV,

W12x 65

IV,

X 53

2V,

X 40

IV,

W10X112

IV,

X 88

X 60

2V,

X 33

IV,

W8 X 35

IV,

2V,

X 28

X 24

2V,

X 18

IV,

For SI: 1 inch = 25.4 nun.

a. The tabulated thicknesses are based upon the assumed properties of struc-
turallightweight 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).

2006 INTERNATIONAL BUILDING CODE®

159

FIRE-RESISTANCE-RATED CONSTRUCTION

TABLE 721 .5.1 (9)

MINIMUM COVER (Inch) FOR STEEL COLUMNS

IN NORMAL-WEIGHT PRECAST COVERS"

[FIGURE 721 .5.1 (6)(a)]

STRUCTURAL
SHAPE

FIRE-RESISTANCE RATING (hours)

W14X233

IV,

2V,

x211

3V,

X176

X145

X109

2V,

X 99

X 61

3V,

X 43

4V,

W12X190

IV,

2V,

3V,

xl52

xl20

X 96

X 87

2V,

3V,

X 58

4V,

X 40

W10X112

IV,

3V,

X 88

X 77

2V,

X 54

3V,

X 33

4V,

W8 X 67

iv.

IV,

X 58

2V,

3V,

X 48

X 28

4V,

X 21

2V,

X 18

W6 X 25

IV,.

2V,

3V,

4V,

X 20

2V,

X 16

X 12

X 9

TABLE 721 .5.1 (10)

MINIMUM COVER (inch) FOR STEEL COLUMNS

IN STRUCTURAL LIGHTWEIGHT PRECAST COVERS"

[FIGURE 721. 5.1 (6)(a)]

STRUCTURAL
SHAPE

FIRE-RESISTANCE RATING (hours)

W14 X 233

IV,

2V,

xl76

xl45

2V,

xl32

xl09

X 99

X 68

3V,

X 43

W12X190

IV,

2V,

xl52

X136

xl06

:2 V,

X 96

3V,

X 87

X 65

X 40

W10X112

IV,

2 .

xlOO

2V,

X 88

X 77

3V,

X 60

X 39

X 33

W8 X 67

IV,

2V,

. 3

X 48

3V,

X 35

X 28

X 18 .

2V,

W6 X 25

IV,

3V,

X 15

2V,-

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 Ughtweight concrete given in Table 721 .5. 1(2).

160

2006 INTERNATIONAL BUILDING CODE®

FIRE-RESISTANCE-RATED CONSTRUCTION

721.5.2.2 Spray-applied fire-resistant materials. The

provisions in this section apply to structural steel beams
and girders protected with spray-applied fire-resistant
materials. Larger or smaller beam and girder shapes shall
be permitted to be substituted for beams specified in
approved unrestrained or restrained fire-resistance-rated
assemblies, provided the thickness of the fire-resistant
material is adjusted in accordance with the following
expression:

hi = K [(^1 / ^1 ) + 0-60] / [(^2 / £>2 ) + 0-60]

(Equation 7-17)

where:

h = Thickness of spray-applied fire-resistant material
in inches.

W = Weight of the structural steel beam or girder in
pounds per linear foot.

D = Heated perimeter of the structural steel beam in
inches.

Subscript 1 refers to the beam and fire-resistant mate-
rial thickness in the approved assembly.

Subscript 2 refers to the substitute beam or girder and
the required thickness of fire-resistant material.

The fire resistance of structural steel beams and gird-
ers protected with intumescent or mastic fire-resistant
coatings shall be determined on the basis of fire-resis-
tance tests in accordance with Section 703.2.

721.5.2.2.1 Minimum thicl^ness. The use of Equa-
tion 7-17 is subject to the following conditions:

1. The weight-to-heated-perimeter ratio for the
substitute beam or girder (Wj/Dj) shall not be
less than 0.37.

2. The thickness of fire protection materials calcu-
lated for the substitute beam or girder (Tj) shall
not be less than Vg inch (9.5 mm).

3. The unrestrained or restrained beam rating shall
not be less than 1 hour.

4i When used to adjust the material thickness for a
restrained beam, the use of this procedure is
limited to steel sections classified as compact in
accordance with the AISC Specification for
Structural Steel Buildings, (AISC-LRFD).

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 (WZ)) 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.

The fire resistance of structural steel trusses protected
with intumescent or mastic fire-resistant coatings shall
be determined on the basis of fire-resistance tests in
accordance with Section 703.2.

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.

721.6.2.2 Time assigned to membranes. Table
721.6.2(1) indicates the time assigned to membranes on
the fire-exposed side.

721.6.2.3 Exterior walls. For an exterior wall having
more than 5 feet ( 1 524 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
Table 721.6.2(3).

721.6.2.4 Floors and 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).

2006 INTERNATIONAL BUILDING CODE®

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TABLE 721.6.2(1)
TIME ASSIGNED TO WALLBOARD MEMBRANES^^'^"

DESCRIPTION OF FINISH

TIME^ (minutes)

^/g-inch wood structural panel bonded with
exterior glue

'^/32-inch wood structural panel bonded with
exterior glue

'%2-inch wood structural panel bonded with
exterior glue

^/g-inch gypsum wallboard

V2-inch gypsum wallboard

^/g-inch gypsum wallboard

V2-inch Type X gypsum wallboard

^/g-inch Type X gypsum wallboard

Double %-inch gypsum wallboard

V2- + ^/g-inch gypsum wallboard

Double V2-inch gypsum wallboard

For SI: 1 inch - 25 A mm.

a. These values apply only when membranes are installed on framing members
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, gypsurh 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 shaU not be included in determining the fire
resistance of tiie assembly. When dissimilar membranes are used on a wall assem-
bly, the calculation shall be made from the least fire-resistant (weaker) side.

e. The time assigned is not a finished rating.

721.6.2.5 Additional protection. 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.

721.6.2.6 Fastening. Fastening of wood frame assemblies
and the fastening of membranes to the wood framing
members shall be done in accordance with Chapter 23.

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:

Beatns: 2.5AZb [4 -2{b/dy\ for beams which may be
exposed to fire on four sides.

(Equation 7-18)

2.54Z^ [4 -{b/d}] for beams which may be exposed
to fire on three sides.

(Equation 7-19)

Columns: 2.54Z!i [3 -{d/b)] for columns which may be
exposed to fire on four sides

(Equation 7-20)

2.54Zd [3 -(d/2b)] for columns which may be
exposed to fire on three sides.

(Equation 7-21)

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 colunm
before exposure to fire (inches).

Z = Load factor, based on Figure 721.6.3(1).

TABLE 721 .6.2(2)
TIME ASSIGNED FOR CONTRIBUTION OF WOOD FRAME "'"•"

DESCRIPTION

TIME ASSIGNED TO FRAME (minutes)

Wood studs 16 inches o.c.

Wood floor and roof joists 16 inches o.c.

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 shaU have a nominal thickness 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.

TABLE 721.6.2(3)
MEMBRANE^ON EXTERIOR FACE OF WOOD STUD WALLS

SHEATHING

PAPER

EXTERIOR FINISH

Vg-inch T «& G lumber

Lumber siding

^/i6-inch exterior glue wood structural panel

Sheathing paper

Wood shingles and shakes

V2-inch gypsum wallboard

V4-'inch wood structural panels — exterior type

^/g-inch gypsum wallboard

V4-inch hardboard

V2-inch fiberboard

Metal siding .
Stucco on metal lath
Masonry veneer

None

—

^/g-inch exterior-grade wood structural panels

For SI: 1 pound/cubic foot = 16.0185 kgAn^.

a. Any combination of sheathing, paper and exterior finish is permitted.

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FIRE-RESISTANCE-RATED CONSTRUCTION

721.6.3.1 Equation 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
dimension shall be used for the purpose of these calcula-
tions.

721.6.3.2 Allowable loads. Allowable loads on beams
and columns are determined using design values given in
AF&PANDS.

721.6.3.3 Fastener protection. 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 Minimum 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
removed. The tension zone is moved inward and the
equivalent of an extra nominal 2-inch-thick (51 nrni)
outer tension lamination is added.

1.60

1.50

1.40

Z 1.30

1.20

COLUMNS Kgi/d <s.11

fc.

BEAMS
Kgl/d>

-COLUMNS >
11

..^^^

1.10

^'%0 50 60 70 80 90 100

LOAD ON MEMBERS AS A PERCENT OF DESIGN LOAD

FIGURE 721.6.3(1)
LOAD FIGURE

K^ = The efifective length factor as noted in Figure 721.6.3(2).
/ = The unsupported length of columns (inches).

TABLE 721.6.2(4)
FLOORING OR ROOFING OVER WOOD FRAMING^

ASSEMBLY

STRUCTURAL
MEMBERS

SUBFLOOR OR ROOF DECK

FINISHED FLOORING OR ROOFING

Floor

Wood

'Vgj-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 ^/g-inch-thick panel-type underlay

Ceramic tile on 1 V4-inch mortar bed

Roof

Wood

^ ^/32-inch wood structural panels or
' V16 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 consttuction.

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.

For SI: 1 pound/cubic foot = 1 6.0 1 85 kg/m^

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BUCKLING MODES

77",

\ \

THEORETICAL Kg VALUE

0.5

0.7

1.0

2.0

RECOMMENDED DESIGN Kq
WHEN IDEAL CONDITIONS
APPROXIMATED

o;65

0.80

1.2

1.0

2.10

2.4

END CONDITION CODE

ROTATION FIXED. TRANSLATION FIXED
ROTATION FREE, TRANSLATION FIXED

ROTATION FIXED, TRANSLATION FREE
ROTATION FREE, TRANSLATION FREE

FIGURE 721 .6.3(2)
EFFECTIVE LENGTH FACTORS

164

2006 INTERNATIONAL BUILDING CODE®

CHAPTER 8

INTERIOR FINISHES

SECTION 801
GENERAL

801.1 Scope. Provisions of this chapter shall govern the use of
materials used as interior finishes, trim and decorative materi-
als.

801.1.1 Interior finishes. These provisions shall limit the
allowable flame spread and smoke development based on
location and occupancy classification.

Exceptions:

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.

801.1.2 Decorative materials and trim. Decorative mate-
rials and trim shall be restricted by combustibility and the
flame propagation performance criteria of NFPA 701, in
accordance with Section 806.

801.1.3 Applicability. 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, ceilings, floors and other interior
surfaces of buildings.

801.2.1 Windows. Show windows in the exterior walls of
the first story above grade 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 2603.9
or 2604. This section shall apply both to exposed foam plas-
tics and to foam plastics used in conjunction with a textile or
vinyl facing or cover.

SECTION 802
DEFINITIONS

802.1 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 SPREAD. The propagation of flame over a surface.

FLAME SPREAD INDEX. A comparadve measure,
expressed as a dimensionless number, derived from visual
measurements of the spread of flame versus time for a material
tested in accordance with ASTM E 84.

INTERIOR FINISH. Interior finish includes interior wall and
ceiling finish and interior floor finish.

INTERIOR FLOOR FINISH. The exposed floor surfaces of
buildings including coverings applied 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; toilet room privacy parti-
tions; columns; ceilings; and interior wainscoting, paneling or
other finish applied structurally or for decoration, acoustical
correction, surface insulation, structural fire resistance or simi-
lar purposes, but not including trim.

SMOKE-DEVELOPED INDEX. A comparative measure,
expressed as a dimensionless number, derived from measure-
ments of smoke obscuration versus time for 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.

SECTION 803
WALL AND CEILING FINISHES

803.1 General. Interior wall and ceiling finishes shall be clas-
sified in accordance with ASTM E 84. Such interior finish
materials shall be grouped in the following classes in accor-
dance 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.

Exception: Materials, other than textiles, tested in accor-
dance with Section 803.2.

803.2. Interior wall or ceiling finishes other than textiles.

Interior 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 Acceptance 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
Items 3 and 4.

1 . During the 40kW exposure, flames shall not spread to
the ceiling.

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165

INTERIOR FINISHES

2. During the 160 kW exposure, the interior finish shall
comply with the following:

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.

13. The peak rate of heat release throughout the NFPA
286 test shall not exceed 800 kW.

4. 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 comply 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
directly against such construction or to furring strips not
exceeding 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 direction 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-resistance-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
installed directly against the wood decking or planking of
Type IV construction or to wood furring strips applied
directly 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
directly 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 ceiling finish shall have a flame spread index not
greater than that specified in Table 803.5 for the group and
location 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
materials, textiles, including materials having woven or
nonwoven, napped, tufted, looped or similar surface and carpet
and similar textile materials, shall comply with the require-
ments of Section 803.6.1, 803.6.2 or 803.6.3.

803.6.1 Surface burning characteristic test. Textile wall
and ceiling coverings shall have a Class A flame spread
index in accordance with ASTM E 84 and be protected by
automatic sprinklers installed in accordance with Section
903.3.1.1 or 903.3.1.2.

803.6.2 Room comer test, textiles. Textile wall coverings
shall meet the criteria of Section 803.6.2.1 when tested in
the manner intended for use in accordance with the Method
B protocol of NFPA 265 using the product-mounting sys-
tem, including adhesive.

803.6.2.1 Method B test protocol. During the 40 kW
exposure, the interior finish shall comply with Item 1 .
During the 150 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 40 kW exposure, flames shall not
spread to the ceiling.

2. During the 150 kW exposure, the interior finish
shall comply with the following:

2. 1 . Flame shall not spread to the outer extremi-
ties of the samples on the 8-foot by 1 2-foot
(203 mm by 305 mm) walls.

2.2. Flashover, as described in NFPA 265, shall
not occur.

3. The total smoke released throughout the NFPA
265 test shall not exceed 1000 m^.

803.6.3 Room comer test, ceiling and wall finish. Textile
wall and ceiling coverings shall meet the criteria of Section
803.2. 1 when tested in the manner intended for use in accor-
dance with NFPA 286 using the product-mounting system,
including adhesive.

803.7 Expanded vinyl 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.

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2006 INTERNATIONAL BUILDING CODE*"

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803.8 Insulation. 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 Section 804.2 through 804.4.1.

Exception: Floor finishes and coverings of a traditional
type, such as wood, vinyl, linoleum or terrazzo, and resihent
floor covering materials that are not comprised of fibers.

804.2 Classification. Interior floor finish and floor covering
materials required by Section 804.4. 1 to be of Class I or II
materials shall be classified in accordance with NFPA 253. The
classification referred to herein corresponds to the classifica-

TABLE 803.5
INTERIOR WALL AND CEILING FINISH REQUIREMENTS BY OCCUPANCY''

GROUP

SPRINKLERED'

NONSPRINKLERED

Exit enclosures and
exit passageways"-*'

Corridors

Rooms and
enclosed spaces'^

Exit enclosures and
exit passageways"'*'

Corridors

Rooms and
enclosed spaces'^

A-1 & A-2

A'^

A-3f, A-4, A-5

■ A ^

A''

B,E,M,R-l,R-4

I-l

1-2

Bh,i

1-3

. A

1-4

Bh,i

R-2

R-3

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 noncbmbustible base or over furring strips applied to a noncpmbustible base and fireblocked as required by Section 803.4.1.

b. In exit enclosures 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 fin-
ish 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. Partitions that do not comply with this shall be considered enclosing spaces and the rooms or
spaces on both sides shall be considered one. In deterinining the applicable requireriients 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 places of religious worship, wood used for ornamental purposes, trusses, paneUng 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 wainscotting extending not more than 48 inches above the finished floor in corridors,
k. Finish materials as provided for in other sections of this code. . ,

1. Applies when the exit enclosures, exit passageways, corridors or rooms and enclosed spaces are protected by a sprinkler system installed in accordance with Sec-
tion 903.3.1.1 or 903.3.1.2.

2006 INTERNATIONAL BUILDING CODE®

167

INTERIOR FINISHES

tions determined by NFPA 253 as follows: Class I, 0.45
watts/cm^ or greater; Class 11, 0.22 watts/cm^ or greater.

804.3 Testing and identification. Interior floor finish and
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 sup-
plier and style, and shall indicate the interior floor finish or
floor covering classification according to Section 804.2. Car-
pet-type floor coverings shall be tested as proposed for use,
including underlayment. Test reports confirming the informa-
tion provided in the manufacturer's product identification shall
be furnished to the building official upon request.

804.4 Interior floor finish requirements. In all occupancies,
interior floor finish and floor covering materials in exit enclo-
sures, exit passageways, corridors and rooms or spaces not sep-
arated from corridors by full-height partitions extending from
the floor to the underside of the ceiling shall withstand a mini-
mum critical radiant flux as specified in Section 804.4.1.

804.4.1 Minimum critical radiant flux. Interior floor fin-
ish and floor covering materials in exit enclosures, exit pas-
sageways and corridors 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, 1-4, M, R-1, R-2 and S. In all areas, floor covering
materials 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 or 903.3.1.2, Class II materials are
permitted in any area where Class I materials are
required, and materials complying with the DOC FF-1
"pill test" (CPSC 16 CFR, Part 1630) are permitted in
any area where Class 11 materials are required.

SECTION 805

COMBUSTIBLE MATERIALS IN TYPE I AND II

CONSTRUCTION

805.1 Application. Combustible materials installed on or
embedded in floors of buildings of Type I or II construction
shall comply with Sections 805.1.1 through 805.1.3.

Exception: Stages and platforms constructed in accordance
with Sections 410.3 and 410.4, respectively.

805.1.1 Subfloor 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.

805.1.2 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
cemented directly to the top surface of approved fire-resis-
tance-rated floor construction or directly to a wood subfloor
attached to sleepers as provided for in Section 805.1.1.

805.1.3 Insulating boards. Combustible insulating boards
not more than V2 inch (12.7 mm) thick and covered with
approved finish flooring are permitted where attached
directly to a noncombustible floor assembly or to wood
subflooring attached to sleepers as provided for in Section
805.1.1.

[F] SECTION 806
DECORATIVE MATERIALS AND TRIM

[F] 806.1 General requirements. In occupancies in Groups A,
E, I and R-1 and dormitories in Group R-2, curtains, draperies,
hangings and other decorative materials suspended from walls
or ceilings shall meet the flame propagation performance crite-
ria of NFPA 701 in accordance with Section 806.2 or be
noncombustible.

In Groups I-l and 1-2, combustible decorative materials shall
meet the flame propagation criteria of NFPA 701 unless the
decorative materials, including, but not limited to, photographs
and paintings, are of such limited quantities that a hazard of fire
development or spread is not present. In Group 1-3, combusti-
ble decorative materials are prohibited.

Fixed or movable walls and partitions, paneling, wall pads
and crash pads applied structurally or for decoration, acoustical
correction, surface insulation or other purposes shall be consid-
ered interior finish if they cover 10 percent or more of the wall
or of the ceiling area, and shall not be considered decorative
materials or furnishings.

In Group B and M occupancies, fabric partitions suspended
from the ceiling and not supported by the floor shall meet the
flame propagation performance criteria in accordance with
Section 806.2 and NFPA 701 or shall be noncombustible.

[F] 806.1.1 Noncombustible materials. The permissible
amount of noncombustible decorative material shall not be
limited.

[F] 806.1.2 Combustible decorative materials. The per-
missible amount of decorative materials meeting the flame
propagation performance criteria of NFPA 701 shall not
exceed 10 percent of the aggregate area of walls and ceil-
ings.

Exceptions:

1. In auditoriums in Group A, the permissible
amount of decorative material meeting the flame
propagation performance criteria of NFPA 701
shall not exceed 50 percent of the aggregate area of
walls and ceiling where the building is equipped
throughout with an automatic sprinkler system in
accordance with Section 903.3.1.1 and where the
material is installed in accordance with Section
803.4.

2. The amount of fabric partitions suspended from
the ceiling and not supported by the floor in Group
B and M occupancies shall not be limited.

[F] 806.2 Acceptance criteria and reports. Where required
by Section 806.1, decorative materials shall be tested by an
approved agency and meet the flame propagation performance
criteria of NFPA 701 or such materials shall be

168

2006 INTERNATIONAL BUILDING CODE®

INTERIOR FINISHES

noncombustible. Reports of test results shall be prepared in
accordance with NFPA 701 and furnished to the building offi-
cial upon request.

[F] 806.3 Foam plastic. Foam plastic used as trim in any occu-
pancy shall comply with Section 2604.2.

[F] 806.4 Pyroxylin 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.

[F] 806.5 Interior trim. Material, other than foam plastic used
as interior trim shall have a minimum Class C flame spread and
smoke-developed index when tested in accordance with
ASTM E 84, as described in Section 803.1. Combustible trim,
excluding handrails and guardrails, shall not exceed 10 percent
of the aggregate wall or ceiling area in which it is located.

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170 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 9

FIRE PROTECTION SYSTEMS

SECTION 901
GENERAL

901.1 Scope. The provisions of this chapter shall specify where
fire protection systems are required and shall apply to the
design, installation and operation of fire protection systems.

901.2 Fire protection systems. 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 reduc-
tion to the provisions of this code has been granted shall be con-
sidered to be a required system.

Exception: 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.

901.3 Modifications. 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
approval by the building official.

901.4 Threads. 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.

901.5 Acceptance tests. Fire protection systems shall be tested
in accordance with the requirements of this code and the Inter-
national Fire Code. When required, the tests shall be con-
ducted in the presence of the building official. Tests required by
this code, the International Fire Code and the standards Usted
in this code shall be conducted at the expense of the owner or
the owner's representative. It shall be unlawful to occupy por-
tions of a structure until the required fire protection systems
within that portion of the structure have been tested and
approved.

901.6 Supervisory service. Where required, fire protection
systems shall be monitored by an approved supervising station
in accordance with NFPA 72.

901.6.1 Automatic sprinkler systems. Automatic sprin-
kler systems shall be monitored by an approved supervising
station.

Exceptions:

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.

Exceptions:

1. Single- and multiple-station smoke alarms
required by Section 907.2.10.

2. Smoke detectors in Group 1-3 occupancies.

3. Supervisory service is not requiied for automatic
sprinkler systems in one- and two-family dwell-
ings.

901.6.3 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.

Exception: When approved by the building official,
on-site monitoring at a constantly attended location shall
be permitted provided that notifications to the fire
department will be equal to those provided by an
approved supervising station.

901.7 Fire areas. Where buildings, or portions thereof, are
divided 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 706.3.9.

SECTION 902
DEFINITIONS

902.1 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.

[F] ALARM 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
requiring immediate action, such as a signal indicative of fire.

[F] ALARM VERIFICATION FEATURE. A feature of
automatic 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 infonnation about a cir-
cuit, condition or location.

[F] AUDIBLE ALARM NOTIFICATION APPLIANCE. A

notification appliance that alerts by the sense of hearing.

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[F] AUTOMATIC. As applied to fire protection devices, is a
device or system providing an emergency function witliout the
necessity for human intervention and activated as a result of a
predetermined temperature rise, rate of temperature rise or
combustion products.

[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
underground 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
designed piping installed in a structure or area, generally over-
head, and to which automatic sprinklers are connected in a sys-
tematic 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 concentration of an
air-borne contaminant to which one may be exposed, as pub-
lished in DDL 29 CFR Part 1910.1000.

[F] CLEAN AGENT. Electrically nonconducting, 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
department 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 pi:ovide resistance to packing, resistance to moisture
absorption (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 facilities for originat-
ing and distributing 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
disruption 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
devices 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 initiated 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
arranged 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-
munications 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
detect a fire, activate an alarm, extinguish or control a fire, con-
trol 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, niaterials 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

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meets identified standards or has been tested and found suitable
for a specified purpose.

[F] MANUAL FIRE ALARM BOX. A manually operated
device used to initiate an alarm signal.

[F] MULTIPLE-STATION ALARM DEVICE. Two or

more single-station alarm devices that are capable of intercon-
nection such that actuation of one causes all integral or separate
audible alarms to operate. It also can consist of one single-sta-
tion alarm device having connections to other detectors or to a
manual fire alarm box.

[F] MULTIPLE-STATION 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
incorporating 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
responsive 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 Vj-inch (64 mm) hose
connections to supply water for use by fire departments and
those trained in handling heavy fire streams.

Class II system. A system providing IVj-inch (38 mm)
hose stations to supply water for use primarily by the build-
ing occupants or by the fire department during initial
response.

Class III system. A system providing lV2-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:

Automatic dry. A dry standpipe system, normally filled
with pressurized air, that is arranged through the use of a
device, such as dry pipe valve, to admit water into the sys-
tem 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.

Manual dry. A dry standpipe system that does not have a
permanent water supply attached to the system. Manual dry
standpipe systems require water from a fire department
pumper to be pumped into the system through the fire
department connection in order to meet the system demand.

Manual 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 delivering
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.

Semiautomatic dry. A dry standpipe system that is
arranged through the use of a device, such as a deluge valve,
to admit water into the system piping upon activation of a
remote control device located at a hose connection. A
remote control activation device shall be provided at each
hose connection. The water supply for a semiautomatic dry
standpipe system shall be capable of supplying the system
demand.

[F] SUPERVISING STATION. A facility that receives sig-
nals and at which personnel are in attendance at all times to
respond 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,
water-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
life 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 OR 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.

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[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.

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 fire code official.

[F] 903.2 Where required. Approved automatic sprinkler sys-
tems in new buildings and structures shall be provided in the
locations 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 fire
barriers consisting of not less than 1-hour fire-resis-
tance-rated walls and 2-hour fire-resistance-rated floor/
ceiling assemblies.

[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 automatic sprinkler system shall be provided in the
spaces indicated in Section 903.2.1.5.

[F] 903.2.1.1 Group A-1. 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 multitheater 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 (465 m^);

2. The fire area has an occupant load of 100 or more;
or

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 automatic 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 automatic sprinkler sys-
tem shall be provided for Group A-4 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] 903.2.1.5 Group A-5. An automatic sprinkler sys-
tem shall be provided for Group A-5 occupancies in the
following areas: 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 automatic 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
required in any fire area or area below the level of exit
discharge where every classroom throughout the build-
ing 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 condi-
tions exists:

1. Where a Group F-1 fire area exceeds 12,000 square
feet (11 15 m2);

2. Where a Group F- 1 fire area is located more than three
stories above grade plane; 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^).

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[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
operations 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 Sec-
tions 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-
tem shall not be less than that required by this code for
the occupancy hazard classifications in accordance with
Table 903.2.4.2. Where the design area of the sprinkler
system 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 SPRINKLER DESIGN 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] 903.2.4.3 Pyroxylin plastics. An automatic sprin-
kler system shall be provided in buildings, or portions
thereof, where cellulose nitrate film or pyroxylin plastics
are manufactured, stored or handled in quantities
exceeding 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.

Exception: 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 Group M. An automatic sprinkler system shall
be provided throughout buildings containing a Group M
occupancy where one of the following conditions exists:

1. Where a Group M fire area exceeds 12,000 square
feet (1115 m2);

2. Where a Group M fire area is located more than three
stories above grade plane; 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 High-piled storage. An automatic sprin-
kler system shall be provided in accordance with the
International Fire Code in all buildings of Group M
where storage of merchandise is in high-piled or rack
storage arrays.

[F] 903.2.7 Group R. An automatic sprinkler system
installed in accordance with Section 903.3 shall be provided
throughout all buildings with a Group R fire area.

[F] 903.2.8 Group S-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
(1115 m2);

2. A Group S-1 fire area is located more than three sto-
ries above grade plane; 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] 903.2.8.1 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
garage 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 Bulk storage of 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.

Exception: Enclosed parking garages located beneath
Group R-3 occupancies.

[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 Windowless stories in all occupancies. An

automatic sprinkler system shall be installed in the locations
set forth in Sections 903.2.10.1 through 903.2.10.1.3.

Exception: Group R-3 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:

1 . 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

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FIRE PROTECTION SYSTEMS

linear feet (15 240 mm), or fraction thereof, of
exterior wall in the story on at least one side.

2. Openings entirely above the adjoining ground
level totaling 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.

[F] 903.2.10.1.1 Opening dimensions and access.

Openings shall have a minimum dimension of not less
than 30 inches (762 mm). Such openings shall be
accessible 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.

[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
approved 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
extending 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 55 feet or more in height. An

automatic 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
materials.

Exception: Ducts in which the largest cross-sectional
diameter of the duct is less than 10 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
automatic sprinkler system is used to comply with Sec-
tion 904.

[F] 903.2.13 Other required suppression systems. In

addition to the requirements of Section 903.2, the provi-
sions indicated in Table 903.2.13 also require the installa-
tion of a suppression system for certain buildings and areas.

[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

415.6.2.4

Group H-2

416.4

Flammable finishes

417.4

Drying rooms

507

Unlimited area buildings

508.2

Incidental use areas

1025.6.2.3

Smoke-protected assembly seating

IFC

Sprinkler system requirements as set forth in

Section 903.2.13 of the International Fire

Code

[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] 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 this section, sprinklers
shall be installed throughout in accordance with NFPA
13 except as provided in Section.

[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.

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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 fire code offi-
cial.

3. Generator and transformer rooms separated
from the remainder of the building by walls and
floor/ceiling 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
allowed in buildings of Group R, up to and including four
stories in height, automatic sprinkler systems shall be
installed throughout in accordance with NFPA 13R.

[F] 903.3.1.2.1 Balconies and decks. Sprinkler protec-
tion shall be provided for exterior balconies, decks 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 mem-
bers and a maximum distance of 14 inches (356 mm)
below the deck of the exterior balconies and decks that
are constructed of open wood joist construction.

[F] 903.3.1.3 NFPA 13D sprinkler systems. Where
allowed, automatic sprinkler systems in one- and
two-family dwellings shall be installed throughout in
accordance with NFPA 13D.

[F] 903.3.2 Quick-response and residential sprinklers.

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 listings :

1. Throughout all spaces within a smoke compartment
containing patient sleeping units in Group 1-2 in
accordance 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] 903.3.3 Obstructed locations. 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 automatic
sprinklers and the top of piles of combustible fibers.

Exception: Kitchen equipment under exhaust hoods
protected with a fire-extinguishing system in accordance
with Section 904.

[F] 903.3.4 Actuation. Automatic sprinkler systems shall
be automatically actuated unless specifically provided for in
this code.

[F] 903.3.5 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] 903.3.5.1 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 Limited area sprinkler systems.

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
automatic standpipe is not available. Limited area
sprinkler systems connected to domestic water sup-
plies shall comply with each of the following require-
ments:

1. Valves shall not be installed between the
domestic water riser control valve and the
sprinklers.

Exception: An approved indicating control
valve supervised in the open position in
accordance 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
NFPA13D.

[F] 903.3.5.1.2 Residential combination services. A

single combination water supply shall be allowed pro-
vided that the domestic demand is added to the sprin-
kler demand as required by NFPA 13R.

[F] 903.3.5.2 Secondary 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
of not less than 30 minutes as determined by the occu-
pancy hazard classification in accordance with NFPA 1 3.

Exception: Existing buildings.

[F] 903.3.6 Hose threads. Fire hose threads and fittings
used in connection with automatic sprinkler systems shall I
be as prescribed by the fire code official. I

[F] 903.4 Sprinkler system monitoring and alarms. All

valves controlling the water supply for automatic sprinkler sys-

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terns, 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 dwellings.

2. Limited area systems serving fewer than 20 sprin-
klers.

3. Automatic sprinkler systems installed in accordance
with NFPA 1 3R 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.

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
engines 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 fire code official, shall sound an audi-
ble signal at a constantly attended location.

Exceptions:

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
required to be equipped with a fire alarm system,
the backflow preventer valves shall be electrically
supervised 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
location. 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
indicating control valves shall be provided at the point of
connection 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.

SECTION 904

ALTERNATIVE AUTOMATIC

FIRE-EXTINGUISHING SYSTEMS

[F] 904.1 General. Automatic fire-extinguishing systems,
other than automatic sprinkler systems, shall be designed,
installed, 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 fire code I
official. Automatic fire-extinguishing systems shall not be con- I
sidered alternatives for the purposes of exceptions or reduc-
tions allowed by other requirements of this code.

[F] 904.2.1 Commercial hood and duct systems. Each
required commercial kitchen exhaust hood and duct system
required by the International Fire Code or the Interriational
Mechanical Code to have a Type I hood shall be protected
with an approved automatic fire-extinguishing system
installed in accordance 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
interlocks 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
required by the design and installation standard utilized 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 occu-
pants 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.

[F] 904.4.1 Inspection. Prior to conducting final accep-
tance tests, the following items shall be inspected:

1 . Hazard specification for consistency with design haz-
ard.

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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.

[F] 904.4.2.1 Audible and visible signals. The audibil-
ity and visibility of notification appliances signaling
agent discharge or system operation, where required,
shall be verified.

[F] 904.4.3 Monitor testing. 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-chemical systems. Wet-chemical extinguish-
ing systems shall be installed, maintained, periodically
inspected and tested in accordance with NFPA 17 A and their
listing.

[F] 904.6 Dry-chemical 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
accordance with NFPA 1 1 and NFPA 16 and their listing.

[F] 904.8 Carbon dioxide systems. Carbon dioxide extin-
guishing systems shall be installed, maintained, periodically
inspected and tested in accordance with NFPA 12 and their list-
ing.

[F] 904.9 Halon systems. Halogenated extinguishing systems
shall be installed, maintained, periodically inspected and tested
in accordance with NFPA 12A and their listing.

[F] 904.10 Clean-agent systems. Clean-agent fire-extinguish-
ing systems shall be installed, maintained, periodically
inspected and tested in accordance with NFPA 2001 and their
listing.

[F] 904.11 Commercial cooking 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
arrangement protected. Preengineered automatic dry- and
wet-chemical extinguishing systems shall be tested in accor-
dance with UL 300 and listed and labeled for the intended
application. Other types of automatic fire-extinguishing sys-
tems 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 follows:

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.

Exception: Factory-built commercial cooking recirculat-
ing systems that are tested in accordance with UL 710B and
listed, labeled and installed in accordance with Section
304.1 of the International Mechanical Code.

[F] 904.11.1 Manual system operation. 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 installed not
more than 48 inches (1200 mm) or less than 42 inches (1067
mm) above the floor and shall clearly identify the hazard
protected. The manual actuation shall require a maximum
force of 40 pounds ( 1 78 N) and a maximum movement of 1 4
inches (356 mm) to actuate the fire suppression system.

Exception: Automatic sprinkler systems shall not be
required to be equipped with manual actuation means.

[F] 904.11.2 System interconnection. 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 Carbon 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
installed at the top of the duct, the top nozzle shall be imme-
diately below the damper. Automatic carbon dioxide
fire-extinguishing systems shall be sufficiently sized to pro-
tect against all hazards venting through a common duct
simultaneously.

[F] 904.11.3.1 Ventilation system. Commercial-type
cooking equipment protected by an automatic carbon
dioxide-extinguishing system shall be arranged to shut
off the ventilation system upon activation.

[F] 904.11.4 Special provisions for automatic sprinkler
systems. Automatic sprinkler systems protecting conmier-
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 tested in accordance with

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UL 199E, listed for that application and installed in
accordance with their listing.

SECTION 905
STANDPIPE SYSTEMS

[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 Installation standard. Standpipe systems shall be
installed in accordance with this section and NFPA 14.

[F] 905.3 Required installations. Standpipe systems shall be
installed where required by Sections 905.3.1 through 905.3.7
and in the locations indicated in Sections 905.4, 905.5 and
905.6. Standpipe systems are allowed to be combined with
automatic sprinkler systems.

Exception: Standpipe systems are not required in Group
R-3 occupancies.

[F] 905.3.1 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 depart-
. ment 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 1 50 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 connections are
located as required for Class II standpipes in accor-
dance with Section 905.5.

4. Class I standpipes are allowed in basements
equipped throughout with an automatic sprinkler
system.

5. In determining the lowest level of fire department
vehicle access, it shall not be required to consider:

5.1. Recessed loading docks for four vehicles
or less; and

5.2. Conditions where topography makes
access from the fire department vehicle to
the building impractical or impossible.

[F] 905.3.2 Group 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] 905.3.3 Covered mall buildings. A covered mall build-
ing shall be equipped throughout with a standpipe system
where required by Section 905.3.1. Covered mall buildings
not required to be equipped with a standpipe system by Sec-
tion 905.3. 1 shall be equipped with Class I hose connections
connected to a system sized to deliver water at 250 gallons
per minute (946.4 L/min) at the most hydraulically remote
outlet. Hose connections shall be provided at each of the fol-
lowing 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] 905.3.4 Stages. Stages greater than 1,000 square feet in
area (93 m^) shall be equipped with a Class III wet standpipe
system with lV2-inch and 2V2-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, a
lV2-inch (38 mm) hose connection shall be installed in
accordance with NFPA 13 or in accordance with NFPA
14 for Class II or III standpipes.

[F] 905.3.4.1 Hose and cabinet. The lV2-inch (38 mm)
hose connections shall be equipped with sufficient
lengths of 172-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
helistop 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 1 107.5 of
the International Fire Code.

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[F] 905.3.7 Marinas and boatyards. Marinas and
boatyards shall be equipped throughout with standpipe sys-
tems in accordance with NFPA 303.

[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 fire code official.

2. On each side of the wall adjacent to the exit opening of a
horizontal exit.

Exception: Where floor areas adjacent to a horizontal
exit are reachable from exit stairway hose connec-
tions by a 30-foot (9 144 mm) hose stream from a noz-
zle attached to 100 feet (30480 mm) of hose, a hose
connection shall not be required at the 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 pub-
lic entrance to the mall and adjacent to each entrance
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 located 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 purposes.

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 fire code official is authorized to
require that additional hose connections 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
fire resistance equal to that required for vertical enclosures
in the building in which they are located.

Exception: In buildings equipped throughout with an
approved automatic sprinkler system, laterals that are not
located within an enclosed stairway or pressurized
enclosure are not required to be enclosed within
fire-resistance-rated construction.

[F] 905.4.2 Interconnection. In buildings where more than
one standpipe is provided, the standpipes shall be intercon-
nected in accordance with NFPA 14.

[F] 905.5 Location of Class II standpipe hose connections.

Class II standpipe hose connections shall be accessible and
located 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 Groups A-1 and A-2. In Group A-1 and A-2
occupancies 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 Protection. Fire-resistance-rated protection of
risers and laterals of Class II standpipe systems is not
required.

[F] 905.5.3 Class II system 1-inch hose. 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 fire code I
olBcial. I

[F] 905.6 Location of Class III standpipe hose connections.

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 Protection. 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 Interconnection. In buildings where more than
one Class III standpipe is provided, the standpipes shall be
interconnected at the bottom.

[F] 905.7 Cabinets. 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 Cabinet equipment identification. 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,
indicating the equipment contained therein.

Exceptions:

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] 905.7.2 Locking cabinet doors. Cabinets shall be
unlocked.

Exceptions:

1. Visual identification panels of glass or other
approved transparent frangible material that is eas-
ily broken and allows access.

2. Approved locking arrangements.

3. Group 1-3.

[F] 905.8 Dry standpipes. Dry standpipes shall not be
installed.

Exception: Where subject to freezing and in accordance
with NFPA 14.

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[F] 905.9 Valve supervision. Valves controlling water sup-
plies shall be supervised in the open position so that a change in
the normal position of the valve will generate a supervisory sig-
nal at the supervising station required by Section 903.4. Where
a fire alarm system is provided, a signal shall also be transmit-
ted to the control unit.

Exceptions:

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 During construction. Standpipe systems required
during construction and demolition operations shall be pro-
vided in accordance with Section 331 1.

SECTION 906
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 ALARM AND DETECTION SYSTEMS

[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 Construction documents. 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.

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.

[FJ907.2 Where required. An approved manual, automatic or
manual and automatic fire alarm system installed in accor-

dance with the provisions of this code and NFPA 72 shall be
provided in new buildings and structures in accordance with
Sections 907.2.1 through 907.2.23 and provide occupant noti-
fication in accordance with Section 907.9, unless other require-
ments are provided by another section of this code. Where
automatic sprinkler protection installed in accordance with
Section 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.

The automatic fire detectors shall be smoke detectors.
Where ambient conditions prohibit installation of automatic
smoke detection, other automatic fire detection shall be
allowed.

[F]907.2.1 Group A. A manual fire alarm system shall be I
installed in Group A occupancies having an occupant load I
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 alarm notification appli-
ances 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
using an emergency voice/alarm communications sys-
tem in accordance with NFPA 72.

Exception: Where approved, the prerecorded
announcement 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.

[F] 907.2.3 Group E. A manual fire alarm system shall be
installed in Group E occupancies. When automatic sprin-
kler systems or smoke detectors are installed, such systems
or detectors shall be connected to the building fire alarm
system.

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:

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•l

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 fire code official.

3. Manual fire alarm boxes shall not be required in
Group E occupancies where the building is
equipped throughout with an approved automatic
sprinkler system, the notification appliances will
activate on sprinkler water flow and manual acti-
vation is provided from a normally occupied loca-
tion.

[F] 907.2.4 Group F. A manual fire alarm system shall be
installed in Group F occupancies that are two or more sto-
ries 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
when the building is equipped throughout with an auto-
matic sprinkler system and the notification appliances
will activate 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 coatings. 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 shall be
installed in Group I occupancies. An electrically super-
vised, automatic smoke detection system shall be provided
in accordance with Sections 907.2.6.1 and 907.2.6.2.

Exception: Manual fire alarm boxes in resident or
patient sleeping areas of Group I-l and 1-2 occupancies
shall not be required at exits if located at all nurses' con-
trol stations or 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 exceeded.

IF] 907.2.6.1 Group I-l. Corridors, habitable spaces
other than sleeping units and kitchens and waiting areas

that are open to corridors shall be equipped with an auto-
matic smoke detection system.

Exceptions:

1. Smoke detection in habitable spaces is not
required where the facility is equipped through-
out with an automatic sprinkler system.

2. Smoke detection is not required for exterior
balconies.

[F] 907.2.6.2 Group 1-2. Corridors in nursing homes (both
intermediate care and skilled nursing faciUties), detoxifica-
tion faciUties and spaces permitted to be open to the corri-
dors by Section 407.2 shall be equipped with an automatic
fire detection system. Hospitals shall be equipped with
smoke detection as required in Section 407.2.

Exceptions:

1. Corridor smoke detection is not required in
smoke compartments that contain patient sleep-
ing units 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 units 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
required alerting function.

[F] 907.2.6.3 Group 1-3. Group 1-3 occupancies shall be
equipped with a manual and automatic fire alarm system
installed for alerting staff.

[F] 907.2.6.3.1 System initiation. 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] 907.2.6.3.2 Manual fire alarm boxes. Manual
fire alarm boxes are not required to be located in
accordance 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] 907.2.6.3.3 Smoke detectors. An approved auto-
matic smoke detection system shall be installed
throughout resident housing areas, including sleeping
units and contiguous day rooms, group activity spaces

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and other common spaces normally accessible to resi-
dents.

Exceptions:

1. Other approved smoke detection arrange-
ments providing equivalent protection
including, but not limited to, placing detec-
tors in exhaust ducts from cells or behind
protective guards listed for the purpose are
allowed when necessary to prevent damage
or tampering.

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 system.

[F] 907.2.7 Group M. A manual fire alarm system shall be
installed in Group M occupancies having an occupant load
of 500 or more persons or more than 100 persons above or
below the lowest level of exit discharge. The initiation of a
signal from a manual fire alarm box shall initiate alarm noti-
fication appliances as required by Section 907.9.

Exceptions:

1. Covered mall buildings complying with Section
402.

2. Manual fire alarm boxes are not required where the
building is equipped throughout with an automatic
sprinkler system and the alarm notification appli-
ances will automatically activate upon sprinkler
water flow.

[F] 907.2.7.1 Occupant notification. During times that
the building is occupied, the initiation of a signal from a
manual fire alarm box or from a water flow switch shall
not be required to activate the alarm notification appli-
ances when an alarm signal is activated at a constantly
attended location from which evacuation instructions
shall be initiated over an emergency voice/alarm com-
munication system installed in accordance with Section
907.2.12.2.

The emergency voice/alarm communication system
shall be allowed to be used for other announcements pro-
vided the manual fire alarm use takes precedence over
any other use.

[F] 907.2.8 Group R-1. Fire alarm systems shall be
installed in Group R-1 occupancies as required in Sections
907.2.8.1 through 907.2.8.3.

[F] 907.2.8.1 Manual fire alarm system. A manual fire
alarm system shall be installed in Group R-1 occupan-

cies.

Exceptions:

1 . A manual fire alarm system is not required in
buildings not more than two stories in height
where all individual sleeping units and contigu-
ous attic and crawl spaces are separated from
each other and public or common areas by at
least 1-hour fire partitions and each individual

sleeping unit 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
installed at an approved location.

[F] 907.2.8.2 Automatic fire alarm system. An auto-
matic fire alarm system shall be installed throughout all
interior corridors serving sleeping units.

Exception: An automatic fire detection system is not
required in buildings that do not have interior corri-
dors serving sleeping units and where each sleeping
unit 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
installed 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 sleeping
units shall be connected to an emergency electrical sys-
tem and shall be annunciated by sleeping unit at a con-
stantly 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 build-
ings not more than 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 parti-
tions and each dwelling unit or sleeping unit
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:

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2. 1 . The building is equipped throughout
with an automatic sprinkler system
in accordance with Section
903.3.1.1 or Section 903.3.1.2; and

2.2. The notification appliances will acti-
vate upon sprinkler flow.

3. A fire alarm system is not required in build-
ings that do not have interior corridors serv-
ing dwelling units and are protected by an
approved automatic sprinkler system
installed in accordance with Section
903.3.1.1 or 903.3.1.2, provided that dwell-
ing 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 accor-
dance with Section 1023.6, Exception 4.

[F] 907.2.10 Single- and multiple-station smoke alarms.

Listed single- and multiple-station smoke alarms comply-
ing with UL 217 shall be installed in accordance with the
provisions of this code and the household fire-warning
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
described in Sections 907. 2. 10. 1.1 through 907.2.10.1.3.

[F] 907.2.10.1.1 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
installed and maintained in Groups R-2, R-3, R-4 and
I- 1 , 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 dwellings 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 hiultiple-sta-
tion smoke alarms shall be installed and maintained in
sleeping areas in Group I-l occupancies.

Exception: Single- or multiple-station smoke
alarms shall not be required where the building is
equipped throughout with an automatic fire detec-
tion system in accordance with Section 907.2.6.

[F] 907.2.10.2 Power source. In new construction,
required 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 alanns shall emit a signal when
the batteries are low. Wiring shall be permanent and
without a disconnecting switch other than as required for
. overcurrent protection.

Exception: Smoke alarms are not required to be
equipped with battery backup in Group R7I where
they are connected to an emergency electrical system.

[F] 907.2.10.3 Interconnection. 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 testing. When the installa-
tion of the alarm devices is complete, each detector and
interconnecting wiring for multiple-station alarm
devices shall be tested in accordance with the household
fire warning equipment provisions of NFR\ 72.

[F] 907.2.11 Special amusement buildings. An approved
automatic smoke detection system shall be provided in spe-
cial amusement buildings in accordance with this section.

Exception: 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
detector, the automatic sprinkler system or any other
automatic fire detection device shall immediately sound
an alarm at the building at a constantly attended location
from which emergency action can be initiated, including
the capability of manual initiation of requirements in
Section 907.2. 11.2.

[F] 907.2.11.2 System response. The activation of two
or more smoke detectors, a single smoke detector with
alarm verification, the automatic sprinkler system or
other approved fire detection device shall automatically :

1. Cause illumination of the means of egress with
light of not less than 1 foot-candle (11 lux) at the
walking surface level;

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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 activa-
tion 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 prere-
corded message shall produce a sound which is
distinctive from other sounds used during normal
operation.

The wiring to the auxiliary devices and equip-
ment used to accomplish the above fire safety
functions shall be monitored for integrity in accor-
dance with NFPA 72.

[F] 907.2.11.3 Emergency voice/alarm communica-
tion system. An emergency voice/alarm communication
system, which is also allowed to serve as a public address
system, shall be installed in accordance with NPPA 72,
and shall be audible throughout the entire special amuse-
ment building.

[F] 907.2.12 High-rise buildings. Buildings with a floor
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 automatic fire alarm system
and an emergency voice/alarm communication system in
accordance with Section 907.2. 12.2.

Exceptions:

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 503.1.1.

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 detection. 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
located as follows:

1. In each mechanical equipment, electrical, trans-
former, telephone equipment or similar room
which is not provided with sprinkler protection,
elevator 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 hsted 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 voice/alarm communica-
tion 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
for a general or staged evacuation on a minimum of the
alarming floor, the floor above and the floor below in
accordance with the building's fire safety and evacuation
plans required by Section 404 of the International Fire
Code. Speakers shall be provided throughout the build-
ing by paging zones. As a minimum, paging zones shall
be provided as follows:

1. Elevator groups.

2. Exit stairways.

3. Each floor.

4. Areas of refuge as defined in Section 1002.1.

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
provided on a selective and all-call basis for all paging I
zones. I

[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 paging zones on a selective and all-call basis . I

[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
department communication device shall be provided at
each floor level within the enclosed stairway.

Exception: Fire department radio systems where
approved 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-

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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 automatic 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, wood structural panel and veneer
mills. Lumber, wood structural panel 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
underground building in accordance with this code, auto-
matic fire detectors shall be provided in accordance with
this section.

[F] 907.2.18.1 Smoke detectors. A minimum of one
smoke detector listed 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 ple-
nums of heating, ventilating and air-conditioning
systems, except that in Group R occupancies, a
Msted 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] 907.2.18.2 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,
including an emergency voice/alarm communication sys-
tem 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
interconnected 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 contain-
ing stationary storage battery systems having a liquid capac-
ity of 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 Manual fire alarm boxes. Manual fire alarm boxes
shall be installed in accordance with Sections 907.3.1 through
907.3.5.

[F] 907.3.1 Location. Manual fire alarm boxes shall be
located not more than 5 feet (1524 mm) from the entrance to
each exit. Additional manual fire alarm boxes shall be
located so that travel distance to the nearest box does not
exceed 200 feet (60 960 mm).

[F] 907.3.2 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 rom), measured vertically,
from the floor level to the activating handle or lever of the
box.

[F] 907.3.3 Color. Manual fire alarm boxes shall be red in
color.

[F] 907.3.4 Signs. 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
DEPARTMENT.

Exception: Where the manufacturer has permanently
provided this information on the manual fire alarm box.

[F] 907.3.5 Protective covers. The fire code official is
authorized to require the installation of listed manual fire
alarm box protective covers to prevent maUcious false
alarms or to provide the manual fire alarm box with protec-
tion from physical damage. The protective cover shall be
transparent or red in color with a transparent face to permit
visibility of the manual fire alarm box. Each cover shall
include proper operating instructions. A protective cover

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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 Wiring. 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 Activation. Where an alarm notification system is
required 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 Presignal system. Presignal systems shall not be
installed unless approved by the fire code official and the fire
department. Where a presignal system is installed, 24-hour
personnel supervision shall be provided at a location approved
by the fire department, in order that the alarm signal can be
actuated inthe 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 (9 1 440 mm) in any direc-
tion.

Exception: Automatic sprinkler system zones shall not
exceed the area permitted by NFPA 13.

[F] 907.8.1 Zoning indicator panel. A zoning indicator
panel and the associated controls shall be provided in an
approved location. The visual zone indication shall lock in
until the system is reset and shall not be canceled by the
operation of an audible alarm-silencing switch.

[F] 907.8.2 High-rise buildings. In buildings with a floor
used for human occupancy that is 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
devices or suppression systems.

[F] 907.9 Alarm notification appliances. Alarm notification
appliances shall be provided and shall be listed for their pur-
pose.

[F] 907.9.1 Visible alarms. Visible alarm notification
appliances shall be provided in accordance with Sections
907.9.1.1 through 907.9.1.4.

Exceptions:

1. Visible alarm notification appliances are not
required 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 Public and common 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 notification
appliance circuits serving the employee work areas shall
be initially designed with a minimum of 20 percent spare
capacity to account for the potential of adding visible
notification appliances in the future to accommodate
hearing impaired employees.

[F] 907.9.1.3 Groups I-l and R-1. Group I-l and R-1
sleeping units in accordance with Table 907.9.1.3 shall
be provided with a visible alarm notification appliance,
activated by both the in-room smoke alarm and the build-
ing fire alarm system.

[F] TABLE 907.9.1 .3
VISIBLE AND AUDIBLE ALARMS

NUMBER OF
SLEEPING UNITS

SLEEPING UNITS WITH
VISIBLE AND AUDIBLE ALARMS

6 to 25

26 to 50

51 to 75

76 to 100

101 to 150

151 to 200

201 to 300

301 to 400

401 to 500

501 to 1,000

5% of total

1,001 and over

50 plus 3 for each 100 over 1,000

[F] 907.9.1.4 Group R-2. In Group R-2 occupancies
required by Section 907 to have a fire alarm system, all
dwelling units and sleeping units shall be provided with
the capability to support visible alarm notification appli-
ances in accordance with ICC Al 17 . 1 .

[F] 907.9.2 Audible alarms. Audible alarm notification
appliances 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
mechanical 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

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average ambient noise is greater than 105 dBA, visible
alarm notification appliances shall be provided in accor-
dance with NFPA 72 and audible alarm notification appli-
ances shall not be required.

Exception: Visible alarm notification apphances shall
be allowed in lieu of audible alarm notification appli-
ances in critical-care areas of Group 1-2 occupancies.

[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
detector 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 notification 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 activate
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. Fire alarm systems required by this
chapter or the International Fire Code shall be monitored by an
approved supervising station in accordance with NFPA 72.

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
EMERGENCY ALARM SYSTEMS

[F] 908.1 Group H occupancies. Emergency alarms for the
detection and notification of an emergency condition in Group
H occupancies shall be provided in accordance with Section
414.7.

[F] 908.2 Group H-5 occupancy. Emergency alarms for noti-
fication of an emergency condition in an HPM faciUty shall be
provided as required in Section 415.8.4.6. A continuous
gas-detection system shall be provided for HPM gases in
accordance with Section 415.8.7.

[F] 908.3 Highly toxic and toxic materials. A gas detection
system shall be provided 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 immediately dangerous to life and
health (IDLH) hmit.

Exception: A gas-detection system is not required for toxic
gases when the physiological warning threshold level for
the gas is at a level below the accepted PEL for the gas.

[F] 908.3.1 Alarms. 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
detected. 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.

Exception: Signal transmission to a constantiy attended
control station is not required when not more than one
cylinder of highly toxic or toxic gas is stored.

[F] 908.3.2 Shutoff of gas supply. The gas detection sys-
tem shall automatically close the shutoff valve at the source

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on gas supply piping and tubing related to the system being
monitored for whichever gas is detected.

Exception: Automatic shutdown is not required for
reactors 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] 908.3.3 Valve closure. 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
detected shall automatically close.

2. Where the gas-detection sampling 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.

Exception: 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
located in the piping distribution manifold enclosure
shall automatically close.

[F] 908.4 Ozone gas-generator 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 Refrigerant detector. 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.

SECTION 909
SMOKE CONTROL SYSTEMS

[F] 909.1 Scope and purpose. This section applies to mechan-
ical 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
intended 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.

[F] 909.2 General design requirements. Buildings, structures
or parts thereof required by this code to have a smoke control
system or systems shall have such systems designed in accor-
dance with the applicable requirements of Section 909 and the
generally accepted and well-established principles of engi-
neering relevant to the design. The construction documents
shall include sufficient information and detail to adequately
describe the elements of the design necessary for the proper
implementation of the smoke control systems. These docu-
ments shall be accompanied by sufficient information and
analysis to demonstrate compliance with these provisions.

[F] 909.3 Special inspection and test requirements. In addi-
tion to the ordinary inspection and test requirements which
buildings, 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
final installed condition. The design submission accompany-
ing the construction documents shall clearly detail procedures
and methods to be used and the items subject to such inspec-
tions and tests. Such commissioning shall be in accordance
with generally accepted engineering practice and, where possi-
ble, based on published standards for the particular testing
involved. The special inspections and tests required by this sec-
tion shall be conducted under the same terms in Section 1704.

[F] 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
indicated in Sections 909.4.1 through 909.4.6.

[F] 909.4.1 Stack effect. The system shall be designed such
that the maximum probable normal or reverse stack effect
will not adversely interfere with the system's capabilities. In
determining the maximum probable stack effect, altitude,
elevation, weather history and interior temperatures shall be
used.

[F] 909.4.2 Temperature effect of fire. Buoyancy and
expansion caused by the design fire in accordance with Sec-
tion 909.9 shall be analyzed. The system shall be designed

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such that these effects do not adversely interfere with the
system's capabilities.

[F] 909.4.3 Wind effect. The design shall consider the
adverse effects of wind. Such consideration shall be consis-
tent with the wind-loading provisions of Chapter 16.

[F] 909.4.4 HVAC systems. The design shall consider the
effects 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.

[F] 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.

[F] 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 a period of not
less than either 20 minutes or 1 .5 times the calculated egress
time, whichever is less.

[F] 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:

2. Exit enclosures:

3. All other shafts:

4. Floors and roofs:
where:

A/A^ = 0.00100
A/A^ = 0.00035
A/A^ = 0.00150
A/A^ = 0.00050

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
included in calculating the total leakage area.

[F] 909.5.1 Leakage area. The total leakage area of the bar-
rier is the product of the smoke barrier gross area multiplied
by the allowable leakage area ratio, plus the area of other
openings such as gaps and operable windows. Compliance
shall be determined by achieving the minimum air pressure
difference across the barrier with the system in the smoke
control mode for mechanical smoke control systems. Pas-
sive smoke control systems tested using other approved
means such as door fan testing shall be as approved by the
fire code official.

[F] 909.5.2 Opening protection. Openings in smoke barri-
ers shall be protected by automatic-closing devices actuated
by the required controls for the mechanical smoke control

system. Door openings shall be protected by fire door
assemblies complying with Section 715.4.3.

Exceptions:

1. Passive smoke control systems with auto-
matic-closing devices actuated by spot-type
smoke detectors listed for releasing service
installed in accordance with Section 907.10.

2. Fixed openings between smoke zones that are pro-
tected 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
vision panels with fire protection-rated glazing
materials in fire protection-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, astra-
gals or rabbets at meeting edges and shall be auto-
matic-closing by smoke detection in accordance
with Section 715.4.7.3. 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.

[F] 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
complying with Section 716.

[F] 909.6 Pressurization 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.

[F] 909.6.1 Minimum pressure difference. 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 pres-
sure differences at least two times the maximum calculated
pressure difference produced by the design fire.

[F] 909.6.2 Maximum pressure difference. The maxi-
mum air pressure difference across a smoke barrier shall be
determined 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 Sec-
tion 1008.1.2. Opening and closing forces for other doors
shall be determined by standard engineering methods for
the resolution of forces and reactions. The calculated force
to set a side-hinged, swinging door in motion shall be deter-
mined by:

F=F^,+ K(WAAP)/2(W- d)

(Equation 9-1)

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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).

[F] 909.7 Airflow design method. When approved by the fire
code official, smoke migration through openings fixed in a per-
manently open position, which are located between smoke
control zones by the use of the airflow method, shall be permit-
ted. 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.

[F] 909.7.1 Velocity. The minimum average velocity
through a fixed opening shall not be less than:

V = 217.2 [/i (Tf- TMTf+ 460)] "^ (Equation 9-2)
For SI: v = 119.9 [h (Tf- T,)IT^"^

where:

h = Height of opening, feet (m).

7} = Temperature of smoke, °F (K).

r„ = Temperature of ambient air, °F (K).

V = Air velocity, feet per minute (m/minute).

[F] 909.7.2 Prohibited conditions. 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 dynamics or interfere with exiting. In no case shall
airflow toward 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.

[F] 909.8 Exhaust method. When approved by the fire code
official, mechanical smoke control for large enclosed volumes,
such as in atriums or malls, shall be permitted to utilize the
exhaust method. Smoke control systems using the exhaust
method shall be designed in accordance with NFPA 92B.

[F] 909.8.1 Smoke layer. The height of the lowest horizon-
tal surface of the accumulating smoke layer shall be main-
tained at least 6 feet (1829 mm) above any walking surface
that forms a portion of a required egress system within the
smoke zone.

[F] 909.9 Design fire. The design fire shall be based on a ratio-
nal analysis performed by the registered design professional
and approved by the fire code official. The design fire shall be
based on the analysis in accordance with Section 909.4 and this
section.

[F] 909.9.1 Factors considered. The engineering analysis
shall include the characteristics of the fuel, fuel load, effects
included by the fire and whether the fire is likely to be steady
or unsteady.

[F] 909.9.2 Separation distance. Determination of the
design fire shall include consideration of the type of fuel,
fuel spacing and configuration.

R = [QI{nnq")V
where:

(Equation 9-8)

q" = Incident radiant heat flux required for nonpiloted
ignition, Btu/ft^ • s (W/m^).

Q = Heat release from fire, Btu/s (kW).

R = Separation distance from target to center of fuel
package, feet (m).

[F] 909.9.3 Heat-release assumptions. The analysis shall
make use of best available data from approved sources and
shall not be based on excessively stringent limitations of
combustible material.

[F] 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.

[F] 909.10 Equipment. Equipment including, but not limited
to, fans, ducts, automatic dampers and balance dampers, shall
be suitable for its intended use, suitable for the probable expo-
sure temperatures that the rational analysis indicates and as
approved by the fire code official.

[F] 909.10.1 Exhaust fans. Components of exhaust fans
shall be rated and certified by the manufacturer for the prob-
able temperature rise to which the components will be
exposed. This temperature rise shall be computed by:

T, = (QJmc) + m
where:

(Equation 9-9)

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.

[F] 909.10.2 Ducts. Duct materials and joints shall be capa-
ble 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-

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tance-rated structural elements of the building by substan-
tial, noncombustible supports.

Exception: Flexible connections (for the purpose of
vibration isolation) complying with the International
Mechanical Code, that are constructed of approved
fire-resistance-rated materials.

[F] 909.10.3 Equipment, inlets and outlets. 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 introduc-
ing 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.

[F] 909.10.4 Automatic dampers. Automatic dampers,
regardless of the purpose for which they are installed within
the smoke control system, shall be listed and conform to the
requirements of approved, recognized standards.

[F] 909.10.5 Fans. In addition to other requirements,
belt-driven fans shall have 1.5 times the number of belts
required 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
devices 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 . 1 5 .

[F] 909.11 Power systems. The smoke control system shall be
supplied with two sources of power. Primary power shall be
from the normal building power system. 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 barriers ventilated
directly to and from the exterior. Power distribution from the
two sources shall be by independent routes. Transfer to full
standby power shall be automatic and within 60 seconds of fail-
ure of the primary power. The systems shall comply with this
code or the ICC Electrical Code.

[F] 909.11.1 Power sources and power surges. Elements
of the smoke management system relying on volatile mem-
ories or the like shall be supplied with uninterruptable
power sources of sufficient duration to span a 15-minute pri-
mary power interruption. Elements of the smoke manage-
ment system susceptible to power surges shall be suitably
protected by conditioners, suppressors or other approved
means.

[F] 909.12 Detection and control systems. Fire detection sys-
tems providing control input or output signals to mechanical
smoke control systems or elements thereof shall comply with
the requirements 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.

[F] 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 Pressurization, airflow or exhaust
method. 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
sequences 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.

[F] 909.13 Control air tubing. Control air tubing shall be of
sufficient size to meet the required response times. Tubing shall
be flushed clean and dry prior to final connections and shall be
adequately supported and protected from damage. Tubing
passing through concrete or masonry shall be sleeved and pro-
tected from abrasion and electrolytic action.

[F] 909.13.1 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,
solder 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
using a BCuP5 brazing alloy with solidus above 1,100°F
(593°C) and liquids 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.

2. Tubing and connected devices shall be completely
enclosed within galvanized or paint-grade steel
enclosure 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 pro-
tective grommet of neoprene or teflon or by suit-
able brass compression to male-barbed adapter.

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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.

[F] 909.13.2 Isolation from other functions. Control tub-
ing serving other than smoke control functions shall be iso-
lated by automatic isolation valves or shall be an
independent system.

[F] 909.13.3 Testing. Control air tubing shall be tested at
three times the operating pressure for not less than 30 min-
utes without any noticeable loss in gauge pressure prior to
final connection to devices.

[F] 909.14 Marlcing and identification. The detection and
control 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 fire code official, the fire department and in the fire com-
mand center in a 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
include 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 91 1 in high-
rise buildings or buildings with smoke-protected assembly
seating. In all other buildings, the fire-fighter's smoke control
panel shall be installed in an approved location adjacent to the
fire alarm control panel. The fire-fighter's smoke control panel
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 relation-
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 operating 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 operating 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
exhaust fans; supply, return and exhaust fans; eleva-
tor shaft fans and other operating equipment used or
intended for smoke control purposes.

2. OPEN-AUTO-CLOSE control over individual
dampers relating to smoke control and that are also
controlled 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
controls and indicators are combined to control
and indicate all elements of a single smoke zone as
a unit.

2. Complex systems, where approved, where the
control is accomplished 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 and OPEN-CLOSE control actions shall
have the highest priority of any control point within
the building. Once issued from the fire-fighter' s con-
trol panel, no automatic or manual control from any
other control point within the building shall contra-
dict the control action. Where automatic means are
provided to interrupt normal, nonemergency equip-
ment operation or produce a specific result to safe-
guard the building or equipment (i.e., duct freezestats,
duct smoke detectors, high-temperature cutouts, tem-
perature-actuated 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 configuration 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

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the zone. In no case shall control actions require the
smoke control system to assume more than one con-
figuration at any one time.

[F] 909.17 System response time. 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
before the conditions in the space exceed the design smoke
condition. The system response time for each component and
their sequential relationships shall be detailed in the required
rational analysis and verification of their installed condition
reported in the required final report.

[F] 909.18 Acceptance testing. 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
applicable, capacity of their installed condition.

[F] 909.18.1 Detection devices. Smoke or fire detectors
that are a part of a smoke control system shall be tested in
accordance with Chapter 9 in their installed condition.
When applicable, this testing shall include verification of
airflow in both minimum and maximum conditions.

[F] 909.18.2 Ducts. 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 func-
tion in their installed condition.

[F] 909.18.4 Inlets and outlets. Inlets and outlets shall be
read using generally accepted practices to determine air
quantities.

[F] 909.18.5 Fans. 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
inclined manometers or other approved calibrated measur-
ing 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 Controls. 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
prevent damage. Control sequences shall be verified
throughout the system, including verification of override
from the fire-fighter's control panel and simulation of
standby power conditions.

[F] 909.18.8 Special inspections for smoke control.

Smoke control systems shall be tested by a special inspector.

[F] 909.18.8.1 Scope of 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
recording 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 Qualifications. 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
inspection 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
design intent has been achieved, the responsible regis-
tered design professional shall seal, sign and date the
report.

[F] 909.18.8.3.1 Report filing. A copy of the final
report shall be filed with the fire code official and an I
identical copy shall be maintained in an approved |
location at the building.

[F] 909.18.9 Identification and documentation. 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. 1 8.8.3. 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
issued a certificate of occupancy until such time that the fire I
code official determines that the provisions of this section have I
been fully complied with and that the fire department has
received satisfactory instruction on the operation, both auto-
matic and manual, of the system.

Exception: In buildings of phased construction, a tempo-
rary certificate of occupancy, as approved by the fire code
official, shall be allowed provided that those portions of the
building to be occupied meet the requirements of this sec-
tion and that the remainder does not pose a significant haz-
ard to the safety of the proposed occupants or adjacent
buildings.

909.20 Smokeproof enclosures. Where required by Section
1020.1.7, a smokeproof enclosure shall be constructed in
accordance with this section. A smokeproof enclosure shall
consist of an enclosed interior exit stairway that conforms to

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Section 1020. 1 and an open exterior balcony or ventilated ves-
tibule meeting the requirements of this section. Where access
to the roof is required by the International Fire Code, such
access 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 barrier without openings other than the
required means of egress doors. The vestibule shall be sepa-
rated from the stairway by not less than a 2-hour fire barrier.
The open exterior balcony shall be constructed in accor-
dance with the fire-resistance-rating requirements for floor
construction.

909.20.2.1 Door closers. Doors in a smokeproof enclo-
sure shall be self- or automatic closing by actuation of a
smoke detector installed at the floor-side entrance to the
smokeproof enclosure. 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 assembly in accor-
dance with Section 715.4.

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
715.4. The door assembly from the vestibule to the stair-
way shall have not less than a 20-minute fire protection
rating complying with Section 715.4.

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 assembly
complying with Section 715.4.3. The door assembly
from the vestibule to the stairway shall not have less than
a 20-minute fire protection rating and meet the require-
ments for a smoke door assembly in accordance with

Section 715.4.3. The door shall be installed in accor-
dance with NFPA 105.

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
design requirements, but dampers are not otherwise
required.

909.20.4.2.1 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 emer-
gency operation mode and shall be sized to handle
three vestibules simultaneously. Smoke detectors
shall be located at the floor-side entrance to each ves-
tibule and shall activate the system for the affected
vestibule. Smoke detectors shall be installed in accor-
dance 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.

909.20.5 Stair pressurization 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
under maximum anticipated stack pressures.

909.20.6 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.

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909.20.6.1 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
smokeproof enclosure by ductwork enclosed by
2-hour 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 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 barriers.

909.20.6.2 Standby 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
Chapter 27.

909.20.6.3 Acceptance and testing. 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.

SECTION 910
SMOKE AND HEAT VENTS

[F] 910.1 General. 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.

Exceptions:

1. Frozen food warehouses used solely for storage of
Class I and II commodities where protected by an
approved automatic sprinkler system.

2. Where areas ofbuildings are equipped with early sup-
pression fast-response (ESFR) sprinklers, automatic
smoke and heat vents shall not be required within
these areas.

[F] 910.2 Where required. 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
910.2.3.

[F] 910.2.1 Group F-1 or S-1. 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] 910.2.2 High-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] 910.2.3 Exit access travel distance increase. 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 1016.2.

[F] 910.3 Design and installation. The design and installation
of smoke and heat vents and draft curtains shall be as specified
in Sections 910.3.1 through 910.3.5.2 and Table 910.3.

[F] 910.3.1 Design. Smoke and heat vents shall be listed and
labeled to indicate compliance with UL 793.

[F] 910.3.2 Vent operation. Smoke and heat vents shall be
capable of being operated by approved automatic and man-
ual means. Automatic operation of smoke and heat vents
shall conform to the provisions of Sections 910.3.2.1
through 910.3.2.3.

[F] 910.3.2.1 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] 910.3.2.2 Sprinklered buildings. Where installed in
buildings provided with an approved automatic sprinkler
system, smoke and heat vents shall be designed to oper-
ate automatically.

[F] 910.3.2.3 Nonsprinklered buildings. Where
installed in buildings not provided with an approved
automatic sprinkler system, smoke and heat vents shall
operate automatically by actuation of a heat-responsive
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 910.3.2.1

[F] 910.3.3 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] 910.3.4 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] 910.3.5 Draft curtains. Where required by Table 910.3,
draft curtains shall be provided in accordance with this sec-
tion.

Exception: Where areas of buildings are equipped with
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.

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[F] TABLE 910.3
REQUIREMENTS 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
RATION

MAXIMUM

SPACING OF

VENT CENTERS

(feet)

MAXIMUM

DISTANCE TO

VENTS FROM

WALL OR DRAFT

CURTAINS"

(feet)

Group F-1 andS-1

—

0.2 X H''
but>4

50,000

1:100

120

High-piled Storage

(see Section 910.2.3)

(Option 1)

<20

10,000

1:100

100

> 20 < 40

8,000

1:75

100

High-piled Storage

(see Section 910.2.3)

I-IV

(Option 2)

<20

3,000

1:75

100

> 20 < 40

3,000

1:50

100

High-piled Storage

(see Section 910.2.3)

High hazard

(Option 1)

<20

6,000

1:50

100

> 20 < 30

6,000

1:40

High-piled Storage

(see Section 910.2.3)

High hazard

(Option 2)

<20

4,000

1:50

100

> 20 < 30

2,000

1:30

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m^.

a. Requirements for rack storage heights in excess of those indicated shall be in accordance with Chapter 23 of the International Fire Code. For soHd-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 cur-
tained area.

Ic. Where draft curtains are not required, the vent-area-to-floor-area ratio shall be calculated based on a minimum draft curtain depth of 6 feet (Option 1).
d. "H" is the height of the vent, in feet, above the floor.

[F] 910.3.5.1 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] 910.3.5.2 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
fire code 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
capacity 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
cubic feet per minute (m^/s).

A = Area of roof vents provided in square feet (m^) in
accordance 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 characteris-
tics equivalent to those described in Section 910.3.2. Indi-
vidual 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
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] 910.4.5 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 Interloclis. In combination comfort air-han-
dling/smoke removal systems or independent comfort

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air-handling systems, fans shall be controlled to shut down
in accordance with the approved smoke control sequence.

SECTION 911
FIRE COMMAND CENTER

[F] 911.1 Features. Where required by other sections of this
code, a fire command center for fire department operations
shall be provided. The location and accessibility of the fire
command center shall be approved by the fire department. The
fire command center shall be separated from the remainder of
the building by not less than a 1-hour fire barrier constructed in
accordance with Section 706 or horizontal assembly con-
structed in accordance with Section 711, or both. 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 installation. The
fire command center shall comply with NFPA 72 and shall con-
tain 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
access to the public telephone system.

1 1 . Fire pump status indicators.

12. Schematic building plans indicating the typical floor
plan and detailing the building core, means of egress,
fire protection systems, fire-fighting equipment and
fire department access.

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.

[F] 912.2 Location. With respect to hydrants, driveways,
buildings and landscaping, fire department connections shall
be so located that fire apparatus and hose connected to supply
the system will not obstruct access to the buildings for other fire
apparatus. The location of fire department connections shall be
approved.

[F] 912.2.1 Visible location. Fire department connections
shall be located on the street side of buildings, fully visible
and recognizable from the street or nearest point of fire
department vehicle access or as otherwise approved by the
fire code official.

[F] 912.2.2 Existing buildings. On existing buildings,
wherever the fire department connection is not visible to
approaching fire apparatus, the fire department connection
shall be indicated by an approved sign mounted on the street
front or on the side of the building. Such sign shall have the
letters "FDC" at least 6 inches (152 mm) high and words in
letters at least 2 inches (5 1 mm) high or an arrow to indicate
the location. All such signs shall be subject to the approval
of the fire code official.

[Fl 912.3 Access. Immediate access to fire department connec-
tions shall be maintained at all times and without obstruction
by fences, bushes, trees, walls or any other object for a mini-
mum of 3 feet (914 mm).

[F] 912.3.1 Locking fire department connection caps.

The fire code official is authorized to require locking caps
on fire department connections for water-based fire protec-
tion systems where the responding fire department carries
appropriate key wrenches for removal.

[F] 912.4 Signs. A metal sign with raised letters at least 1 inch
(25 mm) in size shall be mounted on all fire department con-
nections serving automatic sprinklers, standpipes or fire pump
connections. Such signs shall read: AUTOMATIC SPRIN-
KLERS, STANDPIPES or TEST CONNECTION, or a combi-
nation thereof as applicable.

[P] 912.5 Backflow protection. The potable water supply to
automatic sprinkler and standpipe systems shall be protected
against backflow as required by the International Plumbing
Code.

SECTION 912
FIRE DEPARTMENT CONNECTIONS

[F] 912.1 Installation. Fire department connections shall be
installed in accordance with the NFPA standard applicable to
the system design and shall comply with Sections 912.2
through 912.5.

2006 INTERNATIONAL BUILDING CODE®

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200 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 10

MEANS OF EGRESS

SECTION 1001
ADMINISTRATION

1001.1 General. 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
required to provide an approved means of egress from struc-
tures and portions thereof.

1001.2 Minimum requirements. 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 Maintenance. Means of egress shall be maintained
in accordance with the International Fire Code.

SECTION 1002
DEFINITIONS

1002.1 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.

ACCESSIBLE MEANS OF EGRESS. A continuous and
unobstructed way of egress travel from any accessible point in
a building or facility to a public way.

AISLE. An exit access component that defines and provides a
path of egress travel.

AISLE ACCESSWAY. That portion of an exit access that
leads to an aisle.

ALTERNATING TREAD DEVICE. A device that has a
series 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.

AREA OF REFUGE. An area where persons unable to use
stairways can remain temporarily to await instructions or assis-
tance during emergency evacuation.

BLEACHERS. 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 conraion paths of travel. Com-
mon paths of egress travel shall be included within the permit-
ted travel distance.

CORRIDOR. 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
located 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-resistance-rated construction and opening protectives, and
provides for a protected path of egress travel in a vertical or hor-
izontal 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
direction to the exit discharge or the public way.

FIRE EXIT HARDWARE. Panic hardware that is listed for
use on fire door assemblies.

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.

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FLOOR AREA, NET. The actual occupied area not including
unoccupied accessory areas such as corridors, stairways, toilet
rooms, mechanical rooms and closets.

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
access, the exit and the exit discharge.

MERCHANDISE PAD. A merchandise pad is an area for dis-
play of merchandise surrounded by aisles, permanent fixtures
or walls. Merchandise pads contain elements such as nonfixed
and moveable fixtures, cases, racks, counters and partitions as
indicated in Section 105.2 from which customers browse or
shop.

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
one unit vertical in 20 units horizontal (5 -percent slope).

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 ris-
ers.

STAIRWAY. One or more flights of stairs, either exterior or
interior, 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 pubUc 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
attached to and radiating from a minimum-diameter supporting
column.

WINDER. A tread with nonparallel edges.

SECTION 1003
GENERAL MEANS OF EGRESS

1003.1 Applicability. The general requirements specified in
Sections 1003 through 1013 shall apply to all three elements of
the means of egress system, in addition to those specific
requirements 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 6 inches (2286 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 Protruding 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,
including walks, corridors, aisles and passageways. Not
more than 50 percent of the ceiUng area of a means of egress
shall be reduced in height by protruding objects.

Exception: Door closers and stops shall not reduce
headroom 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.

1003.3.2 Free-standing objects. A free-standing object
mounted on a post or pylon shall not overhang that post or
pylon more than 4 inches (102 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

202

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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 finished floor
or ground.

Exception: This requirement shall not apply to sloping
portions of handrails serving stairs and ramps.

1003.3.3 Horizontal projections. Structural elements, fix-
tures or furnishings shall not project horizontally from
either 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.

1003.3.4 Clear width. Protruding objects shall not reduce
the minimum clear width of accessible routes as required in
Section 1104.

1003.4 Floor surface. Walking surfaces of the means of egress
shall have a slip-resistant surface and be securely attached.

1003.5 Elevation change. 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
elevation is 6 inches (152 nrni) or less, the ramp shall be
equipped with either handrails or floor finish materials that
contrast with adjacent floor finish materials.

Exceptions:

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 and Groups S and U at
exterior doors not required to be accessible by Chap-
ter 11.

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 1012 is provided within
30 inches (762 nmi) of the centerline of the normal
path of egress travel on the stair.

3. A step is permitted in aisles serving seating that has a
difference in elevation less than 12 inches (305 mm)
at locations not required to be accessible by Chapter
11, provided that the risers and treads comply with
Section 1025. 1 1 and the aisle is provided with a hand-
rail complying with Section 1025.13.

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.

1003.6 Means of egress continuity. 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.

1003.7 Elevators, escalators and moving walks. Elevators,
escalators and moving walks shall not be used as a component of
a required means of egress from any other part of the building.

Exception: Elevators used as an accessible means of egress
in accordance with Section 1007.4.

SECTION 1004
OCCUPANT LOAD

1004.1 Design occupant load. In determining means of egress
requirements, the number of occupants for whom means of
egress facilities shall be provided shall be determined in accor-
dance with this section. Where occupants from accessory areas
egress through a primary space, the calculated 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 area.

1004.1.1 Areas without fixed seating. The number of
occupants shall be computed at the rate of one occupant per
unit of area as prescribed in Table 1004. 1.1. For areas with-
out fixed seating, the occupant load shall not be less than
that number determined by dividing the floor area under
consideration by the occupant per unit of area factor
assigned to the occupancy as set forth in Table 1004.1.1.
Where an intended use is not Usted in Table 1004.1.1, the
building official shall establish a use based on a listed use
that most nearly resembles the intended use.

Exception: Where approved by the building official, the
actual number of occupants for whom each occupied
space, floor or building is designed, although less than
those determined by calculation, shall be permitted to be
used in the determination of the design occupant load.

1004.2 Increased occupant load. The occupant load permitted in
any building, or portion thereof, is permitted to be increased from
that number established for the occupancies in Table 1004.1.1,
provided that all other requirements of the code are also met
based on such modified number and the occupant load does not
exceed one occupant per 7 square feet (0.65 m^) of occupiable
floor space. Where required by the building official, an approved
aisle, seating or fixed equipment diagram substantiating any
increase in occupant load shall be submitted. 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.

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TABLE 1004.1.1
MAXIMUM FLOOR AREA ALLOWANCES PER OCCUPANT

FUNCTION OF SPACE

FLOOR AREA IN SO.
FT. PER OCCUPANT

Accessory storage areas, mechanical
equipment room

300 gross

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.)

11 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

Day care

35 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 manufa:cturing areas

200 gross

Industrial areas

100 gross

Institutional areas

Inpatient treatment areas
Outpatient 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

Warehouses

500 gross

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. The occupant load for areas in which
fixed seating is not installed, such as waiting spaces and wheel-
chair spaces, shall be determined in accordance with Section
1004.1.1 and added to the number of fixed seats.

For areas having fixed seating without dividing arms, the
occupant load shall not be less than the number of seats based
on one person for each 1 8 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
requirements for the building shall be based on the sum of the
occupant loads of the building plus the outdoor areas.

Exceptions:

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
individual dwelling units of Group R-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

1005.1 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
capacity. 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 1025.

For SI: 1 square foot = 0.0929 m^.

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TABLE 1005.1
EGRESS WIDTH PER OCCUPANT SERVED

OCCUPANCY

WiTHOUT
SPRINKLER SYSTEIVI

WiTH
SPRINKLER SYSTEIVI"

Stairways
(inches per
occupant)

Other egress

components

(inches per

occupant)

Stairways
(inches per
occupant)

Other egress

components

(inches per

occupant)

Occupancies
other than those
Usted below

0.3

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

0.3

0.2

For SI: 1 inch = 25.4 mm. NA = Not apphcable.

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
required 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.

2. Corridors, exit enclosures and exit passageways 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 accomplished for build-
ings required to have two or more exits.

4. Interior exit discharge elements, as permitted in Section
1 024. 1 , in buildings required to have two or more exits.

5. Exterior landings, as required by Section 1008.1.5, for
exit discharge doorways in buildings required to have
two or more exits.

The emergency power system shall provide power for a
duration 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 Performance 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 emer-
gency lighting time duration. A maximum-to-minimum illu-
mination uniformity ratio of 40 to 1 shall not be exceeded.

SECTION 1006
MEANS OF EGRESS ILLUMINATION

1006.1 Illumination required. 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.

Exceptions:

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.

1006.2 Illumination level. The means of egress illumination
level shall not be less than 1 foot-candle (11 lux) at the walking
surface level.

Exception: For auditoriums, theaters, concert or opera halls
and similar assembly occupancies, the illumination at the
walking surface level is permitted to be reduced during per-
formances to not less than 0.2 foot-candle (2.15 lux), pro-
vided that the required illumination is automatically
restored upon activation of a premises' fire alarm system
where such system is provided.

1006.3 Illumination emergency power. The power supply for
means of egress illumination shall normally be provided by the
premises' electrical supply.

In the event of power supply failure, an emergency electrical
system shall automatically illuminate the following areas:

1. Aisles and unenclosed egress stairways in rooms and
spaces that require two or more means of egress.

SECTION 1007
ACCESSIBLE MEANS OF EGRESS

1007.1 Accessible means of 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
required by Section 1015.1 or 1019.1 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, 1007.4 or 1007.5.

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
access to the wheelchair spaces meets the require-
ments in Section 1025.8.

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 1104.

2. Stairways within vertical exit enclosures complying with
Sections 1007.3 and 1020.

3. Exterior exit stairways complying with Sections 1007.3
and 1023.

4. Elevators complying with Section 1007.4.

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5. Platform lifts complying with Section 1007.5.

6. Horizontal exits complying with Section 1021.

7. Ramps complying with Section 1010.

8. Areas of refuge complying with Section 1007.6.
Exceptions:

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
accessible means of egress shall include either an area
of refuge in accordance with Section 1007.6 or an
exterior area for assisted rescue in accordance with
Section 1007.8.

1007.2.1 Elevators required. 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.

Exceptions:

1. 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.

2. 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
ramp conforming to the provisions of Section
1010.

11007.3 Exit stairways. In order to be considered part of an
accessible means of egress, an exit stairway shall have a clear
width of 48 inches (1219 mm) minimum between handrails
and shall either incorporate an area of refuge within an
enlarged floor-level landing or shall be accessed from either an
area of refuge complying with Section 1007.6 or a horizontal
exit.

Exceptions:

1. Unenclosed exit stairways as permitted by Section
1020.1 are permitted to be considered part of an
accessible means of egress.

2. The area of refuge is not required at unenclosed exit
stairways as permitted by Section 1020. 1 in buildings
or facilities that are equipped throughout with an
automatic sprinkler system installed in accordance
with Section 903.3.1.1.

3. The clear width of 48 inches (1219 mm) between
handrails is not required at exit stairways in buildings
or facilities equipped throughout with an automatic
sprinkler system installed in accordance 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 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. In order to be considered part of an accessi-
ble means of egress, an elevator shall comply with the emer-
gency operation 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.

Exception: Elevators are not required to be accessed from
an area of refuge or horizontal exit in open parking garages.

1007.5 Platform lifts. Platform (wheelchair) lifts shall not
serve as part of an accessible means of egress, except where
allowed as part of a required accessible route in Section 1 109.7,
Items 1 through 9. Standby power shall be provided in accor- I
dance with Section 2702.2.6 for platform lifts permitted to
serve as part of a means of egress.

1007.5.1 Openness. Platform lifts on an accessible means I
of egress shall not be installed in a fully enclosed or fire- I
rated shaft. I

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
1016.1. Every required area of refuge shall have direct access
to an enclosed stairway complying with Sections 1007.3 and
1020.1 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 1020.1.7 for smokeproof
enclosures 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 or a horizontal exit complying with I
Section 1 02 1 . Each area of refuge shall be designed to mini- |
mize the intrusion of smoke.

Exception: Areas of refuge located within a vertical I
exit enclosure. I

1007.6.3 Two-way communication. Areas of refuge shall
be provided with a two-way communication system
between 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-

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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
Accessibility. Where exit sign illumination is required by
Section 101 1 .2, the area of refuge sign shall be illuminated.
Additionally, tactile signage complying with ICC A 117.1
shall be located at each door to an area of refuge.

1007.7 Signage. At exits and elevators serving a required
accessible space but not providing an approved accessible
means of egress, signage shall be installed indicating the loca-
tion of accessible means of egress.

1007.8 Exterior area for assisted rescue. The exterior area for
assisted rescue must be open to the outside air and meet the
requirements of Section 1007.6.1. Separation walls shall com-
ply with the requirements of Section 704 for exterior walls.
Where walls or openings are between the area for assisted res-
cue and the interior of the building, the building exterior walls
within 10 feet (3048 mm) horizontally of a nonrated wall or
unprotected opening shall have a fire-resistance rating of not
less than 1 hour. Openings within such exterior walls shall be
protected by opening protectives having a fire protection rating
of not less than V4 hour. This construction shall extend verti-
cally 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.

1007.8.1 Openness. 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.

1007.8.2 Exterior exit stairway. 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 nrni) between handrails.

1007.8.3 Identification. Exterior areas for assisted rescue
shall have identification as required for area of refuge that
complies with Section 1007.6.5.

SECTION 1008
DOORS, GATES AND TURNSTILES

1008.1 Doors. 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
required by this code shall meet the requirements of this sec-
tion.

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
materials 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.

1008.1.1 Size of doors. The minimum width of each door
opening shall be sufficient for the occupant load thereof and
shall provide a clear width of not less than 32 inches (813
mm). 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
requires a minimum clear width of 32 inches (813 mm) and
a door opening includes two door leaves without a mullion,
one leaf shall provide a clear opening width of 32 inches
(813 mm). The maximum width of a swinging door leaf
shall be 48 inches (1219 mm) nominal. Means of egress
doors in a Group 1-2 occupancy used for the movement of
beds shall provide a clear width not less than 41.5 inches
(1054 mm). The height of doors shall not be less than 80
inches (2032 mm).

Exceptions:

1 . The minimum and maximum width shall not apply
to door openings that are not part of the required
means of egress in Group R-2 and R-3 occupan-
cies.

2. Door openings to resident sleeping units in Group
1-3 occupancies shall have a clear width of not less
than 28 inches (711 nun).

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 limited.

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. In other than Group R-1 occupancies, the mini-
mum widths shall not apply to interior egress doors
within a dwelling unit or sleeping unit that is not
required to be an Accessible unit. Type A unit or
Type B unit.

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8. Door openings required to be accessible within
Type B units shall have a minimum clear width of
31.75 inches (806 mm).

1008.1.1.1 Projections into clear width. 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 swing. Egress doors shall be side-hinged
swinging.

Exceptions:

1. Private garages, office areas, factory and storage
areas with an occupant load of 10 or less.

2. Group 1-3 occupancies used as a place of deten-
tion.

3. Critical or intensive care patient rooms within
suites of health care facilities.

4. Doors within or serving a single dwelling unit in
Groups R-2 and R-3.

5. In other than Group H occupancies, revolving
doors complying with Section 1008.1.3.1.

6. In other than Group H occupancies, horizontal
sliding doors complying with Section 1008.1.3.3
are permitted in a means of egress.

7. Power-operated doors in accordance with Section
1008.1.3.2.

8. Doors serving a bathroom within an individual
sleeping unit in Group R-1.

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
escalators. 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)

MANUAL-TYPE

SPEED CONTROL

(rpm)

6-6

7-0

7-6

8-0

8-6

9-0

9-6

10-0

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
capacity.

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 (572) is applied within 3 inches (76
mm) of the outer edge of a wing.

1008.1.3.1.2 Other than egress component. A

revolving 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).

Exception: A collapsing force in excess of 180
pounds (801 N) is permitted if the collapsing force
is reduced to not more than 130 pounds (572)
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

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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 (572) force level.

1008.1.3.2 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 A156.19.

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 fi-om 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
two biparting leaves meeting in the center are
broken out.

1008.1.3.3 Horizontal sliding doors. In other than
Group H occupancies, horizontal sliding 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
capable 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
effort.

3. The force required to operate the door shall not
exceed 30 pounds ( 1 33 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
exceed 15 pounds (67 N) when a force of 250
pounds (1100 N) is applied perpendicular to the
door adjacent 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 in accordance with Section 7 15.4.7.3, 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
operating device.

1008.1.3.4 Access-controlled egress doors. The
entrance doors in a means of egress in buildings with an
occupancy 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
approved entrance and egress access control system
which shall be installed in accordance with all of the fol-
lowing criteria:

1. A sensor shall be provided on the egress side
arranged to detect an occupant approaching the
doors. The doors shall be arranged to unlock by a
signal from or loss of power to the sensor.

2. Loss of power to that part of the access control sys-
tem which locks the doors shall automatically
unlock 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 1 2 1 9 mm) vertically above the
floor and within 5 feet (1524 mm) of the secured
doors. Ready access shall be provided to the man-
ual unlocking device and the device shall be
clearly identified 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 sys-
tem electronics — and the doors shall remain
unlocked for a minimum of 30 seconds.

4. Activation of the building fire alarm system, if
provided, 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
unlocked 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.

1008.1.3.5 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

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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 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 1018.2, which are not on
an accessible route.

3. In Group R-3 occupancies not required to be
Accessible units, Type A units or Type B units, the
landing at an exterior doorway shall not be more
than 7.75 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 land-
ing.

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, have impervious surfaces
and that are not more than 4 inches (102 mm)
below the finished floor level of the adjacent inte-
rior 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 greater. Doors in the fully open position shall not reduce 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
Groups R-3 and U and within individual units of Group
R-2 need not exceed 36 inches (914 mm).

1008.1.6 Thresholds. Thresholds at doorways shall not
exceed 0.75 inch (19.1 mm) in height for sliding doors serv-
ing 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-percent slope).

Exception: The threshold height shall be hmited to 7.75
inches (197 mm) where the occupancy is Group R-2 or
R-3; the door is an exterior door that is not a component
of the required means of egress; the door, other than an
exterior storm or screen door does not swing over the
landing or step; and the doorway is not on an accessible
route as required by Chapter 1 1 and is not part of an
Accessible unit. Type A unit or Type B unit.

1008.1.7 Door arrangement. Space between two doors in a
series shall be 48 inches (1219 mm) minimum plus the
width of a door swinging into the space. Doors in a series
shall swing either in the same direction or away from the
space between the 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 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 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
installed 34 inches (864 mm) minimum and 48 inches
(1219 mm) maximum above the finished floor. Locks
used only for security purposes and not used for normal
operation are permitted at any height.

Exception: Access doors or gates in barrier walls and
fences protecting pools, spas and hot tubs shall be per-
mitted to have operable parts of the release of latch on
self-latching devices at 54 inches (1370 mm) maxi-
mum above the finished floor or ground, provided the
self-latching devices are not also self-locking devices
operated by means of a key, electronic opener or inte-
gral combination lock.

1008.1.8.3 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
occupant load of 300 or less. Groups B, F, M and S,
and in places of religious worship, the main exte-
rior door or doors are permitted to be equipped

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with key-operated locking devices from the egress
side provided:

2.1. The locking device is readily distinguish-
able 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 back-
ground,

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
automatic 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
of Group R occupancies having an occupant load
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
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 door or
leaf shall not require more than one operation.

Exceptions:

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
sleeping units of Group R occupancies as per-
mitted by Section 1008.1.8.3, Exception 4.

1008.1.8.6 Delayed egress locks. Approved, hsted,
delayed 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 controlling
the lock or lock mechanism.

3. The door locks shall have the capability of being
unlocked by a signal from the fire command cen-
ter.

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
applied for 1 second to the release device. Initia-
tion 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
manual means only.

Exception: 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
device 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.

Exceptions:

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 and capable of
being unlocked simultaneously without
unlatching upon a signal from the fire com-
mand center, if present, or a signal by emer-
gency personnel from a single location inside
the main entrance to the building.

1008.1.9 Panic and fire 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
extend at least one-half of the door leaf width.

2. The maximum unlatching force shall not exceed 15
pounds (67 N).

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Each door in a means of egress from a Group A or E occu-
pancy having an occupant load of 50 or more and any Group
H occupancy shall not be provided with a latch or lock
unless it is panic hardware or fire exit hardware.

Exception: A main exit of a Group A occupancy in com-
pliance with Section 1008.1.8.3, Item 2.

Electrical rooms with equipment rated 1,200 amperes or
more and over 6 feet (1829 mm) wide that contain
overcurrent devices, switching devices or control devices
with exit access doors must be equipped with panic hard-
ware and doors must swing in the direction of egress.

If balanced doors are used and panic hardware is
required, the panic hardware shall be the push-pad type and
the pad shall not extend more then 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
where 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 1024.6 for means of egress from safe dis-
persal areas.

1008.3 Tlirnstiles. Turnstiles or similar devices that restrict
travel to one direction shall not be placed so as to obstruct any
required means of egress.

Exception: Each turnstile or similar device shall be credited
with no more than a SO-person capacity where all of the fol-
lowing provisions are met:

n ■ 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 nmi)
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 turnstile. Turnstiles more than 39 inches
(991 mm) high shall meet the requirements for revolving
doors.

1008.3.2 Additional 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).

SECTION 1009
STAIRWAYS

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
accessible means of egress stairways.

Exceptions:

1. Stairways serving an occupant load of less than 50
shall have a width of not less than 36 inches (914
mm).

2. Spiral stairways as provided for in Section 1009.8.

3. Aisle stairs complying with Section 1025.

4. Where an incline platform lift or stairway chairlift is
installed on stairways serving occupancies in Group
R-3, or within dwelling units in occupancies in Group
R-2, a clear passage width not less than 20 inches (508
irmi) 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
1009.8 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 nmi) minimum. The
riser height shall be measured vertically between the leading
edges of adjacent treads. The tread depth shall be measured
horizontally between the vertical planes of the foremost projec-
tion of adjacent treads and at a right angle to the tread's leading
edge. Winder treads shall have a minimum tread depth of 1 1
inches (279 mm) measured at a right angle to the tread's lead-
ing 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).

Exceptions:

1 . Alternating tread devices in accordance with Section
1009.9.

2. Spiral stairways in accordance with Section 1009.8.

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3. 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 1025.11.2.

4. In Group R-3 occupancies; within dwelling units in
Group R-2 occupancies; and in Group U occupancies
that are accessory to a Group R-3 occupancy or acces-
sory to individual dwelling units in Group R-2 occu-
pancies; the maximum riser height shall be 7.75
inches (197 mm); 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 nosing not less than 0.75 inch (19.1 mm) but
not more than 1.25 inches (32 mm) shall be provided
on stairways with solid risers where the tread depth is
less than 11 inches (279 mm).

5 . See the Section 3403 .4 for the replacement of existing
stairways.

1009.3.1 Winder treads. Winder treads are not permitted in
means of egress stairways except within a dwelling unit.

Exceptions:

1. Curved stairways in accordance with Section
1009.7.

2. Spiral stairways in accordance with Section
1009.8.

1009.3.2 Dimensional uniformity. Stair treads and risers
shall be of uniform size and shape. The tolerance between
the largest and smallest riser height or between the largest
and smallest tread depth shall not exceed 0.375 inch (9.5
mm) in any flight of stairs. The greatest 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) measured at a right angle to the tread's leading edge.

Exceptions:

1 . Nonuniform riser dimensions of aisle stairs com-
plying with Section 1025.11.2.

2. Consistently shaped winders, complying with
Section 1009.3, 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-percent slope) of stairway width. The nosings or leading
edges of treads at such nonuniform height risers shall have a
distinctive 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).

1009.3.3 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
permit the passage of a sphere with a diameter of 4
inches (102 mm).

2. Solid risers are not required for occupancies in
Group 1-3.

1009.4 Stairway landings. 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.

Exceptions:

1. Aisle stairs complying with Section 1025.

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.

1009.5 Stairway construction. 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.

1009.5.1 Stairway walking surface. 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
securely attached.

Exception: In Group F, H and S occupancies, other than
areas of parking structures accessible to the public, open-
ings in treads and landings shall not be prohibited pro-
vided a sphere with a diameter of 1.125 inches (29 mm)
cannot pass through the opening.

1009.5.2 Outdoor conditions. Outdoor stairways and out-
door approaches to stairways shall be designed so that water
will not accumulate on walking surfaces.

1009.5.3 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

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enclosed space shall not be directly from within the stair
enclosure.

Exception: Spaces under stairways serving and con-
tained within a single residential dwelling unit in Group
R-2 or R-3 shall be permitted to be protected on the
enclosed side with 0.5-inch (12.7 mm) gypsum board.

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.

1009.6 Vertical rise. A flight of stairs shall not have a vertical
rise greater than 12 feet (3658 mm) between floor levels or
landings.

Exception: Aisle stairs complying with Section 1025.

1009.7 Curved stairways. Curved stairways with winder
treads shall have treads and risers in accordance with Section
1009.3 and the smallest radius shall not be less than twice the
required width of the stairway.

Exception: The radius restriction shall not apply to curved
stairways for occupancies in Group R-3 and within individ-
ual dwelling units in occupancies in Group R-2.

1009.8 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
1015.6.

A spiral stairway shall have a 7.5 inch (191 mm) minimum
clear tread depth at a point 12 inches (305 mm) fi'om 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).

1009.9 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.

1009.9.1 Handrails of alternating tread devices. Hand-
rails shall be provided on both sides of alternating tread
devices and shall comply with Section 1012.

1009.9.2 Treads of alternating tread devices. Alternating
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).

1009.10 Handrails. Stairways shall have handrails on each
side and shall comply with Section 1012. Where glass is used
to provide the handrail, the handrail shall also comply with
Section 2407.

Exceptions:

1. Aisle stairs complying with Section 1025 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.

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 Stairway to roof. In buildings located four or more
stories in height above grade plane, one stairway shall extend to
the roof surface, 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.

1009.11.1 Roof 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,
access 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).

1009.11.2 Protection at roof hatch openings. Where the
roof hatch opening providing the required access is located
within 10 feet (3049 mm) of the roof edge, such roof access
or roof edge shall be protected by guards installed in accor-
dance with the provisions of Section 1013.

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
through 1108.2.3 and 1108.2.5, ramped aisles within
assembly rooms or spaces shall conform with the pro-
visions in Section 1025.11.

2. Curb ramps shall comply with ICC A117.1.

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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
required 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 pedes-
trian ramps shall not be steeper than one unit vertical in eight
units horizontal (12.5-percent slope).

Exception: An aisle ramp slope in occupancies of Group A
shall comply with Section 1025.11.

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 1017.2. The clear width of a ramp and the clear
width between handrails, if provided, shall be 36 inches
(914 mm) minimum.

1010.5.2 Headroom. The minimum headroom in all parts
of the means of egress ramp shall not be less than 80 inches
(2032 mm).

1010.5.3 Restrictions. Means of egress ramps shall not
reduce in width in the direction of egress travel. Projections
into the required ramp and landing width are prohibited.
Doors opening onto a landing shall not reduce the clear
width to less than 42 inches (1067 mm).

1010.6 Landings. 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.

1010.6.1 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.

1010.6.2 Width. The landing shall be at least as wide as the
widest ramp run adjoining the landing.

1010.6.3 Length. The landing length shall be 60 inches
(1525 mm) minimum.

Exceptions:

1. Landings in nonacc essible Group R-2 and R-3
individual dwelling units are permitted to be 36
inches (914 mm) minimum.

2. Where the ramp is not a part of an accessible route,
the length of the landing shall not be required to be
more than 48 inches (1220 mm) in the direction of
travel.

1010.6.4 Change in direction. 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.

Exception: Landings in nonaccessible Group R-2 and
R-3 individual dwelling units are permitted to be 36
inches by 36 inches (914 mm by 914 nmn) minimum.

1010.6.5 Doorways. Where doorways are located adjacent
to a ramp landing, maneuvering clearances required by ICC
Al 17.1 are permitted to overlap the required landing area.

1010.7 Ramp construction. 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
1020.1 through 1020.1.3 for exit enclosures.

1010.7.1 Ramp surface. The surface of ramps shall be of
slip-resistant materials that are securely attached.

1010.7.2 Outdoor conditions. Outdoor ramps and outdoor
approaches to ramps shall be designed so that water will not
accumulate on walking surfaces.

1010.8 Handrails. Ramps with a rise greater than 6 inches
(152 mm) shall have handrails on both sides. Handrails shall
comply with Section 1012.

1010.9 Edge protection. Edge protection complying with Sec-
tions 1010.9.1 or 1010.9.2 shall be provided on each side of
ramp runs and at each side of ramp landings.

Exceptions:

1. Edge protection is not required on ramps that are not
required to have handrails, provided they have flared
sides that comply with the ICC A117.1 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 (12.7 mm) within 10 inches (254 mm) hori-
zontally of the required landing area.

1010.9.1 Curb, rail, wall or barrier. A curb, rail, wall or
barrier shall be provided 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.

1010.9.2 Extended floor or ground surface. The floor or
ground surface of the ramp run or landing shall extend 12
inches (305 mm) minimum beyond the inside face of a
handrail complying with Section 1012.

1010.10 Guards. Guards shall be provided where required by
Section 1013 and shall be constructed in accordance with Sec-
tion 1013.

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SECTION 1011
EXIT SIGNS

1011.1 Where required. 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

I placement shall be such that no point in a corridor is more than
100 feet (30 480 mm) or the listed viewing distance for the sign,
whichever is less, from the nearest visible exit sign.

Exceptions:

1. Exit signs are not required in rooms or areas that
require only one exit or exit access.

2. Main exterior exit doors or gates that are obviously
and clearly 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 dwelling units in
Group R-l,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
vomitories. Egress lighting is provided to identify
each vomitory or opening within the seating area in an
emergency.

1011.2 Illumination. Exit signs shall be internally or exter-
nally illuminated.

Exception: 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 A 117.1 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 mm) wide. The word "EXIT" shall
have letters having a width not less than 2 inches (51 mm)
wide, except the letter "I," and the minimum spacing
between letters shall not be less than 0.375 inch (9.5 mm).
Signs larger than the minimum established in this section
shall have letter widths, strokes and spacing in proportion to
their height.

I The word "EXIT" shall be in high contrast with the back-

ground and shall be clearly discernible when the means of

exit sign illumination is or is not energized. If a chevron
directional indicator is provided as part of the exit sign, the
construction shall be such that the direction of the chevron
directional indicator cannot be readily changed.

1011.5.2 Exit sign illumination. The face of an exit sign
illuminated 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
HANDRAILS

1012.1 Where required. Handrails for stairways and ramps
shall be adequate in strength and attachment in accordance
with Section 1607.7. Handrails required for stairways by Sec-
tion 1009.10 shall comply with Sections 1012.2 through
1012.8. Handrails required for ramps by Section 1010.8 shall
comply with Sections 1012.2 through 1012.7.

1012.2 Height. Handrail height, measured above stair tread
nosings, or finish surface of ramp slope shall be uniform, not
less than 34 inches (864 mm) and not more than 38 inches (965
mm).

1012.3 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 (5 1 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).

1012.4 Continuity. Handrail-gripping surfaces shall be con-
tinuous, without interruption by newel posts or other obstruc-
tions.

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 bottom
surface of the handrail that do not project horizontally
beyond the sides of the handrail within 1.5 inches (38
mm) of the bottom of the handrail shall not be consid-
ered obstructions. For each 0.5 inch (12.7 mm) of
additional handrail perimeter dimension above 4

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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).

1012.5 Handrail extensions. Handrails shall return to a wall,
guard or the walking surface or shall be continuous to the hand-
rail of an adjacent stair flight or ramp run. At stairways where
handrails are not continuous between flights, the handrails
shall extend horizontally at least 12 inches (305 mm) beyond
the top riser and continue to slope for the depth of one tread
beyond the bottom riser. At ramps where handrails are not con-
tinuous between runs, the handrail shall extend horizontally
above the landing 12 inches (305 mm) minimum beyond the
top and bottom ramps.

Exceptions:

1 . Handrails within a dwelling unit that is not required 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 1025.13.

1012.6 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.

1012.7 Projections. On ramps, the clear width between hand-
rails shall be 36 inches (914 mm) minimum. Projections into
the required width of stairways and ramps at each handrail shall
not exceed 4.5 inches (114 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.

1012.8 Intermediate handrails. Stairways shall have
intermediate handrails located in such a manner so that all por-
tions of the stairway width required 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.

SECTION 1013
GUARDS

1013.1 Where required. Guards shall be located along
open-sided walking surfaces, mezzanines, industrial equip-
ment platforms, stairways, ramps and landings that are located
more than 30 inches (762 mm) above the floor or grade below.
Guards shall be adequate in strength and attachment in accor-
dance with Section 1607.7. Where glass is used to provide a
guard or as a portion of the guard system, the guard shall also
comply with Section 2407. Guards shall also be located along
glazed sides of stairways, ramps and landings that are located
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 1025.14 are pennitted and provided.

1013.2 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 I
dwelling units in occupancies in Group R-2, guards I
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 1025.14.

1013.3 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 nam) 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 mate-
rials such that a sphere with a diameter of 21 inches
(533 mm) cannot pass through any opening.

3. In areas that 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-
mit a sphere with a diameter of 2 1 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

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walking surfaces, a sphere 8 inches (203 mm) in
diameter shall not pass.

5. Within individual dwelling units and sleeping units in
Group R-2 and R-3 occupancies, openings for
required guards on the sides of stair treads shall not
allow a sphere of 4.375 inches (111 mm) to pass
through.

1013.4 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.

1013.5 Mechanical equipment Guards shall be provided where
appliances, equipment, fans, roof hatch openings or other compo-
nents that require 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
prevent the passage of a 21 -inch-diameter (533 mm) sphere. The
guard shall extend not less than 30 inches (762 mm) beyond each
end of such appUance, equipment, fan or component.

1013.6 Roof access. Guards shall be provided where the roof
hatch opening is 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 nmi) 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.

SECTION 1014
EXIT ACCESS

1014.1 General. The exit access arrangement shall comply
with Sections 1014 through 1017 and the applicable provisions
of Sections 1003 through 1013.

1014.2 Egress through intervening spaces. Egress through
intervening spaces shall comply with this section.

1. 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 occupancy and provide a
discernible path of egress travel to an exit.

Exception; Means of egress are not prohibited
through adjoining or intervening rooms or spaces in a
Group H, S or F occupancy when the adjoining or
intervening rooms or spaces are the same or a lesser
hazard occupancy group.

2. Egress shall not pass through kitchens, storage rooms,
closets or spaces used for similar purposes.

Exceptions:

1 . Means of egress are not prohibited through a
kitchen area serving adjoining rooms constitut-
ing part of the same dwelling unit or sleeping
unit.

2. Means of egress are not prohibited through
stockrooms in Group M occupancies when all
of the following are met:

2. 1 . The stock is of the same hazard classifi-
cation as that found in the main retail
area;

2.2. Not more than 50 percent of the exit
access is through the stockroom;

2.3. The stockroom is not subject to locking
from the egress side; and

2.4. There is a demarcated, minimum
44-inch- wide (1118 mm) aisle defined
by full or partial height fixed walls or
similar construction that will maintain
the required width and lead directly
from the retail area to the exit without
obstructions.

3. An exit access shall not pass through a room
that can be locked to prevent egress.

4. Means of egress from dwelling units or sleep-
ing areas shall not lead through other sleeping
areas, toilet rooms or bathrooms.

1014.2.1 Multiple tenants. Where more than one tenant
occupies 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, dwelling units and sleeping units.

Exception: Means of egress shall not be prohibited
through adjoining tenant space where such rooms or
spaces occupy less than 10 percent of the area of the ten-
ant space through which they pass; are the same or simi-
lar occupancy group; a discemable path of egress travel
to an exit is provided; and the means of egress into the
adjoining space is not subject to locking from the egress
side. A required means of egress serving the larger tenant
space shall not pass through the smaller tenant space or
spaces.

1014.2.2 Group 1-2. Habitable rooms or suites in Group 1-2
occupancies shall have an exit access door leading directly
to a corridor.

Exceptions:

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
intervening room where the arrangement allows
for direct and constant visual supervision by nurs-
ing personnel.

4. For rooms other than patient sleeping rooms located
within a suite, exit access travel from within the
suite shall be permitted through one intervening
room where the travel distance to the exit access
door is not greater than 100 feet (30 480 mm).

5. For rooms other than patient sleeping rooms
located within a suite, exit access travel from

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within the suite shall be permitted through two
intervening rooms where the travel distance 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).

1014.3 Common path of egress travel. 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 Group H- 1 , H-2
and H-3 occupancies, the common path of egress travel shall
not exceed 25 feet (7620 mm). For common path of egress
travel in Group A occupancies having fixed seating, see Sec-
tion 1025.8.

Exceptions:

1. The length of a common path of egress travel in
Group B, F and S occupancies 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 Group B, S and U occupan-
cies 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 a
Group 1-3 occupancy shall not be more than 100 feet
(30 480 mm).

4. The length of a common path of egress travel in a
Group R-2 occupancy shall not be more than 125 feet
(38 100 mm), provided that the building is protected
throughout with an approved automatic sprinkler sys-
tem in accordance with Section 903.3.1.1.

1014.4 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
assembly areas, other than seating at tables, shall comply with
Section 1025. Aisles serving reviewing stands, grandstands
and bleachers shall also comply with Section 1025.

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.

1014.4.1 Aisles in Groups B and M. In Group B and M
occupancies, the minimum clear aisle width shall be deter-
mined by Section 1005.1 for the occupant load served, but
shall not be less than 36 inches (914 nrni).

Exception: Nonpublic aisles serving less than 50 people
and not required to be accessible by Chapter 1 1 need not
exceed 28 inches (711 mm) in width.

1014.4.2 Aisle accessways in Group M. An aisle
accessway shall be provided on at least one side of each ele-
ment within the merchandise pad. The minimum clear
width for an aisle accessway not required to be accessible
shall be 30 inches (762 mm). The required clear width of the
aisle accessway shall be measured perpendicular to the ele-
ments and merchandise within the merchandise pad. The
30-inch (762 mm) minimum clear width shall be maintained
to provide a path to an adjacent aisle or aisle accessway. The
comnion path of travel shall not exceed 30 feet (9144 mm)
froni any point in the merchandise pad.

Exception: For areas serving not more than 50 occu-
pants, the common path of travel shall not exceed 75 feet
(22 880 mm).

1014.4.3 Seating at tables. Where seating is located at a
table or counter and is adjacent to an aisle or aisle
accessway, the measurement of required clear width of the
aisle or aisle accessway shall be made to a line 19 inches
(483 mm) away from 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 accessways, 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
fi-om the back of the seat.

1014.4.3.1 Aisle accessway for tables and seating.

Aisle accessways serving arrangements of seating at
tables 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 1014.4.3.2. I

1014.4.3.2 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.

1014.4.3.3 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

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where a person has a choice of two or more paths of
egress travel to separate exits.

1014.5 Egress balconies. Balconies used for egress purposes
shall conform to the same requirements as corridors for width,
headroom, dead ends and projections.

1014.5.1 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.

1014.5.2 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 1015
EXIT AND EXIT ACCESS DOORWAYS

1015.1 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
Table 1015.1.

2. The common path of egress travel exceeds the limita-
tions of Section 1014.3.

3. Where required by Sections 1015.3, 1015.4 and 1015.5.

Exception: Group 1-2 occupancies shall comply with Sec-
tion 1014.2.2.

TABLE 1015.1
SPACES WITH ONE MEANS OF EGRESS

OCCUPANCY

MAXIMUM OCCUPANT LOAD

A, B, E^ F, M, U

H-1, H-2, H-3

H-4,H-5, 1-1,1-3, 1-4, R

a. Day care maximum occupant load is 10.

1015.1.1 Three or more exits. Access to three or more exits
shall be provided from a floor area where required by Sec-
tion 1019.1.

1015.2 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
1015.2.1 and 1015.2.2.

1015.2.1 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

dimension of the building or area to be served measured in a
straight line between exit doors or exit access doorways.
Interlocking or scissor stairs shall be counted as one exit
stairway.

Exceptions:

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 1017, the
required 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.

1015.2.2 Three or more exits or exit access doorways.

Where access to three or more exits is required, at least two
exit doors or exit access doorways shall be arranged in
accordance with the provisions of Section 1015.2.1.

1015.3 Boiler, incinerator and furnace rooms. Two exit
access 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
alternating tread device. Exit access doorways shall be sepa-
rated by a horizontal distance equal to one-half the length of the
maximum overall diagonal dimension of the room.

1015.4 Refrigeration machinery 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 150 feet (45
720 mm) of an exit or exit access doorway. An increase in travel
distance is permitted in accordance with Section 1016.1.

Doors shall swing in the direction of egress travel, regardless
of the occupant load served. Doors shall be tight fitting and
self-closing.

1015.5 Refrigerated 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
1 1 6. 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

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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.

1015.6 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.

1015.6.1 Gallery, gridiron and catwalk means of egress.

The means of egress from lighting and access catwalks, gal-
leries and gridirons shall meet the requirements for occu-
pancies in Group F-2.

Exceptions:

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 1016
EXIT ACCESS TRAVEL DISTANCE

1016.1 Travel distance limitations. 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
1016.1.

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 1020.1, the distance
of travel on such means of egress components shall also be
included 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.

Exceptions:

1. Travel distance in open parking garages is permitted
to be measured to the closest riser of open stairs.

2. In outdoor facilities with open exit access compo-
nents and open exterior stairs or ramps, travel dis-
tance 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 1020.1,
the travel distance shall be measured from the most
remote point within a building to an exit discharge.

TABLE 1016.1
EXIT ACCESS TRAVEL DISTANCE'

OCCUPANCY

WITHOUT SPRINKLER

SYSTEM

(feet)

WITH SPRINKLER

SYSTEM

(feet)

A,E,F-1,I-1,M,
R, S-1

200

250"

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
requirements:

Section 402: For the distance limitation in malls.

Section 404: For the distance limitation through an atrium space.

Section 1016.2 For increased limitations in Groups F-1 and S-1.

Section 1025.7: For increased limitation in assembly seating.

Section 1025.7: For increased hmitation for assembly open-air seating.

Section 1019.2: For buildings with one exit.

Chapter 31: For the hmitation 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 automatic sprinkler systems in accordance with 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.

1016.2 Roof vent increase. In buildings that 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-1.

1016.3 Exterior egress balcony increase. Travel distances
specified in Section 1016. 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 1014.5. The length of such
balcony shall not be less than the amount of die increase taken.

SECTION 1017
CORRIDORS

1017.1 Construction. Corridors shall be fire-resistance rated
in accordance with Table 1017.1. 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.

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MEANS OF EGRESS

2. A fire-resistance rating is not required for corridors
contained within a dwelling or sleeping unit in an
occupancy 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
1015.1.

1017.2 Corridor width. The minimum corridor width shall be
as determined in Section 1005.1, but not less than 44 inches
(1118 mm).

Exceptions:

1 . Twenty-four inches (610 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 less than 50.

3 . Thirty-six inches (914 mm) — ^Within a dwelling unit.

4. Seventy-two inches (1829 mm) — In Group E with a
corridor having a required capacity of 100 or more.

5. Seventy-two inches (1829 mm) — In corridors serv-
ing surgical Group I, health care centers for ambula-
tory 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.

1017.3 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.

Exceptions:

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.

1017.4 Air movement in corridors. Corridors shall not serve
as supply, return, exhaust, relief or ventilation air ducts.

Exceptions:

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.

1017.4.1 Corridor ceiling. Use of the space between the
corridor ceiling and the floor or roof structure above as a
return air plenum is permitted for one or more of the follow-
ing 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-resistance-rated construction;

3. The air-handling system serving the corridor is shut
down upon activation of the air-handling 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 auto-
matic sprinkler system; or

5. The space between the corridor ceiling and the floor or
roof structure above the corridor is used as a compo-
nent of an approved engineered smoke control system.

TABLE 1017.1
CORRIDOR FIRE-RESISTANCE RATING

OCCUPANCY

OCCUPANT LOAD SERVED BY CORRIDOR

REQUIRED FIRE-RESISTANCE RATING (hours)

Without sprinkler system

With sprinlder system''

H-1, H-2, H-3

All

Not Permitted

H-4, H-5

Greater than 30

Not Permitted

A, B, E, F, M, S, U

Greater than 30

Greater than 10

Not Permitted

0.5

I-2^ 1-4

All

Not Permitted

I-l, 1-3

All

Not Permitted

a. For requirements for occupancies in Group 1-2, see Section 407.3.

b. For a reduction in the fire-resistance rating for occupancies in Group 1-3, see Section 408.7.

c. Buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2 where allowed.

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1017.5 Corridor continuity. Fire-resistance-rated corridors
shall be continuous from the point of entry to an exit, and shall
not be interrupted by intervening rooms.

Exception: Foyers, lobbies or reception rooms constructed
as required for corridors shall not be construed as interven-
ing rooms.

SECTION 1018
EXITS

1018.1 General. Exits shall comply with Sections 1018
through 1023 and the applicable requirements of Sections 1003
through 1013. An exit shall not be used for any purpose that
interferes 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.

1018.2 Exterior exit doors. Buildings or structures used for
human occupancy shall have at least one exterior door that
meets the requirements of Section 1 008 .1.1.

1018.2.1 Detailed requirements. Exterior exit doors shall
comply with the applicable requirements of Section 1008. 1 .

1018.2.2 Arrangement. Exterior exit doors shall lead
directly to the exit discharge or the public way.

SECTION 1019
NUMBER OF EXITS AND CONTINUITY

1019.1 Minimum number of exits. All rooms and spaces
within each story shall be provided with and have access to the
minimum number of approved independent exits required by
Table 1019.1 based on the occupant load of the story, except as
modified in Section 1015.1 or 1019.2. For the purposes of this
chapter, occupied roofs shall be provided with exits as required
for stories. The required number of exits from any story, base-
ment or individual space shall be maintained until arrival at
grade or the public way.

TABLE 1019.1
MINIMUM NUMBER OF EXITS FOR OCCUPANT LOAD

OCCUPANT LOAD
(persons per story)

MINIMUM NUMBER OF EXITS
(per story)

1-500

501-1,000

More than 1,000

1019.1.1 Parking structures. Parking structures shall not
have less than two exits from each parking tier, except that
only one exit is required where vehicles are mechanically
parked. Vehicle ramps shall not be considered as required
exits unless pedestrian facilities are provided.

1019.1.2 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.

1019.2 Buildings with one exit. Only one exit shall be
required in buildings as described below:

1. Buildings described in Table 1019.2, 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
complies with Section 1015.1 as a space with one means
of egress.

TABLE 1019.2
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

49 occupants and 75 feet
travel distance

H-2,H-3

1 Story

3 occupants and 25 feet
travel distance

H-4,H-5,I,R

1 Story

10 occupants and 75 feet
travel distance

1 Story

29 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
1019.1.1.

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 1026 shall have a maximum height of three stories above grade plane.

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.

e. Day care maximum occupant load is 10.

1019.3 Exit continuity. Exits shall be continuous from the
point of entry into the exit to the exit discharge.

1019.4 Exit door arrangement. Exit door arrangement shall
meet the requirements of Sections 1015.2 through 1015.2.2.

SECTION 1020
VERTICAL EXIT ENCLOSURES

1020.1 Enclosures required. Interior exit stairways and inte-
rior exit ramps shall be enclosed with fire barriers constructed
in accordance with Section 706 or horizontal assemblies con-
structed in accordance with Section 711, or both. 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 exit enclosure shall include any basements

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I but not any mezzanines. An exit enclosure shall not be used for
any purpose other than means of egress.

Exceptions:

1 . In all occupancies, other than Group H and I occupan-
cies, a stairway is not required to be enclosed when
the stairway serves an occupant load of less than 10
and the stairway complies with either Item 1.1 or 1.2.
In all cases, the maximum number of connecting open
stories shall not exceed two.

1.1. The stairway is open to not more than one
story above the story at the level of exit dis-
charge; or

1.2. The stairway is open to not more than one
story below the story at the level of exit dis-
charge.

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 Group R-1,
R-2 or R-3 occupancies 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 that serve only
the parking structure are not required to be enclosed.

6. Stairways in Group 1-3 occupancies, as provided for
in Section 408.3.6, are not required to be enclosed.

7. Means of egress stairways as required by Section
410.5.3 are not required to be enclosed.

8. In other than Group H and I occupancies, 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
interconnected floors shall not be open to other floors.
Unenclosed exit stairways shall be remotely located
as required in Section 1015.2.

9. In other than Group H and I occupancies, 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.
Unenclosed exit stairways shall be remotely located
as required in Section 1015.2.

1020.1.1 Openings and penetrations. Exit enclosure
opening protectives shall be in accordance with the require-
ments of Section 715.

Except as permitted in Section 402.4.6, openings in exit
enclosures other than unprotected exterior openings shall be
limited to those necessary for exit access to the enclosure

from normally occupied spaces and for egress from the i
enclosure.

Where interior exit enclosures are extended to the exte-
rior of a building by an exit passageway, the door assembly
from the exit enclosure to the exit passageway shall be pro-
tected by a fire door assembly conforming to the require-
ments in Section 715.4. Fire door assemblies in exit
enclosures shall comply with Section 715.4.4.

Elevators shall not open into an exit enclosure. I

1020.1.2 Penetrations. 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 systems
and electrical raceway serving the exit enclosure and termi-
nating 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.

1020.1.3 Ventilation. Equipment and ductwork for exit
enclosure ventilation as permitted by Section 1 020. 1 .2 shall I
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 opening protectives I
in accordance with Section 715 for shaft enclosures. |

Exit enclosure ventilation systems shall be independent
of other building ventilation systems.

1020.1.4 Exit enclosure exterior walls. Exterior walls of an |
exit enclosure shall comply with the requirements of Section I
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 180 degrees (3.14 rad), the building exte-
rior walls within 10 feet (3048 mm) horizontally of a
nonrated wall or unprotected opening shall have a fire-resis-
tance rating of not less than 1 hour. Openings within such
exterior walls shall be protected by opening protectives hav-
ing a fire protection rating of not less than V4 hour. This con-
struction 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.

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1020.1.5 Discharge identification barrier. A stairway in
an exit enclosure shall not continue below the level of exit
discharge unless an approved barrier is provided at the level
of exit discharge to prevent persons from unintentionally
continuing into levels below. Directional exit signs shall be
provided as specified in Section 101 1.

1020.1.6 Stairway floor number signs. A sign shall be
provided at each floor landing in interior exit enclosures
connecting more than three stories designating the floor
level, the terminus of the top and bottom of the stair enclo-
sure 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 that is readily visible
when the doors are in the open and closed positions.

1020.1.7 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.

1020.1.7.1 Enclosure exit. A smokeproof enclosure or
pressurized stairway shall exit into a public way or into
an exit passageway, yard or open space having direct
access to a public way. The exit passageway shall be
without 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
access from other floors.

2. Openings in the exit passageway serving a pres-
surized stairway are permitted where the exit
passageway is protected and pressurized in the
same manner as the pressurized stairway.

3. A smokeproof enclosure or pressurized stair-
way shall be permitted to egress through areas
on the level of discharge or vestibules as per-
mitted by Section 1024.

1020.1.7.2 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 1021
EXIT PASSAGEWAYS

1021.1 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.

1021.2 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.

1021.3 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.

1021.4 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 715.4. Fire door
assemblies in exit passageways shall comply with Section
715.4.4.

Elevators shall not open into an exit passageway.

1021.5 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 1022
HORIZONTAL EXITS

1022.1 Horizontal exits. Horizontal exits serving as an exit in
a means of egress system shall comply with the requirements of

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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
required, not more than one-half of the total number of exits or
total 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
occupants 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.

1022.2 Separation. The separation between buildings or ref-
uge areas 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

(unless floor assemblies have a fire-resistence rating of not less
than 2 hours with no unprotected openings.

Exception: A fire-resistance rating is not required at hori-
zontal exits between a building area and an above-grade
pedestrian 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.

1022.3 Opening protectives. Fire doors in horizontal exits
shall be self-closing or automatic-closing when activated by a

I smoke detector in accordance with Section 715.4.7.3. Doors,
where located in a cross-corridor condition, shall be auto-
matic-closing by activation of a smoke detector installed in
accordance with Section 715.4.7.3.

11022.4 Capacity of refuge area. The refuge area of a horizon-
tal exit shall be a space occupied by the same tenant or a public
area and each such refuge area shall be adequate to accommo-
date the original occupant load of the refuge area plus the occu-
pant load anticipated from the adjoining compartment. The
anticipated occupant load from the adjoining compartment

shall be based on the capacity of the horizontal exit doors enter-
ing the refuge area. The capacity of the refuge area shall be
computed based on a net floor area allowance of 3 square feet
(0.2787 m^) for each occupant to be accommodated therein.

Exception: 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.

SECTION 1023
EXTERIOR EXIT RAMPS AND STAIRWAYS

1023.1 Exterior exit ramps and stairways. Exterior exit
ramps and stairways serving as an element of a required means
of egress shall comply with this section.

Exception: Exterior exit ramps and stairways for outdoor
stadiums complying with Section 1019.1, Exception 2.

1023.2 Use in a means of egress. Exterior exit ramps and stair-
ways shall not be used as an element of a required means of
egress for Group 1-2 occupancies. 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 above grade plane or having occupied
floors more than 75 feet (22 860 mm) above the lowest level of I
fire department vehicle access. I

1023.3 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 mm) above
the adjacent floor or landing level.

1023.4 Side yards. 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.

1023.5 Location. Exterior exit ramps and stairways shall be
located in accordance with Section 1023.3.

1023.6 Exterior ramps and stairway protection. Exterior
exit ramps and stairways shall be separated from the interior of
the building as required in Section 1020.1. Openings shall be
limited to those necessary for egress from normally occupied
spaces.

Exceptions:

1. Separation from the interior of the building is not
required for occupancies, other than those in Group
R- 1 or R-2, in buildings that are no more than two sto-
ries above grade plane where the level of exit dis- I
charge is the first story above grade plane. |

2. Separation from the interior of the building is not
required where the exterior ramp or stairway is served

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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.

Separation from the interior of the building is not
required 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
1020.1.

Separation from the interior of the building is not
required 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 1017.

4.3. The open-ended corridors are connected on
each end to an exterior exit ramp or stairway
complying with Section 1023.

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.

SECTION 1024
EXIT DISCHARGE

1024.1 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.

Exceptions:

1 . A maximum of 50 percent of the number and capacity
of the exit enclosures is permitted to egress through
areas on the level of discharge provided all of the fol-
lowing are met:

1.1. Such exit enclosures egress to a free and un-
obstructed 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
providing protection at least the equivalent of
approved 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 1020.1, Exception 5, are permitted to egress
through the open parking garage at the level of exit
discharge.

1024.2 Exit discharge capacity. The capacity of the exit dis-
charge shall be not less than the required discharge capacity of
the exits being served.

1024.3 Exit discharge location. Exterior balconies, stairways
and ramps shall be located at least 10 feet (3048 mm) from
adjacent 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 separa-
tion distance.

1024.4 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.

1024.5 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 1024.

1024.5.1 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 Group R-3 and U occupancies
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

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MEANS OF EGRESS

required width by more than one-half. Other
nonstructural projections such as trim and similar deco-
rative features are permitted to project into the required
width 1 .5 inches (38 mrti) 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.

1024.5.2 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 have
not less than 1-hour fire-resistance-rated construction for a
distance of 10 feet (3048 mm) above the floor of the court.
Openings within such walls shall be protected by opening
protectives having a fire protection rating of not less than V4
hour.

Exceptions:

1. Egress courts serving an occupant load of less than
10.

I 2. Egress courts serving Group R-3.

1024.6 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.

12. The area shall be located on the same lot at least 50
feet (15 240 mm) away from the building requiring
egress.

3. The area shall be permanently maintained and
identified as a safe dispersal area.

4. The area shall be provided with a safe and unob-
structed path of travel from the building.

SECTION 1025
ASSEMBLY

1025.1 General. Occupancies in Group A which contain seats,
tables, displays, equipment or other material shall comply with
this section.

1025.1.1 Bleachers. Bleachers, grandstands, and folding
and telescopic seating shall comply with ICC 300.

1025.2 Assembly main 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 public way.

Exception: 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.

1025.3 Assembly other exits. In addition to having access to a
main exit, each level in a Group A occupancy having an occu-
pant load greater than 300 shall be provided with additional
means of egress that shall provide an egress capacity for at least
one-half of the total occupant load served by that level and
comply with Section 1015.2.

Exception: 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.

1025.4 Foyers and lobbies. In Group A-l 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 public street by all the main entrances or exits, shall
have a straight and unobstructed corridor or path of travel to
every such main entrance or exit.

1025.5 Interior balcony and gallery means of egress. For

balconies or galleries having a seating capacity of 50 or more I
located in Group A occupancies, at least two nieans of egress
shall be provided, with one from each side of every balcony or
gallery and at least one leading directly to, an exit.

1025.5.1 Enclosure of balcony openings. Interior stairways
and other vertical openings shall be enclosed in an exit
enclosure as provided in Section 1020.1, except that stair-
ways are permitted to be open between the balcony and the
main assembly floor in occupancies such as theaters, places I
of religious worship and auditoriums. At least one accessi- I
ble means of egress is required from a balcony or gallery
level containing accessible seating locations in accordance
with Section 1007.3 or 1007.4.

1025.6 Width of means of egress for assembly. The clear width
of aisles and other means of egress shall comply with Section
1025.6. 1 where smoke-protected seating is not provided and with
Section 1025.6.2 or 1025.6.3 where smoke-protected seating is
provided. The clear width shall be measured to walls, edges of
seating and tread edges except for permitted projections.

1025.6.1 Without smoke protection. The clear width of
the means of egress shall provide sufficient capacity in
accordance 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

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(279 mm) or greater, measured horizontally between
tread nosings.

2. At least 0.005 inch (0.127 mm) of additional stak
width for each occupant shall be provided for each 0.10
inch (2.5 mm) of riser height above 7 inches (178 mm).

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.

1025.6.2 Smoke-protected seating. The clear width of the
means of egress for smoke-protected assembly seating shall
not be less than the occupant load served by the egress ele-
ment multiplied by the appropriate factor in Table 1025.6.2.
The total number of seats specified shall be those within the
space exposed to the same smoke-protected environment.
Interpolation is permitted between the specific ' values
shown. A life safety evaluation, complying with NFPA 101 ,
shall be done for a facility utiUzing the reduced width
requirements of Table 1025.6.2 for smoke-protected assem-
bly seating.

Exception: 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
1025.6.3.

1025.6.2.1 Smol^e 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 nrni) above the floor of
the means of egress.

1025.6.2.2 Roof lieiglit. 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 nmi)
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.

1025.6.2.3 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.

1025.6.3 Width of means of egress for outdoor
smoke-protected assembly. The clear width in inches
(nrni) 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 1025.6.2 for the number of seats in the outdoor
smoke-protected assembly where Section 1025.6.2 per-
mits less width.

1025.7 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

TABLE 1025.6.2
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

thani 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.

2006 INTERNATIONAL BUILDING CODE*'

229

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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 11 construction.

1025.8 Common path of travel. The common path of egress
travel shall not exceed 30 feet (9144 mm) from any seat to a
point where an occupant has a choice of two paths of egress
travel to two exits.

Exceptions:

1 . For areas serving less than 50 occupants, the common
path of egress travel shall not exceed 75 feet (22 860
mm).

2. For smoke-protected assembly seating, the common
path of egress travel shall not exceed 50 feet (15 240
mm).

1025.8.1 Path through adjacent row. Where one of the
two paths of travel is across the aisle through a row of seats
to another 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 addi-
tional 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.

1025.9 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 1014.4.3.

1025.9.1 Minimum aisle width. The minimum clear width
for aisles shall be as shown:

1. Forty-eight inches (1219 mm) for aisle stairs having
seating on each side.

Exception: Thirty-six inches (914 mm) where the
aisle serves less 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.

Exceptions:

1. Thirty-six inches (914 mm) where the aisle
serves less that 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.

Exceptions:

1 . Thirty inches (762 mm) where the aisle does
not serve more than 14 seats.

2. 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.

1025.9.2 Aisle width. 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.

1025.9.3 Converging aisles. 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.

1025.9.4 Uniform width. Those portions of aisles, where
egress is possible in either of two directions, shall be uni-
form in required width.

1025.9.5 Assembly aisle termination. Each end of an aisle
shall terminate at cross aisle, foyer, doorway, vomitory or
concourse having access to an exit.

Exceptions:

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 hav-
ing 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
exceed 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

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2006 INTERNATIONAL BUILDING CODE®

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mm) for each additional seat above seven in the
row.

1025.9.6 Assembly aisle obstructions. There shall be no
obstructions in the required width of aisles except for hand-
rails as provided in Section 1025.13.

1025.10 Clear width of aisle accessways serving seating.

Where seating rows have 14 or fewer seats, the minimum clear
aisle accessway width shall not be less than 12 inches (305
rrmi) 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 measure-
ment 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 posi-
tion. For seats with folding tablet arms, row spacing shall be
determined with the tablet arm down.

1025.10.1 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 1025.10.1.

TABLE 1025.10.1

SMOKE-PROTECTED

ASSEMBLY AISLE ACCESSWAYS

TOTAL NUMBER OF
SEATS IN THE SMOKE-
PROTECTED ASSEMBLY
OCCUPANCY

MAXIMUM 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

4,000

7,000

10,000

13,000

16,000

19,000

22,000 and greater

For SI: 1 inch = 25.4 mm.

1025.10.2 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
increased by 0.6 inch (15.2 mm) for every additional seat
beyond seven seats, but the minimum clear width is not
required to exceed 22 inches (559 mm).

1025.11 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 fiill
width of aisles and complies with Sections 1025. 1 1 . 1 through
1025.11.3.

1025.11.1 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).

1025.11.2 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.

1025.11.3 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 1 inch (25 mm), and a maximum of 2
inches (5 1 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
descent.

1025.12 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.

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231

MEANS OF EGRESS

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
securely 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.

1025.13 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
requirements of handrails.

1025.13.1 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 horizon-
tally, and the handrail shall have rounded terminations or
bends.

1025.13.2 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.

1025.14 Assembly guards. Assembly guards shall comply
with Sections 1025.14.1 through 1025.14.3.

1025.14.1 Cross aisles. Cross aisles located more than 30
inches (762 mm) above the floor or grade below shall have
guards in accordance with Section 1013.

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.

Exception: 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.

1025.14.2 Sightline-constrained guard heights. Unless
subject to the requirements of Section 1025. 14.3, a fascia or
railing system in accordance with the guard requirements of
Section 1013 and having a minimum height of 26 inches
(660 mm) shall be provided where the floor or footboard
elevation is more than 30 inches (762 mm) above the floor or
grade below and the fascia or railing would otherwise inter-
fere with the sightlines 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.

1025.14.3 Guards at the end of aisles. A fascia or railing
system complying with the guard requirements of Section
1013 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 min-
imum 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.

1025.15 Bench seating. 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.

SECTION 1026
EMERGENCY ESCAPE AND RESCUE

1026.1 General. In addition to the means of egress required by
this chapter, provisions shall be made for emergency escape
and rescue in Group R and 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 open-
ings shall be required in each sleeping room, but shall not be
required in adjoining areas of the basement. Such openings
shall open directly into a public way or to a yard or court that
opens to a public way.

Exceptions:

1. In other than Group R-3 occupancies, 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, sleeping rooms
provided with a door to a fire-resistance-rated corri-
dor 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.

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2006 INTERNATIONAL BUILDING CODE®

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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
required from baserrients or sleeping rooms that have
an exit door or exit access door that opens directly into
a public way or to a yard, court or exterior exit bal-
cony that opens to a public way.

7. Basements without habitable spaces and having no
more than 200 square feet (1 8.6 m^) in floor area shall
not be required to have emergency escape windows.

1026.2 Minimum size. Emergency escape and rescue open-
ings shall have a minimum net clear opening of 5.7 square feet
(0.53 m2).

Exception: The minimum net clear opening for emergency
escape and rescue grade-floor openings shall be 5 square
feet (0.46 m2).

1026.2.1 Minimum 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.

1026.3 Maximum height from floor. Emergency escape and
rescue openings shall have the bottom of the clear opening not
greater than 44 inches (1118 mm) measured from the floor.

1026.4 Operational constraints. 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 1026.2 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.

1026.5 Window wells. 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 1026.5.1 and 1026.5.2.

1026.5.1 Minimum size. 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.

1026.5.2 Ladders 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-
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

2006 INTERNATIONAL BUILDING CODE®

nun). The ladder or steps shall not be obstructed by the
emergency escape and rescue opening. Ladders or steps
required by this section are exempt from the stairway
requirements of Section 1009.

233

234 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 11

ACCESSIBILITY

SECTION 1101
GENERAL

1101.1 Scope. The provisions of this chapter shall control the
design and construction of facilities for accessibility to physi-
cally disabled persons.

1101.2 Design. Buildings and facilities shall be designed and
constructed to be accessible in accordance with this code and
ICCA117.1.

SECTION 1102
DEFINITIONS

1102.1 Definitions. 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 dweUing unit or sleeping unit that
complies with this code and the provisions for Accessible units
inlCCAin.l.

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. See definition for "Multistory unit."

DWELLING UNIT OR SLEEPING UNIT, TYPE A. See

definition for "Type A unit."

DWELLING UNIT OR SLEEPING UNIT, TYPE B. See

definition for "Type B unit."

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
areas.

FACILITY. All or any portion of buildings, structures, site
improvements, elements and pedestrian or vehicular routes
located 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
arranged in distinct levels where each level is comprised of

either multiple rows, or a single row of box seats accessed from
a separate level.

MULTISTORY UNIT. A dweUing unit or sleeping unit with I
habitable space located on more than one stoiy. I

PUBLIC ENTRANCE. An entrance that is not a service
entrance or a restricted entrance.

PUBLIC-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
designed and used for the purpose of renting or leasing individ-
ual storage spaces to customers for the purpose of storing and
removing 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 lot line or a designated
portion of a public right-of-way.

TYPE A UNIT. A dwelling unit or sleeping unit designed and
constructed for accessibility in accordance with this code and
the provisions for Type A units in ICC A 1 17.1.

TYPE B UNIT. A dwelling unit or sleeping unit designed and
constructed for accessibility in accordance with this code and
the provisions for Type B units in ICC Al 17.1, consistent with
the design and construction requirements of the federal Fair
Housing Act.

WHEELCHAIR SPACE. A space for a single wheelchair and
its occupant.

SECTION 1103
SCOPING REQUIREMENTS

1103.1 Where required. Sites, buildings, structures, facilities,
elements and spaces, temporary or permanent, shall be accessi-
ble to persons with physical disabilities.

1103.2 General exceptions. Sites, buildings, structures, faciU-
ties, elements and spaces shall be exempt from this chapter to
the extent specified in this section.

1103.2.1 Specific requirements. Accessibility is not
required in buildings and facilities, or portions thereof, to
the extent permitted by Sections 1 104 through 1 1 10.

1103.2.2 Existing buildings. Existing buildings shall com-
ply with Section 3409.

1103.2.3 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 disabih-
ties can approach, enter and exit the work area. Work areas.

2006 INTERNATIONAL BUILDING CODE®

235

ACCESSIBILITY

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
essential to the function of the space shall be exempt from
all requirements.

1103.2.4 Detached dwellings. Detached one- and two-fam-
ily dwellings and accessory structures, and their associated
sites and facilities, are not required to be accessible.

1103.2.5 Utility buildings. Occupancies in Group U are
exempt 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
accessed only by ladders, catwalks, crawl spaces, freight
elevators 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,
mechanical, electrical or communications equipment
rooms, piping or equipment catwalks, water or sewage treat-
ment pump rooms and stations, electric substations and
transformer vaults, and highway and tunnel utility facilities.

1103.2.10 Single-occupant structures. Single-occupant
structures accessed only by passageways below grade or
elevated above grade including, but not limited to, toll
booths that are accessed only by underground tunnels, are
not required 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 facility
(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 Al 17.1,
Section 308.2.1 or 308.3.1.

1103.2.15 Walk-in coolers and freezers. Walk-in coolers
and freezers intended for employee use only are not
required to be accessible.

SECTION 1104
ACCESSIBLE ROUTE

1104.1 Site arrival points. Accessible routes within the site
shall be provided from public transportation stops; accessible
parking; accessible passenger loading zones; and public streets
or sidewalks to the accessible building entrance served.

Exception: Other than in buildings or facilities containing
or serving Type B units, an accessible route shall not be
required between site arrival points and the building or facil-
ity 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
accessible buildings, accessible facilities, accessible ele-
ments 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.

Exception: 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 designated
aisle seats required to be on an accessible route are not pro-
vided.

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
employee work areas that are less than 300 square
feet (27.9 m^) in size and defined by permanently
installed partitions, counters, casework or furnish-
ings, shall not be required to be accessible routes. .

2. Common use circulation paths, located within
employee work areas, that are an integral compo-
nent of equipment, shall not be required to be
accessible routes.

3. Common use circulation paths, located within
exterior employee work areas that are fully
exposed to the weather, shall not be required to be
accessible routes.

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1104.3.2 Press boxes. Press boxes in assembly areas shall
be on an accessible route.

Exceptions:

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.

1104.4 Multilevel buildings and facilities. At least one acces-
sible route shall connect each accessible level, including mez-
zanines, in multilevel buildings and facilities.

Exceptions:

1. An accessible route is not required to stories and
mezzanines 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
providers (Group B or I); or

1.3. Passenger transportation facilities and air-
ports (Group A-3 or B).

2. 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 acces-
sible level.

3. In air traffic control towers, an accessible route is
not required to serve the cab and the floor immedi-
ately below the cab.

4. Where a two-story building or facility has one
story with an occupant load of five or fewer per-
sons 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.

1104.5 Location. 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
interior. Where only one accessible route is provided, the
accessible route shall not pass through kitchens, storage rooms,
restrooms, closets or similar spaces.

Exceptions:

1. Accessible routes from parking garages contained
within and serving Type B dweUing units are not
required to be interior.

2. A single accessible route is permitted to pass through
a kitchen or storage room in an Accessible, Type A or
Type B dwelling unit.

1104.6 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 disabilities passing around security barri-
ers to maintain visual contact with their personal items to the
same extent provided others passing through the security
barrier.

SECTION 1105
ACCESSIBLE ENTRANCES

1105.1 Public entrances. In addition to accessible entrances
requked by Sections 1105.1.1 through 1105.1.6, at least 60
percent of all public entrances shall be accessible.

Exceptions:

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.

1105.1.1 Parking garage entrances. Where provided,
direct access for pedestrians from parking structures to
buildings or facility entrances shall be accessible.

1105.1.2 Entrances from tunnels or elevated walkways.

Where direct access is provided for pedestrians from a
pedestrian tunnel or elevated walkway to a building or facil-
ity, 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
entrances used only by inmates or detainees and security
personnel are provided at judicial facilities, detention facili-
ties 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
entrance shall be accessible.

1105.1.6 Tenant spaces, dwelling units and sleeping
units. At least one accessible entrance shall be provided to
each tenant, dwelUng unit and sleeping unit in a facility.

Exceptions:

1. An accessible entrance is not required to tenants
that are not required to be accessible.

2. 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.

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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 1106. 1 ,
except as required by Sections 1 106.2 through 1 106.4. Where
more than one parking facility is provided on a site, the number
of parking spaces required to be accessible shall be calculated
separately for each parking 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 public 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

26 to 50

51 to 75

76 to 100

101 to 150

151 to 200

201 to 300

301 to 400

401 to 500

501 to 1,000

2% of total

1,001 and over

20, plus one for each 100,
or fraction thereof, 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
beneath 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 facilities 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

I to an accessible building entrance. 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 parking facility. Where buildings have multiple
accessible entrances with adjacent parking, accessible parking
spaces shall be dispersed and located near the accessible
entrances.

Exceptions:

1 . In multilevel parking structures, van-accessible park-
ing spaces are permitted on one level.

2. Accessible parking spaces shall be permitted to be
located in different parking facilities if substantially
equivalent or greater accessibility is provided in
terms of distance from an accessible entrance or
entrances, parking fee and user convenience.

1106.7 Passenger loading zones. Passenger loading zones
shall be designed and constructed in accordance with ICC
A117.1.

1106.7.1 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
exceeds 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 that are
required to be Accessible units. Type A units and Type B units
shall comply with the applicable portions of Chapter 10 of ICC
A117.1. Units required to be Type A units are permitted to be
designed and constructed as Accessible 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 public or available for use by residents and serving
Accessible units. Type A units or Type B units shall be accessi-
ble. Accessible spaces shall include toilet and bathing rooms,
kitchen, living and dining areas and any exterior spaces,
including patios, terraces and balconies.

Exception: 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

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unit within the building or faciUty and with those exterior and
interior spaces and facilities that serve the units.

Exceptions:

II. If due to circumstances outside the control of the
owner, either the slope of the finished ground level
between accessible facilities and buildings exceeds
one unit vertical in 12 units horizontal (1:12), or
I where physical barriers or legal restrictions prevent

the installation of an accessible route, a vehicular
route with parking that complies with Section 1 106 at
each pubhc or common use facility or building is per-
mitted in place of the accessible route.

2. 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.

11107.5 Group I. Accessible units and Type B units shall be
provided in Group I occupancies in accordance with Sections
1107.5.1 through 1107.5.5.

1107.5.1 Group I-l. Accessible units and Type B units shall
be provided in Group I-l occupancies in accordance with
Sections 1107.5.1.1 and 1107.5.1.2.

1107.5.1.1 Accessible units. At least 4 percent, but not
less than one, of the dwelling units and sleeping units
shall be Accessible units.

1107.5.1.2 Type B units. In striactures 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.

1107.5.2 Group 1-2 nursing homes. Accessible units and
Type B units shall be provided in nursing homes of Group
1-2 occupancies in accordance with Sections 1 107.5.2.1 and
1107.5.2.2.

1107.5.2.1 Accessible units. At least 50 percent but not
less than one of each type of the dwelling and sleeping
units shall be Accessible units.

1107.5.2.2 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.

1107.5.3 Group 1-2 hospitals. Accessible units and Type B
units shall be provided in General-purpose hospitals, psy-
chiatric facilities, detoxification facilities and residential
care/assisted living facilities of Group 1-2 occupancies in
accordance with Sections 1107.5.3.1 and 1107.5.3.2.

1107.5.3.1 Accessible units. At least 10 percent, but not
less than one, of the dwelling units and sleeping units
shall be Accessible units.

1107.5.3.2 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.

1107.5.4 Group 1-2 rehabilitation facilities. In hospitals
and rehabilitation facilities of Group 1-2 occupancies 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 sleep-
ing units shall be Accessible units.

1107.5.5 Group 1-3. Accessible units shall be provided in I
Group 1-3 occupancies in accordance with with Sections I
1107.5.5.1 through 1107.5.5.3.

1107.5.5.1 Group 1-3 sleeping units. In Group 1-3 occu- I
pancies, at least 2 percent, but not less than one, of the
dwelling units and sleeping units shall be Accessible
units.

1107.5.5.2 Special holding cells and special housing
cells or rooms. In addition to the Accessible units
required 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 an Accessible
unit. Cells or rooms subject to this requirement include,
but are not limited to, those used for purposes of orienta-
tion, protective custody, administrative or disciplinary
detention or segregation, detoxification and medical iso-
lation.

Exception: 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.

1107.5.5.3 Medical care facilities. Patient sleeping
units or cells required to be Accessible units in medical I
care facilities shall be provided in addition to any medi-
cal isolation cells required to comply with Section
1107.5.5.2.

1107.6 Group R. Accessible units. Type A units and Type B I
units shall be provided in Group R occupancies in accordance I
with Sections 1 107.6.1 through 1 107.6.4.

1107.6.1 Group R-1. Accessible units and Type B units I
shall be provided in Group R-1 occupancies in accordance I
with Sections 1107.6.1.1 and 1107.6.1.2.

1107.6.1.1 Accessible units. In Group R-1 occupancies.
Accessible dwelling units and sleeping units shall be
provided in accordance with Table 1 107.6. 1 . 1 . All faciU-
ties 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.

1107.6.1.2 Type B units. In structures with four or more
dwelling or sleeping units intended to be occupied as a

2006 INTERNATIONAL BUILDING CODE®

239

ACCESSIBILITY

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 Group R-2 occupancies 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 units 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.

1107.6.2.1.1 Type A units. In Group R-2 occupan-
cies 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 Group R-2 other than apartment houses,
monasteries and convents. In Group R-2 occupancies,

other than apartment houses, monasteries and convents, I
Accessible units and Type B units shall be provided in I
accordance with Sections 1 107.6.2.2. 1 and 1 107.6.2.2.2. I

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.

1107.6.3 Group R-3. In Group R-3 occupancies where
there are four or more dwelling units or sleeping units
intended to be occupied as a residence in a single structure,
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 1107.7.

1107.6.4 Group R-4. Accessible units and Type B units I
shall be provided in Group R-4 occupancies in accordance I
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.

1107.7 General exceptions. Where specifically permitted by
Section 1 107.5 or 1 107.6, the required number of Type A and

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

26 to 50

51 to 75

76 to 100

101 to 150

151 to 200

201 to 300

301 to 400

401 to 500

501 to 1,000

1% of total

3% of total

Over 1,000

10, plus 1 for each 100,
or fraction thereof, over 1,000

30, plus 2 for each 100,
or fraction thereof, over 1,000

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Type B units is permitted to be reduced in accordance with Sec-
tions 1107.7.1 through 1107.7.5.

1107.7.1 Structures without elevator service. Where no
elevator service is provided in a structure, only the dwelling
and sleeping units that are located on stories indicated in
Sections 1 107.7. 1 . 1 and 1 107.7. 1 .2 are required to be Type
A and Type B units. The number of Type A units shall be
determined in accordance with Section 1107.6.2.1.1.

1107.7.1.1 One story with Type B units required. 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
structure and all units intended to be occupied as a resi-
dence on that story shall be Type B units.

1107.7.1.2 Additional stories with Type B units. On all

other stories that have a building entrance in proximity to
arrival points intended to serve units on that story, as
indicated 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 (15 240
nmi) 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 (15 240
mm) 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.

1107.7.2 Multistory units. A multistory dwelling or sleep-
ing unit which is not provided with elevator service is not
required to be a Type B unit. Where a multistory unit is pro-
vided with external elevator service to only one floor, the
floor provided with elevator service shall be the primary
entry 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 Elevator service to the lowest story with units.

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 impracticality. On a site with multiple
nonelevator buildings, the number of units required by Sec-
tion 1107.7.1 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 1 107.7.1 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 ele-
vated walkway is planned between a building
entrance serving the units on that story and a pedes-
trian 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 Design flood elevation. The required number of
Type A and Type B units shall not apply to a site where the
required elevation of the lowest floor or the lowest horizon-
tal structural building members of nonelevator buildings are
at or above the design 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).

SECTION 1108
SPECIAL OCCUPANCIES

1108.1 General. In addition to the other requirements of this
chapter, the requirements of Sections 1108.2 through 1108.4
shall apply to specific occupancies.

1108.2 Assembly area seating. Assembly areas with fixed
seating shall comply with Sections 1 108.2. 1 through 1 108.2.7.
Dining areas shall comply with Section 1108.2.8. In addition, I
lawn seating shall comply with Section 1 108.2.5. I

1108.2.1 Services. Services and facilities provided in areas
not required to be accessible shall be provided on an acces-
sible 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 1108.2.2.4. |

1108.2.2.1 General seating. Wheelchair spaces shall be
provided in accordance with Table 1108.2.2.1

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
required to comply with Section 1108.2.2.2, the total
number of wheelchair spaces provided shall be deter-
mined in accordance with Table 1 108.2.2. 1 . Wheelchair
spaces shall be located in not less than 20 percent of all
boxes provided.

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241

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TABLE 1108.2.2.1
ACCESSIBLE WHEELCHAIR SPACES

CAPACITY OF SEATING
IN ASSEMBLY AREAS

MINIMUM REQUIRED NUMBER OF
WHEELCHAIR SPACES

4 to 25

26 to 50

51 to 100

101 to 300

301 to 500

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

1108.2.2.4 Team or player seating. At least one wheel-
chair space shall be provided in team or player seating
areas serving areas of sport activity.

Exception: Wheelchair spaces shall not be required
in team or player seating areas serving bowling lanes
that are not required to be located on an accessible
route per Section 1109.14.4.1.

1108.2.3 Dispersion of wheelchair spaces in multilevel
assembly seating areas. In multilevel 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 worship
services where the second floor or mezzanine 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, all wheelchair spaces shall be permitted to be
located on the main level.

3. Wheelchair spaces in team or player seating serv-
ing areas of sport activity are not required to be dis-
persed.

1108.2.4 Designated aisle seats. At least 5 percent, but not
less than one, of the total number of aisle seats provided
shall be designated aisle seats.

Exception: Designated aisle seats are not required in
team or player seating serving areas of sport activity.

1108.2.5 Lawn seating. Lawn seating areas and exterior
overflow seating areas, where fixed seats are not provided,
shall connect to an accessible route.

1108.2.6 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.

1108.2.6.1 Receivers. Receivers shall be provided for
assistive listening systems in accordance with Table
1108.2.6.1.

Exceptions:

, 1. Where a building contains more than one
assembly area, the total number of required
receivers shall be permitted to be calculated
according to the total number of seats in the
assembly areas in the building, provided that all
receivers are usable with all systems and if
assembly areas required to provide assistive lis-
tening are under one management.

2. Where all seats in an assembly area are served
by an induction loop assistive listening system,
the minimum number of receivers required by
Table 1108.2.6.1 to be hearing-aid compatible
shall not be required.

1108.2.6.2 Public address systems. Where stadiums,
arenas and grandstands provide audible public
announcements, they shall also provide equivalent text
information regarding events and facilities in compli-
ance with Sections 1108.2.6.2.1 and 1108.2.6.2.2.

TABLE 1108.2.6.1
RECEIVERS FOR ASSISTIVE LISTENING SYSTEMS

CAPACITY OF SEATING
IN ASSEMBLY AREAS

MINIMUM REQUIRED
NUMBER OF RECEIVERS

MINIMUM NUMBER OF RECEIVERS
TO BE HEARING-AID COMPATIBLE

50 or less

51 to 200

2, plus 1 per 25 seats over 50 seats*

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

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1108.2.6.2.1 Prerecorded text messages. Where
electronic signs are provided and have the capabihty to
display prerecorded text messages containing informa-
tion that is the same, or substanally tiequivalent, to
information that is provided audibly, signs shall dis-
play text that is equivalent to audible announcements.

Exception: Announcements that cannot be prere-
corded in advance of the event shall not be required
to be displayed.

1108.2.6.2.2 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.

1108.2.7 Performance areas. An accessible route shall
directly connect the performance area to the assembly seat-
ing 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.

1108.2.8 Dining areas. In dining areas, the total floor area
allotted for seating and tables shall be accessible.

Exceptions:

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 per-
cent of the dining area, provided that accessible
routes serve accessible seating and where each tier
is provided with the same services.

1108.2.8.1 Dining 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.

1108.3 Self-service storage facilities. Self-service storage
facilities 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

MINIMUM 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

are provided than the number of required accessible spaces,
the number of accessible spaces shall not be required to
exceed that required by Table 1 108.3. Accessible spaces are
permitted to be dispersed in a single building of a
multibuilding facility.

1108.4 Judicial facilities. Judicial facilities shall comply with
Sections 1108.4.1 through 1108.4.3.

1108.4.1 Courtrooms. Each courtroom shall be accessible.

1108.4.2 Holding cells.

court-floor holding cells
1108.4.2.1 and 1108.4.2.2.

Central holding cells and
shall comply with Sections

1108.3.1 Dispersion. Accessible individual self-service
storage spaces shall be dispersed throughout the various
classes of spaces provided. Where more classes of spaces

1108.4.2.1 Central 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.

1108.4.2.2 Court-floor holding cells. Where separate
court-floor holding cells are provided for adult males,
juvenile 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.

1108.4.3 Visiting areas. Visiting areas shall comply with
Sections 1108.4.3.1 and 1108.4.3.2.

1108.4.3.1 Cubicles and counters. At least 5 percent
but no fewer than one of the cubicles shall be accessible
on both the visitor and detainee sides. Where counters
are provided, at least one shall be accessible on both the
visitor and detainee sides.

Exception: This requirement shall not apply to the
detainee side of cubicles or counters at noncontact
visiting areas not serving Accessible unit holding |
cells.

1108.4.3.2 Partitions. Where sohd partitions or security
glazing separate visitors from detainees, at least one of
each type of cubicle or counter partition shall be accessi-
ble.

SECTION 1109
OTHER FEATURES AND FACILITIES

1109.1 General. Accessible building features and facilities
shall be provided in accordance with Sections 1 109.2 through
1109.14.

Exception: Type A and Type B dwelling and sleeping units
shall comply with ICC Al 17.1.

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 facility shall not be
located on the inaccessible floor. At least one of each type of

2006 INTERNATIONAL BUILDING CODE®

243

ACCESSIBILITY

fixture, element, control or dispenser in each accessible toilet
room and bathing facility shall be accessible.

Exceptions:

1. 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:

1.1. Doors are permitted to swing into the clear
floor space, provided the door swing can be
reversed to meet the requirements in ICC
A117.1;

1 .2. The height requirements for the water closet
in ICC Al 17.1 are not appHcable;

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, at least 50
percent but not less than one room for each use at each
cluster shall be accessible.

4. Where no more than one urinal is provided in a toilet
room or bathing facility, the urinal is not required to
be accessible.

5. Toilet rooms that are part of critical care or intensive
care patient sleeping rooms are not required to be
accessible.

1109.2.1 Unisex toilet and bathing 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
facilities 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
included 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 A117.1.

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

1109.2.1.3 shall be considered a unisex toilet room.

Exception: A urinal is permitted to be provided in
addition to the water closet in a unisex toilet room.

1109.2.1.3 Unisex bathing 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.

1109.2.1.4 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).

1109.2.1.5 Prohibited 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.

1109.2.1.7 Privacy. Doors to unisex toilet and bathing
rooms shall be securable from within the room.

1109.2.2 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.

Exception: Mop or service sinks are not required to be
accessible.

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 Al 17.1.

1109.5 Drinking fountains. Where drinking fountains are
provided on an exterior site, on a floor or within a secured area,
the drinking fountains shall be provided in accordance with
Sections 1109.5.1 and 1109.5.2.

1109.5.1 Minimum number. No fewer than two drinking
fountains shall be provided. One drinking fountain shall
comply with the requirements for people who use a wheel-
chair and one drinking fountain shall comply with the
requirements for standing persons.

Exception: A single drinking fountain that complies
with the requirements for people who use a wheelchair

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and standing persons shall be permitted to be substituted
for two separate drinking fountains.

1109.5.2 More than the minimum number. Where more
than the minimum number of drinking fountains specified
in Section 1109.5.1 are provided, 50 percent of the total
number of drinking fountains provided shall comply with
the requirements for persons who use a wheelchair and 50
percent of the total number of drinking fountains provided
shall comply with the requirements for standing persons.

Exception: Where 50 percent of the drinking fountains
yields a fraction, 50 percent shall be permitted to be
rounded up or down, provided that the total number of
drinking fountains complying with this section equals
100 percent of the drinking fountains.

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
indicated in Items 1 through 7. Platform (wheelchair) lifts shall
be installed in accordance with ASME A 18.1.

1. An accessible route to a performing area and speaker
platforms in Group A occupancies.

2. An accessible route to wheelchair spaces required to
comply with the wheelchair space dispersion require-
ments of Sections 1108.2.2 through 1108.2.5.

3. An accessible route to spaces that are not open to the
general public with an occupant load of not more than
five.

4. An accessible route within a dwelling or sleeping unit.

5. An accessible route to wheelchair seating spaces
located in outdoor dining terraces in Group A-5 occu-
pancies where the means of egress from the dining ter-
races to a public way are open to the outdoors.

6. An accessible route to jury boxes and witness stands;
raised courtroom stations including judges' benches,
clerks' stations, bailiffs' stations, deputy clerks' sta-
tions and court reporters' stations; and to depressed
areas such as the well of the court.

7. An accessible route to load and unload areas serving
amusement rides.

8. An accessible route to play components or soft con-
tained play structures.

9. An accessible route to team or player seating areas
serving areas of sport activity.

10. An accessible route where existing exterior site con-
straints make use of a ramp or elevator infeasible.

1109.8 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 A117.1.

1109.8.1 Lockers. Where lockers are provided in accessi-
ble spaces, at least five percent, but not less than one, of each
type shall be accessible.

1109.8.2 Shelving and display units. 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.

1109.8.3 Coat hooks and shelves. Where coat hooks and
shelves are provided in toilet rooms or toilet compartments
or in dressing, fitting or locker rooms, at least one of each
type shall be accessible and shall be provided in accessible
toilet rooms without toilet compartments, accessible toilet
compartments and accessible dressing, fitting and locker
rooms.

1109.9 Detectable warnings. Passenger transit platform edges
bordering a drop-off and not protected by platform screens or
guards shall have a detectable warning.

Exception: Detectable warnings are not required at bus
stops.

1109.10 Assembly area seating. Assembly areas with fixed
seating shall comply with Section 1 108.2 for accessible seating
and assistive listening devices.

1109.11 Seating at tables, counters and work surfaces.

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.

Exceptions:

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.

1109.11.1 Dispersion. Accessible fixed or built-in seating
at tables, counters or work surfaces shall be distributed
throughout the space or facility containing such elements.

1109.12 Service faciUties. Service facihties shall provide for
accessible features in accordance with Sections 1109.12.1
through 1109.12.5.

1109.12.1 Dressing, fitting 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.

1109.12.2 Check-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 conti^ol devices, secu-
rity devices and turnstiles located in accessible check-out
aisles or lanes shall be accessible.

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ACCESSIBILITY

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

lto4

5 to 8

9 to 15

Over 15

3, plus 20% of additional aisles

1109.12.3 Point of sale and service counters. 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 facility, accessible counters shall also be dispersed.

1109.12.4 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.

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
operation by the occupant, including switches that control
lighting 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 . HV AC 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.

7. Access doors or gates in barrier walls and fences pro-
tecting pools, spas and hot tubs shall be permitted to
have operable parts of the release of latch on
self-latching devices at 54 inches (1370 mm) maxi-
mum and 48 inches minimum above the finished floor
or ground, provided the self-latching devices are not
also self-locking devices, operated by means of a key,
electronic opener, or integral combination lock.

1109.13.1 Operable window. Where operable windows are
provided in rooms that are required to be accessible in accor-
dance 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 1107.6.4.1, at least
one window in each room shall be accessible and each
required operable window shall be accessible.

Exception: Accessible windows are not required in
bathrooms or kitchens.

1109.14 Recreational and sports facilities. Recreational and
sports facilities shall be provided with accessible features in
accordance with Sections 1109.14.1 through 1109.14.4.

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 units
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 buildings. In Group
R-2 and R-3 occupancies on a single site where multiple
buildings containing Type A units 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 recre-
ational facility that is required to be accessible shall be
determined by considering every recreational facility of
each type serving each building on the site.

1109.14.3 Other occupancies. All recreational and sports
facilities not falling within the purview of Section
1109.14.1 or 1109.14.2 shall be accessible.

1109.14.4 Recreational and sports facilities exceptions.

Recreational and sports facilities required to be accessible
shall be exempt from this chapter to the extent specified in
this section.

1109.14.4.1 Bowling lanes. An accessible route shall be
provided to at least 5 percent, but no less than one, of
each type of bowling lane.

1109.14.4.2 Court sports. In court sports, at least one
accessible route shall directly connect both sides of the
court.

1109.14.4.3 Raised boxing or wrestling rings. Raised
boxing or wrestling rings are not required to be accessi-
ble.

1109.14.4.4 Raised refereeing, judging and scoring
areas. Raised structures used solely for refereeing, judg-
ing or scoring a sport are not required to be accessible.

1109.14.4.5 Raised diving boards and diving plat-
forms. Raised diving boards and diving platforms are
not required to be accessible.

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SECTION 1110
SIGNAGE

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
accessible. 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 like accessible element shall be pro-
vided 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 1109.2.1.

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
Section 1007.7.

1110.3 Other signs. Signage indicating special aiccessibility
provisions shall be provided as shown:

1. Each assembly area required to comply with Section
1108.2.6 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.

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.

2006 INTERNATIONAL BUILDING CODE® 247

248 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 12

INTERIOR ENVIRONMENT

SECTION 1201
GENERAL

1201.1 Scope. The provisions of this chapter shall govern ven-
tilation, temperature control, lighting, yards and courts, sound
transmission, room dimensions, surrounding materials and
rodent proofing associated with the interior spaces of build-
ings.

SECTION 1202
DEFINITIONS

1202.1 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.

SUNROOM ADDITION. 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 General. 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
separate space by ventilating openings protected against the
entrance 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 V150 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.

Exception: 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 Openings into attic. Exterior openings into the
attic 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 V4 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.

1203.3 Under-floor ventilation. 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 Openings for under-floor ventilation. 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
materials, provided that the least dimension of the covering
shall not exceed V4 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 grilles 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 Vg inch (3.2 mm).

1203.3.2 Exceptions. The following are exceptions to Sec-
tions 1203.3 and 1203.3.1:

1. Where warranted by climatic 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
retarder material and the required openings are placed
so as to provide cross ventilation of the space. The
installation of operable louvers shall not be prohib-
ited.

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

2006 INTERNATIONAL BUILDING CODE®

249

INTERIOR ENVIRONMENT

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
retarder, the perimeter walls are insulated and the
space is conditioned in accordance with the Interna-
tional 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
requirements of ASCE 24 provided that the ventila-
tion openings are designed and installed in accor-
dance with ASCE 24.

1203.4 Natural ventilation. Natural ventilation of an occu-
pied space shall be through windows, doors, louvers or other
openings to the outdoors. The operating mechanism for such
openings shall be provided with ready access so that the open-
ings 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
below grade provide required natural ventilation, the
outside 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
International Fire Code.

1203.4.2.1 Bathrooms. Rooms containing bathtubs,
showers, spas and similar bathing fixtures shall be
mechanically 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 providbd 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
indoor 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
LIGHTING

1205.1 General. Every space intended for human occupancy
shall be provided with natural light 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.

1205.2.1 Adjoining 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
addition 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.

Exceptions: --

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 ceiling 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
pubUc way, yard or court.

250

2006 INTERNATIONAL BUILDING CODE®

INTERIOR ENVIRONMENT

1205.3 Artificial 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.

1205.4.1 Controls. The control for activation of the
required stairway lighting shall be in accordance with the
ICC Electrical Code.

1205.5 Emergency egress lighting. The means of egress shall
be illuminated in accordance with Section 1006.1.

1207.2 Air-borne 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
devices; recessed cabinets; bathtubs; soffits; or heating, venti-
lating or exhaust ducts shall be sealed, lined, insulated or other-
wise treated to maintain the required ratings. This requirement
shall not apply to dwelling unit entrance doors; however, such
doors shall be tight fitting to the frame and sill.

1207.3 Structure-borne sound. Floor/ceiling assemblies
between dwelling units or between a dwelling unit and a public
or service area within the structure shall have an impact insula-
tion class (IIC) rating of not less than 50 (45 if field tested)
when tested in accordance with ASTM E 492.

SECTION 1206
YARDS OR COURTS

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.
For buildings exceeding 14 stories in height, the required
dimensions shall be computed on the basis of 14 stories.

1206.3.1 Court 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
approved disposal system complying with the International
Plumbing Code.

SECTION 1207
SOUND TRANSMISSION

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.

SECTION 1208
INTERIOR SPACE DIMENSIONS

1208.1 Minimum room widths. Habitable spaces, other than a
kitchen, shall not be less than 7 feet (2134 mm) in any plan
dimension. 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 heights. 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).

Exceptions:

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 ceiling, 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 ceiling 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 dwelUng 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.

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251

INTERIOR ENVIRONMENT

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.

2. The unit shall be provided with a separate closet.

3. 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
mm) in front. Light and ventilation conforming to this
code shall be provided.

4. The unit shall be provided with a separate bathroom
containing a water closet, lavatory and bathtub or
shower.

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.

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 Mechanical 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 MATERIALS

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
water closets shall have a smooth, hard, nonabsorbent surface,
to a height of 4 feet (1219 mm) above the floor, and except for
structural 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.

252

2006 INTERNATIONAL BUILDING CODE®

CHAPTER 13

ENERGY EFFICIENCY

SECTION 1301
GENERAL

1301.1 Scope. This chapter governs the design and construc-
tion of buildings for energy efficiency.

1301.1.1 Criteria. Buildings shall be designed and con-
structed in accordance with the International Energy Con-
servation Code.

2006 INTERNATIONAL BUILDING CODE® 253

254 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 14

EXTERIOR WALLS

SECTION 1401
GENERAL

1401.1 Scope. The provisions of this chapter shall establish the
minimum requirements for exterior walls; exterior wall cover-
ings; exterior wall openings; exterior windows and doors;
architectural trim; balconies and similar projections; and bay
and oriel windows.

SECTION 1402
DEFINITIONS

1402.1 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.

ADHERED 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.

BACKING. The wall or surface to which the veneer is secured.

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,
exterior insulation and finish systems, architectural trim and
embellishments 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.

FIBER CEMENT SIDING. A manufactured, fiber-reinforc-
ing product made with an inorganic hydraulic or calcium sili-
cate binder formed by chemical reaction 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.

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.

VENEER. 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.

VINYL SIDING. A shaped material, made principally from
rigid polyvinyl chloride (PVC), that is used as an exterior wall
covering.

WATER-RESISTIVE BARRIER. A material behind an
exterior wall covering that is intended to resist liquid water that
has penetrated behind the exterior covering from futher intrud-
ing into the exterior wall assembly.

SECTION 1403
PERFORMANCE REQUIREMENTS

1403.1 General. The provisions of this section shall apply to
exterior walls, wall coverings and components thereof.

1403.2 Weather protection. 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-resistive barrier behind the exterior veneer, as described
in Section 1404.2, and a means for draining water that enters
the assembly to the exterior. Protection against condensation in
the exterior wall assembly shall be provided in accordance with
the International Energy Conservation Code.

Exceptions:

1. A weather-resistant exterior wall envelope shall not
be required over concrete or masonry walls designed
in accordance with Chapters 1 9 and 2 1 , respectively.

2. Compliance with the requirements for a means of
drainage, and the requirements of Sections 1404.2
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.

2006 INTERNATIONAL BUILDING CODE®

255

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 con-
sidered 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 per-
imeter of openings or intersections of terminations
with dissimilar materials.

1403.3 Structural. Exterior walls, and the associated open-
ings, shall be designed and constructed to resist safely the
superimposed loads required by Chapter 16.

1403.4 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.

1403.5 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 Ul for the species, product and end use using a preser-
vative listed in Section 4 of AWPA Ul or decay-resistant heart-
wood of redwood, black locust or cedar.

1403.6 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,
mechanical and plumbing system components shall not be
mounted on or penetrate through exterior walls that are
designed to break away under flood loads.

SECTION 1404
MATERIALS

1404.1 General. Materials used for the construction of exterior
walls shall comply with the provisions of this section. Materi-
als 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 or other approved materials, shall be attached to the studs or
sheathing, with flashing as described in Section 1405.3, in such
a manner as to provide a continuous water-resistive barrier
behind the exterior wall veneer.

1404.3 Wood. Exterior walls of wood construction shall be
designed and constructed in accordance with Chapter 23.

1404.3.1 Basic hardboard. Basic hardboard shall conform
to the requirements of AHA A 135.4.

1404.3.2 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
requirements of Chapter 21. The backing of anchored and
adhered 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 AAMA 1402.

1404.5.2 Cold-rolled copper. Copper shall conform to the
requirements of ASTM B 370.

1404.5.3 Lead-coated copper. Lead-coated copper shall
conform to the requirements of ASTM B 101 .

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
masonry shall be designed and constructed in accordance with
Chapter 21.

1404.8 Plastics. Plastic panel, apron or spandrel walls as
defined in this code shall not be limited in thickness, provided
that such plastics and their assemblies conform to the require-
ments of Chapter 26 and are constructed of approved
weather-resistant materials of adequate strength to resist the
wind loads for cladding specified in Chapter 16.

1404.9 Vinyl siding. Vinyl siding shall be certified and labeled
as conforming to the requirements of ASTM D 3679 by an
approved quality control agency.

1404.10 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 1405
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
acceptable as approved weather coverings.

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.

256

2006 INTERNATIONAL BUILDING CODE®

EXTERIOR WALLS

TABLE 1405.2
MINIMUM THICKNESS OF WEATHER COVERINGS

COVERING TYPE

MINIMUM THICKNESS
(Inches)

Adhered masonry veneer

0.25

Aluiriinum siding

0.019

Anchored masonry veneer

2.625

Asbestos-cement boards

0.125

Asbestos shingles

0.156

Cold-rolled copper^

0.0216 nominal

Copper shingles'*

0.0162 nominal.

Exterior ply w^ood (with sheathing)

0.313

Exterior plywood (without sheathing)

See Section 2304.6

Fiber cement lap siding

0.25'=

Fiber cement panel siding

0.25'=

Fiberboard siding

0.5

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 highr yield copper

0.0162 nominal

Marble slabs

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)

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)

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.

c. As measured at the bottom of decorative grooves.

d. 16 ounces per square foot for cold-rolled copper and lead-coated copper, 12
ounces per square foot for copper shingles, high-yield copper and
lead-coated high-yield copper.

1405.3.1 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
located 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.

1405.4 Wood veneers. 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 shall not exceed three stories in height, mea-
sured from the grade plane. 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.

1405.5 Anchored masonry veneer. Anchored masonry
veneer shall comply with the provisions of Sections 1405.5,
1405.6, 1405.7 and 1405.8 and Sections 6.1 and 6.2 of ACI
530/ASCE 5/TMS 402.

1405.5.1 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 requirements. Anchored masonry
veneer located in Seismic Design Category C, E or F shall
conform to the requirements of Section 6.2.2.10 of ACI530/
ASCE5/ TMS 402. Anchored masonry veneer located in
Seismic Design Category D shall conform to the require-
ments for Seismic Design Category E or F.

1405.6 Stone veneer. Stone veneer units not exceeding 10
inches (254 mm) in thickness shall be anchored directly to
masonry, concrete or to stud construction by one of the follow-
ing 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
12 inches (305 mm) maximum on center (o.c.) in both
directions. 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

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joint. The last 2 inches (5 1 mm) of each wire leg shall
have a right-angle bend. One-inch (25 mm) minimum
thickness of cement grout shall be placed between the
backing and the stone veneer.

2. With stud backing, a 2-inch by 2-inch (51 by 51 mm)
0.0625-inch (1.59 mm) corrosion-resistant wire mesh
with two layers of water-resistive barrier in accordance
with Section 1404.2 shall be applied directly to wood
studs spaced a maximum of 16 inches (406 nrni) o.c. On
studs, the mesh shall be attached with 2-inch-long (51
mm) corrosion-resistant steel wire furring 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 mm) corrosion-resistant 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 (381 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 exceed-
ing 2 inches (51 mm) in thickness shall be anchored directly to
masonry, concrete or stud construction. For veneer units of
marble, travertine, granite or other stone units of slab form ties
of corrosion-resistant dowels in drilled holes shall be located in
the middle third of the edge of the units, spaced a maximum of
24 inches (610 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 made of 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
anchors of not less than No. 8 gage wire installed at the top of
each piece in horizontal bed joints not less than 12 inches (305
mm) nor more than 18 inches (457 mm) o.c; these anchors
shall be secured to 0.25-inch (6.4 mm) corrosion-resistant pen-
cil rods that pass through the vertical aligned loop anchors in
the backing wall. The veneer ties shall have sufficient strength
to support the full weight of the veneer in tension. The facing
shall be set with not less than a 2-inch (51 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 masonry 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
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 deflection to Vgoo 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
approved sheathing on the wood construction.

1405.10.1 Attachment. Exterior metal veneer shall be
securely attached to the supporting masonry or framing
members with corrosion-resistant fastenings, metal ties or
by other approved devices or methods. The spacing of the
fastenings 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
resisting 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
required 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.

1405.10.3 Backup. Masonry backup shall not be required
for metal veneer except as is necessary to meet the fire-resis-
tance requirements of this code.

1405.10.4 Grounding. Grounding of metal veneers on
buildings shall comply with the requirements of Chapter 27
of this code or the ICC Electrical Code.

1405.11 Glass veneer. 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
exceed 6 square feet (0.56 m^) where it is more than 15 feet
(4572 mm) above that level.

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1405.11.1 Length and height. The length or height of any
section of thin exterior structural glass veneer shall not
exceed 48 inches (1219 mm).

1405.11.2 Thickness. The thickness of thin exterior struc-
tural glass veneer shall be not less than 0.344 inch (8.7 mm).

1405.11.3 Application. Thin exterior structural glass
veneer shall be set only after backing is thoroughly dry and
after application of an approved bond coat uniformly over
the entire surface of the backing so as to effectively seal the
surJFace. Glass shall be set in place with an approved mastic
cement 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
together.

1405.11.4 Installation at sidewalk level. Where glass
extends to a sidewalk surface, each section shall rest in an
approved 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 Installation 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
approved nonferrous metal shelf angles located in the
horizontal joints in every course. Such shelf angles shall
be not less than 0.0478-inch (1 .2 mm) thick and not less
than 2 inches (51 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 Joints. 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
approved 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,
expansion joints not less than 0.25 inch (6.4 mm) wide shall
be provided.

1405.11.6 Mechanical fastenings. 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
veneer in a vertical plane independent of the mastic cement.
Shelf angles providing both support and fastenings shall be
permitted.

1405.11.7 Flashing. 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 Exterior windows and doors. Windows and doors
installed in exterior walls shall conform to the testing and per-
formance requirements of Section 1714.5.

1405.12.1 Installation. Windows and doors shall be
installed in accordance with approved manufacturer's
instructions. Fastener size and spacing shall be provided in
such instructions and shall be calculated based on maximum
loads and spacing used in the tests.

1405.12.2 Window sills. In Occupancy Groups R-2 and
R-3, one- and two-family and multiple-family dwellings,
where the opening of the sill portion of an operable window
is located more than 72 inches (1829 mm) above the fin-
ished grade or other surface below, the lowest part of the
clear opening of the window shall be a minimum of 24
inches (610 mm) above the finished floor surface of the
room in which the window is located. Glazing between the
floor and a height of 24 inches (610 mm) shall be fixed or
have openings such that a 4-inch (102 mm) diameter sphere
cannot pass through.

Exception: Openings that are provided with window
guards that comply with ASTM F 2006 or F 2090.

1405.13 Vinyl 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 (45 ni/s) 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 (45 m/s), or build-
ing heights are in excess of 40 feet (12 192 mm), tests or calcu-
lations 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 Application. The siding shall be applied over
sheathing or materials listed in Section 2304.6. Siding shall
be applied to conform with the water-resistive barrier
requirements in Section 1403. Siding and accessories shall
be installed in accordance with approved manufacturer's
instructions. Unless otherwise specified in the approved
manufacturer'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-
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.

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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
resistance or wind speed exposures as indicated in the manu-
facturer'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 water-resistive barrier require-
ments in Section 1403. Siding and accessories shall be
installed in accordance with approved manufacturer's
instructions. Unless otherwise specified in the approved man-
ufacturer'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
occur over framing members and shall be sealed with caulk-
ing or covered with battens. Horizontal joints shall be
flashed with Z-flashing and blocked with solid wood fram-

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
exposed or concealed, according to approved manufactur-
ers' instructions.

SECTION 1406

COMBUSTIBLE MATERIALS ON THE EXTERIOR

SIDE OF EXTERIOR WALLS

1406.1 General. Section 1406 shall apply to exterior wall cov-

Ierings; balconies and similar projections; and bay and oriel
windows 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 Usted in
Table 1405.2.

3. Aluminum having a minimum thickness of 0.019
inch (0.48 mm).

4. Exterior wall coverings on exterior walls of Type
V construction.

1406.2.1.1 Fire separation 5 feet or less. Where
installed on exterior walls having a fire separation dis-
tance 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 (1524 mm), an
assembly shall be permitted that has been exposed to a
reduced level of incident radiant heat flux in accordance
with the NFPA 268 test method without exhibiting sus-
tained flaming. The minimum fire separation distance
required 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.

TABLE 1406.2.1.2
MINIMUM FIRE SEPARATION FOR COMBUSTIBLE VENEERS

FIRE

SEPARATION

DISTANCE

(feet)

TOLERABLE
LEVEL INCIDENT
RADIANT HEAT
ENERGY(kW/m2)

FIRE

SEPARATION

DISTANCE

(feet)

TOLERABLE
LEVEL INCIDENT
RADIANT HEAT
ENERGY(kW/m2)

12.5

5.9

11.8

5.5

11.0

5.2

10.3

4.9

9.6

4.6

8.9

4.4

8.3

4.1

7.7

3.9

7.2

3.7

6.7

3.5

6.3

For SI: 1 foot = 304.8 mm, 1 Btu/H^ x°F = 0.0057 kW/m^ x K.

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 1 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

260

2006 INTERNATIONAL BUILDING CODE®

EXTERIOR WALLS

noncombustible materials and shall be secured to the wall
with metal or other approved noncombustible brackets.

1406.2.3 Location. 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.

1406.2.4 Fireblocking. 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.

1406.3 Balconies and similar projections. Balconies and
similar projections of combustible construction other than
fire-retardant-treated wood shall be fire-resistance rated in
accordance with Table 601 for floor construction or shall be of
Type IV construction in accordance with Section 602.4. The
aggregate length shall not exceed 50 percent of the building's
perimeter on each floor.

Exceptions:

1 . On buildings of Type I and 11 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 projections on buildings of
Type III, rV 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 limited.

1406.4 Bay windows and oriel windows. Bay and oriel win-
dows shall conform to the type of construction required for the
building to which they are attached.

Exception: Fire-retardant-treated wood shall be permitted
on buildings three stories or less of Type I, II, III and IV con-
struction.

SECTION 1407
METAL COMPOSITE MATERIALS (MCM)

1407.1 General. 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 appUcable requirements of Chapters 14 and 16.

1407.1.1 Plastic core. The plastic core of the MCM shall
not contain foam plastic insulation as defined in Section
2602.1.

1407.2 Exterior wall finish. MCM used as exterior wall finish
or as elements of balconies and similar projections and bay and

oriel windows to provide cladding or weather resistance shall
comply with Sections 1407.4 through 1407.13.

1407.3 Architectural trim and embellishments. MCM used
as architectural trim or embellishments shall comply with Sec-
tions 1407.7 through 1407.13.

1407.4 Structural design. MCM systems shall be designed
and constructed to resist wind loads as required by Chapter 16
for components and cladding.

1407.5 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
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.

1407.7 Durability. MCM systems shall be constructed of
approved materials that maintain the performance characteris-
tics required in Section 1407 for the duration of use.

1407.8 Fire-resistance rating. Where MCM systems are used
on exterior walls required to have a fire-resistance rating in
accordance with Section 704, evidence shall be submitted to
the building official that the required fire-resistance rating is
maintained.

1407.9 Surface-burning 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 E 84.

1407.10 Type I, II, III and IV construction. Where installed
on buildings of Type I, II, III and IV construction, MCM sys-
tems shall comply with Sections 1407. 10. 1 through 1407. 10.4,
or 1407.11.

1407.10.1 Surface-burning 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
accordance 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
required 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

2006 INTERNATIONAL BUILDING CODE®

261

EXTERIOR WALLS

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 projections, 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 testing 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 sejparation 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
exterior wall surface coverage using MCM.

1407.11.2 Installations up to 50 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.

14P7.11.2.1 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.

1407.11.2.2 Limitations. Sections of MCM shall not
exceed 300 square feet (27,9 m^) in area and shall be sep-
arated by a minimum of 4 feet (1219 nrni) 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.

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2006 INTERNATIONAL BUILDING CODE®

CHAPTER 15

ROOF ASSEMBLIES AND ROOFTOP STRUCTURES

SECTION 1501
GENERAL

1501.1 Scope. The provisions of this chapter shall govern the
design, materials, construction and quality of roof assemblies,
and rooftop structures.

SECTION 1502
DEFINITIONS

1502.1 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.

BUILT-UP ROOF COVERING. Two or more layers of felt
cemented together and surfaced with a cap sheet, mineral
aggregate, smooth coating or similar surfacing material.

INTERLAYMENT. A layer of felt or nonbituminous satu-
rated felt not less than 18 inches (457 mm) wide, shingled
between each course of a wood-shake roof covering.

MECHANICAL EQUIPMENT SCREEN. A partially
enclosed rooftop structure used to aesthetically conceal heat-
ing, ventilating and air conditioning (HVAC) electrical or
mechanical equipment from view.

METAL ROOF PANEL. An interlocking metal sheet having a
minimum installed weather exposure of 3 square feet (0.279 m^)
per sheet.

METAL ROOF SHINGLE. An interiocking metal sheet hav-
ing an installed weather exposure less than 3 square feet (0.279
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 b^last layer.

PENTHOUSE. 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.

POSITIVE ROOF DRAINAGE. The drainage condition in
which consideration has been made for all loading deflections
of the roof deck, and additional slope has been provided to
ensure drainage of the roof within 48 hours of precipitation.

REROOFING. The process of recovering or replacing an
existing roof covering. See "Roof recover" and "Roof replace-
ment."

ROOF ASSEMBLY. 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
includes the roof deck, vapor retarder, substrate or thermal bar-
rier, insulation, vapor retarder and roof covering.

ROOF COVERING. The covering applied 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.

ROOF RECOVER. The process of installing an additional
roof covering over a prepared existing roof covering without
removing the existing roof covering.

ROOF REPAIR. Reconstruction or renewal of any part of an
existing roof for the purposes of its maintenance.

ROOF REPLACEMENT. The process of removing the exist-
ing roof covering, repairing any damaged substrate and install-
ing a new roof covering.

ROOF VENTILATION. 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
homogeneous or composite) rather than multiple layers.

UNDERLAYMENT. One or more layers of felt, sheathing
paper, nonbituminous saturated felt or other approved material
over which a steep-slope roof covering is applied.

SECTION 1503
WEATHER PROTECTION

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 Locations. 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 (0.483 mm) (No.
26 galvanized sheet).

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263

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1503.3 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 Plumb-
ing Code.

1503.4.1 Gutters. Gutters and leaders placed on the outside
of buildings, other than Group R-3, 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 installed in accordance with Section
1507.2.7. For roofs located where the basic wind speed in
accordance with Figure 1609 is 1 10 mph or greater, asphalt
shingles shall be tested in accordance with ASTM D 3161,
Class F. As an alternative, load and wind resistance of
asphalt shingle roof coverings shall be determined in accor-
dance with Section 1609.5.2.

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.

1504.2.1 Alternative test method. Testing the acceptabil-
ity of special fastening methods using the methodology in
this section is permitted. The wind-induced uplift force on
the shingle shall be determined using the method in UL
2390. The resistance of the shingle to the uphft force shall
be determined using ASTM D 6381. Shingles passing this
test shall be considered suitable for roofs located where the
basic wind speed per Figure 1609 is as given in Table
1504.2.1.

Classification requires that the resistance of the shingle to
wind uplift, measured using the method in ASTM D 6381,
exceed the calculated load imposed by wind in the applica-
ble zone as determined using UL 2390.

Classification by this method applies to buildings less
than 60 feet (18 288 mm) high and with Wind Exposures B
and C only in an Occupancy Category of I or H. Wrappers of
shingle bundles that have been qualified using this alter-
native method shall be labeled witii the tested wind classifi-
cation and reference UL 2390/ASTM D 6381 .

1504.3 Wind resistance of nonballasted roofs. Roof cover-
ings instJilled on roofs in accordance with Section 1507 that are
mechanically attached or adhered to the roof deck shall be
designed to resist the design wind load pressures for cladding
in Chapter 16.

TABLE 1504.2.1

ROOF COVERING CLASSIFICATION

USING ALTERNATIVE METHOD

MAXIMUM BASIC
WIND SPEED (mph)

ASTM D 6381
CLASSIFICATION

Class D

120

Class G

150

Class H

For SI: 1 mile per hour = 0.447m/s.

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
1897.

1504.3.2 Metal panel roof systems. Metal panel roof sys-
tems through fastened or standing seam shall be tested in
accordance with UL 580 or ASTM E 1 592.

Exception: Metal roofs constructed of cold-formed
steel, where the roof deck acts as the roof covering and
provides both weather protection and support for struc-
tural loads, shall be permitted to be designed and tested
in accordance with the applicable referenced structural
design standard in Section 2209.1.

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 Section 1504.8 and ANSI/SPRI RP-4. |

1504.5 Edge securement for low-slope roofs. Low-slope
membrane roof system metal edge securement, except gutters,
shall be designed and installed for wind loads in accordance I
with Chapter 16 and tested for resistance in accordance with I
ANSI/SPRI ES-1, except the basic wind speed ishall be deter- I
mined 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 oh the results of tests
conducted in accordance with ASTM D 3746, ASTM D 4272,
CGSB 37-GP-52M or the "Resistance to Foot Traffic Test" in I
Section 5.5 of FM 4470. ■

1504.8 Gravel and stone. Gravel or stone shall not be used on
the roof of a building located in a hurricane-prone region as
defined in Section 1609.2, or on any other building with a mean
roof height exceeding that permitted by Table 1504.8 based on
the exposure category and basic wind speed at the building site.

264

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TABLE 1504.8

MAXIMUM ALLOWABLE MEAN ROOF HEIGHT PERMITTED FOR

BUILDINGS WITH GRAVEL OR STONE ON THE ROOF IN AREAS

OUTSIDE A HURRICANE-PRONE REGION

BASIC WIND SPEED

FROM FIGURE 1609

(mph)"

MAXIMUM MEAN ROOF HEIGHT (ftf <=

Exposure category

170

110

100

105

NP .

110

115

120

NP •

Greater than 120

. NP

For SI: 1 foot = 304.8 mm; 1 mile per hour = 0.447 m/s.

a. Mean roof height in accordance with Section 1609.2.

b. For intermediate values of basic wind speed, the height associated with the
next higher value of wind speed shall be used, or direct interpolation is per-
mitted.

c. NP = gravel and stone not permitted for any roof height.

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
accordance with ASTM D 2898. The minimum roof coverings
installed on buildings shall comply with Table 1505. 1 based on
the type of construction of the building.

Exception: SkyUghts and sloped glazing that comply with
Chapter 24 or Section 2610.

TABLE 1505.1 «•"

MINIMUM ROOF COVERING CLASSIFICATION

FOR TYPES OF CONSTRUCTION

IIA

IIIA

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m^.

a. Unless otherwise required in accordance with the International
Wildland-Urban 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
and Group U occupancies, where there is a minimum fire-separation dis-
tance 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 Une
on all sides of the building, except for street fi-onts or public ways, shall be
permitted to have roofs of No. 1 cedar or redwood shakes and No. Ishingles.

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 arid identi-

fied as Class A by ah approved testing agency. Class A roof
assemblies 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,
exposed 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 listed and
identified 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 assemblies are
those that are effective against light fire-test exposure. Class C
roof assemblies and roof coverings shall be listed and identi-
fied as Class C by an approved testing agency.

1505.5 Nonclassified roofing. Nonclassified roofing is
approved material that is not listed as a Class A, B or C roof
covering.

1505.^ Fire-retardant-treated wood shingles and shakes.

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
required in Section 1505.1, the treating company and the qual-
ity control agency.

1505.7 iSpecial purpose roofs. Special purpose wood shingle
or wood shake roofing shall conform with the grading and
application requirements of Section 1507.8 or 1507.9. In addi-
tion, an underlayment of 0.625-inGh (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
nun) wood structural panel solid sheathing or 1-inch (25 mm)
nominal spaced sheathing.

SECTION 1506
MATERIALS

1506.1 Scope. The requireinents set forth in this section shall
apply to the application of roof-covering materials specified
herein. Roof coverings shall be applied 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.

1506.2 Compatibility of materials. Roofs and roof coverings
shall be of materials that are compatible with each other and
with the building or structure to which the materials are
applied.

1506.3 Material specifications and physical characteristics.

Roof-covering materials shall conform to the applicable stan-
dards listed in this chapter. In the absence of applicable stan-
dards or where materials are of questionable suitability, testing

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265

ROOF ASSEMBLIES AND ROOFTOP STRUCTURES

by an approved agency shall be required by the building official
to determine the character, quality and limitations of applica-
tion of the materials.

1506.4 Product identification. Roof-covering materials shall
be delivered in packages bearing the manufacturer's identify-
ing marks and approved testing agency labels required in
accordance 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.

SECTION 1507
REQUIREMENTS FOR ROOF COVERINGS

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 shingles. The installation of asphalt shingles
shall comply with the provisions of this section.

1507.2.1 Deck requirements. Asphalt shingles shall be fas-
tened to solidly sheathed decks.

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 Underlayment. Unless otherwise noted, required
underlayment shall conform to ASTM D 226, Type I,
ASTM D 4869, Type I, or ASTM D 6757.

1507.2.4 Self-adhering polymer modified bitumen 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. Asphalt shingle packaging shall bear
labeling indicating compliance with ASTM D 3 1 6 1 or a list-
ing by an approved testing agency in accordance with the
requirements of Section 1609.5.2.

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 min-
imum number of fasteners required by the manufacturer and
Section 1 504. 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).

asphalt shingles shall be installed in accordance with the
manufacturer's printed installation instructions for
steep-slope roof applications.

1507.2.8 Underlayment application. For roof slopes from
two units vertical in 12 units horizontal (17-percent slope)
and up to four units vertical in 12 units horizontal (33-per-
cent slope), underlayment shall be two layers applied in the
following 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), by fastened sufficiently to hold in place. Distortions in
the underlayment shall not interfere with the ability of the
shingles to seal. For roof slopes of four units vertical in 12
units horizontal (33-percent slope) 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 (5 1 mm), fas-
tened sufficiently to hold in place. Distortions in the
underlayment shall not interfere with the ability of the shin-
gles to seal.

1507.2.8.1 High wind attachment. Underlayment
appUed in areas subject to high winds (greater than 110
mph in accordance with Figure 1609) shall be applied
with corrosion- resistant fasteners in accordance with the
manufacturer's instructions. Fasteners are to be appUed
along the overlap at a maximum spacing of 36 inches
(914 mm) on center.

1507.2.8.2 Ice dam membrane. In areas where there has
been a history 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 flash-
ing shall be installed in accordance with the manufac-
turer's instructions. Base flashing shall be of either
corrosion-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 corro-
sion-resistant metal of minimum nominal 0.019-inch
(0.483 mm) thickness.

1507.2.9.2 Valleys. Valley linings shall be installed in
accordance with the manufacturer's instructions before

266

2006 INTERNATIONAL BUILDING CODE®

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applying shingles. Valley linings of the following types
shall be pennitted:

1 . For open valleys (valley lining exposed) lined 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 complying with ASTM
D 3909 or ASTM D 6380 shall be permitted. The
bottom layer shall be 18 inches (457 mm) and the
top layer a minimum of 36 inches (914 mm) wide.

3. For closed valleys (valleys covered with shingles),
valley lining of one ply of smooth roll roofing
complying with ASTM D 6380, Class S Type IH,
Class M Type II or ASTM D 3909 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.

1507.2.9.3 Drip edge. Provide drip edge at eaves and
gables 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
mechanically fastened a maximum of 12 inches (305
mm) o.c.

1507.2.9.4 Crickets and saddles. A cricket or saddle
shall be installed on the ridge side of any chimney or pen-
etration greater than 30 inches (762 mm) wide as mea-
sured perpendicular to the slope. Cricket or saddle
coverings shall be sheet metal or of the same material as
the roof covering.

1507.3 Clay and concrete tile. The installation of clay and
concrete tile shall comply with the provisions of this section.

1507.3.1 Deck requirements. Concrete and clay tile shall
be installed only over sohd sheathing or spaced structural
sheathing boards.

1507.3.2 Deck slope. Clay and concrete roof tile shall be
installed on roof slopes of IM2 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.

1507.3.3 Underlayment. Unless otherwise noted, required
underlayment shall conform to: ASTM D 226, Type 11;
ASTM D 2626 or ASTM D 6380, Class M mineral-surfaced
roll roofing.

1507.3.3.1 Low-slope roofs. For roof slopes from 2V2
units vertical in 12 units horizontal (21 -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 fas-
tened sufficiently in place.

1507.3.3.2 High-slope roofs. 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.

TABLE 1507.2.9.2
VALLEY LINING MATERIAL

MATERIAL

MINIMUM THICKNESS

GAGE

WEIGHT

Aluminum

0.024 in.

—

Cold-rolled copper

0.0216 in.

—

ASTM B 370, 16 oz. per square ft.

Copper

—

— .

16 oz

Galvanized steel

0.0179 in.

26 (zinc-coated G90)

—

High-yield copper

0.0162 in.

—

ASTM B 370, 12 oz. per square ft.

Lead

—

2.5 pounds

Lead-coated copper

0.0216 in.

—

ASTM B 101, 16 oz. per square ft.

Lead-coated high-yield copper

0.0162 in.

—

ASTM B 101, 12 oz. per square ft.

Painted teme

—

20 pounds

Stainless steel

. —

—

Zinc alloy

0.027 in.

—

For SI: 1 inch = 25.4 mm, 1 pound = 0.454 kg, 1 ounce = 28.35 g.

2006 INTERNATIONAL BUILDING CODE®

267

ROOF ASSEMBLIES AND ROOFTOP STRUCTURES

11507.3.5 Concrete tile. Concrete roof tile shall comply
with ASTM C 1492.

1507.3.6 Fasteners. Tile fasteners shall be corrosion resis-
tant and not less than 1 1 gage, ^/i^-inch (8.0 mm) head, and
of sufficient length to penetrate the deck a minimum of 0.75
inch (19.1 mm) 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
areas include three tile courses but not less than 36 inches
(914 mm) from either side of hips or ridges and edges of
eaves and gable rakes.

1507.3.7 Attachment. Clay and concrete roof tiles shall be
fastened in accordance with Table 1507.3.7.

1507.3.8 Application. Tile shall be appUed 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.

1507.3.9 Flashing. At the juncture of the roof vertical sur-
faces, 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
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-per-
cent slope) and over, the valley flashing shall have a
36-inch- wide (914 nmi) underlayment of either one layer of
Type I underlayment running the full length of the valley, or

I a self-adhering polymer-modified bitumen sheet complying
with ASTM D 1970, 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
cemented to the roofing underlayment for slopes under
seven units vertical in 12 units horizontal (58-percent slope)
or self-adhering polymer-modified bitumen sheet shall be
installed.

1507.4 Metal roof panels. The installation of metal roof pan-
els shall comply with the provisions of this section,

1507.4.1 Deck requirements. 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
applied to spaced supports.

11507.4.2 Deck slope. Minimum slopes for metal roof panels
shall comply with the following:

1. 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).

2. The minimum slope for lapped, nonsoldered seam
metal roofs with applied lap sealant shall be one-half
unit vertical in 12 units horizontal (4-percent slope).
Lap sealants shall be applied in accordance with the I
approved manufacturer's installation instructions. I

3. The minimum slope for standing seam of roof sys-
tems shall be one-quarter unit vertical in 12 units hori-
zontal (2-percent slope).

1507.4.3 Material 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.(1). The materials used
for metal-sheet roof coverings shall be naturally corrosion
resistant or provided with corrosion resistance in accor-
dance with the standards and minimum thicknesses shown
in Table 1507.4.3(2).

1507.4.4 Attachment. Metal roof panels shall be secured to
the supports in accordance with the approved manufac-
turer's fasteners. In the absence of manufacturer recommen-
dations, the following fasteners shall be used:

1. Galvanized fasteners shall be used for steel roofs.

2. 300 series stainless-steel fasteners shall be used for
copper roofs.

3 . Stainless-steel fasteners are acceptable for all types of
metal roofs.

1507.5 Metal roof shingles. The installation of metal roof
shingles shall comply with the provisions of this section,

1507.5.1 Deck requirements. Metal roof shingles shall be
applied to a solid or closely fitted deck, except where the
roof covering is specifically designed to be applied to
spaced sheathing.

1507.5.2 Deck slope. Metal roof shingles shall not be
installed on roof slopes below three units vertical in 12 units
horizontal (25-percent slope).

1507.5.3 Underlayment. Underlayment shall comply with I
ASTM D 226, Type I or ASTM D 4869. In areas where there I
has been a history 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 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 contain
no conditioned floor area.

1507.5.4 Material standards. Metal roof shingle roof cov-
erings shall comply with Table 1507.4.3(1). The materials
used for metal-roof shingle roof coverings shall be naturally
corrosion resistant or provided with corrosion resistance in
accordance with the standards and minimum thicknesses
specified in the standards listed in Table 1507.4.3(2).

1507.5.5 Attachment. Metal roof shingles shall be secured
to the roof in accordance with the approved manufacturer's
installation instructions.

268

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TABLE 1507.3.7
CLAY AND CONCRETE TILE ATTACHMENr"''

GENERAL — CLAY OR CONCRETE ROOF TILE

Maximum basic

wind speed

(mph)

lUlean roof
helglit
(feet)

Roof siope up to < 3:12

Roof siope 3:12 and over

100

0-60

0-40

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 lbs./sq. ft.
having a width no greater than 16 inches.

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 1609.5.2.

120

0-60

The fastening system shall resist the wind forces in Section 1609.5.2.

130

0-60

The fastening system shall resist the wind forces in Section 1609.5.2.

All

>60

The fastening system shall resist the wind forces in Section 1609.5.2.

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

100

0-60

0-40

Fasteners are not required. Tiles
with installed weight less than 9
lbs./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 IbsVsq. 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

> 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 1609.5.2.

120

0-60

The fastening system shall resist the wind forces in Section 1609.5.2.

130

0-60

The fastening system shall resist the wind forces in Section 1609.5.2.

All

>60

The fastening system shall resist the wind forces in Section 1609.5.2.

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

0-60

One fastener per tile.

100

0-40

One fastener per tile.

100

> 40-60

110

0-60

The fastening system shall resist the wind forces in Section 1609.5.2.

120

0-60

The fastening system shall resist the wind forces in Section 1609.5.2.

130

0-60

The fastening system shall resist the wind forces in Section 1609.5.2.

All

>60

The fastening system shall resist the wind forces in Section 1609.5.2.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 4.882 kg/m^.

a. Minimum fastener size. Corrosion-resistant nails not less than No. 1 1 gage with V^^-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 festener.

c. Roof slopes greater than 24: 12. The nose of all tiles shall be securely festened.

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 wer 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.

2006 INTERNATIONAL BUILDING CODE®

269

ROOF ASSEMBLIES AND ROOFTOP STRUCTURES

TABLE 1507.4.3(1)
METAL ROOF COVERINGS

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

Cold-rolled copper

ASTM B 370 minimum 16 oz/sq. ft. and
12 oz./sq. ft. high yield copper for
metal-sheet roof covering systems: 12
oz/sq. ft. for preformed metal shingle
systems.

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^

Hard lead

2 lbs./sq. ft.

Lead-coated copper

ASTM B 101

Prepainted steel

ASTM A 755

Soft lead

3 lbs./sq. ft.

Stainless steel

ASTM A 240, 300 Series Alloys

Steel

ASTM A 924

Teme and
teme-coated stainless

Teme coating of 40 lbs. per double base
box, field painted where applicable in
accordance with manufacturer's
installation instructions.

Zinc

0.027 inch minimum thickness; 99.995%
electrolytic high grade zinc with alloy
additives of copper (0.08% - 0.20%),
titanium (0.07% - 0.12%) and aluminum
(0.015%).

For SI: 1 ounce per square foot = 0.0026 kg/m^,

1 pound per square foot = 4.882 kgAn^,

1 inch = 25.4 mm, 1 pound = 0.454 kg.
a. For Group U buildings, the minimum coating thickness for ASTM A 653
galvanized steel roofing shall be G.

TABLE 1507.4.3(2)
MINIMUM CORROSION RESISTANCE

55% Aluminum-Zinc Alloy Coated
Steel

ASTM A 792 AZ 50

5% Aluminum Alloy-coated steel

ASTM A875 GF60

Aluminum-coated steel

ASTM A463 T2 65

Galvanized Steel

ASTM A 653 G-90

Prepainted Steel

ASTM A 755''

a. Paint systems in accordance with ASTM A 755 shall be applied over steel
products with corrosion resistant coatings complying with ASTM A 792,
ASTM A 875, ASTM A 463, or ASTM A 653.

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(1).
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 either one layer of
underlayment rurming the full length of die valley or a
self-adhering polymer-modified bitumen sheet complying
with ASTM D 1970, in addition to underlayment required
for metal roof shingles. The metal valley flashing
underlayment shall be solidly cemented to the roofing
underlayment for roof slopes under seven units vertical in
12 units horizontal (58-percent slope) or self-adhering poly-
mer-modified bitumen sheet shall be installed.

1507.6 Mineral-surfaced roll roofing. The installation of
mineral-surfaced roll roofing shall comply with this section.

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 applied on roof slopes below one unit vertical in 12
units horizontal (8-percent slope).

1507.6.3 Underlayment. Underlayment shall comply with
ASTM D 226, Type I or ASTM D 4869. In areas where there
has been a history 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 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 contain
no conditioned floor area.

1507.6.4 Material standards. Mineral-surfaced roll roof-
ing shall conform to ASTM D 3909 or ASTM D 6380.

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 I or ASTM D 4869. 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 of a
self-adhering polymer-modified bitumen sheet shall extend

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2006 INTERNATIONAL BUILDING CODE®

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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 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

SLOPE

HEADLAP
(inches)

4:12 < slope < 8:12

8:12 < slope < 20:12

slope > 20:12

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 plies of felt for a cap flashing
consisting of a 4-inch- wide ( 1 02 mm) strip of felt set in plas-
tic 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
installed 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 coincide 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 or ASTM D 4869. In areas where there
has been a history 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 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 contain
no conditioned floor area.

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 nrni) 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

No. 1
No. 2
No. 3

3.75

3.5

No. 1

No. 2
No. 3

4.25

3.5

5.5
4.5
4 '

No. 1

No. 2
No. 3

5.75

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 sur-
faces, flashing and counterflashing shall be provided in accor-
dance with the manufacturer's installation instructions, and
where of metal, shall not be less than 0.01 9-inch (0.48 mm) (No.
26 galvanized sheet gage) corrosion-resistant metal. The valley
flashing shall extend at least 1 1 inches (279 mm) from the cen-
terline 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 flash-
ing shall have a 36-inch- wide (914 mm) underlayment of
either one layer of Type I underlayment running the full
length of the valley or a self-adhering polymer-modified bitu-
men sheet complying with ASTM D 1970, 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 possibility of ice forming along the eaves causing a
backup of water, the metal valley flashing underlayment shall
be sohdly cemented to the roofing underlayment for slopes
under seven units vertical in 12 units horizontal (58-percent

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271

ROOF ASSEMBLIES AND ROOFTOP STRUCTURES

slope) or self-adhering polymer-modified bitumen sheet
shall be installed.

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 soHd 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 coincide 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.

TABLE 1507.8
WOOD SHINGLE AND SHAKE INSTALLATION

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 appUed 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.

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.

Sohd sheathing required.

SoUd sheathing is required.

3. Interlayment

No requirements.

Interlayment shall comply with ASTM D 226, Type 1.

4. Underlay ment

—

Temperate climate

Underlayment shall comply with ASTM D
226, Type 1.

Underlayment shall comply with ASTM D 226, Type 1.

In areas where there is a possibiUty
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 hne 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 fasteners

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 Sr. 1 inch = 25.4 mm, °C = [(°F) - 32]/1.8.

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2006 INTERNATIONAL BUILDING CODE®

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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 or ASTM D 4869. In areas where there
has been a history 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 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 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

TABLE 1507.9.7
WOOD SHAKE WEATHER EXPOSURE AND ROOF SLOPE

IWIATERIAL

MINIMUM
GRADES

APPLICABL

E GRADING

RULES

Wood shakes of naturally durable wood

CSSB

Taper sawn shakes of naturally durable
wood

lor 2

CSSB

Preservative-treated shakes and shingles
of naturally durable wood

CSSB

Fire-retardant-treated shakes and
shingles of naturally durable wood

CSSB

Preservative-treated taper sawn shakes
of Southern pine treated in accordance
with AWPA Ul (Commodity
Specification A, Use Category 3B and
Section 5.6)

lor 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
through the sheathing. Each shake shall be attached with a
minimum of two fasteners.

1507.9.7 Application. 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.

ROOFING MATERIAL

LENGTH
(inches)

GRADE

EXPOSURE

(inches)
4:12 PITCH
OR STEEPER

Shakes of naturally
durable wood

No. 1
No. 1

7.5
10^

Preservative-treated taper
sawn shakes of Southern
yellow pine

No. 1
No. 1

7.5
10

No. 2
No. 2

5.5
7.5

Taper sawn shakes of
naturally durable wood

No. 1
No. 1

7.5
10

No. 2
No. 2

5.5
7.5

For SI: 1 inch = 25.4 mm.

a. For 24-inch by 0.375-inch handsplit shakes, the maximum exposure is 7.5
inches.

1507.9.8 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
diverter rib not less than 1 inch (25 mm) high at the flow Une
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 either one layer of
Type I underlayment running the full length of the valley or
a self-adhering polymer-modified bitumen sheet complying
with ASTM D 1970, 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 solidly
cemented to the roofing underlayment for slopes under
seven units vertical in 12 units horizontal (58-percent slope)
or self-adhering polymer-modified bitumen sheet shall be
installed.

1507.10 Built-up roofs. The installation of built-up roofs shall
comply with the provisions of this section.

1507.10.1 Slope. 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
materials shall comply with the standards in Table
1507.10.2.

1507.11 Modified bitumen roofing. The installation of modi-
fied bitumen roofing shall comply with the provisions of this
section.

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273

ROOF ASSEMBLIES AND ROOFTOP STRUCTURES

TABLE 1507.10.2
BUILT-UP ROOFING 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 U

Coal-tar primer used in roofing,
dampproofing 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 or ASTM D 6298.

1507.12 Thermoset single-ply roofing. The installation of
thermoset single-ply roofing shall comply with the provisions
of this section.

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 drain-
age.

1507.12.2 Material standards. Thermoset single-ply roof

(coverings shall comply with ASTM D 4637, ASTM D 5019
or CGSB 37-GP-52M.

1507.13 Thermoplastic single-ply roofing. 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, ASTM D |
6754, ASTM D 6878 or CGSB CAN/CGSB 37-54. I

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
instructions. 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 liq-
uid-applied 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 1227 or ASTM D 3468, ASTM D 6083 or ASTM D 6694.

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.

Exceptions:

1. Foam plastic roof insulation shall conform to the
material and installation requirements of Chapter 26.

2. Where a concrete roof deck is used and the
above-deck thermal insulation is covered with an
approved roof covering.

1508.1.1 Cellulosic fiberboard. Cellulosic fiberboard roof
insulation shall conform to the material and installation
requirements of Chapter 23.

274

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ROOF ASSEMBLIES AND ROOFTOP STRUCTURES

1508.2 Material standards. Above-deck thermal insulation
board shall comply with the standards in Table 1508.2.

TABLE 1508.2
MATERIAL STANDARDS FOR ROOF INSULATION

Cellular glass board

ASTM C 552

Composite boards

ASTM C 1289, Type HI, IV, V or
VI

Expanded polystyrene

ASTM C 578

Extruded polystyrene board

ASTM C 578

Perlite board

ASTM C 728

Polyisocyanurate board

ASTM C 1289, Type I or Type H

Wood fiberboard

ASTM C 208

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
exceed 28 feet (8534 mm) above the roof where used as an
enclosure for tanks or for elevators that run to the roof and in all
other cases shall not extend more than 1 8 feet (5486 mm) above
the roof. The aggregate area of penthouses and other rooftop
structures 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 mechanical equipment or shelter of vertical shaft openings
in the roof. Provisions such as louvers, louver blades or flash-
ing 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 restrictions of this section shall not prohibit the plac-
ing 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
exterior walls and roofs of penthouses with a fire
separation distance of more than 5 feet (1524 mm)
and less than 20 feet (6096 mm) shall be of at least
I -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 noncombustible construction. Roofs
shall be constructed of materials and fire-resis-
tance rated as required in Table 601 . Interior fram-
ing and walls shall be Type IV or noncombustible
construction.

3. Unprotected noncombustible enclosures housing
only mechanical equipment and located with a
minimum fire separation distance of 20 feet (6096
mm) shall be permitted.

4. On one-story buildings, combustible unroofed
mechanical equipment screens, fences or similar
enclosures are permitted where located with a fire
separation distance of at least 20 feet (6096 mm)
from adjacent property lines and where not
exceeding 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
masonry, reinforced concrete, steel or Type TV construction
provided that, where such supports are located in the building
above the lowest story, the support shall be fire-resistance rated
as required for Type lA construction.

1509.3.1 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 Location. Such tanks shall not be placed over or
near a line of stairs or an elevator shaft, unless there is a solid
roof or floor underneath the tank.

1509.3.3 Tank cover. Unenclosed roof tanks shall have cov-
ers sloping toward the outer edges.

1509.4 Cooling towers. Cooling towers in excess of 250
square feet (23.2 m^) in base area or in excess of 15 feet (4572
nmi) high where located on building roofs 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.

Exception: 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 and cupolas. ^Vny 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 plane,
exceeds 200 square feet (18.6 m^) in horizontal area or is used
for any purpose other than a belfry or an architectural embel-
lishment shall be constructed of and supported on Type I or n
construction.

2006 INTERNATIONAL BUILDING CODE<^

275

ROOF ASSEMBLIES AND ROOFTOP STRUCTURES

1509.5.1 Noncombustible construction required. 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
embellishment, shall be entirely constructed of and sup-
ported by noncombustible materials. Such structures shall
be separated from the building below by construction hav-
ing a fire-resistance rating of not less than 1 .5 hours with
openings protected with a minimum 1.5-hour fire-protec-
tion rating. 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 construction of noncombustible mate-
rial.

1509.5.2 Towers and spires. Towers and spires where
enclosed shall have exterior walls as required for the build-
ing 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.

SECTION 1510
REROOFING

1510.1 General. Materials and methods of application used for
recovering or replacing an existing roof covering shall comply
with the requirements of Chapter 15.

Exception: 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 Structural and construction loads. Structural roof
components shall be capable of supporting the roof-covering
system and the material and equipment loads that will be
encountered during installation of the system.

1510.3 Recovering versus replacement. 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.

Exceptions:

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.

3. The application of a new protective coating over an
existing spray polyurethane foam roofing system
shall be permitted without tear-off of existing roof
coverings.

1510.4 Roof 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 Reinstallation of materials. Existing slate, clay or
cement tile shall be permitted for reinstallation, except that
damaged, cracked or broken slate or tile shall not be reinstalled.
Existing vent 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 prim ed prior to installation.

276

2006 INTERNATIONAL BUILDING CODE®

CHAPTER 16

STRUCTURAL DESIGN

SECTION 1601
GENERAL

1601.1 Scope. The provisions of this chapter shall govern the
structural design of buildings, structures and portions thereof
regulated by this code.

SECTION 1602
DEFINITIONS AND NOTATIONS

1602.1 Definitions. 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").

BALCONY, EXTERIOR. An exterior floor projecting from
and supported by a structure without additional independent
supports.

DEAD LOADS. The weight of materials of construction
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 the weight of fixed service equipment,
such as cranes, plumbing stacks and risers, electrical feeders,
heating, ventilating and air-conditioning systems and fire
sprinkler systems.

DECK. An exterior floor supported on at least two opposing
sides by an adjacent structure, and/or posts, piers or other inde-
pendent supports.

DESIGN STRENGTH. The product of the nominal strength
and a resistance factor (or strength reduction factor).

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
another 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
where so indicated in Section 12.3. 1 of ASCE 7, as modified
in Section 1613.6.1.

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 appUca-
tion of a given load, or the aggregate of periods of intermittent
applications of the same load.

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.

FABRIC PARTITIONS. A partition consisting of a finished
surface made of fabric, without a continuous rigid backing, that
is directly attached to a framing system in which the vertical
firaming members are spaced greater than 4 feet (1219 mm) on
center.

FACTORED LOAD. The product of a nominal load and a load
factor.

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.

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)
during 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 applicable
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 EFFECTS. Forces and deformations produced in
structural members by the applied loads.

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.

LOADS. Forces or other actions that result from the weight of
building materials, occupants and their possessions, environ-

2006 INTERNATIONAL BUILDING CODE®

277

STRUCTURAL DESIGN

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-
nal loads")-

NOMINAL LOADS. The magnitudes of the loads specified in
this chapter (dead, live, soil, wind, snow, rain, flood and earth-
quake).

OCCUPANCY CATEGORY. A category used to determine
structural requirements based on occupancy.

OTHER STRUCTURES. Structures, other than buildings,
for which loads are specified in this chapter.

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.

RESISTANCE FACTOR. 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").

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.

STRENGTH, REQUIRED. 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.

VEHICLE BARRIER SYSTEM. A system of building com
ponents near open sides of a garage floor or ramp or building
walls that act as restraints for vehicles.

NOTATIONS.

D = Dead load.

E = Combined effect of horizontal and vertical earth-
quake induced forces as defined in Section 12.4.2 of
ASCE 7.

E^ = Maximum seismic load effect of horizontal and ver-
tical seismic forces as set forth in Section 12.4.3 of
ASCE 7.

F = Load due to fluids with well-defined pressures and
maximum heights.

Fa = Flood load.

H = Load due to lateral earth pressures, ground water
pressure or pressure of bulk materials.

L = Live load, except roof live load, including any per-
mitted live load reduction,

L^ - Roof live load including any permitted live load
reduction.

R = Rain load.

S = Snow load.

T = Self-straining force arising from contraction or
expansion resulting from temperature change,
shrinkage, moisture change, creep in component
materials, movement due to differential settlement
or combinations thereof.

W = Load due to wind pressure.

SECTION 1603
CONSTRUCTION DOCUMENTS

1603.1 General. Construction documents shall show the size,
section and relative locations of structural members with floor
levels, column centers and offsets dimensioned. The design
loads and other information pertinent to the structural design
required by Sections 1603.1.1 through 1603.1.8 shall be indi-
cated on the construction documents.

Exception: 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.

2. Ground snow load, Pg.

3. Basic wind speed (3-second gust), miles per hour
(mph) (km/hr) and wind exposure.

4. Seismic design category and site class.

5. Flood design data, if located in flood hazard areas
established in Section 1612.3.

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. Use of live load reduction in
accordance with Section 1607.9 shall be indicated for each
type of live load used in the design.

1603.1.2 Roof live load. The roof live load used in the
design shall be indicated for roof areas (Section 1607. 11).

1603.1.3 Roof snow load. The ground snow load, Pg, shall
be indicated. In areas where the ground snow load, Pg,
exceeds 10 pounds per square foot (psf) (0.479 kN/m^), the
following additional information shall also be provided,
regardless of whether snow loads govern the design of the
roof:

1. Flat-roof snow load, Pf.

2. Snow exposure factor, Q.

3. Snow load importance factor, /.

4. Thermal factor, C,.

1603.1.4 Wind design data. The following information
related to wind loads shall be shown, regardless of whether

278

2006 INTERNATIONAL BUILDING CODE®

STRUCTURAL DESIGN

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, /, and occupancy 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, /, and occupancy
category.

2. Mapped spectral response accelerations, Ss and Sj.

3. Site class.

4. Spectral response coefficients, Sps and Spj.

5. Seismic design category,

6. Basic seismic-force-resisting system(s).

7. Design base shear.

8. Seismic response coefficient(s), Q.

9. Response modification factor(s), R.
10. Analysis procedure used.

1603.1.6 Flood design data. For buildings located in whole
or in part in flood hazard areas as established in Section
1612.3, the documentation pertaining to design, if required
in Section 1612.5, shall be included and 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 the proposed lowest
floor, including the basement.

2. In flood hazard areas not subject to high- velocity
wave action, the elevation to which any nonresiden-
tial 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 the 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 Systems and components requiring special
inspections for seismic resistance. Construction docu-
ments or specifications shall be prepared for those systems
and components requiring special inspection for seismic
resistance as specified in Section 1707.1 by the registered
design professional responsible for their design and shall be
submitted for approval in accordance with Section 106.1.
Reference 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. 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-
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.

1604.3 Serviceability. Structural systems and members
thereof shall be designed to have adequate stiffness to limit
deflections and lateral drift. See Section 1 2. 1 2. 1 of ASCE 7 for I
drift limits applicable to earthquake loading.

1604.3.1 Deflections. 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.

1604.3.2 Reinforced concrete. The deflection of rein-
forced concrete structural members shall not exceed that
permitted by ACI 318.

2006 INTERNATIONAL BUILDING CODE®

279

STRUCTURAL DESIGN

TABLE 1604.3
DEFLECTION LI M ITS^' "■'=■•'■

CONSTRUCTION

SorlV*

D+U'-^

Roof members:^

Supporting plaster ceiling
Supporting nonplaster ceiling
Not supporting ceiling

//360
//240
//1 80

//360
1/240
//1 80

1/240
//1 80
//120

Floor members

//360

—

//240

Exterior walls and interior

partitions:

With brittle finishes
With flexible finishes

—

//240
//1 20

—

Farm buildings

—

//1 80

Greenhouses

—

//120

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 five load deflection shall not exceed //1 50.
For secondary wall members supporting formed metal siding, the design
wind load deflection shall not exceed //90. For roofs, this exception only
appUes 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
defined 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 time of installation and used under dry conditions, the deflection
resulting from L + 0.5D is permitted to be substituted for the deflection
resulting 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 hmits herein.

g. For steel structural members, the dead load shall be taten as zero.

h. For aluminum structural members or aluminum panels used in skylights and
sloped glazing framing, roofs or walls of sunroom additions or patio covers,
not supporting edge of glass or aluminum sandwich panels, the total load
deflection shall not exceed Vgp. For aluminum sandwich panels used in roofs
or walls of sunroom additions or patio covers, the total load deflection shall
not exceed V120.

i. For cantilever members, / shall be taken as twice the length of the cantilever.

1604.3.3 Steel. The deflection of steel structural members
shall not exceed that permitted by AISC 360, AISI-NAS,
AISI-General, AISI-Truss, ASCE 3, ASCE 8, SJI JG-1.1,
SJI K-1.1 or SJI LH/DLH-1.1, as applicable.

1604.3.4 Masonry. The deflection of masonry structural
members shall not exceed that permitted by ACI 530/ASCE
5/TMS 402.

1604.3.5 Aluminum. The deflection of aluminum struc-
tural members shall not exceed that permitted by AA
ADMl.

1604.3.6 Limits. Deflection of structural members over
span, /, shall not exceed that permitted by Table 1604.3.

1604.4 Analysis. 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 shaU be
based on a rational analysis in accordance with well-estabUshed
principles of mechanics. Such analysis shall result in a system
that provides a complete load path capable of transferring loads
from their point of origin to the load-resisting elements.

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
bracing system or diaphragm. Rigid elements assumed not to
be a part of the lateral-force-resisting system are permitted to
be incorporated into buildings provided their effect on the
action of the system is considered and provided for in the
design. Except where diaphragms are flexible, or are permitted
to be analyzed as flexible, 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 application of the lateral forces and the center of rigid-
ity of the lateral-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 loads, Section 1610 for lateral soil loads
and Section 1613 for earthquake loads.

1604.5 Occupancy category. Buildings shall be assigned an
occupancy category in accordance with Table 1604.5.

1604.5.1 Multiple occupancies. Where a structure is occu-
pied by two or more occupancies not included in the same
occupancy category, the structure shall be assigned the clas-
sification of the highest occupancy category corresponding
to the various occupancies. Where structures have two or
more portions that are structurally separated, each portion
shall be separately classified. Where a separated portion of a
structure provides required access to, required egress from
or shares life safety components with another portion hav-
ing a higher occupancy category, both portions shall be
assigned to the higher occupancy category.

1604.6 In-situ load 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.

1604.7 Preconstruction 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.

280

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TABLE 1604.5
OCCUPANCY CATEGORY OF BUILDINGS AND OTHER STRUCTURES

OCCUPANCY
CATEGORY

NATURE OF OCCUPANCY

Buildings and other structures that represent a low hazard to human Ufe in the event of failure, including but not limited
to:

• Agricultural faciUties.

• Certain temporary facilities.

• Minor storage facilities.

Buildings and other structures except those Usted in Occupancy Categories I, HI and IV

Buildings and other structures that represent a substantial hazard to human Ufe in the event of failure, including but not
limited to:

• Covered structures whose primary occupancy is public assembly with an occupant load greater than 300.

• 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 faciUties.

• 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.

• Any other occupancy with an occupant load greater than 5,000.

• Power-generating stations, water treatment for potable water, waste water treatment faciUties and other pubUc utility fa-
cilities not included in Occupancy Category IV.

• Buildings and other structures not included in Occupancy Category IV containing sufficient quantities of toxic or explo-
sive substances to be dangerous to the public if released.

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 poUce stations and emergency vehicle garages.

• Designated earthquake, hurricane or other emergency shelters.

• Designated emergency preparedness, communication, and operation centers and other facilities required for emergency
response.

• Power-generating stations and other pubUc utility faciUties required as emergency backup facilities for Occupancy Cate-
gory rV structures.

• Structures containing highly toxic materials as defined by Section 307 where the quantity of the material exceeds the max-
imum allowable quantities of Table 307.1.(2).

• Aviation control towers, air traffic control centers and emergency aircraft hangars.

• Buildings and other structures having critical national defense functions.

• Water treatment faciUties required to maintain water pressure for fire suppression.

2006 INTERNATIONAL BUILDING CODE®

281

STRUCTURAL DESIGN

1604.8 Anchorage.

1604.8.1 General. Anchorage of the roof to walls and col-
umns, and of walls and columns to foundations, shall be
provided to resist the upUft and sliding forces that result
from the application of the prescribed loads.

1604.8.2 Concrete and masonry walls. Concrete and
masonry walls shall be anchored to floors, roofs and other
structural 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 hori-
zontal force of 280 plf (4.10 kN/m) of wall, substituted for
"£" in the load combinations of Section 1605.2 or 1605.3.
Walls shall be designed to resist bending between anchors
where the anchor spacing exceeds 4 feet (1219 mm).
Required anchors in masonry walls of hollow units or cavity
walls shall be embedded in a reinforced grouted structural
element of the wall. See Sections 1609 for wind design
requirements and see Section 1613 for 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 accompUshed 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 framing members, connections to exterior walls or
other framing members shall be designed and constructed to
resist uplift resulting from the fuU live load specified in Table
1607. 1 acting on the cantilevered portion of the deck.

1604.9 Counteracting structural actions. Structural mem-
bers, systems, components and cladding shall be designed to
resist forces due to earthquake and wind, with consideration of
overturning, sliding, and uplift. Continuous load paths shall be
provided for transmitting these forces to the foundation. Where
shding is used to isolate the elements, the effects of friction
between sliding elements shall be included as a force.

1604.10 Wind and seismic detailing. Lateral-force-resisting
systems shall meet seismic detaiUng requirements and limita-
tions prescribed in this code and ASCE 7, excluding Chapter
14 and Appendix 11 A, even when wind code prescribed load
effects are greater than seismic load effects.

SECTION 1605
LOAD COMBINATIONS

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 12.3.3.3 or 12.10.2.1 of ASCE 7.
Applicable loads shall be considered, including both earth-
quake and wind, in accordance with the specified load combi-
nations. Each load combination shall also be investigated with
one or more of the variable loads set to zero.

1605.2 Load combinations using strength design or load
and resistance factor design.

1605.2.1 Basic load combinations. 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:

IA(D + F)

l.2(D + F+T) + 1.6(L + H) +
0.5(L,orSor/?)

(Equation 16-1)

l.2D+l.6(LrOTSorR) + (f,LoT0.SW)
1.2D+l.6W+f^L + 0.5(L,OTSoTR)
l2D+l.0E+f,L+f2S
0.9D+1.6W+1.6H
0.9D+1.0E+1.6H

(Equation 16-2)

(Equation 16-3)

(Equation 16-4)

(Equation 16-5)

(Equation 16-6)

(Equation 16-7)

/i = 1 for floors in places of public assembly, for live loads
in excess of 100 pounds per square foot (4.79 kN/m^),
and for parking garage live load, and

= 0.5 for other live loads.

/2 = 0.7 for roof configurations (such as saw tooth) that do
not shed snow off the structure, and

= 0.2 for other roof configurations.

Exception: Where other factored load combinations are
specifically required by the provisions of this code, such
combinations shall take precedence.

1605.2.2 Other loads. Where F^ is to be considered in the
design, the load combinations of Section 2.3.3 of ASCE 7
shall be used.

1605.3 Load combinations using allowable stress design.

1605.3.1 Basic load combinations. Where allowable stress
design (working sttess design), as permitted by this code, is
used, structures and portions thereof shall resist the most
critical effects resulting from the following combinations of

(Equation 16-8)

(Equation 16-9)

(Equation 16-10)

(Equation 16-11)
(Equation 16-12)

loads:

D+F

D+H+F+L+T

D+H+F+(L,orSorR)

D + H + F + 0J5(L + T) +
0.75{L,otSotR)

D+H+F+(WorOJE)

D + H + F + 0.75(W or 0.7F) +

0.75L + 0.75 (L, or S or R) (Equation 16-13)

0.6D + W+H (Equation 16-14)

0.6D + 0.1E+H (Equation 16-15)

Exceptions:

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

282

2006 INTERNATIONAL BUILDING CODE®

STRUCTURAL DESIGN

flat roof snow loads exceed 30 psf (1.44 kN/m^),
20 percent shall be combined with seismic loads.

1605.3.1.1 Stress increases. Increases in allowable
stresses specified in the appropriate material chapter or
the referenced standards 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.

1605.3.1.2 Other loads. 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, struc-
tures and portions thereof shall be permitted to be designed for
the most critical effects resulting from the following combina-
tions. When using these alternative basic load combinations
that include wind or seismic loads, allowable stresses are per-
mitted to be increased or load combinations reduced where
permitted by the material chapter of this code or the referenced
standards. For load combinations that include the counteract-
ing effects of dead and wind loads, only two-thirds of the mini-
mum dead load likely to be in place during a design wind event
shall be used. Where wind loads are calculated in accordance
with Chapter 6 of ASCE 7, the coefficient (o in the following
equations shall be taken as 1 .3. For other wind loads, (o shall be
taken as 1. When using these alternative load combinations to
evaluate sliding, overturning and soil bearing at the soil-struc-
ture interface, the reduction of foundation overturning from
Section 12. 13.4 in ASCE 7 shall not be used. When using these
alternative basic load combinations for proportioning founda-
tions for loadings, which include seismic loads, the vertical
seismic load effect, E^, in Equation 12.4-4 of ASCE 7 is permit-
ted to be taken equal to zero.

D+L+moxSoiR)

D+L+{(oW)

D-¥L+(dW+SI2

D+L+S+(dWI2

D+LfS+EllA

0.9D+EI\A

(Equation 16-16)
(Equation 16-17)
(Equation 16-18)
(Equation 16-19)
(Equation 16-20)
(Equation 16-21)

Exceptions:

1 . Crane hook loads need not be combined with roof live
loads 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 per-
cent shall be combined with seismic loads,

1605.3.2.1 Other loads. Where F,HotT are to be con-
sidered in the design, each apphcable 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 Section 1605. 1 or by Chapters 18 through 23,

elements and components shall be designed to resist the forces
calculated using Equation 16-22 when the effects of the seis-
mic ground motion are additive to gravity forces and those cal-
culated using Equation 16-23 when the effects of the seismic
ground motion counteract gravity forces.

L2D+fMErr

0.9D+E„

where:
E.

(Equation 16-22)
(Equation 16-23)

= The maximum effect of horizontal and vertical forces
as set forth in Section 12.4.3 of ASCE 7.

/, =1 for floors in places of pubUc assembly, for live loads
in excess of 100 psf (4.79 kN/m^) and for parking
garage live load, or

= 0.5 for other live loads.

1605.5 Heliports and helistops. Heliport and helistop landing
areas shall be designed for the following loads, combined in
accordance with Section 1605:

1 . Dead load, D, plus the gross weight of the helicopter, D,,,
plus snow load, S.

2. Dead load, D, plus two single concentrated impact loads,
L, approximately 8 feet (2438 mm) apart applied any-
where on the landing area (representing the helicopter's
two main landing gear, whether skid type or wheeled
type), having a magnitude of 0.75 times the gross weight
of the helicopter. Both loads acting together total
one-and one half times the gross weight of the helicopter.

3. Dead load, D, plus a uniform live load, L, of 100 psf (4.79
kN/m^).

Exception: Landing areas designed for helicopters
with gross weights not exceeding 3,000 pounds
(13.34 kN) in accordance with Items 1 and 2 shall be
permitted to be designed using a 40 psf (1.92 kN/m^)
uniform live load in Item 3, provided the landing area
is identified with a 3,000 pound (13.34 kN) weight
limitation. This 40 psf ( 1 .92 kN/m^) uniform live load
shall not be reduced. The landing area weight limita-
tion shall be indicated by the numeral "3" (kips)
located in the bottom right comer of the landing area
as viewed from the primary approach path. The land-
ing area weight limitation shall be a minimum of 5
feet (1524 mm) in height.

SECTION 1606
DEAD LOADS

1606.1 General. Dead loads are those loads defined in Section
1602.1. Dead loads shall be considered permanent loads.

1606.2 Design dead load. For purposes of design, the actual
weights of materials of construction and fixed service equip-
ment shall be used. In the absence of definite information, val-
ues used shall be subject to the approval of the building official.

2006 INTERNATIONAL BUILDING CODE®

283

STRUCTURAL DESIGN

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 des-
ignated 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 live 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 1 607 . 1 .

1607.4 Concentrated loads. Floors and other similar surfaces
shall be designed to support the uniformly distributed live
loads prescribed in Section 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 square feet (0.58
m^)] and shall be located so as to produce the maximum load
effects in the structural members.

1607.5 Partition loads. In office buildings and in other build-
ings where partition locations are subject to change, provisions
for partition weight shall be made, whether or not partitions are
shown on the construction documents, unless the specified live
load exceeds 80 psf (3.83 kN/m^). The partition load shall not
be less than a uniformly distributed live load of 15 psf (0.74
kN/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.

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

H15-44 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 witha 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.

1607.6.1 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 centerline 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.

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. Glass handrail
assemblies and guards shall also comply with Section 2407.

Exceptions:

1 . For one- and two-family dwellings, only the single
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 less than 50, the minimum
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
supporting structure to transfer this loading to appropri-
ate 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
(0.093m2), including openings and space between rails.
Reactions due to this loading are not required to be
superimposed 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.

284

2006 INTERNATIONAL BUILDING CODE®

STRUCTURAL DESIGN

TABLE 1607.1
MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS AND MINIMUM CONCENTRATED LIVE LOADS«

OCCUPANCY OR USE

UNIFORM
(psf)

CONCENTRATED
(lbs.)

1. Apartments (see residential)

—

— ■

2. Access floor systems
Office use
Coriiputer use

50
100

2,000
2,000

3. Armories and drill rooms

150

—

4; Assembly areas and theaters .
Fixed seats (fastened to floor)
Follow spot, projections and control

rooms
Lobbies
Movable seats
Stages and platforms

50
100
100
125

• —

5. Balconies

On one- and two-family residences only,
. and not exceeding 100 sq ft

100
60

—

6. Bowling alleys

—

7. Catwalks

300

8. Dance halls and ballrooms

100

—

9. Decks

Same as

occupancy

served**

—

10. Dining rooms and restaurants

100

—

11. Dwellings (see residential)

—

12. Cornices

—

13. Corridors, except as otherwise indicated.

100

—

14. Elevator machine room grating
(on area of 4 in^)

—

300

15. Finish Ught floor plate construction
(on area of 1 in )

—

200

16. Fire escapes ■ ,

On single-family dwelUngs only

100
40

—

17. Garages (passenger vehicles only)
Trucks and buses

40 Note a
See Section 1607.6

18. Grandstands (see stadium and arena
bleachers)

—

19. Gymnasiums, main floors and
balconies

100

—

20. Handrails, guards and grab bars

See Section 1607.7

21. Hospitals

Corridors above first floor
Operating rooms, laboratories
Patient rooms

80
60
40

1,000
1,000
1,000

22. Hotels (see residential)

—

UNIFORM

CONCENTRATED

OCCUPANCY OR USE

(PSO

(lbs.)

23. Libraries

Corridors above first floor

1,000

Reading rooms

1,000

Stack rooms

150^

1,000

24. Manufacturing

Heavy

250

3,000

Light

125

2,000

25. Marquees

—

26. Office buildings

Corridors above first floor

2,000

File and computer rooms shall be

designed for heavier loads based

—

on anticipated occupancy

Lobbies and first-floor corridors

100

2,000

Offices

2,000

27. Penal institutions

Cell blocks

—

Corridors

100

28. Residential

One- and two-family dwellings

Uninhabitable attics without storage'

Uninhabitable attics with limited

storage'"'"

Habitable attics and sleeping areas

All other areas except balconies and

—

decks

Hotels and multiple-family dwellings

Private rooms and corridors

serving them

Public rooms and corridors

serving them

100

29. Reviewing stands, grandstands and

Mf^t^ ^

bleachers

30. Roofs

All roof surfaces subject to maintenance

300

workers

Awnings and canopies

Fabric construction supported by a

lightweight rigid skeleton structure

nonreduceable

All other construction

Ordinary flat, pitched, and curved roofs

Primary roof members, exposed to a

work floor

Single panel point of lower chord of

roof trusses or any point along

primary structural members

supporting roofs:

Over manufacturing, storage

warehouses, and repair garages

2,000

All other occupancies

300

Roofs used for other special purposes

Notel

Note 1

Roofs used for promenade purposes

Roofs used for roof gardens or

100

assembly purposes

(continued)

2006 INTERNATIONAL BUILDING CODE®

285

STRUCTURAL DESIGN

TABLE 1607.1— continued

MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS AND

MINIMUM CONCENTRATED LIVE LOADS^

OCCUPANCY OR USE

UNIFORM
(psf)

CONCENTRATED
(lbs.)

31. Schools

Classrooms

Corridors above first floor

First-floor corridors

40
80
100

1,000
1,000
1,000

32. Scuttles, skylight ribs and accessible
ceilings

—

200

33. Sidewalks, vehicular driveways and
yards, subject to trucking

250'*

8,000*=

34. Skating rinks

100

—

35; Stadiums and arenas
Bleachers
Fixed seats (fastened to floor)

100*=
60'=

—

36. Stairs and exits

One- and two-family dwellings
All other

40
100

Notef

37. Storage warehouses (shall be designed
for heavier loads if required for antici-
pated storage)

Heavy

Light

250
125

38. Stores
Retail
First floor
Upper floors
Wholesale, all floors

100

75
125

1,000
1,000
1,000

39. Vehicle barriers

See Section 1607.7.3

40. Walkways and elevated platforms (other
than exitways)

—

41. Yards and terraces, pedestrians

100

—

For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 nMn?,
1 square foot = 0.0929 m^

1 pound per square foot = 0.0479 kN/m^ 1 pound = 0.004448 kN,
1 pound per cubic foot =16 kgAn^

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
vehicles accommodating not more than nine passengers, 3,000 pounds act-
ing on an area of 4.5 inches by 4.5 inches; (2) for mechanical parking struc-
tures 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 hbrary 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 1 2 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.

i. Attics without storage are those where the maximum clear height between
the joist and rafter is less than 42 inches, or where there are not two or more
adjacent trusses with the same web configuration capable of containing a
rectangle 42 inches high by 2 feet wide, or greater, located within the plane
of the truss. For attics without storage, this Uve load need not be assumed to
act concurrently with any other Uve load requirements.

j. For attics with limited storage and constructed with trusses, this live load
need only be applied to those portions of the bottom chord where there are
two or more adjacent trusses with the same web configuration capable of
containing a rectangle 42 inches high by 2 feet wide or greater, located
within the plane of the truss. The rectangle shall fit between the top of the
bottom chord and the bottom of any other truss member, provided that each
of the following criteria is met:

i. The attic area is accessible by a pull-down stairway or framed opening

in accordance with Section 1209.2, and
ii. The truss shall have a bottom chord pitch less than 2:12.
iii.Bottom chords of trusses shall be designed for the greater of actual im-
posed dead load or 10 psf, uniformly distributed over the entire span.

k. Attic spaces served by a fixed stair shall be designed to support the minimum
live load specified for habitable attics and sleeping rooms.

1. Roofs used for other special purposes shall be designed for appropriate loads
as approved by the building ofiicial.

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
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 handraolil 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
approved method that contains provision for traffic railings.

1607.8 Impact loads. The live loads specified in Section
1607.3 include allowance for impact conditions. Provisions
shall be made in the structural design for uses and loads that
involve unusual vibration and impact forces.

1607.8.1 Elevators. 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.

1607.8.2 Machinery. For the purpose of design, the weight
of machinery and moving loads shall be increased as fol-
lows to allow for impact: (1) elevator machinery, 100 per-
cent; (2) hght machinery, shaft- or motor-driven, 20 percent;
(3) reciprocating machinery or power-driven units, 50 per-
cent; (4) hangers for floors or balconies, 33 percent. Per-
centages shall be increased where specified by the
manufacturer.

1607.9 Reduction in live loads. Except for roof uniform hve I
loads, all other minimum uniformly distributed live loads, L^, |
in Table 1607. 1 are permitted to be reduced in accordance with
Section 1607.9.1 or 1607.9.2.

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1607.9.1 General. Subject to the limitations of Sections
1607.9.1.1 through 1607.9.1.4, members for which a value
ofKujAjis 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 = U

0.25 +

LL^T J

For SI: L = L

where:

f
0.25 +

(Equation 16-24)

451

A
LL^T J

L = Reduced design live load per square foot (meter) of
area supported by the member.

Lg = Unreduced design live load per square foot (meter)
of area supported by the member (see Table 1607. 1).

Ku^= Live load element factor (see Table 1607.9.1).

Aj = 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 0.40Lo for members
supporting two or more floors.

TABLE 1607.9.1
LIVE LOAD ELEMENT FACTOR, K^l

ELEMENT

Kll

Interior columns

Exterior columns without cantilever slabs

4
4

Edge columns with cantilever slabs

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

1607.9.1.1 Heavy live loads. Live loads that exceed 100
psf (4.79 kN/m^) shall not be reduced.

Exceptions:

1. 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.

2. For uses other than storage, where approved,
additional live load reductions shall be permit-
ted where shown by the registered design
professional that a rational approach has been
used and that such reductions are warranted.

1607.9.1.2 Passenger vehicle garages. 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.

1607.9.1.3 Special occupancies. Live loads of 100 psf
(4.79 kN/m^) or less shall not be reduced in public
assembly occupancies.

1607.9.1.4 Special structural elements. 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
except as specified in Section 1607.11.2.

1607.9.2 Alternate floor live load reduction. 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 where the live load
exceeds 100 psf (4.79 kN/m^) except that the design
live load for members supporting two or more floors
is permitted to be reduced by 20 percent.

3. A reduction shall not be permitted in passenger vehi-
cle parking garages except that the live loads for
members supporting two or more floors are permitted
to be reduced by a maximum of 20 percent.

4. 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 = 0.08 (A - 150) (Equation 16-25)

For SI: R = 0.861 (A -13.94)

Such reduction shall not exceed the smallest of:

1. 40 percent for horizontal members;

2. 60 percent for vertical members; or

3. RsLS determined by the following equation.

R = 23.l(l+ D/L,) (Equation 16-26)

where:

A = Area of floor supported by the member, square
feet (m^).

D = Dead load per square foot (m^) of area sup-
ported.

Lg = Unreduced live load per square foot (m^) of area
supported.

R = Reduction in percent.

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STRUCTURAL DESIGN

1607.10 Distribution of floor loads. Where uniform floor 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 floor
live 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 applicable,
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 reduced to less than 20 psf (0.96 kN/m^) in
accordance with Section 1 607 .11.2.1 and are involved in the
design of structural members arranged so as to create conti-
nuity, the minimum applied loads shall be the full dead loads
on all spans in combination with the roof live loads on adja-
cent spans or on alternate spans, whichever produces the
greatest effect. See Section 1607.11.2 for minimum roof
live loads and Section 7.5 of ASCE 7 for partial snow load-
ing.

1607.11.2 Reduction in roof live loads. The minimum uni-
formly distributed roof Uve loads, L„, in Table 1607. 1 are per-
mitted to be reduced according to the following provisions.

1607.11.2.1 Flat, pitched and curved roofs. Ordinary
flat, pitched and curved roofs are permitted to be
designed for a reduced roof live load as 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 mainte-
nance and repair operations, a lower roof load than speci-
fied 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 12 psf (0.58
kN/m2).

L, = 4 RjR2 (Equation 16-27)

where: 12 < L, < 20

For SI: L, = L, R1R2

where: 0.58 < L, < 0.96

L^ = Reduced live load per square foot (m^) of horizon-
tal projection in pounds per square foot (kN/m^).

The reduction factors R^ and R2 shall be determined as
follows:

R, = 1 for A, < 200 square feet
(18.58 m^)

R, = l.2- 0.001A,for 200 square
feet < At < 600 square feet

(Equation 16-28)

(Equation 16-29)

R] = 0.6 for A, > 600 square feet
(55.74 m2)

where:

(Equation 16-30)

A, = Tributary area (span length multiplied by effective
width) in square feet (m^) supported by any struc-
tural member, and

/?2=lforF<4

/?2= 1.2-0.05 Ffor4<F< 12

/?2=0.6forF>12

where:

(Equation 16-31)
(Equation 16-32)
(Equation 16-33)

ForSI:1.2-0.011A,for 18.58 square meters<A,<55.74
square meters

Monorail cranes (powered)

Cab-operated or remotely operated
bridge cranes (powered)

Pendant-operated bridge cranes (powered)

Bridge cranes or monorail cranes with
hand-geared bridge, trolley and hoist • • •

25 percent

25 percent
10 percent

• percent

F = For a sloped roof, the number of inches of rise per
foot (for SI: F = 0. 1 2 X slope, with slope expressed
as a percentage), or for an arch or dome, the
rise-to-span ratio multiplied by 32.

1607.11.2.2 Special-purpose roofs. Roofs used for
promenade purposes, roof gardens, assembly purposes
or other special purposes shall be designed for a mini-
mum live load as required in Table 1607. 1 . Such roof live
loads are permitted to be reduced in accordance with
1607.9.

1607.11.2.3 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 uniform live loads as required I
in Table 1607. 1 as well as for snow loads and wind loads |
as specified in Sections 1608 and 1609.

1607.12 Crane 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.

1607.12.1 Maximum wheel load. 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.

1607.12.2 Vertical impact force. The maximum wheel
loads of the crane shall be increased by the percentages
shown below to determine the induced vertical impact or
vibration force:

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2006 INTERNATIONAL BUILDING CODE®

STRUCTURAL DESIGN

1607.12.3 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.

1607.12.4 Longitudinal force. 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.

1607.13 Interior walls and partitions. 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

5psf(0.240kN/m2).

Exception: Fabric partitions complying with Section
1607. 13. 1 shall not be required to resist the minimum hori-
zontal load of 5 psf (0.24 kN/m^).

1607.13.1 Fabric partitions. Fabric partitions that exceed 6
feet (1829 mm) in height, including their finish materials,
shall have adequate strength to resist the following load con-
ditions:

1. A horizontal distributed load of 5 psf (0.24 kN/m^)
applied to the partition framing. The total area used to
determine the distributed load shall be the area of the
fabric face between the framing members to which
the fabric is attached. The total distributed load shall
be uniformly applied to such framing members in
proportion to the length of each member.

2. A concentrated load of 40 pounds (0.176 kN) applied
to an 8-inch diameter (203 mm) area [50.3 square
inches (32 452 mm^)] of the fabric face at a height of
54 inches (1372 mm) above the floor.

SECTION 1608
SNOW LOADS

1608.1 General. Design snow loads shall be determined in
accordance with Chapter 7 of ASCE 7, but the design roof load
shall not be less than that determined by Section 1607.

1608.2 Ground snow loads. The ground snow loads to be used
in determining the design snow loads for roofs shall be deter-
mined in accordance with ASCE 7 or Figure 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 eleva-
tions 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.

SECTION 1609
WIND LOADS

1609.1 Applications. 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.

TABLE 1608.2
GROUND SNOW LOADS, p„ , FOR ALASKAN LOCATIONS

LOCATION

POUNDS PER
SQUARE FOOT

LOCATION

POUNDS PER
SQUARE FOOT

LOCATION

POUNDS PER
SQUARE FOOT

Adak

Galena

Petersburg

150

Anchorage

Gulkana

St. Paul Islands

Angoon

Homer

Seward

Barrow

Juneau

Shemya

Barter Island

Kenai

Sitka

Bethel

Kodiak

Talkeetna

120

Big Delta

Kotzebue

Unalakleet

Cold Bay

McGrath

Valdez

160

Cordova

100

Nenana

Whittier

300

Fairbanks

Nome

Wrangell

Fort Yukon

Palmer

■ 50

Yakutat

150

For SI: 1 pound per square foot = 0.0479 kN/m^

2006 INTERNATIONAL BUILDING CODE*"

289

STRUCTURAL DESIGN

FIGURE 1608.2
GROUND SNOW LOADS, pg, FOR THE UNITED STATES (psf)

290

2006 INTERNATIONAL BUILDING CODE®

STRUCTURAL DESIGN

FIGURE 1608.2-contlnued
GROUND SNOW LOADS, Pg, FOR THE UNITED STATES (psf)

2006 INTERNATIONAL BUILDING CODE®

291

STRUCTURAL DESIGN

1609.1.1 Determination of wind loads. Wind loads on
every building or structure shall be determined in accor-
dance with Chapter 6 of ASCE 7. The type of opening pro-
tection required, the basic wind speed and the exposure
category for a site is permitted to be determined in accor-
dance with Section 1609 or 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.

Exceptions:

1. Subject to the limitations of Section 1609.1.1.1,
the provisions of SBCCI SSTD 10 shall be permit-
ted for applicable Group R-2 and R-3 buildings.

2. Subject to the limitations of Section 1609.1.1.1,
residential structures using the provisions of the
AF&PA WFCM.

3. Designs using NAAMM FP 1001.

4. Designs using TIA/EIA-222 for antenna-support-
ing structures and antennas.

1609.1.1.1 Applicability. 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
SBCCI SSTD 10 and the AF&PA WFCM shall not apply
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
nam) 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
upwind 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 Protection of openings. In wind-borne debris
regions, glazing in buildings shall be impact-resistant or
protected with an impact-resistant covering meeting the
requirements of an approved impact-resisting standard or
ASTM E 1996 and ASTM E 1 886 referenced therein as fol-
lows:

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:

1 . Wood structural panels with a minimum thickness
of Vi6 inch (11.1 nmi) and maximum panel span of
8 feet (2438 mm) shall be permitted for opening
protection in one- and two-story buildings. Panels
shall be precut so that they shall be attached to the
framing surrounding the opening containing the
product with the glazed opening. Panels shall be
secured with the attachment hardware provided.
Attachments shall be designed to resist the compo-

nents and cladding loads determined in accor-
dance with the provisions of ASCE 7. Attachment
in accordance with Table 1609. 1 .2 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. Glazing in Occupancy Category I buildings as
defined in Section 1604.5, including greenhouses
that are occupied for growing plants on a produc-
tion or research basis, without public access shall
be permitted to be unprotected.

3 . Glazing in Occupancy Category II, III or IV build-
ings located over 60 feet (18 288 mm) above the
ground and over 30 feet (9144 mm) above aggre-
gate surface roofs located within 1,500 feet (458
m) of the building shall be permitted to be unpro-
tected.

1609.1.2.1 Louvers. Louvers protecting intake and
exhaust ventilation ducts not assumed to be open that are
located within 30 feet (9144 mm) of grade shall meet
requirements of an approved impact-resisting standard
or the Large Missile Test of ASTM E 1996.

TABLE 1609.1.2

WIND-BORNE DEBRIS PROTECTION FASTENING

SCHEDULE FOR WOOD STRUCTURAL PANELS^'"^''

FASTENER
TYPE

FASTENER SPACING (inches)

Panel Span
< 4 feet

4 feet < Panel
Span < 6 feet

6 feet < Panel
Span < 8 feet

No. 6 screws

No. 8 screws

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.
Fasteners shall be located a minimum of 1 inch from the edge of the panel.

c. Fasteners shall be long enough to penetrate through the exterior wall cover-
ing a minimum of 1.75 inches into wood wall framing; a minimum of 1.25
inches into concrete block or concrete; or into steel framing by at least three
threads. Fasteners shall be located a minimum of 2.5 inches from the edge of
concrete block or concrete.

d. Where screws are attached to masonry or masonry/stucco, they shall be
attached utilizing vibration-resistant anchors having a minimum withdrawal
capacity of 490 pounds.

1609.2 Definitions. The following words and terms shall, for
the purposes of Section 1609, have the meanings shown herein.

HURRICANE-PRONE REGIONS.

hurricanes defined as:

Areas vulnerable to

1. The U. S. Atlantic Ocean and Gulf of Mexico coasts
where the basic wind speed is greater than 90 mph (40
m/s) and

2. Hawaii, Puerto Rico, Guam, Virgin Islands and Ameri-
can Samoa.

WIND-BORNE DEBRIS REGION. Portions of hurri-
cane-prone regions that are within 1 mile (1.61 km) of the
coastal mean high water line where the basic wind speed is 1 10
mph (48 m/s) or greater; or portions of hurricane-prone regions

292

2006 INTERNATIONAL BUILDING CODE®

STRUCTURAL DESIGN

where the basic wind speed is 120 mph (53 m/s) or greater; or
Hawaii.

1609.3 Basic wind speed. The basic wind speed, in mph, for
the determination of the wind loads shall be determined by Fig-
ure 1609. 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
speeds determined by die 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 6.5.4.2 of ASCE 7.

1609.3.1 Wind speed conversion. When required, the
3-second gust basic wind speeds of Figure 1609 shall be
converted to fastest-mile wind speeds, V^, using Table

1609.3.1 or Equation 16-34.

Vfin

{y.s -10-5)

1.05

(Equation 16-34)

where:

^35 = 3-second gust basic wind speed from Figure 1609.

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.
Account shall be taken of variations in ground surface rough-
ness that arise from natural topography and vegetation as well
as from constructed features.

1609.4.1 Wind directions and sectors. For each selected
wind direction at which the wind loads are to be evaluated,
the exposure of the building or structure shall be determined
for the two upwind sectors extending 45 degrees (0.79 rad)
either side of the selected wind direction. The exposures in
these two sectors shall be determined in accordance with
Sections 1609.4.2 and 1609.4.3 and the exposure resulting
in the highest wind loads shall be used to represent winds
from that direction.

1609.4.2 Surface roughness categories. A ground surface
roughness within each 45-degree (0.79 rad) sector shall be
determined for a distance upwind of the site as defined in
Section 1609.4.3 from the categories defined below, for the
purpose of assigning an exposure category as defined in
Section 1609.4.3.

Surface Roughness B. Urban and suburban areas,
wooded areas or other terrain with numerous closely
spaced obstructions having the size of single-family
dwellings or larger.

Surface Roughness C. Open terrain with scattered
obstructions having heights generally less than 30 feet
(9144 mm). This category includes flat open country,
grasslands, and all water surfaces in hurricane-prone
regions.

Surface Roughness D. Flat, unobstructed areas and
water surfaces outside hurricane-prone regions. This cat-
egory includes smooth mud flats, salt flats and unbroken
ice.

1609.4.3 Exposure categories. An exposure category shall
be determined in accordance with the following:

Exposure B. Exposure B shall apply where the ground
surface roughness condition, as defined by Surface
Roughness B, prevails in the upwind direction for a dis-
tance of at least 2,600 feet (792 m) or 20 times the height
of the building, whichever is greater.

Exception: For buildings whose mean roof height is
less than or equal to 30 feet (9144 mm), tiie upwind dis-
tance is permitted to be reduced to 1,500 feet (457 m).

Exposure C. Exposure C shall apply for all cases where
Exposures B or D do not apply.

Exposure D. Exposure D shall apply where the ground
surface roughness, as defined by Surface Roughness D,
prevails in the upwind direction for a distance of at least
5,000 feet (1524 m) or 20 times the height of the build-
ing, whichever is greater. Exposure D shall extend inland
from the shoreline for a distance of 600 feet (183 m) or 20
times the height of the building, whichever is greater.

1609.5 Roof systems.

1609.5.1 Roof deck. The roof deck shall be designed to
withstand the wind pressures determined in accordance
with ASCE 7.

TABLE 1609.3.1
EQUIVALENT BASIC WIND SPEEDS"""

V35

100

105

110

120

125

130

140

145

150

160

170

^>.

104

109

114

123

128

133

142

152

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. y^ is the fastest mile wind speed (mph).

2006 INTERNATIONAL BUILDING CODE®

293

STRUCTURAL DESIGN

FIGURE 1609
BASIC WIND SPEED (3-SECOND GUST)

294

2006 INTERNATIONAL BUILDING CODE®

STRUCTURAL DESIGN

130(58)
140(63)

90(40)
100(45)

130(58)
140(63)

150(67)

90(40)
100(45) /
110(49)120(54)

Location
Hawaii
Puerto Rico
Guam

Virgin Islands
American Samoa

Notes:

1. Values are nominal design 3'Second gust wind speeds in miles per liour (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)

2006 INTERNATIONAL BUILDING CODE®

295

STRUCTURAL DESIGN

iliijiiilll Special Wind Region

90(40)

100(45)

130(58)

110(49)120(54)

Notes:

1. Values are nominal design 3-second gust wind
speeds in miles per liour (m/s) at 33 ft (10 m)
above ground for Exposure C category.

2. Linear interpolation l>etween wind contours is
permitted.

3. Islands and coastal areas outside the last
contour siiall use tlie last wind speed contour
of tlie coastal area.

4. iVIountainous terrain, gorges, ocean
promontories, and special wind regions shail
be examined for unusual wind conditions.

FIGURE 1609-contlnued

BASIC WIND SPEED (3-SECOND GUST)

WESTERN GULF OF MEXICO HURRICANE COASTLINE

296

2006 INTERNATIONAL BUILDING CODE*^

STRUCTURAL DESIGN

90(40)

100(45)

110(49)

120(54)
130(58)

ill Special Wind Region

Notes:

1. Values are nominal design 3-second gust wind
speeds in miles per liour (m/s) at 33 ft (10 m)
above ground for Exposure C categoiy.

2. Linear interpolation between wind contours Is
permitted.

3. islands and coastal areas outside tlie last
contour siiall use tiie last wind speed contour
of the coastal area.
Mountainous terrain, gorges, ocean
promontories, and special wind regions siiall
be examined for unusual wind conditions.

150(67)

FIGURE 1609-continued

BASIC WIND SPEED (3-SECOND GUST)

EASTERN GULF OF IVIEXICO AND SOUTHEASTERN U.S. HURRICANE COASTLINE

2006 INTERNATIONAL BUILDING CODE®

297

STRUCTURAL DESIGN

lilji Special Wind Region

Notes:

1. Values are nominal design 3-second gust wind
speeds In miles per hour (m/s) at 33 ft (10 m)
above ground for Exposure C category.
Linear interpolation between wind contours is
permitted.

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)

MID AND NORTHERN ATLANTIC HURRICANE COASTLINE

298

2006 INTERNATIONAL BUILDING CODE®

STRUCTURAL DESIGN

1609.5.2 Roof coverings. Roof coverings shall comply
with Section 1609.5.1.

Exception: Rigid tile roof coverings that are air perme-
able and installed over a roof deck complying with Sec-
tion 1609.5. 1 are permitted to be designed in accordance
with Section 1609.5.3.

Asphalt shingles installed over a roof deck complying
with Section 1609.5.1 shall be tested to determine the resis-
tance of the sealant to uplift forces using ASTM D 6381.

Asphalt shingles installed over a roof deck complying
with Section 1609.5.1 are permitted to be designed using
UL 2390 to determine appropriate uplift and force coeffi-
cients applied to the shingle.

1609.5.3 Rigid tile. Wind loads on rigid tile roof coverings
shall be determined in accordance with the following equation:

M, = q,CJyLLJi\.Q-GCA

(Equation 16-35)

For SI: M„ =

q,C,bLL^[\.Q-GC^}

1,000

where:
b =

Cr =

Exposed width, feet (mm) of the roof tile.

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 Chapter 6 of ASCE 7. Roof
coefficients shall not be adjusted for internal pres-
sure, r

L = Length, feet (mm) of the roof tile.

L„ = Moment arm, feet (nun) fi*om the axis of rotation to
the point of uplift on the roof tile. The point of uplift
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 the head of the tile for
direct deck application or as the top edge of the bat-
ten for battened applications. For roof tiles fastened
only by a nail or screw along the side of the tile, the
axis of rotation shall be determined by testing. For
roof tiles installed with battens and fastened only by
a clip near the tail of the tile, the moment arm shall
be determined about the top edge of the batten with
consideration 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 uplift moment as determined by this section.

1. The roof tiles shall be either loose laid on battens,
mechanically 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.

3. An underlay ment shall be installed in accordance
with Chapter 15.

4. The tile shall be single lapped interlocking with a
minimum 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.

SECTION 1610
SOIL LATERAL LOADS

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
pressure. 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 (d, + d,)

(Equation 16-36)

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299

STRUCTURAL DESIGN

ForSl:R = 0.009S(d, + d,)

where:

dh = Additional depth of water on the undeflected roof
above the inlet of secondary drainage system at its
design flow (i.e., the hydraulic head), in inches (mm).

d, = 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).

R = 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.

1611.2 Ponding instability. For roofs with a slope less than V4
inch per foot [1.19 degrees (0.0208 rad)], the design calcula-
tions shall include verification of adequate stiffness to preclude
progressive deflection in accordance with Section 8.4 of ASCE

1611.3 Controlled drainage. 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 161 1.2.

SECTION 1612
FLOOD LOADS

1612.1 General. Within flood hazard areas as estabUshed in Sec-
tion 1612.3, all new construction of buildings, structures and
portions of buildings and structures, including substantial
improvement and restoration of substantial damage to buildings
and structures, shall be designed and constructed to resist the
effects of flood hazards and flood loads. For buildings that are
located in more than one flood hazard area, the provisions asso-
ciated with the most restrictive flood hazard area shall apply.

1612.2 Definitions. The following words and terms shall, for
the purposes of this section, have the meanings shown herein.

BASE FLOOD. The flood having a 1 -percent chance of being
equaled or exceeded in any given year.

TABLE 1610.1
SOIL LATERAL LOAD

DESCRIPTION OF BACKFILL MATERIAL''

UNIFIED SOIL
CLASSIFICATION

DESIGN LATERAL SOIL LOAD"
(pound per square foot per foot of depth)

Active pressure

At-rest pressure

Well-graded, clean gravels; gravel-sand mixes

Poorly graded clean gravels; gravel-sand mixes

Silty gravels, poorly graded gravel-sand mixes

Clayey gravels, poorly graded gravel-and-clay mixes

Well-graded, clean sands; gravelly sand mixes

Poorly graded clean sands; sand-gravel mixes

Silty sands, poorly graded sand-silt mixes

Sand-silt clay mix with plastic fines

SM-SC

100

Clayey sands, poorly graded sand-clay mixes

100

Inorganic silts and clayey silts

100

Mixture of inorganic silt and clay

ML-CL

100

Inorganic clays of low to medium plasticity

100

Organic silts and silt clays, low plasticity

Noteb

Inorganic clayey silts, elastic silts

Noteb

Inorganic clays of high plasticity

Noteb

Organic clays and silty clays

Noteb

For SI: 1 pound per square foot per foot of depth = 0. 157 kPa/m, 1 foot = 304.8 nun.

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 sat-
urated soil pressures shall include the weight of the buoyant soU 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.

300

2006 INTERNATIONAL BUILDING CODE®

STRUCTURAL DESIGN

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 (FIRM).

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 AG, the design flood eleva-
tion shall be the elevation of the highest existing grade of the
building's perimeter plus the depth number (in feet) specified
on the flood hazard map. In areas designated as Zone AG 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, VG, VE or Vl-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, AG,
AH,V,VG,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 filUng), tiie 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, rehabilitation, 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

2006 INTERNATIONAL BUILDING CODE®

301

STRUCTURAL DESIGN

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
alteration will not preclude the structure's continued des-
ignation 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.

1612.4 Design and construction. 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.

1612.5 Flood hazard documentation. 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 the
basement, as required by the lowest floor eleva-
tion inspection 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 2.6.2. 1 of
ASCE 24, construction documents shall include
a statement that the design will provide for equal-
ization of hydrostatic flood forces in accordance
with Section 2.6.2.2 of 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-velocity 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 109.3.3.

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
attached thereto is designed to be anchored to
resist flotation, collapse and lateral movement
due to the effects of wind and flood loads acting
simultaneously 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.

SECTION 1613
EARTHQUAKE LOADS

1613.1 Scope. Every structure, and portion thereof, including
nonstructural components that are permanently attached to
structures and their supports and attachments, shall be
designed and constructed to resist the effects of earthquake
motions in accordance with ASCE 7, excluding Chapter 14 and
Appendix 11 A. The seismic design category for a structure is
permitted to be determined in accordance with Section 1613 or
ASCE 7.

Exceptions:

1 . Detached one- and two-family dwellings, assigned to
Seismic Design Category A, B or C, or located where
the mapped short-period spectral response accelera-
tion, Sg, is less than 0.4 g.

2. The seismic-force-resisting system of wood-frame
buildings that conform to the provisions of Section
2308 are not required to be analyzed as specified in
this section.

3. Agricultural storage structures intended only for inci-
dental human occupancy.

4. Structures that require special consideration of their
response characteristics and environment that are not
addressed by this code or ASCE 7 and for which other
regulations provide seismic criteria, such as vehicular
bridges, electrical transmission towers, hydraulic
structures, buried utility lines and their appurtenances
and nuclear reactors.

1613.2 Definitions. The following words and terms shall, for
the purposes of this section, have the meanings shown herein.

DESIGN EARTHQUAKE GROUND MOTION. The earth-
quake ground motion that buildings and structures are specifi-
cally proportioned to resist in Section 1613.

MAXIMUM CONSIDERED EARTHQUAKE GROUND
MOTION. The most severe earthquake effects considered by
this code.

MECHANICAL SYSTEMS. For the purposes of determin-
ing seismic loads in ASCE 7, mechanical systems shall include
plumbing systems as specified therein.

ORTHOGONAL. To be in two horizontal directions, at 90
degrees (1.57 rad) to each other.

SEISMIC DESIGN CATEGORY. A classification assigned
to a structure based on its occupancy category and the severity
of the design earthquake ground motion at the site.

SEISMIC-FORCE-RESISTING SYSTEM. That part of the
structural system that has been considered in the design to pro-
vide the required resistance to the prescribed seismic forces.

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2006 INTERNATIONAL BUILDING CODE®

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SITE CLASS. A classification assigned to a site based on the
types of soils present and their engineering properties as
defined in Section 1613.5.2.

SITE COEFFICIENTS. The values of F„ and F, indicated in
Tables 1613.5.3(1) and 1613.5.3(2), respectively.

1613.3 Existing buildings. Additions, alterations, modifica-
tion, or change of occupancy of existing buildings shall be in
accordance with Sections 3403.2.3 and 3406.4.

1613.4 Special inspections. Where required by Section
1705.3, the statement of special inspections shall include the
special inspections required by Section 1705.3.1.

1613.5 Seismic ground motion values. Seismic ground
motion values shall be determined in accordance with this sec-
tion.

1613.5.1 Mapped acceleration parameters. The parame-
ters S, and ^i shall be determined from the 0.2 and 1 -second
spectral response accelerations shown on Figures 1613.5(1)
through 1613.5(14). Where S^ is less than or equal to 0.04
and Ss is less than or equal to 0. 15, the structure is permitted
to be assigned to Seismic Design Category A.

1613.5.2 Site class definitions. Based on the site soil prop-
erties, the site shall be classified as either Site Class A, B, C,

D, E or F in accordance with Table 1613.5.2. When the soil
properties are not known in sufficient detail to determine the
site class, Site Class D shall be used unless the building offi-
cial or geotechnical data determines that Site Class E or F
soil is likely to be present at the site.

1613.5.3 Site coefficients and adjusted maximum con-
sidered earthquake spectral response acceleration
parameters. The maximum considered earthquake spectral
response acceleration for short periods, S^s, and at 1 -second
period, S/^^, adjusted for site class effects shall be deter-
mined by Equations 16-37 and 16-38, respectively:

'MS — ^a^s

(Equation 16-37)
(Equation 16-38)

^M\ — ^v ^l

where:

Fa = Site coefficient defined in Table 1613.5.3(1).

Fy = Site coefficient defined in Table 1613.5.3(2).

Ss = The mapped spectral accelerations for short periods
as determined in Section 1613.5.1.

Si = The mapped spectral accelerations for a 1 -second
period as determined in Section 1613.5.1.

TABLE 1613.5.2
SITE CLASS DEFINITIONS

SITE
CLASS

SOIL PROFILE
NAME

AVERAGE PROPERTIES IN TOP 100 feet, SEE SECTION 1613.5.5

Soil shear wave velocity, v^^, (ft/s)

Standard penetration resistance, N

Soil undrained shear strength, s„ , (psf)

Hard rock

V, > 5,000

N/A

Rock

2,500 <v, < 5,000

N/A

Very dense soil and soft
rock

1,200 <i7^ < 2,500

iV>50

5„ > 2,000

Stiff soil profile

600 <v^ < 1,200

15<iV<50

1,000 <5„< 2,000

Soft soil profile

V, < 600

N<15

5„ < 1,000

—

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 ^„< 500 psf

—

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 {H > 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 (H > 120 feet)

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m^, 1 pound per square foot = 0.0479 kPa. N/A = Not applicable

2006 INTERNATIONAL BUILDING CODE®

303

STRUCTURAL DESIGN

TABLE 1613.5.3(1)
VALUES OF SITE COEFFICIENT F, "

SITE
CLASS

MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIOD

Ss < 0.25

Ss = 0.50

Sg = 0.75

S^ = 1.00

Ss>1.25

0.8

1.0

1.2

1.1

1.0

1.6

1.4

1.2

1.1

1.0

2.5

1.7

1.2

0.9

Noteb

a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at short period, 5^.

b. Values shall be determined in accordance with Section 1 1.4.7 of ASCE 7.

TABLE 1613.5.3(2)
VALUES OF SITE COEFFICIENT F^"

SITE
CLASS

MAPPED SPECTRAL RESPONSE ACCELERATION AT 1 -SECOND PERIOD

Si < 0.1

S^ = 0.2

S, = 0.3

S^ = 0.4

S, > 0.5

0.8

1.0

1.7

1.6

1.5

1.4

1.3

2.4

2.0

1.8

1.6

1.5

3.5

3.2

2.8

2.4

Noteb

a. Use straight-Une interpolation for intermediate values of mapped spectral response acceleration at 1 -second period, S^.
h. Values shall be determined in accordance with Section 11.4.7 of ASCE 7.

1613.5.4 Design spectral response acceleration parame-
ters. Five-percent damped design spectral response acceler-
ation at short periods, S^s, and at 1 -second period, ^^i, shall
be determined from Equations 16-39 and 16-40, respec-
tively:

^DS — ~^MS

^D\—~^M1

(Equation 16-39)

(Equation 16-40)

where:

Sms = The maximum considered earthquake spectral
response accelerations for short period as deter-
mined in Section 1613.5.3.

5^1 = The maximum considered earthquake spectral
response accelerations for 1 -second period as deter-
mined in Section 1613.5.3.

1613.5.5 Site classification for seismic design. Site classi-
fication for Site Class C, D or E shall be determined from
Table 1613.5.5.

The notations presented below apply to the upper 100 feet
(30 480 mm) of the site profile. Profiles containing dis-
tinctly different soil and/or rock 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 i then refers to
any one of the layers between 1 and n.
where:

v^, = The shear wave velocity in feet per second (m/s).
di = The thickness of any layer between and 1 00 feet (30

480 mm).

where:

I^'

Vs =

(Equation 16-41)

304

2006 INTERNATIONAL BUILDING CODE®

STRUCTURAL DESIGN

^ di = 100 feet (30 480 mm)

1=1

Ni is the Standard Penetration Resistance (ASTM D
1586) not to exceed 100 blows/foot (305 mm) as directly
measured in the field without corrections. When refusal is
met for a rock layer, N, shall be taken as 100 blows/foot (305
mm).

N =

1".

(Equation 16-42)

where A', and ^ in Equation 16-42 are for cohesionless
soil, cohesive soil and rock layers.

Nch =

(Equation 16-43)

where:

1=1

Use di and N^ for cohesionless soil layers only in Equation
16-43.

d^ = The total thickness of cohesionless soil layers in the
top 100 feet (30 480 mm).

m = The number of cohesionless soil layers in the top 100
feet (30 480 mm).

s^i = The undrained shear strength in psf (kPa), not to
exceed 5,000 psf (240 kPa), ASTM D 2166 or D
2850.

Su =

(Equation 16-44)

* d

1=1 ^ui

where:

1=1

d^ = The total thickness of cohesive soil layers in the top
100 feet (30 480 mm).

k = The number of cohesive soil layers in the top 100 feet
(30 480 mm).

PI = The plasticity index, ASTM D 4318.

w = The moisture content in percent, ASTM D 2216.

Where a site does not qualify under the criteria for Site
Class F and there is a total thickness of soft clay greater than
10 feet (3048 mm) where a soft clay layer is defined by: 5„ <
500 psf (24 kPa), w > 40 percent, and PI > 20, it shall be clas-
sified as Site Class E.

The shear wave velocity for rock. Site Class B, shall be
either 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 category. Site Class A, 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 velocityjnea-
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.

1613.5.5.1 Steps for classifying a site.

1 . Check for the four categories of Site Class F requir-
ing site-specific evaluation. If the site corresponds
to any of these categories, classify the site as Site
Class F and conduct a site-specific evaluation.

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 (24 kPa), w > 40 percent
and PI > 20. If these criteria are satisfied, classify
the site as Site Class E.

3 . Categorize the^te using oneof the following three
methods with v^ , N, and s^ and computed in all
cases as specified.

TABLE 1613.5.5
SITE CLASSIFICATION^

SITE CLASS

A/or/V,,

s„

< 600 ft/s

<15

< 1,000 psf

600 to 1,200 ft/s

15 to 50

1,000 to 2,000 psf

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 = 0.0479kN/m^.

a. If the j^method is used and the A^^^and J„ criteria differ, select the category with the softer soils (for example, use Site Class E instead of D).

2006 INTERNATIONAL BUILDING CODE®

305

STRUCTURAL DESIGN

3.1. V, for the top 100 feet (30 480 mm) (v,
method).

3.2. N^f, for the top 100 feet (30 480 mm) {N
method).

3.3. N for cohesionless soil layers (P/< 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).

1613.5.6 Determination of seismic design category.

Occupancy Category I, II or III structures located where the
mapped spectral response acceleration parameter at 1 -sec-
ond period, Si, is greater than or equal to 0.75 shall be
assigned to Seismic Design Category E. Occupancy Cate-
gory IV structures located where the mapped spectral
response acceleration parameter at 1-second period, Sj, is
greater than or equal to 0.75 shall be assigned to Seismic
Design Category F. All other structures shall be assigned to
a seismic design category based on their occupancy cate-
gory and the design spectral response acceleration coeffi-
cients, Sds and ^^i, determined in accordance with Section
1613.5.4 or the site-specific procedures of ASCE 7. Each
building and structure shall be assigned to the more severe
seismic design category in accordance with Table
1613.5.6(1) or 1613.5.6(2), irrespective of the fundamental
period of vibration of the structure, T.

TABLE 1613.5.6(1)

SEISMIC DESIGN CATEGORY BASED ON

SHORT-PERIOD RESPONSE ACCELERATIONS

VALUE OF Sds

OCCUPANCY CATEGORY

lor II

III

Sds < 0.161 g

0.167g<So5<0.33g

0.33g<5os<0.50g

0.50g< Sds

TABLE 1613.5.6(2)

SEISMIC DESIGN CATEGORY BASED ON

1-SECOND PERIOD RESPONSE ACCELERATION

VALUE OF So,

OCCUPANCY CATEGORY

lor II

III

5o;<0.067g

0.067g<So^<0.133g

0.133g<5o,<0.20g

0.20g<5o;

1613.5.6.1 Alternative seismic design category deter-
mination. Where ^i is less than 0.75, the seismic design
category is permitted to be determined from Table
1613.5.6(1) alone when all of the following apply:

1. In each of the two orthogonal directions, the
approximate fundamental period of the structure,
r„, in each of the two orthogonal directions deter-
mined in accordance with Section 12.8.2.1 of
ASCE 7, is less than 0.8 T^ determined in accor-
dance with Section 11.4.5 of ASCE 7.

2. In each of the two orthogonal directions, the fun-
damental period of the structure used to calculate
the story drift is less than T^.

3. Equation 12.8-2 of ASCE 7 is used to determine
the seismic response coefficient, C,.

4. The diaphragms are rigid as defined in Section
12.3. 1 in ASCE 7 or for diaphragms that are flexi-
ble, the distance between vertical elements of the
seismic-force-resisting system does not exceed 40
feet (12 192 mm).

1613.5.6.2 Simplified design procedure. Where the
alternate simplified design procedure of ASCE 7 is used,
the seismic design category shall be determined in accor-
dance with ASCE 7.

1613.6 Alternatives to ASCE 7. The provisions of Section
1613.6 shall be permitted as alternatives to the relevant provi-
sions of ASCE 7.

1613.6.1 Assumption of flexible diapliragm. Add the fol-
lowing text at the end of Section 12.3.1.1 of ASCE 7:

Diaphragms constructed of wood structural panels or
untopped steel decking shall also be permitted to be ideal-
ized as flexible, provided all of the following conditions are
met:

1. Toppings of concrete or similar materials are not
placed over wood structural panel diaphragms except
for nonstructural toppings no greater than 1 Vj inches
(38 mm) thick.

2. Each line of vertical elements of the lat-
eral-force-resisting system complies with the allow-
able story drift of Table 12.12-1.

3 . Vertical elements of the lateral-force-resisting system
are light-fi-amed walls sheathed with wood structural
panels rated for shear resistance or steel sheets.

4. Portions of wood structural panel diaphragms that
cantilever beyond the vertical elements of the lat-
eral-force-resisting system are designed in accor-
dance with Section 2305.2.5 of the International
Building Code.

306

2006 INTERNATIONAL BUILDING CODE®

STRUCTURAL DESIGN

1613.6.2 Additional seismic-force-resisting systems for
seismically isolated structures. Add the following excep-
tion to the end of Section 17.5.4.2 of ASCE 7:

Exception: For isolated structures designed in accor-
dance with this standard, the Structural System Limita-
tions and the Building Height Limitations in Table
12.2-1 for ordinary steel concentrically braced frames
(OCBFs) as defined in Chapter 1 1 and ordinary moment
frames (OMFs) as defined in Chapter 11 are permitted to
be taken as 160 feet (48 768 mm) for structures assigned
to Seismic Design Category D, E or F, provided that the
following conditions are satisfied:

1 . The value of /?i as defined in Chapter 1 7 is taken as
1.

2. For OMFs and OCBFs, design is in accordance
with AISC 341.

2006 INTERNATIONAL BUILDING CODE® 307

STRUCTURAL DESIGN

TIk acceleration values contoured on this map are for
the random horizontal component of acceleration For
design purposes, the reference site condition for the map
is to be taken as Site Class B.

Selected countoms have been deleted for clarity.
Regional maps should be used ^\ilen additional detail is
required.

Leyendecker, Rankel, and Rukstales (2001 , 2004) have
prepared a CD-ROM that contains software to allow
detennination of Site Class B map values by
latitude-lon^tude. The software on the CD contains site
coefficients that allow the user to adjust map values for
different Site Classes Additional n^ps at different
scales are also included on the CD. lite CD was prepared
using the same data as tfiat used to prepare the Maximum
Considered Earthquake Ground Motion maps.

The National Seismic Hazard Mapping Project Web Site,
http//eqhazm^36. usgs.gov/, contains electronic
veisionsofthismapandotheis. Documentation, gridded
values, and Arc/IMO coverages used to make the maps
are also available.

The California portion of the map was produced jointly
witfi the California Geological Survey.

M^ prepared by U. S. Geological Survey.

Building Seismic Safety Council 200*, NEHRP Recommended
{^visions for Seismic Regulations for New Buildings ^nd
other Structures, I^ 1 - ftovisions, FEMA 450.

Building Seismic Safety Council 2CM, NEHRP Recomn^nded
Revisions for Seismic Regulations for New Bmldingp and
other Structures, I^ 2 - Commentary, FEMA 45Q

Ftankel, A., I^tersen, M, Mueller, C, Haller; K., Wheeler; R,
Leyendecker, E, Wesson, R., Hannsen, S., Cramer; C,
Peridns, D, and Rukstales, K., 2002, Documentation for the
2002 Update of the National Seismic Hazard Maps, U.S.
Geological Survey Open-File Report 02-420.

Frankel, A., Petersea M, Mueller, C, Haller; K., Wheeler, R,
Leyendecker, E, Wesson, R, Hamisen, S., Cramer, C,
Perkins, D, and Rulstales, K., 2004, Seismic-Hazard Nfeps
for the Conterminous United States, Sheet 4 - Horizontal
Spectral Response Acceleratiion for 0l2 Second Period with
2% Probabihty of Exceedance in 50 Years, U.S. Geological
Survey Geologic Investigation Series, scale 1 :7,000,COO.
(in progress)

Leyendecker, E, Frankel, A., and Rukstales, K., 2001 , Seismic
Design I^rameters, US. Geological Survey Open-Hie
Report 01 -437.

Leyendecker, E, Frankel, A, and Rukstales, K., 2004, Seismic
Design I^rameters, US. Geolo^cal Survey Open-Rle
Report (in progress).

National Seismic Hazard Mapping ftoject Web Site,
httpc//eqhazinaps.usgs.gov, U S. Geological Survey.

- Re^on 1 is shown enlarged in figure 1 61 3.5(3)

- Region 2 is shown enlarged in figure 1 61 3.5(5)

- Re^on 3 is shown enlarged in figure 1 61 3.5(7)

- Region 4 is shown enlarged in figure 1 61 3.5(9)

FIGURE 1613.5(1)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES OF

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

308

2006 INTERNATIONAL BUILDING CODE®

STRUCTURAL DESIGN

FIGURE 1613.5(1)— continued

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES OF

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

2006 INTERNATIONAL BUILDING CODE®

309

STRUCTURAL DESIGN

The acceleration values contoured on this m^ arc for
the random horizontal component of acceleration. Far
design purposes, the reference site condition for the map
is to be taken as Site Class B.

Selected countouis have been deleted for clarity.
Regional maps should be used when additional detail is
lequiied

I^yendeclsr, Fianket, and Rukstales (2001 , 2004) have
prepared a CD-ROM that contains software to allow
determination of Site Class B map values by
latitude-longitude. The software on the CD contains site
coefficients that allow the user to adjiBt map values for
different Site Classes. Additional maps at different
scales are also included on the CD. The CD was pepared
using die same data as that used to prepare the Maximum
Considered Earthquake Ground Motion maps.

The National Seismic Hazari Mapping Project Web Site,
htti]c//eqhazmaps.usg^gov/, contains electronic
veisionsofthismapajidotheis. Documentation, gridded
values, and Are/INPO coverages used to make the maps
are also available.

The California poition of the map was piodiced jointly
with the California Geological Survey.

Map prepared by US Geolo^cal Survey

Building Seismic Safety Council 2004^ NEHRP Recommended
Provisions for Seismic Regulations for New Building and
other Structttres, Pait 1 - Provisions, FEMA 450.

Building Seismic Safety Council 2004, NEHRP Recommended
Provisions for Seismic Regulations for New Building and
other Stinctures, Part 2 - Commentary, FEMA 450.

Frankel, A., fttereen, M, Mueller, C, Haller, K., Wheelei; R.,
Leyendeckei; E, Wesson, R, Hannsen, S., Ciamei; C,
I^ildns, D., aai Rukstales, K., 2002, Documentation for the
2002 Update of the National Seismic Hazanj Maps, U.S.
Geological Survey Open-Hk Report 02-42a

Frankel, A, ftteisen, M, Mueller, C, Haller, K., Wheeler, R.,
Leyendeckei; E, Wesson, R., Hatmsen, S., Cramei; C,
Peridis, D, and Rukstales, K, 2004, Seismic-Hazaid Maps
for the Contemninous Unitwl States, Sheet 6 - Horizontal
Spectral Response Acceleratiion fori .0 SeoHid IVriod with
2% Probabihty of Exceedance in 50 Yeais, US. Geological
Survey Geologic bvestigation Series, scale 1 : 7,000,000
(in progress).

Leyendecker, E, Frankel, A, and Rukstales, K., 2001 , Seismic
Design ftuameteis, U.S. Geological Survey Open-Rle
Report 01 -437.

Leyendeckei; E, Frankel, A, and Rukstales, K., 2004, Seismic
Design I^rameteis, U.S. Geological Survey Open-E^le
Report (in progress).

National Seismic Hazard Mapjang ftoject Web Site,
htlp[//eqhazmaps.usgs-gov, U. S. Geological Survey.

- Region 1 is shown enlarged in figure 1 61 3.5(4)

- Region 2 is shown enlarged in figure 1 61 3.5(6)

- Region 3 is shown enlarged in figure 1 61 3.5(8)

- Region 4 is shown enlarged in figure 1 61 3.5(9)

FIGURE 1613.5(2)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES

OF 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

310

2006 INTERNATIONAL BUILDING CODE®

STRUCTURAL DESIGN

FIGURE 1613.5(2)— continued

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES

OF 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

2006 INTERNATIONAL BUILDING CODE®

311

o
o

-4
m

O
O
O

FIGURE 1613.5(3)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

o
o

z
>

I-
CD

C
I-

z
o
o
o

A\^

Contour intervals, % g

Note: contouis are iiregulaily spaced

Areas with a ctnstant spectral
lesponse acceleration of 150% g

Point value of spectral response
acceleration exjnessed as a percent
of gravity

Contoms of spectral response
acceleration exracssed as a percent
of^vity. Hachiires point in
direction of decreasing values.

Locations of feults (see DISCUSSION).
The number on the &ult is the
median spectral response ^»:eleration
times 1 .5, expressed as a percent of
gravity.

DISCUSSION

A hne shown as a iault location is the projection to the eaith's
suriace of the edge of the fault nipture area located closest to
the eaith's suiiace. Only the portion of the &ult used in
detemnning design values is showa The nun^r on the fault is the
deterministic median spectral response acceleration times 1 .5. The
values on the fault portion shown may be used for inteipolation
purpcse&

Selected contoms near faults have been deleted for clarity. In
ibesc instances, inteipolation may be done using fault values and the
nearest adjacent contour.

Refer to the map of Maximum Considered Earthquate Ground
Motion ftw the Conteiminous United States of (12 sec Spectral
Response Acceleration (Hgure 1 61 3.5(1 )) for additional discussion
and references.

H
3]

FIGURE 1 61 3.5(3>— continued

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

m
w

z
>

C
|-

g
z
o
o
o
o

H
C

I-

o
m
w

FIGURE 1613.5(4)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF

1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

z
>

H
O

z
>

I-
w

o
o
o

V-"^IA

ExplanaticHt
Omtour intorals % g

Note: contoms aie inegulady spaced

Areas with a constant spectral
lespocse acceleration <k60% g

Point value of spectral response
acceleration exinessed as a peicent
of gravity

Contoms of spectral icsponse
acceleration exraessed as a pen

of gravity. Hacnures point in
diRction of decreasing values.

Locations of feults (see DISCUSSION)
The number on the &ult is the
median spectral response acceleration
times 1 .5, ejqpressed as a peicent of
gravity.

DISCUSSION

A line shown as a fault location is tic projection to the earth's
surface of the edge of the feult n9)&irc area located closest to
the eaith's smface. Only the poitiffli of Ae fault used in
detenniningctesign values is shown Hie number on the fault is the
detemnnistic median spectral response acceleration times 1 .5. The
values on die fault portion shown may be used for interpolation
purposes.

Selected contouis near faults have been deleted fijT clarity. In
these instances, interpolation may be done using fault values and the
nearest adjacent contour.

Refer to the map of Maximum Considered Earthquake Ground
Motion for the Conterminous United States of 1 .0 sec Spectral
Response Acceleration (Rgurc 1 61 3.5(2)) fijr additional disoesion
and references.

c
o

FIGURE 1613.5(4)— continued

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF

1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

O
m
w

U39«

Explanation
Contoiu- intervals, % g

Note: contoms are inegulariy spaced

_i_ ft)int value of spectra! response

c 2 acceleration expiessed as a percent

• of gravity

Contoins of spectral response
acceleration expressed as a percent
of gravity. Hachures point in
direction of decreasing values.

DISCUSSION

Refer U) the map of Maximum Considered Eaithquals Ground
Motion for the Contemiinoie United States of 0.2 sec Specttal
Response Acceleration (Rgurc 1 61 3.5(1 )) for discussion and
references.

100 KILOMETtRS

Index map showing location of study a

o
o
o
a

FIGURE 1613.5(5)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 2 OF

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

z
>

c
r-
g
z
o
o
o
o
ni

-I I 1 K

100 KILOMETiRS

Explanation
Contour intervals, % g

Note: contomsa

Point value of spectial lesponse
acceleration exi^essed as a percent
of gravity

Contous of spectial lesponse
acceleration expiessed as a percent
of gravity. Hachuies point in
diiection of decreasing values.

Refer to the map of Maximum Consideied Eaifliquake Giound
Motion for the Contemmious United Slates of 1 .0 sec Spectial
Response Acceleration (Hgurc 1 61 3.5(2)) for discission and
leferences.

Index map showing location of study aiea

FIGURE 1613.5(6)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 2 OF

1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

o
m
(/)

z
>

C
|-

o
z
o
o
o
o

100 KILOMETERS

Explanation
Contour intervals, % g

Note: contouis are inegulaily spaced

Aieas with a constant spectral
response acceleration c^l 50% g

Point value of spectral response
acceleration expressed as a peicent
of gravity

Contoms of spectral response
acceleration expressed as a ^jeicent
of gravity. Hachures point in
diiection of decreasing values.

Refer to the map of Maximum Considered Eaitbquake Ground
Motion for the Omtemiinous United States of 0l2 sec Specdal
Response Acceleration (Hgure 1 61 3.5(1 )) for discussion and
references.

Index map showing location of study area

FIGURE 1613.5(7)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 3 OF

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% PERCENT OF CRITICAL DAMPING), SITE CLASS B

m
D

z
>

o
o
o
o

I I I I I —r

100 KILON€TERS

Explanatian
CoBtour intervals, % g

Note conlouisaieiiicgulaily spaced

7] Aieas with a constant spectia]

-^ response acceleratioh of 60% g

Fsint value of spectral response
acceleration expiessed as a penxnt
of gravity

Contoms of spectial lesponse
acceleration expressed as a peicent
of gravity. Hacbnies point in
diiBction of decreasing values.

Refer to the map of Maximum Considered Eaithquake Giound
Motion for tlK Conteimiiious United States of 1 .0 sec Spectral
Response Acceleration (Hgure 1 61 3.5(2)) for discussion and
lefeieuces.

PI^IJDC IfilQ ^/fi^ Indexmapsbowinglocationofstudyarea

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 3 OF
1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

STRUCTURAL DESIGN

1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING)

Explanation

I\)int value of spectral response
acceleration expressed as a percent
ofgra\ity

Contoms of spectral response
acceleration expressed as a percent
of gravity. Hachures point in

DISCISSION

Refer tt) the maps of Maximum Qnsideied Eaitbquak3 Ground
Motion for the C^tenninous United States of 0.2 and 1 .0 sec
Spectral Response Acceleration (Figures 1 61 3.5(1) and 1 61 3.5(2))
for discussion and references.

100 KILOMETERS

Index map showing location of study area

FIGURE 1613.5(9)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 4 OF

0.2 AND 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

320

2006 INTERNATIONAL BUILDING CODE®

STRUCTURAL DESIGN

Contour intervals, % g

■200-
-175-
-150-
-125-
-100-

Aieas with a constant spectral
response acceleiation of 150% {

Locations of detemnnistic zone
boundaries (see DISCUSSION).
The number on the boundary and
inside the zone is the median
spectral response acceleration
times 1 .5, expressed as a
percent oif gravity.

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING)

Contour intervals, % g

150

Areas with a constant spectral
response acceleration df 60% g

T'^n

Locations of deterministic zone
boundaries (see DISCUSSION).
Hie number on the boundary and
inside the zone is the median
spectral response acceleration
times 1 .5, expressed as a
percent of gravity.

1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING)

Ejqilanalion

I\Hnt value of spectral response
acceleration ex}Hessed as a percent
of gravity

Contours of spectral response
acceleration expressed as a percent
of gravity. Hachurcs point in
dirastion of decreasing values.

DISCUSSION

The acceleration values contoured on this map are for the random horizontal
conqnnent of acceleration For design purposes, the reference site condition
fin- ^ map is to be talxn as Site Class B.

The two areas shown as zone boundaries are the ^mjection to the earth' s
surface ofhorizontal rupture planes at 9 km depth Spectral accelerations
are constant within the bouniiries of the zones. The number on the boundary
and inside the zone is the median spectral response acceleration times 1 .5.

Leyendecker, fiankel, and Rukstales (2001 , 2004) have prepared a CD-ROM
that contains software to allow determination of Site Class B map values by
latitude-longitude. The software on the CD contains site coefficients that
allow the user to adjust map values for different Site Classes. Additional
maps at different scales are also included on the CD. The CD was prepoied
using the same data as diat used to prepare the Maximum Considered Earthqualoe
Ground Motion maps.

The National Seismic Hazard Mapfnng Project Web Site,
httpc//eqhazmaps. usgs.gov, contains electronic versions of this map
and others. Documentation, ^dded values, and Arc/INPO coverages used
to make the maps are also available.

Map pepaied by U.S. Geological Survey.

200 KILOMETERS

REFERENCES

Building Seismic Safety Council 2(X)4, NEHRP Recommended Provisions for Seismic

Regulations for New Building and other Structures, Rirt 1 - Provisions, FEMA 450.
Build^g Seismic Safety Council 2004, NEHRP Recommended Provisions for Seismic

Regulations for New Buildings and other Structures, I^ 2 - Commentary, FEMA 450.
Hein, F, Rankel, A, Mueller, C, Wesson, R and Okubo, P, 2001, Seismic hazard

in Hawaii \n0\ rate of lar^ earthquakes and fnobabilistic ground-motion maps,

Bull Seism Soc. Am, v. 91 , pp. 479-498.
Klein, F, Frankel, A., Mueller; C, Wesson, R and Okubo, P, 1998, Seismic-Hazard Maps

for Hawaii, Sheet 2 -2% Probability of Exceedance in 50 Years for Ffeak Horizontal

Acceleration and Horizontal Spectral Response Acceleration for 0.2, 0.3, and 1 .0 Second

Periods U.S. Geological Survey Geologic Investigation Series 1-2724, scale 1 :2,000,00a
Leyendecker, E, Rankel, A., and RukstaJes, K, 2Xf\. , Seismic Design f^rameteis, U.S.

Geological Survey Open-File Report 01 -437. ,
Leyendeclsr, E, Frankel, A., and Rukstales, K., 2(X)4, Seismic Design E^rameteis, U.S.

Geoloacal Survey Oper>-FiIe Report (in progress).
NationalSeismic Hazard Mapping Project Web Site, http//eqhazmaps. usgs.gov,

U. S. Geological Survey.

FIGURE 1613.5(10)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR HAWAII OF

0.2 AND 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

2006 INTERNATIONAL BUILDING CODE*"

321

z
>

H
O

z
>

Budding Seismic Safety Council 2004, NEHRP Recommended Ptovisions ft)r Seismic

Regulations for New Building and other Structures, Rart 1 - Provisions, FEMA 45ft
Buldmg Seismic Safety Council 2004, NEHRP Recommended Provisions for Seismic

Regulations for New Buildings and other Stmctues, Pait 2 - Commentary, FEMA 450.
Leyendecker, E, Franlsl, A, and Rukstales, K., 2001 , Seismic Desi^ Ruameteis, US.

Geological Survey Open-Rle Report 01 -437.
Leyendecker, E, Frankel, A, and Rukstales, K., 2004, Seismic Design Paiametets, U.S.

Geological Survey Open-Rle Report (m progress).
National Seismic Hazard Maj^Hng Project Web Site, httpc//eqhazmaps.usg^gov,

U S Geolo^cal Survey
Wesson, R., Frankel, A, Mueller, C, artd Harmsen, S., 1 999, Probabilistic Seismic Hazard

Maps of Alaska, US. Geological Survey Open-File RepOTt 99-3d
Wesson, R., Frankel, A, Mueller, C, and Harmsen, S., 1 998, Seismic-Ifazaid Maps for

Alaska arid the Aleutian Islands, Sheet 2 - 2% RnobatnlityofExceedanceinSOYeais

for Peak Horizontal Acceleration and Horizontal Spectral Response Acceleration for 0.2,

0.3, and 1 .0 Second I^iiods US. Geologica] Survey Geologic Investigation Series 1-2679,

scale 1:7,500,000.

750 KILOMETERS

■z
o
o
o

IS)

o
o>

z
>

o
o
o

Building Seismic Safety Council 2004, NEHRP Recommended Provisions for Seismic

Regulations for New Building and otter Structures, PaA 1 - Ptovisions, FEMA 450l
Building Seismic Safety Council 2004, NEHRP Recommended ProvisioiB for Seismic

Regulations for New Buildings and otter Structures, Vait 2 - Commentaiy, FEMA 450i
Leyendecker, E, Bankel, A., aund Rukstales, K., 2001 , Seismic Design I^rameteis^ U.S.

Geological Survey Open-file Report 01 -437.
Leyendecker, E, Fiankel, A., and Rukstales, K., 2004, Seismic Design I^iameteis, US.

Geolo^cal Survey Open-file Report (in progjess).
National Seismic Hazard Mai^g ftoject Web Site, http //eqhazmaps. usgp. gov,

U. S. Geological Survey.
Wesson, R, fiankel, A., Mueller, C, and Harmsen, S., 1 999, Probabilistic Seismic Hazaid

Maps of Alaska, U.S. Geological Survey Open-file Report 99-3d
Wessoa R., fiankel. A., Mueller, C, and Harmsen, S., 1 998, Seismic-Hazaid Maps for

Alaska and tte Aleutian Elands, Sheet 2-2% Prob^jility of Exceedance in 50 Years

for Fteak Itorizontal Acceleration and Horizontal Spectral Response Acceleration for 0.2,

0l3, and 1 .0 Second Periods U.S. Geolo^cal Survey Geologic Investigation Series 1-2679,

scale 1:7,500,000

750 KILOMETERS

ro
u

FIGURE 1613.5(12)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR ALASKA OF

1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

STRUCTURAL DESIGN

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING)

Contour intervals, % g (,0

150

1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING)

Explanation

Point value of spectral response
acceleration expressed as a percent
of^vi^

Contours of spectral response
acceleration expressed as a percent
of gravity. Hachurcs point in
direction of decreasing values.

DISCUSSION

The acceleration values contoured on this map are for the random hoiizontal
con^onentofacceleratioa Jwdesignpuiposes, the reference site condition
for the map is to be taken as Site Class B.

Leyendecker, Fiankel, and Rukstales (2001 , 2004) have prepared a CD-ROM
that contains software to allow determination of Site Class B map values by
latitude-longitude. The software on the CD contains site coefBcients that
allow the user to adjust map values for different Site Classes Additional maps
at different scales are also included on the CD. The CD was prepared using tte
same data as that used to prepare the Maximum Considered Eaitiiquake Ground
Motion maps.

The National Seismic Hazard Mapping Project Web Site,
fe^r/feghazmaps. usgs.gov, contains electronic versions of this map
and others. Documentation, ^dded values, and Aic/INPO coverages used
to mate the maps are also available.

Map prepared by U.S. Geological Survey.

KILOMETERS

-I I =^

REFERENCES

Building Seismic Safety Council 2004, NEHRP Recommended Provisions for Seismic

Regulations for New Building and other Structures, I^ 1 - Provisions, FEMA 450l
Building Seismic Safety Council 2004, NEHRP Recommended Provisions for Seismic

Regulations for New Buildings and other Stnictures, I^ 2 - Commentaiy, FEMA 450L
Leyendecker, E, Rankel, A., arid Rukstales, K., 2001 , Seismic Design Paiameteis, U.S.

Geological Survey Open-File Report 01 -437.
Leyendecker, E, Franlffil, A, and Rukstales, K., 2004, Seismic Design I^rameteis, U.S.

Geolo^cai Survey Open-Rle Report (in progressX
Mueller, C, Rankel, A., Petersen, M., and Leyendeckei; E, 2003, Documentation for

2003 USGS Seismic Hazaid Maps fbr Puerto Rico and the U.S. Virgin Islands, U.S.

Geological Survey Open-RIe Report 03-379.
Mueller, C, Franfcei, A., Petersen, M, and Leyendecter, E, 2004, Seismic-Hazaid Maps

for Puerto Rico and the U.S. Virgin Island, Sheet 2 - 2% Probabihty of

Exceedance in 50 Years for Peak Horizontal Acceleration and Hoiizontal Spectral

Response Acceleration for 0.2, 0.3, and 1 .0 Second ftriods U.S. Geological Survey

Geologic Investigation Series (in progress).
National Seismic Hazaid Majpng Project Web Site, http //eqhazmaps. usgs. gov,

U.S. Geological Survey.

FIGURE 1613.5(13)

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% OF CRITICAL DAMPING), SITE CLASS B

324

2006 INTERNATIONAL BUILDING CODE®

STRUCTURAL DESIGN

150% g

A;.

(

1
J

GUAM
CUNTIBD STATES)

DISCUSSION

Ixyendeclfo; Rankel, and Rulotaies (2001 , 20M) have pnpsied a a>-ROM tfiat coiuains
softwoe ID aUow detennimtian ctf Sie Cass B inap vdues 1^ either latihid»togit^
zipcodCL TtiesoftwaiEontheCDconlainssitecoefikieiitsthatallowilKusertoadjust
map values for di^ient Site Oasses.

Iibp prepaied t^ US. Gedogiciil Survey.

100% g

/ TUTUILA
J (UNTIED STATES)

a2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING)

60% g

/
,/

/•"

V r

GUAM

(UNITHD STATES)

REFERENCES

Building Sdsimc Safe^ Coundl 2004) NEHRP Kecommended Flovisions for Sosmic Reg^

fbrKtewBuil<fingsanl<Aber$tiuctuiiBS,FEiitt •IVDvisions,FEMA4S(X
BuiIditigS«sniic Safc<y Council 2004) NHHRPRc(»imnended Itovisioiis fi)r Seismic Regulations

ii)r Nw Buildii^ aid (^r Stiuctuies, Rot 2 - Cominentaiy, FEMA 4501
Ixyoxleckei; E, rantei. A, aiid Rulatales. K, 2001 . Seisndc Design Itotneteis, USu Gedo^cal

Survey Opeo-Rle Report 01 -437.
Leyendeckig', E, Rankd, A, and Rutalales. K., 2004, Seisanic Dgign faiamelets, USt Geological

Survey Open-Hie Report (in ptogressX
National Seismic l&zanl Ma}png Vtsjpa Web Site, http Axgha2iiiaps.usgs.gav,

US. Geolo^cai Survey.

'0%

TUTOILA
(UNITED STATES)

1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING)

25 KILOMETERS

FIGURE 1613.5(14)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR GUAM AND TUTUILLA OF

0.2 AND 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

2006 INTERNATIONAL BUILDING CODE®

325

326 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 17

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

SECTION 1701
GENERAL

1701.1 Scope. 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.

1701.2 New materials. 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
approved rules to determine character, quality and limitations
of use.

1701.3 Used materials. The use of second-hand materials that
meet the minimum requirements of this code for new materials
shall be permitted.

SECTION 1702
DEFINITIONS

1702.1 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.

APPROVED AGENCY. An established and recognized
agency regularly engaged in conducting tests or furnishing
inspection services, when such agency has been approved.

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.

DESIGNATED SEISMIC SYSTEM. Those architectural,
electrical and mechanical systems and their components that
require design in accordance with Chapter 13 of ASCE 7 and
for which the component importance factor, 7^, is greater than 1
in accordance with Section 13.1.3 of ASCE 7.

FABRICATED ITEM. 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 wood structural panels 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
indicates that the product or material has been inspected and
evaluated 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").

MAIN WIND-FORCE-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.

MANUFACTURER'S DESIGNATION. 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 "Inspection certificate," "Label" and "Mark").

MARK. An identification applied 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
ensure compliance with approved construction documents and
referenced standards (see Section 1704).

SPECIAL INSPECTION, CONTINUOUS. The full-time
observation of work requiring special inspection by an
approved special inspector who is present in tiie area where the
work is being performed.

SPECL^L INSPECTION, PERIODIC. The part-time or
intermittent 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 com-
pletion 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.

2006 INTERNATIONAL BUILDING CODE®

327

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

SECTION 1703
APPROVALS

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 applicable requirements.

1703.1.1 Independent. 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 Equipment. An approved agency shall have ade-
quate equipment to perform required tests. The equipment
shall be periodically calibrated.

1703.1.3 Personnel. An approved agency shall employ
experienced 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
approved, a record of such approval, including the conditions
and limitations of the approval, shall be kept on file in the build-
ing official's office and shall be open to public inspection at
appropriate 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
determined 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 requirements of this code. The costs, reports and investi-
gations required under these provisions shall be paid by the
permit appUcant.

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
labeled 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 comphance 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
approved agency's identification.

1703.6 Heretofore approved materials. The use of any mate-
rial already fabricated or of any construction already erected,
which conformed to requirements or approvals heretofore in
effect, shall be permitted to continue, if not detrimental to life,
health or safety 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
assembly, the permit applicant shall submit a report of each
prefabricated 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
professional in responsible charge acting as the owner's agent
shall employ one or more special inspectors to provide inspec-
tions during construction on the types of work listed under Sec-
tion 1 704. 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
minor nature or as warranted by conditions in the
jurisdiction 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.

328

2006 INTERNATIONAL BUILDING CODE®

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

3. Unless otherwise required by the building official,
special inspections are not required for occupancies
in Group R-3 as applicable 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 Statement of special inspections. The permit
applicant shall submit a statement of special inspections

, prepared by the registered design professional in responsi-
ble charge in accordance with Section 106.1 as a condition
for permit issuance. This statement shall be in accordance
with Section 1705.

Exceptions:

1. A statement of special inspections is not required
for structures designed and constructed in accor-
dance with the conventional construction provi-
sions of Section 2308.

2. The statement of special inspections is permitted
to be prepared by a qualified person approved by
the building official for construction not designed
by a registered design professional.

1704.1.2 Report requirement. 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.
Reports shall indicate that work inspected was done in con-
formance to approved construction documents. Discrepan-
cies shall be brought to the immediate attention of the
contractor for correction. If the discrepancies are not cor-
rected, the discrepancies shall be brought to the attention of
the building official and to the registered design profes-
sional in responsible charge prior to the completion of that
phase of the work. A final report documenting required spe-
cial inspections and correction of any discrepancies noted in
the inspections shall be submitted at a point in time agreed
upon by the permit applicant and the building official prior
to the start of work.

1704.2 Inspection of fabricators. 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
required elsewhere in this code.

1704.2.1 Fabrication and implementation procedures.

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 ability to conform to approved construc-
tion documents and referenced standards. The special
inspector shall review the procedures for completeness and
adequacy relative to the code requirements for the fabrica-
tor's scope of work.

Exception: Special inspections as required by Section
1704.2 shall not be required where the fabricator is
approved in accordance with Section 1704.2.2.

1704.2.2 Fabricator approval. Special inspections
required 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.

1704.3 Steel construction. The special inspections for steel
elements of buildings and structures shall be as required by
Section 1704.3 and Table 1704.3.

Exceptions:

1. Special inspection of the steel fabrication process
shall not be required where the fabricator does not
perform any welding, thermal cutting or heating oper-
ation of any kind as part of the fabrication process. In
such cases, the fabricator shall be required to submit a
detailed procedure for material control that demon-
strates the fabricator's abihty 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 determined.

2. The special inspector need not be continuously pres-
ent during welding of the following items, provided
the materials, welding procedures and qualifications
of welders are verified prior to the start of the work;
periodic inspections are made of the work in progress;
and a visual inspection of all welds is made prior to
completion or prior to shipment of shop welding.

2.1. Single-pass fillet welds not exceeding V,^ inch
(7.9 ram) 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.

1704.3.1 Welding. Welding inspection shall be in compli-
ance with AWS D 1 . 1 . The basis for welding inspector quali-
fication shall be AWS Dl.l.

1704.3.2 Details. The special inspector shall perform an
inspection of the steel frame to verify compliance with the
details shown on the approved construction documents,
such as bracing, stiffening, member locations and proper
application of joint details at each connection.

1704.3.3 High-strength bolts. Installation of high-strength
bolts shall be periodically inspected in accordance with
AISC specifications.

2006 INTERNATIONAL BUILDING CODE®

329

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.

—

Applicable ASTM material
specifications; AISC 360, Section A3.3

—

b. Manufacturer's certificate of compliance
required.

—

2. Inspection of high- strength bolting:

a. Bearing-type connections.

—

AISC 360, Section M2.5

1704.3.3

b. Slip-critical connections.

3. Material verification of structural steel:

a. Identification markings to conform to ASTM
standards specified in the approved construction
documents.

—

ASTM A 6 or ASTM 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 360, Section A3. 5

—

b. Manufacturer's certificate of compliance required.

—

5. Inspection of welding:
a. Structural steel:

—

1) Complete and partial penetration groove welds.

—

AWSDl.l

1704.3.1

2) Multipass fillet welds.

—

3) Single-pass fillet welds > Vj/'

—

4) Single-pass fillet welds < Vie"

—

5) Floor and roof deck welds.

—

AWS D1.3

—

b. Reinforcing steel:

—

AWS D1.4
ACI 318: 3.5.2

—

1) Verification of weldability of reinforcing steel
other than ASTM A 706.

—

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.

—

3) Shear reinforcement.

—

4) Other reinforcing steel.

—

6. Inspection of steel frame joint details for compliance
with approved construction documents:

a. Details such as bracing and stiffening.

b. Member locations.

c. Application of joint details at each connection.

—

1704.3.2

For SI: 1 inch = 25.4 mm.

a. Where applicable, see also Section 1707.1, Special inspection for seismic resistance.

330

2006 INTERNATIONAL BUILDING CODE®

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1704.3.3.1 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
observe the preinstallation testing and calibration proce-
dures when such procedures are required by the installa-
tion method or by project plans or specifications;
determine that all plies of connected materials have been
drawn together and properly snugged and monitor the
installation of bolts to verify that the selected procedure
for installation is properly used to tighten bolts. For
joints required to be tightened only to the snug-tight con-
dition, the special inspector need only verify that the con-
nected materials have been drawn together and properly
snugged.

1704.3.3.2 Periodic monitoring. Monitoring of bolt
installation for pretensioning is permitted to be per-

formed on a periodic basis when using the tum-of-nut
method with matchmarking techniques, the direct ten-
sion indicator method or the alternate design fastener
(twist-off bolt) method. Joints designated as snug tight
need be inspected only on a periodic basis.

1704.3.3.3 Continuous monitoring. Monitoring of bolt
installation for pretensioning using the calibrated
wrench method or the tum-of-nut method without
matchmarking shall be performed on a continuous basis.

1704.4 Concrete construction. The special inspections and
verifications for concrete construction shall be as required by
this section and Table 1704.4.

Exception: 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.

TABLE 1704.4
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION

CONTINUOUS

PERIODIC

REFERENCED
STANDARD"

IBC REFERENCE

1. Inspection of reinforcing steel, including
prestressing tendons, and placement.

—

ACI 318: 3.5, 7.1-7.7

1913.4

2. Inspection of reinforcing steel welding in
accordance with Table 1704.3, Item 5b.

—

AWS D1.4
ACI 318: 3.5.2

—

3. Inspect bolts to be installed in concrete prior to
and during placement of concrete where
allowable loads have been increased.

—

1911.5

4. Verifying use of required design mix.

—

ACI 318: Ch. 4, 5.2-5.4

1904.2.2, 1913.2,
1913.3

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.

—

ASTM C 172

ASTMC31

ACI 318: 5.6, 5.8

1913.10

6. Inspection of concrete and shotcrete placement
for proper application techniques.

—

ACI 318: 5.9, 5.10

1913.6, 1913.7, 1913.8

7. Inspection for maintenance of specified curing
temperature and techniques.

—

ACI 318: 5.11-5.13

1913.9

8. Inspection of prestressed concrete:

a. Application of prestiessing 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.

—

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.

—

ACI 318: 6.2

—

1 1. Inspect formwork for shape, location and

dimensions of the concrete member being formed.

—

ACI 318: 6.1.1

—

For SI: 1 inch = 25.4 mm.

a. Where applicable, see also Section 1707.1, Special inspection for seismic resistance.

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

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 of the footing is based
on a specified compressive strength, f^, no
greater than 2,500 pounds per square inch
(psi) (17.2 MPa), regardless of the compres-
sive strength specified in the construction
documents or used in the footing construc-
tion.

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(5).

5. Concrete patios, driveways and sidewalks, on grade.

1704.4.1 Materials. In the absence of sufficient data or doc-
umentation providing evidence of conformance to quality
standards for materials in Chapter 3 of ACI 318, the build-
ing official shall require testing of materials in accordance
with the appropriate standards and criteria for the material
in Chapter 3 of ACI 318. Weldability of reinforcement,
except that which conforms to ASTM A 706, shall be deter-
mined in accordance with the requirements of Section 3 .5.2
of ACI 318.

1704.5 Masonry construction. Masonry construction shall be
inspected and evaluated in accordance with the requirements of
Sections 1704.5.1 through 1704.5.3, depending on the classifi-
cation of the building or structure or nature of the occupancy, as
defined by this code.

Exception: Special inspections shall not be required for:

1 . Empirically designed masonry, glass unit masonry or
masonry veneer designed by Section 2109, 2110 or
Chapter 14, respectively, or by Chapter 5, 7 or 6 of
ACI 530/ASCE 5/TMS 402, respectively, when they
are part of structures classified as Occupancy Cate-
gory I, II or III in accordance with Section 1604.5.

2. Masonry foundation walls constructed in accordance
with Table 1805.5(1), 1805.5(2), 1805.5(3) or
1805.5(4).

3. Masonry fireplaces, masonry heaters or masonry
chimneys installed or constructed in accordance with
Section 2111,2112 or 2113, respectively.

1704.5.1 Empirically designed masonry, glass unit
masonry and masonry veneer in Occupancy Category

IV. The minimum special inspection program for empiri-
cally designed masonry, glass unit masonry or masonry
veneer designed by Section 2109, 2110 or Chapter 14,
respectively, or by Chapter 5, 7 or 6 of ACI 530/ASCE
5/TMS 402, respectively, in structures classified as Occu-

pancy Category IV, in accordance with Section 1604.5, shall
comply with Table 1704.5.1.

1704.5.2 Engineered masonry in Occupancy Category I,
II or III. The minimum special inspection program for
masonry designed by Section 2107 or 2108 or by chapters
other than Chapters 5, 6 or 7 of ACI 530/ASCE 5/TMS 402
in structures classified as Occupancy Category I, n or III, in
accordance with Section 1604.5, shall comply with Table
1704.5.1.

1704.5.3 Engineered masonry in Occupancy Category

IV. The minimum special inspection program for masonry
designed by Section 2107 or 2108 or by chapters other than
Chapters 5, 6 or 7 of ACI 530/ASCE 5/TMS 402 in struc-
tures classified as Occupancy Category IV, in accordance
with Section 1604.5, shall comply with Table 1704.5.3.

1704.6 Wood construction. Special inspections of the fabrica-
tion process of prefabricated wood structural elements and
assemblies shall be in accordance with Section 1704.2. Special
inspections of site-built assemblies shall be in accordance with
this section.

1704.6.1 High-load diaphragms. High-load diaphragms
designed in accordance with Table 2306.3.2 shall be
installed with special inspections as indicated in Section
1704.1. The special inspector shall inspect the wood struc-
tural panel sheathing to ascertain whether it is of the grade
and thickness shown on the approved building plans. Addi-
tionally, the special inspector must verify the nominal size
of framing members at adjoining panel edges, the nail or sta-
ple diameter and length, the number of fastener lines and
that the spacing between fasteners in each line and at edge
margins agrees with the approved building plans.

1704.7 Soils. Special inspections for existing site soil condi-
tions, fill placement and load-bearing requirements shall be as
required by this section and Table 1704.7. The approved soils
report, required by Section 1802.2, and the documents pre-
pared by the registered design professional in responsible
charge shall be used to determine compliance. During fill
placement, the special inspector shall determine that proper
materials and procedures are used in accordance with the pro-
visions of the approved soils report, as specified in Section
1803.5.

Exception: Special inspection is not required during place-
ment of controlled fill having a total depth of 12 inches (305
nam) or less.

1704.8 Pile foundations. Special inspections shall be per-
formed during installation and testing of pile foundations as
required by Table 1704.8. The approved soils report, required
by Section 1802.2, and the documents prepared by the regis-
tered design professional in responsible charge shall be used to
determine compliance.

1704.9 Pier foundations. Special inspections shall be per-
formed during installation and testing of pier foundations as
required by Table 1704.9. The approved soils report, required
by Section 1802.2, and the documents prepared by the regis-
tered design professional in responsible charge shall be used to
determine compliance.

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TABLE 1704.5.1
LEVEL 1 SPECIAL INSPECTION

INSPECTION TASK

FREQUENCY OF INSPECTION

REFERENCE FOR CRITERIA

Continuous

during task

listed

Periodically

during task

listed

IBC
section

ACI 530/ASCE
5/TMS 402^

ACI 530.1/ASCE
6/TMS 602^

1. As masonry construction begins, the following shall
be verified to ensure compliance:

a. Proportions of site-prepared mortar.

—

Art. 2.6A

b. Construction of mortar joints.

—

Art. 3.3B

c. Location of reinforcement, connectors,
prestressing tendons and anchorages.

—

Art. 3.4, 3. 6 A

d. Prestressing technique.

—

Art. 3.6B

e. Grade and size of prestressing tendons and
anchorages.

—

Art. 2.4B,
2.4H

2. The inspection program shall verify:

a. Size and location of structural elements.

—

Art. 3.3G

b. Type, size and location of anchors, including
other details of anchorage of masonry to
structural members, frames or other construction.

—

Sec. 1.2.2(e),
2.1.4,3.1.6

—

c. Specified size, grade and type of reinforcement.

—

Sec. 1.13

Art. 2.4, 3.4

d. Welding of reinforcing bars.

—

Sec. 2.1.10.7.2,
3.3.3.4(b)

—

e. Protection of miasonry during cold weather
(temperature below 40°F) or hot weather
(temperature above 90°F).

Sec. 2104.3,
2104.4

—

Art. 1.8C,
1.8D

f. Application and measurement of prestressing force.

—

Art. 3.6B

3. Prior to grouting, the following shall be verified to
ensure compliance:

a. Grout space is clean.

—

Art. 3. 2D

b. Placement of reinforcement and connectors and
prestressing tendons and anchorages.

—

Sec. 1.13

Art. 3.4

c. Proportions of site-prepared grout and prestressing
grout for bonded tendons.

—

Art. 2.6B

d. Construction of mortar joints.

—

Art. 3.3B

4. Grout placement shall be verified to ensure compliance
with code and construction document provisions.

—

Art 3.5

a. Grouting of prestressing bonded tendons.

—

Art. 3.6C

5. Preparation of any required grout specimens, mortar
specimens and/or prisms shall be observed.

—

Sec. 2105.2.2,
2105.3

—

Art. 1.4

6. Comphance with required inspection provisions of the
construction documents and the approved submittals
shall be verified.

—

Art. 1.5

For SI: °C = (°F- 32)/1.8.

a. The specific standards referenced are those listed in Chapter 35.

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TABLE 1704.5.3
LEVEL 2 SPECIAL INSPECTION

INSPECTION TASK

FREQUENCY OF
INSPECTION

REFERENCE FOR CRITERIA

Continuous

during task

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.

—

Art. 2.6A

b. Placement of masonry units and construction of
mortar joints.

—

Art. 3.3B

c. Placement of reinforcement, connectors and
prestressing tendons and anchorages.

—

Sec. 1.13

Art. 3.4,
3.6A

d. Grout space prior to grouting.

—

Art. 3.2D

e. Placement of grout.

—

Art. 3.5

f. Placement of prestressing grout.

— -

—

Art. 3.6C

2. The inspection program shall verify:

a. Size and location of structural elements.

—

Art. 3.3G

b. Type, size and location of anchors, including
other details of anchorage of masonry to
structural members, frames or other construction.

—

Sec. 1.2.2(e),
2.1.4,3.1.6

—

c. Specified size, grade and type of reinforcement.

—

Sec. 1.13

Art. 2.4, 3.4

d. Welding of reinforcing bars.

—

Sec. 2.1.10.7.2,
3.3.3.4(b)

—

e. Protection of masonry during cold weather
(temperature below 40°F) or hot weather
(temperature above 90°F).

—

Sec. 2104.3,
2104.4

—

Art. 1.8C,
1.8D

f. AppUcation and measurement of prestressing force.

—

Art. 3.6B

3. Preparation of any required grout specimens, mortar
specimens and/or prisms shall be observed.

—

Sec. 2105.2.2,
2105.3

—

Art. 1.4

4. CompUance with required inspection provisions of the
construction documents and the approved submittals
shall be verified.

—

Art. 1.5

For SI: °C = (°F - 32)/1.8.

a. The specific standards referenced are those listed in Chapter 35.

TABLE 1704.7
REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION TASK

CONTINUOUS DURING TASK LISTED

PERIODICALLY DURING TASK LISTED

1. Verify materials below footings are adequate to achieve the
design bearing capacity.

—

2. Verify excavations are extended to proper depth and have
reached proper material.

—

3. Perform classification and testing of controlled fill materials.

—

4. Verify use of proper materials, densities and lift thicknesses
during placement and compaction of controlled fill.

—

5. Prior to placement of controlled fill, observe subgrade and
verify that site has been prepared properly.

—

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1704.10 Sprayed fire-resistant materials. Special inspec-
tions for sprayed fire-resistant materials applied to structural
elements and decks shall be in accordance with Sections
1704.10.1 through 1704.10.5. Special inspections shall be
based on the fire-resistance design as designated in the
approved construction documents.

1704.10.1 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.

1704.10.2 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 application shall be ventilated during and
after application as required by the approved manufac-
turer's written instructions.

1704.10.3 Thickness. The average thickness of the sprayed
fire-resistant materials applied to structural elements shall
not be less than the thickness required by the approved
fire-resistant design. Individually measured thickness,
which exceeds the thickness specified in a design by V4 inch
(6.4 mm) or more, shall be recorded as the thickness speci-

TABLE 1704.8
REQUIRED VERIFICATION AND INSPECTION OF PILE FOUNDATIONS

VERIFICATION AND INSPECTION TASK

CONTINUOUS DURING TASK
LISTED

PERIODICALLY DURING TASK
LISTED

1. Verify pile materials, sizes and lengths comply with the
requirements.

—

2. Determine capacities of test piles and conduct additional load
tests, as required.

—

3. Observe driving operations and maintain complete and
accurate records for each pile.

—

4. Verify placement locations and plumbness, confirm type and
size of hammer, record number of blows per foot of
penetration, determine required penetrations to achieve design
capacity, record tip and butt elevations and document
any pile damage.

—

5. For steel piles, perform additional inspections in accordance
with Section 1704.3.

—

6. For concrete piles and concrete-filled piles, perform additional
inspections in accordance with Section 1704.4.

—

7. For specialty piles, perform additional inspections as
determined by the registered design professional in
responsible charge.

—

8. For augered uncased piles and caisson piles, perform
inspections in accordance with Section 1704.9.

—

TABLE 1704.9
REQUIRED VERIFICATION AND INSPECTION OF PIER FOUNDATIONS

VERIFICATION AND INSPECTION TASK

CONTINUOUS DURING TASK LISTED

PERIODICALLY DURING TASK LISTED

1. Observe drilling operations and maintain complete and
accurate records for each pier.

—

2. Verify placement locations and plumbness, confirm pier
diameters, bell diameters (if applicable), lengths, embedment
into bedrock (if applicable) and adequate end bearing strata
capacity.

—

3. For concrete piers, perform additional inspections in
accordance with Section 1704.4.

—

4. For masonry piers, perform additional inspections in
accordance with Section 1704.5.

—

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fied in the design plus V4 inch (6.4 mm). For design thick-
nesses 1 inch (25 nrni) or greater, the minimum allowable
individual thickness shall be the design thickness minus V4
inch (6.4 nrmi). 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 1704.10.3.1 and 1704.10.3.2.

1704.10.3.1 Floor, roof and wall assemblies. The thick-
ness of the sprayed fire-resistant material applied to
floor, roof and wall assemblies shall be determined in
accordance with ASTM E 605 by 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.

1704.10.3.2 Structural framing members. The thick-
ness of the sprayed fire-resistant material applied 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.

1704.10.4 Density. The density of the sprayed fire-resistant
material shall not be less than the density specified in the
approved fire-resistant design. Density of the sprayed
fire-resistant material shall be determined in accordance
with ASTM E 605.

1704.10.5 Bond strength. 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 1704.10.5.1 and 1704.10.5.2.

1704.10.5.1 Floor, roof and wall assemblies. 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.

1704.10.5.2 Structural framing members. 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.

1704.11 Mastic and intumescent fire-resistant coatings.

Special inspections for mastic and intumescent fire-resistant
coatings applied to structural elements and decks shall be in
accordance with AWCI 12-B. Special inspections shall be
based on the fire-resistance design as designated in the
approved construction documents.

1704.12 Exterior insulation and finish systems (EIFS). Spe-
cial inspections shall be required for all EIFS applications.

Exceptions:

1. Special inspections shall not be required for EIFS
applications installed over a water-resistive barrier
with a means of draining moisture to the exterior.

2. Special inspections shall not be required for EIFS
applications 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.

[F] 1704.14 Special inspection for smoke control. Smoke
control systems shall be tested by a special inspector.

[F] 1704.14.1 Testing scope. The test scope shall be as fol-
lows:

1 . During erection of ductwork and prior to concealment
for the purposes of leakage testing and recording of
device location.

2. Prior to occupancy and after sufficient completion for
the purposes of pressure difference testing, flow mea-
surements and detection and control verification.

[F] 1704.14.2 Qualifications. Special inspection agencies
for smoke control shall have expertise in fire protection
engineering, mechanical engineering and certification as air
balancers.

SECTION 1705
STATEMENT OF SPECIAL INSPECTIONS

1705.1 General. Where special inspection or testing is
required by Section 1704, 1707 or 1708, the registered design
professional in responsible charge shall prepare a statement of
special inspections in accordance with Section 1705 for
submittal by the permit applicant (see Section 1704.1.1).

1705.2 Content of statement of special inspections. The

statement of special inspections shall identify the following:

1. The materials, systems, components and work required
to have special inspection or testing by the building offi-
cial or by the registered design professional responsible
for each portion of the work.

2. The type and extent of each special inspection.

3. The type and extent of each test.

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4. Additional requirements for special inspection or testing
for seismic or wind resistance as specified in Section
1705.3, 1705.4, 1707 or 1708.

5. For each type of special inspection, identification as to
whether it will be continuous special inspection or peri-
odic special inspection.

1705.3 Seismic resistance. The statement of special inspec-
tions shall include seismic requirements for the following
cases:

1. The seismic-force-resisting systems in structures
assigned to Seismic Design Category C, D, E or F in
accordance with Section 1613.

2. Designated seismic systems in structures assigned to
Seismic Design Category D, E or F.

3. The following additional systems and components 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 and components 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 importance factor is equal to 1.5 in accor-
dance with Section 15.5.3 of ASCE 7.

5. The following additional systems and components 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.

Exception: Seismic requirements are permitted to be
excluded from the statement of special inspections for struc-
tures designed and constructed in accordance with the fol-
lowing:

1 . The structure consists of light-frame construction; the
design spectral response acceleration at short periods,
Sds, as determined in Section 1613.5.4, does not
exceed 0.5g; and the height of the structure does not
exceed 35 feet (10 668 mm) above grade plane; or

2. The structure is constructed using a reinforced
masonry structural system or reinforced concrete
structural system; the design spectral response accel-

, eration at short periods, S^g, as determined in Section
1613.5.4, does not exceed 0.5g; and the height of the
structure does not exceed 25 feet (7620 mm) above
grade plane; or

3 . Detached one- or two-family dwellings not exceeding
two stories in height, provided the structure does not
have any of the following plan or vertical irregulari-
ties in accordance with Section 12.3.2 of ASCE 7:

3.1. Torsional irregularity.

3.2. Nonparallel systems.

3.3. Stiffness irregularity-extreme soft story and
soft story.

3.4. Discontinuity in capacity-weak story.

1705.3.1 Seismic requirements in the statement of spe-
cial inspections. When Section 1705.3 specifies that seis-
mic requirements be included, the statement of special
inspections shall identify the following:

1. The designated seismic systems and seis-
mic-force-resisting systems that are subject to special
inspections in accordance with Section 1705.3.

2. The additional special inspections and testing to be
provided as required by Sections 1707 and 1708 and
other applicable sections of this code, including the
applicable standards referenced by this code.

1705.4 Wind resistance. The statement of special inspections
shall include wind requirements for structures constructed in
the following areas:

1. In wind Exposure Category B, where the 3-second-gust
basic wind speed is 120 miles per hour (mph) (52.8 m/s)
or greater.

2. In wind Exposure Category C or D, where the 3-sec-
ond-gust basic wind speed is 110 mph (49 m/s) or
greater.

1705.4.1 Wind requirements in the statement of special
inspections. When Section 1705.4 specifies that wind
requirements be included, the statement of special inspec-
tions shall identify the main windforce-resisting systems
and wind-resisting components subject to special inspec-
tions as specified in Section 1705.4.2.

1705.4.2 Detailed requirements. The statement of special
inspections shall include at least the following systems and
components:

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.

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6. Fabrication and installation of systems or compo-
nents required to meet the impact-resistance require-
ments of Section 1609.1.2.

Exception: Fabrication of manufactured systems or
components that have a label indicating compliance with
the wind-load and impact-resistance requirements of this
code.

SECTION 1706
CONTRACTOR RESPONSIBILITY

1706.1 Contractor responsibility. Each contractor responsi-
ble for the construction of a main wind- or seismic-force-resist-
ing system, designated seismic system or a wind- or
seismic-resisting component listed in the statement of special
inspections shall submit a written statement of responsibility to
the building official and the owner prior to the commencement
of work on the system or component. The contractor's state-
ment of responsibility shall contain the following:

1. Acknowledgment of awareness of the special require-
ments contained in the statement of special inspections;

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.

SECTION 1707

SPECIAL INSPECTIONS FOR

SEISMIC RESISTANCE

1707.1 Special inspections for seismic resistance. Special

(inspections itemized in Sections 1707.2 through 1707.10,
unless exempted by the exceptions of Section 1704.1, are
required for the following:

1. The seismic-force-resisting systems in structures
assigned to Seismic Design Category C, D, E or F, as
determined in Section 1613.

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 1707.7 and 1707.8.

1707.2 Structural steel. Continuous special inspection is
required for structural welding in accordance with AISC 341 .

Exceptions:

1. Single-pass fillet welds not exceeding Vjg inch (7.9
mm) in size.

2. Floor and roof deck welding.

1707.3 Structural wood. Continuous special inspection is
required during field gluing operations of elements of the seis-
mic-force-resisting system. Periodic special inspection is

required for nailing, bolting, anchoring and other fastening of
components within the seismic-force-resisting system, includ-
ing wood shear walls, wood diaphragms, drag struts, braces,
shear panels and hold-downs.

Exception: Special inspection is not required for wood
shear walls, shear panels and diaphragms, including nailing,
bolting, anchoring and other fastening to other components
of the seismic-force-resisting system, where the fastener
spacing of the sheathing is more than 4 inches (102 mm) on
center (o.c).

1707.4 Cold-formed steel framing. Periodic special inspec-
tions is required during welding operations of elements of the
seismic-force-resisting system. Periodic special inspection is
required for screw attachment, bolting, anchoring and other
fastening of components within the seismic-force-resisting
system, including struts, braces, and hold-downs.

1707.5 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 1613. Periodic
special inspection is required during placement of reinforce-
ment and continuous special inspection is required during
placement of the concrete.

1707.6 Storage racks and access floors. Periodic special
inspection is required during the anchorage of access floors
and storage racks 8 feet (2438 mm) or greater in height in struc-
tures assigned to Seismic Design Category D, E or F.

1707.7 Architectural components. Periodic special inspec-
tion is required during the erection and fastening of exterior
cladding, interior and exterior nonbearing walls and interior
and exterior veneer in structures assigned to Seismic Design
Category D, E or F.

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
veneer weighing 5 psf (24.5 N/m^) or less.

3. Special inspection is not required for interior
nonbearing walls weighing 15 psf (73.5 N/m^) or less.

1707.8 Mechanical and electrical components. Special
inspection for mechanical and electrical equipment shall be as
follows:

1 . Periodic special inspection is required during the anchor-
age of electrical equipment for emergency or standby
power systems in structures assigned to Seismic Design
Category C, D, E or F;

2. Periodic special inspection is required during the instal-
lation of anchorage of other electrical equipment in
structures assigned to Seismic Design Category E or F;

3 . Periodic special inspection is required during installation
of piping systems intended to carry flammable, combus-
tible or highly toxic contents and their associated
mechanical units in structures assigned to Seismic
Design Category C, D, E or F;

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4. Periodic special inspection is required during the instal-
lation of HVAC ductwork that will contain hazardous
materials in structures assigned to Seismic Design Cate-
gory C, D, E or F; and

5. Periodic special inspection is required during the instal-
lation of vibration isolation systems in structures
assigned to Seismic Design Category C, D, E or F where
the construction documents require a nominal clearance
of 0.25 inches (6.4 mm) or less between the equipment
support frame and restraint.

1707.9 Designated seismic system verifications. The special
inspector shall examine designated seismic systems requiring
seismic qualification in accordance with Section 1708.5 and
verify that the label, anchorage or mounting conforms to the
certificate of compliance.

1707.10 Seismic isolation system. Periodic special inspection
is required during the fabrication and installation of isolator
units and energy dissipation devices that are part of the seismic
isolation 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 Sections 1708.1.1 through 1708.1.4, depend-
ing on the classification of the building or structure or nature of
the occupancy, as defined by this code.

1708.1.1 Empirically designed masonry and glass unit
masonry in Occupancy Category I, II or III. For masonry
designed by Section 2109 or 2110 or by Chapter 5 or 7 of
ACI 530/ASCE 5/TMS 402 in structures classified as Occu-
pancy Category I, II or III, in accordance with Section
1604.5, certificates of compliance used in masonry con-
struction shall be verified prior to construction.

1708.1.2 Empirically designed masonry and glass unit
masonry in Occupancy Category IV. The minimum test-
ing and verification prior to construction for masonry
designed by Section 2109 or 21 10 or by Chapter 5 or 7 of
ACI 530/ASCE 5/TMS 402 in structures classified as Occu-
pancy Category IV, in accordance with Section 1604.5, shall
comply with the requirements of Table 1708.1.2.

TABLE 1708.1.2
LEVEL 1 QUALITY ASSURANCE

MINIMUM TESTS AND SUBMITTALS

Certificates of compliance used in masonry construction.

Verification of /„ and/^^ prior to construction, except where
specifically exempted by this code.

1708.1.3 Engineered masonry in Occupancy Category I,
II or III. The minimum testing and verification prior to con-
struction 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 structures classified as Occupancy Category
I, II or III, in accordance with Section 1604.5, shall comply
with Table 1708.1.2.

1708.1.4 Engineered masonry in Occupancy Category

IV. The minimum testing and verification prior to construc-
tion 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 structures classified as Occupancy Category
IV, in accordance with Section 1604.5, shall comply with
Table 1708.1.4.

TABLE 1708.1.4
LEVEL 2 QUALITY ASSURANCE

MINIMUM TESTS AND SUBMITTALS

Certificates of comphance used in masonry construction.

Verification of /^ and/^c 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
assigned to Seismic Design Category C, D, E or F, as
determined in Section 1613.

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 Section 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 detemnined in Section 1613, the testing requirements of
ACI 318 shall be met. Where ASTM A 615 reinforcing steel is
to be welded, chemical tests shall be performed to determine
weldability in accordance with Section 3.5.2 of ACI 318. I

1708.4 Structural steel. The testing contained in the quahty
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 estabhshed by the regis-
tered design professional(s) in responsible charge and the con-
struction documents.

1708.5 Seismic qualification of mechanical and electrical I
equipment. The registered design professional in responsible I

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charge shall state the applicable seismic qualification require-
ments for designated seismic systems on the construction doc-
uments. Each manufacturer of designated seismic system
components shall test or analyze the component and its mount-
ing system or anchorage and submit a certificate of compliance
for review and acceptance by the registered design professional
in responsible charge of the design of the designated seismic
system and for approval by the building official. Qualification
shall be by an 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 a
more rigorous analysis providing for equivalent safety.

1708.6 Seismically isolated structures. For required system
I tests, see Section 17.8 of ASCE 7.

SECTION 1709
STRUCTURAL OBSERVATIONS

1709.1 General. Where required by the provisions of Section

1709.2 or 1709.3 the owner shall employ a registered design
professional to perform structural observations as defined in
Section 1702.

At the conclusion of the work included in the permit, the
structural observer shall submit to the building official a writ-
ten statement that the site visits have been made and identify
any reported deficiencies that, to the best of the structural
observer's knowledge, have not been resolved.

1709.2 Structural observations for seismic resistance.

Structural observations shall be provided for those structures
included in Seismic Design Category D, E or F, as determined
in Section 1613, where one or more of the following conditions
exist:

1 . The structure is classified as Occupancy Category in or
IV in accordance with Section 1604.5.

2. The height of the structure is greater than 75 feet (22 860
mm) above the base.

3. The structure is assigned to Seismic Design Category E,
is classified as Occupancy Category I or II in accordance
with Section 1604.5 and is 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.

1709.3 Structural observations for wind requirements.

Structural observations shall be provided for those structures
sited where the basic wind speed exceeds 1 10 mph (49 m/s),
determined from Figure 1609, where one or more of the fol-
lowing conditions exist:

1. The structure is classified as Occupancy Category in or
IV in accordance with Table 1604.5.

2. The building height 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.

SECTION 1710
DESIGN STRENGTHS OF MATERIALS

1710.1 Conformance 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
applicable standards.

1710.2 New materials. For materials that are not specifically
provided for in this code, the design strengths and permissible
stresses shall be estabhshed by tests as provided for in Section
1711.

SECTION 1711
ALTERNATIVE TEST PROCEDURE

1711.1 General. In the absence of approved rules or other
approved standards, the building official shall make, or cause
to be made, the necessary tests and investigations; or the build-
ing official shall accept duly authenticated reports from
approved agencies in respect to the quality and manner of use
of new materials or assemblies as provided for in Section
104.11. The cost of all tests and other investigations required
under the provisions of this code shall be borne by the permit
applicant.

SECTION 1712
TEST SAFE LOAD

1712.1 Where required. Where proposed construction is not
capable of being designed by approved engineering analysis,
or where proposed construction design method does not com-
ply 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.

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 applicable 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-

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dance with Section 1713.2. If the building, structure or portion
thereof is found to have inadequate stability or load-bearing
capacity for the expected loads, modifications to ensure struc-
tural 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 appli-
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 applicable 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

included 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 fac-
tors 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 applicable design standards
listed in Chapter 35, the load-bearing and deformation capacity
of structural components and assemblies 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 specified in Section 1714.3.1. Load tests shall simulate
the applicable 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
assembly shall be considered to have successfully met the
test requirements if the assembly recovers not less than 75
percent of the maximum deflection within 24 hours after the
removal of the test load. The test assembly shall then be
reloaded and subjected to an increasing superimposed load
until either structural failure occurs or the superimposed
load is equal to two and one-half times the load at which the
deflection limitations 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 Section 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
times the desired superimposed design load. The allowable
superimposed design load shall be taken as the lesser of:

1. The load at the deflection limitation given 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 wall and
partition assemblies shall sustain the test load both with and
without window framing. The test load shall include all design
load components. Wall and partition assemblies shall be tested
both with and without door and window framing.

1714.5 Exterior window and door assemblies. 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.

Exception: Structural wind load design pressures for win-
dow units smaller than the size tested in accordance with
Section 1714.5.1 or 1714.5.2 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

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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.

1714.5.1 Exterior windows and doors. Exterior windows
and sliding doors shall be tested and labeled as conforming
to AAMAAVDMA/CSA101/I.S.2/A440. The label shall
state the name of the manufacturer, the approved labeling
agency and the product designation as specified in AAMA/
WDMA/CSA101/I.S.2/A440. Exterior side-hinged doors
shall be tested and labeled as conforming to
AAMAAVDMA/CSA101/I.S.2/A440 or comply with Sec-
tion 1714.5.2. Products tested and labeled as conforming to
AAMAAVDMA/CSA 101/I.S.2/A440 shall not be subject
to the requirements of Sections 2403.2 and 2403.3.

1714.5.2 Exterior windows and door assemblies not pro-
vided for in Section 1714.5.1. 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
assembly shall be tested for 10 seconds at a load equal to 1.5
times the design pressure.

1714.6 Test specimens. 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.

SECTION 1715
MATERIAL AND TEST STANDARDS

1715.1 Test standards for joist hangers and connectors.

1715.1.1 Test standards for joist hangers. The vertical
load-bearing capacity, torsional moment capacity and
deflection characteristics of joist hangers shall be deter-
mined in accordance with ASTM D 1761 using lumber hav-
ing a specific gravity of 0.49 or greater, but not greater than
0.55, as determined in accordance with AF&PA NDS for
the joist and headers.

Exception: The joist length shall not be required to
exceed 24 inches (610 mm).

1715.1.2 Vertical load capacity for joist hangers. The ver-
tical load capacity for the joist hanger shall be determined
by testing a minimum of 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 ultimate vertical load, at least three additional tests
shall be conducted. The allowable vertical load of the joist
hanger shall be the lowest value determined from the fol-
lowing:

1. The lowest ultimate vertical load for a single hanger
from any test divided 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 a single hanger
from all tests divided by three (where six or more tests
are conducted).

3. The average from all tests of the vertical loads that
produce a vertical movement of the joist with respect
to the header of 0.125 inch (3.2 mm).

4. The sum of the allowable design loads for nails or
other fasteners utilized to secure the joist hanger to the
wood members and allowable bearing loads that con-
tribute to the capacity of the hanger.

5. The allowable design load for the wood members
forming the connection.

1715.1.3 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
moment of the joist hanger shall be the average torsional
moment at which the lateral movement of the top or bottom
of the joist with respect to the original position of the joist is
0.125 inch (3.2 mm).

1715.1.4 Design value modifications for joist hangers.

Allowable design values for joist hangers that are deter-
mined by Item 4 or 5 in Section 17 15. 1 .2 shall be permitted
to be modified by the appropriate duration of loading factors
as specified in AF&PA 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
Section 17 15. 1 .2 shall not be modified by duration of load-
ing 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.

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CHAPTER 18

SOILS AND FOUNDATIONS

SECTION 1801
GENERAL

1801.1 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 quality 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.

1801.2.1 Foundation design for seismic overturning.

Where the foundation is proportioned using the load combi-
nations of Section 1605.2, and the computation of the seis-
mic overturning moment is by the equivalent lateral-force
method or the modal analysis method, the proportioning
shall be in accordance with Section 12.13.4 of ASCE 7.

SECTION 1802
FOUNDATION AND SOILS INVESTIGATIONS

1802.1 General. 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 Questionable soil. Where the classification,
strength or compressibility of the soil are 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 Expansive 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 Ground-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.

Exception: 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 1808.2.2.

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 10 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 1613, an investigation shall be con-
ducted and shall include an evaluation of the following
potential hazards resulting from earthquake motions: slope
instability, liquefaction 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 1613, 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 arid soil strength loss, including estimation
of differential settlement, lateral movement or reduc-
tion in foundation soil-bearing capacity, and shall
address mitigation measures. Such measures shall be
given consideration in the design of the structure and
can include but are not limited to ground stabilization,
selection of appropriate foundation type and depths,
selection of appropriate structural systems to accom-
modate anticipated displacements or any combina-
tion of these measures. The potential for liquefaction
and soil strength loss shall be evaluated for site peak
ground acceleration magnitudes and source charac-
teristics consistent with the design earthquake ground
motions. Peak ground acceleration shall be deter-
mined from a site-specific study taking into account
soil amplification effects, as specified in Chapter 211
of ASCE 7. I

Exception: A site-specific study need not be per-
formed, provided that peak ground acceleration

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SOILS AND FOUNDATIONS

equal to S^J2.5 is used, where 5^^ is determined in
accordance with Section 21.2.1 of ASCE 7.

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 43 1 8.

2. More than 10 percent of the soil particles pass a No.
200 sieve (75 |xm), 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
accordance with ASTM D 4829.

1802.4 Investigation. Soil classification shall be based on
observation and any necessary tests of the materials disclosed
by borings, test pits or other subsurface exploration made in
appropriate locations. Additional studies shall be made as nec-
essary to evaluate slope stability, soil strength, position and
adequacy of load-bearing soils, the effect of moisture variation
on soil-bearing capacity, compressibility, liquefaction and
expansiveness.

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 liquefac-

tion, 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 testing 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 inmiediately 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. If physical obstructions or
lot Unes prohibit 10 feet (3048 mm) of horizontal distance, a
5-percent slope shall be provided to an approved alternative
method of (Mverting water away firom the foundation. Swales
used for this purpose shall be sloped a minimum of 2 percent
where located within 10 feet (3048 mm) of the building foun-
dation. Impervious surfaces within 10 feet (3048 mm) of the
building foundation shall be sloped a minimum of 2 percent
away from the building.

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 flood hazard areas. In fiood haz-
ard areas estabhshed in Section 1612.3, grading and/or fill shall
not be approved:

1 . Unless such fill is placed, compacted and sloped to mini-
mize shifting, slumping and erosion during the rise and
fall of flood water and, as applicable, wave action.

2. In floodways, unless it has been demonstrated through
hydrologic and hydraulic analyses performed by a regis-
tered design professional in accordance with standard

344

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engineering practice that the proposed grading or fill, or
both, will not result in any increase in flood levels during
the occurrence of the design flood.

3. In flood hazard areas subject to high-velocity wave
action, unless such fill is conducted and/or placed to
avoid diversion of water and waves toward any building
or structure.

4. Where design flood elevations are specified but
floodways have not been designated, unless it has been
demonstrated that the cumulative effect of the proposed
flood hazard area encroachment, when combined with
all other existing and anticipated flood hazard area
encroachment, will not increase the design flood eleva-
tion more than 1 foot (305 mm) at any point.

1803.5 Compacted fill material. 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 compliance with Item 6.

Exception: Compacted fill material less than 12 inches
(305 mm) in depth need not comply with an approved
report, provided 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 qualified
inspector approved by the building official.

1803.6 Controlled low-strength material (CLSM). Where
footings will bear on controlled low-strength material
(CLSM), the CLSM 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 the CLSM.

2. Specifications 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 acceptaiice of the
CLSM in the field.

5. Number and frequency of field tests required to deter-
mine compliance with Item 4.

SECTION 1804
ALLOWABLE LOAD-BEARING VALUES 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-bearing values. The maximum allow-
able foundation pressure, lateral pressure or lateral shding-resis-
tance values for supporting soils 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 approved.

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.

Exception: 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 resistance. 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-
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 0.5 inch (12.7 nrni) motion at the ground sur-
face 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 sur-
face 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).

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345

SOILS AND FOUNDATIONS

TABLE 1804.2
ALLOWABLE FOUNDATION AND LATERAL PRESSURE

CLASS OF MATERIALS

ALLOWABLE FOUNDATION
PRESSURE (psf)"

LATERAL BEARING
(psf/f below natural grade)''

LATERAL SLIDING

Coefficient
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. 1 57 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 earthquate loads.

1805.2 Depth of footings. The minimum depth of footings
below 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
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 Occupancy Category I, in accordance
with Sectionl604.5;

2. Area of 600 square feet (56 m^) or less for
light-frame construction or 400 square feet (37 m^)
or less for other than Ught-frame construction; and

3. Eave height of 10 feet (3048 mm) or less.

Footings shall not bear on frozen soil unless such frozen
condition 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 analy-
sis.

1805.2.3 Shifting or moving soils. Where it is known that
the shallow subsoils are of a shifting or moving character,

footings shall be carried to a sufficient depth to ensure stabil-
ity-

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 hori-
zontal (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 horizon-
tal. 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 horizoiital (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
footing setback distance required by this section. That por-
tion of the pool wall within a horizontal distance of 7 feet

346

2006 INTERNATIONAL BUILDING CODE®

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(2134 mm) from the top of the slope shall be capable of sup-
porting 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.

1805.3.5 Alternate setback and clearance. 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 registered
design professional to demonstrate that the intent of this sec-
tion has been satisfied. Such an investigation shall include
consideration of material, height of slope, slope gradient,
load intensity and erosion characteristics of slope material.

1805.4 Footings. Footings shall be designed and constructed
in accordance with Sections 1805.4.1 through 1805.4.6.

1805.4.1 Design. 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.

1805.4.1.1 Design loads. Footings shall be designed for
the most unfavorable effects due to the combinations of
loads specified in Section 1605.2 or 1605.3. The dead
load is permitted to include the weight of foundations,
footings and overlying fill. Reduced live loads, as speci-
fied in Sections 1607.9 and 1607.1 1, are permitted to be
used in the design of footings.

1805.4.1.2 Vibratory loads. 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 footings. 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.

Exception: 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.

For SI: 1 foot = 304.8 mm.

' H/2 BUT NEED NOT EXCEED 15 FT MAX.

FIGURE 1805.3.1
FOUNDATION CLEARANCES FROM SLOPES

TABLE 1805.4.2
FOOTINGS SUPPORTING WALLS OF LIGHT-FRAME CONSTRUCTION^- "••=■"'«

NUMBER OF FLOORS
SUPPORTED BY THE FOOTING*

WIDTH OF FOOTING
(inches)

THICKNESS OF FOOTING
(inches)

■■3

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 1908 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.

2006 INTERNATIONAL BUILDING CODE®

347

SOILS AND FOUNDATIONS

1805.4.2.1 Concrete strength. Concrete in footings
shall have a specified compressive strength if'^) 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
assigned to Seismic Design Category D, E or F in accor-
dance with Section 1613, individual spread footings
founded on soil defined in Section 1613.5.2 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.

1805.4.2.3 Plain concrete footings. 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.

Exception: 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.

1805.4.2.4 Placement of 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 negligible turbulence of
the water.

1805.4.2.5 Protection of concrete. Concrete footings
shall be protected from freezing during depositing and for
a period of not less than five days thereafter. Water shall
not be allowed to flow through the deposited concrete.

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,
masonry-unit footings supporting walls of light-frame
construction 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
2103.8 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 1.5 inches (38 mm) where laid in single courses,
and 3 inches (76 mm) 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 Ul (Commodity Specifi- I
cation A, Use Category 4B). Treated timbers are not I
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 com-
pressive stresses perpendicular to the grain in untreated tim-
ber footings supported upon treated piles shall not exceed I
70 percent of the allowable stresses for the species and grade
of timber as specified in the AF&PA NDS.

. 1805.4.6 Wood foundations. Wood foundation systems
shall be designed and installed in accordance with AF&PA
Technical Report No. 7. Lumber and plywood shall be
treated in accordance with AWPA Ul (Commodity Specifi- I
cation A, Use Category 4B and Section 5.2) and shall be I
identified 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,
respectively. Foundation walls that are laterally supported at I
the top and bottom and within the parameters of Tables I
1805.5(1) through 1805.5(5) are permitted to be designed and |
constructed in accordance 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 at top of foundation wall. 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
requirements 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 not extend higher than the bottom of the floor
framing and shall be a full course of headers at least 6
inches (152 mm) in length or the top course bed joint
shall be tied to the vertical wall projection. The tie shall
be W2.8 (4.8 mm) and spaced at a maximum horizontal
distance of 36 inches (914 mm); the hollow space behind
the corbelled masonry shall be filled with mortar or
grout.

348

2006 INTERNATIONAL BUILDING CODE®

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TABLE 1805.5(1)
PLAIN MASONRY FOUNDATION WALLS"- ""=

MAXIMUM

WALL HEIGHT

(feet)

MAXIMUM UNBALANCED

BACKFILL HEIGHr

(feet)

MINIMUM NOMINAL 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, SM-SC and ML soils
45

SC, ML-CL and Inorganic CL soils
60

4 (or less)
5
6
7

8
8

10
12

10 (solid^)

10
10 (solid"^)
10 (solid=)

4 (or less)
5
6
7
8

10 (solid'^)

12
12 (solid'^)
12 (solid^)

12 (solid-^)

Noted

4 (or less)
5
6
7
8
9

12 (solid'=)

12 (solid^)

Noted

12 (solid'=)

Noted

12 (soUd-^)

Noted

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157kPa/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 1805.5.2.2.

c. Solid grouted hollow units or solid masonry units.

d. A design in compHance with Chapter 21 or reinforcement in accordance with Table 1805.5(2) is required.

e. For height of unbalanced backfill, see Section 1805.5.1.2.

2006 INTERNATIONAL BUILDING CODE®

349

SOILS AND FOUNDATIONS

TABLE 1805.5(2)
8-INCH MASONRY FOUNDATION WALLS WITH REINFORCEMENT WHERE d > 5 INCHES°-'"=

MAXIMUM WALL HEIGHT
(feet-Inches)

MAXIMUM UNBALANCED

BACKFILL HEIGHr*

(feet-Inches)

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, ML-CL and Inorganic CL soils
60

4-0 (or less)

#4 at 48" o.c.

7-4

5-0
6-0

#4 at 48" o.c.
#4 at 48" o.c.

#4 at 48" o.c.
#5 at 48" o.c.

7-4

#5 at 48" o.c.

#6 at 48" o.c.

#7 at 48" o.c.

4-0 (or less)

#4 at 48" o.c.

5-0

#4 at 48" o.c.

8-0

6-0

#4 at 48" o.c.

#5 at 48" o.c.

7-0

#5 at 48" o.c.

#6 at 48" o.c.

#7 at 48" o.c.

8-0

#5 at 48" o.c.

#6 at 48" o.c.

#7 at 48" o.c.

4-0 (or less)

#4 at 48" o.c.

5-0

#4 at 48" o.c.

#5 at 48" o.c.

8-8

6-0

#4 at 48" o.c.

#5 at 48" o.c.

#6 at 48" o.c.

7-0

#5 at 48" o.c.

#6 at 48" o.c.

#7 at 48" o.c.

8-8

#6 at 48" o.c.

#7 at 48" o.c.

#8 at 48" o.c.

4-0 (or less)

#4 at 48" o.c.

5-0

#4 at 48" o.c.

#5 at 48" o.c.

9-4

6-0
7-0

#4 at 48" o.c.
#5 at 48" o.c.

#5 at 48" o.c.
#6 at 48" o.c.

#6 at 48" o.c.
#7 at 48" o.c.

8-0

#6 at 48" o.c.

#7 at 48" o.c.

#8 at 48" o.c.

9-4

#7 at 48" o.c.

#8 at 48" o.c.

#9 at 48" o.c.

4-0 (or less)

#4 at 48" o.c.

5-0

#4 at 48" o.c.

#5 at 48" o.c.

6-0

#4 at 48" o.c.

#5 at 48" o.c.

#6 at 48" o.c.

10-0

7-0

#5 at 48" o.c.

#6 at 48" o.c.

#7 at 48" o.c.

8-0

#6 at 48" o.c.

#7 at 48" o.c.

#8 at 48" o.c.

9-0

#7 at 48" o.c.

#8 at 48" o.c.

#9 at 48" o.c.

10-0

#7 at 48" o.c.

#9 at 48" o.c.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157kPa/m.

b. Provisions for this table are based on construction requirements specified in Section 1805.5.2.2.

c. For alternative reinforcement, see Section 1805.5.3.

d. For height of unbalanced backfill, see Section 1805.5.1.2.

350

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SOILS AND FOUNDATIONS

TABLE 1805.5(3)
10-INCH MASONRY FOUNDATION WALLS WITH REINFORCEMENT WHERE d > 6.75 INCHES^' "-<=

MAXIMUM WALL HEIGHT
(feet-inches)

MAXIMUM UNBALANCED

BACKFILL HEIGHr*

(feet-inches)

VERTICAL REINFORCEMENT

Soil classes and lateral soil load° (psf per foot beiow natural grade)

GW, GP, SW and SP soils
30

GM, GC, SM, SM-SC and ML soils
45

SC, ML-CL and inorganic CL soils
60

4-0 (or less)

#4 at 56" o.c.

7-4

5-0
6-0

#4 at 56" o.c.
#4 at 56" o.c.

#4 at 56" o.c.
#5 at 56" o.c.

7-4

#4 at 56" o.c.

#5 at 56" o.c.

#6 at 56" o.c.

4-0 (or less)

#4 at 56" o.c.

5-0

#4 at 56" o.c.

8-0

6-0

#4 at 56" o.c.

#5 at 56" o.c.

7-0

#4 at 56" o.c.

#5 at 56" o.c.

#6 at 56" o.c.

8-0

#5 at 56" o.c.

#6 at 56" o.c.

#7 at 56" o.c.

4-0 (or less)

#4 at 56" o.c.

5-0

#4 at 56" o.c.

8-8

6-0

#4 at 56" o.c.

#5 at 56" o.c.

7-0

#4 at 56" o.c.

#5 at 56" o.c.

#6 at 56" o.c.

8-8

#5 at 56" o.c.

#7 at 56" o.c.

#8 at 56" o.c.

4-0 (or less)

#4 at 56" o.c.

5-0

#4 at 56" o.c.

9-4

6-0
7-0

#4 at 56" o.c.
#4 at 56" o.c.

#5 at 56" o.c.
#5 at 56" o.c.

#5 at 56" o.c.
#6 at 56" o.c.

8-0

#5 at 56" o.c.

#6 at 56" o.c.

#7 at 56" o.c.

9-4

#6 at 56" o.c.

#7 at 56" o.c.

#8 at 56" o.c.

4-0 (or less)

#4 at 56" o.c.

5-0

#4 at 56" o.c.

6-0

#4 at 56" o.c.

#5 at 56" o.c.

10-0

7-0

#5 at 56" o.c.

#6 at 56" o.c.

#7 at 56" o.c.

8-0

#5 at 56" o.c.

#7 at 56" o.c.

#8 at 56" o.c.

9-0

#6 at 56" o.c.

#7 at 56" o.c.

#9 at 56" o.c.

10-0

#7 at 56" o.c.

#8 at 56" o.c.

#9 at 56" o.c.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0. 157kPa/m.

b. Provisions for this table are based on construction requirements specified in Section 1805.5.2.2.

c. For alternative reinforcement, see Section 1805.5.3.

d. For height of unbalanced fill, see Section 1805.5.1.2.

2006 INTERNATIONAL BUILDING CODE®

351

SOILS AND FOUNDATIONS

TABLE 1805.5(4)
12-INCH MASONRY FOUNDATION WALLS WITH REINFORCEMENT WHERE d > 8.75 INCHES»''>-<=

MAXIMUM WALL HEIGHT
(feet-inches)

MAXIMUM UNBALANCED

BACKFILL HEIGHr"

(feet-inches)

VERTICAL REINFORCEMENT

i
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, ML-CL and Inorganic CL soils
.60

4-0 (or less)

#4 at 72" o.c.

7-4

5-0
6-0

#4 at 72" o.c.
#4 at 72" o.c.

#4 at 72" o.c.
#5 at 72" o.c.

7-4

#4 at 72" o.c.

#5 at 72" o.c.

#6 at 72" o.c.

4-0 (or less)

#4 at 72" o.c.

5-0

#4 at 72" o.c.

8-0

6-0

#4 at 72" o.c.

#5 at 72" o.c.

7-0

#4 at 72" o.c.

#5 at 72" o.c.

#6 at 72" o.c.

8-0

#5 at 72" o.c.

#6 at 72" o.c.

#7 at 72" o.c.

4-0 (or less)

#4 at 72" o.c.

5-0

#4 at 72" o.c.

8-8

6-0

#4 at 72" o.c.

#5 at 72" o.c.

7-0

#4 at 72" o.c.

#5 at 72" o.c.

#6 at 72" o.c.

8-8

#5 at 72" o.c.

#7 at 72" o.c.

#8 at 72" o.c.

4-0 (or less)

#4 at 72" o.c.

5-0

#4 at 72" o.c.

9-4

6-0
7-0

#4 at 72" o.c.
#4 at 72" o.c.

#5 at 72" o.c.
#5 at 72" o.c.

#5 at 72" o.c.
#6 at 72" o.c.

8-0

#5 at 72" o.c.

#6 at 72" o.c.

#7 at 72" o.c.

9-4

#6 at 72" o.c.

#7 at 72" o.c.

#8 at 72" o.c.

4-0 (or less)

#4 at 72" o.c.

5-0

#4 at 72" o.c.

6-0

#4 at 72" o.c.

#5 at 72" o.c.

10-0

7-0

#4 at 72" o.c.

#6 at 72" o.c.

8-0

#5 at 72" o.c.

#6 at 72" o.c.

#7 at 72" o.c.

9-0

#6 at 72" o.c.

#7 at 72" o.c.

#8 at 72" o.c.

10-0

#7 at 72" o.c.

#8 at 72" o.c.

#9 at 72" o.c.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157kPa/m.

b. Provisions for this table are based on construction requirements specified in Section 1805.5.2.2.

c. For alternative reinforcement, see Section 1805.5.3.

d. For height of unbalanced backfill, see Section 1805.5.1.2.

352

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TABLE 1805.5(5)
CONCRETE FOUNDATION WALLS"-

MAXIMUM

WALL

HEIGHT

(feet)

MAXIMUM
UNBALANCED

BACKFILL
HEIGHT® (feet)

VERTICAL REINFORCEMENT AND SPACING (inches)

Design lateral soil load^ (psf per foot of depth)

Minimum wall thickness (inches)

7.5

9.5

11.5

7.5

9.5

11.5

7.5

9.5

11.5

#5 at 48"

#5 at 46"

#6 at 48"

#5 at 43"

#5 at 41"

#6 at 43"

#5 at 47"

#6 at 43"

#6 at 32"

#6 at 44"

#5 at 39"

#5 at 37"

#6 at 38"

#5 at 37"

#5 at 41"

#6 at 38"

#5 at 37"

#7 at 39"

#6 at 39"

#4 at 48"

.;, 9"

#6 at 46"

#7 at 41"

#6 at 41"

#7 at 31"

#7 at 41"

#6 at 39"

,■4

#5 at 37"

#6 at 48"

#6 at 35"

#6 at 48"

#5 at 38"

#7 at 47"

#6 at 47"

#7 at 35"

#7 at 48"

#6 at 45"

#6 at 41"

#4 at 48"

#7 at 37"

#7 at 48"

#4 at 48"

#6 at 22"

#7 at 37"

#7 at 47"

lO'*

#7 at 45"

#6 at 45"

#7 at 31"

#7 at 40"

#6 at 38"

#6 at 22"

#7 at 30"

#7 at 38"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0. 157kPa/m.

a. For design lateral soil loads for different classes of soil, see Section 1610.

b. Provisions for this table are based on construction requirements specified in Section 1805.5.2.1.

c. "PC" means plain concrete.

d. Where design lateral soil loads from Table 1610.1 are used, the requirements for 30 and 45 psf per foot of depth are not appUcable. See Section 1610.

e. For height of unbalanced backfill, see Section 1805.5.1.2.

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353

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1805.5.1.2 Thickness based on soil loads, unbalanced
backfill height and wall height. The thickness of foun-
dation walls shall comply with the requirements of Table
1805.5(5) for concrete walls, Table 1805.5(1) for plain
masonry walls or Table 1805.5(2), 1805.5(3) or
1805.5(4) for masonry walls with reinforcement. When
using the tables, masonry shall be laid in running bond
and the mortar shall be Type M or S.

Unbalanced backfill height is the difference in height
between the exterior finish ground level and the lower of
the top of the concrete footing that supports the founda-
tion wall or the interior finish ground level. Where an
interior concrete slab on grade is provided and is in con-
tact with the interior surface of the foundation wall, the
unbalanced backfill height is permitted to be measured
from the exterior finish ground level to the top of the inte-
rior concrete slab.

1805.5.1.3 Rubble stone. 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 Foundation wall materials. Concrete foundation
walls constructed in accordance with Table 1805.5(5) shall
comply with Section 1805.5.2.1. Masonry foundation walls
constructed in accordance with Table 1805.5(1), 1805.5(2),
1805.5(3) or 1805.5(4) shall comply with Section
1805.5.2.2.

1805.5.2.1 Concrete foundation walls. Concrete foun-
dation walls shall comply with the following:

1. The size and spacing of vertical reinforcement
shown in Table 1805.5(5) is based on the use of
reinforcement with a minimum yield strength of
60,000 psi (414 MPa). Vertical reinforcement with
a minimum yield strength of 40,000 psi (276 MPa)
or 50,000 psi (345 MPa) is permitted, provided the
same size bar is used and the spacing shown in the
table is reduced by multiplying the spacing by 0.67
or 0.83, respectively.

2. Vertical reinforcement, when required, shall be
placed nearest the inside face of the wall a dis-
tance, d, from the outside face (soil side) of the
wall. The distance, d, is equal to the wall thickness,
t, minus 1 .25 inches (32 mm) plus one-half the bar
diameter, dj,[d = t-{\. 25 + d,/!)]. The reinforce-
ment shall be placed within a tolerance of ± ^/g inch
(9.5 mm) where d is less than or equal to 8 inches
(203 mm) or ± V2 inch (2.7 mm) where d is greater
than 8 inches (203 mm).

3. In lieu of the reinforcement shown in Table
1805.5(5), smaller reinforcing bar sizes with
closer spacings that provide an equivalent
cross-sectional area of reinforcement per unit
length of wall are permitted.

4. Concrete cover for reinforcement measured from
the inside face of the wall shall not be less than V4
inch (19.1 mm). Concrete cover for reinforcement
measured from the outside face of the wall shall

not be less than 1 .5 inches (38 mm) for No. 5 bars
and smaller and not less than 2 inches (51 mm) for
larger bars.

5. Concrete shall have a specified compressive
strength,/,', of not less than 2,500 psi (17.2 MPa)
at 28 days.

6. The unfactored axial load per linear foot of wall
shall not exceed 1.2 tf^', where t is the specified
wall thickness in inches.

1805.5.2.2 Masonry foundation walls. Masonry foun-
dation walls 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 exterior (soil) side of the wall to the center of
the vertical reinforcement. The reinforcement
shall be placed within the tolerances specified in
ACI 530.1/ASCE 6/TMS 402, Article 3.4 B7 of
the specified location.

3. Grout shall comply with Section 2103.12.

4. Concrete masonry units shall comply with ASTM
C90.

5. Clay masonry units shall comply with ASTM C
652 for hollow brick, except compliance with
ASTM C 62 or ASTM C 216 is permitted when
solid masonry units are installed in accordance
with Table 1805.5(1) for plain masonry.

6. Masonry units shall be installed with Type M or S
mortar in accordance with Section 2103.8.

7. The unfactored axial load per linear foot of wall
shall not exceed 1.2 tf'„ where t is the specified
well thickness in inches and / '„ is the specified
compressive strength of masonry in pounds per
square inch.

1805.5.3 Alternative foundation wall reinforcement. In

lieu of the reinforcement provisions for masonry foundation
walls in Table 1805.5(2), 1805.5(3) or 1805.5(4), alterna-
tive reinforcing bar sizes and spacings having an equivalent
cross-sectional area of reinforcement 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. 11.

1805.5.4 Hollow masonry walls. At least 4 inches (102
mm) of solid masonry shall be provided at girder supports at
the top of hollow masonry unit foundation walls.

1805.5.5 Seismic requirements. Tables 1805.5(1) through
1805.5(5) 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 1613.

1805.5.5.1 Seismic requirements for concrete founda-
tion walls. Concrete foundation walls designed using

354

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SOILS AND FOUNDATIONS

Table 1805.5(5) shall be subject to the following limita-
tions:

1 . Seismic Design Categories A and B . No additional
seismic requirements, 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 comers of the openings.

2. Seismic Design Categories C, D, E and F. Tables
shall not be used except as allowed for plain con-
crete members in Section 1 908 .1.15.

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 1805.5(1) through 1805.5(4) is 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) is 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) is sub-
ject 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
masonry wall shall not be less than 4 inches (102 mm)
nominal or 3.625 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
dimension.

3.3. Hollow piers shall be capped with 4 inches
( 1 02 nrni) 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 (102 mm)
load-bearing 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 mm) for hollow
masonry.

1805.6 Foundation plate or sill bolting. Wood foundation
plates or sills shall be bolted or strapped to the foundation 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 brac-
ing is provided that develops the limited deflection
required.

Wood poles shall be treated in accordance with AWPA
Ul for sawn timber posts (Commodity Specification A, Use
Category 4B) and for round timber posts (Commodity
Specification B, Use Category 4B).

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.

1805.7.2.1 Nonconstrained. The following formula
shall be used in determining the depth of embedment
required 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 con-
straint is provided above the ground surface, such as a
structural diaphragm.

d = 0.5A{l + [l + (436h/A)y'^]

(Equation 18-1)

where:

A = 2.34P/Si b.

b = Diameter of round post or footing or diagonal
dimension of square post or footing, feet (m).

2006 INTERNATIONAL BUILDING CODE®

355

SOILS AND FOUNDATIONS

d = Depth of embedment in earth in feet (m) but not
over 12 feet (3658 mm) for purpose of comput-
ing lateral pressure.

h = Distance in feet (m) from ground surface to point
of application of "P."

P = Applied lateral force in pounds (kN).

^1 = 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).

1805.7.2.2 Constrained. The following formula shall be
used to determine the depth of embedment required to
resist lateral loads where constraint is provided at the
ground surface, such as a rigid floor or pavement.

cP = 4.25(Ph/S, b)
or alternatively

cP = 4.25 (M/Sj b)

(Equation 18-2)

(Equation 18-3)

where:

Mg = Moment in the post at grade, in foot-pounds
(kN-m).

S-i = 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).

1805.7.2.3 Vertical load. The resistance to vertical loads
shall be determined by the allowable soil-bearing pres-
sure set forth in Table 1,804.2.

1805.7.3 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 ( 1 02 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. B ackfill 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 expansive soils. Footings or foundations for
buildings and structures founded on expansive soils shall be
designed 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 1 805.8.3, nor where the building official approves
stabilization of the soil in accordance with Section 1805.8.4.

1805.8.1 Foundations. 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 serviceability
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 uplift of the sup-
ported structure.

2. Foundations penetrating expansive soils shall be
designed to resist forces exerted on the foundation
due to soil volume changes or shall be isolated from
the expansive soil.

1805.8.2 Slab-on-ground foundations. Moments, shears
and deflections for use in designing slab-on-ground, mat or
raft foundations on expansive soils shall be determined in
accordance with WRI/CRSI Design of Slab-on-Ground
Foundations ox PTI Standard Requirements for Analysis of
Shallow Concrete Foundations on Expansive Soils. Using
the moments, shears and deflections determined above,
nonprestressed slabs-on-ground, mat or raft foundations on
expansive soils shall be designed in accordance with
WRI/CRSI Design of Slab-on-Ground Foundations and
post-tensioned slab-on-ground, mat or raft foundations on
expansive soils shall be designed in accordance with PTI
Standard Requirements for Design of Shallow
Post-Tensioned Concrete Foundations on Expansive Soils.
It shall be permitted to analyze and design such slabs by
other methods that account for soil- structure interaction, the
deformed shape of the soil support, the plate or stiffened
plate action of the slab as well as both center lift and edge lift
conditions. Such alternative methods shall be rational and
the basis for all aspects and parameters of the method shall
be available for peer review.

1805.8.3 Removal of expansive soil. 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.

Exception: 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 Stabilization. Where the active zone of expansive
soils is stabilized in lieu of designing footings or founda-
tions 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 1908 for addi-
tional requirements for footings and foundations of structures
assigned 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
apply when not in conflict with the provisions of Section 1805.

356

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Concrete shall have a specified compressive strength of not less
than 3,000 psi (20.68 MPa) at 28 days.

Exceptions:

1. Group R or U occupancies of light-framed con-
struction and two stories or less in height are per-
mitted to use concrete with a specified
compressive strength of not less than 2,500 psi
(17.2 MPa) at 28 days.

2. Detached one- and two-family dwellings of
light-frame construction and two stories or less in
height are not required to comply with the provi-
sions 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 1807
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 plane. Where a basement is
considered a story above grade plane and the finished
ground level adjacent to the basement wall is below the
basement floor elevation for 25 percent or more of the per-
imeter, the floor and walls shall be dampproofed in accor-
dance with Section 1807.2 and a foundation drain shall be
installed in accordance with Section 1807.4.2. The founda-
tion drain shall be installed around the portion of the perim-
eter where the basement 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/
FIA-TB-11.

1807.1.3 Ground-water control. Where the ground-water
table is lowered and maintained at an elevation not less than
6 inches (152 nun) 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 hydrostatic 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 AF&PA
Technical Report No. 7.

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 pro-
vided 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, 0.125 inch (3.2 mm) coat of surface-bonding mor-
tar complying with ASTM C 887, any of the materials per-
mitted for waterproofing by Section 1807.3.2 or other
approved methods or materials.

1807.2.2.1 Surface preparation of walls. Prior to apph-
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 0.375 inch (9.5 mm) of portland cement
mortar. The parging shall be coved at the footing.

Exception: Parging of unit masonry walls is not
required where a material is approved for direct appli-
cation to the masonry.

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1807.3 Waterproofing required. Where the ground-water
investigation required by Section 1802.2.3 indicates that a
hydrostatic 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 and designed and constructed to withstand
the hydrostatic pressures to which the floors will be sub-
jected,

Waterproofing shall be accomplished by placing a
membrane of rubberized asphalt, butyl rubber, fully
adhered/fully bonded HDPE or polyolefin composite mem-
brane or not less than 6-mil [0.006 inch (0. 152 mm)] polyvi-
nyl 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.

1807.3.2 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.

1807.3.2.1 Surface preparation of walls. Prior to the
application of waterproofing materials on concrete or
masonry walls, the walls shall be prepared in accordance
with Section 1807.2.2.1.

1807.3.3 Joints and penetrations. 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 Subsoil drainage 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
designed and constructed in accordance with Section 1807.1.3
shall be deemed adequate for lowering the ground-water table.

1807.4.1 Floor base course. 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.

1807.4.2 Foundation drain. A drain shall be placed around
the perimeter of a foundation that consists of gravel or
crushed stone containing not more than 10-percent material
that passes through a No. 4 (4.75 nrai) 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 Drainage discharge. The floor base and founda-
tion perimeter drain shall discharge by gravity or mechani-
cal means into an approved drainage system that comphes
with the International Plumbing Code.

Exception: Where a site is located in well-drained gravel
or sand/gravel mixture soils, a dedicated drainage system
is not required.

SECTION 1808
PIER AND PILE FOUNDATIONS

1808.1 Definitions. The following words and terms shall, for
the purposes of this section, have the meanings shown herein.

FLEXURAL LENGTH. Flexural length is the length of the
pile from the first point of zero lateral deflection to the under-
side of the pile cap or grade beam.

MICROPILES. Micropiles are 12-inch-diameter (305 mm)
or less bored, grouted-in-place piles incorporating steel pipe
(casing) and/or steel reinforcement.

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 times the
least horizontal dimension of the pier. Piers derive their
load-carrying capacity through skin friction, through end bear-
ing, or a combination of both.

Belled piers. 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 12 times the least horizon-
tal dimension. Piles derive their load-carrying capacity through
skin friction, end bearing or a combination of both.

Angered uncased piles. Angered uncased piles are con-
structed by depositing concrete into an uncased augered
hole, either during or after the withdrawal of the auger.

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Caisson piles. Caisson piles are cast-in-place concrete piles
extending into bedrock. The upper portion of a caisson pile
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.

I Timber piles. Timber piles are round, tapered timbers with
the small (tip) end embedded into the soil.

1808.2 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
Sections 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 limited 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
capacity 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 stability 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.

1808.2.6 Structural integrity. Piers or piles shall be
installed in such a manner and sequence as to prevent distor-
tion or damage that may adversely affect the structural I
integrity of piles being installed or already in place. |

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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1808.2.8 Allowable pier or pile loads.

1808.2.8.1 Determination of allowable loads. The

allowable axial and lateral loads on piers or piles shall be
determined by an approved formula, load tests or method
of analysis.

1808.2.8.2 Driving criteria. 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
estimate 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.

1808.2.8.3 Load tests. 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 establish the safe design
capacity. The resulting allowable loads shall not be more
than one-half of the ultimate axial load capacity of the
test pier or pile as assessed by one of the pubUshed meth-
ods Hsted in Section 1808.2.8.3.1 with consideration for
the test type, duration and subsoil. The ultimate axial
load capacity shall be determined by a registered design
professional with consideration given to tolerable total
and differential settlements at design load in accordance
with Section 1808.2.12. In subsequent installation 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 relative
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 driven with the same hammer
through a comparable driving distance.

1808.2.8.3.1 Load test evaluation. 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. Butler-Hoy Criterion.

4. Other methods approved by the building offi-
cial.

1808.2.8.4 Allowable frictional resistance. The

assumed frictional resistance developed by any pier or
uncased 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
official after a soil investigation, as specified in Section
1 802, is submitted or a greater value is substantiated by a |
load test in accordance with Section 1808.2.8.3. Fric- I
tional resistance and bearing resistance shall not be
assumed to act simultaneously unless recommended by a
soil investigation as specified in Section 1802.

1808.2.8.5 Uplift capacity. Where required by the
design, the uplift capacity of a single pier or pile shall be
determined 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
divided by a factor of safety of two. For pile groups sub-
jected to uplift, 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.

1808.2.8.6 Load-bearing capacity. Piers, individual
piles and groups of piles shall develop ultimate load
capacities 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
layers causes the load-bearing capacity safety factor to
be less than two.

1808.2.8.7 Bent 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.

1808.2.8.8 Overloads on 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.

1808.2.9 Lateral support.

1808.2.9.1 General. 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.

1808.2.9.2 Unbraced 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
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

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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
installed through subsiding fills or other subsiding strata
and derive support from underlying firmer materials, con-
sideration 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 dam-
aging 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 1 808.2.8.3.
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 identifica-
tion system shall be filed with the building official prior to
installation of such piers or piles. Detailed records for piers
or individual piles shall bear an identification correspond-
ing to that shown on the plan.

1808.2.22 Special inspection. Special inspections in accor-
dance with Sections 1704.8 and 1704.9 shall be provided
for piles and piers, respectively.

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1808.2.23 Seismic design of piers or piles.

1808.2.23.1 Seismic Design Category C. Where a
structure is assigned to Seismic Design Category C in
accordance with Section 1613, the following shall apply.
Individual pile caps, piers or piles shall be intercon-
nected by ties. Ties shall be capable of carrying, in ten-
sion and compression, a force equal to the product of the
larger pile cap or column load times the seismic coeffi-
cient, Sps, divided by 10 unless it can be demonstrated
that equivalent restraint is provided by reinforced con-
crete beams within slabs on grade, reinforced concrete
slabs on grade, confinement by competent rock, hard
cohesive soils or very dense granular soils.

Exception: 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.

1808.2.23.1.1 Connection 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 uplift 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.

Exception: 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
shear forces and moments from the load combina-
tions of Section 1605.4.

1808.2.23.1.2 Design 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

design 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.

1808.2.23.2 Seismic Design Category D, E or E Where
a structure is assigned to Seismic Design Category D, E
or F in accordance with Section 1613, the requirements
for Seismic Design Category C given in Section
1808.2.23.1 shall be met, in addition to the following.
Provisions of ACI 318, Section 21.10.4, shall apply
when not in conflict with the provisions of Sections 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.

Exceptions:

1 . 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.

2. 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.

3. Section 21 .10.4.4( a) of ACI 318 need not apply
to concrete piles.

1808.2.23.2.1 Design details for piers, piles and
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
deterrnined in Section 1613.5.2, shall be designed and
detailed in accordance with Sections 21.4.4.1,
21.4.4.2 and 21.4.4.3 of ACI 318 within seven pile
diameters of the pile cap and the interfaces of soft to
medium 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

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accordance 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
conform to ACI 318, Chapter 21.

1808.2.23.2.2 Connection to pile cap. For piles
required to resist uplift forces or provide rotational
restraint, 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 upUft 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.

1809.1.2 Preservative treatment. Timber piles used to
support 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 Ul (Commodity Specification E,
Use Category 4C) for round timber piles and AWPA Ul
(Commodity Specification A, Use Category 4B) for sawn
timber piles. Preservative-treated timber piles shall be sub-
ject to a quality control program administered by an
approved agency. Pile cutoffs shall be treated in accordance
with AWPA M4.

1809.1.3 Defective piles. Any substantial sudden increase
in rate of penetration of a timber pile shall be investigated
for possible damage. If the sudden increase in rate of pene-
tration cannot be correlated to soil strata, the pile shall be
removed for inspection or rejected.

1809.1.4 Allowable stresses. The allowable stresses shall
be in accordance with the AF&PA NDS.

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
designed 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 fu'st five ties or spirals shall be spaced 1
inch (25 mm) center to center. The gage of ties and spi-
rals shall be as follows:

For piles having a diameter of 1 6 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 0.25 inch (6.4 mm)
round or 0.259 inch (6.6 mm) (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.

1809.2.2.1 Materials. Concrete shall have a 28-day
specified compressive strength (f '^ of not less than
3,000 psi (20.68 MPa).

1809.2.2.2 Minimum reinforcement. The minimum
amount of longitudinal reinforcement shall be 0.8 per-
cent of the concrete section and shall consist of at least
four bars.

1809.2.2.2.1 Seismic reinforcement in Seismic
Design Category C. Where a structure is assigned to
Seismic Design Category C in accordance with Sec-
tion 1613, the following shall apply. Longitudinal
reinforcement with a minimum steel ratio of 0.01

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shall be provided throughout the length of precast
concrete piles. Within three pile diameters of the bot-
tom of the pile cap, the longitudinal reinforcement
shall be confined with closed ties or spirals of a mini-
mum % 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 maxi-
mum spacing of 1 6 times the smallest longitudinal bar
diameter not to exceed 8 inches (203 mm).

1809.2.2.2.2 Seismic reinforcement in Seismic
Design Category D, E or F. Where a structure is
assigned to Seismic Design Category D, E or F in
accordance with Section 1613, 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
ACT 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, a volumetric ratio of spiral
reinforcement of not less than one-half that required
by Section 21 .4.4. 1 (a) of ACI 3 1 8 shall be permitted.

1809.2.2.3 Allowable 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
exceed 40 percent of the yield strength of the steel (fy) 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 (fy) or a maximum of
24,000 psi (165 MPa).

1809.2.2.4 Installation. 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 (f\), but not less than the strength
sufficient to withstand handling and driving forces.

1809.2.2.5 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 .25 inches (32 mm) for No. 5 bars and smaller, and
not less than 1.5 inches (38 mm) for No. 6 through No. 1 1
bars except that longitudinal bars spaced less than 1.5
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).

1809.2.3 Precast prestressed piles. Precast prestressed
concrete piles shall conform to the requirements of Sections
1809.2.3.1 through 1809.2.3.5.

1809.2.3.1 Materials. Prestressing steel shall conform
to ASTM A 416. Concrete shall have a 28-day specified
compressive strength (f 'J of not less than 5,000 psi
(34.48 MPa).

1809.2.3.2 Design. Precast prestressed piles shall be
designed to resist stresses induced by handling and driv-
ing 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 nmi) 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.

1809.2.3.2.1 Design in Seismic Design Category C.

Where a structure is assigned to Seismic Design Cate-
gory C in accordance with Section 1613, 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
upper 20 feet (6096 mm) of the pile.

p, = 0.l2fjfy,

(Equation 18-4)

where:

f'^= Specified compressive strength of concrete, psi
(MPa).

fyh = Yield strength of spiral reinforcement < 85,000
t psi (586 MPa).

p, = Spiral reinforcement index (vol. spiral/vol.
core).

At least one-half the volumetric ratio required by
Equation 18-4 shall be provided below the upper 20
feet (6096 mm) of the pile.

The pile cap connection by means of dowels as
indicated in Section 1 808.2.23. 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 E Where a structure is assigned to Seismic
Design Category D, E or F in accordance with Section
1613; 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-

iforcement in the ductile region shall occur
through the length of the pile. Where the pile

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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
underside of the pile cap to the point of zero cur-
vature 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 spliced
by lapping one full turn and bending the end of
the spiral to a 90-degree hook or by use of a
mechanical or welded splice complying with
Sec. 12.14.3 of ACT 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 , = 0.25(f'Jf,,)(AJA,, - 1 .0)[0.5 + 1 AP/rA,)]

(Equation 18-5)

but not less than:

p, = 0.12(/-7/J[0.5 + 1.4P/(/-', A.)]

and perpendicular to dimension, h^, shall con-
form to:

and need not exceed:

yO, = 0.021

(Equation 18-6)

(Equation 18-7)

/',

where:

Ag = Pile cross-sectional area, square inches
(mm^).

A^h = Core area defined by spiral outside diam-
eter, square inches (mm^).

= Specified compressive strength of con-
crete, psi (MPa).

= Yield strength of spiral reinforcement
< 85,000 psi (586 MPa).

P = Axial load on pile, pounds (kN), as deter-
mined from Equations 16-5 and 16-6.

p^ = Volumetric ratio (vol. spiral/ vol. core).

This required amount of spiral reinforcement
is permitted to be obtained by providing an
inner and outer spiral.

6. When transverse reinforcement consists of
rectangular hoops and cross ties, the total
cross-sectional area of lateral transverse rein-
forcement in the ductile region with spacings.

A,, = Q^3sK{f'clfyH)iAJA,,
(f'cA,)]

but not less than:

1.0)[0.5 + \API
(Equation 18-8)

A,, = O.UsK (f'Jfy,)[0.5 + lAP/(f'A)]

(Equation 18-9)

where:

fyh = < 70,000 psi (483 MPa).

h^ = Cross-sectional dimension of pile core
measured center to center of hoop rein-
forcement, inch (mm).

s = Spacing of transverse reinforcement
measured along length of pile, inch
(mm).

A^f^ = Cross-sectional area of tranverse rein-
forcement, square inches (mm^).

f'c = Specified compressive strength of con-
crete, psi (MPa).

The hoops and cross ties shall be equivalent to
deformed 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
reinforcing with a volumetric ratio not less than
one-half of that required for transverse confinement
reinforcing shall be provided.

1809.2.3.3 Allowable stresses. The allowable design
compressive stress,/^, in concrete shall be determined as
follows:

/, = 0.33/;-0.27/,,
where:

(Equation 18-10)

/ c = The 28-day specified compressive strength of the
concrete.

fpc = The effective prestress stress on the gross sec-
tion.

1809.2.3.4 Installation. 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 handling and driving forces.

1809.2.3.5 Concrete cover. Prestressing steel and pile
reinforcement shall have a concrete cover of not less than
IV4 inches (32 mm) for square piles of 12 inches (305
mm) or smaller size and IV2 inches (38 mm) for larger
piles, except that for piles exposed to seawater, the mini-
mum protective concrete cover shall not be less than 2V2
inches (64 mm).

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1809.3 Structural steel piles. Structural steel piles shall con-
form to the requirements of Sections 1809.3.1 through
1809.3.4.

1809.3.1 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, ASTM A 690, ASTM A 913 or ASTM A
992.

1809.3.2 Allowable stresses. The allowable axial stresses
shall not exceed 35 percent of the minimum specified yield
strength (Fy).

Exception: Where justified in accordance with Section
1808.2.10, the allowable axial stress is permitted to be
increased above 0.35Fy, but shall not exceed 0.5Fy.

1809.3.3 Dimensions of H-piles. 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.

2. The nominal depth in the direction of the web shall
not be less than 8 inches (203 mm).

3. Flanges and web shall have a minimum nominal
thickness of % inch (9.5 mm).

1809.3.4 Dimensions of 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 cross section of 0.34 square inch (219 mm^) to resist
each 1,000 foot-pounds (1356 N-m) of pile hammer energy,
or shall have the equivalent strength for steels having a yield
strength greater than 35,000 psi (241 Mpa) or the wave
equation analysis shall be permitted to be used to assess
compression stresses induced by driving to evaluate if the
pile section is appropriate for the selected hammer. Where
pipe wall thickness less than 0.179 inch (4.6 mm) is driven
open ended, a suitable cutting shoe shall be provided.

SECTION 1810
CAST-IN-PLACE CONCRETE PILE FOUNDATIONS

1810.1 General. The materials, reinforcement and installation
of cast-in-place concrete piles shall conform to Sections
1810.1.1 through 1810.1.3.

1810.1.1 Materials. Concrete shall have a 28-day specified
compressive 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 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.

1810.1.2 Reinforcement. 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.

1810.112.1 Reinforcement in Seismic Design Cate-
gory C. Where a structure is assigned to Seismic Design
Category C in accordance with Section 1613, the follow-
ing sha;ll 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 mini-
mum length of 10 feet (3048 mm) below the ground or
that required by analysis, whichever length is greatest.
The minimum reinforcement ratio, but no less than that
ratio required by rational analysis, shall be continued
throughout the flexural 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) diame-
ter provided at 16-longitudinal-bar diameter maximum
spacing. Transverse confinement reinforcement with a
maximum spacing of 6 inches (152 mm) or 8-longitudi-
nal-bar diameters, whichever is less, shall be provided
within a distance equal to three times the least pile
dimension of the bottom of the pile cap.

1810.1.2.2 Reinforcement in Seismic Design Cate-
gory D| E or F. Where a structure is assigned to Seismic
Design Category D, E or F in accordance with Section
1613, the requirements for Seismic Design Category C
given above shall be met, in addition to the following. A
minimum 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)
below ground or throughout the flexural length of the
pile, whichever length is greatest. The flexural length
shall be taken as the length of the pile to a point where the
concrete 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 reinforcement 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
dimension of the bottom of the pile cap. A transverse spi-
ral reinforcement ratio of not less than one-half of that
required in Section 2 1 .4.4. 1 ( a) of ACI 3 1 8 for other than
Class E, F or liquefiable sites is permitted. Tie spacing
throughout the remainder of the concrete section shall
neither 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 Cbncrete placement. Concrete shall be placed in
such a manner as to ensure the exclusion of any foreign mat-
ter 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

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the pile but shall be poured in a rapid and continuous opera-
tion 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 place
in a permanent steel casing, the maximum allowable con-
crete stress shall be 33 percent of the 28-day specified com-
pressive strength (f' 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 or angered uncased piles shall not
exceed 33 percent of the 28-day specified compressive
strength (f c). The allowable compressive stress of rein-
forcement shall not exceed 40 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 compliance 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 liner shall be inserted in the hole
prior to placing the concrete. Where the steel liner is with-

drawn during concreting, the level of concrete shall be
maintained above the bottom 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 continuous increments. 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 vol-
ume of concrete placed in each pile is equal to or greater
than the theoretical volume of the hole created by the auger.
Where the installation process of any pile is interrupted or a
loss of concreting 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 cen-
ter of a pile filled with concrete less than 1 2 hours old, unless
approved by the building official. If the concrete level in any
completed pile drops due to 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 the hollow stem of the auger prior to |
filling the pile with concrete. All pile reinforcement shall
have a concrete cover of not less than 2.5 inches (64 mm).

Exception: Where physical constraints do not allow the
placement of the longitudinal reinforcement prior to fill-
ing the pile with concrete or where partial-length longi-
tudinal 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.

1810.3.5 Reinforcement in Seismic Design Category C,

D, E or E Where a structure is assigned to Seismic Design
Category C, D, E or F in accordance with Section 1613, the
corresponding requirements of Sections 1810.1.2.1 and
1810.1.2.2 shall be met.

1810.4 Driven uncased piles. Driven uncased piles shall con-
form to Sections 1810.4.1 through 1810.4.4.

1810.4.1 Allowable stresses. The allowable design stress in
the concrete shall not exceed 25 percent of the 28-day speci-
fied compressive strength (f\) applied to a cross-sectional
area not greater than the inside area of the drive casing or
mandrel.

1810.4.2 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
installation of the pile foundation is under the direct
supervision of a registered design professional knowl-
edgeable in the field of soil mechanics and pile founda-
tions. The registered design professional shall certify to

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the building official that the piles were installed in com-
pliance with the approved design.

1810.4.3 Installation. 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
building 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 Concrete cover. Pile reinforcement shall have a
concrete cover of not less than 2.5 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 tip
with a diameter of not less than 8 inches (203 mm).

1810.5.2 Allowable 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 thickness. The thickness of the steel
shell shall not be less than manufacturer's standard gage
No. 14 gage (0.068 inch) (1.75 mm) 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 Strength. 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 Installation. 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 distortion of or injury to piles
akeady 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 Reinforcement. 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
accordance with Section 1613, the reinforcement

requirements for drilled or augered uncased piles in Sec-
tion 1810.3.5 shall be met.

Exception: A spiral-welded metal casing of a thick-
ness no less than the manufacturer's standard gage
No. 14 gage [0.068 inch (1.7 mm)] is permitted to pro-
vide 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 constituents, changing water levels or other fac-
tors indicated by boring records of site conditions.

1810.6 Concrete-filled steel pipe and tube piles. Con-
crete-filled steel pipe and tube piles shall conform to the
requirements of Sections 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 % inch (19.1 mm).

1810.6.2 Allowable 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 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.

Exception: Where justified in accordance with Section
1808.2.10, the allowable stresses are permitted to be
increased 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 Vjq inch (2.5 mm).

1810.6.4 Reinforcement. Reinforcement steel shall con-
form to Section 1 8 10. 1 .2. Reinforcement shall not be placed
within 1 inch (25 mm) of the steel casing.

1810.6i4.1 Seismic reinforcement. Where a structure is
assigned to Seismic Design Category C, D, E or F in
accordance with Section 1613, 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 Vj^ inch (5 mm).

1810.6.5 Placing concrete. The placement of concrete shall
conform to Section 1810.1.3, but is permitted to be chuted
directly into smooth-sided pipes and tubes without a center-
ing funnel hopper.

1810.7 Caisson piles. Caisson piles shall conform to the
requirements 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

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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 if 'J 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-sectional 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 filling 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.

1810.8 Micropiles. Micropiles shall conform to the require-
ments of Sections 1810.8.1 through 1810.8.5.

1810.8.1 Construction. Micropiles shall consist of a
grouted section reinforced with steel pipe or steel reinforc-
ing. Micropiles shall develop their load-carrying capacity
through a bond zone in soil, bedrock or a combination of
soil and bedrock. The full length of the micropile shall con-
tain either a steel pipe or steel reinforcement.

1810.8.2 Materials. Grout shall have a 28-day specified
compressive strength if '^ of not less than 4,000 psi (27.58
MPa). The grout mix shall be designed and proportioned so
as to produce a pumpable mixture. Reinforcement steel
shall be deformed bars in accordance with ASTM A 615
Grade 60 or 75 or ASTM A 722 Grade 150.

Pipe/casing shall have a minimum wall thickness of ^/jg
inch (4.8 mm) and as required to meet Section 1808.2.7.
Pipe/casing shall meet the tensile requirements of ASTM A

252 Grade 3, except the minimum yield strength shall be as
used in the design submittal [typically 50,000 psi to 80,000
psi (345 MPa to 552 MPa)] and minimum elongation shall
be 15 percent.

1810.8.3 Allowable stresses. The allowable design com-
pressive stress on grout shall not exceed 0.33/'^. The allow-
able design compressive stress on steel pipe and steel
reinforcement shall not exceed the lesser of 0.4 Fy, or 32,000
psi (220 MPa). The allowable design tensile stress for steel
reinforcement shall not exceed 0.60 Fy. The allowable
design tensile stress for the cement grout shall be zero.

1810.8.4 Reinforcement. For piles or portions of piles
grouted inside a temporary or permanent casing or inside a
hole drilled into bedrock or a hole drilled with grout, the
steel pipe or steel reinforcement shall be designed to carry at
least 40 percent of the design compression load. Piles or
portions of piles grouted in an open hole in soil without tem-
porary or permanent casing and without suitable means of
verifying the hole diameter during grouting shall be
designed to carry the entire compression load in the rein-
forcing steel. Where a steel pipe is used for reinforcement,
the portion of the cement grout enclosed within the pipe is
permitted to be included at the allowable stress of the grout.

1810.8.4.1 Seismic reinforcement. Where a structure is
assigned to Seismic Design Category C, a permanent
steel casing shall be provided from the top of the pile
down 120 percent times the flexural length. The flexural
length shall be determined in accordance with Section
1808.1. Where a structure is assigned to Seismic Design
Category D, E or F, the pile shall be considered as an
alternative system. In accordance with Section 104.11,
the alternative pile system design, supporting documen-
tation and test data shall be submitted to the building offi-
cial for review and approval.

1810.8.5 Installation. The pile shall be permitted to be
formed in a hole advanced by rotary or percussive drilling
methods, with or without casing. The pile shall be grouted
with a fluid cement grout. The grout shall be pumped
through a tremie pipe extending to the bottom of the pile
until grout of suitable quality returns at the top of the pile.
The following requirements apply to specific installation
methods:

1. For piles grouted inside a temporary casing, the rein-
forcing steel shall be inserted prior to withdrawal of
the casing. The casing shall be withdrawn in a con-
trolled manner with the grout level maintained at the
top of the pile to ensure that the grout completely fills
the drill hole. During withdrawal of the casing, the
grout level inside the casing shall be monitored to
check that the flow of grout inside the casing is not
obstructed.

2. For a pile or portion of a pile grouted in an open drill
hole in soil without temporary casing, the minimum
design diameter of the drill hole shall be verified by a
suitable device during grouting.

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SOILS AND FOUNDATIONS

3. For piles designed for end bearing, a suitable means
shall be employed to verify that the bearing surface is
properly cleaned prior to grouting.

4. Subsequent piles shall not be drilled near piles that
have been grouted until the grout has had sufficient
time to harden.

5. Piles shall be grouted as soon as possible after drilling
is completed.

6. For piles designed with casing full length, the casing
must be pulled back to the top of the bond zone and
reinserted or some other suitable means shall be
employed to verify grout coverage outside the casing.

SECTION 1811
COMPOSITE PILES

1811.1 General. Composite piles shall conform to the require-
ments of Sections 181 1.2 through 1811.5.

1811.2 Design. Composite piles consisting of two or more
approved pile types shall be designed to meet the conditions of
installation.

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 align-
ment and transmission of the total pile load. Splices shall be
designed to resist uplift caused by upheaval during driving of
adjacent piles, and shall develop the 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 1613, 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 Section
1810.6.4.1.

SECTION 1812
PIER FOUNDATIONS

1812.1 General. Isolated and multiple piers used as founda-
tions shall conform to the requirements of Sections 1812.2
through 1812.10, as well as the apphcable provisions of Sec-
tion 1808.2.

1812.2 Lateral dimensions and height. 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.

1812.3 Materials. 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 Reinforcement. Except for steel dowels embedded 5
feet (1524 mm) or less in the pier, reinforcement where
required 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.

Exception: 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 satis-
faction of the building official.

Reinforcement shall conform to the requirements of Sec-
tions 1810.1.2.1 and 1810.1.2.2.

Exceptions:

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
required 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
occupancies not exceeding two stories of light-frame
construction are permitted to be reinforced as
required 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 stiff-
ness.

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
reinforced 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
designed 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 limited 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.

1812.5 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 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.

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1812.6 Belled 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.

1812.7 Masonry. 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
accordance with ACI 530/ASCE 5/TMS 402.

1812.8 Concrete. 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
exceeds three, piers shall be constructed of reinforced con-
crete, and shall conform to the requirements for columns in
ACI 318.

Exception: 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.

1812.10 Dewatering. 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
masonry in the dry.

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CHAPTER 19

CONCRETE

Italics are used for text within Sections 1903 through 1908 of this code to indicate provisions that differ from ACl 318.

SECTION 1901
GENERAL

1901.1 Scope. The provisions of this chapter shall govern the
materials, quality control, design and construction of concrete
used in structures.

1901.2 Plain and reinforced concrete. Structural concrete
shall be designed and constructed in accordance with the
requirements of this chapter and ACI 318 as amended in Sec-
tion 1908 of this code. Except for the provisions of Sections
1904 and 1910, the design and construction of slabs on grade
shall not be governed by this chapter unless they transmit verti-
cal loads or lateral forces from other parts of the structure to the
soil.

1901.3 Source and applicability. The format and subject mat-
ter of Sections 1902 through 1907 of this chapter are patterned
after, and in general conformity with, the provisions for struc-
tural concrete in ACI 318.

1901.4 Construction documents. 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.

10. Stressing sequence for posttensioning tendons.

1 1 . For structures assigned to Seismic Design Category D,
E or F, a statement if slab on grade is designed as a
structural diaphragm (see Section 21.10.3.4 of ACI
318).

1901.5 Special inspection. The special inspection of concrete
elements of buildings and structures and concreting operations
shall be as required by Chapter 17.

SECTION 1902
DEFINITIONS

1902.1 General. The words and terms defined in ACI 318
shall, for the purposes of this chapter and as used elsewhere in
this code for concrete construction, have the meanings shown
in ACI 318.

SECTION 1903
SPECIFICATIONS FOR TESTS AND MATERIALS

1903.1 General. Materials used to produce concrete, concrete
itself and testing thereof shall comply with the applicable stan-
dards listed in ACI 318. Where required, special inspections
and tests shall be in accordance with Chapter 17.

1903.2 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.

SECTION 1904
DURABILITY REQUIREMENTS

1904.1 Water-cementitious materials ratio. Where maxi-
mum water-cementitious materials ratios are specified in ACI
318, they shall be calculated in accordance with ACI 318, Sec-
tion 4.1.

1904.2 Freezing and thawing exposures. Concrete that will
be exposed to freezing and thawing, deicing chemicals or other
exposure conditions as defined below shall comply with Sec-
tions 1904.2.1 through 1904.2.3.

1904.2.1 Air entrainment. Concrete exposed to freezing
and thawing or deicing chemicals shall be air entrained in
accordance with ACI 318, Section 4.2.1:

1904.2.2 Concrete properties. Concrete that will be sub-
ject to the following exposures shall conform to the corre-
sponding maximum water-cementitious materials ratios
and minimum specified concrete compressive strength
requirements of ACI 318, Section 4.2.2:

1. Concrete intended to have low permeability where
exposed to water;

2. Concrete exposed to freezing and thawing in a moist
condition or deicer chemicals; or

3. Concrete with reinforcement where the concrete is
exposed to chlorides from deicing chemicals, salt, salt
water, brackish water, seawater or spray from these
sources.

Exception: For occupancies and appurtenances
thereto in Group R occupancies that are in build-
ings less than four stories in height, normal-weight
aggregate concrete shall comply with the require-

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373

CONCRETE

merits of Table 1904.2.2 based on the weathering
classification (freezing and thawing) determined
from Figure 1904.2.2.

In addition, concrete exposed to deicing chemicals shall
conform to the limitations of Section 1904.2.3.

1904.2.3 Deicing chemicals. 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 permitted by ACI 318, Section 4.2.3.

TABLE 1904.2.2
MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f ^

TYPE OR LOCATION OF CONCRETE CONSTRUCTION

MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f ^at 28 days, psi)

Negligible exposure

Moderate exposure

Severe exposure

Basement walls'^ and foundations not exposed to the weather

2,500

2,500«

Basement slabs and interior slabs on grade, except garage floor
slabs

2,500

2,500^

Basement walls'^, foundation walls, exterior walls and other
vertical concrete surfaces exposed to the weather

2,500

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 SL- 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 Section
1904.2.1.

b. Concrete shall be air entrained in accordance with Section 1904.2.1.

c. Structural plain concrete basement walls are exempt from the requirements for exposure conditions of Section 1904.2.2 (see Section 1909.6.1).

d. For garage floor slabs where a steel trowel finish is used, the total air content required by Section 1904.2. 1 is permitted to be reduced to not less than 3 percent, pro-
vided the minimum specified compressive strength of the concrete is increased to 4,000 psi.

NEGLIGIBLE

FIGURE 1904.2.2
WEATHERING PROBABILITY MAP 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 "negUgible" 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.

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•.

1904.3 Sulfate exposures. Concrete that will be exposed to
sulfate-containing solutions or soils shall comply with the
maximum water-cementitious materials ratios, minimum spec-
ified compressive strength and be made with the appropriate
type of cement in accordance with the provisions of ACI 318,
Section 4.3.

1904.4 Corrosion protection of reinforcement. Reinforce-
ment in concrete shall be protected from corrosion and expo-

I sure to chlorides in accordance with ACI 318, Section 4.4.

SECTION 1905
CONCRETE QUALITY, MIXING AND PLACING

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. For concrete designed and constructed in accor-
dance 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.

1905.2 Selection of concrete proportions. Concrete propor-
tions shall be determined in accordance with the provisions of
ACI 318, Section 5.2.

1905.3 Proportioning on the basis of field experience
and/or trial mixtures. Concrete proportioning determined on
the basis of field experience and/or trial mixtures shall be done
in accordance with ACI 318, Section 5.3.

1905.4 Proportioning without field experience or trial mix-
tures. Concrete proportioning determined without field expe-
rience or trial mixtures shall be done in accordance with ACI
318, Section 5.4.

1905.5 Average strength reduction. As data become avail-
able during construction, it is permissible to reduce the amount
by which the average compressive strength (f'^) is required to
exceed the specified value of/'^ in accordance with ACI 318,
Section 5.5.

1905.6 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.

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.

1905.6.2 Frequency of testing. The frequency of conduct-
ing strength tests of concrete and the minimum number of
tests shall be as specified in ACI 318, Section 5.6.2.

Exception: 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 satisfactory strength is
submitted to and approved by the building official.

1905.6.3 Strength test specimens. Specimens prepared for
acceptance testing of concrete in accordance with Section
1905.6.2 and strength test acceptance criteria shall comply
with the provisions of ACI 318, Section 5.6.3.

1905.6.4 Field-cured specimens. Where required by the
building official to determine adequacy of curing and pro-
tection of concrete in the structure, specimens shall be pre-
pared, cured, tested and test results evaluated for acceptance
in accordance with ACI 318, Section 5.6.4.

1905.6.5 Low-strength test results. Where any strength
test (see ACI 318, Section 5.6.2.4) falls below the specified
value of/'^, the provisions of ACI 318, Section 5.6.5, shall
apply.

1905.7 Preparation of equipment and place of deposit. Prior
to concrete being placed, the space to receive the concrete and
the equipment used to deposit it shall comply with ACI 318,
Section 5.7.

1905.8 Mixing. Mixing of concrete shall be performed in
accordance with ACI 318, Section 5.8. i

1905.9 Conveying. The method and equipment for conveying
concrete to the place of deposit shall comply with ACI 318, I
Section 5.9. '

1905.10 Depositing. The depositing of concrete shall comply
with the provisions of ACI 318, Section 5.10. ■

1905.11 Curing. The length of time, temperature and moisture I
conditions for curing of concrete shall be in accordance with I
ACI 318, Section 5.11. ^

1905.12 Cold weather requirements. Concrete to be placed I
during freezing or near- freezing weather shall comply with the I
requirements of ACI 318, Section 5.12. '

1905.13 Hot weather requirements. Concrete to be placed I
during hot weather shall comply with the requirements of ACI I
318, Section 5.13. I

SECTION 1906

FORMWORK, EMBEDDED PIPES AND

CONSTRUCTION JOINTS

1906.1 Formwork. The design, fabrication and erection of
forms shall comply with ACI 318, Section 6.1. I

1906.2 Removal of forms, shores and reshores. The removal
of forms and shores, including from slabs and beams (except I
where cast on the ground), and the installation of reshores shall I
comply with ACI 318, Section 6.2. '

1906.3 Conduits and pipes embedded in concrete. Conduits,
pipes and sleeves of any material not harmful to concrete and
within the limitations of ACI 318, Section 6.3, are permitted to

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be embedded in concrete with approval of the registered design
professional.

1906.4 Construction joints. Construction joints, including
their location, shall comply with the provisions of ACI 318,
Section 6.4.

SECTION 1907
DETAILS OF REINFORCEMENT

1907.1 Hooks. Standard hooks on reinforcing bars used in
concrete construction shall comply with ACI 318, Section 7.1.

1907.2 Minimum bend diameters. Minimum reinforcement
bend diameters utilized in concrete construction shall comply
with ACI 318, Section 7.2.

1907.3 Bending. The bending of reinforcement shall comply
i with ACI 318, Section 7.3.

1907.4 Surface conditions of reinforcement. The surface
conditions of reinforcement shall comply with the provisions

■ of ACI 318, Section 7.4.

1907.5 Placing reinforcement. The placement of reinforce-
ment, including tolerances on depth and cover, shall comply
with the provisions of ACI 318, Section 7.5. Reinforcement
shall be accurately placed and adequately supported before
concrete is placed.

1907.6 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 ACI 318, Section 7.7.1.

1907.7.2 Cast-in-place concrete (prestressed). The mini-
mum concrete cover for prestressed and nonprestressed
reinforcement, ducts and end fittings in cast-in-place pre-
stressed concrete shall comply with ACI 318, Section 7.7.2.

1907.7.3 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,
inserts and plates intended for bonding with future exten-
sions shall be protected from corrosion.

1907.7.7 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
steel cores of composite compression members shall comply
with the provisions of ACI 318, Section 7.8.

1907.9 Connections. Connections between concrete framing
members shall comply with the provisions of ACI 318, Section
7.9.

1907.10 Lateral reinforcement for compression members.

Lateral reinforcement for concrete compression members shall
comply with the provisions of ACI 318, Section 7.10.

1907.11 Lateral reinforcement for flexural members. Lat-
eral reinforcement for compression reinforcement in concrete
flexural members shall comply with the provisions of ACI 318,
Section 7.11.

1907.12 Shrinkage and temperature reinforcement. Rein-
forcement for shrinkage and temperature stresses in concrete
members shall comply with the provisions of ACI 318, Section

7.12.

1907.13 Requirements for structural integrity. The detail-
ing of reinforcement and connections between concrete mem-
bers shall comply with the provisions of ACI 318, Section 7.13,
to improve structural integrity.

SECTION 1908
MODIFICATIONS TO ACI 318

1908.1 General. The text of ACI 3 1 8 shall be modified as indi-
cated in Sections 1908.1.1 through 1908.1.16.

1908.1.1 ACI 318, Section 10.5. Modify ACI 318, Section
10.5, by adding new Section 10.5.5 to read as follows:

10.5.5 - In structures assigned to Seismic Design Cate-
gory B, beams in ordinary moment frames forming part
of the seismic-force-resisting system shall have at least
two main flexural reinforcing bars continuously top and
bottom throughout the beam and continuous through or
developed within exterior columns or boundary ele-
ments.

1908.1.2 ACI 318, Section 11.11. Modify ACI 318, Section
1 1.1 1, by changing its title to read as shown below and by
adding new Section 11.11.3 to read as follows:

11.11- Special provisions for columns.

11.11.3 - In structures assigned to Seismic Design Cate-
gory B, 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
21.12.3.

1908.1.3 ACI 318, Section 21.1. 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 12.8.6 ofASCE 7. |

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DETAILED PLAIN CONCRETE STRUCTURAL WALL

A wall complying with the requirements of Chapter 22,
including 22. 6. 7.

ORDINARY PRECAST STRUCTURAL WALL. Aprecast
wall complying with the requirements of Chapters 1 through
18.

ORDINARY REINFORCED CONCRETE STRUC-
TURAL WALL. A cast-in-place wall complying with the
requirements of Chapters 1 through 18.

ORDINARY STRUCTURAL PLAIN CONCRETE
WALL. A wall complying with the requirements of Chapter

22, excluding 22.6.7.

WALL PIER. A wall segment with a horizontal
length-to-thickness ratio of at least 2.5, but not exceeding 6,
whose clear height is at least two times its horizontal length.

1908.1.4 ACI 318, Section 21.2.1. Modify ACI 318 Sec-
tions 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
Category A or 5, 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 com-
puted using provisions for intermediate or special con-
crete systems, the requirements of Chapter 21 for
intermediate or special systems, as applicable, shall be
satisfied.

21.2.1.3 - For structures assigned to Seismic Design
Category C, intermediate or special moment frames,
intermediate precast structural walls or ordinary or spe-
cial reinforced concrete structural walls shall be used to
resist seismic forces induced by earthquake motions.
Where the design seismic loads are computed using pro-
visions for special concrete systems, the requirements of
Chapter 21 for special systems, as applicable, shall be
satisfied.

21.2.1.4 - For structures assigned to Seismic Design
Category D, E or F, special moment frames, special rein-
forced concrete structural walls, diaphragms and trusses
and foundations complying with 21.2 through 21.10 or
intermediate precast structural walls complying with
21.13 shall be used to resist forces induced by earthquake
motions. Members not proportioned to resist earthquake
forces shall comply with 21.11.

1908.1.5 ACI 318, Section 21.2.5. Modify ACI 318, Sec-
tion 21.2.5, by renumbering as Section 21.2.5.1 and adding
new Section 21.2.5.2 to read as follows:

21.2.5 - Reinforcement in members resisting earth-
quake-induced forces.

21.2.5.1 - Except as permitted in 21 .2.5.2, reinforcement
resisting earthquake-induced flexural and axial forces in
frame members and in structural wall boundary ele-
ments 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, fy, strength

by more than 18,000 psi (124 MPa) [retests shall not
exceed this value by more than an additional 3,000 psi
(21 MPa)], and (b) the ratio of the actual tensile strength
to the actual yield strength is not less than 1.25.

For computing shear strength, the value of^, for trans-
verse reinforcement, including spiral reinforcement,
shall not exceed 60,000 psi (414 MPa).

21.2.5.2 - Prestressing steel shall be permitted in flex-
ural members of frames, provided the average prestress,
fpc, 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'\./6at locations of nonlinear action where prestressing
steel is used in members of frames.

1908.1.6 ACI 318, Section 21.2. Modify ACI 318, Section

21.2, by adding new Section 21.2.9 to read as follows:

21.2.9 - Anchorages for unbonded post-tensioning ten-
dons resisting earthquake induced forces in structures
assigned to Seismic Design Category C, D, E or F shall
withstand, without failure, 50 cycles of loading ranging
between 40 and 85 percent of the specified tensile
strength of the prestressing steel.

1908.1.7 ACI 318, Section 21.3. Modify ACI 318, Section

21.3, by adding new Section 21.3.2.5 to read as follows:

21.3.2.5 - Unless the special moment frame is qualified
for use through structural testing as required by 21.6.3,
for flexural members prestressing steel shall not provide
more than one-quarter of the strength for either positive
or negative moment at the critical section in a plastic
hinge location and shall be anchored at or beyond the
exterior face of a joint.

1908.1.8 ACI 318, Section 21.7. Modify ACI 318, Section
21.7, by adding 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
designed to satisfy the requirements in 21.7.10.2.

Exceptions:

1. Wall piers that satisfy 21.11.

2. Wall piers along a wall line within a story
where other shear wall segments provide lat-
eral support to the wall piers and such seg-
ments have a total stiffness of at least six times
the sum of the stiffness of all the wall piers.

21. 7.10.2- Transverse reinforcement with seismic hooks
at both ends shall be designed to resist the shear forces
determined from 21.4.5.1. Spacing of transverse rein-
forcement shall not exceed 6 inches (152 mm). Trans-
verse reinforcement shall be extended beyond the pier
clear height for at least 12 inches (305 mm).

21.7.10,3 - Wall segments with a horizontal
length-to-thickness ratio less than 2.5 shall be designed
as columns.

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1908.1.9 ACI 318, Section 21.8. Modify Section 21.8.1 to
read as follows:

21.8.1 - Special structural walls constructed using pre-
cast concrete shall satisfy all the requirements of 21 .7 for
cast-in-place special structural walls in addition to Sec-
tions 21.13.2 through 21.13.4.

1908.1.10 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
between 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.

1908.1.11 ACI 318, Section 21.11. Modify ACI 318, Sec-
tion 21.11.2.2 to read as follows:

21.11.2.2 - Members with factored gravity axial forces
exceeding (A/ '/lO) shall satisfy 21.4.3, 21.4.4.1(c),
21 .4.4.3 and 21 .4.5. The maximum longitudinal spacing
of ties shall be s^ for the full column height. Spacing, s^,
shall not exceed the smaller of six diameters of the small-
est longitudinal bar enclosed and 6 inches (152 mm). Lap
splices of longitudinal reinforcement in such members
need not satisfy 21.4.3.2 in structures where the seis-
mic-force-resisting system does not include special
moment frames.

1908.1.12 ACI 318, Section 21.12.5. Modify ACI 3 1 8, Sec-
tion 21.12.5, by adding new Section 21.12.5.6 to read as fol-
lows:

21.12.5.6 - Columns supporting reactions from discon-
tinuous stiff members, such as walls, shall be designed
for the special load combinations in Section 1605.4 of
the International Building Code and shall be provided
with transverse reinforcement at the spacing, s^,, as
defined in 21.12.5.2 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 21.4.4.5.

1908.1.13 ACI 318, Section 21.13. Modify ACI 318, Sec-
tion 21.13, by renumbering Section 21.13.3 to become
21.13.4 and adding new Sections 21.13.3, 21.13.5 and
21.13.6 to read as follows:

21.13.3 - Except for Type 2 mechanical splices, connec-
tion elements that are designed to yield shall be capable
of maintaining 80 percent of their design strength at the
deformation induced by the design displacement.

21.13.4 - Elements of the connection that are not
designed to yield shall develop at least 1.5 Sy.

21.13.5 - Wall piers not designed as part of a moment
frame shall have transverse reinforcement designed to
resist the shear forces determined from 21. 12.3. Spacing
of transverse reinforcement shall not exceed 8 inches
(203 mm). Transverse reinforcement shall be extended

beyond the pier clear height for at least 12 inches (305
mm).

Exceptions:

1. Wall piers that satisfy 21.11.

21.13.6 — Wall segments with a horizontal
length-to-thickness ratio less than 2.5 shall be designed
as columns.

1908.1.14 ACI 318, Section 22.6. Modify ACI 3 1 8, Section
22.6, by adding new Section 22.6.7 to read:

22.6.7 - Detailed plain concrete structural walls.

22.6.7.1 - Detailed plain concrete structural walls are
walls conforming to the requirements of ordinary struc-
tural plain concrete walls and 22.6. 7.2.

22.6. 7.2 - Reinforcement shall be provided as follows:

(a) 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 opening is permitted to sub-
stitute for one of the two No. 5 bars required by
22.6.6.5.

(b) Horizontal reinforcement at least 0.20 square
inch (129 mm^) in cross-sectional area shall be
provided:

1. Continuously at structurally connected roof
andfioor 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 speci-
fied in Item 3 above, shall be continuous in the wall.

1908.1.15 ACI 318, Section 22.10. Delete ACI 318, Sec-
tion 22.10, and replace with the following:

22.10- Plain concrete in structures assigned to Seismic
Design Category C, D, E or F.

22.10.1 - Structures assigned to Seismic Design Cate-
gory C, D, E or F shall not have elements of structural
plain concrete, except as follows:

(a) Structural plain concrete basement, foundation
or other walls below the base are permitted in
detached one- and two-family dwellings three
stories or less in height constructed with
stud-bearing walls. In dwellings assigned to

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Seismic Design Category D or E, the height of the
wall shall not exceed 8 feet (2438 mm), the thick-
ness shall not be less than ZVj inches (190 mm),
and the wall shall retain no more than 4 feet
(1219 mm) of unbalanced fill. Walls shall have
reinforcement in accordance with 22.6.6.5.

(b) Isolated footings of plain concrete supporting
pedestals or columns are permitted, provided the
projection of the footing beyond the face of the
supported member does not exceed the footing
thickness.

Exception: In detached one- and two-family
dwellings three stories or less in height, the pro-
jection of the footing beyond the face of the sup-
ported member is permitted to exceed the
footing thickness.

(c) Plain concrete footings supporting walls are
permitted, provided the footings have at least two
continuous longitudinal reinforcing 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
that exceed 8 inches (203 mm) in thickness, a
minimum of one bar shall be provided at the top
and bottom of the footing. Continuity of rein-
forcement shall be provided at comers and inter-
sections.

Exceptions:

1. In detached one- and two-family dwell-
ings three stories or less in height and
constructed with stud-bearing walls,
plain concrete footings without longitu-
dinal reinforcement supporting walls are
permitted.

2. For foundation systems consisting of a
plain concrete footing and a plain con-
crete stemwall, a minimum of one bar
shall be provided at the top of the
stemwall and at the bottom of the footing.

3. Where a slab on ground is cast
monolithically with the footing, one No. 5

. bar is permitted to be located at either the
top of the slab or bottom of the footing.

1908.1.16 ACI 318, Section D.3.3. Modify ACI 318, Sec-
tions D.3.3.2 through D.3.3.5, to read as follows:

D.3.3.2 - In structures assigned to Seismic Design Cate-
gory C, D, E or F, post-installed anchors for use under
D.2.3 shall have passed the Simulated Seismic Tests of
ACI 355.2.

D.3.3. 3 - In structures assigned to Seismic Design Cate-
gory C, D,EorF, the design strength of anchors shall be
taken as 0.75(pN„ and 0.15(pV„, where (p is given in D.4.4
or D.4.5, and A^„ and V„ are determined in accordance
withD.4.1.

D.3 .3 .4 - In structures assigned to Seismic Design Cate-
gory C, D, E or F, anchors shall be designed to be gov-

erned by tensile or shear strength of a ductile steel ele-
ment, unless D.3.3.5 is satisfied.

D.3.3.5 - Instead of D.3.3.4, the attachment that the
anchor is connecting to the structure shall be designed so
that the attachment will undergo ductile yielding at a load
level corresponding to anchor forces no greater than the
design strength of anchors specified in D.3. 3. 3, or the
minimum design strength of the anchors shall be at least
2.5 times the factored forces transmitted by the attach-
ment.

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, as modified in Section 1908. |

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
capable 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
1908.1.15 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.

1909.4 Design. Structural plain concrete walls, footings and
pedestals shall be designed for adequate strength in accordance
with ACI 318, Sections 22.4 through 22.8.

Exception: For Group R-3 occupancies and buildings of ■
other occupancies less than two stories in height of
light-frame construction, the required edge thickness of
ACI 318 is permitted to be reduced to 6 inches (152 mm),
provided that the footing does not extend more than 4 inches
(102 mm) on either side of the supported wall.

1909.5 Precast members. The design, fabrication, transporta-
tion and erection of precast, structural plain concrete elements
shall be in accordance with ACI 318, Section 22.9.

1909.6 Walls. In addition to the requirements of this section,
structural plain concrete walls shall comply with the applicable
requirements of ACI 318, Chapter 22.

1909.6.1 Basement walls. The thickness of exterior base-
ment walls and foundation walls shall be not less than VVj
inches (191 mm). Structural plain concrete exterior base-

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ment walls shall be exempt from the requirements for spe-
cial exposure conditions of Section 1904.2.2.

1909.6.2 Other walls. 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 5 V2 inches (140 mm).

1909.6.3 Openings in 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.

SECTION 1910
MINIMUM SLAB PROVISIONS

1910.1 General. The thickness of concrete floor slabs sup-
ported directly on the ground shall not be less than 3 V2 inches
(89 mm). A 6-mil (0.006 inch; 0.15 mm) polyethylene vapor
retarder 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.

Exception: A vapor retarder is not required:

1 . For detached structures accessory to occupancies in
Group R-3, such as garages, utility buildings or other
unheated facilities.

2. For unheated storage rooms having an area of less
than 70 square feet (6.5 m^) and carports attached to
occupancies in Group R-3.

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 1911
ANCHORAGE TO CONCRETE-
ALLOWABLE STRESS DESIGN

1911.1 Scope. The provisions of this section shall govern the
allowable stress design of headed bolts and headed stud
anchors cast in normal-weight concrete for purposes of trans-
mitting 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 earth-
quake loads or effects. The bearing area of headed anchors
shall be not less than one and one-half times the shank area.
Where strength design is used, or where load combinations
include earthquake loads or effects, the design strength of
anchors shall be determined in accordance with Section 1912.
Bolts shall conform to ASTM A 307 or an approved equivalent.

1911.2 Allowable service load. The allowable service load for
headed anchors in shear or tension shall be as indicated in Table

191 1 .2. Where anchors are subject to combined shear and ten-
sion, the following relationship shall be satisfied:

(pjp,r+(vjv,)''^<i

where:

(Equation 19-1)

Ps = Applied tension service load, pounds (N).

Pt = Allowable tension service load from Table 1911.2,
pounds (N).

Vs = Applied shear service load, pounds (N).

Vt = Allowable shear service load from Table 1911.2,
pounds (N).

1911.3 Required edge distance and spacing. The allowable
service loads in tension and shear specified in Table 191 1.2 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.

1911.4 Increase in allowable load. Increase of the values in
Table 191 1.2 by one-third is permitted where the provisions of
Section 1605.3.2 permit an increase in allowable stress for
wind loading.

1911.5 Increase for special inspection. Where special inspec-
tion is provided for the installation of anchors, a 100-percent
increase in the allowable tension values of Table 19 1 1 .2 is per-
mitted. No increase in shear value is permitted.

SECTION 1912
ANCHORAGE TO CONCRETE-
STRENGTH DESIGN

1912.1 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 as modified by Section
1908. 1 .16, provided they are within the scope of Appendix D.

Exception: Where the basic concrete breakout strength in
tension of a single anchor, N^, is determined in accordance
with Equation (D-7), the concrete breakout strength
requirements of Section D.4.2.2 shall be considered satis-
fied 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.

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SECTION 1913
SHOTCRETE

1913.1 General. 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.

1913.2 Proportions and materials. Shotcrete proportions
shall be selected that allow suitable placement procedures
using the delivery equipment selected and shall result in fin-
ished in-place hardened shotcrete meeting the strength require-
ments of this code.

1913.3 Aggregate. Coarse aggregate, if used, shall not exceed
% inch (19.1 mm).

1913.4 Reinforcement. Reinforcement used in shotcrete con-
struction shall comply with the provisions of Sections 1913.4.1
through 1913.4.4.

1913.4.1 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.

1913.4.2 Clearance. When No. 5 or smaller bars are used,
there shall be a minimum clearance between parallel rein-
forcement bars of 2V2 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
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
encasement of the bars used in the design will be
achieved.

1913.4.3 Splices. Lap splices of reinforcing bars shall uti-
lize the noncontact lap splice method with a minimum clear-
ance of 2 inches (5 1 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 splice is oriented so that a plane through the center of the
spliced bars is perpendicular to the surface of the shotcrete.

1913.4.4 Spirally tied columns. Shotcrete shall not be
applied to spirally tied columns.

1913.5 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.

1913.6 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.
Rebound shall not be used as aggregate.

1913.7 Joints. Except where permitted herein, unfinished
work shall not be allowed to stand for more than 30 minutes
unless 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 permitted. Before placing additional material adjacent to

TABLE 1911.2
ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (pounds)

BOLT

DIAMETER

(inches)

MINIMUM

EMBEDMENT

(inches)

EDGE

DISTANCE

(inches)

SPACING
(inches)

MINIMUM CONCRETE STRENGTH (psi)

f'c =

2,500

f ,. = 3,000

f'c =

4,000

Tension

Shear

Tension

Shear

Tension

Shear

IV,

200

500

200

500

200

500

2V4

4V2

500

1,100

500

1,100

500

1,100

4
4

3
5

950
1,450

1,250
1,600

950
1,500

1,250
1,650

950
1,550

1,250
1,750

3%
6V,

1\
1%

1,500

2,125

2,750
2,950

1,500
2,200

2,750
3,000

1,500
2,400

2,750
3,050

4V2
1\

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

5V4

IOV2

2,550

3,700

2,550

4,050

2,550

4,050

3,050

4,125

3,250

4,500

3,650

5,300

iVs

131/2

3,400

4,750

3,400

4,750

3,400

4,750

IV4

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.

2006 INTERNATIONAL BUILDING CODE®

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previously applied work, sloping and square edges shall be
cleaned and wetted.

1913.8 Damage. In-place shotcrete that exhibits sags, sloughs,
segregation, honeycombing, sand pockets or other obvious
defects shall be removed and replaced. Shotcrete above sags
and sloughs shall be removed and replaced while still plastic.

1913.9 Curing. During the curing periods specified herein,
shotcrete shall be maintained above 40°F (4°C) and in moist
condition.

1913.9.1 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.

1913.9.2 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.

1913.9.3 Natural curing. Natural curing shall not be used
in lieu of that specified in this section unless the relative
humidity remains at or above 85 percent, and is authorized
by the registered design professional and approved by the
building official.

1913.10 Strength 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 ^/g 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 ^/g inch (9.5 mm)
or smaller, specimens shall consist of not less than
2-inch-diameter (51 mm) cores or 2-inch (51 mm) cubes.

1913.10.1 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.

1913.10.2 Panel criteria. When the maximum-size aggre-
gate is larger than Vg inch (9.5 mm), the test panels shall
have minimum dimensions of 18 inches by 18 inches (457
mm by 457 mm). When the maximum size aggregate is Vg
inch (9.5 mm) or smaller, the test panels shall have mini-
mum dimensions 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.

1913.10.3 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/V To check accuracy, locations represented by erratic
core or cube strengths shall be retested.

SECTION 1914
REINFORCED GYPSUM CONCRETE

1914.1 General. Reinforced gypsum concrete shall comply
with the requirements of ASTM C 317 and ASTM C 956.

1914.2 Minimum thickness. The minimum thickness of rein-
forced gypsum concrete shall be 2 inches (51 mm) except the
minimum required thickness shall be reduced to 1 V2 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 live load does not exceed 40 pounds per
square foot (psf) (1915 Pa).

SECTION 1915
CONCRETE-FILLED PIPE COLUMNS

1915.1 General. 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.

1915.2 Design. The safe supporting capacity of concrete-filled
pipe columns shall be computed in accordance with the
approved rules or as determined by a test.

1915.3 Connections. 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.

1915.4 Reinforcement. 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
embedded in the concrete core with sufficient clearance to
ensure the composite action of the section, but not nearer than 1
inch (25 nun) to the exterior steel shell. Structural shapes used
as reinforcement shall be milled to ensure bearing on cap and
base plates.

1915.5 Fire-resistance-rating protection. Pipe columns shall
be of such size or so protected as to develop the required
fire-resistance 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
mm).

1915.6 Approvals. Details of column connections and splices
shall be shop fabricated by approved methods and shall be
approved only after tests in accordance with the approved

382

2006 INTERNATIONAL BUILDING CODE®

CONCRETE

rules. Shop-fabricated concrete-filled pipe columns shall be
inspected by the building official or by an approved representa-
tive of the manufacturer at the plant.

2006 INTERNATIONAL BUILDING CODE® 383

384 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 20

ALUMINUM

SECTION 2001
GENERAL

2001.1 Scope. This chapter shall govern the quality, design,
fabrication and erection of aluminum.

SECTION 2002
MATERIALS

2002.1 GeneraL Aluminum used for structural purposes in
buildings and structures shall comply with AA ASM 35 and
AA ADM 1 . The nominal loads shall be the minimum design
loads required by Chapter 16.

2006 INTERNATIONAL BUILDING CODE® 385

386 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 21

MASONRY

SECTION 2101
GENERAL

2101.1 Scope. This chapter shall govern the materials, design,
construction and quality of masonry.

2101.2 Design methods. Masonry shall comply with the pro-
visions of one of the following design methods in this chapter
as well as the requirements of Sections 2101 through 2104.
Masonry designed by the allowable stress design provisions of
Section 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 Allowable stress design. Masonry designed by
the allowable stress design method shall comply with the
provisions of Sections 2106 and 2107.

2101.2.2 Strength design. Masonry designed by the
strength design method shall comply with the provisions of
Sections 2106 and 2108, except that autoclaved aerated
concrete (AAC) masonry shall comply with the provisions
of Section 2106 and Chapter 1 and Appendix A of ACI
530/ASCE 5/TMS 402. AAC masonry shall not be used in
the seismic-force-resisting system of structures classified as
Seismic Design Category B, C, D, E or F.

2101.2.3 Prestressed masonry. 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.

2101.2.4 Empirical design. Masonry designed by the
empirical 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 unit masonry. Glass unit masonry shall
comply with the provisions of Section 21 10 or Chapter 7 of
ACI 530/ASCE 5/ TMS 402.

2101.2.6 Masonry veneer. Masonry veneer shall comply
with the provisions of Chapter 14 or Chapter 6 of ACI
530/ASCE 5/TMS 402.

2101.3 Construction documents. 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 reinforce-
ment, anchors and wall ties.

Reinforcing bars to be welded and welding procedure.

Size and location of structural elements.

Provisions for dimensional changes resulting from elas-
tic deformation, creep, shrinkage, temperature and mois-
ture.

2101.3.1 Fireplace drawings. 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.

SECTION 2102
DEFINITIONS AND NOTATIONS

2102.1 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.

AAC MASONRY. Masonry made of autoclaved aerated con-
crete (AAC) units, manufactured without internal reinforce-
ment and bonded together using thin- or thick-bed mortar.

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.

Adobe, stabilized. Unfired clay masonry units to which
admixtures, such as emulsified asphalt, are added during the
manufacturing process to limit the units' water absorption
so as to increase their durability.

Adobe, unstabilized. Unfired clay masonry units that do
not meet the definition of "Adobe, stabilized."

ANCHOR. 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.

AREA.

Bedded. The area of the surface of a masonry unit that is in
contact with mortar in the plane of the joint.

Gross cross-sectional. The area delineated by the
out-to-out specified dimensions of masonry in the plane
under consideration.

Net cross-sectional. The area of masonry units, grout and
mortar crossed by the plane under consideration based on
out-to-out specified dimensions.

AUTOCLAVED AERATED CONCRETE (AAC).

Low-density cementitious product of calcium silicate hydrates,
whose material specifications are defined in ASTM C 1386.

BED JOINT. The horizontal layer of mortar on which a
masonry unit is laid.

BOND BEAM. A horizontal grouted element within masonry
in which reinforcement is embedded.

2006 INTERNATIONAL BUILDING CODE

.®

387

MASONRY

BOND REINFORCING. The adhesion between steel rein-
forcement and mortar or grout.

BRICK.

Calcium silicate (sand lime brick). A masonry unit made
of sand and Ume.

Clay or shale. 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.

Concrete. A masonry unit having the approximate shape of
a rectangular prism and composed of inert aggregate parti-
cles embedded in a hardened cementitious matrix.

BUTTRESS. A projecting part of a masonry wall built inte-
grally therewith to provide lateral stability.

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 V2 square inches (967 mm^).

CHIMNEY. A primarily vertical enclosure containing one or
more passageways for conveying flue gases to the outside
atmosphere.

CHIMNEY TYPES.

High-heat appliance type. An approved chimney for
removing 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
removing the products of combustion from fuel-burning,
low-heat appliances producing combustion gases not in
excess of 1,000°F (538°C) under normal operating condi-
tions, but capable of producing combustion gases of
1,400°F (760°C) during intermittent forces firing for peri-
ods up to 1 hour. Temperatures shall be measured at the
appliance flue outlet.

Masonry type. A field-constructed chimney of solid
masonry units or stones.

Medium-heat appliance type. An approved chimney for
reinoving 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 21 13.1 1.2).

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 arid 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. The 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 con-
junction with a chimney.

FIREPLACE THROAT. The opening between the top of the
firebox and the smoke chamber.

FOUNDATION PIER. An isolated vertical foundation mem-
ber whose horizontal dimension measured at right angles to its
thickness does not exceed three times its thickness and whose
height is equal to or less than four times its thickness.

GLASS UNIT MASONRY. Masonry composed of glass units
bonded by mortar.

GROUTED MASONRY.

Grouted hollow-unit masonry. That form of grouted
masonry construction in which certain designated cells of
hollow units are continuously filled with grout.

Grouted multiwythe masonry. That form of grouted
masoru7 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.

388

2006 INTERNATIONAL BUILDING CODE®

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 methods 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.

I Glass unit masonry. 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.

Random ashlar. 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.

Reinforced masonry. Masonry construction in which rein-
forcement acting in conjunction with the masonry is used to
resist forces.

Solid masonry. Masonry consisting of solid masonry units
laid contiguously with the joints between the units filled
with mortar.

Unreinforced (plain) masonry. Masonry in which the ten-
sile resistance of masonry is taken into consideration and
the resistance of the reinforcing steel, if present, is
neglected.

MASONRY UNIT. Brick, tile, stone, glass block or concrete
block conforming to the requirements specified in Section
2103.

Clay. A building unit larger in size than a brick, composed
of burned clay, shale, fired clay or mixtures thereof.

Concrete. 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.

Hollow. 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.

Solid. A masonry unit whose net cross-sectional area in
every 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 TEMPERATURE. The average daily tem-
perature of temperature extremes predicted by a local weather
bureau for the next 24 hours.

MORTAR. A plastic mixture of approved cementitious mate-
rials, fine aggregates and water used to bond masonry or other
structural units.

MORTAR, 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 HINGE. The zone in a structural member in which
the yield moment is anticipated to be exceeded under loading
combinations that include earthquakes.

PRESTRESSED MASONRY. Masonry in which internal
stresses have been introduced to counteract potential tensile
stresses in masonry resulting from applied loads.

PRISM. 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.

Coursed rubble. Masonry composed of roughly shaped
stories fitting approximately on level beds and well bonded.

Random rubble. Masonry composed of roughly shaped
stones laid without regularity of coursing but well bonded
and fitted together to form well-divided joints.

Rough or ordinary rubble. Masonry composed of
unsquared field stones laid without regularity of coursing
but well bonded.

RUNNING BOND. The placement of masonry units such that
head joints in successive courses are horizontally offset at least
one-quarter the unit length.

SHEAR WALL.

Detailed plain masonry 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 masonry shear wall. A pre-
stressed masonry shear wall designed to resist lateral forces
considering stresses in reinforcement, and designed in
accordance with Section 2 106. 1 . 1 .2.

Intermediate reinforced 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.

Ordinary plain masonry shear wall. A masonry shear
wall designed to resist lateral forces neglecting stresses in
reinforcement, and designed in accordance with Section
2106.1.1.

Ordinary plain prestressed masonry shear wall. A pre-
stressed masonry shear wall designed to resist lateral forces
considering stresses in reinforcement, and designed in
accordance with Section 2106.1.1.1.

Ordinary reinforced 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.

Special prestressed masonry shear wall. A prestressed
masonry shear wall designed to resist lateral forces consid-
ering stresses in reinforcement and designed in accordance

2006 INTERNATIONAL BUILDING CODE®

389

MASONRY

with Section 2106.1.1.3 except that only grouted, laterally
restrained tendons are used.

Special reinforced 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 construction documents.

SPECIFIED COMPRESSIVE STRENGTH OF
MASONRY,/ '„. Minimum compressive strength, expressed
as force per unit of net cross-sectional area, required of the
masonry used in construction by the construction documents,
and upon which the project design is based. Whenever the
quantity /'„ is under the radical sign, the square root of numeri-
cal 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
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.

I THIN-BED MORTAR. Mortar for use in construction of
AAC unit masonry with joints 0.06 inch (1.5 mm) or less.

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
ceramic materials, called the body of the tile, having either a
"glazed" or "unglazed" face and fired above red heat in the
course of manufacture to a temperature sufficiently high
enough to produce specific physical properties and 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 walls. A wall built of con-
crete maso^ry 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
masonry 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).

dh = Diameter of reinforcement, inches (mm).

Fy = Allowable tensile or compressive stress in reinforce- |
ment, psi (MPa). |

/ = Modulus of rupture, psi (MPa).

fy = Specified yield stress of the reinforcement or the
anchor bolt, psi (MPa).

/aac = Specified compressive strength of AAC masonry, the |
minimum compressive strength for a class of AAC I
masonry as specified in ASTM C 1386, psi (MPa). |

f„ = Specified compressive strength of masonry at age of 28
days, psi (MPa).

f^i = Specified compressive strength of masonry at the time I
of prestress transfer, psi (MPa). |

K = The lesser of the masonry cover, clear spacing between
adjacent reinforcement, or five times d,,, inches (mm).

L, = Distance between supports, inches (mm).

L^ = Length of wall, inches (mm).

I J = Required development length or lap length of rein- |
forcement, inches (mm).

Ijg = Embedment length of reinforcement, inches (mm).

P^ = Weight of wall tributary to section under consideration,
pounds (N).

390

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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„^.

p„^ = Maximum reinforcement ratio.

(|) = Strength reduction factpr.

SECTION 2103
MASONRY 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 silicate 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
ceramic-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 clay or shale); ASTM C 652 for hollow brick (hollow

I masonry units made from clay or shale); and ASTM C 1405 for
glazed brick (single-fired solid brick units).

Exception: 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 119 and shall comply with the requirements
of Table 602.

12103.3 AAC masonry. AAC masonry units shall conform to
ASTM C 1386 for the strength class specified.

2103.4 Stone masonry units. 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.

2103.5 Ceramic tile. Ceramic tile shall be as defined in, and
shall conform to the requirements of, ANSI A137.1.

2103.6 Glass unit masonry. Hollow glass units shall be par-
tially evacuated and have a minimum average glass face thick-
ness of Vi6 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.

2103.7 Second-hand units. 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.

2103.8 Mortar. Mortar for use in masonry construction shall
conform to ASTM C 270 and shall conform to the proportion
specifications of Table 2103.8(1) or the property specifications
of Table 2103.8(2). Type S or N mortar shall be used for glass
unit masonry. The amount of water used in mortar 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.

2103.9 Surface-bonding mortar. Surface-bonding mortar
shall comply with ASTM C 887. Surface bonding of concrete
masonry units shall comply with ASTM C 946.

2103.10 Mortars for ceramic wall and floor tile. Portland
cement mortars for installing ceramic wall and floor tile shall
comply with ANSI A108.1A and ANSI A108.1B and be of the
compositions indicated in Table 2103.10.

TABLE 2103.10
CERAMIC TILE MORTAR COMPOSITIONS

LOCATION

MORTAR

COMPOSITION

, Walls

Scratchcoat

1 cement; V5 hydrated lime;
4 dry or 5 damp sand

Setting bed and
leveling coat

1 cement; V2 hydrated Ume;

5 damp sand to 1 cement
1 hydrated lime, 7 damp sand

Roots

Setting bed

1 cement; Vjq hydrated Ume;

5 dry or 6 damp sand; or 1

cement; 5 dry or 6 damp sand

Ceilings

Scratchcoat and
sand bed

1 cement; V2 hydrated lime;
2V2 dry sand or 3 damp sand

2103.10.1 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 A118.1. The shear bond
strength for tile set in such mortar shall be as required in
accordance with ANSI All 8.1. Tile set in dry-set portland
cement mortar shall be installed in accordance with ANSI
A108.5.

2103.10.2 Latex-modified portland cement mortar.

Latex-modified portland cement thin-set mortars in which
latex is added to dry-set mortar as a replacement for all or
part of the gauging water that are used for the installation of
ceramic tile shall comply with ANSI A118.4. Tile set in
latex-modified portland cement shall be installed in accor-
dance with ANSI A108.5.

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TABLE 2103.8(1)
MORTAR PROPORTIONS

MORTAR

TYPE

PROPORTIONS BY VOLUME (cementitious materials)

AGGREGATE

MEASURED IN A DAMP,

LOOSE CONDITION

Portland cement^

or blended

cement''

Masonry cement*^

Mortar cement**

HYDRATED LIME^
OR LIME PU 1 1 Y

Cement-lime

M
S

N
O

1
1
1
1

—

over V4 to V2
over V2 to IV4
overlV4to2V7

Not less than 2V4 and
not more than 3 times

the sum of the separate
volumes of

cementitious materials

Mortar
cement

M
S
S
N
O

—

1
1

—

Masonry
cement

M
M
S
S

N
O

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 Ume conforming to the requirements of ASTM C 207.

TABLE 2103.8(2)
MORTAR PROPERTIES'

MORTAR

TYPE

AVERAGE COMPRESSIVE"

STRENGTH AT 28 DAYS

minimum (psi)

WATER RETENTION
minimum (%)

AIR CONTENT
maximum (%)

Cement-lime

M
S
N

2,500
1,800
750
350

75
75
75
75

12
12
14c

14c

Mortar cement

S
N

2,500
1,800
750
350

75
75
75
75

12
14c

14c

Masomy cement

S
N

2,500
1,800
750
350

75
75
75
75

18
18
20''
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 2V4 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 mortai; 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 etceed 12 percent.

d. When structural reinforcement is incorporated in masonry cement mortai; the maximum air content shall not exceed 18 percent.

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2103.10.3 Epoxy mortar. Ceramic tile set and grouted with
chemical-resistant epoxy shall comply with ANSI All 8.3.
Tile set and grouted with epoxy shall be installed in accor-
dance with ANSI A108.6.

2103.10.4 Furan mortar and grout. Chemical-resistant
furan mortar and grout that are used to install ceramic tile
shall comply with ANSI A 11 8. 5. Tile set and grouted with
furan shall be installed in accordance with ANSI A 108. 8.

2103.10.5 Modified epoxy-emulsion mortar and grout.

Modified epoxy-emulsion mortar and grout that are used to
install ceramic tile shall comply with ANSI A 11 8. 8. Tile set
and grouted with modified epoxy-emulsion mortar and
grout shall be installed in accordance with ANSI A108.9.

2103.10.6 Organic adhesives. Water-resistant organic
adhesives used for the installation of ceramic tile shall com-
ply with ANSI A 136.1. The shear bond strength after water
immersion shall not be less than 40 psi (275 kPa) for Type I
adhesive and not less than 20 psi (138 kPa) for Type II adhe-
sive when tested in accordance with ANSI A136.1. Tile set
in organic adhesives shall be installed in accordance with
ANSI A108.4.

2103.10.7 Portland cement grouts. Portland cement
grouts used for the installation of ceramic tile shall comply
with ANSI All 8.6. Portland cement grouts for tile work
shall be installed in accordance with ANSI A108.10.

2103.11 Mortar for AAC masonry. Thin-bed mortar for AAC
masonry shall comply with Section 2103. 1 1 . 1 . Mortar for lev-
eling courses of AAC masonry shall comply with Section
2103.11.2.

2103.11.1 Thin-bed mortar for AAC masonry. Thin-bed
mortar for AAC masonry shall be specifically manufactured
for use with AAC masonry. Testing to verify mortar proper-
ties shall be conducted by the thin-bed mortar manufacturer
and confirmed by an independent testing agency:

1. The compressive strength of thin-bed mortar, as
determined by ASTM C 109, shall meet or exceed the
strength of the AAC masonry units.

2. The shear strength of thin-bed mortar shall meet or
exceed the shear strength of the AAC masoiu-y units
for wall assemblages tested in accordance with
ASTM E 519.

3. The flexural tensile strength of thin-bed mortar shall
not be less than the modulus of rupture of the masonry
units. Flexural strength shall be determined by testing
in accordance with ASTM E 72 (transverse load test),
ASTM E 518 Method A (flexural bond strength test)
or ASTM C 1072 (flexural bond strength test).

3.1. For conducting flexural strength tests in ac-
cordance with ASTM E 518, at least five test
specimens shall be constructed as
stack-bonded prisms at least 32 inches (810
mm) high. The type of mortar specified by the
AAC unit manufacturer shall be used.

3.2. For flexural strength tests in accordance with
ASTM C 1072, test specimens shall be con-
structed as stack-bonded prisms comprised

with at least three bed joints. A total of at least
five joints shall be tested using the type of
mortar specified by the AAC unit manufac-
turer.

4. The splitting tensile strength of AAC masonry assem-
blages composed of two AAC masonry units bonded
with one thin-bed mortar joint shall be determined in
accordance with ASTM C 1006 and shall equal or
exceed 2A^[f^.

2103.11.2 Mortar for leveling courses of AAC masonry.

Mortar used for the leveling courses of AAC masonry shall
conform to Section 2103.8 and shall be Type M or S.

2103.12 Grout. Grout shall conform to Table 2103.12 or to
ASTM C 476. When grout conforms to ASTM C 476, the grout
shall be specified by proportion requirements or property
requirements.

TABLE 2103.12

GROUT PROPORTIONS BY VOLUME FOR

MASONRY CONSTRUCTION

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

0-Vio

2V4-3 times the

sum of the

volumes of the

cementitious

materials

—

Coarse
grout

0-Vio

2V4-3 times the

sum of the

volumes of the

cementitious

materials

1-2 times the

sum of the

volumes of the

cementitious

materials

2103.13 Metal reinforcement and accessories. Metal rein-
forcement and accessories shall conform to Sections 2103. 13. 1
through 2103.13.8.

2103.13.1 Deformed reinforcing bars. Deformed rein-
forcing bars shall conform to one of the following stan-
dards: 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
epoxy-coated reinforcing steel bars; and ASTM A 996 for
rail and axle steel-deformed bars for concrete reinforce-
ment.

2103.13.2 Joint reinforcement. Joint reinforcement shall
comply with ASTM A 951. The maximum spacing of
crosswires in ladder-type joint reinforcement and point of
connection of cross wires to longitudinal wkes of truss-type
reinforcement shall be 16 inches (400 mm).

2103.13.3 Deformed reinforcing wire. Deformed rein-
forcing wire shall conform to ASTM A 496.

2103.13.4 Wire fabric. Wire fabric shall conform to ASTM
A 185 for plain steel- welded wire fabric for concrete rein-
forcement or ASTM A 497 for welded deformed steel wire |
fabric for concrete reinforcement.

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393

MASONRY

2103.13.5 Anchors, ties and 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 240 for chromium and chromium-nickle stainless steel
plate, sheet and strip; ASTM A 307 Grade A for anchor
bolts; ASTM A 480 for flat rolled stainless and heat-resist-
ing steel plate, sheet and strip; and ASTM A 1008 for
cold-rolled carbon steel sheet.

2103.13.6 Prestressing tendons. Prestressing tendons
shall conform to one of the following standards:

1. Wire ASTMA421

2. Low-relaxation wire ASTM A 421

3. Strand ASTMA416

4. Low-relaxation strand ASTM A 416

5. Bar ASTMA722

Exceptions:

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/engineer.

2. Bars and wires of less than 150 kips per square
inch (ksi) (1034 MPa) tensile strength and con-
forming to ASTM A 82, ASTM A 510, ASTM
A 615, ASTM A 996 or ASTM A 706 are per-
mitted to be used as prestressed tendons, pro-
vided that:

2.1. The stress relaxation properties have
been assessed by tests according to
ASTM E 328 for the maximum permis-
sible stress in the tendon.

2.2. Other nonstress-related requirements of
ACI 530/ASCE 5/TMS 402, Chapter 4,
addressing prestressing tendons are
met.

2103.13.7 Corrosion protection. Corrosion protection for
prestressing tendons shall comply with the requirements of
ACI 530. 1/ASCE 6/TMS 602, Article 2.4G. Corrosion pro-
tection for prestressing anchorages, couplers and end
blocks shall comply with the requirements of ACI
530. 1/ASCE 6/TMS 602, Article 2.4H. Corrosion 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 2103.13.7.2 or 2103.13.7.3. 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 2103.13.7.1, 2103.13.7.2
or 2103.13.7.3.

2103.13.7.1 Mill galvanized. Mill galvanized coatings
shall be applied as follows:

1. For joint reinforcement, wall ties, anchors and
inserts, a minimum coating of 0. 1 ounce per square
foot (31g/m2) complying with the requirements of
ASTM A 64 1 shall be apphed.

2. For sheet metal ties and sheet metal anchors, a
minimum coating complying with Coating Desig-
nation G-60 according to the requirements of
ASTM A 653 shall be apphed.

3. For anchor bolts, steel plates or bars not exposed to
the earth, weather or a mean relative humidity
exceeding 75 percent, a coating is not required.

2103.13.7.2 Hot-dipped galvanized. Hot-dipped galva-
nized coatings shall be applied after fabrication as fol-
lows:

1. For joint reinforcement, wall ties, anchors and
inserts, a minimum coating of 1.5 ounces per
square foot (458 g/m^) complying with the require-
ments of ASTM A 153, Class B shall be applied.

2. For sheet metal ties and anchors, the requirements
of ASTM A 153, Class B shall be met.

3 . For steel plates and bars, the requirements of either
ASTM A 123 or ASTM A 153, Class B shall be
met.

2103.13.7.3 Epoxy coatings. Carbon steel accessories
shall be epoxy coated as follows:

1. For joint reinforcement, the requirements of
ASTM A 884, Class A, Type 1 having a minimum
thickness of 7 mils (175 jum) shall be met.

2. For wire ties and anchors, the requirements of
ASTM A 899, Class C having a minimum thick-
ness of 20 mils (508 jum) shall be met.

3 . For sheet metal ties and anchors, a minimum thick-
ness of 20 mils (508 //m) per surface shall be pro-
vided or a minimum thickness in accordance with
the manufacturer's specification shall be pro-
vided.

2103.13.8 Tests. Where unidentified reinforcement is
approved for use, not less than three tension and three bend-
ing tests shall be made on representative specimens of the
reinforcement from each shipment and grade of reinforcing
steel proposed for use in the work.

SECTION 2104
I 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.

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2104.1.2 Placing mortar and units. Placement of mortar
and clay and concrete units shall comply with Sections
2104.1.2.1, 2104.1.2.2, 2104.1.2.3 and 2104.1.2.5. Place-
ment of mortar and glass unit masonry shall comply with
Sections 2104.1.2.4 and 2104.1.2.5. Placement of thin-bed
mortar and AAC masonry shall comply with Section
2104.1.2.6.

2104.1.2.1 Bed and head joints. Unless otherwise
required or indicated on the construction documents,
head and bed joints shall be Vg 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 ^1^ 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
indicated 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 fur-
rowed 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 Vig inch (1.6 mm) and plus Vg
inch (3.2 mm). The head joint thickness tolerance shall
be plus or minus Vg inch (3.2 mm).

2104.1.2.5 Placement in mortar. 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 posi-
tioning shall be removed and relaid in fresh mortari

2104.1.2.6 Thin-bed mortar and AAC masonry units.

AAC masonry construction shall begin with a leveliiig
course of masonry meeting the requirements of Section
2104.1.2. Subsequent courses of AAC masonry units
shall be laid with thin-bed mortar using a special notched
trowel manufactured for use with thin-bed mortar to
spread the mortar so that it completely fills the bed joints.

Unless otherwise specified, the head joints shall be
similarly filled. Joints in AAC masonry shall be approxi-
mately V16 inch (1.5 mm) and shall be formed by striking
on the ends and tops of AAC masonry units with a rubber
mallet. Minor adjustments in unit position shall be made
while the mortar is still soft and plastic by tapping it into
the proper position. Minor sanding of the exposed faces
of AAC masonry shall be permitted to provide a smooth
and plumb surface.

2104.1.2.7 Grouted masonry. Between grout pours, a
horizontal construction joint shall be formed by stopping
all wythes at the same elevation and with the grout stop-
ping a minimum of 1 V2 inches (38 mm) below a mortar
joint, except at the top of the wall. Where bond beams
occur, the grout pour shall be stopped a minimum of V2
inch (12.7 mm) below the top of the masonry.

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 V2 inch
(12.7 mm). Wire wall ties shall be embedded at least IV2
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 lintels.

2104.1.5 Lintels. The design for Untels 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 sup-
ported 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
masonry 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. Except for corbels designed per
Section 2107 or 2108, the following shall apply:

1. Corbels shall be constructed of solid masonry units.

2. The maximum corbeled projection beyond the face of
the wall shall not exceed:

2.1. One-half of the wall thickness for multiwythe
walls bonded by mortar or grout and wall ties or
masonry headers or

2.2. One-half the wythe thickness for single wythe
walls, masonry bonded hollow walls,
multiwythe walls with open collar joints and
veneer walls.

3. The maximum projection of one unit shall not exceed:

3.1. One-half the nominal unit height of the unit or

2006 INTERNATIONAL BUILDING CODE®

395

MASONRY

3.2. One-third the nominal thickness of the unit or
wythe.

4. The back surface of the corbelled section shall remain
within 1 inch (25 mm) of plane.

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
anchored in an approved manner.

2104.3 Cold weather construction. The cold weather con-
struction provisions of ACT 530.1/ASCE 6/TMS 602, Article
1.8 C, or the following procedures shall be implemented when
either the ambient temperature falls below 40°F (4°C) or the
temperature of masonry units is below 40°F (4°C).

2104.3.1 Preparation.

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
receive new construction. These surfaces shall be
heated to above freezing, using methods that do not
result in damage.

2104.3.2 Construction. The following requirements shall
apply to work in progress and shall be based on ambient
temperature.

2104.3.2.1 Construction requirements for temperatures
between 40°F (4°C) and 32°F (0°C). The following con-
struction requirements shall be met when the ambient tem-
perature 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 140°F (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.

2104.3.2.2 Construction requirements for tempera-
tures between 32°F (0°C) and 25°F (-4°C). The
requirements 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 be maintained above 70°F
(21°C) at the time of grout placement.

3. Heat AAC masonry units to a minimum tempera-
ture of 40°F (4°C) before instalHng thin-bed mor-
tar.

2104.3.2.3 Construction requirements for tempera-
tures between 25°F (-4°C) and 20°F (-7°C). The
requirements 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
minimum of 40°F(4°C).

2104.3.2.4 Construction requirements for tempera-
tures below 20°F (-7°C). The requirements of Sections
2104.3.2.1, 2104.3.2.2 and2104.3.2.3 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).

2104.3.3 Pi'otection. The requirements of this section and
Sections 2104.3.3.1 through 2104.3.3.5 apply after the
masonry is placed and shall be based on anticipated mini-
mum daily temperature for grouted masonry and antici-
pated mean daily temperature for ungrouted masonry.

2104.3.3.1 Glass unit masonry. The temperature of
glass unit masonry shall be maintained above 40°F (4°C)
for 48 hours after construction.

2104.3.3.2 AAC masonry. The temperature of AAC
masonry shall be maintained above 32°F (0°C) for the
first 4 hours after thin-bed mortar application.

2104.3.3.3 Protection requirements for temperatures
between 40°F (4°C) and 25°F (-4°C). When the temper-
ature is between 40°F (4°C) and 25°F (-4°C), newly con-
structed masonry shall be covered with a weather-resistive
membrane for 24 hours after being completed.

2104.3.3.4 Protection requirements for temperatures
between 25°F (-4°C) and 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.

2104.3.3.5 Protection requirements for temperatures
below 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

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for grouted masonry, unless the only cement in the grout
is Type III portland cement.

2104.4 Hot weather construction. 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 Preparation. 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 (3.5 m/s):

1. Necessary conditions and equipment shall be pro-
vided to produce mortar having a temperature
below 120°F (49°C).

2. Sand piles shall be maintained in a damp, loose
condition.

2104.4.1.2 Special conditions. When the ambient tem-
perature exceeds 115°F (46°C), or 105°F (40°C) with a
wind velocity greater than 8 mph (3.5 m/s), the require-
ments of Section 2104.4.1.1 shall be implemented, and
materials and mixing equipment shall be shaded from
direct sunlight.

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 (3.5 m/s):

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.

5. Thin-bed mortar shall be spread no more than 4
feet (1219 mm) ahead of A AC masonry units.

6. AAC masonry units shall be placed within one
minute after spreading thin-bed mortar.

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 (3.5
m/s), the requirements 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
exceeds 100°F (38°C) or exceeds 90°F (32°C) with a wind
velocity greater than 8 mph (3.5 m/s), 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
absorption 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
inspection and testing requirements of Chapter 17.

2105.2 Acceptance relative to strength requirements.

2105.2.1 Compliance with / '„ and / '^c* 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 off'^ for clay and
concrete masonry and/'^c for AAC masonry. For partially
grouted clay and concrete masonry, the compressive
strength of both the grouted and ungrouted masonry shall
equal or exceed the applicable/'^ . At the time of prestress,
the compressive strength of the masonry shall equal or
exceed/ '„,, which shall be less than or equal to/'„.

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
accordance with ASTM C 67.

2. Thickness of bed joints does not exceed % 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 or exceeds / '^ but not less than
2,000 psi (13.79 MPa). The compressive
strength of grout shall be determined in
accordance with ASTM C 1019.

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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 inch = 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 or exceeds /'„ but not less than
2,000 psi (13.79 MPa). The compres-
sive strength of grout shall be deter-
mined in accordance with ASTM C
1019.

TABLE 21 05.2.2.1 .2
COMPRESSIVE STRENGTH OF CONCRETE MASONRY

NET AREA COMPRESSIVE STRENGTH OF
CONCRETE MASONRY UNITS (psi)

NET AREA
COMPRESSIVE
STRENGTH OF
MASONRY (psi)^

Type M or S 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 Usted.

2105.2.2.1.3 AAC masonry. The compressive
strength of AAC masonry shall be based on the
strength of the AAC masonry unit only and the fol-
lowing shall be met:

1. Units conform to ASTM C 1386.

2. Thickness of bed joints does not exceed Vg inch
(3.2 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 or exceeds/'^,-, but not less than
2,000 psi (13.79 MPa). The compres-
sive strength of grout shall be deter-
mined in accordance with ASTM C
1019.

2105.2.2.2 Prism test method.

2105.2.2.2.1 General. The compressive strength of
clay and concrete masonry shall be determined by the I
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.

2105.2.2.2.2 Number of prisms per test. A prism
test shall consist of three prisms constructed and
tested in accordance with ASTM C 1314.

2105.3 Testing prisms from constructed masonry. When
approved 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
masonry 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
requirements of ASTM C 1314. Transporting, preparation
and testing of prisms shall be in accordance with ASTM C
1314.

2105.3.2 Compressive strength calculations. 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.

2105.3.3 Compliance. 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.

SECTION 2106
SEISMIC DESIGN

2106.1 Seismic design requirements for masonry. Masonry
structures and components shall comply with the requirements
inSection 1.14.2.2 and Section 1.14.3, 1.14.4, 1.14.5, 1.14.6 or
1 . 14.7 of ACI 530/ASCE 5/TMS 402 depending on the struc-
ture's seismic design category as determined in Section 1613.
All masonry walls, unless isolated on three edges from in-plane
motion of the basic structural systems, shall be considered to be

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part of the seismic-force-resisting system. In addition, the fol-
lowing requirements shall be met.

2106.1.1 Basic seismic-force-resisting system. Buildings
relying on masonry shear walls as part of the basic seis-
mic-force-resisting system shall comply with Section

1.14.2.2 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.

2106.1.1.2 Intermediate prestressed masonry shear
walls. Intermediate prestressed masonry shear walls
shall comply with the requirements of Section 1 . 14.2.2.4
of ACI 530/ASCE 5/TMS 402 and shall be designed by
Chapter 4, Section 4.4.3, of ACI 530/ASCE 5/TMS 402
for flexural strength and by Section 3.3.4.1.2 of ACI
530/ASCE 5/TMS 402 for shear strength. Sections
1.14.2.2.5, 3.3.3.5 and 3.3.4.3.2(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 1.14.2.2.4 of ACI 530/ASCE 5/TMS 402. Tendons
shall be located in cells that are grouted the full height of
the wall.

2106.1.1.3 Special prestressed masonry shear walls.

Special prestressed masonry shear walls shall comply
with the requirements of Section 1.14.2.2.5 of ACI
530/ASCE 5/TMS 402 and shall be designed by Chapter
4, Section 4.4.3, of ACI 530/ASCE 5/TMS 402 for flex-
ural strength and by Section 3.3.4.1.2 of ACI 530/ASCE
5/TMS 402 for shear strength. Sections 1.14.2.2.5(a),
3.3.3.5 and 3.3.4.3.2(c) of ACI 530/ASCE 5/TMS 402
shall be applicable for reinforcement. Flexural elements
subjected to load reversals shall be symmetrically rein-
forced. 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 considered to contribute to the
minimum reinforcement in Section 1.14.2.2.5 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 Grouting. All cells of the masonry wall
shall be grouted.

2106.2 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 1.14.4 of ACI 530/ASCE 5/TMS 402 and to the |
additional requirements of this section.

2106.3.1 Masonry walls not part of the lat-
eral-force-resisting 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 elements. Isolation joints and connectors
between these elements and the structure shall be designed
to accommodate the design story drift.

2106.4 Additional requirements for structures in Seismic
Design Category C. Structures assigned to Seismic Design
Category C shall conform to the requirements of Section

2106.3, Section 1.14.5 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 1.14.6 of ACI 530/ASCE 5/TMS 402 and the |
additional requirements of this section.

2106.5.1 Loads for shear walls designed by the working
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
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.

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, i

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:.

yn=KpJy

(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, i the nominal shear strength of the
shear wall shall be determined from Section 2108.

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2106.6 Additional requirements for structures in Seismic
Design Category E or F. Structures assigned to Seismic
Design Category E or F shall conform to the requirements of
Section 2106.5 and Section 1.14.7 of ACI 530/ASCE 5/TMS
402.

SECTION 2107
ALLOWABLE STRESS DESIGN

2107.1 General. The design of masonry structures using
allowable stress design shall comply with Section 2106 and the
requirements of Chapters 1 and 2 of ACI 530/ASCE 5/TMS
402 except as modified by Sections 2107.2 through 2107.8.

2107.2 ACI 530/ASCE 5/TMS 402, Section 2.1.2, load com-
binations. Delete Section 2.1.2.1.

2107.3 ACI 530/ASCE 5/TMS 402, Section 2.1.3, design
strength. Delete Sections 2.1.3.4 through 2.1.3.4.3.

2107.4 ACI 530/ASCE 5/TMS 402, Section 2.1.6, columns.

Add the following text to Section 2.1.6:

2.1.6.6 Light-frame construction. Masonry columns used
only to support light-frame roofs of carports, 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 constructed as follows:

1. Concrete masonry materials shall be in accordance
with Section 2103.1 of the International Building
Code. Clay or shale masonry units shall be in accor-
dance with Section 2103.2 of the International Build-
ing Code.

2. The nominal cross-sectional dimension of colunms
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 of the International Building
Code.

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 15 inches (381 mm) in opposite
directions into the footings. One of these bars is per-
mitted 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.

2107.5 ACI 530/ASCE 5/TMS 402, Section 2.1.10.7.1.1, lap
splices. Modify Section 2. 1 . 10.7. 1 . 1 as follows:

2. 1 . 10.7. 1 . 1 The minimum length of lap spHces for reinforc-
ing bars in tension or compression, l^, shall be

/,= 0.002^/,

(Equation 21-2)

For SI:/, = 0.29^/,

but not less than 12 inches (305 mm). In no case shall the
length of the lapped splice be less than 40 bar diameters.

where:

dh = Diameterof reinforcement, inches (mm).

X = Computed stress in reinforcement due to design
loads, psi (MPa).

In regions of moment where the design tensile stresses in
the reinforcement are greater than 80 percent of the allow-
able steel tension stress, F^, the lap length of splices shall be
increased not less than 50 percent of the minimum required
length. Other equivalent means of stress transfer to accom-
plish the same 50 percent increase shall be permitted.

Where epoxy coated bars are used, lap length shall be
increased by 50 percent.

2107.6 ACI 530/ASCE 5/TMS 402, Section 2.1.10.7, splices
of reinforcement. Modify Section 2.1.10.7 as follows:

2.1.10.7 Splices of reinforcement. Lap splices, welded
splices or mechanical splices are permitted in accordance
with the provisions of this section. All welding shall con-
form to AWS D1.4. Reinforcement larger than No. 9 (M
#29) shall be spliced using mechanical connections in
accordance with Section 2.1.10.7.3.

2107.7 ACI 530/ASCE 5/TMS 402, Section 2.3.6, maximum
bar size. Add the following to Chapter 2:

2.3.6 Maximum bar size. 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.

2107.8 ACI 530/ASCE 5/TMS 402, Section 2.3.7, maximum
reinforcement percentage. Add the following text to Chapter
2:

2.3.7 Maximum reinforcement percentage. Special rein-
forced masonry shear walls having a shear span ratio, M/%,
equal to or greater than 1.0 and having an axial load, P,
greater than 0.05 /^„ that are subjected to in-plane forces
shall have a maximum reinforcement ratio, p^^^^, not greater
than that computed as follows:

r max

2/v

n +

J m

(Equation 21-3)

The maximum reinforcement ratio does not apply in the
out-of-plane direction.

SECTION 2108
STRENGTH DESIGN OF MASONRY

2108.1 General. The design of masonry structures using
strength design shall comply with Section 2106 and the

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requirements of Chapters 1 and 3 of ACI 530/ASCE 5/TMS
402, except as modified by Sections 2108.2 through 2108.4.

Exception: AAC masonry shall comply with the require-
ments of Chapter 1 and Appendix A of ACI 530/ASCE
5/TMS 402.

2108.2 ACI 530/ASCE 5/TMS 402, Section 3.3.3.3 develop-
ment. Add the following text to Section 3.3.3.3:

The required development length of reinforcement shall be
determined by Equation (3-15), but shall not be less than 12
inches (305 mm) and need not be greater than 72 d,,.

2108.3 ACI 530/ASCE 5/TMS 402, Section 3.3.3.4, splices.

Modify items (b) and (c) of Section 3.3.3.4 as follows:

3.3.3.4 (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 splices shall not be permitted in plastic hinge zones
of intermediate or special reinforced walls or special
moment frames of masonry.

3.3.3.4 (c). Mechanical spHces shall be classified as Type 1
or 2 according to Section 21.2.6.1 of ACI 318. Type 1
mechanical splices shall not be used within a plastic hinge
zone or within a beam-column joint of intermediate or spe-
cial reinforced masonry shear walls or special moment
frames. Type 2 mechanical splices are permitted in any loca-
tion within a member.

2108.4 ACI 530/ASCE 5/TMS 402, Section 3.3.3.5, maxi-
mum areas of flexural tensile reinforcement. Add the fol-
lowing text to Section 3.3.3.5:

3.3.3.5.5 For special prestressed masonry shear walls, strain
in all prestressing steel shall be computed to be compatible
with a strain in the extreme tension reinforcement equal to
five times the strain associated with the reinforcement yield
stress, fy. The calculation of the maximum reinforcement
shall consider forces in the prestressing steel that corre-
spond to these calculated strains.

SECTION 2109
EMPIRICAL DESIGN OF MASONRY

2109.1 General. Empirically designed masonry shall conform
to this chapter or Chapter 5 of ACI 530/ASCE 5/TMS 402.

2109.1.1 Limitations. The use of empirical design of
masonry shall be limited as follows:

1. Empirical design shall not be used for buildings
assigned to Seismic Design Category D, E or F as
specified in Section 1613, nor for the design of the
seismic-force-resisting system for buildings assigned
to Seismic Design Category B or C.

2. Empirical design shall not be used for masonry ele-
ments that are part of the lateral-force-resisting sys-
tem where the basic wind speed exceeds 110 mph (79
m/s).

3. Empirical design shall not be used for interior
masonry elements that are not part of the lateral-

force-resisting system in buildings other than
enclosed buildings as defined in Chapter 6 of ASCE 7

in: ;

3.1. Buildings pver 180 feet (55 100 nam) in
height.

3.2. Buildings over 60 feet (18 400 mm) in height
where the basic wind speed exceeds 90 mph
(40 m/s). [

3.3. Buildings oyer 35 feet (10 700 mm) in height
where the basic wind speed exceeds 100 mph
(45 m/s). '

3.4. Where the basic wind speed exceeds 1 10 mph
(79 m/s). :

4. Empirical design shall not be used for exterior
masonry elements that are not part of the lateral-
force-resisting system and that are more than 35 feet
(10 700 mm) above ground:

4.1. Buildings over 180 feet (55 100 mm) in
height.

4.2. Buildings over 60 feet (18 400 mm) in height
where the basic wind speed exceeds 90 mph
(40 m/s). I

4.3. Buildings over 35 feet (10 700 mm) in height
where the basic wind speed exceeds 100 mph
(45 m/s). I

5. Empirical design: shall not be used for exterior
masonry elements that are less than or equal to 35 feet
(10 700 mm) above ground where the basic wind
speed exceeds 110 mph (79 m/s).

6. Empirical design shall only be used when the resul-
tant of gravity loads is within the center third of the
wall thickness and within the central area bounded by
lines at one-third of each cross-sectional dimension of
foundation piers.

7. Empirical design shall not be used for AAC masonry.

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 2 1 07 or 2 1 08 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 Cumulative length of shear walls. In each
direction in which shear walls are required for lateral sta-
bility, shear walls shall be positioned in two separate
planes. The minimuhi cumulative length of shear walls
provided shall be 0.4 times the long dimension of the
building. Cumulative length of shear walls shall not
include openings or any element with a length that is less
than one-half its height.

2109.2.1.2 Maximum diaphragm ratio. Masonry shear
walls shall be spaced so that the length-to- width ratio of
each diaphragm tranisferring lateral forces to the shear

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MASONRY

walls does not exceed the values given in Table
2109.2.1.2.

TABLE 2109.2.1.2
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

2109.2.2 Roofs. The roof construction shall be designed
so as not to impart out-of-plane lateral thrust to the walls
under roof gravity load.

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

Flexural tension
Horizontal span
Vertical span

30
18

Shear

For SI: 1 pound per square inch = 0.006895 MPa.

2109.2.3.2 Construction. Construction of dry-
stacked, surface-bonded masonry walls, including
stacking and leveling of units, mixing and application
of mortar and curing and protection shall comply with
ASTM 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
Section 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.

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 REQUIREMENTS

CONSTRUCTION

MAXIMUM WALL LENGTH TO

THICKNESS OR WALL HEIGHT

TO THICKNESS

Bearing walls

Solid units or fully grouted
All others

20
18

Nonbearing 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 6 for solid masonry or 4 for hol-
low masonry. For parapets, see Section 2109.5.4.

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 limiting 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.

2109.5.2.1 Bearing walls. 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.

2109.5.2.2 Rubble stone walls. The minimum thickness
of rough, random or coursed rubble stone walls shall be
16 inches (406 mm).

2109.5.2.3 Shear walls. The minimum thickness of
masonry shear walls shall be 8 inches (203 mm).

2109.5.2.4 Foundation walls. The minimum thickness
of foundation walls shall be 8 inches (203 mm) and as
required by Section 2109.5.3.1.

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TABLE 2109.3.2
ALLOWABLE COMPRESSIVE STRESSES FOR EMPIRICAL DESIGN OF MASONRY

CONSTRUCTION;
COMPRESSIVE STRENGTH OF UNIT GROSS AREA (psi)

ALLOWABLE COMPRESSIVE
STRESSES^ GROSS CROSS-SECTIONAL AREA (psi)

Type M or S mortar

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-lime 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

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.

2109.5.2.5 Foundation piers. The imnimum thickness
of foundation piers shall be 8 inches (203 nun).

2109.5.2.6 Parapet walls. The minimum thickness of
parapet walls shall be 8 inches (203 mm) and as required
by Section 2109.5.4.1.

2109.5.2.7 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 con-
struction shall be used to transmit the loads from face
shells or wythes above to those below.

2109.5.3 Foundation walls. Foundation walls shall comply
with the requirements of Section2109.5.3.1or2109.5.3.2.

2109.5.3.1 Minimum thickness. Minimum thickness
for foundation walls shall comply with the requirements
of Table 2109.5.3.1. The provisions of Table 2109.5.3.1
are only applicable where the following conditions are
met:

1. The foundation wall does not exceed 8 feet (2438
nmi) 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;

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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.

TABLE 2109.5.3.1
FOUNDATION WALL CONSTRUCTION

WALL
CONSTRUCTION

NOMINAL WALL

THICKNESS

(inches)

MAXIMUM DEPTH OF

UNBALANCED BACKFILL

(feet)

Fully grouted masonry

8
10

7
8
8

Hollow unit masonry

10
12

5
6

Solid unit masonry

10
12

7
7

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

2109.5.3.2 Design requirements. Where the require-
ments of Section 2109.5.3.1 are not met, foundation
walls shall be designed in accordance with Section
1805.5.

2109.5.4 Parapet walls.

2109.5.4.1 Minimum thickness. The minimum thick-
ness of unreinforced masonry parapets shall meet Sec-
tion 2109.5.2.6 and their height shall not exceed three
times their thickness.

2109.5.4.2 Additional provisions. Additional provi-
sions for parapet walls are contained in Sections 1503.2
and 1503.3.

2109.6 Bond.

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.

2109.6.2 Bonding with masonry headers.

2109.6.2.1 Solid units. Where the facing and backing
(adjacent wythes) of solid masonry construction are
bonded by means of masonry headers, no less than 4 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
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).

2109.6.2.2 Hollow units. Where two or more hollow
units are used to make up the thickness of a wall, the
stretcher courses shall be bonded at vertical intervals not

exceeding 34 inches (864 mm) by lapping at least 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.

2109.6.2.3 Masonry bonded hollow walls. 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 extending
not less than 3 inches (76 mm) into the backing. The dis-
tance between adjacent bonders shall not exceed 24 inches
(610 mm) either vertically or horizontally.

2109.6.3 Bonding with wall ties or joint reinforcement.

2109.6.3.1 Bonding with waU ties. Except as required by
Section 2109.6.3.1.1, where the facing and backing (adja-
cent wythes) of masonry walls are bonded with wire size
W2.8 (MW18) wall ties or metal wire of equivalent stiff-
ness embedded in the horizontal mortar joints, there shall
be at least one metal tie for each 4V2 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.

2109.6.3.1.1 Bonding with adjustable wall ties.

Where the facing and backing (adjacent wythes) of
masonry are bonded with adjustable wall ties, there
shall be at least one tie for each 1 .77 square feet (0. 164
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 Vig inch (1.6 mm). When
pintle legs are used, ties shall have at least two wire
sizeW2.8(MW18)legs.

2109.6.3.2 Bonding with prefabricated joint rein-
forcement. 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% square feet (0.25 m^) of wall area.
The vertical spacing of the joint reinforcing shall not
exceed 24 inches (610 mm). Cross wires on prefabri-
cated joint reinforcement shall not be less than W1.7
(MWll) and shall be without drips. The longitudinal
wires shall be embedded in the mortar.

2109.6.4 Bonding with natural or cast stone.

2109.6.4.1 Ashlar masonry. In ashlar masonry, bonder
units, uniformly distributed, shall be provided to the
extent of not less than 10 percent of the wall area. Such

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2006 INTERNATIONAL BUILDING CODE®

MASONRY

bonder units shall extend not less than 4 inches (102 mm)
into the backing wall.

2109.6.4.2 Rubble stone masonry. Rubble stone
masonry 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) horizon-
tally, 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.

2109.6.5 Masonry bonding pattern.

2109.6.5.1 Masonry laid in running 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.

2109.6.5.2 Masonry laid in stack bond. Where unit
masonry 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.

2109.7 Anchorage.

2109.7.1 General. Masonry elements shall be anchored in
accordance with Sections 2109.7.2 through 2109.7.4.

2109.7.2 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.

2109.7.2.1 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
anchored by joint reinforcement spaced at a maximum
distance of 8 inches (203 mm). Longitudinal wires of
such reinforcement shall be at least wire size Wl .7 (MW
11) and shall extend at least 30 inches (762 mm) in each
direction at the intersection.

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 V4-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. Roof loading shall be determined in
accordance with Chapter 16 and, when net uplift occurs,
uplift shall be resisted entirely by an anchorage system
designed in accordance with the provisions of Sections 2. 1
and 2.3, Sections 3.1 and 3.3 or Chapter 4 of ACI 530/ASCE
5/TMS 402.

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 (1829 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 (1 829 mm) o.c. Where joists are par-
allel 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 structural 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 Vj-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).

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2109.8.1.2.1 Support conditions. A cured unit shall
be simply supported by 2-inch-diameter (51 mm)
cylindrical 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) cylinder 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:

TABLE 2109.8.3.1
ALLOWABLE SHEAR ON BOLTS IN ADOBE MASONRY

f = 2>WLJ2bv

(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).

W = 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 1 15°C), shall not absorb more than
2V2 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.

2109.8.3 Allowable stress. The allowable compressive
stress based on gross cross-sectional area of adobe shall not
exceed 30 psi (207 kPa).

2109.8.3.1 Bolts. Bolt values shall not exceed those set
forth in Table 2109.8.3.1.

DIAMETER OF BOLTS
(inches)

MINIMUM EMBEDMENT
(inches)

SHEAR
(pounds)

—

200

300

400

500

iVs

600

For SI: 1 inch = 25.4 mm, 1 pound = 4.448 N.

2109.8.4 Construction.

2109.8.4.1 General.

2109.8.4.1.1 Height restrictions. Adobe construc-
tion shall be hmited to buildings not exceeding one
story, except that two-story construction is allowed
when designed by a registered design professional.

2109.8.4.1.2 Mortar restrictions. 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.

2109.8.4.1.3 Mortar joints. Adobe units shall be laid
with full head and bed joints and in full running bond.

2109.8.4.1.4 Parapet walls. Parapet walls con-
structed of adobe units shall be waterproofed.

2109.8.4.2 Wall thickness. 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.

2109.8.4.3 Foundations.

2109.8.4.3.1 Foundation 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 solid masonry (excluding adobe) or
concrete. Footings and foundations shall comply with
Chapter 18.

2109.8.4.3.2 Lower course requirements. Stabi-
Uzed 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 columns. 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.

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2109.8.4.5 Tie 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 minimum of two No. 4 reinforcing bars. The
ultimate compressive strength of concrete shall be at
least 2,500 psi (17.2 MPa) at 28 days.

2109.8.4.5.2 Wood tie beams. 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 tie
beams shall be spliced 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.

2109.8.4.6 Exterior finish. Exterior walls constructed
of unstabilized adobe units shall have their exterior sur-
face covered with a minimum of two coats of portland
cement plaster having a minimum thickness of V4 inch
(19.1 mm) and conforming to ASTM C 926. Lathing
shall comply with ASTM C 1063. Fasteners shall be
spaced at 16 inches (406 mm) o.c. maximum. Exposed
wood surfaces shall be treated with an approved wood
preservative or other protective coating prior to lath
application.

2109.8.4.7 Lintels. Lintels shall be considered structural
members and shall be designed in accordance with the
applicable provisions of Chapter 16.

SECTION 2110
GLASS UNIT MASONRY

2110.1 Scope. This section covers the empirical requirements
for nonload-bearing glass unit masonry elements in exterior or
interior walls.

2110.1.1 Limitations. 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 chan-
nel-type frames, structural frames, masonry or concrete
recesses, embedded panel anchors as provided for both exte-
rior 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.

Exceptions:

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
715 in fire barriers and fire partitions that have a
required 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 at least 3 7g inches (98 mm). |

2110.2.2 Thin units. The specified thickness of thin units
shall be 3 Vg 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
mm) 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 2110.3.1, 2110.3.2
and 21 10.3.3, except additional structural supports shall be
provided at locations where a curved section joins a straight
section, and at inflection points in multicurved walls.

2110.4 Support.

2110.4.1 General requirements. Glass unit masonry pan- |
els shall be isolated so that in-plane loads are not imparted to
the panel.

2110.4.2 Vertical. Maximum total deflection of strucmral
members supporting glass unit masonry shall not exceed y^.

2110.4.2.1 Support on wood construction. Glass unit
masonry having an installed weight of 40 psf (195 kg/m^)
or less and a maximum height of 12 feet (3658 mm) shall
be permitted to be supported on wood construction.

2110.4.2.2 Expansion joint. A vertical expansion joint
in glass unit masonry shall be provided to isolate the
glass unit masonry supported by wood construction from
that supported by other types of construction.

2110.4.3 Lateral. Glass unit masonry panels more than one
unit wide or one unit high shall be laterally supported along

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MASONRY

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
nrni) 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. Lat-
eral supports for glass unit masonry panels shall be designed
to resist applied loads, or a minimum of 200 pounds per lin-
eal 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.

2110.4.3.1 Single unit panels. Single unit glass unit
masonry panels shall conform to the requirements of
Section 21 10.4.3, except lateral support shall not be pro-
vided by panel anchors.

2110.5 Expansion joints. Glass unit masonry panels shall be
provided with expansion joints along the top and sides at struc-
tural supports. Expansion joints shall have sufficient thickness
to accommodate displacements of the supporting structure, but
shall not be less than Vg inch (9.5 mm) in thickness. 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.

2110.6 Mortar. Mortar for glass unit masonry shall comply
with Section 2103.8.

2110.7 Reinforcement. 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 (MWl 1).

SECTION 2111
MASONRY FIREPLACES

2111.1 Definition. A masonry fireplace is a fireplace con-
structed of concrete or masonry. Masonry fireplaces shall be
constructed in accordance with this section.

2111.2 Footings and foundations. 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
extend at least 6 inches (153 mm) beyond the face of the fire-
place 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.

^V^

^^^

100 150 200

AREA OF PANEL, 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

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2111.2.1 Ash dump cleanout. Cleanout openings, located
within foundation walls below fireboxes, when provided,
shall be equipped with ferrous metal or masonry doors and
frames constructed to remain tightly closed, except when in
use. Cleanouts shall be accessible and located so that ash
removal will not create a hazard to combustible materials.

2111.3 Seismic reinforcing. Masonry or concrete fireplaces
shall be constructed, anchored, supported and reinforced as
required in this chapter. In Seismic Design Category D,
masonry and concrete fireplaces shall be reinforced and
anchored as detailed in Sections 2111.3.1, 2111.3.2, 2111.4
and 2111.4.1 for chimneys serving fireplaces. In Seismic
Design Category A, B or C, reinforcement and seismic anchor-
age is not required. In Seismic Design Category E or F,
masonry and concrete chimneys shall be reinforced in accor-
dance with the requirements of Sections 2101 through 2108.

2111.3.1 Vertical reinforcing. 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 2103.12. 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 Horizontal reinforcing. Vertical reinforcement
shall be placed enclosed within V4-inch (6.4 mm) ties or
other reinforcing of equivalent net cross-sectional area,
spaced not to exceed 18 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 anchorage. 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 Vig-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 V2-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 fixebrick 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 V4
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 fireplace 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
encased 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.

2111.6 Firebox dimensions. The firebox of a concrete or
masonry 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 (102 mm) in depth. The cross-sectional area
of the passageway 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 lintel,
and at least V20 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 ^/g 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 hning. 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

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409

MASONRY

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 foeplace
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 nmi).

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 nrni) 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
masonry 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 2111.12.

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 sheath-
ing 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 directly above and 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. Combustible materials located along
the sides of the fireplace opening that project more
than 1 V2 inches (38 mm) from the face of the fireplace
shall have an additional clearance equal to the projec-
tion.

COMBUSTIBLE SHEATHl!^

EDGE ABUTTING MASONRY

12" MIN. FROM FIREBOX

2" aEARANCE (AIRSPACX)
X'TO COM BUSTIBLE FRAMING

WOODMANTTEL

For SI: 1 inch = 25.4 nun

FIGURE 2111.11

ILLUSTRATION OF EXCEPTION TO

FIREPLACE CLEARANCE PROVISION

2111.12 Fireplace fireblocking. All spaces between fire-
places 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 nam)
and shall only be placed on strips of metal or metal lath laid
across the spaces between combustible material and the chim-
ney.

2111.13 Exterior air. 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.

2111.13.1 Factory-built fireplaces. 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.

2111.13.2 Masonry fireplaces. Listed combustion air
ducts for masonry fireplaces shall be installed according to
the terms of their listing and manufacturer's instructions.

2111.13.3 Exterior air intake. 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.

410

2006 INTERNATIONAL BUILDING CODE®

MASONRY

2111.13.4 Clearance. 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.

2111.13.5 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.

2111.13.6 Outlet. 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
MASONRY HEATERS

2112.1 Definition. A masonry heater is a heating appHance con-
structed of concrete or sohd masonry, hereinafter referred to as
"masonry," 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 may include flow in a horizontal or
downward direction before entering the chimney and which
delivers heat by radiation from the masonry surface of the heater.

2112.2 Installation. Masonry heaters shall be installed in accor-
dance with this section and comply with one of the following:

1. Masonry heaters shall comply with the requirements of
ASTM E 1602; or

2. Masonry heaters shall be listed and labeled in accor-
dance with UL 1482 and installed in accordance with the
manufacturer's installation instructions.

2112.3 Footings and foundation. The firebox floor of a
masonry heater shall be a minimum thickness of 4 inches (102
mm) of noncombustible material and be supported on a
noncombustible footing and foundation in accordance with
Section 2113.2.

2112.4 Seismic reinforcing. In Seismic Design Category D, E
and F, masonry heaters shall be anchored to the masonry foun-
dation in accordance with Section 21 13.3. Seismic reinforcing
shall not be required within the body of a masonry heater with a
height that is equal to or less than 3.5 times its body width and
where the masonry 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 chim-
ney portion of the structure shall be reinforced in accordance
with Section 2113.

2112.5 Masonry heater clearance. Combustible materials
shall not be placed within 36 inches (765 mm) of the outside
surface of a masonry heater in accordance with NFPA 211,
Section 8-7 (clearances for solid fuel-burning appliances), and
the required space between the heater and combustible material
shall be fully vented to permit the free flow of air around all
heater surfaces.

Exceptions:

1. When the masonry heater wall thickness is at least 8
inches (203 mm) thick of solid masonry and the wall
thickness of the heat exchange channels is at least 5
inches (127 mm) thick of solid masonry, combustible
materials shall not be placed within 4 inches (102
mm) of the outside surface of a masonry heater. A
clearance of at least 8 inches (203 mm) shall be pro-
vided between the gas-tight capping slab of the heater
and a combustible ceiling.

2. Masonry heaters hsted and labeled in accordance
with UL 1482 and installed in accordance with the
manufacturer's instructions.

SECTION 2113
MASONRY CHIMNEYS

2113.1 Definition. A masonry chimney is a chimney con- |
structed 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 foundations. Footings for masonry |
chinmeys shall be constructed of concrete or solid masonry at
least 12 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.

2113.3 Seismic reinforcing. Masonry or concrete chimneys
shall be constructed, anchored, supported and reinforced as
required in this chapter. In Seismic Design Category D,
masonry and concrete chinmeys shall be reinforced and
anchored as detailed in Sections 2113.3.1, 2113.3.2 and
21 13.4. In Seismic Design Category A, B or C, reinforcement
and seismic anchorage is not required. In Seismic Design Cate-
gory E or F, masonry 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
2103.12. Grout shall be prevented from bonding with the
flue liner so that the flue liner is free to move with thermal
expansion. For chinmeys 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 V4-inch (6.4 mm) ties, or
other reinforcing of equivalent net cross-sectional area,
spaced not to exceed 18 inches (457 mm) o.c. in concrete, or
placed in the bed joints of unit masonry, at a minimum of
every 18 inches (457 mm) of vertical height. Two such ties
shall be provided at each bend in the vertical bars.

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MASONRY

2113.4 Seismic anchorage. Masonry and concrete chimneys
and foundations 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 fol-
lowing requirements.

2113.4.1 Anchorage. Two Vje-inch by 1-inch (4.8 mm by
25 nrni) 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 Vj-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 12 inches (305 mm) in thickness
unless it projects equally on each side of the wall, except that on
the second story of a two-story dwelling, corbeling of 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 chinmey 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
installed 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 chim-
ney flue it serves.

2. The arrestor screen shall have heat and corrosion
resistance 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 Vj inch (13 mm) nor block

the passage of spheres having a diameter less than %
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 chinmey 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.

2113.10.1 Masonry veneer chimneys. Where masonry is
used as veneer for a framed chimney, through flashing and
weep holes shall be provided as required by Chapter 14.

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 appliance
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
installation 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 2113.11.1
intended for use with specific appliances shall comply
with Sections 21 13. 11. 1.2 through 21 13. 11. 1.4 and Sec-
tions 2113.11.2 and 2113.11.3.

2113.11.1.2 Gas appliances. Flue lining systems for gas
appliances shall be in accordance with the International
Fuel Gas Code.

2113.11.1.3 Pellet fuel-burning appliances. Flue lining
and vent systems for use in masonry chimneys with pel-
let 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 21 13. 1 1 . 1 .5 for marking).

2113.11.1.4 Oil-fired appliances approved for use
with L-vent. Flue lining and vent systems for use in
masonry chimneys with oil-fired appliances approved
for use with Type L vent shall be limited to flue lining
systems complying with Section 2113.11.1 and listed
chimney liners complying with UL 641 (see Section

2113.11.1.5 for marking).

2113.11.1.5 Notice of usage. 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
location 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

412

2006 INTERNATIONAL BUILDING CODE®

MASONRY

(type or category of appliance) that bums (type of fuel).
Do not connect other types of appliances."

2113.11.2 Concrete and masonry chimneys for
medium-heat appliances.

2113.11.2.1 General. Concrete and masonry chimneys
for medium-heat appliances shall comply with Sections
2113.1 through 21 13.5.

2113.11.2.2 Construction. 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 nmi) thick.

2113.11.2.3 Lining. Concrete and masonry chimneys
shall be lined with an approved medium-duty refractory
brick a minimum of 4V2 inches (114 mm) thick laid on
the 4V2-inch bed (114 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
chinmey connector entrance shall be lined to the top.

2113.11.2.4 Multiple passageway. Concrete and
masonry chinmeys containing more than one passage-
way shall have the liners separated by a minimum
4-inch-thick (102 mm) concrete or solid masonry wall.

2113.11.2.5 Termination height. Concrete and
masonry chimneys for medium-heat appliances 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
surfaces of a concrete or masonry chimney for
medium-heat appliances and combustible material.

2113.11.3 Concrete and masonry chimneys for
high-heat appliances.

2113.11.3.1 General. Concrete and masonry chimneys
for high-heat appliances shall comply with Sections
2113.1 through 2113.5.

2113.11.3.2 Construction. Chimneys for high-heat
appliances shall be constructed with double walls of
solid masonry units or of concrete, each wall to be a mini-
mum of 8 inches (203 mm) thick with a minimum air-
space of 2 inches (51 mm) between the walls.

2113.11.3.3 Lining. 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
4V2-inch bed (1 14 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 Termination height. Concrete and
masonry chimneys for high-heat appliances shall extend
a minimum of 20 feet (6096 nrai) higher than any portion
of any building within 50 feet (15 240 mm).

2113.11.3.5 Clearance. 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 Clay flue lining (installation). Clay flue hners shall |
be installed 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 lining shall be carried
up vertically, with a maximum slope no greater than 30 degrees
(0.52 rad) from the vertical.

Clay flue liners shall be laid in medium-duty refractory mor- |
tar conforming to ASTM C 199 with tight mortar joints left
smooth on the inside and installed to maintain an air space or
insulation not to exceed the thickness of the flue liner separat-
ing 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 Additional requirements.

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 instmctions.

2113.13.2 Space around lining. The space surrounding a
chimney lining system or vent installed within a masonry
chimney shall not be used to vent any other appliance.

Exception: This shall not prevent the installation of a
separate flue lining in accordance with the manufac-
turer's instmctions.

2113.14 Multiple flues. When two or more flues are located
in the same chimney, masonry wythes shall be built between
adjacent flue linings. The masonry wythes shall be at least 4
inches (102 mm) thick and bonded into the walls of the chim-
ney.

Exception: 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:

1. Chimney flues serving oil-fired appliances sized in
accordance with NFPA 31.

2. Chimney flues serving gas-fired appliances sized in
accordance with the International Fuel Gas Code.

2113.16 Flue area (masonry fireplace). Flue sizing for chim-
neys serving fireplaces shall be in accordance with Section
2113.16.1 or2113.16.2.

2113.16.1 Minimum area. Round chimney flues shall have
a minimum net cross-sectional area of at least 7,2 of the fire-
place opening. Square chimney flues shall have a minimum
net cross-sectional area of at least Vjo of the fireplace open-

2006 INTERNATIONAL BUILDING CODE®

413

MASONRY

ing. Rectangular chimney flues with an aspect ratio less than
2 to 1 shall have a minimum net cross-sectional area of at
least Vio 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 Determination of minimum area. The mini-
mum net cross-sectional area of the flue shall be determined
in accordance with Figure 2113. 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.

TABLE 2113.16(1)
NET CROSS-SECTIONAL AREA OF ROUND FLUE SIZES^

FLUE SIZE, INSIDE DIAMETER
(Inches)

CROSS-SECTIONAL AREA
(square inches)

10%

113

176

254

For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 mnf.
a. Flue sizes are based on ASTM C 315.

224
187

140
110

70
53

269

214

168
124

82
58

3000

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CO

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For SI: 1 inch = 25.4 mm, 1 square inch = 645 mnf.

FIGURE 2113.16
FLUE SIZES FOR MASONRY CHIMNEYS

414

2006 INTERNATIONAL BUILDING CODE*^

MASONRY

TABLE 2113.16(2)

NET CROSS-SECTIONAL AREA OF SQUARE

AND RECTANGULAR FLUE SIZES

FLUE SIZE, OUTSIDE

NOMINAL DIMENSIONS

(Inches)

CROSS-SECTIONAL AREA
(square Inches)

4.5 X 8.5

4.5 X 13

8x8

8.5 X 8.5

8x12

8.5x13

12x12

102

8.5 X 18

101

13x13

127

12x16

131

13x18

173

16x16

181

16x20

222

18x18

233

20x20

298

20x24

335

24x24

431

For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 mnf .

2113.17 Inlet. Inlets to masonry chimneys shall enter from the
side. Inlets shall have a thimble of fireclay, rigid refractory
material or metal that will prevent the connector from pulling
out of the inlet or from extending beyond the wall of the liner.

2113.18 Masonry chimney cleanout openings. 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.

Exception: Chimney flues serving masonry fireplaces,
where cleaning is possible through the fireplace opening.

2113.19 Chimney clearances. Any portion of a masonry
chimney located in the interior of the building or within the
exterior wall of the building shall have a minimum airspace
clearance 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 air-
space shall not be filled, except to provide fireblocking in
accordance with Section 2113.20.

Exceptions:

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 permitted 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 lining. Combusti-
ble material and trim shall not overlap the comers of
the chimney by more than 1 inch (25 mm).

^^^^

^ ^

^^^^

r^i

MASONRY ABUTTING
COMBUSTIBLE SHEATHING
12" FROM FLUE LINING

1" CLEARANCE (AIRSPACE)
TO COMBUSTIBLE SHEATHING

For SI: 1 inch = 25.4 mm.

FIGURE 2113.19

ILLUSTRATION OF EXCEPTION THREE

CHIMNEY CLEARANCE PROVISION

2113.20 Chimney 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.

2006 INTERNATIONAL BUILDING CODE®

415

41 6 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 22

STEEL

SECTION 2201
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.

SECTION 2202
DEFINITIONS

2202.1 Definitions. The following words and terms shall, for
the purposes of this chapter and as used elsewhere in this code,
have the meaning shown herein.

STEEL CONSTRUCTION, COLD-FORMED. That type
of construction made up entirely or in part of steel structural
members cold formed to shape from sheet or strip steel such as
roof deck, floor and wall panels, studs, floor joists, roof joists
and other structural elements.

STEEL JOIST. Any steel structural member of a building or
structure made of hot-rolled or cold-formed solid or open- web
sections, or riveted or welded bars, strip or sheet steel mem-
bers, 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.

SECTION 2203

IDENTIFICATION AND PROTECTION

OF STEEL FOR STRUCTURAL PURPOSES

2203.1 Identification. 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 specification 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.

2203.2 Protection. Painting of structural steel shall comply
with the requirements contained in AISC 360. Individual struc-
tural members and assembled panels of cold-formed steel con-
struction, except where fabricated of approved
corrosion-resistant steel or of steel having a corrosion-resistant
or other approved coating, shall be protected against corrosion
with an approved coat of paint, enamel or other approved pro-
tection.

SECTION 2204
CONNECTIONS

2204.1 Welding. The details of design, workmanship and tech-
nique for welding, inspection of welding and qualification of
welding operators shall conform to the requirements of the

specifications listed in Sections 2205, 2206, 2207, 2209 and
2210. Special inspection of welding shall be provided where
required by Section 1704.

2204.2 Bolting. The design, installation and inspection of bolts
shall be in accordance with the requirements of the specifica-
tions hsted in Sections 2205, 2206, 2209 and 2210. Special
inspection of the installation of high-strength bolts shall be pro-
vided where required by Section 1704.

2204.2.1 Anchor 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.

SECTION 2205
STRUCTURAL STEEL

2205.1 General. The design, fabrication and erection of struc-
tural steel for buildings and structures shall be in accordance
with AISC 360. Where required, the seismic design of steel
structures shall be in accordance with the additional provisions
of Section 2205.2.

2205.2 Seismic requirements for steel structures. 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 or C. Structural
steel structures assigned to Seismic Design Category A, B
or C shall be of any construction permitted in Section 2205.
An R factor as set forth in Section 12.2. 1 of ASCE 7 for the
appropriate steel system is permitted where the structure is
designed and detailed in accordance with the provisions of
AISC 341, Part I. Systems not detailed in accordance with
the above shall use the R factor in Section 12.2. 1 of ASCE 7
designated for "structural steel systems not specifically
detailed for seismic resistance."

2205.2.2 Seismic Design Category D, E or F. Structural
steel structures assigned to Seismic Design Category D, E or
F shall be designed and detailed in accordance with AISC
341, Part I. |

2205.3 Seismic requirements for composite construction.

The design, construction and quality of composite steel and
concrete components that resist seismic forces shall conform to
the requirements of the AISC 360 and ACI 3 1 8. An i? factor as |
set forth in Section 12.2. 1 of ASCE 7 for the appropriate com- |
posite steel and concrete system is permitted where the struc-
ture is designed and detailed in accordance with the provisions
of AISC 341, Part 11. In Seismic Design Category B or above,
the design of such systems shall conform to the requirements of
AISC 341, Part II.

2006 INTERNATIONAL BUILDING CODE®

417

STEEL

2205.3.1 Seismic Design Categories D, E and F. Compos-
ite structures are permitted in Seismic Design Categories D ,
EandF, subject to the limitations in Section 12.2.1 of ASCE
7, 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
building official approval. Where composite elements or
connections are required to sustain inelastic deformations,
the substantiating evidence shall be based on cyclic testing.

SECTION 2206
STEEL JOISTS

2206.1 General. The design, manufacture and use of open web
steel joists and joist girders shall be in accordance with one of
the following Steel Joist Institute (SJI) specifications:

1. SJIK-1.1

2. SJILH/DLH-1.1

3. SJI JG- 1.1

Where required, the seismic design of buildings shall be in
accordance with the additional provisions of Section 2205.2 or
2210.5.

2206.2 Design. The registered design professional shall indi-
cate on the construction documents the steel joist and/or steel
joist girder designations from the specifications listed in Sec-
tion 2206.1 and shall indicate the requirements for joist and
joist girder design, layout, end supports, anchorage, non-SJI
standard bridging, bridging termination connections and bear-
ing connection design to resist uplift and lateral loads. These
documents shall indicate special requirements as follows:

1. Special loads including:

1.1. Concentrated loads;

1.2. Nonuniform loads;

1.3. Net uplift loads;

1.4. Axial loads;

1.5. End moments; and

1.6. Connection forces.

2. Special considerations including:

2.1. Profiles for nonstandard joist and joist girder
configurations (standard joist and joist girder
configurations are as indicated in the SJI cata-
log);

2.2. Oversized or other nonstandard web openings;
and

2.3. Extended ends.

3. Deflection criteria for live and total loads for non-SJI
standard joists.

2206.3 Calculations. The steel joist and joist girder manufac-
turer shall design the steel joists and/or steel joist girders in
accordance with the current SJI specifications and load tables
to support the load requirements of Section 2206.2. The regis-
tered design professional may require submission of the steel

joist and joist girder calculations as prepared by a registered
design professional responsible for the product design. If
requested by the registered design professional, the steel joist
manufacturer shall submit design calculations with a cover let-
ter bearing the seal and signature of the joist manufacturer's
registered design professional. In addition to standard calcula-
tions under this seal and signature, submittal of the following
shall be included:

1. Non-SJI standard bridging details (e.g. for cantilevered
conditions, net uplift, etc.).

2. Connection details for:

2. 1 . Non-SJI standard connections (e.g. flush-framed
or framed connections);

2.2. Field splices; and

2.3. Joist headers.

2206.4 Steel joist drawings. Steel joist placement plans shall
be provided to show the steel joist products as specified on the
construction documents and are to be utilized for field installa-
tion in accordance with specific project requirements as stated
in Section 2206.2. Steel placement plans shall include, at a
minimum, the following:

1 . Listing of all applicable loads as stated in Section 2206.2
and used in the design of the steel joists and joist girders
as specified in the construction documents.

2. Profiles for nonstandard joist and joist girder configura-
tions (standard joist and joist girder configurations are as
indicated in the SJI catalog).

3. Connection requirements for:

3.1. Joist supports;

3.2. Joist girder supports;

3.3. Field splices; and

3.4. Bridging attachments.

4. Deflection criteria for live and total loads for non-SJI
standard joists.

5. Size, location and connections for all bridging.

6. Joist headers.

Steel joist placement plans do not require the seal and signa-
ture of the joist manufacturer's registered design professional.

2206.5 Certification. At completion of fabrication, the steel
joist manufacturer shall submit a certificate of compliance in
accordance with Section 1704.2.2 stating that work was per-
formed in accordance with approved construction documents
and with SJI standard specifications.

SECTION 2207
STEEL CABLE STRUCTURES

2207.1 General. The design, fabrication and erection includ-
ing related connections, and protective coatings of steel cables
for buildings shall be in accordance with ASCE 19.

418

2006 INTERNATIONAL BUILDING CODE®

STEEL

2207.2 Seismic requirements for steel cable. 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 Tg"
and Item (d) shall be replaced with "1.5 T^"

2210.6 Prescriptive framing. Detached one- and two-family
dwellings and townhouses, up to two stories in height, shall be
permitted to be constructed in accordance with AISI-PM, sub-
ject to the limitations therein.

SECTION 2208
STEEL STORAGE RACKS

2208.1 Storage racks. The design, testing and utilization of
industrial steel storage racks shall be in accordance with the
RMI Specification for the Design, Testing and Utilization of
Industrial Steel Storage Racks. Racks in the scope of this speci-
fication 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 15.5.3 of ASCE 7.

SECTION 2209
COLD-FORMED STEEL

2209.1 General. The design of cold-formed carbon and
low-alloy steel structural members shall be in accordance with
AISI-NAS. The design of cold-formed stainless-steel struc-
tural members shall be in accordance with ASCE 8.
Cold-formed steel light-framed construction shall comply with
Section 2210.

2209.2 Composite slabs on steel decks. Composite slabs of
concrete and steel deck shall be designed and constructed in
accordance with ASCE 3.

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
AISI-General and AISI-NAS.

2210.2 Headers. The design and installation of cold-formed
steel box headers, back-to-back headers and single and double
L-headers used in single-span conditions for load-carrying
purposes shall be in accordance with 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
AISI-Truss, subject to the limitations therein.

2210.4 Wall stud design. The design and installation of
cold-formed steel studs for structural and nonstructural walls
shall be in accordance with AISI-WSD.

2210.5 Lateral design. The design of light-framed
cold-formed steel walls and diaphragms to resist wind and seis-
mic loads shall be in accordance with AISI-Lateral.

2006 INTERNATIONAL BUILDING CODE®

419

420 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 23

WOOD

SECTION 2301
GENERAL

2301.1 Scope. The provisions of this chapter shall govern the
materials, design, construction and quality of wood members
and their fasteners.

2301.2 General design requirements. The design of struc-
tural elements or systems, constructed partially or wholly of
wood or wood-based products, shall be in accordance with one
of the following methods:

1. Allowable stress design in accordance with Sections
2304, 2305 and 2306.

2. Load and resistance factor design in accordance with
Sections 2304, 2305 and 2307.

3. Conventional light-frame construction in accordance
with Sections 2304 and 2308.

Exception: Buildings designed in accordance with
the provisions of the AF&PA WFCM shall be deemed
to meet the requirements of the provisions of Section
2308.

2301.3 Nominal sizes. 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
dimensions (see Section 2304.2).

SECTION 2302
DEFINITIONS

2302.1 Definitions. The following words and terms shall, for
the purposes of this chapter, have the meanings shown herein.

ACCREDITATION 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.

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 Une 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 WOOD CON-
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 construction provisions.

CRIPPLE WALL. A framed stud wall extending from the top
of the foundation to the underside of floor framing for the low-
est occupied floor level.

DIAPHRAGM, UNBLOCKED. 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."

FIBERBOARD. 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.

GRADE (LUMBER). 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
approved lumber rules-writing agency.

HARDBOARD. A fibrous-felted, homogeneous panel made
from lignocellulosic fibers consolidated 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 nailing pattern required by
design at the edges of each panel within the assembly of a dia-
phragm or shear wall.

NAILING, 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 resistant. Redwood, cedar, black locust and black
walnut.

Termite resistant. Redwood and Eastern red cedar.

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 AF&PA NDS for glued-lami-
nated 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

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interparticle bond is created by the bonding system under heat
and pressure.

PREFABRICATED WOOD I- JOIST. Structural member
manufactured using sawn or structural composite lumber
flanges and wood structural panel webs bonded together with
exterior exposure adhesives, which forms an "I" cross-sec-
tional shape.

PRESERVATIVE-TREATED WOOD. Wood (including
plywood) pressure treated with preservatives in accordance
with Section 2303.1.8.

SHEAR WALL. A wall designed to resist lateral forces paral-
lel to the plane of a wall.

Shear wall, perforated. A wood structural panel sheathed
wall with openings, that has not been specifically designed
and detailed for force transfer around openings.

Shear wall segment, perforated. A section of shear wall
with full-height sheathing that meets the height-to-width
ratio limits of Section 2305.3.4.

STRUCTURAL COMPOSITE LUMBER. Structural mem-
ber manufactured using wood elements bonded together with
exterior adhesives. Examples of structural composite lumber
are:

Laminated veneer lumber (LVL). A composite of wood
veneer sheet elements with wood fibers primarily oriented
along the length of the member.

Parallel strand lumber (PSL). A composite of wood
strand elements with wood fibers primarily oriented along
the length of the member.

STRUCTURAL GLUED-LAMINATED TIMBER. An

engineered, stress-rated product of a timber laminating plant,
comprised of assemblies of specially selected and prepared
wood laminations in which the grain of all laminations is
approximately parallel longitudinally and the laminations are
bonded with adhesives.

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.

' 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, wood strands or wafers or a combination of
veneer and wood strands or wafers bonded together with water-
proof synthetic resins or other suitable bonding systems.
Examples of wood structural panels are:

Composite panels. A wood structural panel that is com-
prised of wood veneer and reconstituted wood-based mate-
rial and bonded together with waterproof adhesive;

Oriented strand board (OSB). A mat-formed wood struc-
tural panel comprised of thin rectangular wood strands
arranged in cross-aligned layers with surface layers nor-
mally arranged in the long panel direction and bonded with
waterproof adhesive; or

Plywood. A wood structural panel comprised of plies of
wood veneer arranged in cross-aligned layers. The plies are
bonded with waterproof adhesive that cures on application
of heat and pressure.

SECTION 2303
MINIMUM STANDARDS AND QUALITY

2303.1 General. Structural sawn lumber; end-jointed lumber;
prefabricated wood I-joists; structural glued-laminated timber;
wood structural panels, fiberboard sheathing (when used struc-
turally); hardboard siding (when used structurally);
particleboard; preservative-treated wood; structural log mem-
bers; structural composite lumber; round timber poles and
piles; fire-retardant-treated wood; hardwood plywood; wood
trusses; joist hangers; nails; and staples shall conform to the
applicable provisions of this section.

2303.1.1 Sawn lumber. Sawn lumber used for load-sup-
porting purposes, including end-jointed or edge-glued lum-
ber, machine stress-rated or machine-evaluated lumber,
shall be identified by the grade mark of a lumber grading or
inspection agency that has been approved by an accredita-
tion body that complies with DOC PS 20 or equivalent.
Grading practices 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 inspec-
tion agency meeting the requirements of this section is per-
mitted to be accepted for precut, remanufactured or
rough-sawn lumber and for sizes larger than 3 inches (76
mm) nominal thickness.

Approved end-jointed lumber is permitted to be used
interchangeably 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 estabhshed and monitored in accordance with
ASTM D 5055.

2303.1.3 Structural glued-laminated timber. Glued-lam-
inated timbers shall be manufactured and identified as
required in AITC A190.1 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
approved 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

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identified by the trademarks of an approved testing and
inspection agency indicating conformance with the applica-
ble standard. In addition, wood structural panels when per-
manently exposed in outdoor applications shall be of
exterior type, except that wood structural panel roof sheath-
ing exposed to the outdoors on the underside is permitted to
be interior type bonded with exterior glue. Exposure 1.

2303.1.5 Fiberboard. Fiberboard for its various uses shall
conform to ASTM C 208. Fiberboard sheathing, when used
structurally, shall be identified by an approved agency as
conforming to ASTM C 208.

2303.1.5.1 Jointing. To ensure tight-fitting assemblies,
edges shall be manufactured with square, shiplapped,
beveled, tongue-and-groove or U-shaped joints.

2303.1.5.2 Roof insulation. Where used as roof insula-
tion in all types of construction, fiberboard shall be pro-
tected with an approved roof covering.

2303.1.5.3 Wall insulation. 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
approved noncombustible veneer anchored to the base
without intervening airspaces.

2303.1.5.3.1 Protection. Fiberboard wall insulation
applied on the exterior of foundation walls shall be
protected below ground level with a bituminous coat-
ing.

2303.1.6 Hardboard. Hardboard siding used structurally
shall be identified by an approved agency conforming to
AHA A135.6. Hardboard underlayment shall meet the
strength requirements of 732-inch (5.6 mm) or V4-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 A 135.5. Other basic hardboard products shall meet
the requirements of AHA A 1 35 .4. Hardboard products shall
be installed in accordance with manufacturer's recommen-
dations.

2303.1.7 Particleboard. 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 utilized for applications
other than indicated in this section unless the particleboard
complies with the provisions of Section 2306.4.3.

2303.1.7.1 Floor underlayment. 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-
ciation.

2303.1.8 Preservative-treated wood. Lumber, timber, ply-
wood, piles and poles supporting permanent structures
required by Section 2304. 1 1 to be preservative treated shall

conform to the requirements of the applicable AWPA Stan-
dard Ul and M4 for the species, product, preservative and
end use. Preservatives shall be listed in Section 4 of AWPA
Ul . Lumber and plywood used in wood foundation systems
shall conform to Chapter 18.

2303.1.8.1 Identification. Wood required by Section
2304. 11 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
preservative-treated wood. Inspection agencies for pre-
servative-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
include 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 Moisture content. 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.

2303.1.9 Structural composite lumber. Structural capaci-
ties for structural composite lumber shall be established and
monitored in accordance with ASTM D 5456.

2303.1.10 Structural log members. Stress grading of
structural log members of nonrectangular shape, as typi-
cally used in log buildings, shall be in accordance with
ASTM D 3957. Such structural log members shall be identi-
fied by the grade mark of an approved lumber grading or
inspection agency. 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 require-
ments of this section shall be permitted.

2303.1.11 Round timber poles and piles. Round timber
poles and piles shall comply with ASTM D 3200 and ASTM
D 25, respectively

2303.2 Fire-retardant-treated 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 listed 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.

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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
accordance 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
increase in the listed classification when subjected to
the Standard Rain Test" (ASTM D 2898).

2303.2.2 Strength adjustments. Design values for
untreated lumber and wood structural panels, as specified
in Section 2303.1, shall be adjusted for fire-retar-
dant-treated wood. Adjustments to design values shall be
based on an approved method of investigation that takes
into consideration the effects of the anticipated tempera-
ture and humidity to which the fire-retardant-treated wood
will be subjected, the type of treatment and redrying proce-
dures.

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
55 16 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 that is
treated, the effects of the treatment, the method of
redrying after treatment and exposure to high tempera-
tures and high humidities on the allowable design prop-
erties of fire-retardant-treated lumber shall be
determined in accordance 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 tem-
perature and at elevated temperatures and humidity in
accordance with ASTM D 6841. Each manufacturer
shall publish the modification factors for service at tem-
peratures of not less than 80°F (27°C) and for roof fram-
ing. 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-retardant-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
described 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 and plywood. Hardwood and decorative
plywood shall be manufactured and identified as required in
HPVAHP-1.

2303.4 Trusses.

2303.4.1 Design. Wood trusses shall be designed in accor-
dance with the provisions of this code and accepted engi-
neering practice. Members are permitted to be joined by
nails, glue, bolts, timber connectors, metal connector plates
or other approved framing devices.

2303.4.1.1 Truss designer. The individual or organiza-
tion responsible for the design of trusses.

2303.4.1.2 Truss design drawings. The written, graphic
and pictorial depiction of each individual truss shall be
provided to the building official and approved prior to
installation. Truss design drawings shall also be pro-
vided with the shipment of trusses delivered to the job
site. Truss design drawings shall include, at a minimum,
the information specified below:

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 applica-
tion as applicable;

10. Controlling wind and earthquake loads as
applicable;

1 1 . Adjustments to lumber and metal connector plate
design value for conditions of use;

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12. Each reaction force and direction;

13. Metal connector plate type, size, thickness or
gage, and the dimensioned location of each metal
connector 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;

15.2. Truss ply to ply; and

15.3. Field splices.

16. Calculated deflection ratio and maximum verti-
cal and horizontal deflection for live and total
load as applicable;

17. Maximum axial tensile and compression forces
in the truss members; and

18. Required permanent individual truss member
bracing and method per Section 2303.4.1.5,
unless a specific truss member permanent brac-
ing plan for the roof or floor structural system is
provided by a registered design professional.

Where required by one of the following, each individ-
ual truss design drawing shall bear the seal and signature
of the truss designer:

1. Registered design professional; or

2. Building official; or

3. Statutes of the jurisdiction in which the project is
to be constructed.

Exceptions:

1 . When a cover sheet/truss index sheet combined
into a single cover sheet is attached to the set of
truss design drawings for the project, the single
sheet/truss index sheet is the only document
that needs to be signed and sealed within the
truss submittal package.

2. When a cover sheet and a truss index sheet are
separately provided and attached to the set of
truss design drawings for the project, both the
cover sheet and the truss index sheet are the
only documents that need to be signed and
sealed within the truss submittal package.

2303.4.1.3 Truss placement diagram. The truss manu-
facturer shall provide a truss placement diagram that
identifies the proposed location for each individually
designated truss and references the corresponding truss
design drawing. The truss placement diagram shall be
provided as part of the truss submittal package, and with
the shipment of trusses delivered to the job site. Truss
placement diagrams shall not be required to bear the seal
or signature of the truss designer.

Exception: When the truss placement diagram is pre-
pared under the direct supervision of a registered

design professional, it is required to be signed and
sealed.

2303.4.1.4 Truss submittal package. The truss
submittal package shall consist of each individual truss
design drawing, the truss placement diagram for the pro-
ject, the truss member permanent bracing specification
and, as applicable, the cover sheet/truss index sheet.

2303.4.1.5 Truss member permanent bracing. Where
permanent bracing of truss members is required on the
truss design drawings, it shall be accomplished by one of
the following methods:

1. The trusses shall be designed so that the budding
of any individual truss member can be resisted
internally by the structure (e.g. buckling member
T-bracing, L-bracing, etc.) of the individual truss.
The truss individual member buckling reinforce-
ment shall be installed as shown on the truss design
drawing or on supplemental truss member buck-
ling reinforcement diagrams provided by the truss
designer.

2. Permanent bracing shall be installed using stan-
dard industry bracing details that conform with
generally accepted engineering practice. Individ-
ual truss member continuous lateral bracing loca-
tion(s) shall be shown on the truss design drawing.

2303.4.1.6 Anchorage. All transfer of loads and anchor-
age of each truss to the supporting structure is the respon-
sibility of the registered design professional.

2303.4.1.7 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.

2303.4.2 Metal-plate-connected trusses. In addition to
Sections 2303.4.1 through 2303.4.1.7, the design, manufac-
ture and quality assurance of metal-plate-connected wood
trusses shall be in accordance with TPI 1. Manufactured
trusses shall comply with Section 1704.6 as apphcable.

2303.5 Test standard for joist hangers and connectors. For

the required test standards for joist hangers and connectors, see
Section 1715.1.

2303.6 Nails and staples. 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 at least 0.099 inch (2.5 1 mm) but not larger
than 0.142 inch (3.61 mm).

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2303.7 Shrinkage. 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.

SECTION 2304
GENERAL CONSTRUCTION REQUIREMENTS

2304.1 General. The provisions of this section apply to design
methods specified in Section 2301.2.

2304.2 Size of structural members. Computations to deter-
mine the required sizes of members shall be based on the net
dimensions (actual sizes) and not nominal sizes.

2304.3 Wall framing. The framing of exterior and interior
walls shall be in accordance with the provisions specified in
Section 2308 unless a specific design is furnished.

2304.3.1 Bottom plates. Studs shall have full bearing on a
2-inch-thick (actual 1 Vj-inch, 38 mm) or larger plate or sill
having a width at least equal to the width of the studs.

2304.3.2 Framing over openings. 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.

2304.3.3 Shrinkage. 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.

2304.4 Floor 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.

2304.5 Framing around flues and chimneys. 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.

2304.6 Wall sheathing. Except as provided for in Section 1405
for weatherboarding or where stucco construction that com-
plies with Section 2510 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.

2304.6.2 Interior paneling. 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. Hardwood plywood
shall conform to HPVA HP-1.

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 sheatii-
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 struc-
tural panel roof sheathing shall be bonded by exterior glue.

TABLE 2304.6
MINIMUM THICKNESS OF WALL SHEATHING

SHEATHING TYPE

MINIMUM THICKNESS

MAXIMUM WALL STUD SPACING

Wood boards

Vg inch

24 inches on center

Fiberboard

Vj 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(4)

—

Gypsum sheathing

V2 inch

16 inches on center

Gypsum wallboard

V2 inch

24 inches on center

Reinforced cement mortar

1 inch

24 inches on center

For SI: 1 inch = 25.4 mm.

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2304.8 Lumber decking.

2304.8.1 General. Lumber decking shall be designed and
installed in accordance with the general provisions of this
code and the provisions of this section. Each piece shall be
square-end trimmed. When random lengths are furnished,
each piece shall be square-end trimmed across the face so
that at least 90 percent of the pieces will be within 0.5
degrees (0.00873 rad) of square. The ends of the pieces shall
be permitted to be beveled up to 2 degrees (0.0349 rad) from
vertical with the exposed face of the piece slightly longer
than the back of the piece. Tongue-and-groove decking shall
be installed with the tongues up on sloped or pitched roofs
with pattern faces down.

2304.8.2 Layup patterns. Lumber decking is permitted to
be laid up following one of five standard patterns as defined
in Sections 2304.8.2.1 through 2304.8.2.5. Other patterns
are permitted to be used if justified by engineering analysis.

2304.8.2.1 Simple span pattern. All pieces shall be sup-
ported by two supports.

2304.8.2.2 Two-span continuous pattern. All pieces
shall be supported by three supports, and all end joints
shall occur in line on every other support. Supporting
members shall be designed to accommodate the load
redistribution caused by this pattern.

2304.8.2.3 Combination simple and two-span contin-
uous pattern. Courses in end spans shall be alternating
simple span and two span continuous. End joints are
staggered in adjacent courses and occur only over sup-
ports.

2304.8.2.4 Cantilevered pieces intermixed pattern.

The decking shall cover a minimum of three spans.

Pieces in the starter course and every third course shall be
simple span. Pieces in other courses shall be cantilevered
over the supports with end joints at alternate quarter or
third points of the spans, and each piece shall bear on at
least one support.

2304.8.2.5 Controlled random pattern. The decking
shall cover a minimum of three spans. End joints within 6
inches (152 mm) of being in line in either direction shall
be separated by at least two intervening courses. In the
end bays each piece shall bear on at least one support.
Where an end joint occurs in an end bay, the next piece in
the same course shall continue over the first inner sup-
port for at least 24 inches (610 mm). The details of the
controlled random pattern shall be as described for each
decking material in Section 2304.8.3.3, 2304.8.4.3 or
2304.8.5.3.

For cantilevered spans with the controlled random pat-
tern, special considerations shall be made when the over-
hang exceeds 18 inches (457 mm), 24 inches (610 mm)
or 36 inches (914 mm) for 2-inch (51 mm), 3-inch (76
mm) or 4-inch (102 mm) nominal thickness decking,
respectively. The maximum cantilevered length for the
controlled random pattern shall be 30 percent of the
length of the first adjacent interior span. For cantilever
overhangs within these limits, a structural fascia shall be
fastened to each decking piece to maintain a continuous,
straight roof line. There shall be no end joints in the can-
tilevered portion or within one-half of the first adjacent
interior span.

2304.8.3 Mechanically laminated decking.

2304.8.3.1 General. Mechanically laminated decking
consists of square-edged dimension lumber laminations

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

'%2

'%2 •

Roofs

V«

'%.

For SI: 1 inch = 25.4 mm.

a. Installation details shall conform to Sections 2304.7.1 and 2304.7.2 for floor and roof sheathing, respecti/ely.

b. Floor or roof sheathing conforming with this table shall be deemed to meet the design criteria of Section 2304.7.

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

2006 INTERNATIONAL BUILDING CODE®

427

WOOD

set on edge and nailed to the adjacent pieces and to the
supports.

2304.8.3.2 Nailing. The length of nails connecting lami-
nations shall not be less than two and one-half times the
net thickness of each lamination. Where deck supports
are 48 inches (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 48 inches (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 stag-
gered 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 48 inches
(1219 mm) o.c. or less, alternate laminations shall be
toenailed to alternate supports; where supports are
spaced more than 48 inches (1219 mm) o.c, alternate
laminations shall be toenailed to every support.

2304.8.3.3 Controlled random pattern. There shall be
a minimum distance of 24 inches (610 mm) between end
joints in adjacent courses. The pieces in the first and sec-
ond courses shall bear on at least two supports with end
joints in these two courses occurring on alternate sup-
ports. A maximum of seven intervening courses shall be
permitted before this pattern is repeated.

TABLE 2304.7(3)

ALLOWABLE SPANS AND LOADS FOR WOOD STRUCTURAL PANEL SHEATHING AND

SINGLE-FLOOR GRADES CONTINUOUS OVER TWO OR MORE SPANS WITH

STRENGTH AXIS PERPENDICULAR TO SUPPORTS^"

SHEATHING GRADES

ROOF"

FLOOR"

Panel span rating
roof/floor span

Panel thickness
(inches)

lUlaximum span (inches)

Load°(psf)

Maximum span
(inches)

With edge support'

Without edge support

Total load

Live load

12/0

■ V,,

16/0

v,„%

20/0

v,„%

24/0

/g' ^16' ll

208

24/16 .

^/,6,V,

32/16

^32' ^2' U

16'^

40/20

^32' /g' U^ k

20^''

48/24

^V32,V„7«

54/32

y.,i

60/32

y., 1 %

SINGLE FLOOR GRADES

ROOF=

FLOOR"

Panel span rating

Panel thickness
(inches)

Maximum span (inches)

Load^(psf)

Maximum span
(inches)

With edge support'

Without edge support

Total load

Live load

16 o.c.

/2' ^32' /g

16"

20 o.c.

^32' 4' U

20^-'

24 o.c.

'%.,%

32 o.c.

%,1

48 o.c.

l3/3„ l\

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 Vjgg of span under live load plus dead load, V240 under live load only.

d. Panel edges shall have approved tongue-and-groove joints or shall be supported with blocking unless V4-inch minimum thickness underlayment or 1 Vj inches of
approved cellular or Ughtweight concrete is placed over the subfloor, or finish floor is ^/4-inch wood strip. Allowable uniform load based on deflection of Vj^q 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 cUps (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 blocted 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 IV2 inches of cellular or Ughtweight concrete is applied over the panels.

428

2006 INTERNATIONAL BUILDING CODE®

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TABLE 2304.7(4)

ALLOWABLE SPAN FOR WOOD STRUCTURAL PANEL COMBINATION SUBFLOOR-UNDERLAYMENT (SINGLE FLOOR)""

(Panels Continuous Over Two or More Spans and Strength Axis Perpendicular to Supports)

IDENTIFICATION

MAXIMUM SPACING OF JOISTS (inches)

Species group'^

Thickness (inches)

—

2,3

—

Single floor span rating^

16 o.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 ^l^(^ of span is 100 pounds per
square foot except allowable total uniform load for 1 Vg-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 V4-inch minimum thickness underlayment or 1 V2 inches of approved cel-
lular or lightweight concrete is placed over the subfloor, or finish floor is V4-inch wood strip.

b. Floor panels conforming with this table shall be deemed to meet the design criteria of Section 2304.7.

c. AppUcable 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

'/16

'%2

35'^

45'=

Stractural I sheathing

40^

50"=

^32' ^8

^^32,%

100

^/,6

'%2

Sheathing, other grades
covered in DOC PS 1 or
DOC PS 2

'%2

24
24

25
40"=

30
50=

45"=

55'=

^^32,%

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 Vj gg of span under live load plus dead load, V240 under live 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.

2006 INTERNATIONAL BUILDING CODE®

429

WOOD

2304.8.4 Two-inch sawn tongue-and-groove decking.

2304.8.4.1 General. Two-inch (51 mm) decking shall
have a maximum moisture content of 15 percent. Deck-
ing shall be machined with a single tongue-and-groove
pattern. Each deck piece shall be nailed to each support
as required.

2304.8.4.2 Nailing. Each piece of decking shall be
toenailed at each support with one 16d common nail
through the tongue and face-nailed with one 16d com-
mon nail.

2304.8.4.3 Controlled random pattern. There shall be
a minimum distance of 24 inches (610 mm) between end
joints in adjacent courses. The pieces in the first and sec-
ond courses shall bear on at least two supports with end
joints in these two courses occurring on alternate sup-
ports. A maximum of seven intervening courses shall be
permitted before this pattern is repeated.

2304.8.5 Three- and 4-inch sawn tongue-and-groove
decking.

2304.8.5.1 General. Three-inch (76 mm) and 4-inch
(102 mm) decking shall have a maximum moisture con-
tent of 19 percent. Decking shall be machined with a
double tongue-and-groove pattern. Deck pieces shall be
interconnected and fastened to the supports as required.

2304.8.5.2 Nailing. Each piece shall be toenailed at each
support with one 40d common nail and face-nailed with
one 60d common nail. Courses shall be spiked to each
other with 8 -inch (203 mm) spikes at intervals not to
exceed 30 inches (762 mm) through predrilled edge
holes penetrating to a depth of approximately 4 inches
(102 mm) and with one spike at a distance not exceeding
10 inches (254 mm) from the end of each piece.

2304.8.5.3 Controlled random pattern. There shall be
a minimum distance of 48 inches (1219 mm) between
end joints in adjacent courses. Pieces not bearing over a
support are permitted to occur in interior bays, provided
the adjacent pieces in the same course continue over the
support for at least 24 inches (610 mm). This condition
shall not occur more than once in every six courses in
each interior bay.

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
fasteners 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
approved 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
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
approved.

2304.9.5 Fasteners in preservative-treated and
fire-retardant-treated wood. Fasteners for preservative-
treated and fire-retardant-treated wood shall be of hot
dipped zinc-coated galvanized steel, stainless steel, siUcon
bronze or copper. The coating weights for zinc-coated fas-
teners shall be in accordance with ASTM A 153.

Exception: Fasteners other than nails, timber rivets,
wood screws and lag screws shall be permitted to be of
mechanically deposited zinc coated steel with coating
weights in accordance with ASTM B 695, Class 55 mini-
mum.

Fastenings for wood foundations shall be as required 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
required, 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 uplift 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
bolsters 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 sup-
ported 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
every 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

430

2006 INTERNATIONAL BUILDING CODE®

WOOD

TABLE 2304.9.1
FASTENING SCHEDULE

CONNECTION

FASTENING^'"

LOCATION

1 . Joist to sill or girder

3 - 8d common 01^' x 0.131")
3 - 3" X 0.131" nails
3 - 3" 14 gage staples

toenail

2. Bridging to joist

2 - 8d common (2V2" x 0.131")
2 - 3" x 0.131" nails
l-y \A gage staples

toenail each end

3. 1" X 6" subfloor or less to each joist

2 - 8d common (2V2" x 0.131")

face nail

4. Wider than 1" x 6" subfloor to each joist

3 - 8d common (2V2" x 0.131")

face nail

5 . 2" subfloor to joist or girder

2 - 16d common (3V2" x 0.162")

blind and face nail

6. Sole plate to joist or blocking

Sole plate to joist or blocking at braced
wall panel

16d(3V2"x0.135")atl6"o.c.
3" X 0.131" nails at 8" o.c.
3" 14 gage staples at 12" o.c.

3"-16d(3V2"x0.135")atl6"
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 (3V2" x 0.162")

3 - 3" X 0.131" nails
3 - 3" 14 gage staples

end nail

8. Stud to sole plate

4 - 8d common (2V2" x 0.131")
4 - 3" X 0.131" nails
3 - 3" 14 gage staples

2 - 16d common (3V2" x 0.162")

3 - 3" X 0.131" nails
3 - 3" 14 gage staples

toenail
end nail

9. Double studs

16d(3V2"x0.135")at24"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(3V2"x0.135")atl6"o.c.
3" X 0.131" nail at 12" o.c.
3" 14 gage staple at 12" o.c.

8-16d common (3V2" x 0.162")
12-3" X 0.131" nails
12-3" 14 gage staples

typical face nail
lap splice

1 1 . Blocking between joists or rafters to top plate

3 - 8d common (2V2" x 0.131")
3 - 3" X 0.131" nails
3 - 3" 14 gage staples

toenail

1 2 . Rim j oist to top plate

8d(2V2"x0.131")at6"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 (3V2" x 0.162")

3 - 3" X 0.131" nails
3 -3" 14 gage staples

face nail

14. Continuous header, two pieces

16d common (3 V2" x 0.162")

16" o.c. along edge

1 5 . Ceiling j oists to plate

3 - 8d common (2V2" x 0.131")
5 - 3" X 0.131" nails
5 - 3" 14 gage staples

toenail

16. Continuous header to stud

4 - 8d common (2V2" x 0.131")

toenail

(continued)

2006 INTERNATIONAL BUILDING CODE®

431

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 (SVj" x 0.162") minimum.
Table 2308.10.4.1

4 - 3" X 0.131" nails
4 - 3" 14 gage staples

face nail

1 8. Ceiling joists to parallel rafters

(see Section 2308.10.4.1, Table 2308.10.4.1)

3 - 16d common (3V2" x 0.162") 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 (2V2" x 0.131")
3 - 3" X 0.131" nails
3 - 3" 14 gage staples

toenail

20. 1" diagonal brace to each stud and plate

2 - 8d common 0}l{' x 0.131")

2 - 3" X 0.131" nails

3 - 3" 14 gage staples

face nail

21 . 1" X 8" sheathing to each bearing

3 - 8d common 0I{' x 0.131")

face nail

22. Wider than 1" x 8" sheathing to each bearing

3 - 8d common (2V2" x 0.131")

face nail

23. Built-up comer studs

16d common (3V2" x 0.162")
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 (4" x 0.192") 32" o.c.
3" X 0.131" nail at 24" o.c.
3" 14 gage staple at 24" o.c.

2 -20d common (4" X 0.192")
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 (3V2" x 0.162")

at each bearing

26. Collar tie to rafter

3 - lOd common (3" x 0.148")

4 - 3" X 0.131" nails
4 - 3" 14 gage staples

face nail

27. Jack rafter to hip

3 - lOd common (3" x 0.148")

4 - 3" x 0.131" nails
4 - 3" 14 gage staples

2 - 16d common (3V2" x 0.162")
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 (3V2" x 0.162")

3 - 3" X 0.131" nails
3 - 3" 14 gage staples

2-16d common (3 V2" x 0.162")
3 - 3" X 0.131" nails
3 - 3" 14 gage staples

toenail
face nail

29. Joist to band joist

3 - 16d common (3V2" x 0.162")

4 - 3" X 0.131" nails
4 - 3" 14 gage staples

face nail

{continued)

432

2006 INTERNATIONAL BUILDING CODE®

WOOD

TABLE 2304.9.1— continued
FASTENING SCHEDULE

CONNECTION

FASTENING^""

LOCATION

30. Ledger strip

3 - 16d common (3V2" x 0.162")

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)

Single Floor (combination subfloor-underlayment
to framing)

V2" and less 6d^'i

2VxO-113"nail"

1 %" 16 gage°
i%2" to V4" 8d'i or 6d^

2 Vx0.113"nailP
2"16gageP

Vtol" Sd'^

li^'tolV/' lOd'^orSd"
V and less 6d=
Vtol" 8d^
1 Vr" to 1 V4" lOd'' or 8d=

32. Panel siding (to framing)

V2" or less 6df
%" 8df

33. Fiberboard sheathing^

1/ "
'2 No. 11 gage roofing naiP

6d common nail (2" x 0. 1 1 3")

No. 16 gage staple'

2^32" No. 1 1 gage roofing nail**

8d common nail (2V2" X 0.131")

No. 16 gage staple'

34. Interior paneling

V4" 4d'
Vg" ■ 6d''

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, 12 inches at intermediate supports except 6 inches at supports where spans are 48 inches or more. For naiUng 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 (6d - T x 0.113"; 8d - 2^l{ x 0.131"; lOd - 3" x 0.148").

d. Common (6d - 2" x 0.113"; 8d - 2V2" x 0.131"; lOd - 3" x 0.148").

e. Deformed shank (6d - 2" x 0.113"; 8d - 2'//' x 0.131"; lOd - 3" x 0.148").

f Corrosion-resistant siding (6d - ll^' x 0.106"; 8d - 2^^" x 0.128") or casing (6d - 2" x 0.099"; 8d - 2V2" x 0.113") nail.

g. Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at intermediate supports, when used as structural sheathing. Spacing shall be 6 inches

on center on the edges and 12 inches on center at intermediate supports for nonstructural applications,
h. Corrosion-resistant roofing nails with ^ig-inch-diameter head and lV2-inch length for '^-inch sheathing and 1 ^-inch length for ^^/32-inch sheathing,
i. Corrosion-resistant staples with nominal Vj^-inch crown and 1 Vg-inch length for Vj-inch sheathing and 1 V2-inch length for ^'/32-inch sheathing. Panel supports at

16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marled).

j. Casing (IV2" x 0.080") or finish (IV2" x 0.072") 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 apphcations, 8d nails (2V2" x 0.113") are the minimum required for wood structural panels,
m. Staples shall have a minimum crown width of Vjg inch.

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.

2006 INTERNATIONAL BUILDING CODE®

433

WOOD

2304.10.4 Floor decks. Floor decks and covering shall not
extend closer than V2 inch (12.7 mm) to walls. Such Vj-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
under 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 used above
ground in the locations specified in Sections 2304.11.2.1
through 2304. 11.2.7, 2304. 1 1 .3 and 2304. 1 1 .5 shall be nat-
urally durable wood or preservative-treated wood using
water-borne preservatives, in accordance with AWPA Ul
(Commodity Specifications A or F) 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 Wood supported by exterior foundation
walls. Wood framing members, including wood sheath-
ing, that rest on exterior foundation walls and are less
than 8 inches (203 nam) from exposed earth shall be of
naturally durable or preservative-treated wood.

2304.11.2.3 Exterior walls below grade. Wood fram-
ing members and furring strips attached directly to the
interior of exterior masonry or concrete walls below
grade shall be of approved naturally durable or preserva-
tive-treated wood.

2304.11.2.4 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.

2304.11.2.5 Girder ends. The ends of wood girders
entering 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.

2304.11.2.6 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.

2304.11.2.7 Posts or columns. 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.

Exceptions:

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.

2304.11.3 Laminated timbers. 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 fully I
protected from moisture by a roof, eave or similar covering |
shall be pressure treated with preservative or be manufac-
tured from naturally durable or preservative-treated wood.

2304.11.4 Wood in contact with the ground or fresh water.

Wood used in contact with the ground (exposed earth) in the
locations specified in Sections 2304.11.4.1 and 2304.11.4.2
shall be naturally durable (species for both decay and termite
resistance) or preservative treated using water-borne preser-
vatives in accordance with AWPA Ul (Commodity Specifi-
cations A or F) for soil or fresh water use.

Exception: Untreated wood is permitted where such
wood is continuously and entirely below the
ground-water level or submerged in fresh water.

2304.11.4.1 Posts or columns. Posts and columns sup-
porting permanent structures that are embedded in con-
crete that is in direct contact with the earth, embedded in
concrete that is exposed to the weather or in direct con-
tact with the earth shall be of preservative-treated wood.

2304.11.4.2 Wood structural 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.

2304.11.5 Supporting member for permanent appurte-
nances. 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-

434

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WOOD

vent moisture or water accumulation on the surface or at
joints between members.

Exception: 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.

2304.11.6 Termite protection. In geographical areas
where hazard of termite damage is known to be very heavy,
wood floor framing shall be of naturally durable species
(termite resistant) or preservative treated in accordance with
AWPA Ul for the species, product preservative and end use
or provided with approved methods of termite protection.

2304.11.7 Wood used in retaining walls and cribs. Wood
installed in retaining or crib walls shall be preservative
treated in accordance with AWPA Ul (Commodity Specifi-
cations A or F) for soil and fresh water use.

2304.11.8 Attic ventilation. For attic ventilation, see Sec-
tion 1203.2.

2304.11.9 Under-floor ventilation (crawl space). For

under-floor ventilation (crawl space), see Section 1203.3.

2304.12 Long-term loading. Wood members supporting con-
crete, masonry or similar materials shall be checked for the
effects of long-term loading using the provisions of the
AF&PA NDS. The total deflection, including the effects of
long-term loading, shall be limited in accordance with Section
1604.3.1 for these supported materials.

Exception: Horizontal wood members supporting masonry
or concrete nonstructural floor or roof surfacing not more
than 4 inches (102 mm) thick need not be checked for
long-term loading.

SECTION 2305

GENERAL DESIGN REQUIREMENTS FOR

LATERAL-FORCE-RESISTING SYSTEMS

2305.1 General. Structures using wood shear walls and dia-
phragms to resist wind, seismic and other lateral loads shall be
designed and constructed in accordance with the provisions of
this section. Alternatively, compliance with the AF&PA
SDPWS shall be permitted subject to the limitations therein and
the limitations of this code.

2305.1.1 Shear resistance based on principles of mechan-
ics. Shear resistance of diaphragms and shear walls are per-
mitted 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.
Diaphragm chords and collectors shall be placed in, or tan-
gent to, the plane of the diaphragm framing unless it can be
demonstrated that the moments, shears and deformations,
considering eccentricities resulting from other configura-
tions can be tolerated without exceeding the adjusted resis-
tance and drift limits.

2305.1.2.1 Framing members. Framing members shall
be at least 2 inch (51 mm) nominal width. In general,
adjoining panel edges shall bear and be attached to the
framing members and butt along their centerlines. Nails
shall be placed not less than % 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
panels that materially affect their strength shall be fully
detailed on the plans, and shall have their edges adequately
reinforced 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, the capacity
of toenail connections shall not be used when calculating
lateral load resistance to transfer lateral earthquake 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 walls. Wood
shear walls, diaphragms, horizontal trusses and other mem-
bers shall not be used to resist horizontal seismic forces con-
tributed by masonry or concrete walls 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 walls, provided 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
walls in two-story structures of masonry or con-
crete walls, provided the following requirements
are met:

2.1. Story-to-story wall heights shall not
exceed 12 feet (3658 mm).

2.2. Diaphragms shall not be designed to trans-
mit lateral forces by rotation and shall not
cantilever past the outermost supporting
shear wall.

2.3. Combined deflections of diaphragms and
shear walls shall not permit story drift of
supported masonry or concrete walls to
exceed the limit of Section 12.12.1 in
ASCE 7.

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

2006 INTERNATIONAL BUILDING CODE''

435

WOOD

unsupported edges blocked and, for the
lower story, shall have a minimum thick-
ness of ^V32 inch (11. 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.

2305.1.6 Wood members resisting seismic forces from
nonstructural concrete or masonry. Wood members shall
be permitted to resist horizontal seismic forces from
nonstructural concrete, masonry veneer or concrete floors.

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
permissible 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 Deflection. Permissible deflection shall be that
deflection up to which the diaphragm and any attached dis-
tributing or resisting element will maintain its structural
integrity under design load conditions, such that the resist-
ing element will continue to support design loads without
danger 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
diaphragm uniformly nailed throughout is permitted to be
calculated by using the following equation. If not uniformly
nailed, the constant 0.188 (For SI: Vjgj?) in the third term
must be modified accordingly.

A =

5vU

+ -h0188Le„ +

%EAb AGt

(Equation 23-1)

For SI: A =

0.052vL'
EAb

vL Le„ 2:(A,Z)

AGt 1627

where:
A

b
E

= Area of chord cross section, in square inches
(mm^).

= Diaphragm width, in feet (mm).

= Elastic modulus of chords, in pounds per square
inch (N/mm^).

= Nail or staple deformation, in inches (mm) [see
Table 2305.2.2(1)].

= Panel rigidity through the thickness, in pounds
per inch (N/mm) of panel width or depth [see
Table 2305.2.2(2)].

= Diaphragm length, in feet (mm).

= Maximum shear due to design loads in the direc-
tion under consideration, in pounds per linear
foot (plf) (N/mm).

A = The calculated deflection, in inches (mm).

2(A(.X)= Sum of individual chord-splice slip values on
both sides of the diaphragm, each multiplied by
its distance to the nearest support.

TABLE 2305.2.2(1)

e„ VALUES (inches) FOR USE IN CALCULATING DIAPHRAGM

DEFLECTION DUE TO FASTENER SLIP (Structural 1)^-"

LOAD PER

FASTENER'^

(pounds)

FASTENER DESIGNATIONS"

10d

14-Ga staple x 2 inches long

0.01

0.00

0.011

0.02

0.01

0.018

100

0.03

0.01

0.028

120

0.04

0.02

0.01

0.04

140

0.06

0.03

0.02

0.053

160

0.10

0.04

0.02

0.068

180

0.05

0.03

200

—

0.07

0.47

220

—

0.09

0.06

240

—

0.07

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N.

a. Increase e„ values 20 percent for plywood grades other than Structural I.

b. Nail values apply to common wire nails or staples identified.

c. Load per fastener = maximum shear per foot divided by the number of fas-
teners per foot at interior panel edges.

d. Decrease e„ values 50 percent for seasoned lumber (moisture content < 19
percent).

2305.2.3 Diaphragm aspect ratios. Size and shape of dia-
phragms shall be limited as set forth in Table 2305.2.3.

TABLE 2305.2.3

MAXIMUM DIAPHRAGM DIMENSION RATIOS

HORIZONTAL AND SLOPED DIAPHRAGM

TYPE

MAXIMUM 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 Construction. Wood diaphragms shall be con-
structed of wood structural panels manufactured with exte-
rior glue and not less than 4 feet by 8 feet (1219 mm by 243 8
mm), except at boundaries and changes in framing where
minimum sheet dimension shall be 24 inches (610 mm)
unless all edges of the undersized sheets are supported by
and fastened to framing members or blocking. Wood struc-
tural panel thickness for horizontal diaphragms shall not be
less than the valves set forth in Tables 2304.7(3), 2304.7(4)
and 2304.7(5) for corresponding joist spacing and loads.

436

2006 INTERNATIONAL BUILDING CODE*"

WOOD

TABLE 2305.2.2(2)
VALUES OF Gf FOR USE IN CALCULATING DEFLECTION OF WOOD STRUCTURAL PANEL SHEAR WALLS AND DIAPHRAGMS

PANEL
TYPE

SPAN
RATING

VALUES OF Gf (lb/in. panel depth or width)

OTHER

STRUCTURAL 1

3-ply Plywood

4-ply Plywood

5-ply
Plywood^

OSB

3-ply Plywood

4-ply Plywood

5-ply
Plywood^

OSB

Sheathing

24/0

25,000

32,500

37,500

77,500

32,500

42,500

41,500

77,500

24/16

27,000

35,000

40,500

83,500

35,000

45,500

44,500

83,500

32/16

27,000

35,000

40,500

83,500

35,000

45,500

44,500

83,500

40/20

28,500

37,000

43,000

88,500

37,000

48,000

47,500

88,500

48/24

31,000

40,500

46,500

96,000

40,500

52,500

51,000

96,000

Single Floor

16 o.c.

27,000

35,000

40,500

83,500

35,000

45,500

44,500

83,500

20 o.c.

28,000

36,500

42,000

87,000

36,500

47,500

46,000

87,000

24 o.c.

30,000

39,000

45,000

93,000

39,000

50,500

49,500

93,000

32 o.c.

36,000

47,000

54,000

110,000

47,000

61,000

59,500

110,000

48 o.c.

50,500

65,500

76,000

155,000

65,500

85,000

83,500

155,000

OTHER

STRUCTURAL 1

Thickness
(in.)

A-A,
A-C

Marine

All Other
Grades

A-A,
A-C

Marine

All Other
Grades

Sanded
Plywood

24,000

31,000

24,000

31,000

'%2

25,500

33,000

25,500

33,000

26,000

34,000

26,000

34,000

38,000

49,500

38,000

49,500

38,500

50,000

38,500

50,000

49,000

63,500

49,000

63,500

49,500

64,500

49,500

64,500

'%2

50,500

65,500

50,500

65,500

51,000

66,500

51,000

66,500

52,500

68,500

52,500

68,500

73,500

95,500

73,500

95,500

iVg

75,000

97,500

75,000

97,500

For SI: 1 inch = 25.4 mm, 1 pound/inch = 0. 175 1 N/mm.

a. Applies to plywood with five or more layers; for five-ply/three-layer plywood, use values for four ply.

2006 INTERNATIONAL BUILDING CODE®

437

WOOD

2305.2.4.1 Seismic Design Category F. Structures
assigned to Seismic Design Category F shall conform to
the additional requirements of this section.

Wood structural panel sheathing used for diaphragms
and shear walls that are part of the seismic-force-resist-
ing system shall be applied directly to the framing mem-
bers.

Exception: Wood structural panel sheathing in a dia-
phragm is permitted to be fastened over soUd 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 12.3.2 of ASCE 7 and the hori-
zontal shear distribution requirements of Section 12.8.4 of
ASCE 7.

Open-front structures with rigid wood diaphragms 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
conforms to Section 2305.2.4 and the l/w ratio [as shown in
Figure 2305.2.5(1)] is less than 1 for one-story structures or
0.67 for structures over one story in height.

Exception: Where calculations show that diaphragm
deflections 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 where sheathed in compliance with
Section 2306.3.4 or 2306.3.5.

Rigid wood diaphragms are permitted to cantilever past
the outermost supporting shearwall (or other vertical resist-
ing element) a length, /, of not more than 25 feet (7620 mm)
or two-thirds of the diaphragm width, w, whichever is
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 12.3-1, Item 1, of
ASCE 7 shall meet the following requirements: the l/w ratio

shall not exceed 1 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.

Exception: Where calculations demonstrate that the dia-
phragm deflections can be tolerated, the width is permit-
ted to be increased and the l/w ratio is permitted to be
increased to 1.5 where sheathed in compliance with Sec-
tion 2305.2.4 or 1 where sheathed in compliance 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 1 2. 1 2. 1 of ASCE 7 . Shear
wall sheathing other than wood structural panels shall not be
permitted in Seismic Design Category E or F (see Section
1613).

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
integrity under design load conditions, i.e., continue to sup-
port design loads without danger to occupants of the struc-
ture.

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 equation:

. ^vh vh ^„., , h

A = -I- — + 0J5he„ +d„ -

Eab Gt " " b

(Equation 23-2)

For SI: A =

he„

+ ^ + — ■±-

3 Eab Gt 407.6

+ d^

where:
A

= Area of boundary element cross section in square
inches (mm^) (vertical member at shear wall bound-
ary).

U //// J J J f ///// f //? J /////////////////// /T7

'<■

Force

< — >

Open Front
on Building

FIGURE 2305.2.5(1)
DIAPHRAGM LENGTH AND WIDTH FOR PLAN VIEW OF OPEN-FRONT BUILDING

438

2006 INTERNATIONAL BUILDING CODE""

WOOD

b = Wall width, in feet (mm).

d^ = Vertical elongation of overturning anchorage
(including fastener slip, device elongation, anchor
rod elongation, etc.) at the design shear load (v).

E = Elastic modulus of boundary element (vertical mem-
ber at shear wall boundary), in pounds per square inch
(N/mm2).

e„ = Nail or staple deformation, in inches (mm) [see Table
2305.2.2(1)].

Gt = Panel rigidity through the thickness, in pounds per
inch (N/nmi) of panel width or depth [see Table
2305.2.2(2)].

h = Wall height, in feet (mm).

V = Maximum shear due to design loads at the top of the
wall, in pounds per linear foot (N/mm).

A = The calculated deflection, in inches (mm).

2305.3.3 Construction. Wood shear walls shall be con-
structed of wood structural panels manufactured with exte-
rior glue and not less than 4 feet by 8 feet (1219 mm by 2438
mm), except at boundaries and at changes in framing. All
edges of all panels shall be supported by and fastened to
framing members or blocking. Wood structural panel thick-
ness for shear walls shall not be less than set forth in Table
2304.6.1 for corresponding framing spacing and loads,
except that V4 inch (6.4 mm) is permitted to be used where
perpendicular loads permit.

2305.3.4 Shear wall aspect ratios. Size and shape of shear
walls, perforated shear wall segments within perforated
shear walls and wall piers within shear walls that are
designed for force transfer around openings shall be limited
as set forth in Table 2305.3.4. The height, h, and the width,
w, shall be determined in accordance with Sections 2305.3.5
through 2305.3.5.2 and 2305.3.6 through 2305.3.6.2,
respectively.

TABLE 2305.3.4
MAXIMUM SHEAR WALL DIMENSION RATIOS

TYPE

MAXIMUM HEIGHT-
WIDTH RATIO

Wood structural panels or
particleboard, nailed edges

For other than seismic: SVj:!
For seismic: 2:P

Diagonal sheathing, single

2:1

Fiberboard

1 1/2:1

Gypsum board, gypsum lath,
cement plaster

V/^-.l"

a. For design to resist seismic forces, shear wall height-width ratios greater
than 2: 1 , but not exceeding 3 Vji 1 , are permitted provided the allowable shear
values in Table 2306.4. 1 are multiplied by 2w/h.

h. Ratio shown is for unblocked construction. Height-to-width ratio is permit-
ted to be 2: 1 where the wall is installed as blocked construction in accor-
dance with Section 2306.4.5.1.2.

2305.3.5 Shear wall height definition. The height of a
shear wall, h, shall be defined as:

1 . The maximum clear height from the top of the foun-
dation to the bottom of the diaphragm framing above;
or

2. The maximum clear height from the top of the dia-
phragm to the bottom of the diaphragm framing
above [see Figure 2305.3.5(a)].

2305.3.5.1 Perforated shear wall segment height defi-
nition. The height of a perforated shear wall segment, h,
shall be defined as specified in Section 2305.3,5 for shear
walls.

2305.3.5.2 Force transfer shear wall pier height defi-
nition. The height, h, of a wall pier in a shear wall with
openings designed for force transfer around openings
shall be defined as the clear height of the pier at the side
of an opening [see Figure 2305.3.5(b)].

2305.3.6 Shear wall width definition. The width of a shear
wall, w, shall be defined as the sheathed dimension of the
shear wall in the direction of application of force [see Figure
2305.3.5(a)].

y J J ^ J ^ J / J / J / ^ / / f / f / J ^ J J ? ^ J J ? / f J ? ? ^ f f / J J J /

Force

< ►

'/ / / / y / / ^ ^ y ^ ^ / ^ J ^ / / ^ J J ^ J ^ J

/ / / // //7-rr

Cantilevered
Diaphragm

FIGURE 2305.2.5(2)
DIAPHRAGM LENGTH AND WIDTH FOR PLAN VIEW OF CANTILEVERED DIAPHRAGM

2006 INTERNATIONAL BUILDING CODE^

439

WOOD

2305.3.6.1 Perforated shear wall segment width defi-
nition. The width of a perforated shear wall segment, w,
shall be defined as the width of full-height sheathing
adjacent to openings in the perforated shear wall [see
Figure 2305.3.5(a)].

2305.3.6.2 Force transfer shear wall pier width defi-
nition. The width, w, of a wall pier in a shear wall with
openings designed for force transfer around openings
shall be defined as the sheathed width of the pier at the
side of an opening [see Figure 2305.3.5(b)].

2305.3.7 Overturning restraint. Where the dead load sta-
bilizing moment in accordance with Chapter 16 allowable
stress design load combinations is not sufficient to prevent
uphft due to overturning moments on the wall, an anchoring
device shall be provided. Anchoring devices shall maintain
a continuous load path to the foundation.

2305.3.8 Shear walls with openings. 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 2305.3.8.1 shall apply. Where framing
and connections around the openings are not designed for
force transfer around the openings, the provisions of Sec-
tion 2305.3.8.2 shall apply.

2305.3.8.1 Force transfer around openings. Where
shear walls with openings are designed for force transfer
around the openings, the limitations of Table 2305.3.4
shall apply to the overall shear wall, including openings,
and to each wall pier at the side of an opening. Design for

force transfer shall be based on a rational analysis.
Detailing of boundary elements around the opening shall
be provided in accordance with the provisions of this sec-
tion[see Figure 2305.3.5(b)].

2305.3.8.2 Perforated shear walls. The provisions of
Section 2305.3.8.2 shall be permitted to be used for the
design of perforated shear walls. For the determination
of the height and width of perforated shear wall seg-
ments, see Sections 2305.3.5.1 and 2305.3.6.1, respec-
tively.

2305.3.8.2.1 Limitations. The following limitations
shall apply to the use of Section 2305.3.8.2:

1. A perforated shear wall segment shall be
located at each end of a perforated shear wall.
Openings shall be permitted to occur beyond
the ends of the perforated shear wall, provided
the width of such openings is 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-

DETAIL BOUNDARY
MEMBERS FOR
FORCE TRANSFER
AROUND OPENING,
Pi-PICAL

FOUNDATION

(a) HEIGHT-TO-WIDTH RATIO
FOR SHEAR WALLS AND
PERFORATED SHEAR WALLS

(b) HEIGHT-TO-WIDTH RATIO WITH DESIGN
FOR FORCE TRANSFER AROUND OPENINGS

FIGURE 2305.3.5
GENERAL DEFINITION OF SHEAR WALL HEIGHT, WIDTH AND HEIGHT-TO-WIDTH RATIO

440

2006 INTERNATIONAL BUILDING CODE®

WOOD

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).

2305.3.8.2.2 Perforated shear wall resistance. The

resistance of a perforated shear wall shall be calcu-
lated in accordance with the following:

1 . The percentage of full-height sheathing shall be
calculated as the sum of the widths of perforated
shear wall segments divided by the total width of
the perforated shear wall, including openings.

2. The maximum opening height shall be taken as
the maximum opening clear height. Where
areas above and below an opening remain
unsheathed, the height of the opening shall be
defined as the height of the wall.

3. The unadjusted shear resistance shall be the
allowable shear set forth in Table 2306.4.1 for
height-to- width ratios of perforated shear wall
segments that do not exceed 2:1 for seismic
forces and 3V2:1 for other than seismic forces.
For seismic forces, where the height-to-width
ratio of any perforated shear wall segment used
in the calculation of the sum of the widths of
perforated shear wall segments, Y, A> is greater
than 2:1 but does not exceed 3V2:1, the unad-
justed shear resistance shall be multiplied by 2
w/h.

4. The adjusted shear resistance shall be calcu-
lated by multiplying the unadjusted shear resis-
tance by the shear resistance adjustment factors

of Table 2305.3.8.2. For intermediate percent-
ages of full-height sheathing, the values in
Table 2305.3.8.2 are permitted to be interpo-
lated.

5. 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.

2305.3.8.2.3 Anchorage and load path. Design of
perforated shear wall anchorage and load path shall
conform to the requirements of Sections 2305.3.8.2.4
through 2305.3.8.2.8, 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
requirements of Section 2305 .2.4 and Table 2306.4. 1 .

2305.3.8.2.4 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 2305.3.7, except that for each
story the minimum tension chord uplift force, T, shall
be calculated in accordance with the following:

T =

C„XL

(Equation 23-3)

where:

T = Tension chord upUft force, pounds (N).

V = Shear force in perforated shear wall, pounds

(N).

TABLE 2305.3.8.2
SHEAR RESISTANCE ADJUSTMENT FACTOR, C„

WALL HEIGHT, H

MAXIMUM OPENING HEIGHT^

H/3

H/2

2H/3

5H/6

8' wall

2'-8"

4'-0"

5'-4"

6'-8"

8'-0"

10' wall

3'-4"

5'-0"

6'-8"

8'-4"

lO'-O"

Percentage of 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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

a. See Section 2305.3.8.2.2, Item 2.

b. See Section 2305.3.8.2.2, Item 1.

2006 INTERNATIONAL BUILDING CODE®

441

WOOD

h = Perforated shear wall height, feet (mm).

C„ = Shear resistance adjustment factor from Table
2305.3.8.2.

^L, = Sum of widths of perforated shear wall seg-
ments, feet (mm).

2305.3.8.2.5 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 connecting
shear wall segments shall be calculated in accordance
with the following:

able shear shall be either two times the smaller shear
capacity or the capacity of the stronger side, whichever is
greater.

V =

C„^L,

(Equation 23-4)

where:

V = Unit shear force, pounds per lineal feet (N/m) .

V = Shear force in perforated shear wall, pounds

(N).

Q = Shear resistance adjustment factor from Table
2305.3.8.2.

Y, A = Sum of widths of perforated shear wall seg-
ments, feet (mm).

2305.3.8.2.6 Uplift anchorage between perforated
shear wall ends. In addition to the requirements of
Section 2305.3.8.2.4, 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 2305.3.8.2.5.

2305.3.8.2.7 Compression chords. Each end of each
perforated shear wall segment shall be designed for a
compression chord force, C, equal to the tension
chord uplift force, T, calculated in Section
2305.3.8.2.4.

2305.3.8.2.8 Load path. Load path. A load path to
the foundation shall be provided for each uplift force,
T and t, for each shear force, V and v, and for each
compression chord force, C. Elements resisting shear
wall forces contributed by multiple stories shall be
designed for the sum of forces contributed by each
story.

2305.3.8.2.9 Deflection of shear walls with open-
ings. The controlling deflection of a blocked shear
wall with openings uniformly fastened 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
2305.3.8.2.

2305.3.9 Summing shear capacities. 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
capacity applied to both faces of the same wall are cumula-
tive. Where the material capacities are not equal, the allow-

Summing shear capacities of dissimilar materials
applied to opposite faces or to the same wall line is not
allowed.

Exception: For wind design, the allowable shear capac-
ity of shear wall segments sheathed with a combination
of wood structural panels and gypsum wallboard on
opposite 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.

2305.3.10 Adhesives. 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.

2305.3.11 Sill plate size and anchorage in Seismic Design
Category D, E or E Anchor bolts for shear walls shall
include steel plate washers, a minimum of 0.229 inch by 3
inches by 3 inches (5.82 mm by 76 mm by 76 mm) in size,
between the sill plate and nut. The hole in the plate washer is
permitted to be diagonally slotted with a width of up to Vjg
inch (4-76 mm) larger than the bolt diameter and a slot
length not to exceed IV4 inches (44 mm), provided a stan-
dard cut washer is placed between the plate washer and the
nut. Sill plates resisting a design load greater than 490 plf
(7154 N/m) using load and resistance factor design or 350
plf (5110 N/m) using allowable stress design shall not be
less than a 3-inch (76 mm) nominal member. Where a single
3- inch (76 mm) nominal sill plate is used, 2- 20d box end
nails shall be substituted for 2- 16d conmion end nails found
in line 8 of Table 2304.9.1.

Exception: In shear walls where the design load is
greater than 490 plf (7151 N/m) but less than 840 plf (12
264 N/m) using load and resistance factor design or
greater than 350 plf (5110 N/m) but less than 600 plf
(8760 N/m) using allowable stress design, 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 0.229-inch by 3-inch by 3-inch
(5.82 mm by 76 mm by 76 mm) plate washers are used.

SECTION 2306
ALLOWABLE STRESS DESIGN

2306.1 Allowable stress design. The structural analysis and
construction of wood elements in structures using allowable
stress design shall be in accordance with the following applica-
ble standards:

American Forest & Paper Association.

NDS National Design Specification for Wood Construction
American Institute of Timber Construction.

AITC 104 Typical Construction Details

442

2006 INTERNATIONAL BUILDING CODE®

WOOD

AITC 110

AITC 113

AITC 117

Standard Appearance Grades for Structural
Glued Laminated Timber

Standard for Dimensions of Structural Glued
Laminated Timber

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

American Society of 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.

Panel Design Specification

Plywood Design Specification Supplement 1 -
Design & Fabrication of Plywood Curved Panel

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 Apphcation Guide: Glulam

EWS R540 Builders Tips: Proper Storage and Handling of
Glulam Beams

Truss Plate Institute, Inc.

TPI 1 National Design Standard for Metal Plate Connected
Wood Truss Construction

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
apply.

2306.1.4 Lumber decking. The capacity of lumber decking
arranged according to the patterns described in Section
2304.8.2 shall be the lesser of the capacities determined for
flexure and deflection according to the formulas in Table
2306.1.4.

TABLE 2306.1.4
ALLOWABLE LOADS FOR LUMBER DECKING

PAIIbRN

ALLOWABLE AREA LOAD"-"

Flexure

Deflection

Simple span

384A£' d^

Two-span continuous

JFid'

" e 6

185AE' d^
""" " I' 12

Combination simple- and
two-span continuous

" I' 6

131AE' d'
""' ~ I' 12

Cantilevered pieces
intermixed

20F' d'
'^ = 3/ 6

105AF' d^
""'' f 12

Controlled random layup

Mechanically laminated
decking

_20Kd\

'''' - 3e 6

lOOAE' d^
""' ~ t 12

2-inch decking

_20F:d'
'~ 31' 6

lOOAE' d^
"'' f 12

3-inch and 4-inch decking

2of; d'

'^ = 3/ 6

116A£:'rf^
""' ~ f 12

For SI: 1 inch = 25.4 ram.

a. CTj, = Allowable total uniform load limited by bending.

a^ = Allowable total uniform load limited by deflection.
h. d = Actual decking thickness.

/ = Span of decking.

F^ = Allowable bending stress adjusted by appUcable factors.

E' = Modulus of elasticity adjusted by applicable factors.

2306.2 Wind provisions for walls.

2306.2.1 Wall stud bending stress increase. The AF&PA
NDS fiber stress in bending (F^) design values for sawn
lumber wood studs resisting out of plane wind loads shall be
increased by the factors in Table 2306.2. 1 , in lieu of the 1 . 1 5
repetitive member factor. These increases take into consid-
eration the load sharing and composite actions provided by
the wood structural panels as defined in Section 2302. 1 . The
increases shall apply where the studs are designed for bend-
ing and are spaced no more than 16 inches (406 mm) o.c,

2006 INTERNATIONAL BUILDING CODE®

443

WOOD

covered on the inside with a minimum of V2-inch (12.7 mm)
gypsum board fastened in accordance with Table 2306.4.5
and sheathed on the exterior with a minimum of %-inch (9.5
mm) wood structural panel sheathing. All panel joints shall
occur over studs or blocking and shall be attached using a
minimum of 8d common nails spaced a maximum of 6
inches o.c. (152 mm) at panel edges and 12 inches o.c. (305
mm) at intermediate framing members.

TABLE 2306.2.1
WALL STUD BENDING STRESS INCREASE FACTORS

STUD SIZE

SYSTEM FACTOR

2x4

1.5

2x6

1.35

2x8

1.25

2x10

1.2

2x12

1.15

2306.3 Wood diaphragms.

2306.3.1 Wood structural panel diaphragms. Wood
structural panel diaphragms are permitted to resist horizon-
tal forces using the allowable shear capacities set forth in
Table 2306.3.1 or 2306.3.2. The allowable shear capacities
are permitted to be calculated by principles of mechanics
without limitations by using values for fastener strength in
the AF&PA NDS, structural design properties for wood
structural panels based on DOC PS-1 and DOC PS-2 or
wood structural panel design properties given in the APA
Panel Design Specification (PDS).

2306.3.2 Shear capacities modifications. The allowable
shear capacities in Tables 2306.3.1 and 2306.3.2 for hori-
zontal wood structural panel diaphragms shall be increased
40 percent for wind design.

2306.3.3 Diagonally sheathed lumber diaphragms.

Diagonally sheathed lumber diaphragms shall be nailed in
accordance 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
reduction 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 AF&PA 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 (51 nrni) nominal diagonal
lumber sheathing fastened with 16d nails shall be
designed with the same shear capacities as shear panels
using 1-inch (25 mm) boards fastened with 8d nails, pro-
vided 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 thick-
ness.

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
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
action. 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
assumed load to the sheathing. The shear capacity of dou-
ble 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 AF&PA NDS. Nailing of
diagonally sheathed lumber diaphragms shall be in accor-
dance with Table 2306.3.3.

2306.3.6 Gypsum board diaphragm ceilings. Gypsum
board diaphragm ceilings shall be in accordance with Sec-
tion 2508.5.

2306.4 Shear walls. Panel sheathing joints in shear waUs shall
occur over studs or blocking. Adjacent panel sheathing joints shall
occur over and be nailed to conunon framing members (see Sec-
tion 2305.3.1 for limitations on shear waU bracing materials).

TABLE 2306.3.3
DIAGONALLY SHEATHED LUMBER DIAPHRAGM NAILING 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

5-8d

1x8 .

3-8d

4-8d

6-8d

2x6

2-16d

3-16d

5-16d

2x8

3-16d

4 - 16d

4-16d

6-16d

444

2006 INTERNATIONAL BUILDING CODE®

o
o

TABLE 2306.3.1

ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL DIAPHRAGMS WITH

FRAMING OF DOUGLAS FIR-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

MEMBERS AT

ADJOINING

PANEL

EDGES AND

BOUNDARIES^

(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, 6)''

Fasteners spaced 6" max. at supported edges'*

2^2"

Case 1

(No unbloclced 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)"

Structural I
Grades

6dM2"x
0.113")

IV4

Vi.

185

250

375

420

165

125

210

280

420

475

185

140

IV2 16
Gage

155

205

310

350

135

105

175

230

345

390

155

115

0.131)

270

360

530

600

240

180

300

400

600

675

265

200

IV2I6
Gage

175

235

350

400

155

115

200

265

395

450

175

130

lOd'* (3" X
0.148")

IV2

320

425

640

730

285

215

360

480

720

820

320

240

IV2 16
Gage

175

235

350

400

155

120

200

265

395

450

175

130

Sheathing,
single floor
and other
grades
covered in
DOC PS 1
and PS 2

6dM2"x
0.113)

IV4

170

225

335

380

150

110

190

250

380

430

170

125

IV2 16
Gage

140

,185

275

315

125

155

205

310

350

140

105

6d^ (2" X
0.113)

IV4

185

250

375

420

165

125

210

280

420

475

185

140

8d (2V2" X
0.131)

240

320

480

545

215

160

270

360

540

610

240

180

(continued)

TABLE 2306.3.1— continued

ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL DIAPHRAGMS WITH

FRAMING OF DOUGLAS FIR-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

MEMBERS AT

ADJOINING

PANEL

EDGES AND

BOUNDARIES^

(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, Sf

Fasteners spaced 6" max. at supported edges'*

2V2'

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)"

Sheathing,
single floor
and other
grades
covered in
DOC PS 1
and PS 2
(continued)

IV2 16
Gage

160

210

315

360

140

105

180

235

355

400

160

120

8d (2V2"x
0.131")

^/l6

255

340

505

575

230

170

285

380

570

645

255

190

IV2I6
Gage

165

225

335

380

150

110

190

250

375

425

165

125

8d (2V2" X
0.131")

'%2

270

360

530

600

240

180

300

400

600

675

265

200

lOd'' (3" X
0.148")

IV2

290

385

575

655

255

190

325

430

650

735

290

215

IV2 16
Gage

160

210

315

360

140

105

180

235

355

405

160

120

10d''(3"x
0.148")

IV2

^32

320

425

640

730

285

215

360

480

720

820

320

240

1% 16
Gage

175

235

350

400

155

115

200

265

395

450

175

130

(continued)

O
O

WOOD

TABLE 2306.3.1— continued

ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL

PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR-LARCH,

OR SOUTHERN PINE^ FOR WIND OR SEISMIC LOADING"

LOADUtl.

CASE1

^n^

III

FRAMING

I I I

DIAPHRAGM BOUNDARY

iUi

CASE 4

CONTINUOUS PANEL JOINTS

BLOCKING
CASE 6 /IF USED

CONTINUOUS PANEL JOINTS

CASES

CONTINUOUS PANEL JOINTS

FRAMING

For SI: 1 inch = 25.4 nun, 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 NDS. (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 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. 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 Vj 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 1 Vj 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 Vj^ inch and shall be installed with their crowns parallel to the long dimension of the framing members.

g. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.

h. For shear loads of normal or permanent load duration as defined by the AF&PA NDS, the values in the table above shall be multiplied by 0.63 or 0.56, respectively.

2006 INTERNATIONAL BUILDING CODE®

447

WOOD

TABLE 2306.3.2

ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL BLOCKED DIAPHRAGMS

UTILIZING MULTIPLE ROWS OF FASTENERS (HIGH LOAD DIAPHRAGMS) WITH FRAMING OF

DOUGLAS FIR-LARCH OR SOUTHERN PINE° FOR WIND OR SEISMIC LOADING" 9' ><

PANEL
GRADE'

COMMON

NAIL SIZE OR

STAPLE*

GAGE

MINIMUM

FASTENER

PENETRATION

IN FRAMING

(inches)

MINIMUM

NOMINAL

PANEL

THICKNESS

(inch)

MINIMUM

NOMINAL

WIDTH OF

FRAMING

MEMBER AT

ADJOINING

PANEL EDGES

AND
BOUNDARIES^

LINES OF
FASTENERS

BLOCKED DIAPHRAGMS

Cases 1 and 2**

Fastener Spacing Per Line at Boundaries
(inches)

Fastener Spacing Per Line at Other Panel Edges
(inches)

Structural I
grades

lOd
conunon nails

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

3
4

2
3

600
860

600
900

860
1,160

960
1,295

1,060
1,295

1,200
1,400

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

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

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

'%2

865

900

1,130

1,490

1,430

1,545

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 framing lumber in AF&PA NDS . (2) For staples, find shear value from table above for Struc-
tural 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 species. (3) For nails,
find shear value from table above for nail size of actuaJ grade and multiply value by the following adjustment factor: Specific Gravity 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 firaming members: Space fasteners a maximum of 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 apphcable 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 festener spacing.

e. The minimum nominal depth of framing members shall be 3 inches nominal. The minimum nominal width of framing members not located at boundaries or
adjoining panel edges shall be 2 inches.

f. Staples shall have a minimum crown width of ^/j^ inch, and shall be installed with their crowns parallel to the long dimension of the framing members.

g. High load diaphragms shall be subject to special inspection in accordance with Section 1704.6.1.

h. For shear loads of normal or permanent load duration as defined by the AF&PA NDS, the values in the table above shall be multiplied by 0.63 or 0.56, respectively.

448

2006 INTERNATIONAL BUILDING CODE®

WOOD

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 AF&PA NDS and wood structural
panel design properties given in the APA Panel Design
Specification.

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.

2306.4.3 Particleboard shear walls. The design shear
capacity 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 (1219 mm
by 2438 mm), except at boundaries and changes in framing.
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 Vg-inch
(9.5 mm) particleboard sheets installed with the long dimen-
sion parallel to the studs spaced 24 inches (610 nmi) o.c, nails
shall be spaced at 6 inches (152 mm) o.c. along intermediate
framing members. For all other conditions, nails of the same
size shall be spaced at 12 inches (305 mm) o.c. along interme-
diate framing members. Particleboard panels less than 12
inches (305 mm) wide shall be blocked. Particleboard shaU
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
Table 2306.4.4. The fiberboard sheathing shall be applied
vertically or horizontally to wood studs not less than 2 inch
(51 mm) in nominal thickness spaced 16 inches (406 mm)
o.c. Blocking not less than 2 inch (5 1 mm) nominal in thick-
ness shall be provided at horizontal joints. Fiberboard shall
not be used to resist seismic forces in structures in Seismic
Design Category D, E or F.

2306.4.5 Shear walls sheathed with other materials.

Shear capacities for walls sheathed with lath, plaster or gyp-
sum board shall be in accordance with Table 2306.4.5.
Shear walls sheathed with lath, plaster or 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 12.2.1 of ASCE 7.

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 Fastening. Studs, top and bottom plates
and blocking shall be fastened in accordance with
Table 2304.9.1.

2306.4.5.1.4 Fasteners. The size and spacing of fas-
teners shall be set forth in Table 2306.4.5. Fasteners
shall be spaced not less than % 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
applied perpendicular to the studs. Maximum allow-
able 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
applied 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. The structural
analysis and construction of wood elements and structures
using load and resistance factor design shall be in accordance
with AF&PA NDS.

2307.1.1 Wood structural panel shear walls. In Seismic
Design Category D, E or F, where shear design values
exceed 490 pounds per foot (7154 N/m), all framing mem-
bers receiving edge nailing from abutting panels shall not be
less than a single 3-inch (76 mm) nominal member or two
2-inch (51 mm) nominal members fastened together in
accordance with AF&PA NDS to transfer the design shear
value between framing members. Wood structural panel
joint and sill plate nailing shall be staggered in all cases. See
Section 2305.3.1 1 for sill plate size and anchorage require-
ments.

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 submit-
ted showing compliance with other provisions of this code.

2006 INTERNATIONAL BUILDING CODE®

449

TABLE 2306.4.1
ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL
FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE° FOR WIND

PANEL SHEAR WALLS WITH
OR SEISMIC LOADING"' "'I'

PANEL GRADE

MINIMUM NOMINAL PANEL
THICKNESS (inch)

MINIMUM FASTENER
PENETRATION IN
FRAMING (inches)

PANELS APPLIED DIRECT TO FRAMING

PANELS APPLIED OVER V," OR V." 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)

Structural I
Sheathing

6d (2 X 0. 11 3" common,
2" X 0.099" galvanized box)

200

300

390

510

8d (2'/2" X 0.131" common,
2'/2" X 0.1 13" galvanized box)

200

300

390

510

iVzieOage

165

245

325

415

2 16 Gage

125

185

245

315

. 1%

8d (2V2" X 0. 13 1" common,
2'/2" X 0. 113" galvanized box)

230''

360"

460"

610"

lOd (3" X 0.148" common,
3" X 0.128" galvanized box)

280

430

550^

730

iV^ieOage

155

235

315

400

2 16 Gage

155

235

310

400

8d (2'/2" X 0.131" common,
2V2" X 0. 1 13" galvanized box)

255''

395"

505"

670"

lOd (3" X 0.148" common,
3" X 0. 1 28" galvanized box)

280

430

550'

730

lV2l6Gage

170

260

345

440

2 16 Gage

155

235

310

400

8d (2'/2" X 0. 13 1" common,
2V2" X 0.113" galvanized box)

280

430

550

730

lOd (3" X 0. 148" conmion,
3" X 0.1218" galvanized box)

280

430

550^

730

iVjieCage

185

280

375

475

2 16 Gage

155

235

300

400

iv.

lOd (3" X 0.148" common,
3" X 0.128" galvanized box)

340

510

665^

870

lOd (3" X 0.148" common,
3" X 0.128" galvanized box)

—

Sheathing,
plywood siding^
except Group 5
Species

'AfiOrV^'^

l'/4

6d (2" X 0.1 13" common,
2" X 0.099" galvanized box)

180

270

350

450

8d (2'/2" X 0.131" conmion,
2'/2" X 0. 1 13" galvanized box)

180

270 .

350

. 450

lV2l6Gage

145

220

295

375

2 16 Gage

110

165

220

285

IV4

6d (2" X 0.1 13" common,
2" X 0.099" galvanized box)

200

300

390

510

8d (2'/2" X 0.131" common,
2'/2" X 0.113" galvanized box)

200

300

390

510

8d (2V2" X 0. 131" common,
2V2" X 0.113" galvanized box)

220"

320"

410"

530"

lOd (3" X 0. 148" conmion,
3" X 0.128" galvanized box)

260

380

490^

640

iVjieCage

140

210

280

360

2 16 Gage

140

210

280

360

8d (2V2" X 0.131" common,
2V2" X 0. 1 13" galvanized box)

240''

350"

450"

585"

lOd (3" X 0.148" common,
3" X 0.128" galvanized box)

260

380

490'

640

lV2l6Gage

155

230

310

395

2 16 Gage

140

210

280

360

'32

8d (2V2" X 0.131" conmion,
2V2" X 0. 1 13" galvanized box)

260

380

490

640

lOd (3" X 0.148" common,
3" X 0. 128" galvanized box)

260

380

490'

640

lOd (3" X 0. 148" common,
3" X 0. 128" galvanized box)

310

460

600^

770

—

lV2l6Gage

170

255

335

430

2 16 Gage

140

210

280

360

'%2

iv,

lOd (3" X 0.148" common,
3" X 0.128" galvanized box)

340

510

665'

870

—

\% 16 Gage

185

280

375

475

—

■ —

Nail Size (galvanized casing)

'U'

1V4

6d (2" X 0.099")

, 140

210

275

360

8d(2'/2"x0.113")

140

210

275

360

8d(2V2"x0.113")

160

240

310

410

10d(3"x0.128")

160

240

aiof .:

410

o
o

(continued)

WOOD

Notes to Table 2306.4.1

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 NDS. (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 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 = [I-(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 Vg-inch and 7,6-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. Vg-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. Allowable shear values are permitted to be increased to values shown for "A^-inch sheathing with same nailing provided (a) studs are spaced a maximum of 16 inches on center, or (b)
panels are applied with long dimension across studs.

e. Framing at adjoining panel edges shaU 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 (3" x 0. 148") nails having
penetration into framing of more than 1 Vj 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 apphed 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 at adjoining panel edges and nails on each side shall be staggered.

i. In Seismic Design Category D, E or F, where shear design values exceed 350 pounds per linear foot, all framing members receiving edge nailing from abutting panels shall not be
less than a single 3-inch nominal member, or two 2-inch nominal members fastened together in accordance with Section 2306.1 to transfer the design shear value between framing
members. Wood structural panel joint and sill plate nailing shall be staggered in all cases. See Section 2305.3.11 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 7,6 inch and shall be installed with their crowns parallel to the long dimension of the framing members.

1. For shear loads of normal or permanent load duration as defined by the AF&PA NDS, the values in the table above shall be multiplied by 0.63 or 0.56, respectively.

TABLE 2306.4.3
ALLOWABLE SHEAR FOR PARTICLEBOARD SHEAR WALL SHEATHING"

PANEL GRADE

MINIMUM NOMINAL

PANEL THICKNESS

(inch)

MINIMUM NAIL

PENblKATIONIN

FRAMING

(inches)

PANELS APPLIED DIRECT TO FRAMING

Nail size (common or
galvanized box)

Allowable shear (pounds per foot) nail spacing at
panel edges (inches)^

M-S "Exterior Glue"

and M-2 "Exterior

Glue"

120

180

230

300

130

190

240

315

140

210

270

350

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.

b. Galvanized nails shall be hot-dipped or tumbled.

TABLE 2306.4.4

ALLOWABLE SHEAR VALUES (pif) FOR WIND OR SEISMIC LOADING ON

SHEAR WALLS OF FIBERBOARD SHEATHING BOARD CONSTRUCTION FOR TYPE V CONSTRUCTION ONLY"""**'*"

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 1 V2" long, ^jg" head

1258

25/32" Structural

No. 1 1 gage galvanized
roofing nail 1 V4" long, ''/jg" head

1758

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 NDS and (2) Multiply the shear value from the above table by 0.82 for spe-
cies with specific gravity of 0.42 or greater, or 0.65 for all other species.

g. The same values can be apphed when staples are used as described in Tkble 2304.9.1.
h. Values are not permitted in Seismic Design Category D, E or F.

2006 INTERNATIONAL BUILDING CODE®

451

WOOD

TABLE 2306.4.5

ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES FOR SHEAR WALLS OF LATH

AND PLASTER OR GYPSUM BOARD WOOD FRAMED WALL ASSEMBLIES

TYPE OF MATERIAL

THICKNESS
OF MATERIAL

WALL
CONSTRUCTION

FASTENER SPACING"
MAXIMUM (inches)

SHEAR VALUE^'*
(Pif)

MINIMUM
FASTENER SIZE'")'*

1. Expanded metal or woven wire lath and
Portland cement plaster

Unblocked

180

No. 1 1 gage iV/' long, V,^" head
16 Ga. Galv. Staple, V/' legs

2. Gypsum lath, plain or perforated

%" lath and
V2" plaster

Unblocked

100

No. 13 gage, I'/g" long, "/„" head,
plasterboard nail
16 Ga. Galv. Staple, iV/' long
0.120" Nail, min. %" head, 17/' long

3. Gypsum sheathing

Vj" X 2' X 8'

Unblocked

No. 11 gage, 1V4" long, '/,/' head,
diamond-point, galvanized

16 Ga. Galv. Staple, iV/' long

V2"X4'

Blocked'
Unblocked

4
7

175
100

%"x4'

Blocked

4" edge/
7" field

200

6d galvanized

0. 120" Nail, min. %" head, 1%" long

4. . Gypsum board, gypsum veneer base or
water-resistant gypsum backing board

%" .

Unblocked'

5d cooler (1%" x .086") or wallboard
0. 1 20" nail, min. % " head, 1 Vj " long
16 Gage Staple, iV/' long

Unblocked'

110

Unblocked

100

Unblocked

125

Blocked^ ,

125

Blocked^

150

Unblocked

8/12''

No. 6 1'//' screws'

Blocked^

4/16''

160

Blocked^

4/12*'

155

Blocked'- «

8/12''

Blocked^

6/12"

^ V

Unblocked'

115

6d cooler (1 V x 0.092") or wallboard
0.120" Nail, min. X' head, 1 %" long
16 Gage Staple, l'//' legs, 1%" long

145

Blocked^

145

175

Blocked^
Two-ply

Base ply: 9
Face ply: 7

250

Base ply-6d cooler (f //' x 0.092") or

wallboard iV/' x 0.120" Nail, min. V/'

head iV/' 16 Ga. Galv. Staple

iV/' 16 Gage Galv. Staple

Face ply-8d cooler (2%" x 0.1 13") or

wallboard

0.120" Nail, min. %" head, 2%" long

15 Ga. Galv. Staple, 2^/" long

Unblocked

8/12''

No. 6-1 '//'screws'

Blocked^

8/12''

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. Walls resisting seismic loads shallbe subject to the limitations in Section 12.2.1 of ASCE 7. Values shown shall be reduced 25 percent for normal loading.

b. Apphes to fastening at studs, top and bottom plates and blocking.

c. Alternate fasteners are permitted to be used if their dimensions are not less than the specified dimensions. Dry wall screws are permitted to substitute for the 5d (iVg" x 0.086"), and
6d (I'/g" x 0.092")(cooler) nails listed above, and No. 6 IV4 inch Type S or W screws for 6d (f/g" x 0.092) (cooler) nails.

d. For properties of cooler naUs, 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 fastening is provided at all supports and all panel edges.

h. First number denotes fastener spacing at the edges; second number denotes fastener spacing' at intermediate framing members.

i. Screws are Type W or S.

j. Staples shall have a minimum crown width of 7,6 inch, measured outside the legs, and shall be installed with their crowns parallel to the long dimension of the framing members.

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.

452

2006 INTERNATIONAL BUILDING CODE®

WOOD

Interior nonload-bearing partitions, ceilings and curtain walls
of conventional light-frame construction are not subject to the
Umitations of this section. Alternatively, compliance with
AF&PA WFCM shall be permitted subject to the limitations
therein and the limitations of this code. Detached one- and
two-family dwellings and multiple single-family dwellings
(townhouses) not more than three stories above grade plane in
height with a separate means of egress and their accessory
structures shall comply with the International Residential
Code.

2308.1.1 Portions exceeding limitations of conventional
construction. When portions of a building of otherwise
conventional construction exceed the limits of Section
2308.2, these portions and the supporting load path shall be
designed in accordance with accepted engineering practice
and the provisions of this code. For the purposes of this sec-
tion, the term "portions" shall mean parts of buildings con-
taining volume and area such as a room or a series of rooms.

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 2308.11 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 1613, 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 a
stud height of 10 feet (3048 mm) plus a height of floor
framing not to exceed 16 inches (406 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 combined roof and ceiling, exterior
walls, floors and partitions.

Exceptions:

1. Subject to the limitations of Sections
2308.11.2 and 2308.12.2, stone or masonry
veneer up to the lesser of 5 inches (127 mm)
thick or 50 psf (2395 N/m^) and installed in
accordance with Chapter 14 is permitted to a
height of 30 feet (9144 mm) above a
noncombustible foundation, with an addi-
tional 8 feet (2438 mm) permitted for gable
ends.

2. Concrete or masonry fireplaces, heaters and
chimneys shall be permitted in accordance
with the provisions of this code.

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 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
Occupancy Category IV buildings assigned to Seismic
Design Category B, C, D, E or F, as determined in Sec-
tion 1613.

7. Conventional light-frame construction is limited in
irregular 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 AF&PA WFCM, or
the SBCCI 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
1613, shall comply with the additional requirements in Sec-
tion 2308.11.

Buildings of conventional light-frame construction in
Seismic Design Category D or E, as determined in Section
1613, shall comply with the additional requirements in Sec-
tion 2308.12.

2308.3 Braced wall lines. Buildings shall be provided with
exterior 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
exceed 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 dia-
phragm 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
mm) o.c.

3. Blocking shall be nailed to the top plate below with
not less than 3-8d toenails per block.

2006 INTERNATIONAL BUILDING CODE®

453

WOOD

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
anchors shall be distributed along the length of the braced
wall line. Other anchorage devices having equivalent capac-
ity are permitted.

2308.3.3.1 Anchorage to all-wood foundations. 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.

2308.3.4 Braced wall line support. Braced wall lines shall
be supported by continuous foundations.

Exception: For structures with a maximum plan dimen-
sion not over 50 feet (15 240 mm), continuous founda-
tions are required at exterior walls only.

2308.4 Design of elements. Combining of engineered ele-
ments or systems and conventionally specified elements or sys-
tems is permitted subject to the following limits:

2308.4.1 Elements exceeding limitations of conventional
construction. When a building of otherwise conventional
construction contains structural elements exceeding the
limits of Section 2308.2, these elements and the supporting
load path shall be designed in accordance with accepted
engineering practice and the provisions of this code.

2308.4.2 Structural elements or systems not described
herein. When a building of otherwise conventional con-
struction contains structural elements or systems not
described in Section 2308, these elements or systems shall
be designed in accordance with accepted engineering prac-
tice and the provisions of this code. The extent of such
design need only demonstrate compliance of the
nonconventional elements with other applicable provisions
of this code and shall be compatible with the performance of
the conventionally framed system.

2308.5 Connections and fasteners. Connections and fasten-
ers used in conventional construction shall comply with the
requirements of Section 2304.9.

2308.6 Foundation plates or sills. Foundations and footings
shall be as specified in Chapter 18. 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 nrai) steel bolts or approved anchors. Bolts shall be

embedded 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 Girders. 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 nrai) 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
masonry 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 AF&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 V2 inches (38 mm) of bearing on wood or metal, or less
than 3 inches (76 mm) on masonry.

2308.8.2 Framing 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
partition shall be lapped at least 3 inches (76 mm) or the
opposing 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 Engineered wood products. Cuts, notches
and holes bored in trusses, structural composite lumber,
structural glue-laminated members or I-joists are not
permitted except where permitted by the manufacturer' s
recommendations or where the effects of such alterations
are specifically considered in the design of the member
by a registered design professional.

454

2006 INTERNATIONAL BUILDING CODE®

TABLE 2308.8(1)

FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES

(Residential Sleeping Areas, Live Load = 30 psf, L/A = 360)

JOIST
SPACING
(lnches)_

DEAD LOAD = 10 Dsf

DEAD LOAD = 20 psf 1

2x6

2x8

2x10

2x12

2x6

2x8

2x10

2x12 1

Maximum floor joist spans 1

SPECIES AND GRADE

(ft. - in.)

(ft. -in.)

(ft. - In.)

(ft. - in.)

Douglas Fir-Larch

12-6

16-6

21-0

25-7

12-6

16-6

21-0

25-7

Douglas Fir-Larch

12-0

15-10

20-3

24-8

12-0

15-7

19-0

22-0

Douglas Fir-Larch

11-10

15-7

19-10

23-0

11-6

14-7

17-9

20-7

Douglas Fir-Larch

9-8

12-4

15-0

17-5

8-8

11-0

13-5

15-7

Hem-Fir

11-10

15-7

19-10

24-2

11-10

15-7

19-10

24-2

Hem-Fir

11-7

15-3

19-5

23-7

11-7

15-2

18-6

21-6

Hem-Fir

11-0

14-6

18-6

22-6

11-0

14-4

17-6

20-4

Hem-Fir

9-8

12-4

15-0

17-5

8-8

11-0

13-5

. 15-7

Southern Pine

12-3

16-2

20-8

25-1

12-3

16-2

20-8

25-1

Southern Pine

12-0

15-10

20-3

24-8

12-0

15-10

20-3

24-8

Southern Pine

11-10

15-7

19-10

24-2

11-10

15-7

18-7

21-9

Southern Pine

10-5

13-3

15-8

18-8

9-4

11-11

14-0

16-8

Spruce-Pine-Fir

11-7

15-3

19-5

23-7

11-7

15-3

19-5

23-7

Spruce-Pine-Fir

11-3

14-11

19-0

23-0

11-3

14-7

17-9

20-7

Spruce-Pine-Fir

11-3

14-11

19-0

23-0

11-3

14-7

17-9

20-7

Spruce-Pine-Fir

9-8

12-4

15-0

17-5

8-8

11-0

13-5

15-7

Douglas Fir-Larch

11-4

15-0

19-1

23-3

11-4

15-0

19-1

23-0

Douglas Fir-Larch

10-11

14-5

18-5

21-4

10-8

13-6

16-5

19-1

Douglas Fir-Larch

10-9

14-1

17-2

19-11

9-11

12-7

15-5

17-10

Douglas Fir-Larch

8-5

10-8

13-0

15-1

7-6

9-6

11-8

13-6

Hem-Fir

10-9

14-2

18-0

21-11

10-9

14-2

18-0

21-11

Hem-Fir

10-6

13-10

17-8

20-9

10-4

13-1

16-0

18-7

Hem-Fir

10-0

13-2

16-10

19-8

9-10

12-5

15-2

17-7

Hem-Fir

#3 .

8-5

10-8

13-0

15-1

7-6

9-6

11-8

13-6

Southern Pine

11-2

14-8

18-9

22-10

11-2

14-8

18-9

22-10

Southern Pine

10-11

14-5

18-5

22-5

10-11

14-5

17-11

21-4

Southern Pine

10-9

14-2

18-0

21-1

10-5

13-6

16-1

18-10

Southern Pine

9-0

11-6

13-7

16-2

8-1

10-3

12-2

14-6

Spruce-Pine-Fir

10-6

13-10

17-8

21-6

10-6

13-10

17-8

21-4

Spruce-Pine-Fir

10-3

13-6

17-2

19-11

9-11

12-7

15-5

17-10

Spruce-Pine-Fir

10-3

13-6

17-2

19-11

9-11

12-7

15-5

17-10

Spruce-Pine-Fir

8-5

10-8

13-0

15-1

7-6

9-6

11-8

13-6

(continued)

TABLE 2308.8(1)— continued

FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES

(Residential Sleeping Areas, Live Load = 30 psf , L/A = 360)

JOIST
SPACING
(inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

2x6 1 2x8 1 2x10 1 2x12

Maximum floor ioist spans

(ft. - in.)

19.2

Douglas Fir-Larch SS
Douglas Fir-Larch #1
Douglas Fir-Larch #2
Douglas Fir-Larch #3

10-8
10-4
10-1

7-8

14-1
13-7
12-10
9-9

18-0
16-9
15-8
11-10

21-10
19-6
18-3
13-9

10-8
9-8
9-1
6-10

14-1
12-4
11-6
8-8

18-0
15-0
14-1
10-7

21-0
17-5
16-3

12-4

Hem-Fir SS
Hem-Fir #1
Hem-Fir #2
Hem-Fir #3

10-1
9-10
9-5
7-8

13-4
13-0
12-5
9-9

17-0
16-4
15-6
11-10

20-8
19-0
17-1
13-9

10-1
9-6
8-11
6-10

13-4
12-0
11-4
8-8

17-0
14-8
13-10
10-7

20-7
17-0
16-1

12-4

Southern Pine SS
Southern Pine #1
Southern Pine #2
Southern Pine #3

10-6
10-4
10-1
8-3

13-10
13-7
13-4
10-6

17-8
17-4
16-5
12-5

21-6
21-1
19-3
14-9

10-6
10-4
9-6

7-4

13-10
13-7
12-4
9-5

17-8
16-4
14-8
11-1

21-6
19-6
17-2
13-2

Spruce-Pine-Fir SS
Spruce-Pine-Fir #1
Spruce-Pine-Fir #2
Spruce-Pine-Fir #3

9-10
9-8
9-8

7-8

13-0
12-9
12-9
9-9

16-7
15-8
15-8
11-10

20-2
18-3
18-3
13-9

9-10
9-1
9-1
6-10

13-0
11-6
11-6
8-8

16-7
14-1
14-1
10-7

19-6
16-3
16-3
12-4

Douglas Fir-Larch SS
Douglas Fir-Larch #1
Douglas Fir-Larch #2
Douglas Fir-Larch #3

9-11
9-7
9-1
6-10

13-1
12-4
11-6
8-8

16-8
15-0
14-1
10-7

20-3
17-5
16-3
12-4

9-11
8-8
8-1
6-2

13-1
11-0
10-3
7-9

16-2
13-5
12-7
9-6

18-9
15-7
14-7
11-0

Hem-Fir SS
Hem-Fir #1
Hem-Fir #2
Hem-Fir #3

9-4
9-2
8-9
6-10

12-4
12-0
11-4
8-8

15-9
14-8
13-10
10-7

19-2
17-0
16-1
12-4

9-4
8-6
8-0
6-2

12-4
10-9
10-2
7-9

15-9
13-1
12-5
9-6

18-5
15-2
14-4
11-0

Southern Pine SS
Southern Pine #1
Southern Pine #2
Southern Pine #3

9-9

9-7
9-4

7-4

12-10

12-7
12-4
9-5

16-5
16-1
14-8
11-1

19-11
19-6
17-2
13-2

9-9
9-7
8-6
6-7

12-10
12-4
11-0
8-5

16-5
14-7
13-1
9-11

19-11
17-5
15-5
11-10

Spruce-Pine-Fir SS
Spruce-Pine-Fir #1
Spruce-Pine-Fir #2
Spruce-Pine-Fir #3

9-2
8-11
8-11
6-10

12-1
11-6
11-6
8-8

15-5
14-1
14-1
10-7

18-9
16-3
16-3
12-4

9-2
8-1
8-1
6-2

12-1
10-3
10-3
7-9

15-0
12-7
12-7
9-6

17-5
14-7
14-7
11-0

o
o

Check sources for availability of lumber in lengths
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1

greater than 20 feet.

pound per square foot = 47.8 N/m^

o
o

TABLE 2308.8(2)
FLOOR JOIST SPANS FOR COMMON
(Residential Living Areas, Live Load

LUMBER SPECIES
= 40 psf, L/A = 360)

JOIST
SPACING
(Inches)

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

2x6

2x8

2x10

2x12

2x6

2x8 1 2x10

2x12

Maximum floor ioist spans

SPECIES AND GRADE

(ft. - in.)

(ft. - In.)

(ft. - in.)

Douglas Fir-Larch

11-4

15-0

19-1

23-3

11-4

15-0

19-1

23-3

Douglas Fir-Larch

10-11

14-5

18-5

22-0

10-11

14-2

17-4

20-1

Douglas Fir-Larch

10-9

14-2

17-9

20-7

10-6

13-3

16-3

18-10

Douglas Fir-Larch

8-8

11-0

13-5

15-7

7-11

10-0

12-3

14-3

Hem-Fir

10-9

14-2

18-0

21-11

10-9

14-2

18-0

21-11

Hem-Fir

10-6

13-10

17-8

21-6

10-6

13-10

16-11

19-7

Hem-Fir

10-0

13-2

16-10

20-4

10-0

13-1

16-0

18-6

Hem-Fir

8-8

11-0

13-5

15-7

7-11

10-0

12-3

14-3

Southern Pine

11-2

14-8

18-9

22-10

11-2

14-8

18-9

22-10

Southern Pine

10-11

14-5

18-5

22-5

10-11

14-5

18-5

22-5

Southern Pine

10-9

14-2

18-0

21-9

10-9

14-2

16-11

19-10

Southern Pine

9-4

11-11

14-0

16-8

8-6

10-10

12-10

15-3

Spruce-Pine-Fir

10-6

13-10

17-8

21-6

10-6

13-10

17-8

21-6

Spruce-Pine-Fir

10-3

13-6

17-3

20-7

10-3

13-3

16-3

18-10

Spruce-Pine-Fir

10-3

13-6

17-3

20-7

10-3

13-3

16-3

18-10

Spruce-Pine-Fir

8-8

11-0

13-5

15-7

7-11

10-0

12-3

14-3

Douglas Fir-Larch

10-4

13-7

17-4

21-1

10-4

13-7

17-4

21-0

Douglas Fir-Larch

9-11

13-1

16-5

19-1

9-8

12-4

15-0

17-5

Douglas Fir-Larch

9-9

12-7

15-5

17-10

9-1

11-6

14-1

16-3

Douglas Fir-Larch

7-6

9-6

11-8

13-6

6-10

8-8

10-7

12-4

Hem-Fir

9-9

12-10

16-5

19-11

9-9

12-10

16-5

19-11

Hem-Fir

9-6

12-7

16-0

18-7

9-6

12-0

14-8

17-0

Hem-Fir

9-1

12-0

15-2

17-7

8-11

11-4

13-10

16-1

Hem-Fir

7-6

9-6

11-8

13-6

6-10

8-8

10-7

12-4

Southern Pine

10-2

13-4

17-0

20-9

10-2

13-4

17-0

20-9

Southern Pine

9-11

13-1

16-9

20-4

9-11

13-1

16-4

19-6

Southern Pine

9-9

12-10

16-1

18-10

9-6

12-4

14-8

17-2

Southern Pine

8-1

10-3

12-2

14-6

7-4

9-5

11-1

13-2

Spruce-Pine-Fir

9-6

12-7

16-0

19-6

9-6

12-7

16-0

19-6

Spruce-Pine-Fir

9-4

12-3

15-5

17-10

9-1

11-6

14-1

16-3

Spruce-Pine-Fir

9-4

12-3

15-5

17-10

9-1

11-6

14-1

16-3

Spruce-Pine-Fir

7-6

9-6,

11-8

13-6

6-10

8-8

10-7

12-4

(continued)

Table 2308.8(2)— continued
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 psf

DEAD LOAD = 20 psf

2x6

2x8

2x10

2x12

2x6

2x8

2x10

2x12

IVIaximum floor joist spans

(ft. - in.)

(ft. - In.)

(ft. - in.)

(ft. -in.)

Douglas Fir-Larch

9-8

12-10

16-4

19-10

9-8

12-10

16-4

19-2

Douglas Fir-Larch

9-4

12-4

15-0

17-5

8-10

11-3

13-8

15-11

Douglas Fir-Larch

9-1

11-6

14-1

16-3

8-3

10-6

12-10

14-10 -

Douglas Fir-Larch

6-10

8-8

10-7

12-4

6-3

7-11

9-8

11-3

Hem-Fir

9-2

12-1

15-5

18-9

9-2

12-1

15-5

18-9

Hem-Fir

9-0

11-10

14-8

17-0

8-8

10-11

13-4

15-6

Hem-Fir

8-7

11-3

13-10

16-1

8-2

10-4

12-8

14-8

19.2

Hem-Fir

6-10

.8-8

10-7

12-4

6-3

7-11

9-8

11-3

Southern Pine

9-6

12-7

16-0

19-6

9-6

12-7

16-0

19-6

Southern Pine

9-4

12-4

15-9

19-2 .

9-4

12-4

14-11

17-9

Southern Pine

9-2

12-1

14-8

17-2

8-8

11-3

13-5

15-8

Southern Pine

7-4

9-5

U-l

13-2

6-9

8-7

10-1

12-1

Spruce-Pine-Fir

9-0

11-10

15-1

18-4

9-0

11-10

15-1

17-9

Spruce-Pine-Fir

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

Spruce-Pine-Fir

6-10

8-8

10-7

12-4

6-3

7-11

9-8

11-3

Douglas Fir-Larch

9-0

11-11

15-2

18-5

9-0

11-11

14-9

17-1

Douglas Fir-Larch

8-8

11-0

13-5

15-7

7-11

10-0

12-3

14-3

Douglas Fir-Larch

8-1

10-3

12-7

14-7

7-5

9-5

11-6

13-4

Douglas Fir-Larch

6-2

7-9

9-6

11-0

5-7

7-1

8-8

10-1

Hem-Fir

8-6

11-3

14-4

17-5

8-6

11-3

14-4

16-10^

Hem-Fir

8-4

10-9

13-1

15-2

7-9

9-9

11-11

13-10

Hem-Fir

7-11

10-2

12-5

14-4

7-4

9-3

11-4

13-1

Hem-Fir

6-2

7-9

9-6

U-0

5-7

7-1

8-8

10-1

Southern Pine

8-10

11-8

14-11

18-1

8-10

11-8

14-11

18-1

Southern Pine

8-8

11-5

14-7

17-5

8-8

11-3

13-4

15-11

Southern Pine

8-6

11-0

13-1

15-5

7-9

10-0

12-0

14-0

Southern Pine

6-7

8-5

9-11

11-10

6-0

7-8 .

9-1

10-9

Spruce-Pine-Fir

8-4

11-0

14-0

17-0

8-4

11-0

13-8

15-11

Spruce-Pine-Fir

8-1

10-3

12-7.

14-7

7-5

9-5

11-6

13-4

Spruce-Pine-Fir

8-1

10-3

12-7

14-7

7-5

9-5

11-6

13-4

Spruce-Pine-Fir

6-2

7-9

9-6

11-0

5-7

7-1

8-8

10-1

o
o
a

Check sources for availability of lumber in lengths greater than 20 feet.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 N/ml

a. End bearing length shall be increased to 2 inches.

WOOD

2308.8.3 Framing around openings. 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
unless bearing on a beam, partition or wall. Tail joists over
12 feet (3658 nrai) long shall be supported at the header by
framing anchors or on ledger strips not less than 2 inches by
2 inches (5 1 mm by 5 1 nmi).

2308.8.4 Supporting 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
additional 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.

2308.8.6 Structural floor sheathing. Structural floor
sheathing shall comply with the provisions of Section
2304.7.1.

2308.8.7 Under-floor ventilation. For under-floor ventila-
tion, see Section 1203.3.

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

ceiUng, 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-mch-thick (9.5 mm)
wood stmctural panel, %-inch (9.5 nrai) 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 1 6d 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 nmi by 152 mm) by 0.036-inch-thick
(0.9 14 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 nmi) members and where the floor
joists, floor tmsses or roof tmsses that they support are
spaced at more than 16-inch (406 mm) intervals, such

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''

—

2x4

3x4

2x5

24 ,

2x6

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.

2006 INTERNATIONAL BUILDING CODE"

459

WOOD

joists or trusses 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 Vj-inch by 1 Vj-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 (51 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 12V2-feet (3810 nrni) from each end of a
braced wall line. Braced wall panels shall be clearly indi-
cated on the plans. Construction of braced wall panels shall
be by one of the following methods:

1. Nominal 1-inch by 4-inch (25 mm by 102 nmi) 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.

2. Wood boards of % 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-ineh (406 mm)
stud spacing and not less than Vg 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 Vj inch
(12.7 mm) thick applied 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 2306.4.4.

5. Gypsum board [sheathing Vj-inch-thick (12.7 mm)
by 4-feet-wide (1219 mm) 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(4).

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(5).

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 mm) 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 appUed 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.

2308.9.3.1 Alternative bracing. 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
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 uplift 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 hne.
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
directly under the braced wall line.

460

2006 INTERNATIONAL BUILDING CODE®

WOOD

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 ( 1 3 344 N).

2308.9.3.2 Alternate bracing wall panel adjacent to a
door or window opening. Any bracing required by Sec-
tion 2308.9.3 is permitted to be replaced by the following
when used adjacent to a door or window opening with a
full-length header:

1. In one-story buildings, each panel shall have a
length of not less than 16 inches (406 mm) and a
height of not more than 10 feet (3048 mm). Each
panel shall be sheathed on one face with a single
layer of Vg inch (9.5 nrni) minimum thickness
wood structural panel sheathing nailed with 8d
common or galvanized box nails in accordance
with Figure 2308.9.3.2. The wood structural panel
sheathing shall extend up over the solid sawn or
glued-laminated header and shall be nailed in
accordance with Figure 2308.9.3.2. A built-up
header consisting of at least two 2 x 12s and fas-
tened in accordance with Item 24 of Table
2304.9. 1 shall be permitted to be used. A spacer, if
used, shall be placed on the side of the built-up
beam opposite the wood structural panel sheath-
ing. The header shall extend between the inside
faces of the first full-length outer studs of each
panel. The clear span of the header between the
inner studs of each panel shall be not less than 6
feet (1829 mm) and not more than 18 feet (5486
mm) in length. A strap with an upUft capacity of
not less than 1,000 pounds (4,400 N) shall fasten
the header to the inner studs opposite the sheath-
ing. One anchor bolt not less than Vg inch (15.9
mm) diameter and installed in accordance with
Section 2308.6 shall be provided in the center of
each sill plate. The studs at each end of the panel
shall have a tie-down device fastened to the foun-
dation with an uplift capacity of not less than 4,200
pounds (18 480 N).

Where a panel is located on one side of the open-
ing, the header shall extend between the inside
face of the first full-length stud of the panel and the
bearing studs at the other end of the opening. A
strap with an uplift capacity of not less than 1,000
pounds (4400 N) shall fasten the header to the
bearing studs. The bearing studs shall also have a
tie-down device fastened to the foundation with an
uplift capacity of not less than 1,000 pounds (4400
N).

The tie-down devices shall be an embedded
strap type, installed in accordance with the manu-
facturer's recommendations. The panels shall be
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 not less than 15 inches (381 mm) with the
reinforcement required in the continuous founda-
tion located directly under the braced wall line.

2. In the first story of two-story buildings, each wall
panel shall be braced in accordance with Item 1
above, except that each panel shall have a length of
not less than 24 inches (610 mm).

2308.9.4 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 solid blocking. Where exceeding 4 feet (1219 nrni) in
height, such walls shall be framed of studs having the size
required for an additional story.

2308.9.4.1 Bracing. 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.

2308.9.4.2 Nailing of bracing. Spacing of edge nailing
for required wall bracing shall not exceed 6 inches (152
mm) o.c. along the foundation 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.

2308.9.5.1 Headers. Headers shall be provided over
each opening in exterior-bearing walls. The spans in
Table 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, Item 1 or
2. Headers shall be of two pieces of nominal 2-inch (51
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 soHd lumber of equivalent size.

2308.9.5.2 Header support. 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 V2 inches (38 mm) for the full width
of the lintel.

2308.9.6 Openings in interior bearing partitions. Head-
ers 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. Wall studs shall
support the ends of the header in accordance with Table
2308.9.5 or 2308.9.6, as appropriate.

2006 INTERNATIONAL BUILDING CODE®

461

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

12' 6" MAX TO
FIRST BRACED
WALL PANEL

BRACED
WALL ^^
LINE N0.1

BRACED WALL
LINE NO. 3

BRACED

WALL

PANELS

BRACED

WALL

LINEY

BRACED
WALL LINE Z

BRACED WALL
UNE NO. 2 DOES
NOT NEED TO
ALIGN WITH NO,3
AS LONG AS IT
HAS A BRACED
WALL PANEL
AT EACH END

BRACED WALL UNE
N0.2

BRACED
WALL LINE

BRACED WALL
UNE 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

UNE NO. 1='A'' + "B'' + "C"

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
V-Q" OVER WINDOW OR DOOR BELOW

For SI: 1 foot = 304.8 mm.

FIGURE 2308 9 3
BASIC COMPONENTS OF THE LATERAL BRACING SYSTEM

462

2006 INTERNATIONAL BUILDING CODE^

WOOD

EXTENT OF HEADER
"DOUBLE PORTAL FRAME (TWO BRACED WALL PANELS)

EXTENT OF HEADER
SINGLE PORTAL FRAME (ONE BRACED WALL PANEL)

MIN. 3" X 11.25" NET HEADER

• - 6' TO 18'

FASTEN TOP PLATE TO HEADER WITH TWO
ROWS OF 16D SINKER NAILS AT 3" O.C. TYP.

1000 LB STRAP OPPOSITE SHEATHING

FASTEN SHEATHING TO HEADER WITH 8D COMMON OR
GALVANIZED BOX NAILS IN 3" GRID PATTERN AS SHOWN AND
3' O.C. IN ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP.

MIN. WIDTH = 16" FOR ONE STORY STRUCTURES
MIN. WIDTH = 24" FOR USE IN THE FIRST OF TWO
STORY STRUCTURES

MIN. 2x4 FRAMING

^8" MIN. THICKNESS WOOD
STRUCTURAL PANEL SHEATHING

MIN. 4200 LB TIE-DOWN DEVICE (EMBEDDED INTO
CONCRETE AND NAILED INTO FRAMING)

SEE SECTION 2308.9.3.2

TYPICAL PORTAL

FRAME

CONSTRUCTION

FOR A PANEL SPLICE
(IF NEEDED). PANEL
EDGES SHALL BE
BLOCKED, AND OCCUR
WITHIN 24" OF MID-
HEIGHT ONE ROW OF
TYP SHEATHINQ-TO-
FRAMING NAILING IS
REQUIRED.
IF 2X4 BLOCKING IS
USED, THE 2X4'S MUST
BE NAILED TOGETHER
WITH 3 160 SINKERS

MIN. 1000 LB
TIE DOWN
DEVICE

For SI: 1 foot = 304.8 mm; 1 inch = 25.4 mm; 1 pound = 4.448 N.

FIGURE 2308.9.3.2
ALTERNATE BRACED WALL PANEL ADJACENT TO A DOOR OR WINDOW OPENING

TABLE 2308.9.3(1)
BRACED WALL PANELS"

SEISMIC DESIGN
CATEGORY

CONDITION

CONSTRUCTION METHODS""

BRACED PANEL LOCATION
AND LENGTH"

AandB

One story, top of two or
three story

Located in accordance with
Section 2308.9.3 and not
more than 25 feet on center.

First story of two story or
second story of three story

First story of three story

—

x«

One story or top of two
story

—

Located in accordance with
Section 2308.9.3 and not
more than 25 feet on center.

First story of two story

—

x«

Located in accordance with
Section 2308.9.3 and not
more than 25 feet on center,
but total length shall not be
less than 25% 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 ecterior braced wall lines.

b. See Section 2308.9.3 for full description.

c. See Sections 2308.9.3.1 and 2308.9.3.2 for alternative braced panel requirements.

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.

2006 INTERNATIONAL BUILDING CODE®

463

WOOD

TABLE 2308.9.3(2)
EXPOSED PLYWOOD PANEL SIDING

MINIMUM THICKNESS^
(inch)

MINIMUM NUMBER OF PLIES

STUD SPACING

(inches)

Plywood siding applied directly

to studs or over sheathing

16"

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 appUed with face grain perpendicular to studs or over one of the following: (1)1 -inch board sheathing, (2) Vjg
-inch wood structural panel sheathing or (3) %-inch wood structural panel sheathing with strength axis (which is the long direction of the panel unless otherwise
marked) of sheathing perpendicular to studs.

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

'U.

12/0, 16/0, 20/0
Wall-16" o.c.

—

\ '%2, %

16/0, 20/0, 24/0, 32/16
Wall-24" o.c.

'h6,'%2,%

24/0, 24/16, 32/16
Wall-24" o.c.

24^

For SI: 1 inch = 25.4 mm.

a. Plywood shall consist of four or more plies.

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 SPANS FOR PARTICLEBOARD 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"

^/8

—

For SI: 1 inch = 25.4 mm.

464

2006 INTERNATIONAL BUILDING CODE®

WOOD

TABLE 2308.9.3(5)
HARDBOARD SIDING

SIDING

MINIMUM NOMINAL

THICKNESS

(Inch)

2x4 FRAMING
MAXIMUM SPACING

NAIL
SIZE"""

NAIL SPACING

General

Bracing panels'

1. Lap siding

Direct to studs

16"o.c.

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.

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.

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.

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.

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
(inch)

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 iVj inches.

2308.9.7 Openings in interior nonbearing 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 Vj
inches (38 mm) for the full width of the lintel.

2308.9.8 Pipes in walls. 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 IV2 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 Bridging. 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
bridging not less than 2 inches (51 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, which-
ever is greater.

2308.9.10 Cutting and notching. 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 holes. 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
^/g 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 and ceiling framing. The framing details
required 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.

2006 INTERNATIONAL BUILDING CODE®

465

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

HEADERS
SUPPORTING

SIZE

GROUND SNOW LOAD (psf)"

Building width° (feet)

Span

NJ"

Span

NJ"

Span

NJ"

Span

NJ"

Span

NJ-

Span

NJ"

Roof&CeiUng

2-2x4

3-6

3-2

2-10

3-2

2-9

2-6

2-2x6

5-5

4-8

4-2

4-8

4-1

3-8

2-2x8

6-10

5-11

5-4

5-11

5-2

4-7

2-2 X 10

8-5

7-3

6-6

7-3

6-3

5-7

2-2 X 12

9-9

8-5

7-6

8-5

7-3

6-6

3-2x8

8-4

7-5

6-8

7-5

6-5

5-9

3-2 X 10

10-6

9-1

8-2

2 .

9-1

7-10

7-0

3-2 X 12

12-2

10-7

9-5

10-7

9-2

8-2

4-2x8

9-2

8-4

7-8

8-4

7-5

6-8

4-2 X 10

11-8

10-6

9-5

10-6

9-1

8-2

4-2 X 12

14-1

12-2

10-11

12-2

10-7

9-5

Roof, Ceiling & 1
Center-Bearing Floor

2-2x4

3-1

2-9

2-5

2-9

2-5

2-2

2-2x6

4-6

4-0

3-7

4-1

3-7

3-3

2-2x8

5-9

5-0

4-6

5-2

4-6

4-1

2-2 x 10

7-0

6-2

5-6

6-4

5-6

5-0

2-2 X 12

8-1

7-1

6-5

7-4

6-5

5-9

3-2 X 8

7-2

6-3

5-8

6-5

5-8

5-1

3-2 X 10

8-9

7-8

6-11

7-11

6-11

6-3

3-2 X 12

10-2

8-11

8-0

9-2

8-0

7-3

4-2x8

8-1

7-3

6-7

7-5

6-6

5-11

4-2 X 10

10-1

8-10

8-0

9-1

8-0

7-2

4-2 X 12

11-9

10-3

9-3

10-7

9-3

8-4

Roof, Ceiling & 1 Clear
Span Floor

2-2x4

2-8

2-4

2-1

2-7

2-3

2-0

2-2x6

3-11

3-5

3-0

3-10

3-4

3-0

2-2x8

5-0

4-4

3-10

4-10

4-2

3-9

2-2 X 10

6-1

5-3

4-8

5-11

5-1

4-7

2-2 X 12

7-1

6-1

5-5

6-10

5-11

5-4

3-2 X 8

6-3

5-5

4-10

6-1

5-3

4-8

3-2 X 10

7-7

6-7

5-11

7-5

6-5

5-9

3-2 X 12

8-10

7-8

6-10

2 .

8-7

7-5

6-8

4-2x8

7-2

6-3

5-7

7-0

6-1

5-5

4-2 X 10

8-9

7-7

6-10

'2"

8-7

7-5

6-7

4-2 X 12

10-2

8-10

' 1

7-11

2''-'"

'9-11

. 2

8-7

7-8

o
o
o

(continued)

z
>

c
l-
g
z
o
o
o

D
m

TABLE 2308.9.5— continued

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)

HEADERS
SUPPORTING

SIZE

GROUND SNOW LOAD (psf)'

Building width' (feet)

Span

NJ"

Span

NJ-

Span

NJ"

Span

NJ"

Span

NJ"

Span

NJ"

Roof, Ceiling & 2

Center-Bearing

Floors

2-2x4

2-7

2-3

2-0

2-6

2-2

1-11

2-2x6

3-9

3-3

2-11

3-8

3-2

2-10

2-2x8

4-9

4-2

3-9

4-7

4-0

.3-8

2-2 x 10

5-9

5-1

4-7

5-8

4-11

4-5

2-2 X 12

6-8

5-10

5-3

6-6

5-9

5-2

3-2x8

5-11

5-2

4-8

5-9

5-1

4-7

3-2 X 10

7-3

6-4

5-8

7-1

6-2

5-7

3-2 X 12

8-5

7-4

6-7

8-2

7-2

6-5

4-2x8

6-10

6-0

5-5

6-8

5-10

5-3

4-2 X 10

8-4

7-4

6-7

8-2

7-2

6-5

4-2 X 12

9-8

8-6

7-8

9-5

8-3

7-5

Roof, Ceiling & 2
Clear Span Roors

2-2x4

2-1

1-8

1-6

2-0

1-8

1-5

2-2x6

3-1

2-8

2-4

3-0

2-7

2-3

2-2x8

3-10

3-4

3-0

3-10

3-4

2-11

2-2 x 10

4-9

4-1

3-8

4-8

4-0

3-7

2-2 X 12

5-6

4-9

4-3

5-5

4-8

4-2

3-2x8

4-10

4-2

3-9

4-9

4-1

3-8

3-2 X 10

5-11

5-1

4-7

5-10

5-0

4-6

3-2 X 12

6-10

5-11

5-4

6-9

5-10

5-3

4-2x8

5-7

4-10

4-4

5-6

4-9

4-3

4-2 X 10

6-10

5-11

5-3

6-9

5-10

5-2

4-2 X 12

7-11

6-10

6-2

7-9

6-9

6-0

For SI: 1 inch = 25.4 nun, 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.

O
O

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-Plne-FIr" and Required Number of Jack Studs)

HEADERS AND GIRDERS
SUPPORTING

SIZE

BUILDING WIDTH'= (feet)

Span

NJ"

Span

NJ"

Span

NJ"

One Floor Only

2-2x4

3-1

2-8

2-5

2-2x6

4-6

3-11

3-6

2-2x8

5-9

5-0

4-5

2-2 xlO

7-0

6-1

5-5

2-2 xl2

8-1

7-0

6-3

3-2x8

7-2

6-3

5-7

3-2x10

8-9

7-7

6-9

3-2x12

10-2

8-10

7-10

4-2x8

9-0

7-8

6-9

4-2 xlO

10-1

8-9

7-10

4-2 xl2

11-9

10-2

9-1

Two Floors

2-2x4

2-2

1-10

1-7

2-2x6

3-2

2-9

2-5

2-2x8

4-1

3-6

3-2

2-2 XlO

4-11

4-3

3-10

2-2 xl2

5-9

5-0

4-5

3-2x8

5-1

4-5

3-11

3-2 xlO

6-2

5-4

4-10

3-2x12

7-2

6-3

5-7

4-2x8

6-1

5-3

4-8

4-2 XlO

7-2

6-2

5-6

4-2 xl2

8-4

7-2

6-5

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
approved framing anchor attached to the full-height wall stud and to the header

468

2006 INTERNATIONAL BUILDING CODE®

WOOD

TABLE 2308.10.1
REQUIRED RATING OF APPROVED UPLIFT CONNECTORS (pounds)'"''='«'9 "

BASIC WIND SPEED
(3-second gust)

ROOF SPAN (feet)

OVERHANGS
(pounds/feet)"

-72

-120

-145

-169

-193

-217

-241

-38.55

-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/h? 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 coefiBcients below.

Mean Roof Height (feet)

EXPOSURE

1.00

1.05

1.09

1.12

1.16

1.19

1.22

1.21

1.29

1.35

1.40

1.45

1.49

1.53

1.56

1.59

1.62

1.47

1.55

1.61

1.66

1.70

1.74

1.78

1.81

1.84

1.87

b. The uplift connection requirements are based on the framing being spaced 24 inches on center. Multiply by 0.67 for framing spaced 1 6 inches on center and multi-
ply by 0.5 for framing spaced 12 inches on center

c. The upUft 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 Figure 6-2 of ASCE 7. Connection loads for connections located a dis-
tance 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 nect 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 specifications.

2308.10.1 Wind uplift. 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.

2308.10.2 Ceiling 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
Tables for Joists and Rafters.

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 (51 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 . Ceiling 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 IV2 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/ceiling
joist connections and rafter/tie connections shall be of suf-
ficient size and number to prevent splitting from nailing.

2006 INTERNATIONAL BUILDING CODE®

469

TABLE 2308.10.2(1)

CEILING JOIST SPANS FOR COMMON LUMBER SPECIES

(Uninhabitable Attics Without Storage, Live Load = 10 pounds psf, L^A = 240)

m
3)

z
>

o
o

O
O

CEILING JOIST SPACING
(inches)

SPECIES AND GRADE

DEAD LOAD = 5 pounds per square foot

2x4

2x6

2x8

2x10

Maximum ceiling ioist spans

(ft. - In.)

(ft. - in.)

(ft. - In.)

(ft. - in.)

Douglas Fir-Larch

13-2

20-8

Note a

Douglas Fir-Larch

12-8

19-11

Note a

Douglas Fir-Larch

12-5

19-6

25-8

Note a

Douglas Fir-Larch

10-10

15-10

20-1

24-6

Hem-Fir

12-5

19-6

25-8

Note a

Hem-Fir

12-2

19-1

25-2

Note a

Hem-Fir

11-7

18-2

24-0

Note a

Hem-Fir

10-10

15-10

20-1

24-6

Southern Pine

12-11

20-3

Note a

Southern Pine

12-8

19-11

Note a

Southern Pine

12-5

19-6

25-8

Note a

Southern Pine

11-6

17-0

21-8

25-7

Spruce-Pine-Fir

12-2

19-1

25-2

Note a

Spruce-Pine-Fir

11-10

18-8

24-7

Note a

Spruce-Pine-Fir

11-10

18-8

24-7

Note a

Spruce-Pine-Fir

10-10

15-10

20-1

24-6

Douglas Fir-Larch

11-11

18-9

24-8

Note a

Douglas Fir-Larch

11-6

18-1

23-10

Note a

Douglas Fir-Larch

11-3

17-8

23-0

Note a

Douglas Fir-Larch

9-5

13-9

17-5

21-3

Hem-Fir

11-3

17-8

23-4

Note a

Hem-Fir

11-0

17-4

22-10

Note a

Hem-Fir

10-6

16-6

21-9

Note a

Hem-Fir

9-5

13-9

17-5

21-3

Southern Pine

11-9

18-5

24-3

Note a

Southern Pine

11-6

18-1

23-1

Note a

Southern Pine

11-3

17-8

23-4

Note a

Southern Pine

10-0

14-9

18-9

22-2

Spruce-Pine-Fir

11-0

17-4

22-10

Note a

Spruce-Pine-Fir

10-9

16-11

22-4

Note a

Spruce-Pine-Fir

10-9

16-11

22-4

Note a

Spruce-Pine-Fir

9-5

13-9

17-5

21-3

(continued)

z
>

z
o
o
o
o

TABLE 2308.10.2(1)— continued

CEILING JOIST SPANS FOR COMMON LUMBER SPECIES

(Uninhabitable Attics Without Storage, Live Load = 10 pounds psf, L/A = 240)

CEILING JOIST SPACING
(Inches)

SPECIES AND GRADE

DEAD LOAD = 5 Dounds per square foot

2x4

2x6 1 2x8

2x10

Maximum ceillna ioist soans

m. - in.)

(ft. - in.)

19.2

Douglas Fir-Larch

11-3

17-8

23-3

Note a

Douglas Fir-Larch

10-10

17-0

22-5

Note a

Douglas Fir-Larch

10-7

16-7

21-0

25-8

Douglas Fir-Larch

8-7

12-6

15-10

19-5

Hem-Fir

10-7

16-8

21-11

Note a

Hem-Fir

10-4

16-4

21-6

Note a

Hem-Fir

9-11

15-7

20-6

25-3

Hem-Fir

8-7

12-6

15-10

19-5

Southern Pine

11-0

17-4

22-10

Note a

Southern Pine

10-10

17-0

22-5

Note a

Southern Pine

10-7

16-8

21-11

Note a

Southern Pine

9-1

13-6

17-2

20-3

Spruce-Pine-Fir

SS 1

10-4

16-4

21-6

Note a

Spruce-Pine-Fir

10-2

15-11

21-0

25-8

Spruce-Pine-Fir

10-2

15-11

21-0

25-8

Spruce-Pine-Fir

8-7

12-6

15-10

19-5

Douglas Fir-Larch

10-5

16-4

21-7

Note a

Douglas Fir-Larch

10-0

15-9

20-1

24-6

Douglas Fir-Larch

9-10

14-10

18-9

22-11

Douglas Fir-Larch

7-8

11-2

14-2

17-4

Hem-Fir

9-10

15-6

20-5

Note a

Hem-Fir

9-8

15-2

19-7

23-11

Hem-Fir

9-2

14-5

18-6

22-7

Hem-Fir

7-8

11-2

14-2

17-4

Southern Pine

10-3

16-1

21-2

Note a

Southern Pine

10-0

15-9

20-10

Note a

Southern Pine

9-10

15-6

20-1

23-11

Southern Pine

8-2

12-0

15-4

18-1

Spruce-Pine-Fir

9-8

15-2

19-11

25-5

Spruce-Pine-Fir

9-5

14-9

18-9

22-11

Spruce-Pine-Fir

9-5

14-9

18-9

22-11

Spruce-Pine-Fir

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
O

TABLE 2308.10.2(2)

CEILING JOIST SPANS FOR COMMON LUMBER SPECIES

(Uninhabitable Attics With Limited Storage, Live Load = 20 pounds per square foot, t/A = 240)

m
30

z
>

Z
>

I-

z
o
o
o
o

CEILING JOIST SPACING
(Inches)

SPECIES AND GRADE

DEAD LOAD = 10 pounds per square foot

2x4 2x6 2x8 2x10

Maximum ceilina joist spans

m. - In.)

(ft. - in.)

(ft. - In.)

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-Fk #2

. 9-5

14-9

18-9

22-11

Spruce-Pine-Fir #3

7-8

11-2

14-2

17-4

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

o
o
a

(continued)

o
o
o
o
m

TABLE 2308.10.2(2)— continued

CEILING JOIST SPANS FOR COMMON LUMBER SPECIES

(Uninhabitable Attics With Limited Storage, Live Load = 20 pounds per square foot, L/A = 240)

CEILING JOIST SPACING
(inches)

SPECIES AND GRADE

DEAD LOAD = 10 pounds per sauare foot

2x4 1 2x6 1 2x8 1 2x10

Maximum ceilinq ioist spans

m. - in.)

m. - in.i

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

Spruce-Pine-Fir #3

6-1

8-10

11-3

13-8

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-Fu- 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

Spruce-Pine-Fir #3

5-5

7-11

10-0

12-3

For SI: 1 inch = 25.4 nrni, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 N/ml

a. Span exceeds 26 feet in length. Check sources for availability of lumber in lengths greater than 20 feet.

O
O

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)

RAFTER
SPACING
(inches)

SPECIES AND GRADE

DEAD LOAD = 10 pounds oer souare foot

DEAD LOAD = 20 pounds oer sauare foot

2x4 1 2x6 1 2x8 1 2x10 1 2x12

Maximum rafter soans

m. - in.)

(ft. - in.)

(ft. - In.)

(ft. - in.)

Douglas Fir-Larch SS

11-6

18-0

23-9

Note a

11-6

18-0

23-5

Note a

Douglas Fir-Larch #1

11-1

17-4

22-5

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

10-10

17-0

22-5

Note a

Hem-Fir #1

10-7

16-8

21-10

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

11-3

17-8

23-4

Note a

Southern Pine #1

11-1

17-4

22-11

Note a

11-1

17-3

21-9

25-10

Note a

Southern Pine #2

10-10

17-0

22-5

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

10-7

16-8

21-9

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

Spnice-Pine-Fir #3

8-7

12-6

15-10

19-5

22-6

7-5

10-10

13-9

16-9

19-6

Douglas Fir-Larch SS

10-5

16-4

21-7

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

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

ib-3

16-1

21-2

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

o
o
o
o

(continued)

O
O

TABLE 2308.10.3(1)— continued
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Roof Live Load = 20 pounds per square foot, Ceiiing Not Attaclied to Rafters, L/A

= 180)

RAFTER
SPACING
(inches)

SPECIES AND GRADE

DEAD LOAD = 10 Dounds per souare foot

DEAD LOAD = 20 Dounds oer sauare foot

2x4 1 2x6 1 2x8 1 2x10 1 2x12

Maximum rafter scans 1

(ft. - 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

Spnice-Pine-Fir #2

8-10

13-1

16-7

20-3

23-6

7-9

11-4

14-4

17-7

20-4

Spruce-Pine-Fir #3

6-9

9-11

12-7

15-4

17-9

5-10

8-7

10-10

13-3

15-5

Douglas Fir-Larch SS

9-1

14-4

18-10

23-4

Note a

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

Note a

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

Southern Pine SS

8-11

14-1

18-6

23-8

Note a

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

Spruce-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 = 304.8 nmi, 1 pound per square foot = 47.9 N/m^

a. Span exceeds 26 feet in length. Check sources for avaUabiUty of lumber in lengths greater than 20 feet.

O
O

TABLE 2308.10.3(2)

RAFTER SPANS FOR COMMON LUMBER SPECIES

(Roof Live Load = 20 pounds per square foot, Ceiling Not Attached to Rafters, UA = 240)

O
O

RAFTER
SPACING
(inches)

SPECIES AND GRADE

DEAD LOAD

= 10 pounds per square foot

DEAD LOAD = 20 pounds per square foot

2x4

2x6

2x8 2x10

2x12

2x4

2x6

2x8

2x10

2x12

Maximum rafter spans

m. - in.)

(ft. - in.)

Douglas Fir-Larch

10-5

16-4

21-7

Note a

10-5

16-4

21-7

Note a

Douglas Fir-Larch

10-0

15-9

20-10

Note a

10-0

15-4

19-5

23-9

Note a

Douglas Fir-Larch

9-10

15-6

20-5

25-8

Note a

9-10

14-4

18-2

22-3

25-9

Douglas Fir-Larch

8-7

12-6

15-10

19-5

22-6

7-5

10-10

13-9

16-9

19-6

Hem-Fir

9-10

15-6

20-5

Note a

9-10

15-6

20-5

Note a

Hem-Fir

9-8

15-2

19-11

25-5

Note a

9-8

14-11

18-11

23-2

Note a

Hem-Fir

9-2

14-5

19-0

24-3

Note a

9-2

14-2

17-11

21-11

25-5

Hem-Fir

8-7

12-6

15-10

19-5

22-6

7-5

10-10

13-9

16-9

19-6

Southern Pine

10-3

16-1

21-2

Note a

10-3

16-1

21-2

Note a

Southern Pine

10-0

15-9

20-10

Note a

10-0

15-9

20-10

25-10

Note a

Southern Pine

9-10

15-6

20-5

Note a

9-10

15-1

19-5

23-2

Note a

Southern Pine

9-1

13-6

17-2

20-3

24-1

7-11

11-8

14-10

17-6

20-11

Spruce-Pine-Fir

9-8

15-2

19-11

25-5

Note a

9-8

15-2

19-11

25-5

Note a

Spruce-Pine-Fir

9-5

14-9

19-6

24-10

Note a

9-5

14-4

18-2

22-3

25-9

Spruce-Pine-Fir

9-5

14-9

19-6

24-10

Note a

9-5

14-4

18-2

22-3

25-9

Spruce-Pine-Fir

8-7

12-6

15-10

19-5

22-6

7-5

10-10

13-9

16-9

19-6

Douglas Fir-Larch

9-6

14-11

19-7

25-0

Note a

9-6

14-11

19-7

24-9

Note a

Douglas Fir-Larch

9-1

14-4

18-11

23-9

Note a

9-1

13-3

16-10

20-7

23-10

Douglas Fir-Larch

8-11

14-1

18-2

22-3

25-9

8-6

12-5

15-9

19-3

22-4

Douglas Fir-Larch

7-5

10-10

13-9

16-9

19-6

6-5

9-5

11-11

14-6

16-10

Hem-Fir

8-11

14-1

18-6

23-8

Note a

8-11

14-1

18-6

23-8

Note a

Hem-Fir

8-9

13-9

18-1

23-1

Note a

8-9

12-11

16-5

20-0

23-3

Hem-Fir

8-4

13-1

17-3

21-11

25-5

8-4

12-3

15-6

18-11

22-0

Hem-Fir

7-5

10-10

13-9

16-9

19-6

6-5

9-5

11-11

14-6

16-10

Southern Pine

9-4

14-7

19-3

24-7

Note a

9.4

14-7

19-3

24-7

Note a

Southern Pine

9-1

14-4

18-11

24-1

Note a

9-1

14-4

18-10

22-4

Note a

Southern Pine

8-11

14-1

18-6

23-2

Note a

8-11

13-0

16-10

20-1

23-7

Southern Pine

7-11

11-8

14-10

17-6

20-11

6-10

10-1

12-10

15-2

18-1

Spruce-Pine-Fir

8-9

13-9

18-1

23-1

Note a

8-9

13-9

18-1

23-0

Note a

Spruce-Pine-Fir

8-7

13-5

17-9

22-3

25-9

8-6

12-5

15-9

19-3

22-4

Spruce-Pine-Fir

8-7

13-5

17-9

22-3

25-9

8-6

12-5

15-9

19-3

22-4

Spruce-Pine-Fir

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)— continued

RAFTER SPANS FOR COMMON LUMBER SPECIES

(Roof Live Load = 20 pounds per square foot, Ceiling Not Attached to Rafters, UA = 240)

RAFTER
SPACING
(inchest

SPECIES AND GRADE

DEAD LOAD = 10 pounds oer sauare foot

DEAD LOAD = 20 pounds oer sauare foot

2x4

2x6

2x8 1 2x10

2x12

2x4

2x6

2x8

2 X 10

2x12

Maximum rafter soans

m.-ln.)

(ft. - in.)

m. - in.)

m. . in.)

m. - in.)

(ft. - in.)

m. - in.)

(ft. - in.)

19.2

Douglas Fir-Larch

8-11

14-0

18-5

23-7

Note a

8-11

14-0

18-5

22-7

Note a

Douglas Fir-Larch

8-7

13-6

17-9

21-8

25-2

8-4

12-2

15-4

18-9

21-9

Douglas Fir-Larch

8-5

13-1

16-7

20-3

23-6

7-9

11-4

14-4

17-7

20-4

Douglas Fir-Larch

6-9

9-11

12-7

15-4

17-9

5-10

8-7

10-10

13-3

15-5

Hem-Fir

8-5

13-3

17-5

22-3

Note a

8-5

13-3

17-5

22-3

25-9

Hem-Fir

8-3

12-11

17-1

21-1

24-6

8-1

11-10

15-0

18-4

21-3

Hem-Fir

7-10

12-4

16-3

20-0

23-2

7-8

11-2

14-2

17-4

20-1

Hem-Fir

6-9

9-11

12-7

15-4

17-9

5-10

8-7

10-10

13-3

15-5

Southern Pine

8-9

13-9

18-1

23-1

Note a

8-9

13-9

18-1

23-1

Note a

Southern Pine

8-7

13-6

17-9

22-8

Note a

8-7

13-6

17-2

20-5

24-4

Southern Pine

8-5

13-3

17-5

21-2

24-10

8-4

11-11

15-4

18-4

21-6

Southern Pine

7-3

10-8

13-7

16-0

19-1

6-3

9-3

11-9

13-10

16-6

Spruce-Pine-Fir

8-3

12-11

17-1

21-9

Note a

8-3

12-11

17-1

21-0

24-4

Spruce-Pine-Fir

8-1

12-8

16-7

20-3

23-6

7-9

11-4

14-4

17-7

20-4

Spruce-Pine-Fir

8-1

12-8

16-7

20-3

23-6

7-9

11-4

14-4

17-7

20-4

Spruce-Pine-Fir

6-9

9-11

12-7

15-4

17-9

5-10

8-7

10-10

13-3

15-5

Douglas Fir-Larch

8-3

13-0

17-2

21-10

Note a

8-3

13-0

16-7

20-3

23-5

Douglas Fir-Larch

8-0

12-6

15-10

19-5

22-6

7-5

10-10

13-9

16-9

19-6

Douglas Fir-Larch

7-10

11-9

14-10

18-2

21-0

6-11

10-2

12-10

15-8

18-3

Douglas Fir-Larch

6-1

8-10

11-3

13-8

15-11

5-3

7-8

9-9

11-10

13-9

Hem-Fir

7-10

12-3

16-2

20-8

25-1

7-10

12-3

16-2

19-10

23-0

Hem-Fir

7-8

12-0

15-6

18-11

21-11

7-3

10-7

13-5

16-4

19-0

Hem-Fir

7-3

11-5

14-8

17-10

20-9

6-10

10-0

12-8

15-6

17-11

Hem-Fir

6-1

8-10

11-3

13-8

15-11

5-3

7-8

9-9

11-10

13-9

Southern Pine

8-1

12-9

16-10

21-6

Note a

8-1

12-9

16-10

21-6

Note a

Southern Pine

8-0

12-6

16-6

21-1

25-2

8-0

12-3

15-4

18-3

21-9

Southern Pine

7-10

12-3

15-10

18-11

22-2

7-5

10-8

13-9

16-5

19-3

Southern Pine

6-5

9-6

12-1

14-4

17-1

5-7

8-3

10-6

12-5

14-9

Spruce-Pine-Fir

7-8

12-0

15-10

20-2

24-7

7-8

12-0

15-4

18-9

21-9

Spruce-Pine-Fir

7-6

11-9

14-10

18-2

21-0

6-11

10-2

12-10

15-8

18-3

Spruce-Pine-Fir

7-6

11-9

14-10

18-2

21-0

6-11

10-2

12-10

15-8

18-3

Spruce-Pine-Fir

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 = 304.8 mm, 1 pound per square foot = 47.9 N/m^

a. Span exceeds 26 feet in length. Check sources for availabihty of lumber in lengths greater than 20

feet.

O
O

TABLE 2308.10.3(3)
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Ground Snow Load = 30 pounds per square foot, Ceiling Not Attached to Rafters, L/A

= 180)

RAFTER
SPACING
(inches)

SPECIES AND GRADE

DEAD LOAD = 10 Dounds per sauare foot

DEAD LOAD = 20 pounds per square foot

2x4

2x6

2x8 1 2x10

2x12

2x4

2x6

2x8 2x10

2x12

Maximum rafter spans

m. - in.)

m. - In.)

m. - in.)

(ft. - in.)

m. - in.)

(ft. - in.)

(ft. - In.)

(ft. - in.)

Douglas Fir-Larch

10-0

15-9

20-9

Note a

10-0

15-9

20-1

24-6

Note a

Douglas Fir-Larch

9-8

14-9

18-8

22-9

Note a

9-0

13-2

16-8

20-4

23-7

Douglas Fir-Larch

9-5

13-9

17-5

21-4

24-8

8-5

12-4

15-7

19-1

22-1

Douglas Fir-Larch

7-1

10-5

13-2

16-1

18-8

6-4

9-4

11-9

14-5.

16-8

Hem-Fir

9-6

14-10

19-7

25-0

Note a

9-6

14-10

19-7

24-1

Note a

Hem-Fir

9-3

14-4

18-2

22-2

25-9

8-9

12-10

16-3

19-10

23-0

Hem-Fir

8-10

13-7

17-2

21-0

24-4

8-4

12-2

15-4

18-9

21-9

Hem-Fir

7-1

10-5

13-2

16-1

18-8

6-4

9-4

11-9

14-5

16-8

Southern Pine

9-10

15-6

20-5

Note a

9-10

15-6

20-5

Note a

Southern Pine

9-8

15-2

20-0

24-9

Note a

9-8

14-10

18-8

22-2

Note a

Southern Pine

9-6

14-5

18-8

22-3

Note a

9-0

12-11

16-8

19-11

23-4

Southern Pine

7-7

11-2

14-3

16-10

20-0

6-9

10-0

12-9

15-1

17-11

Spruce-Pine-Fir

9-3

14-7

19-2

24-6

Note a

9-3

14-7

18-8

22-9

Note a

Spruce-Pine-Fir

9-1

13-9

17-5

21-4

24-8

8-5

12-4

15-7

19-1

22-1

Spruce-Pine-Fir

9-1

13-9

17-5

21-4

24-8

8-5

12-4

15-7

19-1

22-1

Spruce-Pine-Fir

7-1

10-5

13-2

16-1

18-8

6-4

9-4

11-9

14-5

16-8

Douglas Fir-Larch

9-1

14-4

18-10

23-9

Note a

9-1

13-9

17-5

21-3

24-8

Douglas Fir-Larch

8-9

12-9

16-2

19-9

22-10

7-10

11-5

14-5

17-8

20-5

Douglas Fir-Larch

8-2

11-11

15-1

18-5

21-5

7-3

10-8

13-6

16-6

19-2

Douglas Fir-Larch

6-2

9-0

11-5

13-11

16-2

5-6

8-1

10-3

12-6

14-6

Hem-Fir

8-7

13-6

17-10

22-9

Note a

8-7

13-6

17-1

20-10

24-2

Hem-Fir

8-5

12-5

15-9

19-3

22-3

7-7

11-1

14-1

17-2

19-11

Hem-Fir

8-0

11-9

14-11

18-2

21-1

7-2

10-6

13-4

16-3

18-10

Hem-Fir

6-2

9-0

11-5

13-11

16-2

5-6

8-1

10-3

12-6

14-6

Southern Pine

8-11

14-1

18-6

23-8

Note a

8-11

14-1

18-6

23-8

Note a

Southern Pine

8-9

13-9

18-1

21-5

25-7

8-8

12-10

16-2

19-2

22-10

Southern Pine

8-7

12-6

16-2

19-3

22-7

7-10

11-2

14-5

17-3

20-2

Southern Pine

6-7

9-8

12-4

14-7

17-4

5-10

8-8

11-0

13-0

15-6

Spruce-Pine-Fir

8-5

13-3

17-5

22-1

25-7

8-5

12-9

16-2

19-9

22-10

Spruce-Pine-Fir

8-2

11-11

15-1

18-5

21-5

7-3

10-8

13-6

16-6

19-2

Spruce-Pine-Fir

8-2

U-U

15-1

18-5

21-5

7-3

10-8

13-6

16-6

19-2

Spruce-Pine-Fir

6-2

9-0

11-5

13-11

16-2

5-6

8-1

10-3

12-6

14-6

o
o
o

(continued)

TABLE 2308.10.3(3)— continued
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Ground Snow Load = 30 pounds per square foot, Ceiling Not Attached to Rafters, L/A

= 180)

RAFTER
SPACING
(inches)

SPECIES AND GRADE

DEAD LOAD = 10 pounds per square foot

DEAD LOAD = 20 pounds per square foot

2x4 1 2x6 1 2x8 1 2x10 1 2x12

Maximum rafter spans

m.-in.)

(ft. - in.)

(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

Spruce-Pine-Fir #3

5-7

8-3

10-5

12-9

14-9

5-0

7-4

9-4

11-5

13-2

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

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

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 J

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 = 304.8 nrni, 1 pound per square foot = 47.9 N/m^

a. Span exceeds 26 feet in length. Check sources for availabihty of lumber in lengths greater than 20 feet.

O
O

TABLE 2308.10.3(4)
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Ground Snow Load = 50 pounds per square foot, Ceiling Not Attached to Rafters, C/A

= 180)

RAFTER
SPACING
(inches)

SPECIES AND GRADE

DEAD LOAD = 10 Dounds oer sauare foot

DEAD LOAD = 20 DOunds per 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.)

Douglas Fir-Larch

8-5

13-3

17-6

22-4

26-0

8-5

13-3

17-0

20-9

24-10

Douglas Fir-Larch

8-2

12-0

15-3

18-7

21-7

7-7

11-2

14-1

17-3

20-0

Douglas Fir-Larch

7-8

11-3

14-3

17-5

20-2

7-1

10-5

13-2

16-1

18-8

Douglas Fir-Larch

5-10

8-6

10-9

13-2

15-3

5-5

7-10

10-0

12-2

14-1

Hem-Fir

8-0

12-6

16-6

21-1

25-6

8-0

12-6

16-6

20-4

23-7

Hem-Fir

7-10

11-9

14-10

18-1

21-0

7-5

10-10

13-9

16-9 ^

19-5

Hem-Fir

7-5

11-1

14-0

17-2

19-11

7-0

10-3

13-0

15-10

18-5

Hem-Fir

5-10

8-6

10-9

13-2

15-3

5-5

7-10

10-0

12-2

14-1

Southern Pine

8-4

13-0

17-2

21-11

Note a

8-4

13-0

17-2

21-11

Note a

Southern Pine

8-2

12-10

16-10

20-3

24-1

8-2

12-6

15-9

18-9

22-4

Southern Pine

8-0

11-9

15-3

18-2

21-3

7-7

10-11

14-1

16-10

19-9

Southern Pine

6-2

9-2

11-8

13-9

16-4

5-9

8-5

10-9

12-9

15-2

Spruce-Pine-Fir

7-10

12-3

16-2

20-8

24-1

7-10

12-3

15-9

19-3

22-4

Spruce-Pine-Fir

7-8

11-3

14-3

17-5

20-2

7-1

10-5

13-2

16-1

18-8

Spruce-Pine-Fir

7-8

11-3

14-3

17-5

20-2

7-1

10-5

13-2

16-1

18-8

Spruce-Pine-Fir

5-10

8-6

10-9

13-2

15-3

5-5

7-10

10-0

12-2

14-1

Douglas Fir-Larch

7-8

12-1

15-10

19-5

22-6

7-8

li-7

14-8

17-11

20-10

Douglas Fir-Larch

7-1

10-5

13-2

16-1

18-8

6-7

9-8

12-2

14-11

17-3

Douglas Fir-Larch

6-8

9-9

12-4

15-1

17-6

6-2

9-0

11-5

13-11

16-2

Douglas Fir-Larch

5-0

7-4

9-4

11-5

13-2

4-8

6-10

8-8

10-6

12-3

Hem-Fir

7-3

11-5

15-0

19-1

22-1

7-3

11-5

14-5

17-8

20-5

Hem-Fir

6-11

10-2

12-10

15-8

18-2

6-5

9-5

11-11

14-6

16-10

Hem-Fir

6-7

9-7

12-2

14-10

17-3

6-1

8-11

11-3

13-9

15-11

Hem-Fir

5-0

7-4

9-4

11-5

13-2

4-8

6-10

8-8

10-6

12-3

Southern Kne

7-6

11-10

15-7

19-11

24-3

7-6

11-10

15-7

19-11

23-10

Southern Pine

7-5

11-7

14-9

17-6

20-11

7-4

10-10

13-8

16-2

19-4

Southern Pine

7-1

10-2

13-2

15-9

18-5

6-7

9-5

12-2

14-7

17-1

Southern Pine

5-4

7-11

10-1

11-11

14-2

4-11

7-4

9-4

11-0

13-1

Spruce-Pine-Fir

7-1

11-2

14-8

18-0

20-11

7-1

10-9

13-8

16-8

19-4

Spruce-Pine-Fir

6-8

9-9

12-4

15-1

17-6

6-2

9-0

11-5

13-11

16-2

Spruce-Pine-Fir

6-8

9-9

12-4

15-1

17-6

6-2

9-0

11-5

13-11

16-2

Spruce-Pine-Fir

5-0

7-4

9-4

11-5

13-2

4-8

6-10

8-8

10-6

12-3

o
o
o

(continued)

TABLE 2308.10.3(4)— continued

RAFTER SPANS FOR COMMON LUMBER SPECIES

(Ground Snow Load = 50 pounds per square foot, Ceiling Not Attached to Rafters, L/A = 180)

RAFTER
SPACING
(inches)

SPECIES AND GRADE

DEAD LOAD

= 10 pounds Der sauare foot

DEAD LOAD =

20 pounds per sauare foot

2x4

2x6

2x8 1 2x10

2x12

2x4

2x6

2x8 1 2x10

2x12

Maximum ratter soans

m. - in.)

19.2

Douglas Fir-Larch

7-3

11-4

14-6

17-8

20-6

7-3

10-7

13-5

16-5

19-0

Douglas Fir-Larch

6-6

9-6

12-0

14-8

17-1

6-0

8-10

11-2

13-7

15-9

Douglas Fir-Larch

6-1

8-11

11-3

13-9

15-11

5-7

8-3

10-5

12-9

14-9

Douglas Fir-Larch

4-7

6-9

8-6

10-5

12-1

4-3

6-3

7-11

9-7

11-2

Hem-Fir

6-10

10-9

14-2

17-5

20-2

6-10

10-5

13-2

16-1

18-8

Hem-Fir

6-4

9-3

11-9

14-4

16-7

5-10

8-7

10-10

13-3

15-5

Hem-Fir

6-0

8-9

11-1

13-7

15-9

5-7

8-1

10-3

12-7

14-7

Hem-Fir

4-7

6-9

8-6

10-5

12-1

4-3

6-3

7-11

9-7

11-2

Southern Pine

7-1

11-2

14-8

18-9

22-10

7-1

11-2

14-8

18-7

21-9

Southern Pine

7-0

10-8

13-5

16-0

19-1

6-8

9-11

12-5

14-10

17-8

Southern Pine

6-6

9-4

12-0

14-4

16-10

6-0

8-8

11-2

13-4

15-7

Southern Pine

4-11

7-3

9-2

10-10

12-11

4-6

6-8

8-6

10-1

12-0

Spruce-Pine-Fir

6-8

10-6

13-5

16-5

19-1

6-8

9-10

12-5

15-3

17-8

Spruce-Pine-Fir

6-1

8-11

11-3

13-9

15-11

5-7

8-3

10-5

12-9

14-9

Spruce-Pine-Fir

6-1

8-11

11-3

13-9

15-11 ..

5-7

, 8-3

10-5

12-9

14-9

Spruce-Pine-Fir

4-7

6-9

8-6

10-5

12-1

4-3

6-3

. 7-11

9-7

11-2

Douglas Fir-Larch

6-8

10-3

13-0

15-10

18-4

6-6

9-6

12-0

14-8

17-0

Douglas Fir-Larch

5-10

8-6

10-9

13-2

15-3

5-5

7-10

10-0

12-2

14-1

Douglas Fir-Larch

5-5

7-11

10-1

12-4

14-3

5-0

7-4 .

9-4

11-5

13-2

Douglas Fir-Larch

4-1

6-0

7-7

9-4

10-9

3-10

5-7

7-1

8-7

10-0

Hem-Fir

6-4

9-11

12-9

15-7

18-0

6-4

9-4

11-9

14-5

16-8

Hem-Fir

5-8

8-3

10-6

12-10

14-10

5-3

7-8

9-9

11-10

13-9

Hem-Fir

5-4

7-10

9-11

12-1

14-1

4-11

7-3

9-2

11-3

13-0

Hem-Fir

4-1

6-0

7-7

9-4

10-9

3-10

5-7

7-1

8-7

10-0

Southern Pine

6-7

10-4

13-8

17-5

21-0

6-7

10-4

13-8

16-7

19-5

Southern Pine

6-5

9-7

12-0

14-4

17-1

. 6-0

8-10

11-2

13-3

15-9

Southern Pine

5-10

8-4

10-9

12-10

15-1

5-5

7-9

10-0

11-11

13-11

Southern Pine

4-4

6-5

8-3

9-9

11-7

4-1

6-0

7-7

9-0

10-8

Spruce-Pine-Fir

6-2

9-6

12-0

14-8

17-1

6-0

8-10

11-2

13-7

15-9

Spruce-Pine-FLr

5-5

7-11

10-1

12-4

14-3

5-0

7-4

9-4

11-5

13-2

Spruce-Pine-Fir

5-5

7-11

10-1

12-4

14-3

5-0

7-4

9-4

11-5

13-2

Spruce-Pine-Fir

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/ml

a. Span exceeds 26 feet in length. Check sources for availabiUty of lumber in lengths greater than 20 feet.

O
O

00
lO

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)

RAFTER
SPACING
(Inches)

SPECIES AND GRADE

DEAD LOAD = 10 Dounds uer sauare foot

DEAD LOAD = 20 pounds per 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.)

Douglas Fir-Larch

9-1

14-4

18-10

24-1

Note a

9-1

14-4

18-10

24-1

Note a

Douglas Fir-Larch

8-9

13-9

18-2

22-9

Note a

8-9

13-2

16-8

20-4

23-7

Douglas Fir-Larch

8-7

13-6

17-5

21-4

24-8

8-5

12-4

15-7

19-1

22-1

Douglas Fir-Larch

7-1

10-5

13-2

16-1

18-8

6-4

9-4

11-9

14-5

16-8

Hem-Fir

8-7

13-6

17-10

22-9

Note a

8-7

13-6

17-10

22-9

Note a

Hem-Fir

8-5

13-3

17-5

22-2

25-9

8-5

12-10

16-3

19-10

23-0

Hem-Fir

8-0

12-7

16-7

21-0

24-4

8-0

12-2

15-4

18-9

21-9

Hem-Fir

7-1

10-5

13-2

16-1

18-8

6-4

9-4

11-9

14-5

16-8

Southern Pine

8-11

14-1

18-6

23-8

Note a

8-11

14-1

18-6

23-8

Note a

Southern Pine

8-9

13-9

18-2

23-2

Note a

8-9

13-9

18-2

22-2

Note a

Southern Pine

8-7

13-6

17-10

22-3

Note a

8-7

12-11

16-8

19-11

23-4

Southern Pine

7-7

11-2

14-3

16-10

20-0

6-9

10-0

12-9

15-1

17-11

Spruce-Pine-Fir

8-5

13-3

17-5

22-3

Note a

8-5

13-3

17-5

22-3

Note a

Spruce-Pine-Fir

8-3

12-11

17-0

21-4

24-8

8-3

12-4

15-7

19-1

22-1

Spruce-Pine-Fir

8-3

12-11

17-0

' 21-4

24-8

8-3

12-4

15-7

19-1

22-1

Spruce-Pine-Fir

7-1

10-5

13-2

16-1

18-8

6-4

9-4

11-9

14-5

16-8

Douglas Fir-Larch

8-3

13-0

17-2

21-10

Note a

8-3

13-0

17-2

21-3

24-8

Douglas Fir-Larch

8-0

12-6

16-2

19-9

22-10

7-10

11-5

14-5

17-8

20-5

Douglas Fir-Larch

7-10

11-11

15-1

18-5

21-5

7-3

10-8

13-6

16-6

19-2

Douglas Fir-Larch

6-2

9-0

11-5

13-11

16-2

5-6

8-1

10-3

12-6

14-6

Hem-Fir

7-10

12-3

16-2

20-8

25-1

7-10

12-3

16-2

20-8

24-2

Hem-Fir

7-8

12-0

15-9

19-3

22-3

7-7

11-1

14-1

17-2

19-11

Hem-Fir

7-3

11-5

14-11

18-2

21-1

7-2

10-6

13-4

16-3

18-10

Hem-Fir

6-2

9-0

11-5

13-11

16-2

5-6

8-1

10-3

12-6

14-6

Southern Pine

8-1

12-9

16-10

21-6

Note a

8-1

12-9

16-10

21-6

Note a

Southern Pine

8-0

12-6

16-6

21-1

25-7

8-0

12-6

16-2

19-2

22-10

Southern Pine

7-10

12-3

16-2

19-3

22-7

7-10

11-2

14-5

17-3

20-2

Southern Pine

6-7

9-8

12-4

14-7

17-4

5-10

8-8

11-0

13-0

15-6

Spruce-Pine-Fir

7-8

12-0

15-10

20-2

24-7

7-8

12-0

15-10

19-9

22-10

Spruce-Pine-Fir

7-6

11-9

15-1

18-5

21-5

7-3

10-8

13-6

16-6

19-2

Spruce-Pine-Fi

7-6

11-9

15-1

18-5

21-5

7-3

10-8

13-6

16-6

19-2

Spruce-Pine-Fi

6-2

9-0

11-5

13-11

16-2

5-6

8-1

10-3

12-6

14-6

o
o
o

o
m

(continued)

o
o

TABLE 2308.10.3(5)— continued
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Ground Snow Load = 30 pounds per square foot, Ceiling Attached to Rafters, L/A

= 240)

RAFTER
SPACING
(inches)

SPECIES AND GRADE

DEAD LOAD = 10 Dounds oer square foot

DEAD LOAD = 20 pounds per souare foot

2x4 1 2x6 1 2x8 1 2x10 1 2x12

Maximum rafter spans

(ft. - In.)

(ft., in.)

(ft. -In.)

(ft. - 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-Fu- 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 J

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

Spruce-Pine-Fir #3

5-7

8-3

10-5

12-9

14-9

5-0

7-4

9-4

11-5

13-2

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

10-1

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

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 = 304.8 mm, 1 pound per square foot =
a. Span exceeds 26 feet in length. Check sources for availability of lumber

47.9 N/ml

in lengths greater than 20 feet.

O
O

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)

RAFTER
SPACING
(inchest

SPECIES AND GRADE

DEAD LOAD = 10 Dounds per sauare foot

DEAD LOAD = 20 DOunds per sauare foot

2x4

2x6

2x8 1 2x10

2x12

2x4

2x6

2x8 1 2x10

2x12

Maximum rafter scans

<ft. - in.)

{ft. - in.)

(ft. - in.)

Douglas Fir-Larch

7-8

12-1

15-11

20-3

24-8

7-8

12-1

15-11

20-3

24-0

Douglas Fir-Larch

7-5

11-7

15-3

18-7

21-7

7-5

11-2

14-1

17-3

20-0

Douglas Fir-Larch

7-3

11-3

14-3

17-5

20-2

7-1

10-5

13-2

16-1

18-8

Douglas Fir-Larch

5-10

8-6

10-9

13-2

15-3

5-5

7-10

10-0

12-2

14-1

Hem-Fir

7-3

11-5

15-0

19-2

23-4

7-3

11-5

15-0

19-2

23-4

Hem-Fir

7-1

11-2

14-8

18-1

21-0

7-1

10-10

13-9

16-9

19-5

Hem-Fir

6-9

10-8

14-0

17-2

19-11

6-9

10-3

13-0

15-10

18-5

Hem-Fir

5-10

8-6

10-9

13-2

15-3

5-5

7-10

10-0

12-2

14-1

Southern Pine

7-6

11-0

15-7

19-11

24-3

7-6

11-10

15-7

19-11

24-3

Southern Pine

7-5

11-7

15-4

19-7

23-9

7-5

11-7

15-4

18-9

22-4

Southern Pine

7-3

11-5

15-0

18-2

21-3

7-3

10-11

14-1

16-10

19-9

Southern Pine

6-2

9-2

11-8

13-9

16-4

5-9

8-5

10-9

12-9

15-2

Spruce-Pine-Fir

7-1

11-2

14-8

18-9

22-10

7-1

11-2

14-8

18-9

22-4

Spruce-Pine-Fir

6-11

10-11

14-3

17-5

20-2

6-11

10-5

13-2

16-1

18-8

Spruce-Pine-Fir

6-11

10-11

14-3

17-5

20-2

6-11

10-5

13-2

16-1

18-8

Spnice-Pine-Fir

5-10

8-6

10-9

13-2

15-3

5-5

7-10

10-0

12-2

14-1

Douglas Fir-Larch

7-0

11-0

14-5

18-5

22-5

7-0

11-0

14-5

17-11

20-10

Douglas Fir-Larch

6-9

10-5

13-2

16-1

18-8

6-7

9-8

12-2

14-11

17-3

Douglas Fir-Larch

6-7

9-9

12-4

15-1

17-6

6-2

9-0

11-5

13-11

16-2

Douglas Fir-Larch

5-0

7-4

9-4

11-5

13-2

4-8

6-10

8-8

10-6

12-3

Hem-Fir

6-7

10-4

13-8

17-5

21-2

6-7

10-4

13-8

17-5

20-5

Hem-Fir

6-5

10-2

12-10

15-8

18-2

6-5

9-5

11-11

14-6

16-10

Hem-Fir

6-2

9-7

12-2

14-10

17-3

6-1

8-11

11-3

13-9

15-11

Hem-Fir

5-0

7-4

9-4

11-5

13-2

4-8

6-10

8-8

10-6

12-3

Southern Pine

6-10

10-9

14-2

18-1

22-0

6-10

10-9

14-2

18-1

22-0

Southern Pine

6-9

10-7

13-11

17-6

20-11

6-9

10-7

13-8

16-2

19-4

Southern Pine

6-7

10-2

13-2

15-9

18-5

6-7

9-5

12-2

14-7

17-1

Southern Pine

5-4

7-11

10-1

11-11

14-2

4-11

7-4

9-4

11-0

13-1

Spruce-Pine-Fir

6-5

10-2

13-4

17-0

20-9

6-5

10-2

13-4

16-8

19-4

Spruce-Pine-Fir

6-4

9-9

12-4

15-1

17-6

6-2

9-0

11-5

13-11

16-2

Spruce-Pine-Fir

6-4

9-9

12-4

15-1

17-6

6-2

9-0

11-5

13-11

16-2

Spruce-Pine-Fir

5-0

7-4

9-4

11-5

13-2

4-8

6-10

^ 8-8

10-6

12-3

o
o
o
o

(continued)

O
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TABLE 2308.10.3(6)— continued

RAFTER SPANS FOR COMMON LUMBER SPECIES

(Ground Snow Load = 50 pounds per square foot, Ceiling Attached to Rafters, U/s. - 240)

RAFTER
SPACING
(inches)

SPECIES AND GRADE

DEAD LOAD = 10 Dounds per sauare foot

DEAD LOAD = 20 Dounds o&r square foot

2x4 1 2x6 1 2x8 1 2x10 1 2x12

Maximum rafter spans

(ft. -in.)

(ft. • in.)

(ft. - in.)

(ft. -in.)

(ft. - in.)

(ft. -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

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

Spruce-Pine-Fir #3

4-7

6-9

8-6

10-5

12-1

4-3

6-3

7-11

9-7

11-2

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

7-7

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

7-7

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-Fu- #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
O

WOOD

TABLE 2308.10.4.1
RAFTER TIE CONNECTIONS^

RAFTER
SLOPE

TIE SPACING
(inches)

GROUND SNOW LOAD (pound per square foot)

NO SNOW LOAD

30 pounds per square foot

50 pounds per square foot

Roof span (feet)

Required number of 16d common (sVj" x 0.162") nails"-" per connection''''''®''

3:12

4:12

5:12

7:12

4 .

9:12

12:12.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 NAn^.
I a. 40d box (5" x 0.162") or 16d sinker (SV/' x 0.148") nails are permitted to be substitated for 16d common (SVj" x 0.16") 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 naihng.

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 less tiian the number required for no snow load.

486

2006 INTERNATIONAL BUILDING CODE®

WOOD

TABLE 2308.10.9
ALLOWABLE SPANS FOR 2-INCH TONGUE-AND-GROOVE DECKING

SPAN^
(feet)

LIVE LOAD
(pound per square foot)

DEFLECTION LIMIT

BENDING STRESS (0
(pound per square inch)

MODULUS OF ELASTICITY (£)
(pound per square inch)

Roofs

1/240
1/360

160

170,000
256,000

1/240
1/360

210

256,000
384,000

1/240
1/360

270

340,000
512,000

4.5

1/240
1/360

200

242,000
305,000

1/240
1/360

270

363,000
405,000

1/240
1/360

350

484,000
725,000

5.0

1/240
1/360

250

332,000
500,000

1/240
1/360

330

495,000
742,000

1/240
1/360

420

660,000
1,000,000

5.5

1/240
1/360

300

442,000
660,000

1/240
1/360

400

662,000
998,000

1/240
1/360

500

884,000
1,330,000

6.0

1/240
1/360

360

575,000
862,000

1/240
1/360

480

862,000
1,295,000

1/240
1/360

600

1,150,000
1,730,000

6.5

1/240
1/360

420

595,000
892,000

1/240
1/360

560

892,000
1,340,000

1/240
1/360

700

1,190,000
1,730,000

7.0

1/240
1/360

490

910,000
1,360,000

1/240
1/360

650

1,370,000
2,000,000

1/240
1/360

810

1,820,000
2,725,000

(continued)

2006 INTERNATIONAL BUILDING CODE®

487

WOOD

TABLE 2308.1 0.9-contlnued
ALLOWABLE SPANS FOR 2-INCH TONGUE-AND-GROOVE DECKING

SPAN^
(feet)

LIVE LOAD
(pound per square foot)

DEFLECTION LIMIT

BENDING STRESS (/)
(pound per square inch)

MODULUS OF ELASTICITY (£)
(pound per square inch)

Roofs

7.5

1/240
1/360

560

1,125,000
1,685,000

1/240
1/360

750

1,685,000
2,530,000

1/240
1/360

930

2,250,000
3,380,000

8.0

1/240
1/360

640

1,360,000
2,040,000

1/240
1/360

850

2,040,000
3,060,000

Floors

4.5
5.0

1/360

840
950
1,060

1,000,000
1,300,000
1,600,000

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kN/m^, 1 pound per square inch = 0.00689 N/mra?.

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.

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 (51 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 abeam, 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 limits 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
(1829 mm), but in no case shall the purlin 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 Engineered wood products. Prefabricated
wood I-joists, structural glued-laminated timber and struc-
tural composite lumber shall not be notched or drilled
except where permitted by the manufacturer's recommen-
dations or where the effects of such alterations are specifi-
cally considered in the design of the member by a registered
design professional.

2308.10.8 Roof sheathing. Roof sheathing shall be in
accordance 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
occur over supports unless approved end-matched lum-
ber is used, in which case each piece shall bear on at least
two supports.

2308.10.9 Roof planking. Planking shall be designed in
accordance 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 Wood trusses. Wood trusses shall be designed
in accordance with Section 2303.4.

488

2006 INTERNATIONAL BUILDING CODE®

WOOD

2308.10.11 Attic ventilation. For attic ventilation, see Sec-
tion 1203.2.

2308.11 Additional requirements for conventional con-
struction in Seismic Design Category B or C. Structures of
conventional light-frame construction in Seismic Design Cate-
gory B or C, as determined in Section 1613, shall comply with
Sections 2308. 1 1 . 1 through 2308. 1 1 .3, in addition to the provi-
sions of Sections 2308.1 through 2308.10.

2308.11.1 Number of stories. Structures of conventional
light-frame construction shall not exceed two stories in
height in Seismic Design Category C.

2308.11.2 Concrete or masonry. Concrete or masonry
walls or masonry veneer shall not extend above the base-
ment.

Exceptions:

1 . Masonry veneer is permitted to be used in the first
two stories above grade plane or the first three sto-
ries above grade plane where the lowest story has
concrete or masonry walls in Seismic Design Cate-
gory B, provided that structural use panel wall
bracing is used and the length of bracing provided
is one- and one-half 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 plane or the first two stories
above grade plane where the lowest story has con-
crete or masonry walls in Seismic Design Cate-
gory B or C.

3. Masonry veneer is permitted to be used in the first
two stories above grade plane in Seismic Design Cat-

egories B and C, provided the following criteria are
met:

3.1. Type ofbrace per Section 2308.9.3 shall be
Method 3 and the allowable shear capacity
in accordance with Table 2306.4. 1 shall be
a minimum of 350 plf (5 108 N/m).

3.2. The bracing of the top story shall be
located 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
allowable design of 2,000 pounds (8896
N). Hold-down connectors shall be pro-
vided at the ends of each wall segment of
the braced walls for the first floor to foun-
dation with an allowable design of 3,900
pounds (17 347 N). In all cases, the
hold-down connector force shall be trans-
ferred to the foundation.

3.4. Cripple walls shall not be permitted.

2308.11.3 Framing and connection details. Framing and
connection details shall conform to Sections 2308.11.3.1
through 2308.11.3.3.

2308.11.3.1 Anchorage. Braced wall lines shall be
anchored in accordance with Section 2308.6 at founda-
tions.

2x SILL PLATE

CONCRETE
STEPPED FOOTING

2'-0" MIN

-< >

WHERE FOOTING SECTION "A" IS MORE THAN 8'-0",
PROVIDE METAL TIE 16GAx 1 1/2" x 4'-0" MIN., EACH SIDE
W/ 8-1 6d COMMON NAILS
EACH SIDE OF SPLICE

2x CRIPPLE
STUD WALL

FOOTING SECTION "A"

« : ►

'777:^^77777/

For SI: I inch = 25.4 mm, 1 foot = 304.8 mm.

NOTE: WHERE FOOTING SECTION "A"
IS LESS THAN B'-O" LONG IN A
25'-0" TOTAL LENGTH WALL, PROVIDE
BRACING AT CRIPPLE STUD WALL

FIGURE 2308.11 .3.2
STEPPED FOOTING CONNECTION DETAILS

2006 INTERNATIONAL BUILDING CODE""

489

WOOD

2308.11.3.2 Stepped footings. Where the height of a
required 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
required 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
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
extending 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.

2308.11.3.3 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 follow-
ing:

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 1613, shall conform to
Sections 2308.12.1 through 2308.12.9, in addition to the
requirements for Seismic Design Category B or C in Section
2308.11.

2308.12.1 Number of stories. Structures of conventional
light-frame construction shall not exceed one story in height
in Seismic Design Category D or E.

2308.12.2 Concrete or masonry. Concrete or masonry
walls or masonry veneer shall not extend above the base-
ment.

Exception: Masonry veneer is permitted to be used in
the first story above grade plane in Seismic Design Cate-
gory 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 (5 108 N/m).

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
(9341 N).

4. Cripple walls shall not be permitted.

PLYWOOD SHEATHING

DIAPHRAGM OPENING

METAL TIE 16GA. x 1 1/2" x 4'-0" MIN., (4 TOTAL)
W/ 16-16d COMMON NAILS AS SHOWN

-OR-

METALTIE 16GA. x 1 1/2" x (OPENING WIDTH + 4'-0'
(2 TOTAL) W/ 24-1 6d COMMON NAILS

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

FIGURE 2308.11.3.3
OPENINGS IN HORIZONTAL DIAPHRAGMS

490

2006 INTERNATIONAL BUILDING CODE"

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2308.12.3 Braced wall line spacing. Spacing between inte-
rior and exterior braced wall lines shall not exceed 25 feet
(7620 mm).

2308.12.4 Braced wall line sheathing. 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
ibe distributed 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. Panel sheathing joints shall occur over
studs or blocking. Sheathing shall be fastened to studs, top
and bottom plates and at panel edges occurring over block-
ing. Wall framing to which sheathing used for bracing is
applied shall be nominal 2 inch wide [actual IVj 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
capacity of Type S-W sheathing shall be increased by reduc-
ing the spacing of fasteners along the perimeter of each
piece of sheathing to 4 inches (102 mm) o.c.

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
attached to framing members by adhesives.

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
portions 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)].

Exception: 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 connected 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
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

TABLE 2308.12.4

WALL BRACING IN SEISMIC DESIGN CATEGORIES D AND E

(Minimum Length of Wail Bracing per each 25 Linear Feet of Braced Wall Line")

CONDITION

SHEATHING TYPE"

Sos< 0.50

0.50 <Sos< 0.75

0.75 <Sds< 1.00

Sds> 100

One story

G-F

10 feet 8 inches

14 feet 8 inches

18 feet 8 inches

25 feet inches

S-W

5 feet 4 inches

8 feet inches

9 feet 4 inches

12 feet inches

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

a. Minimum length of panel bracing of one face of the wall for S-W sheathing or both faces of the wall for G-P sheathing; h/w ratio shall not exceed 2:1. For S-W
panel bracing 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 design for uplift is required.

b. G-P = gypsum board, fiberboard, particleboard, lath and plaster or gypsum sheathing boards; S-W = wood structoral panels and diagonal wood sheathing.

c. Nailing as specified below shall occur at all panel edges at studs, at top and bottom plates and, where occurring, at blocking:
For Vj-inch gypsum board, 5d (0.1 13 inch diameter) cooler nails at 7 inches on center;

For ^/g-inch gypsum board, No. 1 1 gage (0.120 inch diameter) at 7 inches on center;

For gypsum sheathing board, 1% inches long by ^/,6-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, 'V54-inch head, plasterboard at 5 inches on center;

For Portland cement plaster. No. 1 1 gage (0.120 inch) by IV2 inches long, ^/jg- inch head at 6 inches on center;

For fiberboard and particleboard. No. 1 1 gage (0.120 inch) by 1 Vj inches long, V,g-inch head, galvanized nails at 3 inches on center.

2006 INTERNATIONAL BUILDING CODE®

491

WOOD

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 nmi) over an opening in the wall
below, the structure shall be considered to be irregu-
lar. This requirement is applicable 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 irregular [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. 1 2.6(8)] .

2308.12.7 Anchorage of exterior means of egress compo-
nents. Exterior egress balconies, exterior exit stairways and
similar means of egress components shall be positively
anchored to the primary structure at not over 8 feet (2438
mm) o.c. or shall be designed for lateral forces. Such attach-
ment shall not be accomplished 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 0.229 inch by 3 inches by 3
inches (5.82 mm by 76 mm by 76 mm) in size. The hole in
the plate washer is permitted to be diagonally slotted with a
width of up to Viginch (4.76 mm) larger than the bolt diame-
ter and a slot length not to exceed P/4 inches (44 mm), pro-
vided a standard cut washer is placed between the plate
washer and the nut.

2308.12.9 Anchorage in Seismic Design Category E.

Steel bolts with a minimum nominal diameter of Vg inch
(15.9 mm) shall be used in Seismic Design Category E.

: :<

J y '. — .

OUT OF PLANE
OFFSET IN EXTERIOR
BRACED WALL PANELS

SECTION VIEW

FIGURE 2308.12.6(1)
BRACED WALL PANELS OUT OF PLANE

CANTILEVER/SET BACK
SHALL ONLY SUPPORT ROOF
AND WALL WEIGHT

t :

4'-0"

W/2X12

w/2x12

SECTION THRU CANTILEVER

SECTION THRU SET BACK

For SI: 1 foot = 304.8 mm.

FIGURE 2308.12.6(2)
BRACED WALL PANELS SUPPORTED BY CANTILEVER OR SET BACK

492

2006 INTERNATIONAL BUILDING CODE*"

WOOD

DASHED LINE INDICATES BRACED
WALL LINE BELOW

THERE IS NO BRACED WALL LINE
ON THIS EDGE OF THE ROOF

PLAN VIEW

FIGURE 2308.12.6(3)
FLOOR OR ROOF NOT SUPPORTED ON ALL EDGES

ROOF OR FLOOR SHALL BE PERMITTED
TO EXTEND UP TO 6' BEYOND
THE BRACED WALL LINE

PLAN VIEW

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

2006 INTERNATIONAL BUILDING CODE®

493

WOOD

— ^

^^^^:-^

i 1

^:::-^^^

^^^==:=:::^^

FLOOR JOISTS f

CANNOT BE

^ 1

TIED DIRECTLY

t '

TOGETHER

■

;

SECTION VIEW

FIGURE 2308.12.6(6)
PORTIONS OF FLOOR LEVEL OFFSET VERTICALLY

BRACED WALL LINES ARE NOT
PERPENDICULAR

PLAN VIEW

FIGURE 2308.12.6(7)
BRACED WALL LINES NOT PERPENDICULAR

Li = =

MORE THAN b1/2
IS IRREGULAR

X-

MORE THAN b2/2
IS IRREGULAR

PLAN VIEW

FIGURE 2308.12.6(8)
OPENING LIMITATIONS FOR FLOOR AND ROOF DIAPHRAGMS

494

2006 INTERNATIONAL BUILDING CODE®

CHAPTER 24

GLASS AND GLAZING

SECTION 2401
GENERAL

2401.1 Scope. The provisions of this chapter shall govern the
materials, design, construction and quality of glass, light-
transmitting ceramic and light-transmitting plastic panels for
exterior and interior use in both vertical and sloped applica-
tions in buildings and structures.

2401.2 Glazing replacement. The installation of replacement
glass shall be as required for new installations.

SECTION 2402
DEFINITIONS

2402.1 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.

DALLE GLASS. 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.

SECTION 2403
GENERAL REQUIREMENTS FOR GLASS

2403.1 Identification. Each pane shall bear the manufacturer's
mark designating the type and thickness of the glass or glazing
material. The identification shall not be omitted unless
approved 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 mark shall be acid etched, sand blasted, ceramic
fired, laser etched, embossed or 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 hot 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 perpendicu-
lar to the glass pane shall not exceed V175 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
installed adjacent to a walking surface, the differential deflec-
tion of two adj acent 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.

2403.5 Louvered windows or jalousies. Float, wired and pat-
terned glass in louvered windows and jalousies shall be no thin-
ner than nominal Vjg 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.

SECTION 2404

WIND, SNOW, SEISMIC

AND DEAD LOADS ON GLASS

2404.1 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 13.5.9. The load resistance of glass under uniform load
shall be determined in accordance with ASTM E 1300.

The design of vertical glazing shall be based on the follow-
ing equation:

F <F

^ gw — ^ ga

where:

(Equation 24-1)

Pgw = Wind load on the glass computed in accordance with
Section 1609.

Fg^ = Short duration load on the glass as determined in accor-
dance with ASTM E 1300.

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 = Wi + D + 0.5S
F=0.5Wi + D + S

(Equation 24-2)
(Equation 24-3)
(Equation 24-4)

2006 INTERNATIONAL BUILDING CODE®

495

GLASS AND GLAZING

where:

D = Glass dead load psf (kN/m^).

For glass sloped 30 degrees (0.52 rad) or less from hori-
zontal,

= 13 ?/(For SI: 0.0245 g.

For glass sloped more than 30 degrees (0.52 rad) from
horizontal,

= 13 ?g cos e (For SI: 0.0245 t^ cos 0).

Fg = Total load, psf (kN/m^) on glass.

S = Snow load, psf (kN/m^) as determined in Section 1 608 .

tg = Total glass thickness, inches (mm) of glass panes and
plies.

Wi - Inward wind force, psf (kN/m^) as calculated in Section
1609.

Wo = Outward wind force, psf (kN/m^) as calculated in Sec-
tion 1609.

= 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

where:
F.

(Equation 24-5)

= Total load on the glass determined from the load com-
binations above.

Fg„ = Short duration load resistance of the glass as deter-
mined according to ASTM E 1300 for Equations 24-2
and 24-3; or the long duration load resistance of the
glass as determined according to ASTM E 1300 for
Equation 24-4.

2404.3 Wired, patterned and sandblasted glass.

2404.3.1 Vertical wired glass. Wired 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 according to the following
equation:

F,^<0.5F,
where:

(Equation 24-6)

Fg^= Is the wind load on the glass computed per Section
1609.

Fg^ = Nonfactored load from ASTM E 1300 using a thick-
ness designation for monolithic glass that is not
greater than the thickness of wired glass.

2404.3.2 Sloped wired glass. Wired glass sloped more than
15 degrees (0.26 rad) from vertical in skylights, sunspaces,
sloped roofs and other exterior applications shall be

designed to resist the most critical of the combinations of
loads from Section 2404.2.

For Equations 24-2 and 24-3:

Fg<0.5 Fg, (Equation 24-7)

For Equation 24-4:

Fg < 0.3 Fg, (Equation 24-8)

where:

Fg = Total load on the glass.

Fg, = Nonfactored load from ASTM E 1300.

2404.3.3 Vertical patterned glass. Patterned glass sloped
15 degrees (0.26 rad) or less from vertical in windows, cur-
tain and window walls, doors and other exterior applications
shall be designed to resist the wind loads in Section 1 609 for
components and cladding according to the following
equation:

Fg^Kl.OFg
where:

(Equation 24-9)

Fg^= Wind load on the glass computed per Section 1609.

Fg, = Nonfactored load from ASTM E 1300. The value for
patterned glass shall be based on the thinnest part of
the glass. Interpolation between nonfactored load
charts in ASTM E 1300 shall be permitted.

2404.3.4 Sloped patterned glass. Patterned glass sloped
more than 15 degrees (0.26 rad) from vertical in skylights,
sunspaces, sloped roofs and other exterior applications shall
be designed to resist the most critical of the combinations of
loads from Section 2404.2.

For Equations 24-2 and 24-3:

FgKl.OFg,

For Equation 24-4:

Fg<0.6Fg,

where

(Equation 24-10)

(Equation 24-11)

Fg = Total load on the glass.

Fg, = Nonfactored load from ASTM E 1300. The value for
patterned glass shall be based on the thinnest part of
the glass. Interpolation between the nonfactored load
charts in ASTM E 1300 shall be permitted.

2404.3.5 Vertical sandblasted glass. Sandblasted glass
sloped 15 degrees (0.26 rad) or less from vertical in win-
dows, curtain and window walls, doors, and other exterior
applications shall be designed to resist the wind loads in
Section 1609 for components and cladding according to the
following equation:

Fg<0.5Fg,

where:

F = Total load on the glass.

(Equation 24-12)

496

2006 INTERNATIONAL BUILDING CODE®

GLASS AND GLAZING

Fg, = Nonfactored load from ASTM E 1300. The value for
sandblasted glass is for moderate levels of sandblast-
ing.

2404.4 Other designs. For designs outside the scope of this
section, an analysis or test data for the specific installation shall
be prepared by a registered design professional.

SECTION 2405
SLOPED GLAZING AND SKYLIGHTS

2405.1 Scope. 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.

2405.2 Allowable glazing materials and limitations. 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 Screening. 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 mm). 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.

Exception: 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
that the height of the greenhouse at the ridge does not
exceed 30 feet (9144 mm) above grade.

4. Screens shall not be required within individual dwell-
ing units in Groups R-2, R-3 and R-4 where fully tem-
pered glass is used as single glazing or as both panes
in an insulating glass unit, and the following condi-
tions 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 Vjg inch (4.8 mm) or
less.

5. Screens shall not be required for laminated glass with
a 15-niil (0.38 mm) polyvinyl butyral (or equivalent)
interlayer used within individual dwelling units in
Groups R-2, R-3 and R-4 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 I and II 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.

Exception: 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
occupancies. All unit skylights installed in a roof with a
pitch flatter than 14 degrees (0.25 rad) shall be mounted at
least 4 inches ( 1 02 mm) above the plane of the roof on a curb
constructed as required for the frame unless otherwise spec-
ified in the manufacturer's installation instructions.

2006 INTERNATIONAL BUILDING CODE®

497

GLASS AND GLAZING

2405.5 Unit skylights. Unit skylights shall be tested and
labeled as complying with AAMA/WDMA/CSA
101/I.S.2/A440. The label shall state the name of the manufac-
turer, the approved labeling agency, the product designation
and the performance grade rating as specified in
AAMAAVDMA/CSA 101/I.S.2/A440. If the product manu-
facturer has chosen to have the performance grade of the sky-
light rated separately for positive and negative design pressure,
then the label shall state both performance grade ratings as
specified in AAMA/WDMA/CSA 101/I.S.2/A440 and the
skylight shall comply with Section 2405.5.2. If the skyhght is
not rated separately for positive and negative pressure, then the
performance grade rating shown on the label shall be the per-
formance grade rating determined in accordance with
AAM/yWDMA/CSA 101/I.S.2/A440 for both positive and
negative design pressure and the skylight shall conform to Sec-
tion 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 skylights shall be based on the following
equation:

F<PG

where:

F„

(Equation 24-13)

= Maximum load on the skylight determined from
Equations 24-2 through 24-4 in Section 2404.2.

PG = Performance grade rating of the skylight.

2405.5.2 Unit skylights rated for separate performance
grades for positive and negative design pressure. The

design of unit skylights rated for performance grade for both
positive and negative design pressures shall be based on the
following equations:

F,,<PG
where:

Neg

(Equation 24-14)
(Equation 24-15)

PGp„, = Performance grade rating of the skylight under
positive design pressure;

PGf^eg = Performance grade rating of the skylight under
negative design pressure; and

Fgi and Fg„ are determined in accordance with the following:
For W, > D,

where:
W

'' o

= Outward wind force, psf (kN/m^) as calculated in
Section 1609.

= 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 glaz-
ing.

Fgi = Maximum load on the skylight determined from
Equations 24-3 and 24-4 in Section 2404.2.

Fgo = Maximum load on the skylight determined from
Equation 24-2.

For W,<D,

where:

W„ = Is the outward wind force, psf (kN/m^) as calcu-
lated in Section 1609.

D = 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 = Maximum load on the skylight determined from
Equations 24-2 through 24-4 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 .4.

2406.1.1 CPSC 16 CFR 1201. Except as provided in Sec-
tions 2406.1.2 through 2406.1.4, all glazing shall pass the
test requirements of CPSC 16 CFR 1201, listed 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 Plastic glazing. Plastic glazing shall meet the
weathering requirements of ANSI Z97. 1 .

2406.1.3 Glass block. Glass-block walls shall comply with
Section 2101.2.5.

2406.1.4 Louvered windows and jalousies. Louvered
windows and jalousies shall comply with Section 2403.5.

2406.2 Identification of safety glazing. Except as indicated in
Section 2406.2.1, each pane of safety glazing installed in haz-

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

No requirement

More than 9 square feet

For SI: 1 square foot = 0.0929m^

498

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GLASS AND GLAZING

ardous locations shall be identified by a manufacturer's desig-
nation specifying who applied the designation, the
manufacturer or installer and the safety glazing standard with
which it complies, as well as the information specified in Sec-
tion 2403. 1 . The designation shall be acid etched, sand blasted,
ceramic fired, laser etched, embossed or of a type that once
applied, cannot be removed without being destroyed. A label as
defined in Section 1702.1 and meeting the requirements of this
section shall be permitted in lieu of the manufacturer's designa-
tion.

Exceptions:

1. For other than tempered glass, manufacturer's designa-
tions are not required, provided the building official
approves the use of a certificate, affidavit or other evi-
dence confirming compliance with this code.

2. Tempered spandrel glass is permitted to be identified by
the manufacturer with a removable paper designation

2406.2.1 Multilight assemblies. Multilight glazed assem-
blies having individual lights not exceeding 1 square foot
(0.09 m^) in exposed areas shall have at least one light in the
assembly marked as indicated in Section 2406.2. Other
Ughts in the assembly shall be marked "CPSC 16 CFR
1201."

2406.3 Hazardous locations. The following shall be consid-
ered specific hazardous locations requiring safety glazing
materials:

1. Glazing in swinging doors except jalousies (see Sec-
tion 2406.3.1).

2. Glazing in fixed and sliding panels of sliding door
assemblies and panels in sliding and bifold closet door
assemblies.

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.

Exceptions:

Panels where there is an intervening wall or
other permanent barrier between the door and
glazing.

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.

Exception: Safety glazing for Item 7 is not
required for the following installations:

1. A protective bar IV2 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
installed on the accessible sides of the
glazing 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-fill 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.

2006 INTERNATIONAL BUILDING CODE®

499

GLASS AND GLAZING

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.

Exception: Safety glazing for Item 10 or 11 is not
required for the following installations where:

1. The side of a stairway, landing or ramp which
has a guardrail or handrail, including balusters
or in-fiU panels, complying with the provisions
of Sections 1013 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
revolving doors.

4. Commercial refrigerated cabinet glazed doors.

5. Glass-block panels complying with Section 2101 .2.5.

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 a handrail assembly or a guard
section 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 V4 inch (6.4 mm). Fully tem-
pered glass and laminated glass shall comply with Category II
of CPSC 1 6 CFR 1 20 1 , 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 handrails or guards 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
impact loads shall conform to those of CPSC 16 CFR, Part
1201, listed in Chapter 35, with impacts being applied 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 V2 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 V2 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 II of CPSC 16 CFR 1201, listed in Chapter 35.

SECTION 2409
GLASS IN ELEVATOR HOISTWAY

2409.1 Glass in elevator enclosures. Glass in elevator enclo-
sures shall be laminated glass conforming to ANSI Z97.1 or 16
CFR Part 1201. Markings as specified in the applicable stan-
dard shall be on each separate piece of glass and shall remain
visible after installation.

500

2006 INTERNATIONAL BUILDING CODE''

CHAPTER 25

GYPSUM BOARD AND PLASTER

SECTION 2501
GENERAL

2501.1 Scope.

2501.1.1 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 Performance. 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 7.

2501.1.3 Other materials. 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.

SECTION 2502
DEFINITIONS

2502.1 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.

CEMENT PLASTER. A mixture of portland or blended
cement, portland cement or blended cement and hydrated lime,
masonry cement or plastic cement and aggregate and other
approved materials as specified in this code.

EXTERIOR 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 PLASTER. A mixture of calcined gypsum or cal-
cined gypsum and lime and aggregate and other approved
materials as specified in this code.

GYPSUM VENEER PLASTER. Gypsum plaster appUed to
an approved base in one or more coats normally not exceeding
V4 inch (6.4 mm) in total thickness.

INTERIOR SURFACES. Surfaces other than
weather-exposed surfaces.

WEATHER-EXPOSED SURFACES. Surfaces of walls,
ceilings, floors, roofs, soffits and similar surfaces exposed to
the weather except the following:

1 . Ceilings and roof soffits enclosed by walls, fascia, bulk-
heads or beams that extend a minimum of 12 inches (305
mm) below such ceiling 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.

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.

WIRE BACKING. Horizontal strands of tautened wire
attached to surfaces of vertical supports which, when covered
with the building paper, provide a backing for cement plaster.

SECTION 2503
INSPECTION

2503.1 Inspection. Lath and gypsum board shall be inspected
in accordance with Section 109.3.5.

SECTION 2504
VERTICAL AND HORIZONTAL ASSEMBLIES

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 framing. Wood supports for lath or gypsum
board, as well as wood stripping or fiirring, shall not be less
than 2 inches (5 1 mm) nominal thickness in the least dimen-
sion.

Exception: 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 solid plaster partitions of ^/g-inch
(9.5 mm) and V4-inch (19.1 mm) rib metal lath or
Vj-inch-thick (12.7 mm) long-length gypsum lath and gyp-
sum board partitions shall be 2 inches (51 mm).

SECTION 2505
SHEAR WALL CONSTRUCTION

2505.1 Resistance to shear (wood framing). 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 resisting seismic loads shall be subject to the limitations
in Section 12.2.1 of ASCE 7.

2505.2 Resistance 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
Section 2210.5 are permitted to resist wind and seismic loads.
Walls resisting seismic loads shall be subject to the limitations
in Section 12.2.1 of ASCE 7.

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501

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 C 1047

Adhesives for fastening gypsum
wallboard

ASTM C 557

Exterior soffit board

ASTM C 931

Fiber-reinforced gypsum panels

ASTM C 1278

Glass mat gypsum backing panel

ASTM CI 178

Glass mat gypsum substrate

ASTM C 1177

Gypsum backing board and gypsum
shsrftliner board

ASTM C 442

Gypsum ceiling board

ASTM C 1395

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

Predecorated gypsum board

ASTM C 960

Steel screws

ASTM C 954; C 1002

Steel studs, load bearing

ASTM C 955

Steel studs, nonload bearing

ASTM C 645

Standard specification for gypsum board

ASTM C 1396

Testing gypsum and gypsum products

ASTM C 22; C 472;
C473

Water-resistant gypsum backing board

ASTM C 630

2506.2.1 Other materials. Metal suspension systems for
acoustical and lay-in panel ceilings shall conform with
I ASTM C 635 Hsted in Chapter 35 and Section 13.5.6 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.

2507.2 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

Blended cement

ASTM C 595

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

Periite
Vermiculite

ASTM C 35; C 897

ASTM C 35
ASTM C 35

Plastic cement

ASTM C 1328

Portland cement

ASTM C 150

Steel screws

ASTM C 1002; C 954

Steel studs and track

ASTM C 645; C 955

Welded wire lath

ASTM C 933

Woven wire plaster base

ASTM C 1032

SECTION 2508
GYPSUM CONSTRUCTION

2508.1 General. Gypsum board and gypsum plaster construc-
tion shall be of the materials Hsted 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 board

GA-216; ASTM C 840

Gypsum sheathing

ASTM C 1280

Gypsum veneer base

ASTM C 844

Interior lathing and furring

ASTM C 841

Steel framing for gypsum boards

ASTM C 754; C 1007

502

2006 INTERNATIONAL BUILDING CODE®

GYPSUM BOARD AND PLASTER

2508.2 Limitations. 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.

2508.2.1 Weather protection. Gypsum wallboard, gypsum
lath or gypsum plaster shall not be installed until weather
protection for the installation is provided.

2508.3 Single-ply application. 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.

2508.3.1 Floating angles. 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
elements or fire-resistance-rated assemblies. Fasteners shall
be applied in such a manner as not to fracture the face paper
with the fastener head.

2508.4 Joint treatment. Gypsum board fire-resistance-rated
assemblies shall have joints and fasteners treated.

Exception: 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
finish such as wood paneling, battens, acoustical fin-
ishes or any similar application that would be equiva-
lent 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.

2508.5 Horizontal gypsum 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.

2508.5.1 Diaphragm proportions. The maximum allow-
able diaphragm proportions shall be 1 Vji 1 between shear
resisting elements. Rotation or cantilever conditions shall
not be permitted.

2508.5.2 Installation. Gypsum board used in a horizontal
diaphragm ceiling shall be installed perpendicular to ceihng
framing members. End joints of adjacent courses of gypsum
board shall not occur on the same joist.

2508.5.3 Blocking 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. Block-
ing material shall be installed flat over the top plate of the
wall to provide a nailing surface not less than 2 inches (51
mm) in width for the attachment of the gypsum board.

2508.5.4 Fasteners. 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,
including perimeter blocking, and not more than % inch
(9.5 mm) from the edges and ends of the gypsum board.

2508.5.5 Lateral force restrictions. Gypsum board shall
not be used in diaphragm ceilings to resist lateral forces
imposed by masonry or concrete construction.

SECTION 2509

GYPSUM BOARD IN SHOWERS

AND WATER CLOSETS

2509.1 Wet areas. Showers and public toilet walls shall con-
form to Sections 1210.2 and 1210.3.

2509.2 Base for tile. Cement, fiber-cement or glass mat gyp-
sum backers in compUance with ASTM C 1 178, C 1288 or C
1325 and installed in accordance with manufacturer recom-
mendations shall be used as a base for wall tile in tub and
shower areas and wall and ceiling panels in shower areas.
Water-resistant gypsum backing board shall be used as a base

TABLE 2508.5
SHEAR CAPACITY FOR HORIZONTAL WOOD FRAMED GYPSUM BOARD DIAPHRAGM CEILING ASSEMBLIES

MATERIAL

THICKNESS OF MATERIAL

(MINIMUM)

(Inches)

SPACING OF FRAMING

MEMBERS (MAXIMUM)

(inches)

SHEAR VALUE^'"
(pif Of ceiling)

MIMIMUM FASTENER SIZE

Gypsum board

16 o.c.

5d cooler or wallboard nail;

iVg-inch long; 0.086-inch shank;

^^/64 -inch head'^

Gypsum board

24 o.c.

5d cooler or wallboard nail;

1%-inch long; 0.086-inch shank;

'^/64 -inch head*^

For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.59 N/m.

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 Design Categories D, E and F.

c. 1 V4-inch, No. 6 Type S or W screws are permitted to be substituted for the listed nails.

2006 INTERNATIONAL BUILDING CODE®

503

GYPSUM BOARD AND PLASTER

for tile in water closet compartment walls when installed in
accordance with GA-216 or ASTM C 840 and manufacturer
recommendations. Regular gypsum wallboard is permitted
under tile or wall panels in other wall and ceihng areas when
installed in accordance with GA-216 or ASTM C 840.

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 Vj-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 CI 063.

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
rigidity to permit plaster applications.

2510.5.1 Support 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 water-resistive 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 water-resistive
barrier shall be provided in accordance with Section
2510.6.

2510.5.3 Backing not required. Wire backing is not
required under expanded metal lath or paperbacked wire
fabric lath.

2510.6 Water-resistive barriers. Water-resistive barriers shall
be installed as required in Section 1404.2 and, where applied
over wood-based sheathing, shall include a water-resistive
vapor-permeable barrier with a performance at least equivalent
to two layers of Grade D paper.

Exception: Where the water-resistive barrier that is applied
over wood-based sheathing has a water resistance equal to
or greater than that of 60-niinute Grade D paper and is sepa-
rated from the stucco by an intervening, substantially
nonwater-absorbing layer or drainage space.

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
applied. 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.

2511.1.1 Installation. Installation of lathing and plaster
materials shall conform with Table 2511.1.1 and Section
2507.

TABLE 2511.1.1
INSTALLATION 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

2511.2 Limitations. Plaster shall not be applied directly to
fiber insulation board. Cement plaster shall not be applied
directly 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-

504

2006 INTERNATIONAL BUILDING CODE®

GYPSUM BOARD AND PLASTER

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 ceilings shall
be as set forth in ASTM C 842 or ASTM C 926. Should ceiling
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.

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.

SECTION 2512
EXTERIOR PLASTER

2512.1 General. 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
2510.5. If the plaster surface is to be completely covered by
veneer or other facing material, or is completely concealed by
another wall, plaster application need be only two coats, pro-
vided the total thickness is as set forth in ASTM C 926.

2512.1.1 On-grade floor slab. 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 VI 2
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 (51 mm) above paved
areas and be of a type that will allow trapped water to drain
to the exterior of the building. The water-resistive 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
hme or plasticizers shall be added. Hydrated lime or the equiv-
alent 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 Limitations. Gypsum plaster shall not be used on exte-
rior surfaces.

2512.4 Cement plaster. Plaster coats shall be protected from
freezing for a period of not less than 24 hours after set has
occurred. Plaster shall be applied when the ambient tempera-
ture 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 Second-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 V4 inch (6.4 mm) in any
direction under a 5-foot (1524 mm) straight edge.

2512.6 Curing 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.

TABLE 2512.6
CEMENT PLASTERS"

COAT

MINIMUM PERIOD MOIST
CURING

MINIMUM 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
cement plaster for the required time period.

b. Twenty-four-hour minimum interval between coats of interior cement plas-
ter For alternate method of appUcation, 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
applied as soon as the first coat has attained sufficient hardness.

2512.8 Alternate method of application. 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 Admixtures. When using this method of applica-
tion, calcium aluminate cement up to 15 percent of the
weight of the portland cement is permitted to be added to the
mix.

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 25 12.6.

2512.9 Finish coats. Cement plaster finish coats shall be
applied 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
appUed 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.

SECTION 2513
EXPOSED AGGREGATE PLASTER

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.

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2513.3 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
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
applied directly over the fu-st (scratch) coat of plaster, provided
the ultimate overall thickness is a minimum of 7g inch (22 mm),
including lath. Over concrete or masonry surfaces, the overall
thickness shall be a minimum of V2 inch (12.7 mm).

2513.5 Bases. Exposed aggregate plaster is permitted to be
applied over concrete, masonry, cement plaster base coats or
gypsum plaster base coats installed in accordance with Section
2511 or 2512.

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 hght water spraying.

506 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 26

PLASTIC

SECTION 2601
GENERAL

2601.1 Scope. These provisions shall govern the materials,
design, application, construction and installation of foam plas-
tic, foam plastic insulation, plastic veneer, interior plastic finish
and trim and Ught-transmitting plastics. See Chapter 14 for
requirements for exterior wall finish and trim.

SECTION 2602
DEFINITIONS

2602.1 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.

FOAM PLASTIC INSULATION. A plastic that is intention-
ally expanded by the use of a foaming agent to produce a
reduced-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 SYSTEM. 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, skylights 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-diffusing system.

LIGHT-TRANSMITTING 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
combustibility 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 plastic 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.

SECTION 2603
FOAM PLASTIC INSULATION

2603.1 General. The provisions of this section shall govern the
requirements and uses of foam plastic insulation in buildings
and structures.

2603.2 Labeling and identification. 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.

2603.3 Surface-burning 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
intended 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.

Exceptions:

1 . Smoke-developed index for interior tiim as provided
for in Section 2604.2.

2. In cold storage buildings, ice plants, food plants, food
processing rooms and similar areas, foam plastic
insulation 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
located.

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 2603.9 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. 15.

2603.4 Thermal barrier. Except as provided for in Sections
2603.4.1 and 2603.9, foam plastic shall be separated from the
interior of a building by an approved thermal barrier of 0.5-inch
(12.7 mm) gypsum wallboard or equivalent thermal barrier

2006 INTERNATIONAL BUILDING CODE®

507

PLASTIC

material that will limit the average temperature rise of the unex-
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
installed 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. A ther-
mal barrier is not required for foam plastic installed in a
masonry 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
installed 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 ( 1 02 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 (102 nrni) 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 thick-
ness of up to 1 inches (254 mm) is permitted where pro-
tected 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 0.0 1 60 inch (0.4 1 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 (11.9
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
ignition by 1.5 -inch-thick (38 mm) mineral fiber insula-
tion; 0.25-inch-tliick (6.4 mm) wood structural panel,
particleboard or hardboard; 0.375-inch (9.5 mm) gyp-
sum wallboard, corrosion-resistant steel having a base
metal thickness of 0.016 inch (0.4 mm) or other
approved 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.

2603.4.1.7 Doors not required to have a fire protec-
tion rating. Where pivoted or side-hinged doors are per-
mitted without a fire protection rating, foam plastic
insulation, 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-incli (0.8
mm) aluminum or steel having a base metal thickness of
not less than 0.016 inch (0.4 mm) at any point.

2603.4.1.8 Exterior doors in buildings of Group R-2

or R-3. In occupancies classified as Group R-2 or R-3,
foam-filled exterior entrance doors to individual dwell-
ing units that do not require a fire-resistance rating shall
be faced with wood or other approved materials.

2603.4.1.9 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.

2603.4.1.10 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

508

2006 INTERNATIONAL BUILDING CODE®

PLASTIC

not less than 2 inches (5 1 mm) of mineral fiber insulation
or equivalent or where applied as insulation with
re-siding over existing wall construction.

2603.4.1.11 Interior trim. Foam plastic used as interior
trim in accordance with Section 2604 shall be permitted
without a thermal barrier.

2603.4.1.12 Interior signs. Foam plastic used for inte-
rior signs in covered mall buildings in accordance with
Section 402. 1 5 shall be permitted without a thermal bar-
rier. Foam plastic signs that are not affixed to interior
building surfaces shall comply with Chapter 8 of the
International Fire Code.

2603.4.1.13 Type V construction. 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 3V4 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 E 84.

2603.5 Exterior walls of buildings of any height. 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.

2603.5.1 Fire-resistance-rated walls. Where the wall is
required 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.

2603.5.3 Potential heat. 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 deter-
mined by tests conducted in accordance with NFPA 259 and
the results shall be expressed in Btu per square feet (mJ/m^).

Exception: One-story buildings complying with Section
2603.4.1.4.

2603.5.4 Flame spread and smoke-developed indexes.

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
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
definitive 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
intended for use shall be performed.

Exception: Assemblies 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 nrni) 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 permit-
ted as part of a roof-covering assembly, provided the assembly
with the foam plastic insulation is a Class A, B or C roofing
assembly 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 barrier in accor-
dance with Section 2603.4.

2603.8 Protection against termites. In areas where the proba-
bility of termite infestation is very heavy in accordance with
Figure 2603.8, extruded and expanded polystyrene,
polyisocyanurate and other foam plastics shall not be installed
on the exterior face or under interior or exterior foundation
walls or slab foundations located below grade. The clearance

2006 INTERNATIONAL BUILDING CODE®

509

PLASTIC

between foam plastics installed above grade and exposed earth
shall be at least 6 inches (152 mm).

Exceptions:

1. Buildings where the structural members of walls,
floors, ceilings and roofs are entirely of
noncombustible materials or preservatively treated
wood.

2. An approved method of protecting the foam plastic
and structure from subterranean termite damage is
provided.

3. On the interior side of basement walls.

2603.9 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 large-scale tests
such as, but not limited to, NFPA 286 (with the acceptance cri-
teria of Section 803.2), FM 4880, UL 1040 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 special
tests shall also conform to the flame spread requirements of
Chapter 8. Assemblies tested shall include seams, joints and
other typical details used in the installation of the assembly and
shall be tested in the manner intended for use.

SECTION 2604
INTERIOR FINISH AND TRIM

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 2603.9. Foam plastics that are
used as interior finish shall also meet the flame spread index
requirements 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
interior 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.

VERY HEAVY
MODERATE TO HEAVY
SLIGHT TO MODERATE
NONE TO SLIGHT

FIGURE 2603.8
TERMITE INFESTATION PROBABILITY MAP

510

2006 INTERNATIONAL BUILDING CODE*'

PLASTIC

SECTION 2605
PLASTIC VENEER

2605.1 Interior use. Where used within a building, plastic
veneer 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 mm) 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
required to have a fire-resistance rating.

SECTION 2606
LIGHT-TRANSMITTING PLASTICS

2606.1 GeneraL The provisions of this section and Sections
2607 through 2611 shall govern the quality and methods of
application of light-transmitting plastics for use as light-trans-
mitting 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
applicable 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 Identification. 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
intended for use in accordance with ASTM D 2843 and shall
conform to one of the following combustibility classifications:

Class CCl: 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
intended 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
accordance with Section 903.3.1.1, light-diffusing systems
shall not be installed in the following occupancies and loca-
tions:

1. Group A with an occupant load of 1,000 or more.

2. Theaters with a stage and proscenium opening and an
occupant load of 700 or more.

3. Group 1-2.

4. Group 1-3.

5. Exit stairways and exit passageways.

2606.7.1 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.

2606.7.2 Installation. 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)
below the ignition temperature of the panels. The panels
shall remain in place at an ambient room temperature of
175°F (79°C) for a period of not less than 15 minutes.

2606.7.3 Size limitations. 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 suppression system. In buildings that are
equipped throughout with an automatic sprinkler system in
accordance with Section 903.3.1.1, plastic light-diffusing
systems shall be protected both above and below unless the
sprinkler system has been specifically approved for installa-
tion only above the light-diffiising system. Areas of
light-diffusing systems that are protected in accordance
with this section shall not be limited.

2606.7.5 Electrical luminaires. Light-transmitting plastic
panels and light-diffuser panels that are installed in
approved electrical luminaires 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

2006 INTERNATIONAL BUILDING CODE®

511

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 and similar structures. Awn-
ings constructed of light-transmitting plastics shall be con-
structed in accordance with the provisions specified in Section
3105 and Chapter 32 for projections. Patio covers constructed
of light-transmitting plastics shall comply with Section 2606.
Light-transmitting plastics used in canopies at motor fuel-dis-
pensing facilities shall comply with Section 2606, except as
modified by Section 406.5.2.

2606.11 Greenhouses. Light-transmitting plastics shall be
permitted in lieu of plain glass in greenhouses.

2606.12 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.

Exception; 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.

SECTION 2607
LIGHT-TRANSMITTING PLASTIC WALL PANELS

2607.1 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-transmitting 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
absorption and sealed with a coat of mastic or other approved
waterproof coating. Light-transmitting plastic wall panels shall
also comply with Section 2606.

2607.2 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 hght- 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-trans-
mitting plastics used as exterior siding in buildings of
Type V construction in compliance with Section
1406.

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

—

6 or more but
less than 1 1

CCl

CC2

Not Permitted

—

11 or more but less than
or equal to 30

CCl

CC2

Over 30

CCl

Not Limited

3"^

CC2

100

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m^.

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.

512

2006 INTERNATIONAL BUILDING CODE®

PLASTIC

3. The area of light-transmitting plastic wall panels in
exterior walls of greenhouses shall be exempt from
the area limitations of Table 2607.4 but shall be lim-
ited as required for unprotected openings in accor-
dance with Section 704.8.

2607.5 Automatic sprinkler system. Where the building is
equipped throughout with an automatic sprinkler system in
accordance 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 light-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
LIGHT-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-transmitting plastic glazing shall also comply with Sec-
tion 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
lightTtransmitting 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
increased 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 mm) 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.

3 . The roof panels meet the requirements for roof coverings
in accordance with Chapter 15.

2609.2 Separation. 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.

Exceptions:

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.

2609.3 Location. 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.

2609.4 Area limitations. 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.

Exceptions:

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

2006 INTERNATIONAL BUILDING CODE®

513

PLASTIC

a minimum fire separation distance of 10 feet (3048
mm).

3. Greenliouses 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 shall be exempt from the area limi-
tations of Table 2609.4 and shall be permitted with
light-transmitting plastics.

TABLE 2609.4

AREA LIMITATIONS FOR LIGHT-TRANSMITTING

PLASTIC ROOF PANELS

CLASS

OF
PLASTIC

MAXIMUM AREA OF

INDIVIDUAL ROOF PANELS

(square feet)

MAXIMUM AGGREGATE

AREA OF ROOF PANELS

(percent of floor area)

CCl

300

CC2

100

For SI: 1 square foot = 0.0929 m^

SECTION 2610

LIGHT-TRANSMITTING PLASTIC

SKYLIGHT GLAZING

2610.1 Light-transmitting plastic glazing of skylight
assemblies. Skylight assemblies glazed with light-transmitting
plastic shall conform to the provisions of this section and Sec-
tion 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.

2610.2 Mounting. The light-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 skylights 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.

Exceptions:

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 and on buildings with a nonclassified roof
covering.

2. The metal or noncombustible edge material is not
required where nonclassified roof coverings are per-
mitted.

2610.3 Slope. Flat or corrugated Ught-transmitting plastic sky-
Ughts shall slope at least four units vertical in 12 units horizon-

tal (4:12). Dome-shaped skylights shall rise above the mount-
ing flange a minimum distance equal to 10 percent of the maxi-
mum span of the dome but not less than 3 inches (76 mm).

Exception: Skylights that pass the Class B Burning Brand
Test specified in ASTM E 108 or UL 790.

2610.4 Maximum area of skylights. Each skylight shall have
a maximum area within the curb of 100 square feet (9.3 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.

2610.5 Aggregate area of skylights. The aggregate area of
skylights shall not exceed 33 V3 percent of the floor area of the
room or space sheltered by the roof in which such skyhghts are
installed where Class CCl materials are utiUzed, and 25 per-
cent where Class CC2 materials are utilized.

Exception: The aggregate area limitations of light-trans-
mitting plastic skylights shall be increased 100 percent
beyond the limitations set forth in this section 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.

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, multiple skylights located above the
same room or space with a combined area not exceed-
ing 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 26 1 1 .2 through 26 1 1 .4.
Light-transmitting plastic interior wall signs in covered mall
buildings shall comply with Section 402.15. 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.

514

2006 INTERNATIONAL BUILDING CODE®

PLASTIC

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.

2006 INTERNATIONAL BUILDING CODE® 51 5

51 6 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 27

ELECTRICAL

SECTION 2701
GENERAL

2701.1 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.

[F] SECTION 2702
EMERGENCY AND STANDBY POWER SYSTEMS

[F] 2702.1 Installation. Emergency and standby power sys-
tems required by this code or the International Fire Code shall
be installed in accordance with this code, NFPA 110 and 111.

[F] 2702.1.1 Stationary generators. Emergency and
standby power generators shall be listed in accordance with
UL 2200.

[F] 2702.2 Where required. Emergency and standby power
systems shall be provided where required by Sections 2702.2. 1
through 2702.2.19.

[F] 2702.2.1 Group A occupancies. Emergency power
shall be provided for voice communication systems in
Group A occupancies in accordance with Section 907.2. 1 .2.

[F] 2702.2.2 Smoke control systems. Standby power shall
be provided for smoke control systems in accordance with
Section 909.11.

[F] 2702.2.3 Exit signs. Emergency power shall be pro-
vided for exit signs in accordance with Section 101 1.5.3.

[F] 2702.2.4 Means of egress illumination. Emergency
power shall be provided for means of egress illumination in
accordance with Section 1006.3.

[F] 2702.2.5 Accessible means of egress elevators.

Standby power shall be provided for elevators that are part
of an accessible means of egress in accordance with Section
1007.4.

[F] 2702.2.6 Accessible means of egress platform lifts.

Standby power in accordance with this section or ASME
A 1 8 . 1 shall be provided for platform lifts that are part of an
accessible means of egress in accordance with Section
1007.5.

[F] 2702.2.7 Horizontal sliding doors. Standby power
shall be provided for horizontal sliding doors in accordance
with Section 1008.1.3.3.

[F] 2702.2.8 Semiconductor fabrication facilities. Emer-
gency power shall be provided for semiconductor fabrica-
tion facilities in accordance with Section 415.8.10.

[F] 2702.2.9 Membrane 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
accordance with the International Fire Code.

[F] 2702.2.10 Hazardous materials. Emergency or
standby power shall be provided in occupancies with haz-
ardous materials in accordance with Section 414.5.4.

[F] 2702.2.11 Highly toxic and toxic materials. Emer-
gency power shall be provided for occupancies with highly
toxic or toxic materials in accordance with the International
Fire Code.

[F] 2702.2.12 Organic peroxides. Standby power shall be
provided for occupancies with silane gas in accordance with
the International Fire Code.

[F] ll^H.l.li Pyrophoric materials. Emergency power
shall be provided for occupancies with silane gas in accor-
dance with the International Fire Code.

[F] 2702.2.14 Covered mall buildings. Standby power
shall be provided for voice/alarm communication systems
in covered mall buildings in accordance with Section
402.13.

[F] 2702.2.15 High-rise buildings. Emergency and
standby power shall be provided in high-rise buildings in
accordance with Sections 403.10 and 403.11.

[F] 2702.2.16 Underground buildings. Emergency and
standby power shall be provided in underground buildings
in accordance with Sections 405.9 and 405.10.

[F] 2702.2.17Group 1-3 occupancies. Emergency power
shall be provided for doors in Group 1-3 occupancies in
accordance with Section 408.4.2.

[F] 2702.2.18 Airport traffic control towers. Standby
power shall be provided in airport traffic control towers in
accordance with Section 412.1.5.

[F] 2702.2.19 Elevators. Standby power for elevators shall
be provided as set forth in Section 3003. 1 .

[F] 2702.2.20 Smokeproof enclosures. Standby power
shall be provided for smokeproof enclosures as required by
Section 909.20.

[F] 2702.3 Maintenance. Emergency and standby power sys-
tems shall be maintained and tested in accordance with the
International Fire Code.

2006 INTERNATIONAL BUILDING CODE*^

517

518 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 28

MECHANICAL SYSTEMS

SECTION 2801
GENERAL

2801.1 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.

2006 INTERNATIONAL BUILDING CODE® 519

520 2006 INTERNATIONAL BUILDING CODE*^

CHAPTER 29

PLUMBING SYSTEMS

SECTION 2901
GENERAL

[P] 2901.1 Scope. The provisions of this chapter and the Inter-
national Plumbing Code shall govern the erection, installation,
alteration, 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
International Private Sewage Disposal Code.

SECTION 2902
MINIMUM PLUMBING FACILITIES

[P] 2902.1 Minimum number of fixtures. Plumbing fixtures
shall be provided for the type of occupancy and in the mini-
mum 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.

[P] TABLE 2902.1

MINIMUM NUMBER OF REQUIRED PLUMBING FIXTURES^

(See Sections 2902.2 and 2902.3)

No.

CLASSIFICATION

OCCUPANCY

DESCRIPTION

WATER CLOSETS

(URINALS SEE SECTION 419.2 OF

THE INTERNATIONAL PLUMBING

CODE)

MALE

FEMALE

LAVATORIES

MALE FEMALE

BATHTUBS/
SHOWERS

DRINKING

FOUNTAINS

(SEE SECTION

410.1 OF THE

INTERNATIONAL

PLUMBING CODE)

OTHER

A-l"^

A-2''

Assembly
(see Sections
2902.2, 2902.4
and 2902.4.1)

A-3''

A-4

A-5

Theaters and other
buildings for the
performing arts and
motion pictures

1 per 125

1 per 65

1 per 200

1 per 500

Nightclubs, bars,
taverns, dance halls and
buildings for similar
purposes

1 per 40

1 per 75

1 per 500

Restaurants, banquet
halls and food courts

1 per 75

1 per 200

1 per 500

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

Passenger terminals and
transportation facilities

1 per 500

1 per 750

1 per 1,000

Places of worship and
other religious services

1 per 150

1 per 75

1 per 200

1 per 1,000

Coliseums, arenas,
skating 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
fu-st 1,500 and
1 per 60 for the
remainder
exceeding
1,500

1 per 200

Stadiums, amusement
parks, bleachers and
grandstands for outdoor
sporting events and
activities

1 per 75 for the
furst 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 per 150

1 per 1,000

service
sink

service

sink

service

sink

service

sink

service

sink

service
sink

(continued)

2006 INTERNATIONAL BUILDING CODE®

521

PLUMBING SYSTEMS

[P] TABLE 2902.1— continued
MINIMUM NUMBER OF REQUIRED PLUMBING FIXTURES"

No.

CLASSIFICATION

OCCUPANCY

DESCRIPTION

WATER CLOSETS

(URINALS SEE SECTION 419.2 OF

THE INTERNATIONAL PLUMBING

CODE)

LAVATORIES

BATHTUBS

OR
SHOWERS

DRINKING

FOUNTAINS

(SEE SECTION

410.1 OF THE

INTERNATIONAL

PLUMBING CODE)

OTHER

MALE

FEMALE

MALE

FEMALE

Business (see
Sections
2902.2, 2902.4
and 2902.4.1)

Buildings for the
transaction of
business, professional
services, other
services involving
merchandise, office
buildings, banks,
hght 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
80 and 1 per 80 for
the remainder
exceeding 80

—

1 per 100

1 service
sink

Educational

Educational facilities

1 per 50

—

1 per 100

1 service
sink

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

See Section
411 of the
International
Plumbing
Code

1 per 400

1 service
sink

Institutional

I-l

Residential care

1 per 10

lper8

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 15

1 per 100

1 service
sink

1-3

Reformatories,
detention centers and
correctional centers'*

1 per 15

1 per 100

1 service
sink

1-4

Adult day care and
child care

1 per 15

—

1 per 100

1 service
sink

Mercantile (see
Section 2902.2,
2902.4,
2902.4.1 and
2902.4.2)

Retail stores, service
stations, shops,
salesrooms, markets
and shopping centers

1 per 500

1 per 750

—

1 per 1,000

1 service
sink

Residential

R-1

Hotels, motels,
boarding houses
(transient)

1 per sleeping unit

1 per sleeping
unit

—

1 service
sink

R-2

Dormitories,
firatemities, sororities
and boarding house
(not transient)

1 per 10

lper8

1 per 100

1 service
sink

R-2

Apartment house

1 per dwelling unit

1 per
dwelling unit

—

1 kitchen

sink per

dwelling

unit; 1

automatic

clothes

washer

connection

per 20

dwelling

units

(continued)

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[P] TABLE 2902.1— continued
MINIMUM NUMBER OF REQUIRED PLUMBING FIXTURES"

No.

CLASSIFICATION

OCCUPANCY

DESCRIPTION

WATER CLOSETS

(URINALS SEE SECTION 419.2 OF

THE INTERNATIONAL PLUMBING

CODE)

LAVATORIES

BATHTUBS/
SHOWERS

DRINKING

FOUNTAINS

(SEE SECTION

410.1 OF THE

INTERNATIONAL

PLUMBING CODE)

OTHER

MALE

FEMALE

MALE

FEMALE

Residential

R-3

One- and two-family
dwellings

1 per dwelling unit

1 per dweUing
unit

—

1 kitchen

sink per

dwelling

unit; 1

automatic

clothes

washer

connection

per 20

dweUing

units

R-4

Residential
care/assisted living
facilities

1 per 10

lper8

1 per 100

1 service
sink

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

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 fi'om faciUties 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. The occupant load for seasonal outdoor seating and entertainment areas shall be included when determining the minimum number of ficilities required.

[P] 2902.1.1 Unisex toilet and bath fixtures. Fixtures
located within unisex toilet bathing rooms complying with
Section 404 of the International Plumbing Code are permit-
ted to be included in determining the minimum required
number of fixtures for assembly and mercantile occupan-
cies.

[P] 2902.2 Separate facilities. Where plumbing fixtures are
required, separate facilities shall be provided for each sex.

Exceptions:

1. Separate facilities shall not be required for dwelling
units and sleeping units.

2. 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.

3. Separate facilities shall not be required in mercantile
occupancies in which the maximum occupant load is
50 or less.

[P] 2902.3 Number of occupants of each sex. The required
water closets, lavatories and showers or bathtubs shall be dis-
tributed equally between the sexes based on the percentage of
each sex anticipated in the occupant load. The occupant load
shall be composed of 50 percent of each sex, unless statistical
data approved by the building official indicate a different distri-
bution of the sexes.

[P] 2902.4 Required public toilet facilities. Customers,
patrons and visitors shall be provided with public toilet facili-

ties in structures and tenant spaces intended for public utiliza-
tion. The accessible route to public facilities shall not pass
through kitchens, storage rooms, closets or similar spaces.
Employees shall be provided with toilet facilities in all occu-
pancies. Employee toilet facilities shall be either separate or
combined employee and public toilet facilities.

[P] 2902.4.1 Location of toilet facilities in occupancies
other than covered malls. In occupancies other than cov-
ered malls, the required public and employee toilet facilities
shall be located not more than one story above or below the
space required to be provided with toilet facilities and the
path of travel to such facilities shall not exceed a distance of
500 feet (152 m).

Exception: The location and maximum travel distances
to required employee facilities in factory and industrial
occupancies are permitted to exceed that required by this
section, provided that the location and maximum travel
distance are approved.

[P] 2902.4.2 Location of toilet facilities in covered malls.

In covered mall buildings, the required public and employee
toilet facilities shall be located not more than one story
above or below the space required to be provided with toilet
facilities, and the path of travel to such facilities shall not
exceed a distance of 300 feet (91 440 mm). In covered mall
buildings, the required facilities shall be based on total
square footage, and facilities shall be installed in each indi-
vidual store or in a central toilet area located in accordance
with this section. The maximum travel distance to the cen-

2006 INTERNATIONAL BUILDING CODE®

523

PLUMBING SYSTEMS

tral toilet facilities in covered mall buildings shall be mea-
sured from the main entrance of any store or tenant space. In
covered mall buildings, where employees' toilet facilities
are not provided in the individual store, the maximum travel
distance shall be measured from the employees' work area
of the store or tenant space.

[P] 2902.4.3 Pay facilities. Where pay facilities are
installed, such facilities shall be in excess of the required
minimum facilities. Required facilities shall be free of
charge.

[P] 2902.5 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 A117.1.

524 2006 INTERNATIONAL BUILDING CODE^

CHAPTER 30

ELEVATORS AND CONVEYING SYSTEMS

SECTION 3001
GENERAL

3001.1 Scope. This chapter governs the design, construction,
installation, alteration and repair of elevators and conveying
systems and their components.

3001.2 Referenced standards. 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 A 17.1,
ASME A90.1, ASME B20.1, ALI ALCTV, and ASCE 24 for
construction in flood hazard areas established in Section
1612.3.

3001.3 Accessibility. Passenger elevators required to be acces-
sible by Chapter 1 1 shall conform to ICC Al 17.1.

3001.4 Change in 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.

SECTION 3002
HOISTWAY ENCLOSURES

3002.1 Hoistway enclosure protection. Elevator, dumbwaiter
and other hoistway enclosures shall be shaft enclosures com-
plying with Section 707.

3002.1.1 Opening protectives. Openings in hoistway
enclosures-shall be protected as required in Chapter 7.

Exception: The elevator car doors and the associated
hoistway enclosure doors at the floor level designated for
recall in accordance with Section 3003.2 shall be permit-
ted to remain open during Phase I Emergency Recall
Operation.

3002.1.2 Hardware. Hardware on opening protectives
shall be of an approved type installed as tested, except that
approved interlocks, mechanical locks and electric contacts,
door and gate electric contacts and door-operating mecha-
nisms shall be exempt from the fire test requirements.

3002.2 Number of elevator cars 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 hoistways.
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.

3002.4 Elevator car to accommodate ambulance stretcher.

Where elevators are provided in buildings four or more stories
above grade plane or four or more stories below grade plane, at
least one elevator shall be provided for fire department emer-
gency access to all floors. The elevator car shall be of such a
size and arrangement to accommodate a 24-inch by 84-inch
(610 mm by 1930 mm) ambulance stretcher in the horizontal,
open position and shall be identified by the international sym-
bol for emergency medical 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.

3002.5 Emergency doors. 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.

3002.6 Prohibited doors, oors, other than hoistway doors and
the elevator car door, shall be prohibited at the point of access
to an elevator car unless such doors are readily openable from
the car side without a key, tool, special knowledge or effort.

3002.7 Common enclosure with stairway. Elevators shall not
be in a common shaft enclosure with a stairway.

3002.8 Glass in elevator enclosures. Glass in elevator enclo-
sures shall comply with Section 2409.1.

[F] SECTION 3003
EMERGENCY OPERATIONS

[F] 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.

[F] 3003.1.1 Manual transfer. Standby power shall be
manually transferable to all elevators in each bank.

[F] 3003.1.2 One elevator. Where only one elevator is
installed, the elevator shall automatically transfer to standby
power within 60 seconds after failure of normal power.

[F] 3003.1.3 Two or more elevators. Where two or more
elevators are controlled by a conmion operating system, all
elevators 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, return to the designated landing and disconnect
from the standby power source. After all elevators have
been returned to the designated level, at least one elevator
shall remain operable from the standby power source.

2006 INTERNATIONAL BUILDING CODE*^

525

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[F] 3003.1.4 Venting. Where standby power is connected to
elevators, the machine room ventilation or air conditioning
shall be connected to the standby power source.

[F] 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.

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- 1 , 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 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 enclosed 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 (5 1 mm) of clearance on
all sides.

3004.3 Area of vents. Except as provided for in Section
3004.3.1, theareaof the vents shall not be less than 3 Vj 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 Vj percent nor less than
0.5 square feet (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 permanently open. Closed por-
tions of the required vent area shall consist of openings glazed
with annealed glass not greater than 0.125 inch (3.2 mm) in
thickness.

Exception: The total required vent area shall not be
required to be permanently open where all the vent openings
automatically open upon detection of smoke in the elevator
lobbies or hoistway, upon power failure and upon activation
of a manual override control.

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 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, per-
sonnel hoists and material hoists shall comply with the provi-
sions 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
V28-inch (0.9 mm) wood veneers on balustrades backed up with
noncombustible materials.

3005.2.1 Enclosure. Escalator floor openings shall be
enclosed with shaft enclosures complying with Section 7Q7.

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
facilities 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
shaft enclosures complying with Section 707.

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 mate-
rial hoists shall be designed utilizing an approved method that
accounts for the conditions imposed during the intended opera-
tion of the hoist device. The design shall include, but is not lim-

526

2006 INTERNATIONAL BUILDING CODE®

ELEVATORS AND CONVEYING SYSTEMS

ited to, anticipated loads, structural stability, impact, vibration,
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 members
and hoisting mechanism. Additionally, the design of personnel
hoists shall include provisions for field testing and mainte-
nance which will demonstrate that the hoist device functions in
accordance with the design. Field tests shall be conducted upon
the completion of an installation or following a major alteration
of a personnel hoist.

SECTION 3006
MACHINE ROOMS

3006.1 Access. An approved means of access shall be provided
to elevator machine rooms and overhead machinery spaces.

3006.2 Venting. 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 established for the elevator equipment.

3006.3 Pressurization. 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.

3006.4 Machine rooms and machinery spaces. Elevator
machine rooms and machinery spaces shall be enclosed with
fire barriers with a fire-resistance rating not less than the
required rating of the hoistway enclosure served by the
machinery. Openings shall be protected with assemblies hav-
ing a fire-protection rating not less than that required for the
hoistway enclosure doors.

3006.5 Shunt trip. Where elevator hoistways or elevator
machine rooms containing elevator control equipment are pro-
tected with automatic sprinklers, a means installed in accor-
dance with NFPA 72, Section 3-9.4, 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 sprin-
klers outside the hoistway or machine room shall not discon-
nect the main line power supply.

3006.6 Plumbing systems. Plumbing systems shall not be
located in elevator equipment rooms.

2006 INTERNATIONAL BUILDING CODE®

527

528 2006 INTERNATIONAL BUILDING CODE®

CHAPTER 31

SPECIAL CONSTRUCTION

SECTION 3101
GENERAL

3101.1 Scope. The provisions of this chapter shall govern spe-
cial building construction including membrane structures,
temporary structures, pedestrian walkways and tunnels, awn-
ings and canopies, marquees, signs, and towers and antennas.

SECTION 3102
MEMBRANE STRUCTURES

3102.1 General. The provisions of this section shall apply to
air- supported, air-inflated, membrane-covered cable and
membrane-covered frame structures, collectively known as
membrane structures, erected for a period of 180 days or lon-
ger. Those erected for a shorter period of time shall comply
with the International Fire Code. Membrane structures cover-
ing water storage facilities, water clarifiers, water treatment
plants, sewage treatment plants, greenhouses and similar facili-
ties not used for human occupancy, are required to meet only
the requirements of Sections 3102.3.1 and 3102.7.

3102.2 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:

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-SUPPORTED STRUCTURE. A building wherein the
shape of the structure is attained by air pressure and occupants
of the structure are within the elevated pressure area. Air-sup-
ported structures are of two basic types:

Double skin. Similar to a single skin, but with an attached
liner that is separated from the outer skin and provides an
airspace which serves for insulation, acoustic, aesthetic or
similar purposes.

Single skin. Where there is only the single outer skin and
the air pressure is directly against that skin.

CABLE-RESTRAINED, AIR-SUPPORTED STRUC-
TURE. 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.

MEMBRANE-COVERED CABLE STRUCTURE. A

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.

MEMBRANE-COVERED FRAME STRUCTURE. A

nonpressurized building wherein the structure is composed of a

rigid framework to support a tensioned membrane which pro-
vides the weather barrier.

NONCOMBUSTIBLE MEMBRANE STRUCTURE. A

membrane structure in which the membrane and all component
parts of the structure are noncombustible.

3102.3 Type of construction. 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 construction. Heavy
timber frame-supported structures covered by an approved
membrane in accordance with Section 3 1 02.3. 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 meet the fire propagation performance crite-
ria of NFFA 701.

3102.3.1 Membrane and interior liner material. Mem-
branes and interior liners shall be either noncombustible as
set forth in Section 703.4 or meet the fire propagation per-
formance criteria of NFFA 701 and the manufacturer's test
protocol.

Exception: Plastic less than 20 mil (0.5 mm) in thickness
used in greenhouses, where occupancy by the general
public is not authorized, and for aquaculture pond covers
is not required to meet the fire propagation performance
criteria of NFFA 701.

3102.4 Allowable floor areas. The area of a membrane struc-
ture shall not exceed the limitations set forth in Table 503,
except as provided in Section 506.

3102.5 Maximum height. Membrane structures shall not
exceed one story nor shall such structures exceed the height
limitations in feet set forth in Table 503.

Exception: Noncombustible membrane structures serving
as roofs only.

3102.6 Mixed construction. 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
limits shall be as specified for the type of construction and
occupancy of the building.

3102.6.1 Noncombustible 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
construction provided it is at least 20 feet (6096 mm) above
any floor, balcony or gallery.

3102.6.1.1 Membrane. A membrane meeting the fire
propagation performance criteria of NFFA 701 shall be

2006 INTERNATIONAL BUILDING CODE®

529

SPECIAL CONSTRUCTION

permitted to be used as the roof or as a skylight on build-
ings of Type JIB, III, IV and V construction, provided it is
at least 20 feet (6096 mm) above any floor, balcony or
gallery.

3102.7 Engineering design. The structure shall be designed
and constructed to sustain dead loads; loads due to tension or
inflation; live 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 failure. The auxiliary inflation system shall oper-
ate automatically when there is a loss of internal pressure
and when the primary blower system becomes inopera-
tive.

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
injury.

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 50 or more 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
water.

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.

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
obtaining 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
include a site plan indicating the location of the temporary
structure and information delineating the means of egress and
the occupant load.

3103.3 Location. Temporary structures shall be located in
accordance 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).

SECTION 3104
PEDESTRIAN WALKWAYS AND TUNNELS

3104.1 General. This section shall apply to connections
between buildings such as pedestrian walkways or tunnels,
located at, above or below grade level, that are used as a means
of travel by persons. The pedestrian walkway shall not contrib-
ute to the building area or the number of stories or height of
connected 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
503.1.2.

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.

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3104.3 Construction. The pedestrian walkway shall be of
noncombustible construction.

Exceptions:

1. Combustible construction shall be permitted where
connected buildings are of combustible construction.

2. Fire-retardant-treated wood, in accordance with
Table 60 1 , Note c, shall be permitted for the roof con-
struction of the pedestrian walkway where connected
buildings are a minimum of Type I or II construction.

3104.4 Contents. Only materials and decorations approved by
the building official shall be located in the pedestrian walkway.

3104.5 Fire barriers between pedestrian walkways and
buildings. 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 V4-hour fire protection rating in accor-
dance with Section 715.

Exception: The walls separating the pedestrian walkway
from a connected building are not required to have a
fire-resistance rating by this section where any of the fol-
lowing conditions exist:

1 . The distance between the connected buildings is more
than 10 feet (3048 mm), the pedestrian walkway and
connected buildings, except for open parking
garages, 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 following:

1.1. The glass shall be protected by an automatic
sprinkler system in accordance with NFPA 1 3
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. Obstructions 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 side walls of the
pedestrian walkway are at least 50 percent open with
the open area uniformly distributed to prevent the
accumulation of smoke and toxic gases.

3. Buildings are on the same lot in accordance with Sec-
tion 503.1.2.

4. Where exterior walls of connected buildings are
required by Section 704 to have a fire-resistance rat-
ing greater than 2 hours, the walkway shall be

equipped throughout with an automatic sprinkler sys-
tem installed in accordance with NFPA 13.

3104.6 Public way. Pedestrian walkways over a pubUc way
shall also comply with Chapter 32.

3104.7 Egress. Access shall be provided at all times to a pedes-
trian walkway that serves as a required exit.

3104.8 Width. 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 nmi).

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 1 3 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 T\inneled 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 715.4.

SECTION 3105
AWNINGS AND CANOPIES

3105.1 General. Awnings or canopies shall comply with the
requirements of this section and other applicable sections of
this code.

3105.2 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
relieve the pressures or loads. Structural members shall be pro-
tected 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 materials. Canopies shall be constructed of a
rigid framework with an approved covering that meets the fire I
propagation performance criteria of NFPA 701 or has a flame I

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spread index not greater than 25 when tested in accordance
with ASTM E 84.

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 line, and shall not exceed 9 feet (2743 mm) where the
marquee is less than two-thirds of the distance from the prop-
erty hne 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 skylight of a marquee shall be
sloped to downspouts that shall conduct any drainage from the
marquee in such a manner so as not to spill over the sidewalk.

3106.4 Location prohibited. Every marquee shall be so
located as not to interfere with the operation of any exterior
standpipe, and such that the marquee does not obstruct the clear
passage of 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
access 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 HB.

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
localities subject to sustained freezing temperatures.

3108.4.1 Dead load. Towers shall be designed for the dead
load plus the ice load in regions where ice formation occurs.

3108.4.2 Wiiid 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 31 09

SWIMMING POOL ENCLOSURES AND

SAFETY DEVICES

3109.1 General. Swimming pools shall comply with the
requirements 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 Public 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 (51
mm) measured on the side of the barrier that faces away
from the swinmiing pool. Where the top of the pool struc-
ture is above grade, the barrier is authorized to be at ground
level or mounted on top of the pool structure, and the maxi-
mum vertical clearance between the top of the pool structure
and the bottom 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.

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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-
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.

3109.4.1.4 Widely 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 45 inches (1 143 mm) or more, spacing
between 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.

3109.4.1.5 Chain link dimensions. 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).

3109.4.1.6 Diagonal 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).

3109.4.1.7 Gates. Access gates shall comply with the
requirements 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. Release mechanisms shall be
in accordance with Sections 1008.1.8 and 1109.13.
Where the release mechanism of the self-latching device
is located less than 54 inches (1372 mm) from the bottom
of the gate, the release 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.

3109.4.1.8 Dwelling wall as a barrier. Where a wall of a
dwelling serves as part of the barrier, one of the follow-
ing shall apply:

1. Doors with direct access to the pool through that
wall shall be equipped with an alarm that produces
an audible warning when the door and/or its
screen, if present, are opened. The alarm shall be
listed in accordance with UL 2017. The audible
alarm shall activate within 7 seconds and sound
continuously for a minimum of 30 seconds after
the door and/or its screen, if present, are opened
and be capable of being heard throughout the
house during normal household activities. The
alarm shall automatically reset under all condi-
tions. The alarm shall be equipped with a manual
means, such as touchpad or switch, to temporarily

deactivate the alarm for a single opening. Such
deactivation shall last for not more than 15 sec-
onds. In dwellings not required to be Accessible,
Type A or Type B units, the deactivation switch
shall be located 54 inches (1372 mm) or more
above the threshold of the door. In dwellings
required to be Accessible, Type A or Type B units,
the deactivation switch(es) shall be located at 54
inches (1372 mm) maximum and 48 inches mini-
mum above the threshold of the door.

2. The pool shall be equipped with a power safety
cover that complies with ASTM F 1346.

3. Other means of protection, such as self-closing
doors with self-latching devices, which are
approved by the administrative authority, shall be
accepted 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.

3109.4.1.9 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.

3109.4.2 Indoor swimming pools. Walls surrounding
indoor swimming pools shall not be required to comply
with Section 3109.4.1.8.

3109.4.3 Prohibited locations. Barriers shall be located so
as to prohibit permanent structures, equipment or similar
objects from being used to climb the barriers.

3109.5 Entrapment avoidance. Suction outlets shall be
designed to produce circulation throughout the pool or spa.
Single-outlet systems, such as automatic vacuum cleaner sys-
tems, or other such multiple suction outlets whether isolated by
valves or otherwise shall be protected against user entrapment.

3109.5.1 Suction fittings. All pool and spa suction outlets
shall be provided with a cover that conforms to ASME
A112.19.8M, a 12-inch by 12-inch (305 mm by 305 mm)
drain grate or larger, or an approved channel drain system.

Exception: Surface skimmers.

3109.5.2 Atmospheric vacuum relief system required.

All pool and spa single- or multiple-outlet circulation sys-
tems shall be equipped with an atmospheric vacuum relief
should grate covers located therein become missing or bro-
ken. Such vacuum rehef systems shall include at least one
approved or engineered method of the type specified herein,
as follows:

1 . Safety vacuum release systems conforming to ASME
Al 12.19.17; or

2. Approved gravity drainage system.

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3109.5.3 Dual drain separation. Single- or multiple-pump
circulation systems shall be provided with a minimum of
two suction outlets of the approved type. A minimum hori-
zontal or vertical distance of 3 feet (914 mm) shall separate
such outlets. These suction outlets shall be piped so that
water is drawn through them simultaneously through a vac-
uum-relief-protected line to the pump or pumps.

3109.5.4 Pool cleaner fittings. Where provided, vacuum or
pressure cleaner fitting(s) shall be located in an accessible
position(s) at least 6 inches (152 mm) and not greater than
12 inches (305 mm) below the minimum operational water
level or as an attachment to the skimmer(s).

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CHAPTER 32

ENCROACHMENTS INTO THE PUBLIC RIGHT-OF-WAY

SECTION 3201
GENERAL

3201.1 Scope. The provisions of this chapter shall govern the
encroachment of structures into the public right-of-way.

3201.2 Measurement. The projection of any structure or por-
tion thereof shall be the distance measured horizontally from
the lot line to the outermost point of the projection.

3201.3 Other laws. 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 Drainage. Drainage water collected from a roof, awn-
ing, canopy or marquee, and condensate from mechanical
equipment shall not flow over a public walking surface.

SECTION 3202
ENCROACHMENTS

3202.1 Encroachments below grade. Encroachments below
grade shall comply with Sections 3202.1.1 through 3202.1.3.

3202.1.1 Structural 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 and other enclosed spaces. The construc-
tion and utilization of vaults and other enclosed space below
grade shall be subject to the terms and conditions of the
authority or legislative body having jurisdiction.

3202.1.3 Areaways. Areaways shall be protected by grates,
guards or other approved means.

3202.2 Encroachments above grade and below 8 feet in
height. 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 public
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 Architectural features. Columns or pilasters,
including 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
valances, shall be 7 feet (2134 mm) minimum.

3202.3 Encroachments 8 feet or more above grade.

Encroachments 8 feet (2438 mm) or more above grade shall
comply with Sections 3202.3.1 through 3202.3.4.

3202.3.1 Awnings, canopies, marquees and signs. Awn-
ings, canopies, marquees and signs shall be constructed so
as to support applicable loads as specified in Chapter 16.
Awnings, canopies, marquees and signs with less than 15
feet (4572 mm) clearance above the sidewalk shall not
extend 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, architectural features and
mechanical 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 Encroachments 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
pedestrian walkway over a public right-of-way shall be sub-
ject to the approval of local authority having jurisdiction.
The vertical clearance from the pubUc right-of-way to the
lowest part of a pedestrian walkway shall be 15 feet (4572
mm) minimum.

3202.4 Temporary encroachments. Where allowed by the
local 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 (2 1 34 mm)
to the lowest portion of the hood or awning where supported on
removable steel or other approved noncombustible support.

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CHAPTER 33

SAFEGUARDS DURING CONSTRUCTION

SECTION 3301
GENERAL

3301.1 Scope. The provisions of this chapter shall govern
safety during construction and the protection of adj acent public
and private properties.

3301.2 Storage and placement. 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.

SECTION 3302
CONSTRUCTION SAFEGUARDS

3302.1 Remodeling and additions. Required exits, existing
structural elements, fire protection devices and sanitary safe-
guards shall be maintained at all times during remodeling,
alterations, repairs or additions to any building or structure.

Exceptions:

1. When such required elements or devices are being
remodeled, altered or repaired, adequate substitute
provisions shall be made.

2. When the existing building is not occupied.

3302.2 Manner of removal. Waste materials shall be removed
in a manner which prevents injury or damage to persons,
adjoining properties and public rights-of-way.

SECTION 3303
DEMOLITION

3303.1 Construction documents. 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 docu-
ments or schedule, or both, are approved.

3303.2 Pedestrian protection. The work of demolishing any
building shall not be commenced until pedestrian protection is
in place as required by this chapter.

3303.3 Means of 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.

3303.4 Vacant lot. Where a structure has been demoUshed or
removed, the vacant lot shall be filled and maintained to the
existing grade or in accordance with the ordinances of the juris-
diction having authority.

3303.5 Water accumulation. Provision shall be made to pre-
vent the accumulation of water or damage to any foundations
on the premises or the adjoining property.

3303.5 Utility connections. Service utility connections shall
be discontinued and capped in accordance with the approved
rules and the requirements of the authority having jurisdiction.

SECTION 3304
SITE WORK

3304.1 Excavation and fill. Excavation and fill for buildings
and structures shall be constructed or protected so as not to
endanger 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
removed from direct contact with the ground under the build-
ing.

3304.1.1 Slope limits. Slopes for permanent fill shall not be
steeper than one unit vertical in two units horizontal
(50-percent slope). Cut slopes for permanent excavations
shall not be steeper than one unit vertical in two units hori-
zontal (50-percent 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
building or structure is capable of withstanding the addi-
tional loads caused by the fill or surcharge. Existing foot-
ings or foundations which can be affected by any excavation
shall be underpinned adequately or otherwise protected
against settlement and shall be protected against later move-
ment.

3304.1.3 Footings on adjacent slopes. For footings on
adjacent slopes, see Chapter 18.

3304.1.4 Fill supporting foundations. 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.

SECTION 3305
SANITARY

3305.1 Facilities required. Sanitary facilities shall be pro-
vided during construction, remodeling or demolition activities
in accordance with the International Plumbing Code.

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SECTION 3306
PROTECTION OF PEDESTRIANS

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.

3306.2 Walkways. A walkway shall be provided for pedes-
trian 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
accommodate 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
accessible 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 1 50 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 ^-inch (19.1
mm) boards or V4-inch (6.4 mm) wood structural use
panels.

3. Wood structural use panels shall be bonded with an
adhesive identical to that for exterior wood structural use
panels.

4. Wood structural use panels V4 inch (6.4 mm) or ^/jg 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 ^/g 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) stiff ener is placed horizontally at
midheight where the stud spacing exceeds 2 feet (610
mm) o.c.

6. Wood structural use panels ^/g 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 lighting
shall be provided at all times. Covered walkways shall be
designed 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
structure.

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 ^^1-^2 ii^ch (18.3
mm) thick nailed to the joists.

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.

538

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SAFEGUARDS DURING CONSTRUCTION

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
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.

3306.9 Adjacent to excavations. Every excavation on a site
located 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 nmi) from the street lot
line, a barrier shall be erected when required by the building
official. Barriers shall be of adequate strength to resist wind
pressure as specified in Chapter 16.

SECTION 3307
PROTECTION OF ADJOINING PROPERTY

3307.1 Protection required. 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 3308

TEMPORARY USE OF STREETS, ALLEYS AND

PUBLIC PROPERTY

3308.1 Storage and handling of 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 pubUc 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.

3308.2 Utility 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
obstructed.

SECTION 3309
FIRE EXTINGUISHERS

[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.

SECTION 3310
EXITS

3310.1 Stairways required. Where a building has been con-
structed to a height greater than 50 feet (15 240 mm) or four
stories, or where an existing building exceeding 50 feet (15 240
mm) 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.

3310.2 Maintenance of exits. Required means of egress shall
be maintained at all times during construction, demolition,
remodeling or alterations and additions to any building.

Exception: Approved temporary means of egress systems
and facilities.

3310.3 Stairway floor number signs. Temporary stairway
floor number signs shall be provided in accordance with the
requirements of Section 1020.1.6.

[F] SECTION 3311
STANDPIPES

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 pro-
gresses to within one floor of the highest point of construction
having secured decking or flooring.

3311.2 Buildings being demolished. Where a building is
being demolished and a standpipe exists within such a build-

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SAFEGUARDS DURING CONSTRUCTION

ing, such standpipe shall be maintained in an operable condi-
tion so as to be available for use by the fire department. Such
standpipe shall be demolished with the building but shall not be
demolished more than one floor below the floor being demol-
ished.

3311.3 Detailed requirements. Standpipes shall be installed
in accordance with the provisions of Chapter 9.

Exception: 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.

3311.4 Water supply. Water supply for fire protection, either
temporary or permanent, shall be made available as soon as
combustible material accumulates.

SECTION 3312
AUTOMATIC SPRINKLER SYSTEM

[F] 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 110.3.

[F] 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.

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CHAPTER 34

EXISTING STRUCTURES

SECTION 3401
GENERAL

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,
additions 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,
International Fuel Gas Code, International Mechanical Code,
International Plumbing Code, International Property Mainte-
nance Code, International Private Sewage Disposal Code,
International Residential Code and ICC Electrical Code.

SECTION 3402
DEFINITIONS

3402.1 Definitions. The following term shall, for the purposes
of this chapter and as used elsewhere in the code, have the fol-
lowing meaning:

PRIMARY FUNCTION. A primary function is a major activ-
ity for which the facility is intended. Areas that contain a pri-
mary function include, but are not limited to, the customer
service lobby of a bank, the dining area of a cafeteria, the meet-
ing rooms in a conference center, as well as offices and other
work areas in which the activities of the public accommodation
or other private entity using the facility are carried out.
Mechanical rooms, boiler rooms, supply storage rooms,
employee lounges or locker rooms, janitorial closets,
entrances, corridors and restrooms are not areas containing a
primary function.

TECHNICALLY INFEASIBLE. An alteration of a building
or a facility that has little likelihood of being accomplished
because 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 compliance with

the minimum requirements for new construction and which are
necessary to provide accessibility.

SECTION 3403
ADDITIONS, ALTERATIONS OR REPAIRS

3403.1 Existing buildings or structures. Additions or alter-
ations to any building or structure shall comply with the
requirements of the code for new construction. Additions or
alterations shall not be made to an existing building or structure
that will cause the existing building or structure to be in viola-
tion of any provisions of this code. An existing building plus
additions shall comply with the height and area provisions of
Chapter 5. Portions of the structure not altered and not affected
by the alteration are not required to comply with the code
requirements for a new structure.

3403.1.1 Flood hazard areas. For buildings and structures
in flood hazard areas established in Section 1612.3, any
additions, alterations or repairs that constitute substantial
improvement of the existing 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.

3403.2.3 Seismic. Additions, alterations or modification or
change of occupancy of existing buildings shall be in accor-
dance with this section for the purposes of seismic consider-
ations.

3403.2.3.1 Additions to existing buildings. An addition
that is structurally independent from an existing struc-
ture shall be designed and constructed with the seismic
requirements for new structures. An addition that is not

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541

EXISTING STRUCTURES

structurally independent 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 10 percent cumulative since the orig-
inal construction, unless the element has the
capacity to resist the increased forces determined
in accordance with ASCE 7, and

3 . Additions do not decrease the seismic resistance of
any structural element of the existing structure by
more than 10 percent cumulative since the original
construction, unless the element has the capacity
to resist the forces determined in accordance with
ASCE 7. If the building's seismic base shear
capacity has been increased since the original con-
struction, the percent change in base shear may be
calculated relative to the increased value.

3403.2.3.2 Alterations. Alterations are permitted to be
made to any structure without requiring the structure to
comply with Section 1613, provided the alterations con-
form to the requirements for a new structure. Alterations
that increase the seismic force in any existing structural
element by more than 10 percent cumulative since the
original construction or decrease the design strength of
any existing structural element to resist seismic forces by
more than 5 percent cumulative since the original con-
struction shall not be permitted unless the entire seis-
mic-force-resisting system is determined to conform to
ASCE 7 for a new structure. If the building's seismic
base shear capacity has been increased since the original
construction, the percent change in base shear may be
calculated relative to the increased value.

Exception: Alterations to existing structural ele-
ments or additions of new structural elements that are
not required by ASCE 7 and are initiated for the pur-
pose 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 ASCE
7, provided that an engineering analysis is submitted
indicating the following:

1. The design strength of existing structural ele-
ments required to resist seismic forces is not
reduced.

2. The seismic force to required existing structural
elements is not increased beyond their design
strength.

3. New structural elements are detailed and con-
nected to the existing structural elements as
required by Chapter 16.

4. New or relocated nonstructural elements are
detailed and connected to existing or new struc-
tural elements as required by Chapter 16.

5 . The alterations do not create a structural irregu-
larity as defined in ASCE 7 or make an existing
structural irregularity more severe.

6. The alterations do not result in the creation of an
unsafe condition.

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.

SECTION 3404
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.

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
required 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 (5 1
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 nam) and landings at the foot of stairs not less than

542

2006 INTERNATIONAL BUILDING CODE®

EXISTING STRUCTURES

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 V4-hour opening protectives.

SECTION 3405
GLASS REPLACEMENT

3405.1 Conformance. The installation or replacement of glass
shall be as required for new installations.

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
official, 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
requirements 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.

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.

3406.4 Change of occupancy. When a change of occupancy
results in a structure being reclassified to a higher occupancy
category, the structure shall conform to the seismic require-
ments for a new structure.

Exceptions:

1. Specific seismic detailing requirements of this code
or ASCE 7 for a new structure shall not be required to
be met where it can be shown that the level of perfor-
mance and seismic safety is equivalent to that of a
new structure. Such analysis shall consider the regu-
larity, overstrength, redundancy and ductility of the
structure within the context of the existing and retrofit
(if any) detailing provided.

2. When a change of use results in a structure being
reclassified from Occupancy Category I or II to Occu-
pancy Category III and the structure is located in a
seismic map area where S^s < 0.33, compliance with
the seismic requirements of this code and ASCE 7 are
not required.

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 life
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:

1. Listed or preliminarily determined to be eligible for
listing in the National Register of Historic Places; or

2. 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

3. Designated as historic under a state or local historic
preservation program that is approved by the Depart-
ment of Interior.

SECTION 3408
MOVED STRUCTURES

3408.1 Conformance. Structures moved into or within the
jurisdiction shall comply with the provisions of this code for
new structures.

SECTION 3409
ACCESSIBILITY FOR EXISTING BUILDINGS

3409.1 Scope. The provisions of Sections 3409.1 through
3409.9 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 1 107 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 Extent of application. An alteration of an existing ele-
ment, space or area of a building or facility shall not impose 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.

3409.4 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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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 feasi-
ble. Change of group or occupancy that incorporates any alter-
ations or additions shall comply with this section and Sections
3409.5, 3409.6, 3409.7 and 3409.8.

3409.5 Additions. Provisions for new construction shall apply
to additions. An addition that affects the accessibility to, or
contains an area of, a primary function shall comply with the
requirements in Section 3409.7.

3409.6 Alterations. A building, facility or element that is
altered shall comply with the applicable provisions in Chapter
1 1 and ICC Al 17. 1 , unless technically infeasible. Where com-
pliance with this sectionis technically infeasible, the alteration
shall provide access to the maximum extent technically feasi-
ble.

Exceptions:

1. The altered element or space is not required to be on
an accessible route, unless required by Section
3409.7.

2. Accessible means of egress required by Chapter 10
are not required to be provided in existing buildings
and facilities.

3 . The alteration to Type A individually owned dwelling
units within a Group R-2 occupancy shall meet the
provision for a Type B dwelling unit and shall comply
with the applicable provisions in Chapter 11 and

ICC/ANSI Al 17.1.

3409.7 Alterations affecting an area containing a primary
function. 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.

Exceptions:

1. The costs of providing the accessible route are not
required 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.

installation 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-
sibihty of an existing building, facility or element.

3409.8 Scoping for alterations. The provisions of Sections
3409.8.1 through 3409.8.12 shall apply to alterations to exist-
ing buildings and facilities.

3409.8.1 Entrances. Accessible entrances shall be pro-
vided in accordance with Section 1105.

Exception: 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 3409.7. Signs comply-
ing with Section 1110 shall be provided.

3409.8.2 Elevators. Altered elements of existing elevators
shall comply with ASME A17. 1 and ICC Al 17. 1 . Such ele-
ments shall also be altered in elevators programmed to
respond to the same hall call control as the altered elevator.

3409.8.3 Platform lifts. Platform (wheelchair) lifts com-
plying with ICC A117.1 and installed in accordance with
ASME A 18.1 shall be permitted as a component of an
accessible route.

3409.8.4 Stairs and escalators in existing buildings. In

alterations where an escalator or stair is added where none
existed previously, an accessible route shall be provided in
accordance with Sections 1 104.4 and 1 104.5.

3409.8.5 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 3409.8.5.

TABLE 3409.8.5
RAMPS

SLOPE

MAXIMUM 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.

3409.8.6 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.

3409.8.7 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 Section 907 for accessible alarms apply
only to the quantity of spaces being altered or added.

3409.8.8 Jury boxes and witness stands. In alterations,
accessible 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.

3409.8.9 Toilet rooms. Where it is technically infeasible to
alter existing toilet and bathing facilities to be accessible, an

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2006 INTERNATIONAL BUILDING CODE®

EXISTING STRUCTURES

accessible unisex toilet or bathing facility is permitted. The
unisex facility shall be located on the same floor and in the
same area as the existing facilities.

3409.8.10 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.

3409.8.11 Check-out aisles. Where check-out aisles are
altered, at least one of each check-out aisle serving each
function shall be made accessible until the number of acces-
sible check-out aisles complies with Section 1109.12.2.

3409.8.12 Thresholds. The maximum height of thresholds
at doorways shall be V4 inch (19.1 mm). Such thresholds
shall have beveled edges on each side.

3409.9 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 3409.9.1 through
3409.9.4 for that element shall be permitted.

3409.9.1 Site arrival points. At least one accessible route
from a site arrival point to an accessible entrance shall be
provided.

3409.9.2 Multilevel buildings and facilities. An accessible
route from an accessible entrance to public spaces on the
level of the accessible entrance shall be provided.

3409.9.3 Entrances. At least one main entrance shall be
accessible.

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.

3409.9.4 Toilet and bathing facilities. Where toilet rooms
are proyided, at least one accessible toilet room complying
with Section 1109.2.1 shall be provided.

[EB] SECTION 3410
COMPLIANCE ALTERNATIVES

3410.1 Compliance, The provisions of this section are
intended 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
required 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 V^THIN 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
occupancies 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
apply to buildings with occupancies in Group H or I.

3410.2.1 Change in occupancy. Where an existing build-
ing is changed to a new occupancy classification and this
section is applicable, the provisions of this section for the
new occupancy shall be used to determine compliance 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 barriers or horizontal assemblies having a
fire-resistance rating as required by Table 508.3.3 for the
separate occupancies, or with approved compliance alterna-
tives, 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 barriers or horizontal
assemblies having a fire-resistance rating as required by
Table 508.3.3 for the separate occupancies, or with
approved compliance alternatives, the provisions of this
section which apply 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 entire building or structure.

3410.2.3 Additions. Additions 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
allowed by Chapter 5. Where a fire wall that comphes 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
being less safe or sanitary than such building is currently. If,
in the alteration or repair, the current level of safety or sani-
tation is to be reduced, the portion altered or repaired shall
conform to the requirements of Chapters 2 through 12 and
Chapters 14 through 33.

3410.2.4.1 Flood hazard areas. For existing buildings
located in flood hazard areas established in Section
1612.3, if the alterations and repairs constitute substan-

2006 INTERNATIONAL BUILDING CODE®

545

EXISTING STRUCTURES

tial improvement of the existing building, the existing
building shall be brought into compliance with the
requirements for new construction for flood design.

3410.2.5 Accessibility requirements. All portions of the
buildings proposed for change of occupancy shall conform
to the accessibility provisions of Chapter 1 1 .

3410.3 Acceptance. 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 Compliance with other codes. Buildings that are
evaluated in accordance with this section shall comply with
the International Fire Code and International Property
Maintenance Code.

3410.4 Investigation and evaluation. 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 Structural analysis. The owner shall have a struc-
tural analysis of the existing building made to determine
adequacy 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.

3410.4.2 Submittal. 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 Determination of compliance. The building offi-
cial shall determine whether the existing building, with the
proposed addition, alteration or change of occupancy, com-
plies with the provisions of this section in accordance with
the evaluation process in Sections 3410.5 through 3410.9.

3410.5 Evaluation. 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.

3410.5.1 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.

3410.5.2 Means of 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 Evaluation 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
results of the evaluation. References to other sections of this
code indicate that compliance with those sections is required in

order to gain credit in the evaluation herein outlined. In apply-
ing 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 deter-
mined for each section of the evaluation process shall apply to
the entire building.

Where the separation between the mixed occupancies quali-
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 Building 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
allowable 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
allowable and divide by 12 V2 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.

Height value, feet = ^^^~^ ^^^ x CF

Height value, stories =(A5 - EBS) 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.

EBS = Existing building height in stories.

CF = 1 if (AH) - (EBH) is positive.

CF = Construction-type factor shown in Table
3410.6.6(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 Building 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
include any allowable increases due to open perimeter and
automatic sprinklers as provided for in Section 506. Sub-
tract 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 Parameter 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.

546

2006 INTERNATIONAL BUILDING CODE®

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3410.6.2.1 Allowable area formula. The following for-
mula shall be used in computing allowable area:

AA =

(SP + 0P+ 100) X (area, Table503)

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
basis. For each occupancy, choose the minimum area
value of the set of values obtained for the particular occu-
pancy.

Allowable
area

Area value i

1,200 square feet

Actual Actual

area ,• area „

>■

Allowable

area ,

Allowable
area„ y

(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 barriers or horizontal assemblies which com-
ply 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, deter-
mine the appropriate 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 general 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 1022. The fire door serving as the
horizontal exit between compartments shall be so
installed, 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
Parameter 3410.6.4, Tenant and Dwelling Unit Separation,
for fire safety, means of egress and general safety.

TABLE 3410.6.4
SEPARATION VALUES

OCCUPANCY

CATEGORIES

A-1

A-2

-5

-3

-4

-2

A-3,A-4,B,E,F,M,S-1

-4

-3

S-2

-5

-2

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 3410.6.3
COMPARTMENTATION VALUES

OCCUPANCY

CATEGORIES^

Compartment size

equal to or greater than

15,000 square feet

Compartment

size of

10,000 square feet

Compartment

size of

7,500 square feet

Compartment

size of

5,000 square feet

Compartment

size of

2,500 square feet

A-l,A-3

A-2

A-4, B, E, S-2

F,M,R,S-1

For SI: 1 square foot = 0.093 ml

a. For areas between categories, the compartmentation value shall be obtained by linear interpolation.

2006 INTERNATIONAL BUILDING CODE®

547

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 rat-
ing and degree of completeness of walls which create corri-
dors serving the floor, and constructed in accordance with
Section 1017. 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.

TABLE 3410.6.5
CORRIDOR WALL VALUES

OCCUPANCY

CATEGORIES

A-1

-10

-4

A-2

-30

-12

A-3,F,M,R,S-1

-7

-3

A-4, B, E, S-2

-5

-2

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.

2. Category b — Less than 1-hour fire-resistance rat-
ing or not constructed in accordance with Section
708.4.

3. 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 1017.

4. Category d — 2-hour or greater fire-resistance rat-
ing, with doors conforming to Section 715.

3410.6.6 Vertical openings. Evaluate the fije-resistance
rating of exit enclosures, hoistways, escalator openings 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 Parameter 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 opening formula. The following
formula shall be used in computing vertical opening
value.

(Equation 34-4)

VO = PVxCF

VO = Vertical opening value

PV = Protection value [Table 3410.6.6(1)]

= Construction type factor [Table 3410.6.6(2)]

TABLE 3410.6.6(1)
VERTICAL OPENING PROTECTION VALUE

PROTECTION

VALUE

None (unprotected opening)

-2 times number floors connected

Less than 1 hour

-1 times number floors connected

1 to less than 2 hours

2 hours or more

TABLE 3410.6.6(2)
CONSTRUCTION-TYPE FACTOR

FACTOR

TYPE OF CONSTRUCTION

IIB

niA

niB

1.2

1.5

2.2

3.5

2.5

3.5

2.3

3.3

3410.6.7 HVAC systems. Evaluate the abihty of the HVAC
system to resist the movement of smoke and fire beyond the
point of origin. Under the categories in Section 3410.6.7.1,
determine the appropriate value and enter that value into
Table 3410.7 under Safety Parameter 3410.6.7, HVAC Sys-
tems, for fire safety, means of egress and general safety.

3410.6.7.1 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 1017.4. -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 1017.4 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 detection. Evaluate the smoke
detection capability based on the location and operation of
automatic fire detectors in accordance with Section 907 and

548

2006 INTERNATIONAL BUILDING CODE®

EXISTING STRUCTURES

the International Mechanical Code. Under the categories
and occupancies in Table 3410.6.8, determine the appropri-
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-1, A-3, F,
M, R, S-1

-10

-5

A-2

-25

-5

A-4, B, E, S-2

-4

-2

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 v^/ith the
International 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 sleeping units,
tenant 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
under 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-1,A-2,A-3,A-4,B,E,R

-10

-5

F, M, S

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 center 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
under Safety Parameter 3410.6.10, Smoke Control, for
means of egress and general safety.

TABLE 3410.6.10
SMOKE CONTROL VALUES

OCCUPANCY

CATEGORIES

A-1, A-2, A-3

A-4,E

L 1

B,M,R

3^"

F,S

2«

3"^

a. This value shall be if compUance 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 through-
out 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 (15 240
mm) of exterior 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 through-
out with an automatic sprinkler system. Each fire
area is provided with a mechanical air-handling
system designed to accomplish smoke contain-
ment. Return and exhaust air shall be moved
directly to the outside without recirculation to
other fire areas of the building under fire condi-
tions. The system shall exhaust not less than six air

2006 INTERNATIONAL BUILDING CODE®

549

EXISTING STRUCTURES

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 con-
fining smoke to the fire area involved without
migration to other fire areas. Any other tested and
approved design which will adequately accom-
plish smoke containment is permitted.

6. Category f — Each stairway shall be one of the fol-
lowing: a smokeproof enclosure in accordance
with Section 1020.1.7; pressurized in accordance
with Section 909.20.5; or shall have operable exte-
rior windows.

3410.6.11 Means of egress capacity and number. 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 1015 and 1017 through 1024 (except that the
minimum width required by this section shall be determined
solely by the width for the required capacity in accordance
with Table 1005. 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. 11,
Means of Egress Capacity, for means of egress and general
safety.

TABLE 3410.6.11
MEANS OF EGRESS VALUES

OCCUPANCY

CATEGORIES

A-1,A-2,A-3,A-4,E

-10

-3

B, F, S

-1

-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.

3410.6.11.1 Categories. The categories for means of
egress capacity and number of exits are:

1. Category a — Compliance with the minimum
required means of egress capacity or number of
exits is achieved through the use of a fire escape in
accordance with Section 3404.

2. Category b — Capacity of the means of egress
complies with Section 1004 and the number of
exits complies with the minimum number required
by Section 1019.

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
complies with the minimum required width
dimensions specified in the code and the number
of exits complies with the minimum number
required by Section 1019.

4. Category d — The number of exits provided
exceeds the number of exits required by Section
1019. Exits shall be located a distance apart from
each other equal to not less than that specified in
Section 1015.2.

5 . Category e — The area being evaluated meets both
Categories c and d.

3410.6.12 Dead ends. 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 3410.7 under Safety
Parameter 3410.6.12, Dead Ends, for means of egress and
general safety.

TABLE 3410.6.12
DEAD-END VALUES

OCCUPANCY

CATEGORIES^

A-1,A-3,A-4,B,E,F,M,R,S

-2

A-2,E

-2

a. For dead-end distances between categories, the dead-end value shall be
obtained by linear interpolation.

3410.6.12.1 Categories. The categories for dead ends
are:

' 1. Category a — Dead end of35 feet (10 670 mm) in
nonsprinklered buildings or 70 feet (21 340 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 1017.3 exception 2.

3. Category c — No dead ends; or ratio of length to
width (1/w) is less than 2.5: 1.

3410.6.13 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
department to reach all occupied floors. Elevator recall con-
trols shall be provided in accordance with the International
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 gen-
eral safety. The values shall be zero for a single-story build-
ing.

550

2006 INTERNATIONAL BUILDING CODE®

EXISTING STRUCTURES

TABLE 3410.6.14
ELEVATOR CONTROL VALUES

ELEVATOR
TRAVEL

CATEGORIES

Less than 25 feet of travel
above or below the primary
level of elevator access for
emergency fire-fighting or
rescue personnel

-2

Travel of 25 feet or more above
or below the primary level of
elevator access for emergency
fire-fighting or rescue
personnel

-4

For SI: 1 foot = 304.8 mm.

3410.6.14.1 Categories. The categories for elevator
controls are:

1. Category a — No elevator.

2. Category b — Any elevator without Phase I arid II
recall.

3. Category c — All elevators with Phase I and II
recall 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 lighting. 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
MEANS OF EGRESS EMERGENCY LIGHTING VALUES

NUMBER OF EXITS
REQUIRED BY
SECTION 1010

CATEGORIES

Two or more exits

Minimum of one exit

3410.6.15.1 Categories. The categories for means of
egress emergency lighting are:

1 . Category a — Means of egress lighting and exit
signs not provided with emergency power in
accordance 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
classification, the separation between the mixed occupan-

cies shall be evaluated in accordance with this section.
Where there is no separation between the mixed occupan-
cies 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
MIXED OCCUPANCY VALUES"

OCCUPANCY

CATEGORIES

A-1,A-2,R

-10

A-3, A-4, B, E, F, M, S

-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
between occupancies.

2. Category b — Fire barriers between occupancies
in accordance with Section 508.3.3

3. Category c — Fire barriers between occupancies
having a fire-resistance rating of not less than
twice that required by Section 508.3.3

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.
"Required 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
divided by 2 and general safety.

TABLE 3410.6.17
SPRINKLER SYSTEM VALUES

OCCUPANCY

CATEGORIES

A-1,A-3,F,M,R, S-1

-6

-3

A-2

-4

-2

A-4, B, E, S-2

-12

-6

3410.6.17.1 Categories. The categories for automatic
sprinkler system protection are:

1. Category a — Sprinklers are required throughout;
sprinkler protection is not provided or the sprin-
kler system design is not adequate for the hazard
protected in accordance with Section 903.

2. Category b — Sprinklers are required in a portion
of the building; sprinkler protection is not pro-
vided or the sprinkler system design is not ade-

2006 INTERNATIONAL BUILDING CODE*"

551

EXISTING STRUCTURES

quate for the hazard protected in accordance with
Section 903.

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.

3410.6.18 Incidental use. Evaluate the protection of inci-
dental use areas in accordance with Section 508.2. 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.
Assign the lowest score from Table 3410.6.18 for the build-
ing 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.

3410.7 Building score. After determining the appropriate data
from Section 3410.6, enter those data in Table 3410.7 and total
the building score.

3410.8 Safety scores. The values in Table 3410.8 are the
required mandatory safety scores for the evaluation process
listed in Section 3410.6.

3410.9 Evaluation of building 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.

TABLE 3410.6.18
INCIDENTAL USE AREA VALUES"

PROTECTION
REQUIRED BY
TABLE 302.1.1

PROTECTION PROVIDED

None

1
Hour

AFSS

AFSS
with
SP

Hour

and

AFSS

2
Hours

Hours

and

AFSS

2 Hours and AFSS

-4

-3

-2

-1

-2

2 Hours, or 1 Hour
and AFSS

-3

-2

-1

1 Hour and AFSS

-3

-2

-1

IHour

-1

-l

1 Hour, or AFSS
withSP

-1

AFSS with SP

-1

1 Hour or AFSS

-1

a. AFSS = Automatic fire suppression system; SP = Smoke partitions (See

Section 508.2.2).
NOTE: For Table 3410.7, see next page.

TABLE 3410.8
MANDATORY SAFETY SCORES"

OCCUPANCY

FIRE

SAFETY

(MFS)

MEANS OF

EGRESS

(MME)

GENERAL

SAFETY

(MGS)

A-1

A-2

A-3

A-4,E

S-1

S-2

a. MFS = Mandatory Fire Safety;
MME = Mandatory Means of Egress;
MGS = Mandatory General Safety.

3410.9.1 Mixed occupancies. 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.

552

2006 INTERNATIONAL BUILDING CODE®

EXISTING STRUCTURES

TABLE 3410.7
mm SHEET — BO SLDJNG. 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

Fire-resistance rating of vertical opening enclosures
Type of HVAC system

., serving number of floors

Automatic fire detection:

Yes

Fire alarm system:

Yes

Smoke conti-ol:

Yes

Adequate exit routes:

Yes

Type and location

Type

Dead ends:

Yes

Maximum exit access travel distance

Means of egress emergency lighting: Yes

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 =

score — Sotal value

* * * *No applicable value to be inserted.

FORMULA

T.3410.7

T.3410.8

SCORE

PASS

FAIL

FS-MFS >

(FS)

(MFS) =

ME-MME>0

(ME)

rMME) =

GS-MGS >

(GS)

rMGS) =

a. FS = Fire Safety
ME = Means of Egress
GS = General Safety

MFS = Mandatory Fire Safety
MME = Mandatory Means of Egress
MGS = Mandatory General Safety

554 2006 JNTERNATIONAL BUILDING CODE®

This chapter Hsts the standards that are referenced in various sections of this document. The standards are listed herein by the
promulgating 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—00

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 (Fourth Edition) 2002.1

American Architectural Manufacturers Association
1827 Waldon Office Square, Suite 550
Schaumburg, IL 60173

Standard
reference
number

Titie

Referenced

in code

section number

1402—86

Standard Specifications for Aluminum Siding, Soffit and Fascia

1404.5.1

101/I.S.2/A440— 05

Specifications for Windows, Doors and Unit Skylights

1714.5.1,2405.5

216.1—97
318—05

530—05

530.1—05

American Concrete Institute

RO. Box 9094

Farmington ffiUs, MI 48333-9094

Standard

Referenced

reference

in code

number

Titie

section number

Standard Method for Determining Fire Resistance of Concrete and
Masonry Construction Assemblies

.Table 720.1(2), 721.1

Building Code Requirements for Structural Concrete 1604.3.2, 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, 1809.2.2.2.2,

1809.2.3.2, 1809.2.3.2.2, 1810.1.2.2, 1812.8,1901.2, 1901.3, 1901.4, 19021,

1903.1, 1904.1, 1904.2.1, 1904.2.2, 1904.2.3, 1904.3, 1904.4, 1905.1.1, 1905.2,

1905.3, 1905.4, 1905.5, 1905.6.2, 1905.6.3, 1905.6.4, 1905.6.5, 1905.7, 1905.8, 1905.9,

1905.10, 1905.11, 1905.12, 1905.13, 1906.1, 1906.2, 1906.3, 1906.4, 1907.1, 1907.2, 1907.3,

1907.4, 1907.5, 1907.6, 1907.7.1, 1907.7.2, 1907.7.3, 1907.7.4, 1907.7.5, 1907.8, 1907.9, 1907.10,

1907.11, 1907.12, 1907.13, 1908,1908.1, 1908.1.1, 1908.1.2, 1908.1.3, 1908.1.4, 1908.1.5, 1908.1.6,

1908.1.7, 1908.1.8, 1908.1.9,1908.1.10, 1908.1.11, 1908.1.12, 1908.1.13, 1908.1.14, 1908.1.15,

1908.1.16, 1909.1, 1909.3, 1909.4, 1909.5, 1909.6, 1912.1, 2108.3, 2205.3

Building Code Requirements for Masonry Stiiictiires 1405.5, 1405.5.2, 1405.9, 1604.3.4,

1704.5, 1704.5.1, Table 1704.5.1, 1704.5.2, 1704.5.3,

Table 1704.5.3, 1708.1.1, 1708.1.2, 1708.1.3, 1708.1.4, 1805.5.2, 1812.7,

2101.2.2, 2101.2.3, 2101.2.4, 2101.2.5,2101.2.6, 2103.1.3.6,2106.1, 2106.1.1,

2106.1.1.1, 2106.1.1.2, 2106.1.1.3, 2106.3, 2106.4, 2106.5, 2106.6, 2107.1, 2107.2,

2107.3, 2107.4, 2107.5, 2107.6, 2107.7, 2107.a 2108.1, 2108.2, 2108.3, 2108.4, 2109.1, 2109.2.3.1, 21097.3

Specifications for Masonry Structures

1405.5.1, Table 1704.5.1, Table 1704.5.3, 2103.13.7,
2104.1, 2104.1.1, 2104.3,2104.4

2006 SMTERNATIOMAL BUDLDBMG CODE®

REFERENCED STANDARDS

Standard

Referenced

reference

in code

number

Title

section number

WCD No. 4—89
WFCM— 01
T.R. No. 7—87
NDS— 05

AF&PA— 93
SDPWS— 05

American Forest & Paper Association
nil 19th St, NW Suite 800
Washington, DC 20036

Title

Wood Construction Data — ^Plank and Beam Framing for Residential Buildings 2306.1.2

Wood Frame Construction Manual for One- and Two-family Dwellings 2301.2, 2308.1, 2308.2.1

Technical Report — ^Basic Requirements for Permanent Wood Foundation System 1805.4.6, 1807.2, 2304.9.5

National Design Specification (NDS) for Wood Construction with 2005 Supplement 721.6.3.2, 1715.1.1,

1715.1.4,1805.4.5,1809.1.4,

2302.1, 2304.12, 2306.1, 2306.2.1, 2306.3.1, Table 2306.3.1, Table 2306.3.2,

Table 2306.4.1, Table 2306.4.4, 2306.3.4, 2306.3.5, 2306.4.1,2307.1, 2307.1.1

Span Tables for Joists and Rafters 2306.1.1, 2308.8, 2308.10.2, 2308.10.3

AF&PA Supplement Special Design Provisions for Wind and Seismic 2305.1

A 135. 4— 2004
Al 35. 5— 2004
A135.6— 1998

American Hardwood Association
1210 West N.W ffighway
Palatine, IL 60067

Title

Basic Hardboard 1404.3.1, 2303.1.6

Prefinished Hardboard Panehng 2303.1.6, 2304.6.2

Hardboard Siding 1404.3.2, 2303.1.6

Standard

Referenced

reference

in code

number

Title

section number

•

American Institute of Steel Construction
One East Wacker Drive, Suite 3100
Chicago, IL 60601-2001

Standard
reference
number

Title

Referenced

in code

section number

341—05
360—05

Seismic Provisions for Structural Steel Buildings,
including Supplement No. 1 dated 2006

Specification for Structural Steel Buildings

1613.6.2, 1707.2, 1708.4, 2205.2.1, 2205.2.2, 2205.3, 2205.3.1
1604.3.3, Table 1704.3, 2203.2, 2205.1, 2205.3

Standard

Referenced

reference

in code

number

Title

section number

NAS— 01

General — 04
Header— 04
Lateral— 04
PM— 01

Truss— 04
WSD— 04

American Iron and Steel Institute
1 140 Connecticut Avenue
Suite 705
Washington, DC 20036

Title

North American Specification for the Design of Cold-formed Steel Structural Members,

including 2004 Supplement 1604.3.3, 2209.1, 2210.1

Standard for Cold-formed Steel Framing— General Provisions 1604.3.3, 2210.1

Standard for Cold-formed Steel Framing — Header Design 2210.2

Standard for Cold-formed Steel Framing — Lateral Design 2210.5

Standard for Cold-formed Steel Framing — Prescriptive Method for One- and Two-family Dwellings,
including 2004 Supplement 2210.6

Standard for Cold-formed Steel Framing— Truss Design 1604.3.3, 2210.3

Standard for Cold-formed Steel Framing— Wall Stud Design 2210.4

2006 INTERNATIONAL BUILDING CODE®

•

556

REFERENCED STANDARDS

AITC Technical
Note 7—96

AITC 104—03

AITC 110— 01

AITC 113—01

AITC 117—04

AITC 119—96

AITC 200—04

ANSI/AITC A 190.1—02

American Institute of Timber Construction

Suite 140

7012 S. Revere Parkway

Englewood, CO 80112

Standard

Referenced

reference

in code

number

Title

section number

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

Standard for Dimensions of Structural Glued Laminated Timber 2306. 1

Standard Specifications for Structural Glued Laminated Timber of Softwood Species 2306.1

Standard Specifications for Structural Glued Laminated Timber of Hardwood Species 2306.1

Manufacturing Quality Control Systems Manual for Structural Glued Laminated Timber 2306.1

Structural Glued Laminated Timber 2303.1.3, 2306.1

Automotive Lift Institute
RO. Box 85
Courtland, NY 13045

Standard
reference
number

Title

Referenced

in code

section number

ALI ALCTV— 98

Standard for Automotive Lifts — Safety Requirements for Construction, Testing and Validation (ANSI) 3001.2

A13.1— 96
(Reaffirmed 2002)

A108.1A— 99

A108.1B— 99

A108.4— 99
A108.5— 99

A108.6— 99
A108.8— 99
A 108.9— 99
A108.10— 99
All 8. 1—99
Al 18.3—99

A118.4— 99
Al 18.5— 99

Al 18.6— 99
Al 18.8— 99
A136.1— 99
A137.1— 88
A208.1— 99
Z 97.1—84 (R1994)

American National Standards Institute
25 West 43rd Street, Fourth Floor
New York, NY 10036

Standard

Referenced

reference

in code

number

Title

section number

Scheme for the Identification of Piping Systems 415.8.6.4

Installation of Ceramic Tile in the Wet-set Method, with Portland Cement Mortar 2103.10

Installation of Ceramic Tile, quarry Tile on a Cured Portland Cement Mortar Setting Bed
with Dry-set or Latex-portland Mortar 2103.10

Installation of Ceramic Tile with Organic Adhesives or Water-cleanable Tile-setting Epoxy Adhesive 2103.10.6

Installation of Ceramic Tile with Dry-set Portland Cement Mortar or Latex-portland Cement Mortar 2103.9.3,

2103.10.1,2103.10.2

Installation of Ceramic Tile with Chemical-resistant, Water Cleanable Tile-setting and -grouting Epoxy 2103.10.3

Installation of Ceramic Tile with Chemical-resistant Furan Resin Mortar and Grout 2103.10.4

Installation of Ceramic Tile with Modified Epoxy Emulsion Mortar/Grout 2103.10.5

Installation of Grout in Tilework 2103.10.7

American National Standard Specifications for Dry-set Portland Cement Mortar 2103.10.1

American National Standard Specifications for Chemical-resistant, Water-cleanable Tile-setting and

-grouting Epoxy and Water Cleanable Tile-setting Epoxy Adhesive 2103.10.3

American National Standard Specifications for Latex-portland Cement Mortar 2103.10.2

American National Standard Specifications for Chemical Resistant Furan Mortar and

Grouts for Tile Installation 2103.10.4

American National Standard Specifications for Cement Grouts for Tile Installation 2103.10.7

American National Standard Specifications for Modified Epoxy Emulsion Mortar/Grout 2103.10.5

American National Standard Specifications for Organic Adhesives for Installation of Ceramic Tile 2103.10.6

American National Standard Specifications for Ceramic Tile 2103.5

Particleboard .2303.1.7, 2303.1.7.1

Safety Glazing Materials Used in Buildings — Safety Performance Specifications and

Methods of Test (Reaffirmed 1994) 2406.1.2, 2409.1

2006 INTERNATIONAL BUILDING COOE*^

557

REFERE^JCED STANDARDS

Standard

Referenced

reference

in code

number

Title

section number

APA PDS— 04
APAPDS
Supplement 1 — 90
APAPDS
Supplement 2 — 92

APA PDS
Supplement 3 — 90

APA PDS
Supplement 4 — 90
APAPDS
Supplement 5 — ^95
EWS R540— 96
EWS S475— 01
EWS S560— 03
EWS T300— 02
EWS X440— 00
EWS X450— 01

APA - Engineered Wood Association
P.O. Box 11700
Tacoma,WA 98411-0700

Title

Panel Design Specification 2306.1, 2306.3.1, 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 DriUing of Glued Laminated Timber Beams 2306. 1

Glulam Connection Details 2306. 1

Product Guide— Glulam 2306.1

Glulam in Residential Construction — ^Western Edition 2306.1

•

American Society of Agricultural Engineers

2950 Niles Road

St. Joseph, MI 49085-9659

Referenced
in code

Title section number

Diaphragm Design of Metal-clad, Post-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)

American Society of Civil Engineers

Structural Engineering Institute

1801 Alexander Bell Drive

Reston, VA 20191-4400

Referenced
in code

Title section number

Structural Design of Composite Slabs 1604.3.3, 2209.2

Building Code Requirements for Masonry Structures 1405.5, 1405.5.2, 1405.9, 1604.3.4, 1704.5, 1704.5.1,

Table 1704.5.1, 1704.5.2, 1704.5.3, Table 1704.5.3, 1708.1.1,

1708.1.2, 1708.1.3, 1708.1.4, 1805.5.2, 1812.7,2101.2.2, 2101.2.3,

2101.2.4, 2101.2.5, 2101.2.6, 2103.1.3.6, 2106.1, 2106.1.1, 2106.1.1.1, 2106.1.1.2,

2106.1.1.3, 2106.3, 2106.4, 2106.5, 2106.6, 2107.1, 2107.2,2107.3, 2107.4,

2107.5, 2107.6, 2107.7, 2170.8, 2108.1, 2108.2, 2108.3, 2108.4, 2109.1, 2109.2.3.1,2109.7.3

Specifications for Masonry Structures 1405.5.1, Table 1704.5.1, Table 1704.5.3,

1805.5.2.2, 2103.13.7, 2104.1, 2104.1.1, 2104.3,2104.4

Minimum Design Loads for Buildings and Other Structures including

Supplement No. 1 and excluding Chapter 14 and Appendix llA 1602.1, 1604.3, 1604.10, 1605.1, 1605.2.2,

1605.3.1.2, 1605.3.2, 1605.4, 1607.11.1, 1608.1,

1608.2, 1609.1.1, 1609.1.2, 1609.3, 1609.5.1, 1609.5.3, 1611.2,

1612.2, 1613.1, 1613.2, Table 1613.5.3(1), Table 1613.5.3(2), 1613.5.6,

1613.5.6.1, 1613.5.6.2, 1613.6, 1613.6.1, 1613.6.2, 1801.2.1, 1802.2.7,

2205.2.1, 2205.3, 2205.3.1, 2208.1, 2305.1.5, 2305.2.5, 2305.3.1, 2306.4.5,

Table 2306.4.5, Table 2308.10.1

Standard Specification for the Design of Cold-formed Stainless Steel Structural Members 1604.3.3, 2209.1

Structural Apphcations of Steel Cables for Buildings 2207.1, 2207.2

Flood Resistant Design and Construction 1203.3.2, 1612.4, 1612.5, 3001.2

Standard Calculation Methods for Structural Fire Protection 721.1

Design and Construction of Frost Protected Shallow Foundations 1805.2.1

Standard
reference
number

3—91
5—05

6—05
7—05

8—02

19—96

24—05

29—05

32—01

•

55@

2006 INTERNATIONAL BUILDING CODE®

REFEIREMCED STANDAIROS

Standard

Referenced

reference

in code

number

Title

section number

A17.1— 04

A18.1— 03
A90.1— 03
Al 12.18. 19.8M-

-1987

Al 12. 19. 17— 2002

B 16. 18— 2001
B 16.22— 2001
B20. 1—2003
B3 1.3—2002

American Society of Mechanical Engineers

Three Park Avenue

New York, NY 10016-5990

Title

Safety Code for Elevators and Escalators with A17.1a-2004 addenda and
A17.1S Supplement 1007.4, 1607.8.1, 3001.2, 3001.4, 3002.5,3003.2, 3409.8.2

Safety Standard for Platform Lifts and Stairway Chairlifts 1109.7, 2702.2.6, 3409.8.3

Safety Standard for Belt Manlifts 3001.2

Suction Fittings for Use in Swimming Pools, Wading Pools, Spas, Hot TUbs and

Whirlpool Bathing AppHances 3109.5.1

Manufactured Safety Vacuum Release Systems (SVRS) for Residential and

Commercial Swimming Pool, Spa, Hot Tub and Wading Pool 3109.5.2

Cast Copper Alloy Solder Joint Pressure Fittings 909.13.1

Wrought Copper and Copper Alloy Solder Joint Pressure Fittings 909.13.1

Safety Standard for Conveyors and Related Equipment 3001.2, 3005.3

Process Piping .415.8.6.1

ASTM International

100 Barr Harbor Drive

West Conshohocken, PA 19428-2959

Standard

Referenced

reference

in code

number

Title

section number

A 6/A 6M— 04a

A 36/A 36M— 04

A 82— 02

A 123/A 123M— 02

A 153—03

A 185—02

A 240—04

A 252—98 (2002)
A 283/A 283M— 03
A 307—03
A416/A416M— 02
A 421/A 421M— 02
A 435/A 435M—
90 (2001)

A 463/A 463M— 02a
A 480/A480M— 02

A 496— 02
A 497—01
A 510—03
A 568/A 568M— 03

A 572/A 572M— 04
A 588/A 588M— 04

A 615/A 615M— 04a

A 641/A 641M— 03
A 653/A 653M— 04a

A 690— 00a

A 706/A 706M— 04a

Specification for General Requirements for Rolled Steel, Structural Steel Bars,
Plates, Shapes, and Sheet PiUng

Specification for Carbon Structural Steel

Specification for Steel Wire, Plain, for Concrete Reinforcement

Specification for Zinc (Hot-dip Galvanized) Coating on Iron and Steel Products . .

Specification for Zinc Coating (Hot-dip) on Iron and Steel Hardware

Specification for Steel Welded Wire Reinforcement, Plain for Concrete

Standard Specification for Chromium and Chromium-nictel Stainless Steel Plate,
Sheet and Strip for Pressure Vessels and for General Apphcations

Specification for Welded and Seamless Steel Pipe Piles

Specification for Low and Intermediate Tensile Strength Carbon Steel Plates ....

Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength

Specification for Steel Strand, Uncoated Seven- wire for Prestressed Concrete. . . .
Specification for Uncoated Stress-relieved Steel Wire for Prestressed Concrete . .

Table 1704.3

..1809.3.1,2103.13.5
.2103.13.5,2103.13.6

2103.13.7.2

.2103.13.7.2,2304.9.5
.2103.13.4,2103.13.5

.Table 1507.4.3(1), 2103.13.5
.1809.3.1,1810.6.1,1810.8.2

1809.3.1,1810.6.1

1911.1,2103.13.5

1809.2.3.1,2103.13.6

2103.13.6

Specification for Straight-beam Ultrasonic Examination of Steel Plates 1708.4

Specification for Steel Sheet, Aluminum-coated, by the Hot Dip Process Table 1507.4.3(2)

Specification for General Requirements for Flat-rolled Stainless and Heat-resisting Steel
Plate, Sheet, and Strip 2103.13.5

Specification for Steel Wire, Deformed for Concrete Reinforcement 2103.13.3

Specification for Steel Welded Reinforcement Deformed, for Concrete 2103.13.4

Specification for General Requirements for Wue Rods and Coarse Round Wire, Carbon Steel 2103.13.6

Specification for Steel, Sheet, Carbon, and High-strength, Low-alloy, Hot-rolled and
Cold-rolled, General Requirements for Table 1704.3

Specification 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, 1810.8.2, 1908.1.5, 2103.13.1, 2103.13.6

Specification for Zinc-coated (Galvanized) Carbon Steel Wire 2103.13.7.1

Specification for Steel Sheet, Zinc-coated Galvanized or Zinc-iron Alloy-coated

Galvannealed by the Hot-dip Process Table 1507.4.3(1), Table 1507.4.3(2), 2103.13.7.1

Standard Specification for High Strength Low-alloy Steel H-piles and Sheet Piling for

Use in Marine Environments 1809.3.1

Specification for Low-alloy Steel Deformed and
Plain Bars for Concrete Reinforcement 1704.4.1, Table 1704.3, 1908.1.5, 2103.13.1, 2103.13.6, 2108.3

200S IIMTERINIATIOMAL BUILDIIMG CODE''

REFERENCED STANDARDS

A 722/A 722M—

98 (2003)

A 755/A 755M— 04

A 767/A 767M— 00b
A 775/A 775M— 04
A 792/A 792M— 03

A 875/A 875M— 02a

A 884— 02

A 898/A 898M—

91 (2001)

A 899—91 (2002)

A 913/A 913M— 04

A924— 04

A 951—02

A 992— 04a

A 996/A 996M— 04

A1008/A1008M— 04b

B 42— 02e01
B43— 04
B68— 02
B88— 03
B 101—02

B 209—04
B251— 02e01
B 280— 03
B 370— 03

B 695—00

C5— 03

C 22/C 22M— 00

C 27—98 (2002)

C 28/C 28M— OOeOl

C 3 1/3 IM— 98

C33— 03

C34— 03

C 35—95 (2001)

C 36/C 36M— 03

C 37/C 37M— 01

C55— 03

C 56—96 (2001)

C 59/C 59M— 00

C 61/C 61M— 00

C62— 04

C 67— 03ae01

C 73— 99a

C 79— 04a

C90— 03

C 91— 03a

C 94/C 94M— 04

C109/C109M— 02

C 126—99
C 140— 03

ASTWi— contiiniyed

Specification for Uncoated High-strength Steel Bar for Prestressing Concrete 1810.8.2, 2103.13.6, 2106.1.1.3.1

Specification for Steel Sheet, Metallic-coated by the Hot-dip Process and Prepainted by the

Coil-coating Process for Exterior Exposed Building Products Table 1507.4.3(1), Table 1507.4.3(2)

Specification for Zinc-coated (Galvanized) Steel Bars for Concrete Reinforcement 2103.13.1

Specification for Epoxy-coated Steel Reinforcing Bars 2103.13.1

Specification for Steel Sheet, 55% Aluminum-zinc Alloy-coated by the

Hot-dip Process Table 1507.4.3(1), Table 1507.4.3(2)

Standard Specification for Steel Sheet Zinc-5 percent. Aluminum Alloy-coated by the Hot-dip Process Table 1507.4.3(2)

Specification for Epoxy-coated Steel Wire and Welded Wire Fabric for Reinforcement 2103.13.7.3

Specification for Straight Beam Ultrasonic Examination of Rolled Steel Shapes 1708.4

Specification for Steel Wire Epoxy-coated 2103.13.7.3

Specification for High-strength Low-alloy Steel Shapes of Structural Quality,

Produced by Quenching and Self-tempering Process (QST) 1809.3.1

Standard Specification for General Requirements for Steel Sheet, MetaUic-coated by

die Hot-dip Process Table 1507.4.3(1)

Specification for Masonry Joint Reinforcement 2103.13.2

Standard Specification for Structural Shapes 1809.3.1

Specification for Rail-steel and Axle-steel Deformed Bars for
Concrete Reinforcement 2103.13.1, 2103.13.6

Specification for Steel, Sheet, Cold-rolled, Carbon, Structural, High-strength Low-alloy and

High-strength Low-alloy with Improved Formability 2103.13.5

Specification for Seamless Copper Pipe, Standard Sizes 909.13.1

Specification for Seamless Red Brass Pipe, Standard Sizes 909.13.1

Specification for Seamless Copper Tube, Bright Annealed (Metric) 909.13.1

Specification for Seamless Copper Water Tube 909.13.1

Specification for Lead-coated Copper Sheet and Strip for Building Construction Table 1404.5.3

Table 1507.4.3(1), Table 1507.2.9.2

Specification for Aluminum and Aluminum Alloy Steel and Plate Table 1507.4.3(1)

Specification for General Requirements for Wrought Seamless Copper and Copper-aUoy Tube 909.13.1

Specification for Seamless Copper Tube for Air Conditioning and Refrigeration Field Service 909.13.1

Specification for Cold-rolled Copper Sheet and Strip for

Building Construction 1404.5.2, Table 1507.2.9.2, Table 1507.4.3(1)

Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel 2304.9.5

Specification 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

Practice for Making and Curing Concrete Test Specimens in the Field Table 1704.4

Specification for Concrete Aggregates 721.3.1.4, 721.4.1.1.3

Specification 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 2506.2

Specification for Gypsum Lath Table 2507.2

Specification for Concrete Brick Table 721.3.2, 2103.1, 2105.2.2.1.2

Specification for Structural Clay Non-load Bearing Tile 2103.2

Specification for Gypsum Casting and Molding Plaster Table 2507.2

Specification for Gypsum Keene's Cement Table 2507.2

Specification for Building Brick (SoUd 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, 2104.5,

2105.2.2.1.1,2109.8.1.1

Specification for Calcium SiUcate 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, 1805.5.2.2,2103.1,2105.2.2.1.2

Specification for Masonry Cement Table 2103.8(1), Table 2507.2

Specification for Ready-mixed Concrete '. 109.3.1

Standard Test Method for Compressive Strength of Hydraulic Cement Mortars

(Using 2-in. or [50-mm] Cube Specimens) 2103.11.1

Specification for Ceramic Glazed Structural Clay Facing Tile, Facing Brick, and Solid Masoiuy Units 2103.2

Test Method Sampling and Testing Concrete Masonry Units and Related Units 721.3.1.2, 2105.2.2.1.2

•

560

2006 SNTERNATIONAL BUILDING CODE®

REFERENCED STANDARDS

C 150— 04

C 172—04

C 199—84 (2000)

C 206— 03

C 207—04

C 208—95 (2001)

C 212—00

C 216— 04a

C 270— 04

C 315—02

C317/C317M— 00

C 330— 04

C 331—04

C 406—00

C 442/C 442M— 04

C 472— 99 (2004)

C 473—03
C 474— 02
C 475—01
C 476— 02
C 503—03
C 514— 01

C 516—02

C 547—03

C 549—02

C552— 03

C 557—03

C 568—03

C 578—04

C 587—02

C 588/C 588M— 01

C 595—03

C 615—03

C 616— 03

C 629—03

C 630/C 630M— 03

C 631— 95a (2000)

C 635—00

C 636— 04
C 645— 04
C 652— 04a
C 728—97^'
C 744— 99
C 754— 04

C 836— 03

C 840— 04

C 841—03

C 842—99

C 843— 99e01

C 844— 99

C 847—00

C 887— 79a (2001)

C 897—00

ASTM — coottDimyedl

Specification for Portland Cement Table 2103.8(1), Table 2507.2

Practice for Sampling Freshly Mixed Concrete Table 1704.4

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 2103.8(1)

Specification for Cellulosic Fiber Insulating Board Table 1508.2, 2303.1.5

Specification for Structural Clay Facing Tile 2103.2

Specification for Facing Brick (Solid Masonry Units Made from Clay or Shale) 1805.5.2.2, 2103.2, 2105.2.2.1.1

Specification for Mortar for Unit Masonry 2103.8, Table 2103.8(2)

Specification for Clay Flue Linings 2113.11.1, Table 2113.16(1)

Specification for Gypsum Concrete 1914. 1

Specification for Lightweight Aggregates for Structural Concrete 721.1.1

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 andCoreboard 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 Metiiod for Physical Testing 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 2103.12, 2105.2.2.1.1, 2105.2.2.1.2,2105.2.2.1.3

Specification for Marble Dimension Stone (Exterior) 2103.4

Specification for Nails for the Application of Gypsum Board Table 720.1(2), Table 720.1(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 720.1(2), Table 720.1(3)

Specification for Perlite Loose Fill Insulation 721.3.1.4, 721.4.1.1.3

Standard Specification for Cellular Glass Thermal Insulation Table 1508.2

Specification for Adhesives for Fastening Gypsum Wallboard to Wood Framing Table 2506.2

Specification for Limestone Dimension Stone 2103.4

Standard Specification for Rigid, Cellular Polystyrene Thermal Insulation Table 1508.2

Specification for Gypsum Veneer Plaster Table 2507.2

Specification for Gypsum Base for Veneer Plasters Table 2507.2

Specification for Blended HydrauUc Cements Table 2103.8(1), Table 2507.2

Specification for Granite Dimension Stone 2103.4

Specification for Quartz Dimension Stone 2103.4

Specification for Slate Dimension Stone 2103.4

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) 1805.5.2.2, 2103.2, 2105.2.2.1.1

Standard Specification for Perlite Thermal Insulation Board Table 1508.2

Specification for Prefaced Concrete and Calcium Silicate Masonry Units 2103.1

Specification for Installation of Steel Framing Members to Receive Screw-attached
Gypsum Panel Products Table 2508.1, Table 251 1.1

Specification for High-solids Content, Cold Liquid-applied Elastomeric Waterproofing Membrane for
Use with Separate Wearing Course 1507.15.2

Specification for Apphcation and Finishing of Gypsum Board Table 2508.1, 2509.2

Specification for Installation of Interior Lathing and Furring Table 2508. 1 , Table 25 1 1 . 1

Specification for Application of Interior Gypsum Plaster Table 2511.1, 2511.3, 2511.4

Specification for Apphcation of Gypsum Veneer Plaster Table 2511.1

Specification for Apphcation of Gypsum Base to Receive Gypsum Veneer Plaster Table 2508.1

Specification for Metal Lath Table 2507.2

Specification for Packaged, Dry Combined Materials for Surface Bonding Mortar 807.2.2, 2103.9

Specification for Aggregate for Job-mixed Portland Cement-based Plasters Table 2507.2

200S INTERNATIONAL BUDLDllNG CODE®

561

REFERENCED STANDARDS

C 926— 98a

C931/C931M— 04

C 932—03

C 933—04

C 946—91 (2001)

C 954— 00

C 955—03

C 956— 04
C 957— 04

C 960— 04
C1002— 01

C1006— 84 (2001)
C 1007— 04

C1019— 03
C 1029— 02
C 1032— 04
C 1047— 99
C1063— 03

C 1072— 00a
C 1088— 02
CI 167— 03
C1177/C1177M— 04
C1178/C1178M— 04
CI 186— 02
CI 26 1—04
C1278/C 1278M— 03
CI 280— 04
C1283— 03e01
C1288— 01
C 1289— 03
C1314— 03b
CI 325— 04
CI 328— 03a
CI 329— 04
C1386— 98

C1395/1395M— 04

CI 396— 02

C 1405— 00a

C1492— 03

D 25— 99E01

D 41—94 (2000) eOl

D 43—94 (2000)

D 56— 02a

D 86— 04b

D 93— 02a

D 225—04

D 226— 97a

ASTM — continyed

Specification for Application of Portland Cement Based-plaster 2109.8.4.6, 2510.3,

Table 2511.1, 2511.3, 2511.4, 2512.1, 2512.1.2
2512.2, 2512.6, 2512.8.2, 2512.9, 2513.7

Specification 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 Practice for Construction of Dry-stacked, Surface-bonded Walls 2103.9, 2109.2.3.2

Specification 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 Table 2506.2, Table 2507.2

Standard 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

Specification for Installation of Cast-in-place Reinforced Gypsum Concrete 1914.1

Specification for High-soUds Content, Cold Liquid-applied Elastomeric Waterproofing Membrane with

Integral Wearing Surface 1507.15.2

Specification for Predecorated Gypsum Board Table 2506.2

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

Test Method for SpUtting Tensile Strength of Masonry Units 2103.11.1

Specification for Installation of Load Bearing (Transverse and Axial) Steel Studs and

Related Accessories Table 2508.1, Table 251 1.1

Test Method of Sampling and Testing Grout 2105.2.2.1.1,2105.2.2.1.2,2105.2.2.1.3

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 2109.8.4.6, 2510.3, Table 2511.1, 2512.1.1

Standard Text Method for Measurement of Masonry Flexural Bond Strength 2103.11.1

Specification for Thin Veneer Brick Units Made from Clay or Shale 2103.2

Specification for Clay Roof Tiles 1507.3.4

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 Flat Nonasbestos Fiber Cement Sheets 1404.10

Specification for Firebox Brick for Residential 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, 2508.2

Practice for Installing Clay Flue Liners 21 13.12

Standard Specification for Discrete Nonasbestos Fiber-cement Interior Substrate Sheets 2509.2

Standard Specification for Faced Rigid Cellular Polyisocyanurate Thermal Insulation Board Table 1508.2

Test Method for Compressive Strength of Masonry Prisms 2105.2.2.2.2,2105.3.1,2105.3.2

Standard Specification for Nonasbestos Fiber-mat Reiirforced Cement Interior Substrate Sheets 2509.02

Specification for Plastic (Stucco Cement) Table 2507.2

Specification for Mortar Cement Table 2103.8(1)

Specification for Precast Autoclaved Aerated Concrete (PAAC)
Wall Construction Units 2102.1, 2103.3, 2105.2.2.1.3

Specification for Gypsum Ceiling Board Table 2506.2

Standard Specifications for Gypsum Wallboard Table 2506.2

Standard Specification for Glazed Brick (Single Fired, Solid Brick Units) 2103.2

Standard Specification for Concrete Roof Tile 1507.3.5

Specification for Round Timber Piles 1809.1.1, 2303.1.1 1

Specification for Asphalt Primer Used in Roofing, Dampproofing and Waterproofing Table 1507.10.2

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 Distillation of Petroleum Products at Atmospheric Pressure 307.2

Test Method for Flash Point By Pensky-Martens Closed Cup Tester 307.2

Specification 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, 1507.2.3, 1507.3.3, 1507.6.3,

1507.7.3, Table 1507.8, 1507.8.3, 1507.9.3, 1507.9.4, Table 1507.10.2

•

5S2

2006 D^9TERS^ATeONAL BUILDING CODE®

REFERENCED STAS^DARDS

D 227—03

D 312— 00

D 422—^3 (2002)

D 450—96 (2000)e01

D 635—03

D1143— 81
(1994) EOl
D 1227— 00
D 1557— 02

D1586— 99
D1761— 88(2000)e01
D1863— 03
D1929— 96 (2001)e01
D1970— 01

D2166— 00
D2178— 97a
D2216— 98
D2487— 00
D2626— 04
D2822— 91 (97)e01
D2823— 90 (97) el
D2843— 99 (2004)
D2850— 03a
D2898— 94 (1999)
D3019— eOl(Supp)

D3 161— 03b
D3200— 74 (2000)

D3201— 94 (2003)

D3278— 96e01
D3462— 04
D3468— 99

D3679— 04
D3689— 90 (1995)
D3737— 03
D3746— 85 (2002)
D3747— 79 (2000e01)
D3909— 97b

D 3957—03
D4022— 94 (2000)e01
D4272— 03
D4318— 00
D4434— 04
D4479— 00
D4586— 00
D4601— 98
D4637— 04
D4829— 03
D4869— 04

D4897— 01
D4945— 00
D4990— 97a
D5019— 96e01

ASTM-

SpeciJBcation for Coal-tar-saturated Organic Felt Used in Roofing and Waterproofing Table 1507.10.2

Specification for Asphalt Used in Roofing Table 1507.10.2

Test Method for Particle-size Analysis of Soils 1802.3.2

Specification 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 Plastics 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 mJm)] 1803.5

Specification for Penetration Test and Split-barrel Sampling of Soils 1613.5.5

Test Metiiod 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 402.15.4, 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, 1507.3.9, 1507.5.6, 1507.8.7, 1507.9.8

Test Method for Unconfined Compressive Strength of Cohesive Soil 1613.5.5

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 1613.5.5

Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System) Table 1610.1, 1802.3.1

Specification 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 Coatings Table 1507.10.2

Test for Density of Smoke from the Burning or Decomposition of Plastics 2606.4

Test Method for Unconsolidated, Undrained Triaxial Compression Test on Cohesive Soils 1613.5.5

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, Nonfibered,

Asbestos Fibered and Nonasbestos Fibered Table 1507.10.2

Test Method for a Wmd Resistance of Asphah Shingles (Fan Induced Method) 1504.1.1, 1507.2.5

Standard Specification and Test Method for EstabUshing Recommended Design Stresses for

Round Timber Construction Poles 2303.1.11

Test Method for Hygroscopic Properties of

Fire-retardant-treated Wood and Wood-based Products 2303.2.4

Test Methods for Flash Point of Liquids by Small Scale Closed-cup Apparatus 307.2

Specification for Asphalt Shingles Made from Glass Felt and Surfaced with Mineral Granules 1507.2.5

Specification 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

Metiiod for Testing Individual Piles Under Static Axial Tensile Load 1808.2.8.5

Practice for EstabUshing 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 1507.2.9.2, 1507.6.4, Table 1507.10.2

Standard Practices for Establishing Stress Grades for Structural Members Used in Log Buildings 2303.1.10

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 Mediods for Liquid Limit, Plastic Limit and Plasticity Index of Soils 1613.5.5, 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 1507.2.3, 1507.5.3, 1507.6.3, 1507.7.3, 1507.8.3, 1507.9.3

Specification for Asphalt-coated Glass Fiber Venting Base Sheet Used in Roofing Table 1507.10.2

Test Metiiod for High-sti-ain 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 Nonvulcanized Polymeric Sheet Used in Roofing Membrane 1507.12.2

200S liVITEIRMATBOWAL BUILDING CODE®

REFERENCED STANDARDS

D5055— 04
D5456— 03
D5516— 03

D5643— 94 (2000)e01
D5664— 02

D5665— 99a
D5726— 98
D6083— 97a
D6162— OOA

D6163— 00 EOl

D6164— 00

D6222— 02

D6223— 02

D6298— 00

D6305— 02e01

D6380— Of
D6381— 03

D6694— 01

D6754— 02
D6757— 02
D6841— 03

D6878— 03
E72— 02
E84— 04

E90— 04

E 96— OOeOl
E 108—04
E 119—00

E 136— 99e01
E 328—02
E 330— 02

E 331—00

E 492—04

E 518— 03
E 519— 02
E 605—00

E 681—04
E 736— 00
E 814— 02

— contDoyed

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 Rexural 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 Acryhc 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 1507.11.2

Specification for Styrene-Butadiene-Styrene (SBS) Modified Bituminous Sheet Materials

Using Glass Fiber Reinforcements 1507.11.2

Specification for Styrene-Butadiene-Styrene (SBS) Modified Bituminous Sheet Metal Materials

Using Polyester Reinforcements 1507.1 1.2

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 1507.1 1.2

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

Standard Specification for Asphalt RoU Roofing (Organic) Felt 1507.2.9.2, 1507.3.3, 1507.6.4

Standard Test Method for Measurement of

Asphalt Shingle Mechanical Uplift Resistance 1504.2.1, Table 1504.2.1, 1609.5.2

Standard Specification for Liquid-applied Silicone Coating Used in

Spray Polyurethane Foam Roofing 1507.15.2

Standard Specification for Ketone Ethylene Ester Based Sheet Roofing 1507.13.2

Standard Specification for Inorganic Underlayment for Use with Steep Slope Roofing Products 1507.2.3

Standard Practice for Calculating Design Value Treatment Adjustment Factors for

Fire-retardant-tteated Lumber 2303.2.2.2

Standard Specification for Thermoplastic Polyolefin Based Sheet Roofing 1507.13.2

Standard Test Methods of Conducting Strength Tests of Panels for Building Construction 21 03. 11.1

Test Methods for Surface Burning Characteristics of Building Materials 402.10,

402.15.4, 406.5.2, 410.3.5.3,

703.4.2, 719.1, 719.4, 802.1, 803.1, 803.5, 803.6.1,806.5,

1407.9, 1407.10.1, 2303.2, 2603.3, 2603.4.1.13, 2603.5.4, 2604.2.4, 2606.4, 31054

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 Constiniction and Materials 410.3.5.2, 703.2, 703.2.1,

703.2.3,703.3, 704.7, 704.9, 706.2.1, 706.7, 711.3.2,

712.3.1, 713.1, 713.4, 714.7, 715.2, 716.5.2,

716.5.3, 716.6.1, 716.6.2, Table 720.1(1), 1407.10.2,

2103.2, 2603.4, 2603.4.1.13,2603.5.1

Test Method for Behavior of Materials in a Vertical Tube Furnace at 750°C 703.4.1

Methods for Stiess Relaxation for Materials and Structures 2103.13.6

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

Standard Test Methods for Flexural Bond Strength of Masonry 2101.3.11.1

Standard Test Method for Diagonal Tension (Shear) in Masonry Assemblages 21 03. 11.1

Test Method for Thickness and Density of Sprayed Fire-resistive Material (SFRM)

AppUed to Sti^ctural Members 1704.10.3, 1704.10.3.1, 1704.10.3.2, 1704.10.4

Test Methods for Concentration Limits of Flanunability of Chemical Vapors and Gases 307.2

Test Method for Cohesion/Adhesion of Sprayed Fire-resistive Materials Apphed to Structural Members 1704.10.5

Test Method of Fire Tests of Through-penetration Firestops 702.1,712.3.1.2,712.4.1.1,712.4.1.1.2

•

2006 DNTERNATIONAL BUILDtNG CODE®

KEFEREMCED STAWDARDS

E 970— 00

E1300— 04e01

E1592— 01

E1602— 03
E1886— 04

E1966— 00
E1996— 04

E 2307—04

F 547—01
F1346— 91 (2003)

F1667— 03

F2006— 00

F2090— Ola

G 152—04
G 154— OOA
G 155— 04

ASTM-

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 2404.1, 2404.2, 2404.3.1, 2404.3.2,

2404.3.3, 2404.3.4, 2404.3.5

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 SoUd Fuel-himing Masonry Heaters 2112.2

Test Method for Performance of Exterior Windows, Curtain Walls,
Doors and Storm Shutters Impacted by Missiles and exposed to Cyclic Pressure Differentials 1609.1.2

Test Method for Fire-resistant Joint Systems 702.1, 7.13.3

Specification for Performance of Exterior Windows, Glazed Curtain Walls, Doors and
Storm Shutters Impacted by Windbome Debris in Hurricanes 1609.1.2, 1609.1.2.1

Standard Test Method for Determining Fire Resistance of Perimeter Fire Barrier Systems

Using Intermediate-scale, Multistory Test Apparatus 713.4

Terminology of Nails for Use with Wood and Wood-based Materials Table 2506.2

Performance Specification for Safety Covers and Labeling Requirements for All Covers for

Swimming Pools, Spas and Hot Tubs 3109.4, 3109.4.1.8

Specification for Driven Fasteners: Nails, Spikes and Staples Table 720.1(2), Table 720.1(3),

1507.2.6, 2303.6, Table 2506.2

Standard/Safety Specification for Window Fall Prevention Devices for

Nonemergency Escape (Egress) and Rescue (Ingress) Wmdows 1405.12.2

Specification for Window Fall Prevention Devices with

Emergency Escape (Egress) Release Mechanisms 1405.12.2

Practice for Operating Open Flame Carbon Arc Light Apparatus for Exposure of Nonmetallic Materials 1504.6

Practice for Operating Fluorescent Light Apparatus forUV Exposure of Nonmetallic Materials 1504.6

Practice for Operating Xenon Arc Light Apparatus for Exposure of Nonmetallic Materials 1504.6

The Association of the Wall and Ceiling Industries International
803 West Broad Sti-eet, Suite 600
Falls Church, VA 22046

Standard
reference
number

Tide

Referenced

in code

section number

12— B— 98

Technical Manual 12-B Standard Practice for the Testing and Inspection of

Field AppUed This — ^Film Intumescent Fire-resistive Materials; an Annotated Guide, First Edition .

1704.11

Standard

Referenced

reference

in code

number

Title

section number

CI— 00

M4— 02

Ul— 04

American Wood-Preservers' Association
PO. Box 5690
Grandbury, TX 76049

Title

All Timber Products — Preservative Treatment by Pressure Processes 1505.6

Standard for the Care of Preservative-treated

Wood Products 1809.1.2, 2303.1.8

USE CATEGORY SYSTEM: User Specification for Treated Wood Except Section 6,

Commodity Specification H ; 1403.5, 1505.6, Table 1507.9.5, 1805.4.5,

1805.4.6, 1805.7.1, 1809.1.2, 2303.1.8, 2304.11.2, 2304.11.4, 2304.11.6, 2304.11.7

American Welding Society

550 N.W LeJeune Road

Miami, FL 33126

Referenced
in code

Title section number

Soiictiiral Welding Code— Steel Table 1704.3, 1704.3.1, 1708.4

Structiiral Welding Code— Sheet Steel Table 1704.3

Structiiral Welding Code— Reinforcing Steel Table 1704.3, Table 1704.4

Standard
reference
number

Dl.l— 04
D 1.3— 98
D1.4— 98

2006 IWTERMATIIOMAL BUILDIMG CODE'^

565

REFERENCED STANDARDS

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—99
A 156.19—02

American National Standard for Power Operated Pedestrian Doors 1008.1.3.2

Standard for Power Assist and Low Energy Operated Doors 1008.1.3.2

Canadian General Standards Board

222 Queens Street

14th Floor, Suite 1402

Ottawa, Ontario, Canada lOA 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 1507.11.2

Standard
reference
number

37-GP-52M (1984)
CAN/CGSB 37.54—95
37-GP-56M (1980)

Canadian Standards Association
5060 Spectrum Way, Suite 100
Mississauga, Ontario, L4W 5N6 Canada

•

Standard
reference
number

Title

Referenced

in code

section number

101/I.S.2/A440— 05

Specifications for Windows, Doors and Unit Skylights 1714.5.1, 2405.5

Standard

Referenced

reference

in code

number

Tide

section number

16 CFR Part
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)

Consumer Product Safety Commission
4330 East West ffighway
Bethesada, MD 20814-4408

Tide

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 804.4.1

Cedar Shake and Shingle Bureau
P.O. Box 1178
Sumas,WA 98295-1178

•

Standard
reference
number

Tide

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

5SS

2006 INTERNATIONAL BUILDING CODE®

REFERENCED STANDARDS

Door and Access Systems Manufacturers
Association International
1300 Summer Avenue
Cleveland, OH 44115-2851

Standard
reference
number

Title

Referenced

in code

section number

107—98 (03)

Room Fire Test Standard for Garage Doors Using Foam Plastic Insulation 2603.4.1.9

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 2303.1.4, 2304.6.2, Table 2304.7(4),

Table 2304.7(5), 2306.3.1, Table 2306.3.1, Table 2306.3.2

Performance Standard for Wood-based Structural-use Panels 2303.1.4, 2304.6.2,

Table 2304.7(5), Table 2306.3.1, 2306.3.1, Table 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

U.S. Department of Labor
c/o Superintendent of Documents
U.S. Government Printing OfBce
Washington, DC 20402-9325

Standard
reference
number

Title

Referenced

in code

section number

29 CFR Part 1910.1000

(1974)

Air Contaminants 902.1

49 CFR— 1998

49 CFR Parts 173.137
(1990)

U.S. Department of Transportation
c/o Superintendent of Documents
U.S. Government Printing OfBce
Washington, DC 20402-9325

Standard

Referenced

reference

in code

number

Title

section number

Specification of Transportation of Explosive and Other Dangerous Articles,
UN 0335,UN 0336 Shipping Containers

Shippers — General Requirements for Shipments and Packaging — Class 8 — Assignment of Packing Group

.307.2
307.2

Federal Emergency Management Agency
Federal Center Plaza
500 C Street S.W.
Washington, DC 20472

Standard
reference
number

Title

Referenced

in code

section number

FIA-TBll— 01

Crawlspace Construction for Buildings Located in Special Flood Hazard Areas 1807.1.2.1

200S INTERNATIONAL BUILDING CODE®

5S7

REFERENCED STANDARDS

4450 (1989)

4470 (1992)
4880 (2001)

Factory Mutual

Standards Laboratories Department
1151 Boston-Providence Turnpike
Norwood, MA 02062

Title

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 1504.3.1, 1504.7

American National Standard for Evaluating Insulated Wall or Wall and

Roof/Ceiling Assemblies, Plastic Interior Finish Materials, Plastic Exterior Building I^els,

Wall/Ceiling Coating Systems, Interior and Exterior Finish Systems 2603.4, 2603.9

Standard

Referenced

reference

in code

number

Title

section number

•

Gypsum Association
810 First Street N.E. #510
Washington, DC 20002-4268

Standard
reference
number

Title

Referenced

in code

section number

GA216— 04
GA 600—03

Application and Finishing of Gypsum Board.
Fire-Resistance Design Manual, 17th Edition.

Table 2508.1, 2509.2

. Table 720.1(1), Table 720.1(2), Table 720.1(3)

Hardwood Plywood Veneer Association
1825 Michael Faraday Drive
Reston, VA 20190-5350

Standard
reference
number

Title

Referenced

in code

section number

•

HP- 1—2000

The American National 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/ANSI Al 17. 1—03

ICC 300—02
ICC EC— 06

lECC— 06
IFC— 06

IFGC— 06
IMC— 06

IPC— 06

Accessible and Usable Buildings and Facilities 406.2.2, 907.9.1.4,1007.6.5,

1010.1, 1010.6.5, 1010.9, 1011.3, 1101.2, 1102.1, 1103.2.14,

1106.7, 1107.2, 1108.2.2, 1109.1, 1109.2, 1109.2.1.1, 1109.2.2, 1109.3,

1109.4, 1109.8, 3001.3, 3409.6, 3409.8.2, 3409.8.3

ICC Standard on Bleachers, Folding and Telescopic Seating and Grandstands 1025.1.1, 3401.1

ICC Electrical Code* 101.4.1, 107.3,414.5.4,415.8.2.8.1,904.3.1,907.5,909.11,

909.12.1, 909.16.3, 1205.4.1, 1405.10.4, 2701.1, 2701.1, 3401.3

International Energy Conservation Code* 101.4.7, 1203.3.2, 1301.1.1, 1403.2

International Fire Code* 101.4.6, 102.6, 201.3, 307.1, 307.1.1, 307.2, Table 307.1(1),

404.2, 406.5.1, 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, 414.2.5, Table 414.2.5(1), Table 414.2.5(2), 414.3, 414.5, 414.5.1,

Table 414.5.1, 414.5.2, 414.5.4, 414.5.5, 414.6, 415.1,415.2, 415.3, 415.3.1, Table 415.3.1,

Table 415.3.2, 415.6, 415.6.1, 415.6.1.4, 415.6.2, 415.6.2.3, 415.6.2.5, 415.6.2.7, 415.6.2.8,

415.6.2.9, 415.6.3, 415.6.3.3.3, 415.6.3.5, 415.6.4, 415.7, 415.8.1, 415.8.2.7, 415.8.5.1, 415.8.7.2,

415.8.9.3, 415.8.10.1, 416.1, 420.1, 420.7, 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, 905.1,905.3.6, 906.1, 907.2.5, 907.2.12.2, 907.2.14,

907.2.16, 907.14, 907.19, 909.20, 910.22, Table 910.3, 1001.3, 1203.4.2, 1203.5,2702.1, 2702.2.9,

2702.2.11, 2702.2.12,2702.2.13, 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, Table 307.1(1), 415.6.3, 2113.11.1.2, 2113.15, 2801.1, 3401.3

International Mechanical Code* 101.4.3, 201.3, 307.1, Table 307.1(1), 406.4.2, 406.6.3, 406.6.5, 409.3,

412.4.6, 414.1.2,414.3, 415.6.1.4, 415.6.2, 415.6.2.8, 415.6.3, 415.6.4, 415.8.11.1,

416.3, 420.5, 603.1, 707.2, 716.2.2, 716.5.4, 716.6.1, 716.6.2, 716.6.3, 717.5, 719.1,719.7, 903.2.12.1,

904.2.1, 904.11, 908.6, 909.1, 909.10.2, 1015.5, 1017.4.1, 1203.1, 1203.2.1, 1203.4.2,

1203.4.2.1, 1203.5, 1209.3, 2304.5,2801.1, 3004.3.1, 3401.3, 3410.6.7.1, 3410.6.8,3410.6.8.1

101.4.4, 201.3, 415.6.4, 717.5, 903.3.5, 912.5, 1206.3.3,

1503.4, 1807.4.3, 2901.1, Table 2902.1, 2902.1.1, 3305.1, 3401.3

International Plumbing Code*

•

2006 INTERNATIONAL BUDLDfNG CODE®

REFERENCED STANDARDS

IPMC— 06
IPSDC— 06
IRC— 06
IWUIC— 06
SBCCI SSTD 10—99
SBCCISSTD 11—97

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, 308.2, 308.3, 308.5, 310.1, 2308.1, 3401.3

International Wildland-Urban Interface Code^w Table 1505.1

Standard for Hurricane Resistant Residential Construction 1609.1.1, 1609.1.1.1, 2308.2.1

Test Standard for Determining Wind Resistance of Concrete or Clay Roof Tiles 1715.2.1, 1715.2.2

International Standards Organization

ISO Central Secretariat!, rue de Varembee, Case postale 56

CH-1211 Geneva 20, Switzeriand

Standard
reference
number

Title

Referenced

in code

section number

ISO 8115—86

Cotton Bales-Dimensions and Density Table 415.8.2.1.1

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

National Concrete Masonry Association
2302 Horse Pen Road
Hemdon, VA 22071-3499

Standard
reference
number

Title

Referenced

in code

section number

TEK 5-84 (1996)

Details for Concrete Masonry Fire Walls Table 720.1(2)

Standard

Referenced

reference

in code

number

Title

section number

11—02
12—00
12 A— 04
13—02

13D— 02

13R— 02

14—03

16—03

17—02

17A— 02

30—03

31—01

32—00

40—01

61—99

National Fire Protection Association
1 Batterymarch Park
Quincy, MA 02269-9101

Title

Low Expansion Foam 904.7

Carbon Dioxide Extinguishing Systems 904.8, 904.1 1

Halon 1301 Fire Extinguishing Systems 904.9

Installation of Sprinkler Systems 707.2, 903.3.1.1, 903.3.2, 903.3.5.1.1,903.3.5.2,

904.11, 905.3.4, 907.8,3104.5, 3104.9
Installation of Sprinkler Systems in One- and Two-family Dwellings and

Manufactured Homes 903.3.1.3, 903.3.5.1.1

Installation of Sprinkler Systems in Residential Occupancies Up to and

Including Four Stories in Height 903.3.1.2, 903.3.5.1.1, 903.3.5.1.2, 903.4

Installation of Standpipe and Hose System 905.2, 905.3.4, 905.4.2, 905.8

Installation Foam-water Sprinkler and Foam- water Spray Systems 904.7, 904.11

Dry Chemical Extinguishing Systems 904.6, 904.11

Wet Chemical Extinguishing Systems 904.5, 904.1 ]

Flanunable and Combustible Liquids Code 415.3

Installation of Oil-burning Equipment 2113.15

Dry Cleaning Plants 415.6.4

Storage and Handling of Cellulose Nitrate Film 409.1

Prevention of Fires and Dust Explosions in Agricultural and Food Product FaciUties 415.6.1

2006 INTERNATIONAL BUILDING CODE®

569

REFERENCED STANDARDS

72—02

80—99

85—04

92B— 05
101—03
105—03
110—02
111—01
120—99
211—03
230—03
252—03
253—00

257—00
259—04
265—02

268—01

285—98

286—00

288—01

303—00
409—01
418—01
651—98
654—00

655—01
664—02
701—99

704—01

1124—03

2001—04

NFPA^contSnued

National Fire Alarm Code 901.6, 903.4.1, 904.3.5, 907.2, 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, 911.1, 3006.5

Fire Doors and Fire Windows 508.2.2.1, 715.4,

715.4.5, 715.4.6.1, 715.4.7.2, 715.5, 1008.1.3.3

Boiler and Combustion System Hazards Code 415.6.1

(Note: NFPA 8503 has been incorporated into NFPA 85)

Smoke Management Systems in Malls, Atria and Large Spaces 909.8

Life Safety Code 1025.6.2

Standard for the Installation of Smote Door Assemblies 405.4.2, 715.4.3.1, 909.20.4.1

Emergency and Standby Power Systems 2702. 1

Stored Electrical Energy Emergency and Standby Power Systems 2702.1

Coal Preparation Plants 415.6.1

Chimneys, Fireplaces, Vents and SoUd Fuel-burning Appliances 21 12.5

Standard for the Fire Protection of Storage .507.3

Standard Methods of Fire Tests of Door AssembUes 715.3, 715.4.1, 715.4.2, 715.4.3, 715.4.4.1

Test for Critical Radiant Hux of Roor Covering Systems Using a

Radiant Heat Energy Source 402.11.1,406.6.4, 804.2, 804.3

Standard for Fu-e Test for Window and Glass Block Assemblies 715.3,715.4.3.2,715.5,715.5.1,715.5.2,715.5.8.1

Test Method for Potential Heat of Buildmg Materials 2603.4.1.10, 2603.5.3

Method of Fire Tests for Evaluating Room Fire Growth Contribution of

Textile Wall Coverings on Full Height Panels and Walls 803.6.2, 803.6.2.1

Standard 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

Standard Method of Test for the Evaluation of FlammabiUty Characteristics of
Exterior Nonload-bearing Wall AssembUes Containing Combustible Components 1407.10.4, 2603.5.5

Standard Method of Fire Test for Evaluating Contribution of Wall and

Ceiling Interior Finish to Room Fire Growth 402.15.4, 803.2, 803.2.1,

803.5, 803.6.3, 2603.4, 2603.9

Standard Methods of Fire Tests of Floor Fire Door AssembUes in

Fire-resistance-rated Floor Systems 711.8, 712.4.1.5

Fire Protection Standards for Marinas and Boatyards 905.3.7

Aircraft Hangars 412.2.6, 412.4.5

Standard for HeUports 412.5.5

Machining and Finishing of Aluminum and the Production and HandUng of Aluminum Powders 415.6.1

Prevention of Fire & Dust Explosions from the Manufacturing, Processing and Handling of

Combustible Particulate SoUds 415.6.1

Prevention of Sulfur Fires and Explosions 415.6.1

Prevention of Fires Explosions in Wood Processing and Woodworking FaciUties 415.6.1

Standard Methods of Fire Tests for Flame-propagation of

Textiles and Films 402.11.1, 410.3.6, 801.1.2, 806.1, 806.1.2, 806.2,

3102.3, 3102.3.1, 3102.6.1.1, 3105.4

Standard 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

•

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
MNL 128—01

Design for Fire Resistance of Precast Prestressed Concrete 721.2.3.1

Recommended Practice for Glass Fiber Reinforced Concrete Panels 1903.2

570

2006 INTERi^ATIONAL BUILDING CODE®

BEFEREMCED STANDAIRDS

PTI— 2004

Post-Tensioning Institute

1717 W. Northern Avenue, Suite 114

Phoenix, AZ 85021

Standard

Referenced

reference

in code

number

Title

section number

Standard Requirements for Analysis of Shallow Concrete Foundations on Expansive
Soils, First Edition

Standard Requirements for Design of Shallow Post-tensioned Concrete Foundation on
Expansive Soils

.1805.8.2
.1805.8.2

Rack Manufacturers Institute
8720 Red Oak Boulevard, Suite 201
Charlotte, NC 28217

Standard
reference
number

Title

Referenced

in code

section number

RMI (2002)

Specification for Design, Testing and Utihzation of Industrial Steel Storage Racks 2208.1

tl-

JG-1.1— 05
K-1.1— 05
LH/DLH-1.1— 05

Steel Joist Institute
3127 10th Avenue, North
Myrtle Beach, SC 29577-6760

Standard

Referenced

refereiice

in code

number

Title

section number

Standard Specification for Joist Girders 1604.3.3, 2206.1

Standard Specification for Open Web Steel Joists, K-Series 1604.3.3, 2206.1

Standard Specification for Longspan Steel Joists, LH Series and Deep Longspan Steel Joists,
DLH Series 1604.3.3, 2206.1

Single-Ply Roofing Institute
77 Rumford Ave.
Suite 3-B
Walthem, MA 02453

Standard
reference
number

Title

Referenced

in code

section number

ES-1— 03
RP-4— 02

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

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

0216—97

The Masonry Society
3970 Broadway, Unit 201-D
Boulder, CO 80304-1135

Standard

Referenced

reference

in code

number

Title

section number

Standard Method for Determining Fire Resistance of Concrete and Masoiu^ Construction
Assemblies

.Table 720.1(2), 721.1

2006 lOTERIMATIONAL BUILDING CODE®

REFERENCED STANDARDS

TWiS — coinitiiinued

402—05 Building Code Requirements for Masonry Structures 1405.5, 1405.5.2, 1405.9, 1604.3.4, 1704.5, 1704.5.1,

Table 1704.5.1, 1704.5.2, 1704.5.3, Table 1703.4.5.3, 1708.1.1,

1708.1.2, 1708.1.3,1708.1.4, 1805.5.2, 1812.7,2101.2.2,2101.2.3,

2101.2.4, 2101.2.5, 2101.2.6, 2103.1.3.6, 2106.1, 2106.1.1, 2106.1.1.1,

2106.1.1.2, 2106.1.1.3, 2106.3, 2106.4, 2106.5, 2106.6, 2107.1, 2107.2,2107.3,

2107.4, 2107.5, 2107.6, 2107.7, 2107.8, 2108.1, 2108.2, 2108.3, 2108.4, 2109.1, 2109.2.3.1,2109.7.3

602—05 Specification for Masonry Structures 1405.5.1, Table 1704.5.1, Table 1704.5.3, 2103.13.7,

2104.1, 2104.1.1, 2104.3, 2104.4

•

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 2303.4.2, 2306.1

Underwriters Laboratories, Inc.
333 Pfingsten Road
Northbrook, IL 60062-2096

Standard

Referenced

reference

in code

number

Title

section number

lOA— 98
lOB— 97
IOC— 98
14B— 98

14C— 99
94—96
103—01
127—99
199E— 04

217—97
268—96
300—96

555—99
555C— 96
555S— 99
580—94
641—95
71 OB— 2004
790—98

793—97
864—03

1040—96
1256—02
1479—94

1482—98
1715—97
1777—04
1784—95
1897—98
1975—96
2017—2000

Tin Clad Fire Doors — with Revisions through March 2003 715.4

Fire Tests of Door AssembUes — with Revisions through October 2001 715.4.2

Positive Pressure Fire Tests of Door AssembUes — with Revisions through November 2001 715.4.1, 715.4.3

SUding Hardware for Standard Horizontally Mounted Tin Clad Fire Doors —

with Revisions through July 2000 715.4

Swinging Hardware for Standard Tm Clad Fire Doors Mounted Singly and in Pairs 715.4

Test for Flammability of Plastic Materials for Parts in Devices and Appliances 402. 11.1

Factory-built Chimneys, for Residential Type and Building Heating AppUances 717.2.5

Factory-built Fireplaces — with Revisions through November 1999 717.2.5,2111.11

Outline of Investigation for Fire Testing of Sprinklers and Water Spray Nozzles for Protection of

Deep Fat Fryers 904.11.4.1

Single and Multiple Station Smoke Alarms — with revisions through January 2004 907.2.10

Smoke Detectors for Fire Protective Signaling Systems — with Revisions through January 1999 407.6, 907.2.6.2

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 January 2002 716.3

Ceiling Dampers 716.3, 716.6.2

Smoke Dampers — with Revisions through January 2002 716.3, 716.3.1.1

Test for Uplift Resistance of Roof AssembUes — 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

Recirculating Systems 904. 1 1

Tests for Fire Resistance of Roof Covering Materials — with Revisions through July 1998 1505. 1, 2603.6,

2610.2, 2610.3

Standards for Automatically Operated Roof Vents for Smoke and Heat 910.3.1

Standards For Control Units and Accessories for Fire Alarm SignaUng Systems —

with Revisions through October 2003 909.12

Fke Test of Insulated Wall Construction— with Revisions through April 2001 1407.10.3, 2603.4, 2603.9

Fire Test of Roof Deck Construction 1508.1, 2603.3, 2603.4.1.5

Fire Tests of Through-penetration Fire stops —

with Revisions through August 2000 712.3.1.2, 712.4.1.1.2, 712.5

Solid-fuel Type Room Heater — with Revisions through January 2000 21 12.2, 21 12.5

Fire Test of Interior Finish Material— with Revisions through October 2002 1407.10.2, 1407.10.3, 2603.4, 26035

Chimney Liners— with Revisions through July 1998 2113.11.1, 2113.19

AirLeakageTestsof Door Assemblies 707.14.1,710.5.2,715.4.3.1,715.4.5.1,715.4.5.3

UpUft Tests for Roof Covering Systems — with Revisions through November 2002 1504.3.1

Fire Test of Foamed Plastics Used for Decorative Purposes 402.10, 402.11.1, 402.15.5

Standards for General-purpose SignaUng Devices and Systems — with Revisions through June 2004 3109.4.1.8

•

572

2006 8NTERNATD0NAL BUILDSNG CODE®

REFEIREfi^CED STANDARDS

2079—98
2200—98

2390—04

Tests for Fire Resistance of Building Joint Systems 702.1, 713.3, 713.6

Stationary Engine Generator Assemblies 2702.1.1

(Revisions through July 2004)
Test Method for Measuring the Wind Uplift Coefficients for Asphalt Shingles 1504.2.1, 1609.5.2

Underwriters Laboratories of Canada

7 Crouse Road

Scarborough, Ontario, Canada M1R3A9

Standard
reference
number

Title

Referenced

in code

section number

CAN/ULC S 102.2-
1988

Standard Method of Test for Surface Burning Characteristics of Flooring,
Floor Coverings and Miscellaneous Materials and Assemblies with 2000 Revisions

.719.4

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

Window and Door Manufacturers Association
1400 East Touhy Avenue #470
Des Plaines, IL 60018

Standard
reference
number

Title

Referenced

in code

section number

101/I.S.2/A440— 05

Specifications for Windows, Doors and Unit Skylights 1714.5.1, 2405.5

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— 81

Design of Slab-on-ground Foundations — ^with 1996 Update 1805.8.2

2006 1MTERMAT10MAL BUILDDMG CODE®

•

574 2006 BMTERWATIOMAL BU!LDS^SG CODE®

APPENDIX A

lOYEE QUALIFI

AlOl.l BeiMlmg ofBdal. 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.

A1®1«2 CMef Imispectoro The building official can designate
supervisors to administer the provisions of the International
Building, Mechanical and Plumbing Codes, International Fuel
Gas Code and ICC Electrical Code. Each supervisor 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 in
a supervisory capacity. They shall be certified through a recog-
nized certification program for the appropriate trade.

The building official
shall appoint or hire such number of officers, inspectors, assis-
tants and other employees as shall be authorized by the juris-
diction. A person shall not be appointed or hired as inspector of
construction or plans 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 plans examiner shall be certified through
a recognized certification program for the appropriate trade.

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
applicable governing authority.

SECTION A10:
REFEREMCED SMM

ffiC-06 International Building Code A101.2

IMC-06 International Mechanical Code A101.2

IPC-06 International Plumbing Code A101.2

IFGC-06 International Fuel Gas Code A 1 1 .2

ICCEC-06 ICC Electrical Code A101.2

200® DNITEOMATDONAL BUDLDDMG CODE® 575

576 2006 INTERNATIONAL BUILDING CODE®

Bxe

\QAUQ OF AFPEAU

.1 ApplkaMoeo The application for appeal shall be filed
on a form obtained from the building official within 20 days
after the notice was served.

The board of appeals shall
consist of persons appointed by the chief appointing authority
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 until 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.

.2,1 Altemalte memtoerSo The chief appointing
authority 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 mem-
bers shall possess the qualifications required for board
membership and shall be appointed for five years, or until a
successor has been appointed.

3o 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
experience 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.

,3 Millies aed procedmiires. The board is authorized
to establish policies and procedures necessary to carry out
its duties.

o2o4 Clhianrpersoini. The board shall annually select one
of its members to serve as chairperson.

, A member shall not
hear an appeal in which that member has a personal, profes-
sional or financial interest.

o2.7 Compemsatiom off m'
members shall be determined by law

o2.6 Secreltaryo 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.

Compensation of

ngo The board shall meet upon notice
from the chairperson, within 10 days of the filing of an appeal
or at stated periodic meetings.

]B1(D)1«3.1 OpeM Inearnmigo 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.

1.3.2 Procedere. 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.

ng. 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.

n. The board shall modify or reverse the
decision of the building official by a concurring vote of
two-thirds of its members.

.4.1 Mesoletioini, The decision of the board shall be by
resolution. Certified copies shall be furnished to the appel-
lant and to the building official.

n. The building official shall take
immediate action in accordance with the decision of the
board.

2006 ISSITE^MATIOIMAL BUILDING CODE®

577

•

578 2006 INTERNATIONAL BUILDING CODE®

GENERAL

LI Scope. The provisions of this appendix shall apply
exclusively to agricultural buildings. Such buildings shall be
classified as Group U and shall include the following uses:

1 . Livestock shelters or buildings, including shade struc-
tures and milking bams.

2. Poultry buildings or shelters.

3. Bams.

4. Storage of equipment and machinery used exclusively in
agriculture.

5. Horticultural stmctures, including detached production
greenhouses and crop protection shelters.

6. Sheds.

7. Grain silos.

8. Stables.

SECTiOWC102
ABLE HEIGHT kMQ A^EA

C102.1 General. Buildings classified as Group U Agricultural
shall not exceed the area or height limits specified in Table
C102.1.

ing is surrounded and adjoined by public ways or yards not less
than 60 feet (18 288 mm) in width.

Cl(ID2o3 Two-story Miilimltedl 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
approved automatic sprinkler system throughout in accordance
with Section 903.3.1.1.

C104,l Exit ffacilltles. Exits shall be provided in accordance
with Chapters 10 and 11.

The area of a one-story
Group U agricultural building shall not be limited if the build-

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 C102J— BASiC ALLOWABLE AREA FOR A GROUP U,
ONE STORY m HEBGOT AMD MAXSMOW! HEBGHT OF SUCH OCCUPAMCY

m and DV

m A and IV

niB

ALLOWABLE AREA (square feetf

Unlimited

60,000

27,100

18,000

27,100

18,000

21,100

12,000

MAXSMOM MEIGHT IN STORIES

Unlimited

MAXIMUM HEIGHT M FEET

Unlimited

160

For SI: 1 square foot = 0.0929 m^.

a. See Section CI 02 for unlimited area under certain conditions.

2006 INTERMATBOiVSAL BUBLDBNG CODE®

•

580 2006 INTERNATDONAL BUDLDB^SG CODE®

APFi

iNDiX O

secthom di©i

OEMERAL

ol 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.

BlOlol.l Mappimgo The fire district complying with the
provisions of Section D 10 1.1 shall be shown on a map that
shall be available to the public.

Estoblislhmeimtt off 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.

Dl®lo2.1 Adjonmmg IblockSo 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.

,2 Bininrer soim®o 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.

L 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 1 1 .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 nmi) buffer zone required in Section DlOl.2.2.

Dl®2ol lypes off coHistractiom permitted. Within the fire dis-
trict every building hereafter erected shall be either Type 1, 11,
III or IV, except as permitted in Section D104.

I)2.2oIl Exterior wall§. Exterior walls of buildings
located in the fire district shall comply with the require-
ments in Table 601 except as required in Section D102.2.6.

I. Group H occupancies shall
be prohibited from location within the fire district.

I)2o2o3 CoMstracMoini type. Every building shall be con-
structed as required based on the type of construction indi-
cated in Chapter 6.

Roof covering in the fire district
shall conform to the requirements of Class A or B roof cov-
erings as defined in Section 1505.

tSmgo Walls, floors, roofs and
their supporting structural members shall be a minimum of
1-hour fire-resistance-rated construction.

EscepMomsi

1. Buildings of Type rv 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).

I§= Exterior load-bearing 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
fireresistance 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.

m In the case of one-story buildings that are
2,000 square feet (186 m^) or less in area, exterior walls
located more than 15 feet (4572 mm) from a common
property line or an assumed property line need only com-
ply with Table 601.

)2,2,7 ArcMtectairal Mm. Architectural trim on build-
ings located in the fire district shall be constructed of approved
noncombustible materials or fire-retardant-treated wood.

APPENDIX D

L2.8 Permanent canopies. Permanent canopies are
permitted to extend over adjacent open spaces provided:

1. The canopy and its supports shall be of
noncombustible material, fire-retardant-treated
wood, Type IV construction or of 1-hour fire-resis-
tance-rated construction.

Exception: Any textile covering for the canopy
shall meet the fire propagation performance crite-
ria of NFPA 701 after both accelerated 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
reduced.

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 26 11 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 within 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 D103.1 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.

D103.3 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.

BUILDINGS LOCATED PARTIALLY
IN THE FIRE DISTRICT

D104.1 GemeraL 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)
inside the boundaries of the fire district.

IN FIRE DISTRICT

)5.1 GeiaeraL The preceding provisions of this appendix
shall not apply in the following instances:

1. Temporary buildings used in connection with duly
authorized 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
extended 25 percent of the floor area existing at the
time of inclusion in the fire district by any type of con-
struction permitted by this code.

10. Wood decks less than 600 square feet (56 m^) where
constructed of 2-inch (51 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
exterior plastic veneer does not exhibit sustained flam-
ing as defined in NFPA 268.

•

582

2006 BNTERNAT!OMAL BU8LD!NG CODE®

[REFEIRENCED STANDARDS

ASTME 84-04 Test Method for Surface D102.2.8

Burning Characteristics of
Building Materials

NFPA 268-01 Test Method for Determining D105.1

Ignitability of Exterior Wall
Assemblies Using a Radiant
Heat Energy Source

NFPA 701-99 Methods of Fire Tests for D102.2.8

Flame-Propagation of Textiles
and Films

2006 DMTEIRM/iS.TDONAL BUDLDDMG CODE®

584 2006 INTERNATIONAL BUILDING CODE®

syppu

WABY ACGESSIBILDTY ^EQUlRf

IT^

GENERAL

EKDlol Scope. The provisions of this appendix shall control
the supplementary requirements for the design and construc-
tion of facilities for accessibility to physically disabled per-
sons.

lo Technical requirements for items herein shall
comply with this code and ICC A117.1.

D2.1 GeeeraL The following words and terms shall, for the
purposes of this appendix, have the meanings shown herein.

CLO§ED=CIRCUIT TELEPHONE. 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, faciUty 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 ROUlTli

.1 Mansedl 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.

ol Gemeralo Transient lodging facilities shall be provided
with accessible features in accordance with Sections El 04.2
and E104.3. Group 1-3 occupancies shall be provided with
accessible 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 A117.1.

.2.1 Sleepiimg areas. A clear floor space complying
with ICC A117.1 shall be provided on both sides of the
accessible bed. The clear floor space shall be positioned for
parallel approach to the side of the bed.

m.° This requirement shall not apply where a
single clear floor space complying with ICC A117.1
positioned for parallel approach is provided between two
beds.

;s. Communication features
complying with ICC A117.1 shall be provided in accordance
with Sections E104.3.1 through E104.3.4.

.3,1 Tramsiemft lodgieg. In transient lodging facilities,
sleeping units with accessible communication features shall
be provided in accordance with Table E104.3.1. Units
required to comply with Table E104.3.1 shall be dispersed
among the various classes of units.

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
E104.3.4.

5. Where dwell-
ing units and sleeping units are altered or added, the require-
ments of Section El 04. 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.

E1(D4.3,4 Notfficaitioe devSces, 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 A117.1
located within 48 inches (1219 mm) of the telephone to
facilitate the use of a TTY.

IS, Solid partitions or security glazing that
separates 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

2006 INTERNATBONAL BUILDING CODE®

APPENDIX E

devices. The method of communication shall be accessible to
individuals who use wheelchairs and individuals who have dif-
ficulty bending or stooping. Hand-operable communication
devices, if provided, shall comply with Section E106.3.

SECTION E1 05
OTHER FEATURES AND FACILITIES

E105.1 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.

E105.2 Laundry equipment. Where provided in spaces
required to be accessible, washing machines and clothes dryers
shall comply with this section.

E105.2.1 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 A117.1.

E105.2.2 Clothes dryers. Where three or fewer clothes
dryers are provided, at least one shall comply with ICC
A 117. 1 . Where more than three clothes dryers are provided,
at least two shall comply with ICC Al 17.1.

E105.3 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 Al 17. 1 .

Exception: Drive-up-only depositories are not required to
comply with this section.

E105.4 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
Al 17. 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.6 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
facihty, the system shall comply with ICC Al 17.1.

SECTION E1 06
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
accordance 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
telephones.

£106.2 Wheelchair-accessible telephones. Where public
telephones are provided, wheelchair-accessible telephones
complying with ICC A117.1 shall be provided in accordance
with Table El 06.2.

•

Exception: Drive-up-only
required to be accessible.

public telephones are not

TABLE E1 04.3.1
DWELLING OR SLEEPING UNITS WITH ACCESSIBLE COMMUNICATION FEATURES

TOTAL NUMBER OF DWELLING OR
SLEEPING UNSTS PROVIDED

MINIMUM REQUIRED NUMBER OF DWELLING OR SLEEPING
UNITS WITH ACCESSIBLE COMMUNICATION FEATURES

2 to 25

26 to 50

51 to 75

76 to 100

101 to 150

151 to 200

201 to 300

301 to 400

401 to 500

501 to 1,000

5% of total

1,001 and over

50 plus 3 for each 100 over 1,000

•

586

2006 INTERNATIONAL BUILDING CODE®

TABLE El
BR=ACCESSB

NUMBER OF TELEPHONES PROVDDED
OM A FLOOR, LEVEL OR EXTERIOR SITE

[^INIMUIUl REQUIRED NUMBER OF
WHEELCHAiR-ACCESSDBLE 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

E1063 Voleme comtrols. All public telephones provided shall
have volume control complying with ICC Al 17.1.

I A TTYSo TTYs complying with ICC Al 17. 1 shall be pro-
vided in accordance with Sections E106.4. 1 through E106.4.9.

„4ol Bank requtrememt 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.

reqelireiiieiiL 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.

E106o4.3 BnlMieg reqEirement. 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.

E106o4o4 Site reqaiiremeimt Where four or more public pay
telephones are provided on a site, at least one public TTY
shall be provided on the site.

E1D6.4.5 Rest stops, emergemcy road stops, ami service

zaSo 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.

Is. 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.

EW6AJ IVamsportatloe faclMMeSo 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.

In deten-
tion and correctional facilities, where a public pay telephone
is provided in a secured area used only by detainees or
irmiates and security personnel, then at least one TTY shall
be provided in at least one secured area.

,9 Signs. PubUc TTYs shall be identified by the
International Symbol of TTY complying with ICC Al 17. 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 A 117.1 and shall include the International Symbol of
TTY.

Shelves for portable TTYs. Where a bank of tele-
phones in the interior of a building consists of three or more
public 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 Al 17. 1 .

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.

E107ol Signs. Required accessible portable toilets and bathing
facilities shall be identified by the International Symbol of
Accessibility.

£107.2 DeslgnatioHS. 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 Al 17.1.

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
addresses 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.

5. In detention and correctional facilities, signs not
located in pubhc areas are not required to comply.

EW7.3 Directional and informational signs. Signs that pro-
vide direction to, or information about, permanent interior

2006 INTERNATIOMAL BUILDJNG CODE®

APPENDIX E

spaces of the site and facilities shall contain visual characters
complying with ICC A117.1.

Exception: 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 El 08. 4.

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 El 10.3.

ramps are to be deployed comply with Sections El 08. 2 and
E108.3.

•

E108.1 General. Bus stops shall comply with Sections E108.2
through E108.5.

E108.2 Bus boarding and aliglitieg 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 1 104.

El©8.2.4 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 El 08. 2.

E108.4 Signs. New bus route identification signs shall have
finish and contrast complying with ICC AIlV.l . Additionally,
to the maximum extent-practicable, new bus route identifica-
tion signs shall provide visual characters complying with ICC
A117.1.

m Bus schedules, timetables and maps that are
posted at the bus stop or bus bay are not required to meet this
requirement.

E108.5 Bus stop siting. Bus stop sites shall be chosen such
that, to the maximum extent practicable, the areas where lifts or

^.1 General. Fixed transportation facilities and stations
shall comply with the applicable provisions of Section E109.2.

E109.2 New construction. New stations in rapid rail, light rail,
conmiuter rail, intercity rail, high speed rail and other fixed
guideway systems shall comply with Sections El 09.2.1
through E109.2.8.

I'.2.1 Station entrances. Where different entrances to a
station serve different transportation fixed routes or groups
of fixed routes, at least one entrance serving each group or
route shall comply with Section 1 104 and ICC Al 17.1.

E109.2,2 Signs. Signage in fixed transportation facilities
and stations shall comply with Sections E109.2.2.1 through
E109.2.23.

!>.2,2.1 Tactile signs. Where signs are provided at
entrances to stations identifying the station or the
entrance, 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
locations at entrances and on platforms or boarding areas
within the transit system to the maximum extent practi-
cable. Tactile signs shall comply with ICC A117.1.

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.

E109.2.2.2 Identification signs. Stations covered by
this section shall have identification signs containing
visual characters complying with ICC A117.1. 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.

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 A117.1
Signs covered by this provision shall, to the maximum
extent practicable, be placed in uniform locations within
the transit system.

.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.

•

2006 SNTERNAT80NAL BUDLDIS^G CODE®

raim IienglhiL 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.

mi Where vehicles are boarded from sidewalks
or street level, low-level platforms shall be permitted to
be less than 8 inches (250 mm).

J TTYSo Where a public pay telephone is provided
in a transit facility (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
particular entrance to a transportation facility, at least one
TTY telephone complying with ICC Al 17. 1, Section 704.4,
shall be provided to serve that entrance.

,2o6 Track crossmgSo Where a circulation path serv-
ing boarding platforms crosses tracks, an accessible route
complying with ICC Al 17.1 shall be provided.

m: Openings for wheel flanges shall be permit-
ted to be 2V2 inches (64 nmi) maximum.

J)o2o7 PetoEnc adldiress systems. Where public address
systems convey audible information to the public, the same
or equivalent information shall be provided in a visual for-
mat.

5= 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 703.2.

DOJ36

CFR Part 1192

DOJ28
CFR Part 36

ICC/ANSI
Al 17. 1-03

SECTION E111
EFEREWCED SMNDARDS

Americans with Disabilities Act
(ADA) Accessibility Guidelines
for Transportation Vehicles
(ADAAG). Washington, D.C.:
Department of Justice, 1991

Americans with Disabilities
Act (ADA). Washington, D.C.:
Department of Justice, 1991

E109.2.4,
E109.3.2

E109.4

Accessible and Usable
Buildings and Facilities

16 use
Sec. 470

National Historic
Preservation Act

E101.2,E104.2,

E104.2.1,E104.3,

E104.3.1,E104.3.4,

E105.1,E105.2.1,

E105.2.2, E105.3,

E105.4, E105.6,

E106.2, E106.3,

E106.4, E106.4.9,

E106.5, E107.2,

E107.3, E108.3,

E108.4, E109.2.1,

E109.2.2.1,E109.2.2.2,

E109.2.2.3, E109.2.3

El 11.2,

E111.3,

Elll.3.2

ECTDONE1110

ol New comsltiriiictioinio New construction of airports shall
comply with Sections El 10.2 through El 10.4.

El 10.2 TTYs. Where public pay telephones are provided, at
least one TTY shall be provided in compliance with ICC
A117.1, Section 704.4. Additionally, if four or more public pay
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
A117.1, Section 704.4, shall also be provided in each such
location.

EllOoS Termimal iElFoirmaltioini systems. Where terminal
information systems convey audible information to the public,
the same or equivalent information shall be provided in a visual
format.

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 703.2.

200® BWTERNATDONAL BUIILDING CODE^

•

590 2006 iNTERNATBONAL BUILDING CODE®

liXF

The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.

SECTION F1011
OEWERAL

F1®1.1 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.

. 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
exceed V4 inch (6.4 mm).

F1(D)1.3 FoimdaMomi amdl exterior wall sealSmgo Annular
spaces around pipes, electric cables, conduits, or other open-
ings in the walls shall be protected against the passage of
rodents by closing such openings with cement mortar, concrete
masonry or noncorrosive metal.

Doors on which metal protection has been
applied 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).

, Windows and other
openings for the purpose of light 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.

FldJloSol Rodlemilt-accessilblle opemimgSo 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 appurte-
nances. 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.

FMI)lo(5 Pner amdl wood coinsdrecftloinio

Fl(D)lo6.1 §111 less ttsam 12 nMclnes atoove gronmdo 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.

Fl®lo6ol,,l Apromo 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 rodentproofmg material
of required strength and shall be installed around the
entire perimeter of the building. Where constructed of
masonry or concrete materials, the apron shall not be less
than 4 inches (102 mm) in thickness.

.6ol,2 Grade ffloors. 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.

.2 Sill aH or aliove 12 imclies atoove groemd. 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.

2006 BMTERMATBONAL BODLDDNG CODE®

•

592 2006 DNTERNATIONAL BUILDING CODE®

IMNT C(

^Ti

^T!

ECTIONGK

ol Perpose. The purpose of this appendix is to promote
the pubHc health, safety and general welfare and to minimize
public and private losses due to flood conditions in specific
flood hazard areas through the establishment of comprehen-
sive 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
potential;

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.

G1(D)1.2 OlbjectnveSo The objectives of this appendix are to pro-
tect human Ufe, 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 utilities,
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.

3 Scope, The provisions of this appendix shall apply to
all proposed development in a flood hazard area established in
Section 1612 of this code, including certain building work
exempt from permit under Section 105.2.

IS. 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.

APPLiCABQLllTY

}2A GeeeraL 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;
substantial improvement of existing buildings and structures,
including restoration after damage; and certain building work
exempt from permit under Section 105.2.

areas. Flood hazard
areas are established in Section 1612.3 of the International
Building Code, adopted by the governing body on [INSERT
DATE].

POWERS kMB DUTDES

G103ol Permalt applkaitjomso 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
installation and drainage modification), all new construction
and substantial improvements (including the placement of pre-
fabricated buildings and manufactured homes) and certain
building work exempt from permit under Section 105.2 shall be
designed and constructed with methods, practices and materi-
als 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.

Gl(D)3o3 Deteomiiiiatioiii of desigm ffloodl elevaltioinis. 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
allow review and approval by the building official. The
accuracy of data submitted for such determination shall
be the responsibility of the applicant.

m. riverime IHood hazairdl areas. In riverine
flood hazard areas where design flood elevations are specified
but floodways have not been designated, the building official
shall not permit any new construction, substantial improve-
ment or other development, including fill, unless the applicant
demonstrates that the cumulative effect of the proposed devel-

2006 DWTERMATIIOWAL BUILODIiMG CODE"*

APPEND8X G

opment, when combined with all other existing and anticipated
flood hazard area encroachment, will not increase the design
flood elevation more than 1 foot (305 mm) at any point within
the community.

G1®3.S Floodway encroachment. Prior to issuing a permit for
any floodway encroachment, including fill, new construction,
substantial improvements and other development or land-dis-
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.

ms. A floodway 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.

Gl©3«6.1 Emgineering 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 certifications required in
Section 1612.

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
excavation 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 valuation of the proposed work.

7. Be signed by the applicant or the applicant's authorized
agent.

•

1.3 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 violation of this appendix or other ordinances of this
jurisdiction.

.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 180 days after the work commences. Extensions
shall be requested in writing and justifiable cause demon-
strated. The building official is authorized to grant, in writing,
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 information, or in viola-
tion of any ordinance or code of this jurisdiction.

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 applicant shall file an
application in writing on a form furnished by the building offi-
cial. Such application shall:

1 . Identify 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 description, street address or

GlOS.l General. The board of appeals established 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.

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-

•

2006 INTERNATIONAL BUSLDING CODE®

toric structure, and the variance is the minimum necessary to
preserve the historic character and design of the structure.

repair of public utihties and facilities such as sewer,
gas, electrical and water systems, streets and bridges.

ms Within flood hazard areas, historic structures
that are not:

1 . Listed or preliminarily determined to be eligible for
listing in the National Register of Historic Places; or

3. Designated as historic under a state or local historic
preservation program that is approved by the Depart-
ment of Interior.

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 minimize 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.

3o 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 life and property due to flooding or ero-
sion damage;

3. The susceptibility of the proposed development,
including 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

DSo7 ComdHMoinis for nssiiamiceo 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
topography of the site renders the elevation standards
inappropriate;

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 variance 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 applicant 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 cover-
age, and that such construction below the base flood
level increases risks to life and property.

GIdJIol 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 Defmnltflomso

DEVELOPMENT. 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.

MANUFACTURED HOME. 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.

2006 DMTERMATIOWAL BUILDIWG CODE®

595

APPEESSDSX G

parcel (or contiguous parcels) of land divided into two or more
manufactured home lots for rent or sale.

Eo 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 living 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.

VAMIANCEo A grant of relief from the requirements of this
section which permits construction in a manner otherwise pro-
hibited by this section where specific enforcement would result
in unnecessary hardship.

VIOLATIONo A development that is not fully compliant with
this appendix or Section 1612, as applicable.

,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 public utilities and facilities, 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.

G3©lo2 SubdlvisioE requirememts., 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.

tice that the proposed encroachment will not result in any
increase in the level of the base flood.

1. Development or land disturbing activity shall only be
authorized landward of the reach of mean high tide.

2. The use of fill for structural support of buildings is pro-
hibited.

.3 Sewer facilities. All new or replaced sanitary sewer
facilities, private sewage treatment plants (including all pump-
ing stations 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.

G4(D)1.4 Water facilitieso All new replacement water facilities
shall be designed in accordance with the provisions of Chapter
8, ASCE 24, to minimize or eliminate infiltration of flood-
waters into the systems.

J Storm drainagfio Storm drainage shall be designed to
convey the flow of surface waters to minimize or eliminate
damage to persons or property.

Streets and sidewalks shall be
designed to minimize potential for increasing or aggravating
flood levels.

11 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.

G5(D1,2 Foendations. 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.

GS013 Anchoringo 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
anchoring are authorized to include, but are not Umited to, use
of over-the-top or frame ties to ground anchors. This require-
ment is in addition to applicable state and local anchoring
requirements for resisting wind forces.

•

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-

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.

2006 SfSSTERNATSONAL BUELDDNG CODE

lacememlt. 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.

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.

ASCE 24-05 Flood Resistance Design
and Construction

HUD 24 CFR Manufactured Home
Part 3280 Construction and Safety

(1994) Standards

G103.1,
G401.3,
G401.4

G201

mNKS

GTOlol Umdergrouamd tanks. Underground tanks in flood haz-
ard areas shall be anchored to prevent flotation, collapse or lat-
eral movement resulting from hydrostatic loads, including the
effects of buoyancy, during conditions of the design flood.

IBC-06

International Building Code

G102.2

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 hydrostatic loads, including
the effects of buoyancy, during conditions of the design flood.

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
hydrodynamic and hydrostatic loads, including the
effects of buoyancy, during conditions of the design
flood.

SECTIOW QBm
QTUEB BUILDIMO WORK ■

G8OI0I Detaclhedl accessory sttrsiictareso Detached accessory
structures shall be anchored to prevent flotation, collapse or lat-
eral movement resulting from hydrostatic loads, including the
effects of bouyancy, during conditions of the design flood.
Fully enclosed accessory structures shall have flood openings
to allow for the automatic entry and exit of flood waters.

G801.2 FemceSo Fences in floodways that may block the pas-
sage of floodwaters, such as stockade fences and wire mesh
fences, shall meet the requirement of Section G103.5.

G8®lo3 Oil derrkkSo Oil derricks located in flood hazard areas
shall be designed in conformance with the flood loads in Sec-
tions 1603.1.6 and 1612.

GS01o4 Metalmimg walls, sidewalks aimdl drivewayso Retain-
ing walls, sidewalks and driveways shall meet the requirements
of Section 1803.4.

1 swimtiiinnilHig pools. Prefabricated swim-
ming pools in floodways shall meet the requirements of Sec-
tion G103.5.

2006 DMTERMATDOM^L BUILDDMG CODE®

•

598 2006 INTERNATIOhSAL BUILDSNG CODE®

The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.

LI 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.

are
erec-

H101,2 Sigiis exempt from permltSo The following signs
exempt from the requirements to obtain a permit before ei
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 alter-
ation.

PROJECTING SIGN. A sign other than a wall sign, which
projects from and is supported by a wall of a building or struc-
ture.

Jo A sign erected upon or above a roof or parapet
of a building or structure.

L 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
requirements of that classification as set forth in this chapter.

SIGN STRUCTUEE. Any structure which supports or is
capable of supporting a sign as defined in this code. A sign
structure is permitted to be a single pole and is not required to
be an integral part of the building.

WALL SIGNo 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.

II102.1 GemeraL 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.

SIGNo A sign incorporating any combina-
tion of the features of pole, projecting and roof signs.

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.

GROUND SIGNo 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
defined by this code.

POLE SIGN. A sign wholly supported by a sign structure in
the ground.

A display surface tem-
porarily fixed to a standardized advertising structure which is
regularly moved from structure to structure at periodic inter-
vals.

SECTION H1 03

Locmmn

HlOSol Locatiom restrictioms. 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.

ol Menltlfflcaltiomo 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.

2006 INTE^MATBOMAL iUDLDDMG CODE®

HlOS.l Gemeral reqElrements. Signs shall be designed and
constructed to comply with the provisions of this code for use
of materials, loads and stresses.

igs 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,
including loads, stresses and anchors.

L Signs shall be designed and constructed to
withstand wind pressure as provided for in Chapter 16.

Hl®5.4 Seismic load. Signs designed to withstand wind pres-
sures shall be considered capable of withstanding earthquake
loads, except as provided for in Chapter 16.

In outdoor advertising display
signs, the allowable working stresses shall conform to the
requirements 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.

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.

55.6 Attaclimemt. 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.

of 2 seconds or less and a burning extent of 5.9 inches (150
mm) or less for 10 specimens.

.2 Electrical service. Signs that require electrical service
shall comply with the ICC Electrical Code.

iCTiOM H1@1
ITIBLE liMI

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 H109.1, and shall not be used for other
ornamental features of signs, unless approved.

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.

js. Individual plastic facings of
electric signs shall not exceed 200 square feet (18.6 m^) in
area.

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
exceed 1,100 square feet (102 m^).

Letters and decorations
mounted on an approved plastic facing or display surface
can be made of approved plastics.

•

H1CD6.1 IltaminatioE. 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 Imtemally ilemimated signs. Except as provided
for in Sections 402.14 and 2611, where internally illumi-
nated signs have facings of wood or approved plastic, the
area of such facing section shall not be more than 1 20 square
feet (11.16 m^) and the wiring for electric lighting shall be
entirely enclosed in the sign cabinet with a clearance of not
less than 2 inches (5 1 mm) from the facing material. The
dimensional limitation of 120 square feet (11.16 m^) shall
not apply to sign facing sections made from flame-resis-
tant-coated fabric (ordinarily known as "flexible sign face
plastic") that weighs less than 20 ounces per square yard
(678 g/m^) and that, when tested in accordance with NFPA
701, meets the fire propagation performance requirements
of both Test 1 and Test 2 or that when tested in accordance
with an approved test method, exhibits an average bum time

=saffe device. Signs that contain moving sections or
omaments shall have fail-safe provisions to prevent the section
or omament 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 omament. The
fail-safe device shall be capable of supporting the full dead
weight of the section or omament when the moving mechanism
releases.

.1 Heiglnt 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 constmcted 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

•

@§o

2006 JNTE^MATIONAL BUILDBNG CODE®

approved and located so as not to create a hazard or danger to
the public.

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 construction.

, Where wood anchors or
supports are embedded in the soil, the wood shall be pressure
treated with an approved preservative.

.1 GemeraL Roof signs shall be constructed entirely of
metal or other approved noncombustible material except as
provided for in Sections H106.1.1 and H107.1. Provisions
shall be made for electric grounding of metallic parts. Where
combustible materials are permitted in letters or other orna-
mental features, wiring and tubing shall be kept free and insu-
lated 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.

tiom; Signs on flat roofs with every part of the roof
accessible.

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.

.3 Heiglit off solid sigmSo 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.

it off opem signSo 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.

Bges. 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.

ECTI0NH111

Mlllol MatterialSo Wall signs which have an area exceeding
40 square feet (3.72 m^) shall be constructed of metal or other
approved noncombustible material, except for nailing rails and
as provided for in Sections H106.1.1 and H107.1.

H111.2 Exterior wall momeltieg details. 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 (127 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.

BI111.3 Extemsioeo 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.

SECTI0WH112
PROJECTING SfiGNS

EI112.1 GemeraL Projecting signs shall be constructed entirely
of metal or other noncombustible material and securely
attached 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
angle 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 pres-
sure. If such projecting sign exceeds 30 square feet (2.8 m^) in
one facial area, there shall be provided at least two such sup-
ports on each side not more than 8 feet (2438 mm) apart to
resist the wind pressure.

EI112o2 Attaclimemt off 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.

HI 12.3 Wall monmtimg details. 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.

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 18 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-

601

APPENDIX H

ing and parallel to the vertical line of such comer shall be
deemed to be erected at a right angle to the building wall.

H112.5 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
the projecting sign is attached shall also be designed to sup-
port the additional loads.

TABLE 4-B
THICKNESS OF PROJECTION SIGN

PROJECTION
(feet)

MAXIMUM THICKNESS
(feet)

2.5

3.5

•

For SI: 1 foot = 304.8 mm.

SECTION H1 13
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.

HI 13.2 Attachment. Marquee signs shall be attached to
approved marquees that are constructed in accordance with
Section 3106.

H113.3 Dimensions. Marquee signs, whether on the front or
side, shall not project beyond the perimeter of the marquee.

H113.4 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 H1 15
REFERENCED STANDARDS

ASTM D 635-03 Test Method for

Rate of Burning and/or
Extent and Time of
Burning of Self-Supporting
Plastics in a Horizontal Position

H107.1.1

ICC EC-06

NFPA 701-99

ICC Electrical Code

Methods of Fire Test for
Rame Propagation of Textiles
and Films

H106.1,
H106.2

H106.1.1

SECTION H1 14
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, THICKNESS 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)

500

Plain, plate or wired

700

Plain, plate or wired

144

3,600

Plain, plate or wired

>144

> 3,600

Wired glass

•

For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 nur^.

602

2006 INTERNATIONAL BUILDING CODE®

The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.

SECTION 1101
(QENERAL

.1 General. 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,
approved 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.

visions of Chapter 19 of this code, is not less than 3 V2 inches
(89 mm) thick and further provided that the columns do not
support loads in excess of 750 pounds (3.36 kN) per column.

SECTIOM 1102
DEFSNITiONS

I102ol General. 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.

1103.1 Light, vemtilatlon aed 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
structure, unless unenclosed, shall be provided with exits con-
forming to the provision of Chapter 10.

Is, 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.

igs. 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-

2006 BNTERWATBOWAL BUILDIMG CODE®

604 2006 SNTERNATIONAL BUILDING CODE®

ol Scope. The provisions of this chapter apply to grading,
excavation and earthwork construction, including fills and
embankments. Where conflicts occur between the technical
requirements of this chapter and the soils report, the soils report
shall govern.

i. 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 or in flood
hazard areas where design flood elevations are specified but
floodways have not been designated, unless it has been demon-
strated through hydrologic and hydraulic analyses performed
in accordance with standard engineering practice that the pro-
posed work will not result in any increase in the level of the
base flood.

)2,1 DeSmltlomSo For the purposes of this appendix chapter,
the terms, phrases and words listed in this section and their
derivatives shall have the indicated meanings.

BENCHo 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.

, 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

EROSION. The wearing away of the ground surface as a result
of the movement of wind, water or ice.

EXCAVATION. 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.

lo 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.

SLOPE. An inclined surface, the inclination of which is
expressed 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.

PERIViiTS REQUIRED

Jl®3.1 Permits required. Except as exempted in Section
J103.2, no grading shall be performed without first having
obtained a permit therefor from the building official. A grading
permit does not include the construction of retaining walls or
other structures.

, 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
under 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 stockpil-
ing 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.

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.

FERi^lT APPLICATIOM AMD SUBMITTALS

.1 Submittal requirements. In addition to the provisions
of Section 105.3, the applicant shall state the estimated quanti-
ties of excavation and fill.

?006 BIMTERMATBOMAL BUILDDMG CODE®

APPENDIX J

J104.2 Site plan requirements. 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. The plans shall
show the existing grade on adjoining properties in sufficient
detail to identify how grade changes will conform to the
requirements of this code.

SECTION J1 05
INSPECTIONS

J105.1 General. 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.

•

11.3 Soils report. A soils report prepared by registered
design 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 1613, 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.

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 applicant
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).

•

TOP OF FILL

^ 5 FT. (1524 mm) OR GREATER

REMOVE UNSUITABLE
MATERIAL

For SI: 1 foot = 304.8 mm.

•

FEGUREJ107.3
BENCHDNG DETAILS

606

2006 INTERNATIONAL BUILDING CODE*^

FILLS

Unless otherwise recommended in the soils
report, fills shall conform to provisions of this section.

Jl©7o2 Surface preparatlonio 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.

BencMfflgo Where existing grade is at a slope steeper than
5 horizontal to 1 vertical (20 percent) and the depth of the fill
exceeds 5 feet (1524 mm) benching shall be provided in accor-
dance with Figure J107.3. A key shall be provided which is at
least 10 feet (3048 mm) in width and 2 feet (610 mm) in depth.

Fill mateirlalo Fill material shall not include organic,
frozen or other deleterious materials. No rock or similar irre-
ducible material greater than 1 2 inches (305 mm) in any dimen-
sion shall be included in fills.

Compactioiio All fill material shall be compacted to 90
percent of maximum density as determined by ASTM D 1557,
Modified Proctor, in lifts not exceeding 12 inches (305 mm) in
depth.

Jl©7o6 Maximem 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.

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.

J108o2 Top off slope. The setback at the top of a cut slope shall
not be less than that shown in Figure J 108. 1 , or than is required
to accommodate any required interceptor drains, whichever is
greater.

3 Slope protectlom. 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,
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.

SECTION J1 09
DRAINAGE AND TERRACING

Jl(l9ol 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.

18.1 General. Cut and fill slopes shall be set back from the
property lines in accordance with this section. Setback dimen-

liom; 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 nmi) 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

Property
Line

H/5 but 2 ft. (610 mm) minimum •

and need not exceed

10 ft. (3048 mm) maximum

Property
Line

H/5 but 2 ft. (610 mm) minimum ■

and need not exceed

20 ft. (6096 mm) maximum

Natural or
Finish Grade

Interceptor Drain
(if required)

For SI: 1 foot = 304.8 mm.

FIIGURE JiOS.H
DRAINAGE DBMES^SIOGMS

2006 BMTERNATBOIMAL BUILDIMG CODE®

S07

APPENDIX J

and debris. Suitable access shall be provided to allow for clean-
ing and maintenance.

Where more than two terraces are required, one terrace,
located at approximately mid-height, shall be at least 12 feet
(3658 mm) in width.

Swales or ditches shall be provided on terraces. They shall
have a minimum gradient of 20 horizontal to 1 vertical (5 per-
cent) and shall be paved with concrete not less than 3 inches (76
mm) in thickness, or with other materials suitable to the appli-
cation. They shall have a minimum depth of 12 inches (305
mm) and a minimum width of 5 feet (1524 mm).

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.

J109.3 Interceptor drains. Interceptor drains shall be
installed along the top of cut slopes receiving drainage from a
tributary width greater than 40 feet (12 192 mm), measured
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 drainage 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 J1 11
REFERENCED STANDARDS

ASTMD1557-e01

Test Method for Laboratory
Compaction Characteristics
of Soil Using Modified Effort
[56,000 ft-lb/ft^
(2,700kN-m/m3)].

J107.6

•

608

2006 INTERNATIONAL BUILDING CODE®

TABLE OF COMTEMTI

CHAPTER Kl
Section

KlOl General 611

K102 Applicability 611

CHAPTER K2 DEFINITIONS o , , . « » o « . . . . . . .

Section

K201 General 613

K202 General Definitions 613

CHAPTER K3 ORGANIZATION AND

ENFORCEMENT , . o „ o . o , » » o o . 615

Section

K301 Department of Electrical Inspection 615

K302 Duties and Powers of the Code Official 615

K303 Certificate of Occupancy 615

CHAPTER K4 PERMITS AND FEES o o » » « , . . o 617
Section

K401 General 617

K402 Application 617

K403 Conditions 617

K404 Fees 618

CONSTRUCTION

Section

K501 General 619

K502 Examination of Documents 619

K503 Design Professional in Responsible Charge . . 619

K504 Handling Submittals 620

...,....„ o ,,,«.. o 621
I Section

K601 General 621

K602 Testing 621

K603 Alternative Engineered Design 621

CHAPTER K7 INSPECTIONS AND
TESTING . , . o . „ o . . o

Section

K701 General 623

K702 Required Inspections 623

K703 Testing 624

CHAPTER K8 SERVICE UTILITIES , ....... o 625

Section

K801 General 625

CHAPTER IC9 UNSAFE SYSTEMS AND

EQUIPMENT, o o o . . o o . o o . o . o . o 627

Section

K901 Conditions 627

CHAP1
Section

KlOOl Unlawful Acts 629

K1002 Notice of Violation 629

K1003 Penalties 629

K1004 Stop Work Order 629

CHAPTER Kll MEANS OF APPEAL ... .o ..... 631
Section

KUOl General 631

K1102 Membership 631

Kl 103 Procedures 631

CHAPTER K12 ELECTRICAL PROVISIONS. . . 633
Section

K1201 General 633

K1202 Provisions 633

K1203 Existing Electrical Facilities 634

CHAPTER K13 REFERENCED

2006 IMTERMATiOMAL BUiLDIWG CODE'^

609

•

61 2006 INTERNATIONAL BUILDING CODE®

CHAPTER BC1

performed in the same manner and arrangement as was in
the existing system, is not hazardous and is approved.

.1 Title. These regulations shall be known as the Electri-
cal Code-Administrative Provisions of [NAME OF JURISDIC-
TION] and shall be cited as such and will be referred to herein as
"this code."

Peirposeo The purpose of this code is to provide mini-
mum standards to safeguard life or limb, health, property and
public welfare by regulating and controlling the design, con-
struction, installation, quality of materials, location, operation,
and maintenance or use of electrical systems and equipment.

Kl®1.3 Scope. This code shall regulate the design, construc-
tion, installation, alteration, repairs, relocation, replacement,
addition to, use or maintenance of electrical systems and equip-
ment.

Kl®2ol General. The provisions of this code shall apply to all
matters affecting or relating to structures and premises, as set
forth in Section 101.

K1®2,1.1 ExlsMmg nmstallatloms. Except as otherwise pro-
vided for in this chapter, a provision in this code shall not
require the removal, alteration or abandonment of, nor pre-
vent the continued utilization and maintenance of, existing
electrical systems and equipment lawfully in existence at
the time of the adoption of this code.

K102.1.2 Manrntemamice. Electrical systems, equipment,
materials and appurtenances, both existing and new, and
parts thereof shall be maintained in proper operating condi-
tion in accordance with the original design and in a safe,
hazard-free condition. Devices or safeguards that are
required by this code shall be maintained in compliance
with the code edition under which installed. The owner or
the owner's designated agent shall be responsible for the
maintenance of the electrical systems and equipment. To
determine compliance with this provision, the code official
shall have the authority to require that the electrical systems
and equipment be reinspected.

KW2A3 Addltioms, aiMeratioiis ami repairs. Additions,
alterations, renovations and repairs to electrical systems and
equipment shall conform to that required for new electrical
systems and equipment without requiring that the existing
electrical systems or equipment comply with all of the
requirements of this code. Additions, alterations and repairs
shall not cause existing electrical systems or equipment to
become unsafe, hazardous or overloaded.

Minor additions, alterations, renovations and repairs to
existing electrical systems and equipment shall meet the
provisions for new construction, except where such work is

It shall be unlawful to
make a change in the occupancy of any structure that will
subject the structure to any special provision of this code
applicable to the new occupancy without approval. The
code official shall certify that such structure meets the intent
of the provisions of law governing building construction for
the proposed new occupancy and that such change of occu-
pancy does not result in any hazard to public health, safety
or welfare.

LS Moved bulMmgs. Electrical systems and equip-
ment that are a part of buildings or structures moved into or
within the jurisdiction shall comply with the provisions of
this code for new installations.

I Dlfferemces. Where, in any specific case, different sec-
tions of this code specify different materials, methods of con-
struction or other requirements, the most restrictive shall
govern. Where there is a conflict between a general require-
ment and a specific requirement, the specific requirement shall
be applicable.

s^§. The provisions of this code shall not be
deemed to nullify any provisions of local, state or federal law.

In the event any part or provision of this code
is held to be illegal or void, this shall not have the effect of mak-
ing void or illegal any of the other parts or provisions thereof,
which are determined to be legal; and it shall be presumed that
this code would have been adopted without such illegal or
invalid parts or provisions.

]K1®2.4.1 Segregatiom of imvalid provisions. Any invalid
part of this code shall be segregated from the remainder of
this code by the court holding such part invalid, and the
remainder shall remain effective.

F references. References to chapter or
section numbers, or to provisions not specifically identified by
number, shall be construed to refer to such chapters, sections or
provisions of this code.

The codes and
standards referenced in this code shall be those that are listed in
Chapter 13 and such codes and standards shall be considered
part of the requirements of this code to the prescribed extent of
each such reference. Where differences occur between provi-
sions of this code and referenced codes or standards, the provi-
sions of this code shall apply.

ji; Where enforcement of a code provision would
violate the conditions of the listing of the equipment or
appliance, the conditions of the listing and manufacturer's
instructions shall apply.

KlC)2o7 Appemdices, Provisions in the appendices shall not
apply unless specifically referenced in the adopting ordinance.

APPENDIX K

K102.8 Subjects not regulated by this code. Where no appli-
cable standards or requirements are set forth in this code, or are
contained within other laws, codes, regulations, ordinances or
bylaws adopted by the jurisdiction, compliance with applicable
standards of nationally recognized standards as are approved
shall be deemed as prima facie evidence of compliance with the
intent of this code. Nothing herein shall derogate from the
authority of the code official to determine compliance with
codes or standards for those activities or installations within the
code official's jurisdiction or responsibility.

•

612

2006 INTERNATIONAL BUILDING CODE®

CHAPTER IC^

K201.1 Scop©. Unless otherwise expressly stated, the follow-
ing words and terms shall, for the purposes of this code, have
the meanings indicated in this chapter.

Words used in the present tense
include the future; words in the masculine gender include the
feminine and neuter; the singular number includes the plural
and the plural, the singular.

K2®lo3 Terms deimed Im ottoer codes. Where terms are not
defined in this code and are defined in the International Build-
ing Code, International Energy Conservation Code, Interna-
tional Fire Code, International Fuel Gas Code, International
Mechanical Code, International Plumbing Code, Interna-
tional Private Sewage Disposal Code, International Property
Maintenance Code, International Residential Code, Interna-
tional Zoning Code or NFPA 70, such terms shall have mean-
ings ascribed to them as in those codes.

Where terms are not defined
through the methods authorized by this section, such terms
shall have ordinarily accepted meanings such as the context
implies.

^0 Approved by the code official or other authority
having jurisdiction.

APPROVED AGENCY. An established and recognized
agency regularly engaged in conducting tests or furnishing
inspection services, where the agency has been approved by the
code official.

CODE OFFICIAL. The officer or other designated authority
charged with the administration and enforcement of this code,
or a duly authorized representative.

LISTED AND LISTING. Equipment, apphances or materials
included in a list published by a nationally recognized testing
laboratory, inspection agency or other organization concerned
with product evaluation that maintains periodic inspection of
the production of listed equipment, appliances or materials,
and whose listing states either that the equipment, appliances
or materials meet nationally recognized standards, or has been
tested and found suitable for use in a specified manner. Not all
testing laboratories, inspection agencies and other organiza-
tions concerned with product evaluation use the same means
for identifying listed equipment, appliances or materials. Some
do not recognize equipment, appliances or materials as listed
unless they are also labeled. The authority having jurisdiction
shall utihze the system employed by the listing organization to
identify a listed product.

OCCUPANCY. The purpose for which a building, or part
thereof, is utilized or occupied.

614 2006 BNTERNATIONAL BUILDING CODE®

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SECTIOM O01
DEPARTtyiENT OF ELECTRICAL INSPECTiON

K301.1 Creatlom of eiiforcemeMt ageecyo The department of
electrical inspection is hereby created and the official in charge
thereof shall be known as the code official. The function of the
department shall be to assist the code official in the administra-
tion and enforcement of the provisions of this code.

K301.2 Appointmemto The code official shall be appointed by
the chief appointing authority of the jurisdiction.

lo In accordance with the prescribed proce-
dures of this jurisdiction and with the concurrence of the
appointing authority, the code official shall have the authority
to appoint a deputy code official, the related technical officers,
inspectors, plans examiners and other employees. Such
employees shall have powers as delegated by the code official.

K302,l GeeeraL The code official is hereby authorized and
directed to enforce the provisions of this code. The code offi-
cial shall have the authority to render interpretations of this
code, and to adopt policies, procedures, rules and regulations in
order to clarify the application of its provisions. Such interpre-
tations, policies, procedures, rules and regulations shall be in
compliance with the intent and purpose of this code. Such poli-
cies and procedures shall not have the effect of waiving
requirements specifically provided for in this code.

The code official shall have
authority as necessary in the interest of public health, safety
and general welfare, to adopt and promulgate rules and regula-
tions and to designate requirements applicable because of local
climatic or other conditions. Such rules shall not have the effect
of waiving requirements specifically provided for in this code,
or of violating accepted engineering methods involving public
safety.

io The code official is autho-
rized to receive applications, review construction documents
and issue permits for the installation of electrical systems and
equipment, inspect the premises for which such permits have
been issued, and enforce compliance with the provisions of this
code.

K302.4 Notices and orders. The code official is authorized to
issue all necessary notices or orders in accordance with Chap-
ter 10 as are required to effect compliance with this code.

K302oS lespections. The code official shall make all of the
inspections necessary to determine compliance with the provi-
sions of this code in accordance with Chapter 7.

K3®2o7 Might; offeimtryo The code official is authorized to enter
the structure or premises at reasonable times to inspect or per-
form the duties imposed by this code in accordance with Sec-
tion 702.4.

The code official shall keep
official records of applications received, permits and certifi-
cates issued, fees collected, reports of inspections, notices and
orders issued, and as required by this code, such records shall
be retained in the official records for the period required for
retention of public records.

.8,.l Approvals and modlfficatioms. A record of
approvals and modifications granted shall be maintained by
the code official and shall be available for public inspection
during business hours in accordance with applicable laws.

, The code official shall keep a record
of each inspection made, including notices and orders
issued, showing the findings and disposition of each.

3. The applica-
tion for modification, alternative methods or materials, and
the final decision of the code official shall be in writing and
shall be officially recorded in the permanent records of the
code official.

K3®2o9 Llabilityo The code official, officer or employee
charged with the enforcement of this code, while acting for the
jurisdiction in good faith and without malice in the discharge of
the duties required by this code or other pertinent law or ordi-
nance, shall not thereby be rendered liable personally, and is
hereby relieved from all personal liability for any damage
accruing to persons or property as a result of any act or by rea-
son of an act or omission in the discharge of official duties. Any
suit instituted against any 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 the legal representative of the jurisdiction until the
final termination of the proceedings.

The code official or any subordinate shall not be liable for
costs in any action, suit or proceeding that is instituted in pursu-
ance of the provisions of this code; and any official, officer or
employee, acting in good faith and without malice, shall be free
from liability for acts performed under any of its provisions or
by reason of any act or omission in the performance of official
duties in connection therewith.

The code official shall carry proper
identification as required by Section 702.4.1.

ol Use and occepamcy. No building or structure shall be
used or occupied until a certificate of occupancy has been pro-
vided in accordance with the International Building Code.

2006 BMTERNATBOMAL BUILDSNG CODE®

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616 2006 INTERNATIONAL BUILDING CODE®

OG=aAFTER m

FEKlim

QENERAL

«1 Permits reqmiiredl. Permits required by this code shall
be obtained from the code official. Permit fees, if any, shall be
paid prior to issuance of the permit. Issued permits shall be kept
on the premises designated therein at all times and shall be
readily available for inspection by the code official.

An owner, authorized agent or con-
tractor who desires to construct, enlarge, alter, repair, move,
demolish or change the occupancy of a building or structure, or
to erect, install, enlarge, alter, repair, remove, convert or
replace electrical systems or equipment, the installation of
which is regulated by this code, or to cause such work to be
done, shall first make application to the code official and obtain
the required permit for the work.

m: Where repair or replacement of electrical sys-
tems or equipment must be performed in an emergency situ-
ation, the permit application shall be submitted within the
next working business day of the department of electrical
inspection.

, The following work shall
be exempt from the requirement for a permit:

1. Listed cord and plug connected temporary decorative
hghting.

2. Reinstallation of attachment plug receptacles, but not the
outlets therefor.

3. Repair or replacement of branch circuit overcurrent
devices of the required capacity in the same location.

4. Temporary wiring for experimental purposes in suitable
experimental laboratories.

5. Electrical wiring, devices, appliances, apparatus or
equipment operating at less than 25 volts and not capable
of supplying more than 50 watts of energy.

Exemption from the permit requirements of this code shall
not be deemed to grant authorization for work to be done in vio-
lation of the provisions of this code or other laws or ordinances
of this jurisdiction.

K4(D)2ol GemeraL The code official is authorized to receive
applications for and issue permits as required by this code.

K4(D)2o2 AppMcatiom, Application for a permit required by this
code shall be made to the code official in such form and detail
as prescribed by the code official. Applications for permits
shall be accompanied by such plans as prescribed by the code
official.

amendments thereto within a reasonable time after filing. If the
application or the construction documents do not conform to
the requirements of pertinent laws, the code official shall reject
such application in writing, stating the reasons therefor. If the
code official is satisfied that the proposed work conforms to the
requirements of this code and laws and ordinances applicable
thereto, the code official shall issue a permit therefor as soon as
practicable.

Before a permit is issued, the
code official is authorized to inspect and approve the systems,
equipment, buildings, devices, premises, and spaces or areas to
be used.

licatiom. An application for a
permit for any proposed work or operation shall be deemed to
have been abandoned 180 days after the date of fihng, unless
such application has been pursued in good faith or a permit has
been issued; except that the code official is authorized to grant
one or more extensions of time for additional periods not
exceeding 90 days each. The extension shall be requested in
writing and justifiable cause demonstrated.

»1 Comditioinis olF a permit. A permit shall constitute per-
mission to conduct work as set forth in this code in accordance
with the provisions of this code. Such permission shall not be
construed as authority to violate, cancel or set aside any of the
provisions of this code or other applicable regulations or laws
of the jurisdiction.

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 180 days after the time the work is commenced. The
code official is authorized to grant, in writing, one or more
extensions of time, for periods not more than 180 days each.
The extension shall be requested in writing and justifiable
cause demonstrated.

, The code official is authorized to grant, in
writing, one or more extensions of the time period of a permit
for periods of not more than 90 days each. Such extensions
shall be requested by the permit holder in writing and justifi-
able cause demonstrated.

tlhie permit. Issued permits shall be kept on the
premises designated therein at all times and shall be readily
available for inspection by the code official.

The code official shall exam-
ine or cause to be examined applications for permits and

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 ordinance of
the jurisdiction. Permits presuming to give authority to violate
or cancel the provisions of this code or other ordinances of the

2005 INTERMATIONAL BUILDIMG CODE®

617

APPENDIX K

jurisdiction shall not be valid. The issuance of a permit based
on construction documents and other data shall not prevent the
code official from requiring the correction of errors in the con-
struction documents and other data. The code official is also
authorized to prevent occupancy or use of a structure where in
violation of this code or of any other ordinances of this jurisdic-
tion.

1.6 Information on the permit. The code official shall
issue all permits required by this code on an approved form fur-
nished for that purpose. The permit shall contain a general
description of the operation or occupancy and its location and
any other information required by the code official. Issued per-
mits shall bear the signature of the code official.

K403.7 Suspension or revocation. The code official is autho-
rized to suspend or revoke a permit issued under the provisions
of this code wherever the permit is issued in error, on the basis
of incorrect, inaccurate or incomplete information; in violation
of any ordinance, regulation or any of the provisions of this
code; or if any one of the following conditions exist:

1 . The permit is used for a location or establishment other
than that for which it was issued.

2. The permit is used for a condition or activity other than
that listed in the permit.

3. Conditions and limitations set forth in the permit have
been violated.

4. There have been any false statements or misrepresenta-
tions as to the material fact in the application for permit
or plans submitted or a condition of the permit.

5. The permit is used by a different person or firm than the
name for which it was issued.

6. The permittee failed, refused or neglected to comply
with orders or notices duly served in accordance with the
provisions of this code within the time provided therein.

7. The permit was issued in error or in violation of an ordi-
nance, regulation or this code.

K404.4 Related fees. The payment of the fee for the construc-
tion, alteration, removal or demolition for work done in con-
nection with, or concurrently with, the work authorized by a
permit shall not relieve the applicant or holder of the permit
from the payment of other fees that are prescribed by law.

K404.5 Refunds. The code official is authorized to establish a
refund policy.

•

SECTIOM K404

K404.1 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.

K404.2 Schedule off permit fees. A fee for each permit shall be
paid as required, in accordance with the schedule as established
by the applicable governing authority. The fees for electrical
work shall be as indicated in the following schedule.

[JURISDICTION TO INSERT APPROPRIATE SCHEDULE]

K404.3 Work commencing before permit issuance. Any

person who commences any work before obtaining the neces-
sary permits shall be subject to an additional fee established by
the code official, which shall be in addition to the required per-
mit fees.

•

2006 INTERNATIONAL BUILDING CODE®

CHAPTER m

KSOlol SMbmitttel iocememte. Construction documents, spe-
cial inspection and structural observation programs, and other
data shall be submitted in one or more sets with each applica-
tion for a permit. The construction documents shall be prepared
by a registered design professional where required by the stat-
utes of the jurisdiction in which the project is to be constructed.
Where special conditions exist, the code official is authorized
to require additional construction documents to be prepared by
a registered design professional.

ment for a site plan where the application for permit is for
alteration or repair or where otherwise warranted.

[le: The code official is authorized to waive the sub-
mission of construction documents and other data not
required to be prepared by a registered design professional
if it is found that the nature of the work applied for is such
that reviewing of construction documents is not necessary
to determine compliance with this code.

Construc-
tion documents shall be drawn to scale upon suitable material.
Electronic media documents are permitted to be submitted
where approved by the code official. Construction documents
shall be of sufficient clarity to indicate the location, nature and
extent of the work proposed and show in detail that it will con-
form to the provisions of this code and relevant laws, ordi-
nances, rules and regulations, as determined by the code
official.

K5(Dlo2ol Pemeltiratloms, Construction documents shall
indicate where penetrations will be made for electrical sys-
tems and shall indicate the materials and methods for main-
taining required structural safety, fire-resistance rating and
fireblocking.

Where an addition or alter-
ation is made to an existing electrical system, an electrical
load calculation shall be prepared to determine if the exist-
ing electrical service has the capacity to serve the added
load.

K501o3 Site plainio 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
established street grades and the proposed finished grades; and
it shall be drawn in accordance with an accurate boundary line
survey. In the case of demolition, the site plan shall show con-
struction to be demolished and the location and size of existing
structures and construction that are to remain on the site or plot.
The code official is permitted to waive or modify the require-

M OF DOCUHEMTS

KS02.1 Gemeral. The code official shall examine or cause to be
examined the accompanying construction documents and shall
ascertain by such examinations whether the construction indi-
cated and described is in accordance with the requirements of
this code and other pertinent laws or ordinances.

KS02,2 Approval of constructioini dociimemttSo When the code
official issues a permit, the construction documents shall be
approved, in writing or by stamp, as "Reviewed for Code Com-
phance." One set of construction documents so reviewed shall be
retained by the code official. The other set shall be returned to the
apphcant, shall be kept at the site of work and shall be open to
inspection by the code official or the authorized representative.

ISo This code shall not require
changes in the construction documents, construction or
installation of electrical systems or equipment for which a
lawful permit has been heretofore issued or otherwise law-
fully authorized, and the construction of which has been
pursued in good faith within 1 80 days after the effective date
of this code and has not been abandoned.

The code official is authorized
to issue a permit for the installation of part of an electrical
system before the construction documents for the electrical
system have been submitted, provided that adequate infor-
mation and detailed statements have been filed complying
with pertinent requirements of this code. The holder of such
permit shall proceed at the holder's own risk with the build-
ing operation and without assurance that a permit for the
entire system will be granted.

K503.1 GemeraL Where it is required that documents be pre-
pared by a registered design professional, the code official shall
require the owner to engage and designate on the permit apph-
cation a registered design professional who shall act as the reg-
istered design professional in responsible charge. If the
circumstances require, the owner shall be permitted to desig-
nate a substitute registered design professional in responsible
charge who shall perform the duties required of the original

6^9

APPENDSX K

registered design professional in responsible charge. The code
official shall be notified in writing by the owner if the registered
design professional in responsible charge is changed or is
unable to perform the duties.

The registered design professional in responsible charge shall
be responsible for reviewing and coordinating submittal docu-
ments prepared by others, including phased and deferred
submittal items, for compatibihty with the design of the system.

•

K504»l Deferred sobmlttals. 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 application and that are
to be submitted to the code official within a specified period.

Deferral of any submittal items shall have the prior approval
of the code official. The registered design professional in
responsible charge shall list the deferred submittals on the con-
struction documents for review by the code official.

Submittal documents for deferred submittal items shall be
submitted to the registered design professional in responsible
charge, who shall review them and forward them to the code
official with a notation indicating that the deferred submittal
documents have been reviewed and that they have been found
to be in general compliance with the design of the system. The
I deferred submittal items shall not be installed until their design
and submittal documents have been approved by the code offi-
cial.

K504.2 Amended constructlom documents. Work shall be
installed in accordance with the reviewed construction docu-
ments, and any changes made during construction which are
not in compliance with the approved construction documents
shall be resubmitted for approval as an amended set of con-
struction documents.

K504.3 Retention off construction docnmentSo One set of
approved construction documents shall be retained by the code
I official for a period of not less than 1 80 days from date of com-
pletion of the permitted work, or as required by state or local
laws.

•

620

2006 INTERNATIONAL BUILDING CODE®

CHAPTER m

APPROVAL

K6OI0I Appro¥edl materials amdl eqElpmemlto All materials,
equipment and devices approved by the code official shall be
constructed and installed in accordance with such approval.

K6OI0I0I Teclnmcall assisltaiiceo To determine the accept-
ability of technologies, processes, products, facilities, mate-
rials and uses attending the design, operation or use of a
building or premises subject to the inspection of the depart-
ment, the code official is authorized to require the owner or
the person in possession or control of the building or pre-
mises to provide, without charge to the jurisdiction, a tech-
nical opinion and report. The opinion and report shall be
prepared by a qualified engineer, specialist, laboratory or
organization acceptable to the code official and shall ana-
lyze the properties of the design, operation or use of the
building or premises and the facilities and appurtenances
situated thereon, to recommend necessary changes. The
code official is authorized to require design submittals to be
prepared by and bear the stamp of, a registered design pro-
fessional.

nSo Wherever there are practical difficul-
ties involved in carrying out the provisions of this code, the
code official shall have the authority to grant modifications for
individual cases, provided the code official shall first find that
special individual reason makes the strict letter of this code
impractical and that the modification is in compliance with the
intent and purpose of this code, and that such modification does
not lessen health, life and fire-safety requirements. The details
of action granting modifications shall be recorded and entered
in the files of the department of electrical inspection.

liamceSo The provisions of this code are not intended to pre-
vent the installation of any material or to prohibit any method
of construction not specifically prescribed by this code, pro-
vided that any such alternative has been approved. An alterna-
tive material or method of construction shall be approved
where the code official finds that the proposed design is satis-
factory and complies 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, effectiveness, fire resistance,
durability and safety.

Materi-
als, equipment, appliances and devices shall not be reused
unless such elements have been reconditioned, tested and
placed in good and proper working condition and approved.

TiSTiWQ

K602.1 Meqeired testimgo Wherever there is insufficient evi-
dence of compliance with the provisions of this code, or evi-

dence 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 code official shall have the
authority to require tests as evidence of compliance to be made
at no expense to the jurisdiction.

J2<,2 Test metSnodSo 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 code official shall
approve the testing procedures.

All tests shall be performed by an

approved agency.

Reports of tests shall be retained by the
code official for the period required for retention of public
records.

]K603ol GemeraL The design, documentation, inspection, test-
ing and approval of an alternative engineered design electrical
system shall comply with this section.

An alternative engineered design
shall conform to the intent of the provisions of this code and
shall provide an equivalent level of quality, strength, effective-
ness, fire resistance, durability and safety. Materials, equip-
ment or components shall be designed and installed in
accordance with the manufacturer's installation instructions.

The registered design professional shall
indicate on the permit application that the electrical system is
an alternative engineered design. The permit and permanent
permit records shall indicate that an alternative engineered
design was part of the approved installation.

The registered design professional
shall submit sufficient technical data to substantiate the pro-
posed alternative engineered design and to prove that the per-
formance meets the intent of this code.

5. The registered design pro-
fessional shall submit to the code official two complete sets of
signed and sealed construction documents for the alternative
engineered design. The construction documents shall include
floor plans and a diagram of the work.

L Where the code official determines
that the alternative engineered design conforms to the intent of
this code, the electrical system shall be approved. If the alterna-
tive engineered design is not approved, the code official shall
notify the registered design professional in writing, stating the
reasons therefor.

o7 Imspectlom amdl testing. The alternative engineered
design shall be tested and inspected in accordance with the
requirements of this code.

2006 IMTERMATIOMAL BUILDING CODE®

S21

•

622 2006 INTERNATIONAL BUILDING CODE®

mOMS AND TESTII

KTdDl.l GemeraL The code official is authorized to conduct
inspections that are deemed necessary to determine the extent
of compHance with the provisions of this code and to approve
reports of inspection by approved agencies or individuals. All
reports of such inspections shall be prepared and submitted in
writing for review and approval. Inspection reports shall be
certified by a responsible officer of such approved agency or by
the responsible individual. The code official is authorized to
engage such expert opinion as deemed necessary to report
upon unusual, detailed or complex technical issues subject to
the approval of the governing body.

K7®2ol GemeraL The code official, upon notification, shall
make the inspections set forth in this section.

ol.l EvaluiMioe amd follow-imp imspectiom services.
Prior to the approval of a prefabricated construction assem-
bly having concealed electrical work and the issuance of an
electrical permit, the code official shall require the submittal
of an evaluation report on each prefabricated construction
assembly, indicating the complete details of the electrical
system, including a description of the system and its compo-
nents, the basis upon which the system is being evaluated,
test results and similar information, and other data as neces-
sary for the code official to determine conformance to this
code.

IKTdJIololol EvatoaMoim seirvice. The code official shall
designate the evaluation service of an approved agency
as the evaluation agency, and review such agency's eval-
uation report for adequacy and conformance to this code.

K7(I])2ololo2 F(Q)llow=rap nmspecltlom. Except where ready
access is provided to electrical systems, service equip-
ment and accessories for complete inspection at the site
without disassembly or dismantling, the code official
shall conduct the in-plant inspections as frequently as
necessary to ensure conformance to the approved evalua-
tion report or shall designate an independent, approved
inspection agency to conduct such inspections. The
inspection agency shall furnish the code official with the
follow-up inspection manual and a report of inspections
upon request, and the electrical system shall have an
identifying label permanently affixed to the system indi-
cating that factory inspections have been performed.

K7iD)2.1.1o3 Test and nmspectiom records. Required test
and inspection records shall be available to the code offi-
cial at all times during the fabrication of the electrical
system and the erection of the building; or such records
as the code official designates shall be filed.

L1.2 Concealed work. Work shall remain accessible
and exposed for inspection purposes until approved. It shall
be the duty of the permit applicant to cause the work to
remain accessible and exposed for inspection purposes.
Wherever any installation subject to inspection prior to use
is covered or concealed without having first been inspected,
the code official shall have the authority to require that such
work be exposed for inspection. Neither the code official
nor the jurisdiction shall be liable for expense entailed in the
removal or replacement of any material required to allow
inspection.

)2.1.3 Uedergroimd. Underground inspection shall be
made after trenches or ditches are excavated and bedded,
piping and conductors installed, and before backfill is put in
place. Where excavated soil contains rocks, broken con-
crete, frozen chunks and other rubble that would damage or
break the raceway, cable or conductors, or where corrosive
action will occur, protection shall be provided in the form of
granular or selected material, approved running boards,
sleeves or other means.

_ hie. Rough-in inspection shall be made
after the roof, framing, fireblocking and bracing are in place
and all wiring and other components to be concealed are
complete, and prior to the installation of wall or ceiling
membranes.

K702,1.5 Other nmspections. In addition to the inspections
specified above, the code official is authorized to make or
require other inspections of any construction work to ascer-
tain compliance with the provisions of this code and other
laws, which are enforced by the department of electrical
inspection.

)2ol.6 Fmal nmspectioini. The final inspection shall be
made after all work required by the permit is completed.

52.1.7 Inspection record card. Work requiring a permit
shall not be commenced until the permit holder or an agent
of the permit holder shall have posted or otherwise made
available an inspection record card such as to allow the code
official to make conveniently the required entries thereon
regarding inspection of the work. This card shall be main-
tained by the permit holder until final approval has been
granted by the code official.

K7(D)2.1.8 Approval required. Work shall not be performed
beyond the point indicated in each successive inspection
and test without first obtaining the approval of the code offi-
cial. The code official, upon notification, shall make the
requested inspections and tests and shall either indicate the
portion of the construction that is satisfactory as completed,
or shall notify the permit holder or an agent of the permit
holder wherein the same fails to comply with this code. Any
portions that do not comply shall be corrected and such por-
tion shall not be covered or concealed until authorized by
the code official.

2006 INTERNATIONAL BUDLDING CODE®

623

APPENDIX K

K702.2 Validity. Approval as a result of an inspection shall not
be construed to be an approval of a violation of the provisions
of this code or of other ordinances of the jurisdiction. Inspec-
tions presuming to give authority to violate or cancel the provi-
sions of this code or of other ordinances of the jurisdiction shall
not be valid.

13 Preliminary inspection. Before issuing a permit, the
code official is authorized to examine or cause to be examined
buildings, structures and sites for v^hich an application has
been filed. The code official shall be notified when the installa-
tion is ready for inspection and is authorized to conduct the
inspection within a reasonable period of time.

K702.4 Entry. The code official is authorized to enter and
examine any building, structure, marine vessel, vehicle or pre-
mises in accordance with Section 702.4.3 for the purpose of
enforcing this code.

L4.1 Identification. The code official shall carry
proper identification issued by the governing authority
where inspecting structures, premises or facilities in the per-
formance of duties under this code and shall be identified by
proper credentials issued by this governing authority.

K702.4.2 Impersonation prohibited. A person shall not
impersonate the code official through the use of a uniform,
identification card, badge or any other means.

K702.4.3 Right of entry. Where it is necessary to make an
inspection to enforce the provisions of this code, or where
the code official has reasonable cause to believe that there
exists in a structure or upon any premises a condition that is
contrary to or in violation of this code, which makes the
structure or premises unsafe, dangerous or hazardous, the
code official is authorized to enter the structure or premises
at reasonable times to inspect or to perform the duties
imposed by this code, provided that if such structure or pre-
mises be occupied, that credentials be presented to the occu-
pant and entry requested. If such structure or premises is
unoccupied, the code official is authorized to first make a
reasonable effort to locate the owner or other person having
charge or control of the structure or premises and request
entry. If entry is refused, the code official shall have
recourse to the remedies provided by law to secure entry.

K702.5 Inspection agencies. The code official is authorized to
accept reports of approved inspection agencies, provided such
agencies satisfy the requirements as to qualifications and reli-
ability.

K702.6 Inspection requests. It shall be the duty of the person
doing the work authorized by a permit to notify the code offi-
cial that such work is ready for inspection. It shall be the duty of
the person requesting any inspections required by this code to
provide access to and means for inspection of such work.

K702.7 Assistance from other agencies. The assistance and
cooperation of police, building, fire and health department offi-
cials and all other officials shall be available as required in the
performance of duties.

K702.8 Contractors' responsibilities. It shall be the responsi-
bility of every contractor who enters into contracts for the
installation or repair of electrical systems for which a permit is

required to comply with adopted state and local rules and regu-
lations concerning licensing.

SECTION K703
TESTBNG

K703.1 General. Electrical work shall be tested as required in
this code. Tests shall be performed by the permit holder and
observed by the code official.

K703.2 Apparatus, material and labor for tests. Apparatus,
material and labor required for testing an electrical system or I
part thereof shall be furnished by the permit holder.

K703.3 Reinspection and testing. Where any work or instal-
lation does not pass an initial test or inspection, the necessary
corrections shall be made so as to achieve compliance with this
code. The work or installation shall then be resubmitted to the
code official for inspection and testing.

•

2006 BNTERNATSONAL BUILDShSG CODE®

IVICE UTILITIES

SECTIOM K801
GENERAL

K8©1.1 Conmectioe off service etilltleso 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 code official.

K801.2 Temporary conmectnoim. The code official shall have
the authority to authorize the temporary connection of the
building or system to the utility source of energy, fuel or power.

K801o3 Aethority to discoimiiiect seirvnce unifflltleSo The code
official shall have the authority to authorize disconnection of
utility services or energy sources to the building, structure or
system regulated by this code in case of an emergency where it
is necessary to eliminate an immediate hazard to life or prop-
erty. The code official shall notify the serving utility 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.

K80)1.3.1 CommecMom after order to discoinmecft. A person
shall not make utility service or energy source connections
to systems regulated by this code, which have been discon-
nected or ordered to be disconnected by the code official, or
the use of which has been ordered to be discontinued by the
code official until the code official authorizes the
reconnection and use of such systems.

2006 INTERNATiOEMAL BUILDIMG CODI

626 2006 ENTERNATIONAL BUILDING CODE®

•r

CHAPTER m

UMSAFi SYSTEMS ANI

.1 Umsafe electrical systemSo An electrical system that is
unsafe, constitutes a fire or health hazard, or is otherwise dan-
gerous to human life, as regulated by this code, is hereby
declared as an unsafe electrical system. Use of an electrical sys-
tem regulated by this code constituting a hazard to health,
safety or welfare by reason of inadequate maintenance, dilapi-
dation, fire hazard, disaster, damage or abandonment is hereby
declared an unsafe use. Such unsafe equipment and appliances
are hereby declared to be a public nuisance and shall be abated
by repair, rehabilitation, demolition or removal.

]K901o2 Aetliiodty to comdemm electrical systems. Wherever
the code official determines that any electrical system, or por-
tion thereof, regulated by this code has become hazardous to
life, health or property, the code official shall order in writing
that such electrical systems either be removed or restored to a
safe condition. A time limit for compliance with such order
shall be specified in the written notice. A person shall not use or
maintain a defective electrical system or equipment after
receiving such notice.

Where such electrical system is to be disconnected, written
notice as prescribed in this code shall be given. In cases of
immediate danger to life or property, such disconnection shall
be made immediately without such notice.

K9013 Bamgeroes comditioms. Wherever the code official
shall find in any structure or upon any premises dangerous or
hazardous conditions or materials, the code official is autho-
rized to order such dangerous conditions or materials to be
removed or remedied in accordance with the provisions of this
code.

The code 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.

Jo If an unsafe condition is found, the code 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
condition to be removed within a stipulated time. Such notice
shall require the person thus notified to declare immediately to
the code official acceptance or rejection of the terms of the
order.

upon the owner's agent or upon the person responsible for the
structure shall constitute service of notice upon the owner.

f service. Such notice shall be deemed prop-
erly served if a copy thereof is: (a) delivered to the owner per-
sonally; or (b) sent by certified or registered mail addressed to
the owner at the last known address with the return receipt
requested. If the certified or registered letter is returned show-
ing 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

2006 IMTERNATION^L BUILDIMG CODE® 627

628 2006 INTERNATIONAL BUILDING CODE®

CHAPTER gC1@

/IQLMiOMi

UNLAWFUL /s^CTS

ol GeeeraL It shall be unlawful for any person, firm or
corporation to erect, construct, alter, extend, repair, move,
remove, demolish or occupy any system or equipment regu-
lated by this code, or cause same to be done, in conflict with or
in violation of any of the provisions of this code.

)2ol Issoiaiiiice. Where the code official finds any building,
premises, vehicle, system or equipment that is in violation of
this code, the code official is authorized to issue corrective
orders.

Wherever the code official determines viola-
tions of this code or observes an apparent or actual violation of
a provision of this code or other codes or ordinances under the
code official's jurisdiction, the code official is authorized to
prepare a written notice of violation describing the conditions
deemed unsafe and, where compliance is not immediate, speci-
fying a time for reinspection. Such order shall direct the dis-
continuance of the illegal action or condition and the abatement
of the violation.

])2o3 Servnceo Any order or notice issued pursuant to this
code shall be served upon the owner, operator, occupant or
other person responsible for the condition or violation, either
by personal service, mail or by delivering the same to, and leav-
ing it with, some person of responsibility upon the premises.
For unattended or abandoned locations, a copy of such order or
notice shall be posted on the premises in a conspicuous place at
or near the entrance to such premises, and the order or notice
shall be mailed by certified mail with return receipt requested
or a certificate of mailing, to the last known address of the
owner, occupant or both.

Orders and

notices issued or served as provided by this code shall be com-
plied with by the owner, operator, occupant or other person
responsible for the condition or violation to which the order or
notice pertains.

If the notice of viola-
tion is not complied with, the code official is authorized to
request the legal counsel of the jurisdiction to institute the
appropriate legal proceedings to restrain, correct or abate such
violation or to require removal or termination of the unlawful
occupancy of the structure in violation of the provisions of this
code or of any order or direction made pursuant thereto.

^o Failure to comply with an abate-
ment notice or other corrective notice issued by the code offi-
cial shall result in each day that such violation continues being
regarded as a new and separate offense.

K10(ID2o7 Umaiiltlhorked tampermg. Signs, tags or seals
posted or affixed by the code official shall not be mutilated,
destroyed or tampered with or removed without authorization
from the code official.

]K1®03,1 PemaMeSo Any person who fails to comply with the
provisions of this code or who fails to carry out an order made
pursuant of this code or violates any condition attached to a
permit, approval or certificate shall be subject to the penalties
established by this jurisdiction.

a. The imposition of the pen-
alties herein described shall not prevent the legal officer of the
jurisdiction from instituting appropriate action to prevent
unlawful construction or to restrain, correct or abate a viola-
tion; or to prevent illegal occupancy of a structure or premises;
or to stop an illegal act, conduct of business or occupancy of a
structure on or about any premises.

SECTION KWm
STOP WORK ORDER

ol Isseance. Upon notice from the code official that any
electrical work is being done contrary to the provisions of this
code or in a dangerous or unsafe manner, such work shall
immediately cease. Such notice shall be in writing and shall be
given to the owner of the property, or to the owner's agent, or to
the person doing the work. The notice shall state the conditions
under which work is authorized to resume.

o2 EmergemcieSo Where an emergency exists, the code
official shall not be required to give a written notice prior to
stopping the work.

Kl®®4.3 UHlawffiuiI comtlmiisamceo Any person who shall con-
tinue any work in or about the structure after having been
served with a stop work order, except such work as that person
is directed to perform to remove a violation or unsafe condi-
tion, shall be subject to penalties as prescribed by law.

mm miEnnAimKAL budlddinig code®

•

630 2006 INTERNATIONAL BUILDING CODE®

CHAPTER KID

MS OF APPEAL

SECTIOM iC1101
GEMERAL

KllOlol Board of appeals established. In order to hear and
decide appeals of orders, decisions or determinations made by
the code official relative to the application and interpretation of
this code, there shall be and is hereby created a board of
appeals. The board of appeals shall be appointed by the govern-
ing body and shall hold office at its pleasure. The board shall
adopt rules of procedure for conducting its business, and shall
render all decisions and findings in writing to the appellant
with a duplicate copy to the code official.

, 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-
I preted, the provisions of this code do not fully apply, or an at
I least equivalent method of protection or safety is proposed. The
board shall have no authority to waive the requirements of this
code.

KllOl.l MemtoersMp off boardo The board of appeals shall
consist of five members appointed by the chief appointing
authority as follows: one for five years; one for four years; one
for three years; one for two years and one for one year. Thereaf-
ter, each new member shall serve for five years or until a suc-
cessor has been appointed.

iSo The board of appeals shall consist of
five individuals, one from each of the following professions or
disciplines.

1 . Registered design professional who is a registered archi-
tect; or a builder or superintendent of building construc-
tion with at least 10 years' experience, five of which shall
have been in responsible charge of work.

2. Registered design professional with structural engineer-
ing or architectural experience.

3. Registered design professional with mechanical, plumb-
ing or fuel-gas engineering experience; or a mechanical,
plumbing or fuel-gas contractor with at least 10 years'
experience, five of which shall have been in responsible
charge of work.

4. Registered design professional with electrical engineer-
ing experience; or an electrical contractor with at least 10
years' experience, five of which shall have been in
responsible charge of work.

5. Registered design professional with fire protection engi-
neering experience; or a fire protection contractor with at
least 10 years' experience, five of which shall have been
in responsible charge of work.

6. The code official shall be an ex officio member of said
board, but shall have no vote on any matter before the
board.

Kl 102.3 Alternate members. The chief appointing authority
shall appoint two alternate members who shall be called on by
the board chairman to hear appeals during the absence or dis-
qualification of a member. Alternate members shall possess the
quahfications required for board membership and shall be
appointed for five years, or until a successor has been
appointed.

R. The board shall annually select one of its
members to serve as chairman.

Kl 102.5 Disqealfficatiom off members. A member shall not
hear an appeal in which that member has a personal, profes-
sional or financial interest.

12.6 Secretary. The chief appointing authority shall des-
ignate 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 appointing authority.

Kl 102.7 CompemsatnoE off members. Compensation of
members shall be determined by law.

PROCEDURES

.1 AppMcalioE ffor appeal. A person shall have the right
to appeal a decision of the code official to the board of appeals.
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 interpreted, the provisions of this code do not
fully apply, or an equally good or better form of construction is
proposed. The application shall be filed on a form obtained
from the code official within 20 days after the notice was
served.

Kl 103.2 Notice off meeting. The board shall meet upon notice
from the chairman, within 10 days of the filing of an appeal, or
at stated periodic meetings.

.3 Open bearing. All hearings before the board shall be
open to the public. The appellant, the appellant's representa-
tive, the code official and any person whose interests are
affected shall be given an opportunity to be heard.

K1103.4 Rules off procedrare. The board shall adopt and make
available to the public through the secretary rules of procedure
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.

Where five members are not
present to hear an appeal, either the appellant or the appellant's
representative shall have the right to request a postponement of
the hearing.

2006 iWTERWATlONAL BOILDJMG CODE®

631

APPENDIX K

Kl 103.6 Decisions. The board shall modify or reverse the
decision of the code official by a concurring vote of three mem-
bers.

K1103.6.1 Resolution. The decision of the board shall be
by resolution. Certified copies shall be furnished to the
appellant and to the code official.

Kl 103.6.2 Administration. The code official shall take
immediate action in accordance with the decision of the
board.

Kl 103.7 Court review. Any person, whether or not a previous
party of the appeal, shall have the right to apply to the appropri-
ate court for a writ of certiorari to correct errors of law. Apph-
cation for review shall be made in the manner and time required
by law following the filing of the decision in the office of the
chief appointing authority.

•

632 2006 DNTERNATIONAL BUILDING CODE®

CHAPTER Kil2

?iCAL PRO¥ISBOi

K12(0)l.l Scope, This chapter governs the design and construc-
tion of electrical systems and equipment.

]K12(D)lolol AdopMoeo Electrical systems and equipment
shall be designed and constructed in accordance with the
International Residential Code or NFPA 70 as applicable,
except as otherwise provided in this code.

[F] K12(I])lo2 Abatememt of electrical hazards. All identified
electrical hazards shall be abated. All identified hazardous
electrical conditions in permanent wiring shall be brought to
the attention of the code official responsible for enforcement of
this code. Electrical wiring, devices, appliances and other
equipment which is modified or damaged and constitutes an
electrical shock or fire hazard shall not be used.

[F] ]K12®13 AppMamce and Hxtare listing. Electrical appli-
ances and fixtures shall be tested and listed in published reports
of inspected electrical equipment by an approved agency and
installed in accordance with all instructions included as part of
such listing.

SECTDON K120i
PROVISIONS

K1202.1 (GemeraL The provisions of this section shall apply to
the design, construction, installation, use and maintenance of
electrical systems and equipment. Where differences occur
between provisions of this code and referenced codes or stan-
dards, the provisions of this code shall apply.

K12®2.2 Nommetallic-slieatliied cable. The use of Type NM,
NMC and NMS (nonmetallic sheathed) cable wiring methods
shall not be limited based on height, number of stories or con-
struction type of the building or structure.

The cutting, notch-
ing and boring of wood and steel framing members, structural
members and engineered wood products shall be in accordance
with the International Building Code.

Penetrations of walls, floors, ceilings
and assemblies required to have a fire-resistance rating, shall
be protected in accordance with the International Building
Code. Where cables, conductors and raceways penetrate
fireblocking or draftstopping, such penetrations shall be pro-
tected by filling the annular space with an approved
fireblocking material.

K1202.S Smoke detector cnrcelts. Smoke detectors required
by the International Building Code and installed within dwell-
ing units shall not be connected as the only load on a branch cir-
cuit. Such detectors shall be supplied by branch circuits having
lighting loads consisting of lighting outlets inhabitable spaces.

[M] ]K12®2.6 Appliance access. Where appliances requiring
access are installed in attics or underfloor spaces, a luminaire
controlled by a switch located at the required passageway
opening to such space and a receptacle outlet shall be provided
at or near the appliance location.

[FG] K1202.7 ProMtoited gronmdiinig electrode. Fuel gas pip-
ing shall not be used as a grounding electrode.

[F] ]K12(D2o8 Emergency and standby power. Emergency and
standby power systems required by the International Building
Code or International Fire Code shall be installed in accor-
dance with the International Building Code, the International
Fire Code, NFPA 110, NFPA 111 and this code.

[F] K12(I])2.9 Smoke control systems. Smoke control systems
required by the International Building Code or International
Fire Code 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 this 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.

[F] K12®2,9.1 Power soerces and power serges. Ele-
ments of the smoke management system relying on volatile
memories or the like shall be supplied with uninterruptable
power sources of sufficient duration to span 15-minute pri-
mary power interruption. Elements of the smoke manage-
ment system susceptible to power surges shall be suitably
protected by conditioners, suppressors or other approved
means.

[F] K;12(I)2.9.2 Wiring. In addition to meeting the require-
ments of this code, all signal and control wiring for smoke
control systems, regardless of voltage, shall be fully
enclosed within continuous raceways.

in plennms. Combustible electrical or
electronic wiring methods and materials, optical fiber cable,
and optical fiber raceway exposed within plenums regulated by
Section 602 of the International Mechanical Code shall have a
peak optical density not greater than 0.50, an average optical
density not greater than 0.15, and a flame spread not greater
than 5 feet (1524 mm) when tested in accordance with NFPA
262. Only type OFNP (plenum-rated nonconducive optical
fiber cable) shall be installed in plenum-rated optical fiber race-
ways. Wiring, cable and raceways addressed in this section
shall be listed and labeled as plenum rated and shall be installed
in accordance with this code.

[M] K12(D)2,1(0).1 Combestitole electrical equipment.
Combustible electrical equipment exposed within plenums

2006 INTERNATIONAL BUDLDDNG CODE®

633

APPENDIX K

regulated by Section 602 of the International Mechanical
Code shall have a peak rate of heat release not greater than
100 kilowatts (kW), a peak optical density not greater than
0.50, and an average optical density not greater than 0.15
when tested in accordance with UL 2043. Combustible
electrical equipment shall be listed and labeled.

[M] K1202.1i Engine and gas turbine-powered equipment

and appliances. Permanently installed equipment and appli-
ances powered by internal combustion engines and turbines
shall be installed in accordance with the manufacturer's instal-
lation instructions, the International Mechanical Code, Inter-
national Fuel Gas Code and NFPA 37.

[F] K1202.12 Stationary fuel cell power systems. Stationary
fuel cell power systems having a power output not exceeding
10 MW shall be tested in accordance with ANSI CSA America
FCl and shall be installed in accordance with the manufac-
turer's installation instructions and NFPA 853.

[M] K1202.13 Boiler control requirements. The power sup-
ply to the electrical control system for boilers shall be from a
two- wire branch circuit that has a grounded conductor or from
an isolation transformer with a two-wire secondary. Where an
isolation transformer is provided, one conductor of the second-
ary winding shall be grounded. Control voltage shall not
exceed 150 volts nominal, line to line. Control and limit
devices shall interrupt the ungrounded side of the circuit. A
means of manually disconnecting the control circuit shall be
provided, and controls shall be arranged so that when
deenergized, the burner shall be inoperative. Such disconnect-
ing means shall be capable of being locked in the off position
and shall be provided with ready access.

[F] K1202.14 Equipment and door labeling. Doors into elec-
trical control panel rooms shall be marked with a plainly visible
and legible sign stating ELECTRICAL ROOM or similar
approved wording. The disconnecting means for each service,
feeder or branch circuit originating on a switchboard or
panelboard shall be legibly and durably marked to indicate its
purpose unless such purpose is clearly evident.

[F] K1202.15 Smoke alarm power source. In new construc-
tion, required 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 without a disconnecting
switch other than as required for overcurrent protection.

Exception: 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] K1202,16 Smoke alarm interconnection. Where more
than one smoke alarm is required to be installed within an indi-
vidual dwelling unit or sleeping unit in Group R-2, R-3 or R-4,
or within an individual sleeping unit in Group R-1, the smoke
alarms shall be interconnected in such a manner that the activa-
tion 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.

SECTION K1203
G ELECTRICAL FACILITIES

[PM] K1203.1 Existing buildings. This section shall apply to
buildings and structures that are within the scope of the Inter-
national Property Maintenance Code. Every occupied build-
ing shall be provided with an electrical system in compliance
with the requirements of Sections 1203.1.1 through 1203.1.5.

[FM] K1203.1.1 Service. The size and usage of appliances
and equipment shall serve as a basis for determining the
need for additional facilities in accordance with this code.
Dwelling units shall be served by a three- wire, 120/240 volt,
single-phase electrical service having a rating of not less
than 60 amperes.

[PM] K1203.1.2 Electrical system hazards. Where it is
found that the electrical system in a structure constitutes a
hazard to the occupants or the structure by reason of inade-
quate service, improper fusing, insufficient receptacle and
lighting outlets, improper wiring or installation, deteriora-
tion or damage, or for similar reasons, the code official shall
require the defects to be corrected to eliminate the hazard.

[PM] K1203.1.3 Installation, All electrical equipment,
wiring and appliances shall be properly installed and main-
tained in a safe and approved manner.

[PM] K1203.1.4 Receptacles. Every habitable space in a
dwelling shall be provided with at least two separate and
remote receptacle outlets. Every laundry area shall be pro-
vided with at least one grounding-type receptacle outlet or a
receptacle outlet with ground fault circuit interrupter pro-
tection. Every bathroom shall contain at least one receptacle
outlet. Any new bathroom receptacle outlet shall have
ground fault circuit interrupter protection.

[PM] K1203.1.5 Luminaires. Every public hall, interior
stairway, toilet room, kitchen, bathroom, laundry room,
boiler room and furnace room shall be provided with at least
one electric luminaire.

•

2006 BNTERNATBONAL BUILDING CODE®

OHAFTEIR CCt

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 K102.6.

ICC

Standard

Referenced

reference

in code

number

Title

section number

IBC— 06
lECC— 06
IFC— 06
IFGC— 06
MC— 06
IPC— 06
IPMC— 06
IPSDC— 06
IRC— 06
IZC— 06

International Code Council
Suite 600

5203 Leesburg Pike
Falls Church, VA 22041

Title

International Building Code® K201.3, K303.1, K1202.3, K1202.4, K1202.5, K1202.5, K1202.8, K1202.9.

International Energy Conservation Code® K201.3

International Fire Code® K201.3, K1202.8, K1202.9

International Fuel Gas Code® K201.3, K1202.il

International Mechanical Code® K201.3, K1202.10, K1202.10.1, K1202.il

International Plumbing Code® K201.3

International Property Maintenance Code® K201.3, K1203.1

International Private Sewage Disposal Code® K201.3

International Residential Code® K201.3, K1201.1.1

International Zoning Code® K201.3

Standard

Referenced

reference

in code

number

Title

section number

37—02

70—05

110—99

111—01

262—99

853—03

National Fire Protection Association
1 Battery march Park
Quincy, MA 02269

Title

Installation and Use of Stationary Combustion Engines and Gas T^bines K1202.1 1

National Electrical Code K201.3, K1201.1.1

Emergency and Standby Power Systems K1202.8

Stored Electrical Energy Emergency and Standby Power Systems K1202.8

Standard Method of Test for Flame Travel and Smoke of Wires and Cables for Use in Air-Handling Spaces K1202.10

Installation of Stationary Fuel Cell Power Systems K1202.12

Underwriters Laboratories

U.^-^

333 Pfingsten Road
Northbrook, IL 60062-2096

Standard
reference
number

Title

Referenced

in code

section number

2043—96

Fire Test for Heat and Visible Smoke Release for Discrete Products and

their Accessories Installed in Air-Handling Spaces — with Revisions through February 1998

K1202.10.1

2006 DMTEIRMATIOMAL BUILDING CODE*'

•

636 2006 DNTERNATBONAL BUILDBNG CODE®

Attic 1209.2

Crawl space 1209.1

Doors 711.3.2

Fire damper 71 6.4

Fire department 402.16

iViechanical appliances 1209.3

Refuse/laundry chutes 707.13.3

ACCESSIBiLDTY Chapter 1 1

Airports El 10

Assembly seating 1108.2, 1109.10

Bus stops E108

Detectable warnings 1 109.9

Detention and correctional facilities . . . 1103.2.13,
1107.5.5, 1108.4.2, 3409.8.7, El 01.1

Dining areas 1 108.2.8

Dwelling units 1 107, 3409.8.7

Egress 1 007

Elevators 1007.2.1 , 1007.4,

1109.6,3001.3,3409.8.2

Employee work areas 907.9.1.2, 1103.2.3,

1104.3.1

Entrances 1 105, 3409.8.1, 3409.9.3

Escalators 3409.8.4

Existing buildings 1103.2.2, 3409

Historic buildings 3409.9

Judicial facilities 1 108.4, 3409.8.7

Lifts 1007.5, 1109.7, 3409.8.3

iViaintenance 3409.2

Parking and passenger loading facilities .... 1 106

Performance areas 1 108.2.7, 3409.8.6

Platform, raised E103.1

Ramps 1010, 3409.8.5

Recreational facilities 1 109.14

Route .1104,1107.4,

3409.7,3409.9.1,3409.9.2

Scoping 1101, 1103.1,3409.1, E101.1

Service facility . . . 1109.12, 3409.8.10, 3409.8.11

Signage 1110, E107

Sleeping units 1107, 3409.8.7

Storage 1108.3, 1109.8

Telephone El 06

Toilet and bathing facilities 1109.2, 3409.8.9,

3409.9.4, El 05.1

Transient lodging 1103.2.11, 1107.6.1,

3409.8.7, E104.1

Transportation facilities and
stations E109

CESSiBLE liEAMS @F EORESS 1007

iilNISTOATIOM Chapter 1

RICULTURAL BUILDIMGS (GROOP U) 312.1,

1103.2.5, Appendix C
I CONDITIOWIMG (see MECHAMiCAL) . . . 101.4.3,

2801.1,3006.2

I IMTAKES (YARDS OR COURTS) 1206.3.2

ICRAFT HANGARS 412.2

Aircraft paint hangars 412.4, 507.8

Basements 412.2.2

Construction exterior walls 412.2.1

Heliports and helistops 412.5

Residential 412.3, 907.2.21

Unlimited height 504.1

iCRAFT^RELATED OCCUPANCIES 412

Airport traffic control towers 412.1, 907.2.22

Egress 412.1.3

Fire detection systems, automatic 412.1.4,

907.2.22

Standby power 412.1.5, 2702.2.18

Type of construction 412.1 .2

Assembly seating 1025

Bleachers 1025.1.1

Check-out 1109.12.2, 3409.8.11

Converging 1025.9.3

Egress 1014.4

Folding and telescopic seating 1025.1.1

Grandstands 1025.1.1

Obstructions 1025.9.6

Tents 3103.4

Walking surfaces 1025.1 1

Width 1025.9.1

rSTEHS, EilERGENCY 908

FIRE (see FIRE ALARHfl AMD DETECTION

IS)

VISIBLE 907.9.1

¥OiCE

rise buildings 907.2.12.2

)WABLE STRESS DESIGN 1602.1

Load combinations 1605.3

iViasonry design 2101.2.1,2107

Wood design 2301 .2, 2306

■RATIONS 3403

Accessibility 3409.6

Compliance alternatives 3410

DESIGM AND
104.11

2006 IINTE^IMATIOIMAL BUDLDBNG CODE"'

ERMMING TREAD DEVDCES 1009.9

Construction 1009.9.2

Galleries, catwalks and gridirons 1015.6.1

mmUM 1404.5.1, 1604.3.5, Chapter 20

AiyflUSEiiEIMT BUILDING, SPECIAL 41 1

Emergency voice/
alarm communications system 41 1 .6

Exit marl<ing 41 1 .7

Fire detection, automatic 41 1.3

Interior finish 41 1 .8

Smol<e detection system 907.2.1 1

Sprinklers, automatic 41 1 .4

AWaUSEiiEMT PARK STRUCTURES 303

ANCHOR STORE (see COVERED B^/DALL

BUDLDIWGS) 402.2

Construction type 402.6

Means of egress 402.4.3.1

Occupant load 402.4.1 .3

ANCHORAGE 1604.8

Braced wall line sills 2308.3.3

Concrete 1911, 1912

Concrete walls 1604.8.2

Conventional light-frame

construction 2308.1 1 .3.1 ,

2308.12.7,2308.12.9

Decks 1604.8.3

Empirical design of masonry 2109.7

iVlasonry walls 1604.8.2, 2106.2

Perforated shear walls 2305.3.8.2

Seismic anchorage for
masonry chimneys 21 13.4

Seismic anchorage for
masonry fireplaces 211 1 .4

Wood sill plates 2305.3.10, 2308.3.3

APARTMENT HOUSES 310.1

APPEALS 112

ARCHITECT (see definition for REGISTERED
DESIGN PROFESSIONAL)

ARCHITECTURAL TRIii 1406.2.2

AREA, BUILDING Chapter 5

Enclosed parking garage .... 509.2, 509.3, 509.4

Limitations 503, 505

Membrane structures 3102.4

Mezzanines 505.2

Mixed construction types 3102.6

Mixed occupancy 508

Modifications 506

Open parking garage 509.2, 509.3,

509.4, 509.7, 509.8

Residential aircraft hangars 412.3.6,

Unlimited 503.1 .3, 506.2.1 , 507

AREA FOR ASSISTED RESCUE, EXT

ySTED RESCUE)

AREA OF REFUGE 1007.6

ASSEiiBLY OCCUPANCY (GROUP A) 303, 1025

Accessory 508.3.1

Aisles 1025.9

Bleachers (see BLEACHERS)

Egress, special provisions 1008.1.9

Fire alarms 907.2.1

Folding and telescopic seating 1025.1.1

Grandstands (see GRANDSTANDS)

Interior finishes Table 803.5

Live load Table 1607.1

Motion picture theaters 507.10

Panic hardware 1008.1.9

Seating, fixed (see SEATING, FIXED)

Seating, smoke-protected 1025.6.2

Sprinklers 507.3, 507.6, 507.10, 903.2.1

Standby power systems 2702.2.1

Standpipes 905.3.2

ASSISTED LIVING (see RESIDENTIAL
CARE/ASSISTED LIVING FACILITIES)

ATRIUii 404

Automatic sprinkler protection 404.3

Enclosure 404.5

Fire alarm system 907.2.13

Interior finish 404.7

Smoke control 404.4, 909

Standby power 404.6

Use 404.2

ATTIC

Access 1209.2

Combustible storage 413.2

Draftstopping 71 7.4

Insulation 719.3.1

Live load Table 1607.1

Unusable space fire protection 71 1 .3.3

Ventilation 1203.2

303.1

Accessibility 11 08.2

Foyers and lobbies 1025.4

Interior balconies and galleries 1025.5

Motion picture projection rooms 409

Stages and platforms 410

i PARKING GARAGE (see GARAGE,

AUTOiViOBILE PARKING) 406

i^NINGS

Design and construction 3105.3

Drainage, water 3201 .4

Live load 1607.11.2.4

Plastic 2606.10

Public right-of-way encroachments .... 3202.2.3,

3202.3.1

•

638

2006 DNTERNATBONAL BUILDING CODE®

BALCONDES 1014.5

Accessibility 1 108.2.3

Construction requirements 1406.3

Egress, means of 1014.5, 1016.3, 1025.5

Emergency escape 1026.1

Encroachments 3202.3.2

Exterior 1602.1, 1016.3

Guards 1013.1

Interior 1025.5

Live load Table 1607.1

Projection 704.2, 1406.3

Travel distance 1016.3

BARBECUES 2801

BARRIERS, ¥EyDCLE 406.2.4, 1602.1, 1607.7.3

Aircraft hangars 412.2.2

Area modification 506.1

Considered a story 502.1

Emergency escape 1026

Flood loads 1612.2

Height modifications for 509.2, 509.3,

509.4, 509.5

Prohibited 415.4, 415.5,

415.6.3.5,415.8.5.2.2,418.1

Rodentproofing Appendix F

Sprinklers 903.2.10.1

Waterproofing and dampproofing 1807

BASECiEMT WALLS

Concrete Table 1904.2.2, 1909.6.1

Soil loads 1610.1

Waterproofing and dampproofing 1 807

BASIC WIND SPEED 1609.3

BAY AND ORIEL WINDOWS 1406.4

BLEACHERS 303.1

Accessibility 1 108.2

Egress 1025.1.1

Footboards 1025.1.1

Occupant load 1004.7

BLOCK (s@e CONCRETE BLOCtC, and OLASS UNIT
liASONRY)

lARD OF APPEALS 112, Appendix B

Application for appeal B101.1

Alternate members 8101 .2.1

Board decision B1 01 .4

Limitations on authority 1 12.2

iViembership of board B101.2

Notice of meeting B101.3

Qualifications 112.3, B101.2.2

ER ROOli

Exits 1015.3

2204.2

Anchors 1912, 1913, 2103.13.5, 2204.2.1

High strength, steel 1704.3.3

IDING, CVSASONRY. . . . 2103.9, 2109.6, 2109.7.2.1

CED WALL LINE 2302.1 , 2308.3

Bracing 2309.3

Seismic requirements 2308.12.3, 2308.12.4

Sill anchorage 2308.3.3

Spacing 2308.3.1

Support 2308.3.4

BRACED WALL PANEL 2302.1 , 2308.9.3

Alternative bracing 2308.9.3.1, 2308.9.3.2

Connections 2308.3.2

tK (s@® DiASOWRY)

Calculated fire resistance 721 .4

Foundations 1805.5

Veneer 1405.5, 1405.9

BRICC

Access, fire department 402.16

Area (see AREA, BUILDING) Chapter 5

Demolition 3303

Existing Chapter 34

Height (see HEIGHT, BUILDING) Chapter 5

Occupancy classification Chapter 3

a DEPARTIiENT 103

G OFFICIAL

Duties and powers 1 04

Qualifications A101.1

Records 104.7

Termination A101.4

BUILT=UP ROOFS 1507.10

BUSINESS OCCUPANCY (GROUP B) 304

Aisles 1014.4.1

Educational above 12th grade 304.1

Fire alarm 907.2.2

Parking under 509.2, 509.7, 509.8

CABLES, STEEL STRUCTURAL 2207

CALCULATED FIRE RESISTANCE (see FIRE
RESISTANCE, CALCULATED)

CANOPIES 3105

Fire district D102.2.8

Live load 1607.1 1 .2.4

Materials 3105.4

iViotor vehicle service stations 406.5.2

Permanent D102.2.8

CARPET

Floor covering 804.2

Textile wall coverings 803.6.1

Textile ceiling finish 803.6.2

2006 IMTEOWATIONAL BUILDIWG CODE^

Means of egress 410.3.2, 1015.6.1

Sprinklers 410.6

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

ILLULOSE NITRATE FIL!\/1 409.1, 903.2.4.3

Material requirements 2103.5

Mortar 2103.10

CATE OF OCCUPANCY 110

D CARE (see DAY CARE) 305.2, 308.3.1 ,

308.5.2,407.1

IMEYS 2102.1,2111

Factory-built 717.2.5

(see RELIGIOUS WORSHIP, PLACES OF)
IRCULAR STAIRS (see CURVED STAIRWAYS)

LAY ROOF TILE 1507.3

Testing 1715.2

OAL POCKETS 415.6.1.6

OLD STORAGE,

FOAM PLASTIC INSULATION 2603.3, 2603.5

Thermal barrier 2603.4, 2604.1.1, 2604.1.3

OLD-FORi\/SED STEEL 2202.1 , 2209

Special inspection for seismic resistance. . 1707.4

Light-frame construction 2210

OiiBUSTIBLE DUSTS 415.6.1

OiViBUSTIBLE LIQUIDS 415.6.2

High-pile stock or rack storage 413.1, 910.2.2

In concealed spaces 413.2, 717.5

In Type I and Type II 603, 805.1

On exterior side of exterior wall 1 406

OilBySTIBLE PROJECTIONS 704.2, 1406.3

OiaBUSTIBLE STORAGE 413, 910.2.2

OF EGRESS TRAVEL 1014.3

Underground buildings 405.4

Values 3410.6.3

PLIANCE ALTERNATIVES 3410

iPRESSED GAS 307.2, 415.8.7.2.2

ICEALED SPACES 413.2, 717

ICeETE Chapter 19

Anchorage 1911, 1912

Calculated fire resistance 721 .2

Conduits embedded in 1906

Construction documents 1901.4

Construction joints 1 906

Curing 1905.11

Durability 1 904

Exposure conditions 1904

Footings 1 805.4.2

Formwork 1906

Foundation walls 1805.5

Materials 1704.4.1, 1903

Mixing 1905

Pipe columns, concrete-filled 1915

Pipes embedded in 1906

Placing 1 905

Plain, structural 1909

Proportioning 1905.2

Quality 1 905

Reinforced gypsum concrete 1914

Reinforcement 1 907

Rodentproofing Appendix F

Roof tile 1507.3, 1715.2

Shotcrete 1 914

Slab, minimum 191 1

Special inspections 1 704.4, Table 1 704.4

Specifications 1903

Strength testing 1704.4.1, 1905.6

Wood support 2304.12

ICRETE HASONRY

Calculated fire resistance 721 .3

Construction 21 04

Design 2101.2

Materials 2103.1

Surface bonding 2109.2.3

Testing 2105.2.2.1.2

Wood support 2104.1.6,2304.12

ICRETE ROOF TILE 1507.3

Wind resistance 1609.5.3, 1715.2

SDOiiSMlOiyi (see APARTMENT HOUSES)

IDUIT, PENETRATION PROTECTION 71 1 .5,

712.3, 1020.1.1

IFLICTS m CODE 102.1

iSTRUCTlON DOCUMENTS 106, 1603

Concrete construction 1901.4

Design load bearing capacity 1802.6

Fire alarm and detection systems 907.1.1

Fire-resistant-joint systems 713

Floor live load 1603.1.1

Masonry 21 01 .3

Means of egress 106.1 .2

Penetrations 712

Permit application 105.1

Retention 1 06.5

Review 106.3

Roof assemblies 1503

•

2006 INTERNATBOMAL BUILDIMG CODE*"

[NDEX

Roof live load 1603.1 .2

Roof snow load 1603.1.3

Seismic 1 603.1 .5

Site plan 106.2

Soil classification 1802.6

Special loads 1603.1.7

Systems and components 1603.1 .8

Wind load 1603.1.4

^OWSTRUCTiOW JOINTS

Concrete 1906.4

Shotcrete 1 91 3.7

Automobile

parking garage Table 406.3.5, 509.2,

509.3, 509.4, 509.7, 509.8
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. 3.1

Underground buildings 405.2

CONTROL AREA 414.2

Additional seismic requirements 2308.11,

2308.12

Braced wall lines 2308.3

Connections and fasteners 2308.5

Design of elements 2308.4

Floor joists 2308.8

Foundation plates or sills 2308.6

Girders 2308.7

Limitations 2308.2

Roof and ceiling framing . 2308.10

Wall framing 2308.9

»RNICES

Live load Table 1 607.1

Masonry 2104.2.1

Projection 704.2, 1406.3

Draftstopping 717.2.6

^©RRiD©R 1017

Dead end 1017.3

Elevation change 1 003.5

Headroom 1003.2, 1003.3.1

HPiVi service 903.2.4.2

Live load Table 1607.1

Walls 708.1, 1017.1

Width 1017.2

Construction,

fire protection 708.1, Table 1017.1, 1017.5

Doors 715.4

Interior finish Table 803.5, 804.4

Opening protectives Table 715.4

Return and exhaust air 716.5.4.1

l¥ES 414.3

1206

Emergency voice/alarm system 907.2.20

Standby power 2702.2.14

Standpipe system 905.3.3

»¥ERED WALCCWAY 3306.7

»W¥EYINO SYSTEDiS 3005

^RAWL SPACE

Access 1209.1

Drainage 1 807.1 .2

Ventilation 1203.3

CRIPPLE WALL 2302.1 , 2308.9.4

Table 415.8.2.1.1

^UR¥ED STAIRWAYS 1009.7

iPPROOFINO AWD WATERPROOFIWG _ _ 1807

Required 1807.2, 1807.3

Subsoil drainage system 1807.4

DAY CARE 305.2, 308.5

Adult care 308.5.1

Child care 308.5.2

Egress 308.5.2, Table 1004.1.1,

Table 1015.1, Table 1019.2

DEAD END 1017.3

DEAD LOAD 1602.1, 1606

Footing design load 1805.4.1.1

DECCC 1602.1

Anchorage 1604.8.3

DEFLECTIONS 1604.3.1

Framing supporting glass 2403.3

Preconstruction load tests 1714.3.2

Wood diaphragms 2305.2.2

Wood shear walls 2305.3.2, 2305.3.8.2.9

DECyJOLITION 3303

DESiOW STRENOTB=^ 1602.1, 2102.1

Conformance to standards 1710.1

New materials 1710.2

DESDGNATED SEDSMBC SYSTESyj 1702.1

Seismic qualification 1708.5

Special inspection 1707.9

2006 aWTERWATlOIMlAL BUILDING CODE*^

641

liAPHRAGiVlS 1602.1, 2102.1, 2302.1

Empirical masonry 2109.2.1.2

Fexible 1613.6.1

Special inspection 1704.6.1, 1707.3

Wood 2305.2, 2306.3

lOORS 1008

Access-controlled 1008.1.3.4

Emergency escape 1 026

Fire (see OPENING

PROTECTIVES) 715.4,

1020.1.1

Glazing 715.4.6, 1405.12

Hardware (see LOCKS AND

LATCHES) 1008.1.8

Horizontal sliding 1008.1 .3.3

Landings 1008.1.5

Operation 1008.1.8

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 1003.5, 1008.1.4, 1008.1.6

Width 1008.1.1

IRAFTSTOPPING

Attics 717.4

Floor-ceiling assemblies 717.3

my CLEANING PLANTS 415.6.4

mYlUG ROOMS 417

lUCTS AND AIR TRANSFER OPENINGS . . . 704.14,

706.10,716
^S 707.14

EARTHQUAKE LOADS (see SEiSiiiC) 1613

Construction documents 1603.1.5

Seismic design category 1613.2

Site class 1613.2, 1613.5.2

Site classification for seismic design .... 1613.5.5

Site coefficients 1613.2, 1613.5.3

Wind and seismic detailing 1604.10

EAVES (see COMBUSTIBLE PROJECTIONS and
CORNICES)

EDUCATIONAL OCCUPANCY (GROUP E) 305

Day care 305.2

Egress, special provisions 1008.1 .9

Fire alarm 907.2.3

Live load Table 1607.1

Manual fire alarm boxes 907.3

Panic hardware 1008.1 .9

Special occupancy separation 508.3.1,

Table 508.3.3
Sprinkler system 903.2.2

ESS (see liEANS OF EGRESS). .... Chapter 10
STRICAL Chapter 27

•

Accessibility 1007.2.1, 1007.4,

1109.6,3001.3,3409.8.2

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, 3005.3.1

Hoistway venting 3004

Lobby 707.14.1, 1007.4

iViachine rooms Table 1607.1 , 3006

iVieans of egress 1003.7, 1007.2.1, 1007.4

Number of elevator cars in hoistway 3002.2

Personnel and material hoists 3005.4

Seismic requirements 1613

Shaft enclosure 707.14

Signs 1007.7

Standby power 2702.2.5, 2702.2.19

Area of refuge 1007.6.3

RGEWCY EGRESS OPENINGS 1026

Window wells 1026.5

RGENCY LIGHTING 1006

RGEMCY POWER

Exit signs 101 1 .5.3, 2702.2.3

Group 1-3 408.4.2, 2702.2.17

Hazardous 414.5.4, 415.8.10

High-rise 403.11, 2702.14

Means of egress illumination 1006.3

Underground buildings 405.10

^L DESIGN OF iiASONRY ..2101 .2.3, 21 09

Adobe construction 2109.8

Anchorage 21 09.7

Bond 2109.6

General 2109.1

Compressive stress requirements 2109.3

Lateral stability 2109.2

Lateral support 2109.4

Quality assurance 1708.1

Special Inspection 1704.5

Thickness of masonry 2109.5

•

Accessibility for work areas 907.9.1 .2,

1103.2.3, 1104.3.1

200S IWTERNATBONAL BUILDIIMG CODE®

Qualifications A101

Termination of employment A101 .4

ENERGY EFFDCDEWCY Chapter 13

ESCALM©RS 3005

Floor opening protection 707.2

Illumination 2702.2.4

Means of egress 1003.7

EXISTING BUILDING

Accessibility 1 103.2.2, 3409

Additions, alterations, or repairs 3403

Change of occupancy 3406

Escalator 3409.8.4

Flood resistant Appendix G

Historic 3407, 3409.9

iVIoved structures 3408

Rodentproofing Appendix F

Aisles 1014.4

Aisles with tables 1014.4.3

Boiler rooms 1015.3

Construction 706.1

Corridors 1017

Courts 1024.5

Discharge 1024

Enclosure 1 020.1

Fire resistance 706.3. 1020

Furnace rooms 1015.3

Horizontal 1022

Illumination 1006.1

Incinerator rooms 1015.3

Interior finish Table 803.5

Mezzanines 505.3, 1004.6

Number, minimum 1019.1

Passageway 1 021

Path, common 1014.3

Refrigerated rooms or spaces 1015.5

Refrigeration machinery rooms 1015.4

Signs 1011

Travel distance 1016

Underground buildings 405.8

EXIT SIGNS 1011

Accessibility 1007.6.4, 1007.6.5,

1007.7, 1007.8.3, 1011.3

Special amusement buildings 411.7

ASSISTED RESCUE 1007.8

Dead end corridor 1017.3

Low hazard occupancy 306.3

Moderate hazard occupancy 306.2

Smoke and heat vents 910.2

Travel distance 1016.1

FARiyj BUILDINGS Appendix C

FEES, PERDilT 108

Refunds 108.6

Related fees 108.5

Work commencing before issuance 1 08.4

FENCES 312.1

Shear wall 2306.4.4

FILL liATERIAL 1803.5

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 mills 907.2.17

Occupancy requirements 907.2

Special amusement buildings 907.2.11

Underground buildings 907.2.18, 907.2.19

Visible alarm 907.9.1

FIRE BARRIERS 706

FIRE DADiPERS 716.2-716.5

FIRE DEPARTiJENT ACCESS 402.16

2006 ]WTEF?NATJONAL BUILDING CODE®

; DETECTIOM SYSTEM, AUTOBiMIC ■

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

I DBSTRICT Appendix D

FIRE EXTIMG8

3) 714, 1020.1.1

3404

IBS, PORTABLE 906

MG SYSTEI/3S,

sED 904

708,716.5.4

FIRE PROTECTIOM

Alarm, audible 907.9.2

Alarm, emergency systems 908

Alarms, visible 907.9.1

Explosion control 414.5.1 , 91 1

Fire extinguishers, portable 906

Glazing, rated 71 5.2

Smoke and heat vents 910

Smoke control systems 909

Sprinkler systems 903

FIRE PROTECTiOW SYSTEiViS 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=RETARDANTTREATED WOOD 2303.2

Awnings 3105.3

Balconies 1406.3

Canopies 3105.3

Concealed spaces 717.5

Fastening 2304.9.5

Fire wall vertical continuity 705.6

Partitions 603.1

Platforms 410.4

Roof construction Table 601, 705.6, 1505

Shakes and shingles 1505.6

Veneer 1405.4

SEPARATION DISTANCE Table 602, 702

Exterior walls 1406.2.1 .1

SHUTTER (see OPENING

^TI¥ES) 715.4, 715.4.8,

715.4.9, Table 715.5

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 PROTECTIVES)

FIREBLOCCCING 717.2

Chimneys 717.2.5, 21 13.20

Fireplaces 2111.12

Wood construction 717.2.1, 717.2.7, 1406.2.4

Wood stairs 717.2.4

FIREPLACES, FACTORY^BUILT 21 1 1 .14.1

PLACES, lyiASONRY 2102.1

Combustibles 2111.11

General provisions 21 1 1

Hearth extension 21 1 1 .9, 21 1 1 .10

Steel units 2111.5.1

WORCCS 307.3

/JESPREAD 802, Table 803.5

/IliABLE FINISHES 416

Fire protection 416.4

/aHABLE AND

iVIBUSTIBLE LIQUIDS 415.6.2

/IfiiABLE SOLIDS 307.5, 415.1

IHING 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

ESISTANT CONSTRUCTION

Accessibility 1 107.7.5

Elevation certificate 1 09.3.3

Existing 3403.1, 3407.2, 3410.2.4.1

Flood loads 1602.1, 1603.1, 1612,

3001.2,3102.7

Flood resistance 1403.5, 1403.6

Flood resistant construction Appendix G

Grading and fill 1803.4, 1807.1.2.1

Interior finishes 801 .1 .3

Site plan 106.2

Ventilation, under floor 1203.3.2

SILING (see FLOOR CONSTRUCTION)

SNSTRUCTION (see FLOOR
NSTRUCTION, WOOD)
Draftstopping 717.3

2006 INTERNATIONAL BUBLDSNG CODE®

•

'LM

FLAf

FLAI

FLA^

•

Fire resistance 711

Live loads 1607.3, 1607.4, 1610

Materials Chapter 6

Penetration of
fire-resistant assemblies 711.5, 712

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

Joists 2308.8

Sheathing 2304.7

FLOOR C0¥ERI1M(S 804.1, 804.2

FLOOR fmrnn, dwterior 804

FLOOR LE¥EL M DOORS 1008.1 .4

FLOOR LOADS

Construction documents 1603.1.1

Live 1607.3, 1607.4

Posting 1 603.3

¥i

\Si PLASTieS 402.15.5

Attics 719.3.1, 2603.4.1.6

Cold storage 2603.4.1 .2

Concealed 603

Crawl space 2603.4.1 .6

Density mall signs 402.15.5.1

Doors 2603.4.1 .7

Exterior walls of multistory buildings 2603.5

Interior finish 801.2.2, 2603.9, 2604

Label/identification 2603.2

Roofing 2603.4.1 .5

Siding backer board 2603.4.1 .10

Stages and platform scenery 410.3.6

Surface burning characteristics 2603.3

Thermal barrier requirements. . . 2303.4, 2603.5.2

Thickness 402.15.5.2

Trim 806.3, 2604

Walk-in coolers 2603.4.1 .3

S AMD TELESCOPIC SEMINO 1025.1.1

Accessibility 11 08.2

Egress 1025.1.1

Footboards 1 025.1 .1

Occupant load 1004.7

D COURT 402.2

Occupant load 402.4.1 .4

TiOARDS 1025.1.1

QS AMB FOONDATDOWS 1805

WORGC, CONCRETE 1906

FOUl

Basement wall loads 1610

Footing design 1801.2, 1805.4.1

Pier 1808,1812

Pile

(see PILE FOUNDATIONS) 1808, 1809,

1810, 1811

Required for wood buildings 2308.6

Rodentproofing Appendix F

Soils investigation
(see SOILS AND FOUNDATIONS) .... 1802.2,

1802.4

Special inspections 1704.4, 1704.8, 1704.9

Waterproofing and dampproofing 1 807

FOYERS

Assembly occupancy 1025.4

Covered mall 402.1

FRMERMITIES 310

FROST PROTECTION 1805.2.1

FURNACE ROOiSS 1015.3

GALLERIES

Means of egress 410.3.2, 1015.6.1, 1025.5

Sprinklers 410.6

GARAGE, AUTOiiOBILE PARKING 406.2

Accessible provisions 1 105.1 .1 ,

1106.11, 1110.1

Barriers, vehicle 406.2.4, 1607.7.3

Beneath other occupancies 406.2.7, 509

Construction type 406.3.3,

Table 503, Table 601

Enclosed 406.4

Guards 406.2.3

Live load Table 1607.1

Occupancy separation 508.3.3, 509

Occupant load Table 1004.1.2

Open 406.3

Sprinklers 903.2.9

Underground 405

OARAGE, REPAIR 406.6

Floor surface 406.6.4

Gas-detection system 406.6.6, 908.5

Sprinklers 903.2.8.1

Ventilation 406.6.3

GARAGES, TRUCK AND BUS

Live load 1607.6

Sprinklers 903.2.9.1

GARAGES AND CARPORTS, PRIVATE . 406.1 , 508.2
Area limitations 406.1 .2

GATES 1008.2

200S DMTERNATIOMAL BUDLDDMG CODE®

INDEX

r SHOPS 407.2.4

DERS

Fire resistance Table 601

iVIaterials Chapter 6

Wood construction 2304.11.2.4, 2308.7

^SS (see GLAZING)

kSS BLOCK (see GLASS UMBT MASONRY)

iZmG

Athletic facilities 2408

Doors 704.12.1 , 709.5,

715.4.3.2, 1405.12, 1714.5

Fire doors 715.4.4.1,715.4.6

Fire resistant walls 715.4.3.2

Fire windows 714.5, 715.5

Handrails and guards 1013.1, 2406.3, 2407

Identification 2403.1 , 2406.2

Impact loads 2406.1 , 2408.2.1

Impact resistance 1609.1 .2

Jalousies 2403.5

Label/identification 715.4.5.1,

715.4.6.3,715.5.8

Loads 2404

Louvered windows 2403.5

Nonwired 71 5.4.4

Opening protectives 715.2

Railings 2407

Replacement 2401 .2, 3405

Safety 715.4.6.4, 2406

Skylights 2405

Sloped 2404.2, 2405

Swimming pools 2406.3

Supports 2403.2

Testing 1714.5, 2406.1.1, 2408.2.1

Veneer 1405.11

Vertical 2404.1

Wired 715.5.3

^SS UNIT yASOiSIRY 2102.1,2110

Atrium enclosure 404.5

Design method 2101.2.5

Fire resistance 2110.1.1

Hazardous locations 2406.1.3, 2406.3.1

Material requirements 2103.6

Placing 2104.1.2.4

^DE (PLANE) 502

IDE, LUSiBER (see LUMIBER) 2302.1

S 415.6.1.5

303.1, 1025.1.1

Accessibility 1 108.2

Exit signs 1011

Live load Table 1607.1

Occupant load 1004.7

Area Table 503

Classification of 312.1

Deflections Table 1 604.3

Membranes 3102.1

Plastic 2606.11

Roof live load 1607.11.2.1

Sloped glazing 2405

3BR0N

Means of egress 410.3.2, 1015.6.1

Sprinklers 410.6

iSS LEASABLE AREA

^e COVERED MALL BUILDSNGS) 402

lUND SMOW LOADS 1608.2

lUT 712.3.1,712.4.1,2103.12

RDS 1013

Bleachers 1025.1.1

Equipment platform 505.5.3

Folding and telescopic seating 1025.1.1

Glazing 1303.1, 2406.3, 2407

Grandstands 1025.1.1

Loads 1607.7

Mechanical equipment 1013.5

Opening limitations 1013.3

Parking garage 406.2.4

Ramps 1010.10

Residential 1013.2

Screen porches .1013.4

TERS 1503.4.1

IMASSUlViS

Live load Table 1607.1

Occupant load 1004.1

Occupancy separation 508.3.1

SUii Chapter 25

Aggregate, exposed 2513

Board Chapter 25

Concrete, reinforced 1914

Construction 2508

Diaphragms 2508.5

Draftstopping 717.3.1

Exterior soffit Table 2506.2

Fastening 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

Lathing and furring for

cement plaster 718, 2510

Lathing and plastering 2507

Materials 2506

•

2006 INTERNATIONAL BU1LD8NG CODE®

INDEX

Plaster, interior 251 1

Plaster, exterior 2512

Shear wall construction . 2306.4.5, 2308.9.3, 2505

Sheathing 2304.6.1

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. 2

HAMDRAILS 1009.10, 1607.7

Assembly aisles 1025.13

Alternating tread devices 1 009.9

Bleachers 1025.1.1

Folding and telescopic seating 1025.1.1

Glazing 2407

Grandstands 1025.1.1

Graspability 1012.3

Guards 1 01 3.2

Loads 1 607.7

Projection 1012.5

Ramps 1010.8

Stairs 1009.10

1404.3.2, 2302.1, 2303.1.6

Fastening 2304.9

Quality 2303.1 .8.1 , 2303.3

Veneer 1404.3.2

HAZARDOUS SiATERDALS 414

Control areas 414.2

Explosion control 414.5.1, Table 414.5.1,

415.6.1.4,415.8.5.4

Special provisions 415.4, 415.5

Sprinklers Table 414.2.5(1),

Table 414.2.5(2), 415.5.2, 415.6.2.4

Ventilation 414.3, 415.6.2.8,

415.8.2.6,415.8.4.3
415.8.5.7,415.8.6.3

Weather protection 414.6.1

HEAD JOiWT, CiASOWRY 2102.1

Bonding pattern 2109.6.5

Thickness 2104.1.2.1

HEADER, CiASQNRY (BOWDER) 2102.1

HEADROOSVa 1003.1, 1008.1.1, 1009.2, 1010.5.2

HEALTH CARE (see INSTITUTIONAL 1=1 aod
INSTITUTIONAL 1=2)

Clinics 304

Hospitals 308

EALTH=HAZARD CyiATERIALS 307.2

EAT¥ENTS 910

Aircraft hangars 412.2.4

Parking garages 406.2.8

Repair garages 406.6.5

EIGHT, [BUILDING Chapter 5

Limitations 503

Mixed construction types 509.1

Modifications 504

Roof structures 504.3

EIGHT, STORY 502.1

IGH PILED COIiBUSTIBLE STORAGE 413,

907.2.14,910.2.2

IGH=HAZARD OCCUPANCY (GROUP H) . . 307, 415

Classification 307

Combustible liquids 415.6.2

Control areas 414.2

Conveyors 415.6.1.3

Corrosives Table 414.2.5(1), 414.3

Cryogenic fluids Table 414.5.1,

Table 415.8.2.1.1

Dispensing, use and handling 414.7.2

Dry cleaning (see DRY CLEANING PLANTS)

Emergency alarm systems 908.1, 908.2

Exceptions 307.1

Exempt 307.1

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 .6.3

Flammable liquids 415.6.2

Flammable solids 307.2, Table 307.7(1)

Grinding rooms 415.6.1.2

Group H-1 307.3

Group H-2 307.4

Group H-3 307.5, 415.7

Group H-4 307.6. 415.7

Group H-5 307.7, 415.8

Health-hazard materials 415.2,

Table 414.2.5(1), 415.4,
415.8.6.2, Table 415.8.2.1.1

Height 415.4, 415.5

Interior finishes 416.2.1,416.3.1

Irritants Table 414.2.5(1), Table 415.8.2.1.1

Liquid, highly toxic and toxic 415.7.3, 908.3

Location on property 415.3

Multiple hazards 307.8

Organic peroxides Table 415.3.2

Oxidizers, liquid and solid 415.5.1

200S INTERWATIOWAL BUILDING CODE®

647

BNDEX

Pyrophoric materials 415.4.1, 415.5.1

Sensitizers Table 415.8.2.1.1

Separation from other

occupancies Table 415.3.1, 415.6.3.4.1

Solids, highly toxic and toxic 415.7.3,

Table 415.8.2.1.1, 908.3

Special provisions H-2, H-3 415.4, 415.5

Sprinklers 415.5.2, 415.6.2.4,

415.8.6.3,415.8.9,415.8.10.1,
415.8.11,704.8.1,903.2.4

Standby power systems 2702.2.10-2702.2.13

Storage and dispensing 414.1, 414.5, 414.6

Tank protection 415.6.2.2, 415.6.2.3

Unstable materials Table 414.2.5(1),

Table 414.5.1,
Table 415.3.2, 415.5.1,415.8

Water- reactive materials Table 41 5.3.2,

415.5,415.5.1,415.5.2,
415.8, Table 415.8.2.1.1

HIGH-RISE BUILDINGS 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

Smokeproof enclosure 1020.1.8

Sprinklers 403.3, 903.3.1 .1

StainA/ay door operation 403.12

Standby power, light and

emergency systems 403.10, 2702.2.15

Voice alarm 403.6, 907.2.12

Zones 907.8.2

HORIZONTAL EXIT 1022

Doors 1022.3

Fire resistance 1022.2

Institutional 1-3 occupancy 408.2, 1022.1

Institutional 1-2 occupancy 1022.1

HORIZONTAL FIRE SEPARATION 704

Combustible projections 704.2

HOSE CONNECTIONS (see STANDPIPES,
REQUIRED)

HURRICANE SHUTTERS 1609.1.2

HURRICANE PRONE REGIONS
(see WIND LOADS) 1609.2

IDENTIFICATION, REQUIREMENTS FOR

Glazing 2403.1, 2406.4

Inspection certificate 1702.1

Label, information required on 1703.5.3

Pier and pile materials 1808.2.20

Preservative-treated wood 2303.1.8.1

Structural Steel 2203.1

IMPACT LOAD 1602.1, 1607.8

INCINERATOR ROOMS 1015.3

INDUSTRIAL (see FACTORY OCCUPANCY)

INSPECTIONS 109

Approval required 109.6, 1704.1

Atrium buildings 909.3

Concrete slab 109.3.2

EIFS 1704.12

Energy efficiency 1 09.3.7

Fabricators 1704.2

Fees 108

Final 109.3.10

Fire-resistant materials 1707.11

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 109.2

Reinforcing steel 1 704.4

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

Welding 1704.3.1, 2204.1

Wood, structural 1704.6

INSTITUTIONAL 1-1 308.2

Accessibility 1107.5.1

Emergency egress 1026

Fire alarm 907.2.6.1

Visible alarms 907.9.1 .3

Sprinklers 903.2.5, 903.3.2

INSTITUTIONAL 1=2

Accessibility 1107.5.2, 1107.5.3, 1107.5.4

Combustible decorations 806.1

Corridor width 1017.2

Exterior exit stair 1023.2

Fire alarm and detection 907.2.6

Special requirements 407

Sprinklers 903.2.5, 903.3.2

Suites 1014.2

Openings in smoke barriers 909.5.2, 709.5

•

648

2006 INTERNATSOISSAL BUILDING CODE®

ITITyilONAL 1=3 308.4

Accessibility 1103.2.13, 1107.5.3

Exit sign exemption 101 1 .1

Openings in smoke barriers. 909.5.2

Special requirements 408

ITITUTIONAL M 308.5

Accessibility 1 103.2.1 1

Corridor rating 1017.1

Fire alarm 907.2.6

Sprinklers 903.2.5

ITDTUTIIOINIAL OqCUPANCY fOROUP' 0) 308

Adult care 308.5.1

Child care 308.3.1 , 308.5.2

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

Concealed 719.2

Duct insulation 719.1

Exposed 71 9.3

Fiberboard 2303.1 .5.2, 2303.1 .5.3

Foam plastic (see FOAM PLASTICS) 719.1

Roof 719.5

Thermal 719

IMTERIOR ENVDRONIiENT

Lighting 1205

Rodentproofing Appendix F

Sound transmission 1207

Space dimensions 1208

Temperature control 1204

Ventilation 1203.4

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, 806

Floor finish 804

Foam plastic insulation 2603.3, 2603.4

Foam plastic trim 806.3

Light-transmitting plastics 2606

Signs 402.15,2611

Wall and ceiling finishes 803

INTERPRETATION, CODE 104.1

Gypsum board 2306.4.5.1.1, 2508.4

Lumber sheathing 2308.10.8.1

IViasonry reinforcement 2103.11.2, 2109.7.2.3

Shotcrete 1913.7

Structural plain concrete 1909.3

Waterproofing 1807.3.3

JOINTS, FIRE=RESiSTANT SYSTEliS 713

,402.10

LABORATORIES

Classification of 304.1 , 508.2

Hazardous materials 414

Incidental use Table 508.2

STRUCTURAL GLUED

602.4, 2301 .3

Doors 1008.1.5

Ramp 1010.6

Stair 1009.4, 3403.4

LATH, IIETAL OR WIRE Table 2507.2

LAUNDRIES 304.1, 306.2, Table 508.2

LAUNDRY CHUTE 707.13, 903.2.10.2

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 1 3.4

LIBRARIES

Classification, other than school 303.1

Classification, school 305.1, 508.3.1

Live load Table 1607.1

LIGHT, REQUIRED .1205.1

2606.7

STEL

JOINT

Concrete construction joints 1906.4

Adobe 2109.8.4.7

Fire resistance 714.6

Masonry 2104.1.5

Masonry, wood support 2304.12

LIQUEFIED PETROLEUiyi GAS 415.6.3

LOADS 1602.1, 1607

Construction documents 1603.1.1

Posting of 1603.3

2006 BMTERNATaONAL BUILDING CODE®

IMDEX

LOAD COMBIMMBOMS ' 1605

Strength design or load and

resistance factor design 1605.2

Allowable stress design 1605.3

Special seismic load combinations 1605.4

LOADS 1602.1

Combinations 1605

Dead 1602.1, 1606

Flood 1603.1.6, 1612

Impact 1602.1, 1607.8

Live 1603.1.1, 1603.3, 1607

Pile foundation 1808, 181 1

Rain 1611

Seismic 1603.1.5, 1613

Snow 1603.1.3, 1608

Soil lateral 1610

Structural Chapter 16

Wind 1603.1.4, 1609

Assembly occupancy 1025.4

Elevator 707.14.1, 1007.2.1, 1007.4

LOCKS AND LATCHES 1008.1.8.3

Delayed egress locks 1008.1 .8.6

Institutional 1-3 occupancy 408.4

LUiiBER

General provisions Chapter 23

Quality standards 2303

ITEMANCE

Accessibility 3409.2

SU1LD!NGS)
907.3

Flood resistant G501

lARQUEES 3106, H113

Live load Table 1607.1

lASOWRY

Adhered veneer 1405.9

Adobe 2109.8

Anchorage 1604.8.2, 2106.2, 2109.7

Anchored veneer 1405.5

Ashlar stone 2102.1

Autoclaved aerated concrete (AAC) 2102.1,

2103.3

Bond 2109.6

Cavity wall 2109.4.2

Chimneys 2113

Cold weather construction 2104.3

Compressive stress requirements 2109.3

Construction 2104, 2109.8.4

650

Construction documents 2101.3

Corbelled 2104.2

Dampproofing 1807

Design, methods 2101.2, 2107-2109

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 2102.1

Headers (see BONDING, MASONRY) . . 2109.6.2

Hollow units 2104.1.2.2

Hot weather construction 2104.4

Inspection, special 1704.5

Joint reinforcement 2103.1 1 .2,

2108.9.2.2,2109.7.2.3

Lateral stability 2109.2

Lateral support 2106.2, 2109.4

Materials 2103

Parapet walls 2109.5.5

Penetrations 712, 712.3.1

Quality assurance 1708.1, 2105

Rodentproofing Appendix F

Roof anchorage 1604.8.1, 2106.2, 2109.7.3

Rubble stone 21 02

Running bond 2109.6.5

Seismic provisions 2106

Serviceability 1604.3.4

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 also MASONRY,

Lateral support) 2304.12

Surface bonding 2103.8

Test procedures 1708.1.1, 2105.2.2.2

Thickness 2109.5

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 1 807

Weepholes 2104.1.8

Wetting brick 2104.5

Wythe defined 2102.1

ERIALS

Alternates 104.1 1

Aluminum Chapter 20

200S INTERNATJONAL BUILDING CODE®

•

Concrete Chapter 1 9

Glass and glazing Chapter 24

Gypsum Chapter 25

Masonry Chapter 21

Noncombustible 703.4

Plastic Chapter 26

Steel Chapter 22

Testing (see TESTING) 1715

Wood Chapter 23

Accessible 1007, 3409.6, 3409.8.8

Aircraft hangers, residential 412.3.3

Aisles 1014.4

Assembly 1007.1, 1025

Atrium 404.8

Bleachers 1025.1.1

Capacity 1005.1

Child care facilities (see Day care facilities)

Ceiling height 1003.2

Corridors 1017

Covered mall buildings 402.4

Day care facilities 308.5.2, Table 1004.1.1,

Table 1015.1, Table 1019.2

Doors 1008

Elevation change 1 003.5

Elevators 1003. 7

Emergency escape and rescue 1 026

Emergency lighting values 3410.6.15

Enclosures under stainways 1009.5.3

Escalators 1003.7

Existing buildings 3409.6, 3410.5, 3410.6.11

Exit (see EXIT) 1018-1023

Exit access 1014-1017

Exit discharge 1 024

Exit doors 1 01 8.2

Exit signs 1011

Fire escapes 3404

Floor surface 1003.4

Gates 1008.2

Grandstands 1025.1.1

Guards 1013

Handrails 1012

Hazardous materials 414.6.1.2

Headroom. . . . 1003.1, 1008.1.1 1009.2, 1010.5.2

High Hazard Group H 415.8.4.4

Helistops 412.5.4, 1019.1.2

Horizontal exits 1022

Illumination 1006

Institutional Group 1-2 407.4.2

Institutional Group 1-3 408.2, 408.3,

408.5, 408.6.3

Mezzanines 505.3, 505.4, 1004.6, 1007.1

Minimum width 1005.1

Moving walk 1003.7

Number 1019.1

Occupant load 1004.1

Parking 406.3.8

Passageway 1021

Path of egress travel, common 1014.3

Protruding objects 1003.3, 1005.2

Ramps 1010, 1023

Seating at tables 1014.4.3

Seating, fixed 1007.1, 1025

Single exit 1015.1.1, 1019.2

Special amusement 41 1 .2

Stage 410.3.3, 410.5.3, 1015.6

Stairways 1009, 1020.1, 1023

Temporary structures 3103.4

Travel distance 1016.1, 1025.7

Turnstile 1008.3

Underground buildings 405.5.1, 405.8

Vertical exit enclosures 1020.1

Width 1005.1, Table 1005.1, 1025.6, 1025.8

lECHANICAL Cs@® MH QOMBmOMMQ, UBMMQ,
REFRIGERMIOM, AMD VENTILATION)

Air transfer openings 704.14, 705.11,

706.10,716.5

Chimneys (see CHIMNEYS) 2113

Code Chapter 28

Equipment on roof 1509, 1510.2

Factory-built fireplace 21 1 1 .14.1

Fireplaces , 2111.1

Permit required 105.1

Room separation Table 508.2, 508.2.2

Seismic inspection and testing 1707.8,

1707.9,1708.5

Smoke control systems 909

Systems 1613.2, Chapter 28

lEOIHlANDOALLY LAiVBINMED DEOICINO . . . 2304.8.3

lECVJBRANE ROOF COVERINGS 1507.11,

1507.12, 1507.13

lEMBRANE STRUCTURES 2702.2.9, 3102

lENTAL l={]OSP'ITALS 308.3

iERCANTILE OCCUPANCY (GROUP M]

Aisles 1014.4.1, 1014.4.2

Area 505, 506, 507

Classification 309

Height 504

Interior finishes Table 803.5

Live load Table 1607.1

Sprinkler system, automatic 903.2.6

lETAL

Aluminum Chapter 20

2006 INTERMATD0MAL BUBLDDNG CODE®

S51I

Roof coverings 1504.3.2, 1507.5

Steel Chapter 22

Veneer 1404.5

ZAiSIBNES 505

Accessibility 1104.4, 1108.2.3, 1108.2.8

Area limitations 505.2, 505.5.1

Egress 505.3, 505.4, 1004.6, 1007.1

Guards 1013.1

Height 505.1

Stairs 707.2(9), 1009.9, 1020.1

TORS 1008.1,2406.3.1(7)

ED OCCUPANCY (see OCCUPANCY

1403.2, 1503,

2303.2.3,2304.11

310.1

2102.1

Ceramic tile 2103.4

Compressive stresses,

masonry Table 2103.7(2)

Dampproofing 1 807

Fire resistance 712.3.1, 712.4.1

Glass unit masonry. 21 1 0.6

Material .2103.7

Placing 2104.1.2

Rodentproofing Appendix F

Surface-bonding 2102.1, 2103.8

fOTELS 310.1

SOTiON PICTURE PROJECTIOM ROOMS 409

Construction 409.2

Exhaust air 409.3.2

Lighting control 409.4

Projection room 409.3

Supply air 409.3.1 .1

Ventilation 409.3

iOTOR FUEL-DISPEMSING SYSTEM 406.5

.E FACiLBTfES 304, 31 1 , 406

D103.3

3005.2

Means of egress 1 003.7

2302.1,2303.6,2304.9

iONCOIVlBUSTSBLE BUBLDING MATERIAL

703.4
308.3

Accessory 508.3.1

Atriums 404.2

652

Certificates (see CERTIFICATE OF
OCCUPANCY)

Change 3405, 3409.4

Floor loads Table 1607.1

Special Chapter 4

iUPAMCY CATEGORY 1602.1 , 1604.5

Multiple occupancies 508, 1604.5.1

:UPANCY CLASSIFBCATION

Covered mall buildings 402

HPM 415.8

Mixed 508.3

Mixed occupancy values 3410.6.16

Special Chapter 4

;UPANCY SEPARATION

Covered mall building 402.7.3.1

Incidental use areas 508.2, 706.3.4

Mixed 508

Parking garages Table 508.3.3(c),

406.1.4,406.2.7

Repair garages 406.6.2

Required fire resistance Table 508.3.3

Residential aircraft hangars 412.3.2

;UPAiS!T LOAD

Certificate of occupancy 110

Covered mall building 402.4.1

Determination of 1004.1

Increased .1004.2

Outdoors 1004.8

Seating, fixed 1004.7

Signs 1004.3

ICE BUILDIWGS

Classification 304

Live loads Table 1607.1

INIIMG PROTECTBON, EXTERBOR WALLS . . 704.1

MING PROTECTION, FLOORS (see VERTICAL
^EMIMG PROTECTION)

WING PROTECTIVES 715

Automatic closing devices 715.2.7, 909.5.2

Fire door and

shutter assemblies 715.7.3.8, 715.4

Fire windows 715.5

Glazing 715.5

Glass unit masonry (see GLASS UNIT
MASONRY) 2110.1.1

Interior walls 708.6

Required fire resistance 715.5

Self-closing 715.4.7

GS 418

DES 307.4, 307.5

3 AND SOLID 307.2

2006 BMTERNATSONAL BU!LDJ^SG CODE®

•

IC HARDWARE 1008.1 .9

kPE% EXTERIOR WALL 704.1 1 , 2109.5.5

Construction 704.1 1.1

Fire wall 705.6

Height 704.11.1

KIMG, ACCESSIBLE 1106,1110.1,

3409.4, 3409.7

Materials 602.4.6, 603.1

Occupancy, specific 708.1

Structural 1607.5, 1607.13

rilTIOMS, FIRE 708

Construction, general 703

Continuity 508.2.2.1 , 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 715.5

SAGEWAY, EXIT (see EXIT) 1021 .1

5ENGER STATIONS 303

O COVERS 2606.10

ESTRIAM

Protection at construction site 3306

Walkways and tunnels 3104

IRKING) 406,

Barriers, vehicle 406.2.4, 1602.1, 1607.7,

Classification 406.2,

Guards 406.2.3, 2407.1,

Height, clear 406.2,

Live loads Table 1 607,

iViixed separation 406.2,

WMQ GARAGES, OPEN 406.

Area and height 406.3.

Construction type 406.3.

Stairs and exits 406.3.

Standpipes 406.3.

IKING GARAGES, ENCLOSED

Heights and areas

Ventilation 406.4

^TICLEiOARD 2302,

Draftstopping 717.3

Fastening 2304,

iVioisture protection 1403.2, 1405

Quality 2303.1

Shear walls 2306.4,

Veneer 1405,

Wall bracing 2308.9,

113.4

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 712.4.2

LITE Table 720.1(1), Table 2507.2

Application for 104.2, 105.1, 105.3

Drawings and specifications 106.1.1

Expiration 105.5

Fees 108

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 FOUNDATIONS 1808, 1812

Special inspections 1704.9, 1707.5

; FOUNDATIONS 1808

Base piles, enlarged concrete. . . . 1808.1, 1810.2

Caisson 1808.1, 1810.7

Composite 1811

Concrete, cast-in-place 1810

Concrete, precast 1 809.2

Concrete-filled steel pipe and tube 1808.1,

1810.6

Drilled or augered uncased 1810.3

Driven 1809, 1810.4

Micropiles 1808.1, 1810.8

Pile load, allowable 1808.2.8

Seismic design 1808.2.23,

1809.2.2.2.1-1809.2.3.2.2

Special inspections 1 704.8

Steel, structural 1809.3

Steel-cased 1808.1, 1810.5

Timber 1808.1, 1809.1

Embedded in concrete 1 906.3

Embedded in fire protection 714.3

Insulation covering 719.7

Penetration protection 711, 1020.1.2

Under platform 410.4

M REVIEW 106.3

STER

Fire-resistance requirements 718

Gypsum 718.1, 718.2

Inspection 109.3.5

SNDEX

Portland cement 718.5, Table 2507.2,

Table 2511.1.1

STIC Chapter 26

Approval for use 2606.2

Finish and trim, interior 2604

Light-transmitting panels 2607

Roof panels 2609

Signs 402.15, 2611, D102.2.10, H107.1.1

Thermal barrier 2603.4

Veneer 1404.8, 2605, D102.2.11

Walls, exterior 2603.4.1.4, 2603.5

PLASTIC, F0AS\^

Insulation (see FOAM PLASTICS) 2603

Interior finish 2604

IVIalls 402.15.5

PLASTIC, LIGHT-TRANSMOTTING

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(12), 603.1(14), 2605

Wall panels 2607

PLATFORM
(see STAGES AND PLATFORMS) 410

Construction 410.4

Temporary 410.4.1

PLATFORM LIFTS, WHEELCHAIR 1007.2,

1007.5, 1009.1,
1109.7,3409.8.3

PLENUM

Underground buildings 907.2.18.1

PLUMBING

Facilities, minimum 2902

Fixtures Table 2902.1

Residential aircraft hangars 412.3.5

PLYWOOD 2302.1

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

Standards 2306.1

Subfloors 804.4.1

Veneer 1405.4

FIRE RESISTANCE 720

TIREATED WOOD 2302.1

Fastenings 2304.9.5

Quality 2303.1.8

Required 1403.5, 2304.1 1

Shakes, roof covering 1507.9.5, 1507.9.7

UECTIOM ROOliS
Motion picture 409

MECTIONS, COIiBUSTIBLE 704.2.3, 1406.3

IPERTY LINE (see FIRE SEPARATION

STANCE) 704.3

ISCENiyiVI

Opening protection 410.3.5

Wall 410.3.4

ILIC ADDRESS SYSTESi

Covered mall building 402.14, 2702.2.14 Mk

Special amusement buildings 41 1 .6 ^Br

Underground buildings 405.7

ILIC PROPERTY Chapter 32, Chapter 33

ILIC RIGHT OF WAY
Encroachments Chapter 32

SOPHORIC liATERIALS 307.4, Table 307.7(1)

G (see GUARDS and HAND

iiPS 1010.1

Assembly occupancy 1025.1 1

Construction 1010.7

Existing buildings 3409.8.5

Parking garage 406.2.5

Slope 1010.2, 3409.8.5

FERENCED STANDARDS Chapter 35

Applicability 102.4

Fire resistance 703.2, 721 .7

List Chapter 35

Organizations Chapter 35

FORiiATORIES 308.4

FRIGERATION (see liECHANICAL)
iVIachinery room 1015.4

FUGE AREAS (see AREA OF REFUGE aod

kREA FOR ASSISTED RESCUE, EXTERIOR)

FUSE CHUTE 707.13

•

654

2006 JNTERNATIONAL BUILDJNG CODE®

INDEX

General 1 901 .2

Inspections 1704.4

REIMFORCECyJENT

Concrete 1907, 1913.4, 1915.4

Glass block 2110.7

Masonry 2103.11

RELIGIOUS WORSHIP, PLACES OF

Classification 303, 305.1

Door operations 1008.1 .8.3

Egress 1025

Fire alarm 907.2.1

Interior finishes Table 803.5

Balcony enclosure 1025.5.1

Unlimited area 507.5

REPAIRS, eUlLDDN®

Minor 105.2.2

Permit required 105.1

IING AREA,

OCCUPANCY

Accessibility 1103.2.13, 1107.5.5,

1108.4.2,3409.8.7, El 01.1

Fire detection 907.2.6.3.3

Occupant load 1004.1 .2

Subdivision 408.7

RESIDENTIAL CARE/ASSISTED LIVING

FACILITIES 308.1

Accessibility 1107.5.1, 1107.5.2,

1107.6.4,3409.8.7

Fire alarms 907.2.6, 907.9.1 .3

Separations Table 508.2, Table 508.3.3

Smoke alarms 907.2.10.1.3

Sprinklers 903.2.5, 903.3.2

RESIDENTIAL OCCUPANCY (GROUP R) 310

Accessibility 1107.6, 3409.8.7

Area Chapter 5

Doors 1008.1.1

Draftstopping 717.4.2

Emergency escape 1026.1

Height Chapter 5

Interior finishes Table 803.5

Live load Table 1607.1

Parking under 509

Partitions 708.1

Smoke alarms 907.2.10

Sprinklers 903.2.7

Visible alarms 907.9.1 .3

RETAINING WALLS 1806

GRANDSTANDS) 1025.1.1

Live load Table 1607.1

Alternating tread device 1009.9.2

Assembly 1025.6.1, 1025.11

Closed 1 009.3.3

General 1009.3

Spiral 1009.8

Uniformity 1009.3.2

DENTPROOFING Appendix F

LL ROOFING 1507.6

OF ACCESS 1009.11.1

OF ASSEIiBLIES AND ROOFTOP STRUCTURES

Cooling towers 1509.4

Drainage 1 503.4

Fire classification 1505

Height modifications 504.3

Impact resistance 1504.7

Materials 1506

Parapet walls 1503.3

Penthouses 1 509.2

Snow drift 1608.8

Tanks 1509.3

Towers, spires, domes and cupolas 1509.5

Weather protection 1 503

Wind resistance 1504.1, 1609.5

F CONSTRUCTION

Construction walkways 3306.7

Coverings (see ROOF COVERINGS) . . . 1609.5.2

Deck 1609.5.1

Draftstopping 717

Fire resistance Table 601

Fireblocking 717.2

Live loads Table 1607.1, 1607.11

Materials Chapter 6

Penetration of fire resistant assemblies .... 71 1 .5

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, 1608

Wood (see ROOF CONSTRUCTION, WOOD)

OF 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

2006 INTERNATIONAL BUIILDING CODE^

655

Trussed rafters 2308.10.7.1

Ventilation, attic 1203.2

Wind uplift 2308.10.1

lOQF COVERIhSGS 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 1508

Liquid applied coating 1507.15

Membrane 3102

Metal panels 1507.4

Metal shingles 1507.5

Modified bitumen 1507.1 1

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, 1609.5

Wood shakes 1507.9

Wood shingles 1508.8

lOOF DRASNAGE 1503.4

lOOF PROTECTION FROM ADJACENT

CONSTRUCTION 3307.1

iOOF REPLACEMENT/RECOVERING 1510.3

iOOF VENTS 1016.2

^OOiVl DIMENSIONS 1208

^OOiVlING HOUSE 310

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 3311

Temporary use of streets, alleys,
and public property 3308

65S

ITY GLAZING 715.4.6.4, 2406 (|M

IO0LS (see EDUCATIONAL OCCUPAiSlCY)

JIMG, FIXED

Accessibility 1 108.2

Bleachers (see BLEACHERS)
Grandstands (see GRANDSTANDS)

Live load Table 1607.1

Occupant load 1004.7

Temporary 1 07

;URITY GRILLES 1008.1.3.5

liilC 1613

Loads 1613

Masonry 2106

Piers or piles 1808.2.23

Steel 2205

Soils investigation 1802.2.6, 1802.2.7

Structural observations 1707, 1709

Structural testing 1708

Ties, concrete footings 1805.4.2.2

Ties, pile foundation 1808.2.23

Wood 2305, 2308.1 1 , 2308.12

CILITIES)

kFT (see SHAFT ENCLOSURE and VERTICAL ^g^

PENING PROTECTION) 702 HB

^OTECTION) 707

Construction 707.1 1 , 707.12

Elevators 707.14

Fire-resistance rating 707.4

High-rise buildings 403.3.2

Materials 707.3

Penetrations 707.8, 716.5.3

Refuse and laundry chutes 707.13

Required 707.2

•AR WALL

Gypsum board and plaster 2505

Masonry 2102.1,2106.1.1,2109.2.1

Wood 2302.1 , 2305.3, 2306.4

lATHING

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

Moisture protection 2304.1 1 .2.2

Particleboard 2306.4.3

Roof 2304.7 m^

Roof sheathing 2308.10.8 |||P

Wall 2304.6.1 , 2308.9.3

Wood structural panels 2303.1 .4, 221 1 .3

WPMQ CENTERS 309

2006 8NTERNAT10MAL BUBLDlfSSG CODE®

])TC^ET[i
UTTERS,
^OTEC

1913

3) 715.4

105.2(6)

IIGNS .. 3107

Accessibility 1007.6, 1007.7,

1011.3,1110, E107,E109.2.2

Animated devices HI 08

Area of refuge, accessible . . . 1007.6.4, 1007.6.5,

1110.1, 1110.3

Area for assisted rescue, exterior 1007.8.3,

1110.3

Covered mall building 402.15

Doors 1008.1.8, 1008.1.8.3

Electrical H106

Elevators 1 109.6, 1 1 10.2

Exit 1011.1,2702.2.3

Floor loads 1 603.3

Ground H109

Height limitation HI 09.1, H1 12.4

Illumination H106.1

Marquee H1 13

Occupant content, assembly 1 004.3

Parking spaces 1 1 10.1

Plastic 2611

Portable H1 14

Projecting H1 12

Roof H110

Stair identification 1020.1.6, 1110.2, 1110.3

Standpipe control valve 905.7.1

Wall H111

IITE DRAWIWOS 106.2

ItTE W0R11C 3304

IC<YLDGyTS

Light, required 1205.1

Plastic 2610

Protection from adjacent construction .... 3307.1
^LAB, COiiPOSITE STEEL

DEGCC/d DMGRETE 2209.2

sLME SlHliWG^.LES 1507.7

mOKE BkERWMB 709, 716.5.5

Construction 709.4, 909.5

Doors 709.5, 715.4, 909.5.2

Duct penetration 716.5.5

Fire-resistance ratirag 709.3

Materials 709.2

Openings .^ 709.5, 909.5.2

Penetrations \ 709.6

Required \ 407.4, 408.6

Walls ., 709.4

909

Atrium buildings 404.4

Covered mall building 402.9

High-rise 1020.1.7

Special inspections 1704.14

Stages 410.3.7.2

Standby power systems 2702.2.2

Systems 909

Underground buildings 405.5

Values 3410.6.10.1

aOBCE DAEiPERS 716.2-716.5

Smoke barriers 716.5.4, 716.5.5

ETECTORS

Covered mall 907.2.20

High-rise buildings 403.5, 907.2.12

HPM 415.8.9

Institutional 1-2 407.6

Multiple-station 907.2.10

Residential aircraft hangars 907.2.21

Residential occupancies 907.2.10.1

Single-station 907.2.10

Smoke activated doors 715.4.7.3

Special amusement buildings 41 1 .5

Underground buildings 907.2.18

IT SYSTEiiS
Underground buildings . . . 405.5, 907.2.18, 909.2

Materials 710.2

Fire-resistance rating 710.3

Continuity 710.4

Openings 710.5

Penetration and joint 710.6

Ducts and air transfer openings 710.7

Smoke and draft control doors 710.5.2

;VEMTS 410.3.7.1,910,1016.2

iPROOF EWCLOSURES 1020.1.7

Design 909.20

m LOAD 1608

Glazing 2404

LS AMD FOUMDATDONS Chapter 18

Classification 1802.3

Depth of footings 1805.2

Excavation, grading and fill 1803

Expansive 1802.3.2, 1805.8

Footings and foundations 1805

Footings on or adjacent to slopes 1805.3

Foundation walls 1805.5

Foundations, pile and pier 1808

Grading 1803.3

Investigation 1802

2006 BMTERNATIONAL BUDLDBNG CODfc^®

S57

INDEX

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

Special inspection 1704.7

Testing, piles 1808.2.8.3

ND TRAMSiVBDSSDOM 1207

IPECTIONS) Chapter 17

Continuous 1702.1

Periodic 1702.1

Statement 1705

^AL SMBRS 1009.8

Stages 410.5.3

AY-APPUEB

m RESISmWT iV3ME!RIALS 1702.1

Inspection 1704.10

Steel column calculated

fire resistance 721 .5.2.2

INiCLER SYSTEGyflS, AUTOCVaMIC 903

Exempt locations 903.3.1 .1

Substitute for fire rating Table 601 (4)

Values 3410.6.17

IMBCLERS, REQUIRED 903

Aircraft hangars 412.2.6

Aircraft paint hangars 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

Incinerator rooms Table 508.2

Laundry chutes, refuse chutes,

termination rooms and

incinerator rooms 707.13, 903.2.10.2

Multistory buildings 903.2.10.3

Spray finishing booth 416.4

Supervision

(see SPRINKLERS, SUPERVISION) .... 903.4

Underground buildings 405.3

Service 901 .6

Underground buildings 405.3

SES AND PLMFORtiS 410

Alternating tread stairway 410.5.3

Dressing rooms 410.5

Egress 410.5.3, 1015.6

Fire barrier wall 410.5.1

Floor finish and floor covering 804.4

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

Sprinkler system, automatic 410.6

Standpipes 410.7

Ventilation 410.3.7

Exterior exitway 1023.1 , 1024.1

Discharge barrier 1020.1.6

Width, minimum 1009.1

RWAY CONSTRUCTION

Aisle 1025.9

Alterations 3403.4

Alternating tread 1009.9

Circular (see Curved)

Curved 1009.7

Elevators 3002.7

Enclosure under 1009.5.3

Fireblocking 717.2.4

Handrails 1009.10

Headroom 1009.2

Illumination 1205.4

Landings 1009.'^'

Live load Table 1607.1

Projections 1009.11.7

Seismic anchorage 2308.12.7

Spiral 408.3.3, 1009.8

Treads and risers 1009.3

Width 1009.1

Winders ^009.3

AY ENCLOSURE . '. 1020.1

Access > /1020.I.7.2

Construction 1020.1 .2

Discharge 1024.1

Doors, automatic closing 715.4.7

Elevators within .■ 3002.7

Fire-resistant construction 1020.1

Penetrations - 1020.1.2

Space below, use ,• 1009.5.3

Ventilation 1020.1.3

ITANDBY POWER }

Atriums /■ 404.6

Covered mall building; 402.13

Elevators •■ 3003.1

•

r^-

658

?:005 JNTERNATBONAL BUILDONG

IMDEX

Hazardous occupancy 414.5.4

High-rise 403.10

Stages 909.1 1

Underground buildings 405.9

Dry 905.8

Hose connection location .... 905.1, 905.4-905.6
Cabinet locks 905.7.2

imMDPPES, [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

ITME LAW 102.2

ITEEL Chapter 22

Bolting 2204.2

Cable structures 2207

Calculated fire resistance 721 .5

Cold-formed 2202.1, 2204, 2218

Conditions of restraint 703.2.3

Deck/concrete composite slabs 2209.2

Identification and protection 2203

Inspection, concrete reinforcement 109.3.1

Joists 2202.1 , 2206

Open web joist 2206

Parapet walls 1 503.3

Piles 1809.3

Reinforcement, concrete 1 907

Seismic provisions 2205.2

Storage racks 2208

Structural 2205

Welding 2204.1

ITOWE ¥ENEER 1405.6

Slab-type 1405.7

ITORAQE OCCUPANCY (OROUP S) 31 1

Area 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 1016.2

ITRENO™

Design requirements 1604.2

iViasonry 2102.1

Nominal 1602.1

Required 1602.1

ITRENO™ DESIGN 1602.1, 1604.1

Masonry 2101.2.2, 2108

ITRUCTURAL DESIGN Chapter 16

Aluminum Chapter 20

Concrete Chapter 1 9

Foundations Chapter 18

iViasonry Chapter 21

Steel Chapter 22

Wood Chapter 23

ITRUCTURAL FRASiE INSPECTION 109.3.4

ITRUCTURAL TESTS AND SPECIAL

INSPECTIONS Chapter 17

Alternative test procedure 171 1

Approvals 1 703

Contractor responsibilities 1706

Design strengths of materials 1710

General 1701

In-situ load tests 1713

iVIaterial and test standards 1715

Preconstruction load tests 1714

Special inspections 1704, 1707

Statement of special inspections 1 705

Structural observations 1709

Structural testing 1708

Test safe load 1712

ITRUCTURAL OBSERVATION 1702.1, 1709

STRUCTURES, E^CISTING Chapter 34

Accessibility 3409

Additions, alterations or repairs 3403

Change of occupancy 3406

Glass replacement 3405

Historic buildings 3407

iVIaintenance 3409.2

iVioved structures 3408

Unsafe 115

ITUCCO 2512

aLASS 2406.3

ENCLOSURES 3109

Gates, access 3109.4.1.7

Indoor 3109.4.2

Public 3109.3

Residential 3109.4

659

EPHOME EXCHANGES 304

ESC0PIC SEATIMG (see FOLDING AND

ELESCOPBC SEATING)

iPORARY STRUCTURES 3103

Certificate of occupancy 107.3

Conformance 1 07.2

Permit 107.1

Power, temporary 1 07.3

Structures 3103

Termination of approval 1 07.4

JANT SEPARATION
Covered mall buildings 708.1

ITS
Standby power 2702.2.8

liilTES, PROTECTION FROM 2304.1 1

IBA COTTA 1405.8

muQ

Building official required 104.11.1

Concrete 1905.6.2.4, 1905.6.5.2

Fire-resistant materials 703.2

Glazing 2406, 2408.2.1

Roof tile 1715.2

Seismic 1708

Smoke control, atrium buildings 909.3

Soils 1802

Sprinklers 904.4

Structural Chapter 1 7

■ATERS (see PROJECTIOiSS ROOiiS md

mS) 303

M PLASTIC

2603.4, 2603.5.2

MSOLATING
719

Cellulose loose-fill insulation 719.6

Loose-fill insulation 719.4

Roof insulation 719.5

OyGH=PEMETRATIONS

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

2102.1

Ceramic (see CERAMIC TILE)

Fire resistance, clay or shale 720.1

ETS

Accessible 1109.2

Fixture count Table 2902.1

Grab bars 1607.7.2

Location 2902.4, 2902.5, 2902.6

Rooms openings 1210.5

Unisex 1109.2.1,2902.1.1

TOWERS

Airport traffic control 412.1

Construction 3108.3

Dead load 3108.4.1

Grounding 3108.5

Location and access 3108.2

Radio 3108

Television 31 08

Wind load 3108.4.2

TOWERS, COOLING 1509.4

TOXIC SiATERIALS

Classification 307.6

Gas detection system 908.3

Separation 415.7.3

TRAVEL DISTANCE

Area of refuge 1 007.6

Atrium 404.8

Balcony, exterior 1016.3

Common path of travel 1013.3

Factory-industrial occupancy, increase ... 1016.2

Mall 402

Mall tenant space 402.4.4

Measurement 1016.1

Storage occupancy, increase 1016.2

TREADS, STAIR (se® STAIRWAY CONSTROCTiON)

TREATED WOOD 2302.1

Stress adjustments 2306.1 .3

TRUSSES 2303.4

Fire resistance 714.2.3

Materials Chapter 6

Metal-plate-connected parallel wood. . . . 2303.4.2

TUNNELED WALKWAY 3104

TURNSTILES 1008.3

UNDERGROUND BUILDINGS 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

Smokeproof enclosure 1020.1.7 ^_^

Sprinkler system, automatic 405.3 fflB

Standby power 405.9.1, 2702.2.16 ^^

Standpipe system 405.1 1

Voice alarms 907.2.19

660

2006 IWTERWATIONAL BUILDIS^G CODE*^

JNDEX

UMLDCilTED AREA iUILDDMGS 507

UNSAFE STRUCTURES AND EQUOPIiENT

(see STRUCTURES, UMSAFE) 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

UNSTABLE CVilMERIALS 307.3

UNUSABLE SmCE 711 .3.3

Accessory 508.3.1

Incidental 508.2, Table 508.2

iViixed 508.3

UTDLITOES Ill

Service connection 111.1

Service disconnection 1 1 1 .3

Temporary connection 1 1 1 .2

UTILITY AND DilSCELLANEOUS OCCUPANCY

(OROUIPU) 312

Agricultural buildings Appendix C

Egress illumination 1011.2

Sprinkler system, automatic 903.2.10

DCLE BARRIERS 406.2.4, 1602.1, 1607.7.3

ICLE SH10W ROOMS 304

Glazing 1405.1 1

Cement plaster 1405.14

Fastening 1405.16

Fiber cement siding 1405.15

iViasonry, adhered 1405.9

Masonry, anchored 1405.5

iVietal 1405.10

Plastic 2605

Slab-type 1405.7

Stone 1405.6

Terra cotta 1405.8

Vinyl 1405.13

Wood 1405.4

Attic 1203.2

Bathrooms 1203.4.2.1

Crawl space 1203.3

Elevator hoistways 3004

Enclosed parking garages 406.4.2

Exhaust, hazardous 1203.5

Exhaust, HPiVI 415.9.10.2

Exit enclosure 1020.7.1

Fabrication areas, HPM 415.9.2.6

Hazardous, storage and dispensing 414.3

High-rise 1020.1.7

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

INTS, PENETRATION PROTECTION 712

IRIilCULITE, FIRE RESISTANT 720

iRTICAL OPENING 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

ESTIBULES, EXIT DISCHARGE 1024.1

MYL

Expanded 802, 803.7

1405.13

113

iS, VOICE)

Amusement buildings, special 41 1 .6

Covered mall buildings 402.14

High-rise buildings 907.2.12

Underground buildings 907.2.19.1

INCLOSED AND

TUNNELED WALLBEARiNG 3104

Fire resistance Table 601

Live load Table 1607.1

Materials per construction type Chapter 6

Opening protection 715

mtL, EXTERIOR 704

Bearing Chapter 6

Coverings 1405

Fire-resistance ratings 704.5, 706, 1403.6

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

Veneer (see VENEER)

SSI

Weather resistance 1403.2, 1405.2

Weather resistant barriers 1405.2

mtU FIRE (see FIRE WALLS)

FIRE RESISTANT, PENETRATIONS 712.3

. FOUNDATION 1805.5

Damproofing and waterproofing 1807

Opening protection 715

^TERIOR NONBEARING (see PARTITIONS)

fALL, ilASONRY 2102.1

Lateral stability 2109.2

Lateral support 2109.4, 2106

Shear 2109.2.1

Wood contact 2304.1 1 .2.3, 2304.1 1 .2.5

PARAPET 704.11, 1503.3, 2109.5.4

^LL, VENI

1806,2304.11.7

(see VENEER) Chapter 14

Bracing 2308.9.3

Cutting, notching, boring 2308.9.10

Exterior framing 2308.9

Fastening schedule 2304.9

Framing 2304.3, 2308.9

Interior bearing partition 2308.9.1

Interior nonbearing partition 2308.9.2.3

Openings 2308.9.5, 2308.9.6, 2308.9.7

Shear walls 2305.3, 2306.4

Sheathing (see SHEATHING)

Studs . 2308.9.1

Top plates 2308.9.2.1

fATER=REACTIVE 8\^ATERIALS Table 307.1(1)

Concrete construction 1905.12

Masonry construction 2104.3

EATHER, HOT

Concrete construction 1905.13

Masonry construction 2104.4

EATHER PROTECTION

Exterior walls 1405.2

Roofs 1 503

EEPHOLES 2104.1.8

ELDING 2204.1

Materials, verification of

steel reinforcement 1704.4.1

Special inspections 1704.3.1, 1707.2

Splices of reinforcement in masonry 2107.6,

2108.3

IND LOAD 1609

Basic wind speed 1609.3

Construction documents 1603.1.4

Exposure category 1609.4 |f^

Glazing 2404 'IP

Glass block 2110.3.1

Hurricane-prone regions 1609.2

Provisions for walls 2306.2

Roofs 1504.1, 1609.5,2308.10.1

Seismic detailing 1604.10

Testing 1715.2.2

Wind-borne debris region 1609.2

WAY CONSTRUCTION])

Emergency egress 1026

Exterior, structural testing 1714.5

Fire (see OPENING PROTECTIVES) . . . 715.4.7,

715.4.8

Glass (see GLAZING) 1405.12

Operable 1109.13.1

Required, light and ventilation 1205.2

Wells 1026.5

ES, PENETRATION PROTECTION 712

)D Chapter 23

Allowable stress design 2306

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 2305.2, 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 1609.1.2

l-joist 2303.1.2

Inspection, special 1704.6, 1707.3

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

•

662

2006 1NTER^3ATB0^3AL BU1LDB^3G CODE®

INDEX

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

Shear walls 2305.3, 2306.4

Standards and quality, minimum 2303

Structural panels 2302.1 , 2303.1 .4

Supporting concrete or masonry 2304.12

Termite, protection against 2304.1 1

Trusses 2303.4

Veneer Chapter 14

Wall framing (see WALL,

WOOD CONSTRUCTION) 2304.3

Wall sheathing 2304.6

Wind provisions 2306.2

fOOD SHINGLES AWD SHADCES 1507.8, 1507.9

fOOD STRUCTUIRAL PANELS

(S(g@ WOOD) 2302.1 , 2303.1 .4

Diaphragms 2306.3.2

Shear walls 2306.4.1

Sheathing 2304.6.1

704.3, 1206

200S DNTERSMATIONAL BUIILDJNG CODE® 663

•

664 2006 INTERNATIONAL BUILDING CODE®

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2006 International Building Code Errata

THIRD PRINTING (Updated December 17, 2007)

CHAPTERS

USE AND OCCUPANCY CLASSIFICATION

[F] TABLE 307.1(1)

MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA OF HAZARDOUS MATERIALS POSING A PHYSICAL

HAZARD^J'"'""

MATERIAL

STORAGE"

USE-CLOSED
SYSTEMS"

Gas (cubic feet
at NTP)

Liquid gallons
(pounds)

Unstable
(reactive)

10^9

50'"

250'"

N/L

(0.25)9

(1)^

(50)'

N/L

(Portions of table not shown remain unciianged. Delete note d for first row of Unstable/Gas Storage. Add note d to
second row of Unstable/Liquid gallons Use-Closed Systems. Posted 12-1 7-07)

2006 International Building Code Errata

Page 1 of 1

THIRD PRINTING (Updated December 17, 2007)

CHAPTER 4

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

[F] TABLE 415.3.1

MINIMUM SEPARATION DISTANCES FOR BUILDINGS CONTAINING EXPLOSIVE MATERIALS

QUANTITY OF EXPLOSIVE MATERIALS^

MINIMUM DISTANCE (feet)

Lot lines'* and inhabited buildings^

Separation of
magazines"'®'

Pounds over

Pounds not over

Barridaced"

Unbarricaded

35,000

40,000

1,275 4^040

2,000

248

(Change to column three. Portions of table not shown remain unchanged. Posted 12-17-07)

[F] TABLE 415.8.2.1.1

QUANTITY LIMITS FOR HAZARDOUS MATERIALS IN A SINGLE FABRICATION AREA IN GROUP H-5'

HAZARD CATEGORY

SOLIDS

LIQUIDS

GAS

(pounds per square feet)

(gallons per square feet)

(feet^ @ NTP/square feet)

PHYSICAL-HAZARD MATERIALS

Oxidizer Class 4

Noteb

Not Applicable

Class 3

0.003

0.03 0vOOO

Class 2

0.003

0.03 0.003

Class 1

0.003

0.03 0000

Combination Class 1, 2, 3

0.003

0.03 0.000

(Change to column three. Portions of table not shown remain unchanged. Posted 12-17-07)

2006 International Building Code Errata

Page 2 of 1

THIRD PRINTING (Updated December 17, 2007)

CHAPTERS

TYPES OF CONSTRUCTION

TABLE 601

FIRE-RESISTANCE RATING REQUIREMENTS FOR BUILDING ELEMENTS (hours)

Row- Roof construction, Column - Type I HA

Add reference to note c

(Reference to note c was editorially removed from Type I IB and Type IIIB for the f* printing, however it was also deleted

from II lA unintentionally, posted 12-17-07)

602.4.3 Roof framing. 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 not less than 8 inches (203 mm) nominal in depth for the lower half of the height and not less than 6 inches (1 52
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 intervening spaces or where spaces are tightly closed by a continuous
wood cover plate of not less than 2 inches (51 mm) nominal in thickness secured to the underside of the members. Splice
plates shall be not less than 3 inches (76 mm) nominal in thickness. Where protected by approved automatic sprinklers
under the roof deck, framing members shall be not less than 3 inches (76 mm) nominal in width. (Posted 12-17-07)

2006 International Building Code Errata Page 3 of 10

THIRD PRINTING (Updated December 17, 2007)

CHAPTER 7

FIRE-RESISTANCE-RATED CONSTRUCTION

TABLE 715.5

FIRE WINDOW ASSEMBLY FIRE PROTECTION RATINGS

TYPE OF ASSEMBLY

REQUIRED ASSEMBLY
RATING (hours)

MINIMUM FIRE WINDOW
ASSEMBLY RATING (hours)

Interior walls:
Fire walls

Fire barriers

Smoke barriers
and fire partitions

All

>1
1

NP'
NP'

3/4
3/4

(Add blank rows between fire walls, fire barrier and smoke barrier to align requirements, Remainder of table unchanged,
posted 12-17-07)

TABLE 720.1(2)

RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS

Item 14-14-1.5 Construction column

2" X 4" wood studs 4^ 1_6^ on center with two layers 5/8" 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. (Remainder of table
unchanged, posted 12-17-07)

TABLE 720.1(3)

MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMS

Item 21 -1 .1 Floor or Roof Construction column

21 . Wood joists, floor trusses and flat or pitched roof trusses spaced a maximum 24" o.c. with /4" wood structural panels
with exterior glue applied at right angles to top of joist or top chord of trusses with Bd nails. The wood structural panel
thickness shall not be less than nominal /4" nor less than required by Chapter 23. (posted 12-17-07)

Item 22-1 .1 Floor or Roof Construction column

22. Wood joists, wood l-joists, floor trusses and flat or pitched roof trusses spaced a maximum 24" o.c. with /4" 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 Y^" nor less than required by Chapter 23. (posted 12-17-07)

2006 International Building Code Errata

Page 4 of 1

THIRD PRINTING (Updated December 17, 2007)

CHAPTER 10
MEANS OF EGRESS

1022.1 Horizontal exits. Horizontal exits serving as an exit in a means of egress system sliall 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 required, not more than one-half of the total number of exits or total 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 1 00 percent of the exits required for occupancies in Group 1-3.
At least 6 square feet (0.6 m2) of accessible space per occupant shall be provided on each side of the
horizontal exit for the total number of people in adjoining compartments.

Every fire compartment for which credit is allowed in connection with a horizontal exit shall not be
required to have a stairway or door leading directly outside, provided the adjoining fire compartments
have stairways or doors leading directly outside and are so arranged that egress shall not require the
occupants to return through the compartment from which egress originates, (indent paragraph as part of
Exception 2, not main paragraph), posted 12-17-07)

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.

2006 International Building Code Errata Page 5 of 10

THIRD PRINTING (Updated December 17, 2007)

CHAPTER 16
STRUCTURAL DESIGN

1613.5.5.1 Steps for classifying a site.

Items 1 and 2 (no change)
3. (no change)

3.1 (no change)

3.2 revise Nch to N (no change to text not shown, posted 12-17-07)

3.3 revise N to NchrA70 change to text not shown, posted 12-17-07)

FIGURE 1613.5(3)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF 0.2 SEC SPECTRAL RESPONSE

ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B (posted 12-17-07)

2006 International Building Code Errata Page 6 of 10

FIGURE 1613.5(3)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF 0.2 SEC

SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

FIGURE 1613.5(3)-continued

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF 0.2 SEC

SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

THIRD PRINTING (Updated December 17, 2007)

CHAPTER 19
CONCRETE

TABLE 1911.2
ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (pounds)

BOLT DIAMETER

MINIMUM
EMBEDMENT

EDGE DISTANCE

SPACING

4
4

3
5

6
56

(Remainder of table not shown remains unctianged, posted 12-17-07)

2006 International Building Code Errata

Page 7 of 1

THIRD PRINTING (Updated December 17, 2007)

CHAPTER 23
WOOD

TABLE 2304.9.1
FASTENING SCHEDULE

Revise item 31 as follows:

For "Subfloor, roof and wall sheathing (to framing)"

Fastenings: 1 %" to 1%" lOd'' or 8d^-

{change footnote d to e, remainder of table not shown remain unciianged, posted 12-17-07)

TABLE 2306.4.5
ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES FOR SHEAR WALLS OF LATH AND PLASTER OR

GYPSUM BOARD WOOD FRAMED WALL ASSEMBLIES

Item 4, for /4" thick gypsum board attached with No. 6 1 %" screws:
Construction Spacing Shear Value

Unblocked

8/12*'

Blocked ^

4/16^

160

Blocked -■ ^

4/12^

155 (add reference to footnote f, posted 12-17-07)

Blocked*' 3

8/12^

70 (delete reference to footnote f, posted 12-17-07)

Blocked ^

6/12^

2006 International Building Code Errata Page 8 of 10

THIRD PRINTING (Updated December 17, 2007)

CHAPTER 30

ELEVATORS AND CONVEYING SYSTEMS

3001 .4 Change in 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 Section_87 PartXH of ASME A17.1. (posted 12-17-07)

3006.5 Shunt trip. Where elevator hoistways or elevator machine rooms containing elevator control equipment are
protected with automatic sprinklers, a means installed in accordance with NFPA 72, Section 3 9.^ 6.15.4 . 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 disconnect the main line power supply, (posted 12-17-07)

2006 International Building Code Errata Page 9 of 10

THIRD PRINTING (Updated December 17, 2007)

CHAPTER 35
REFERENCED STANDARDS

ASTM C31/31 M-&a 03a Practice for Making and Curing Concrete Test Specimens in tlie Field... Table 1704.4 (posted 12-
17-07)

NFPA 259-04 03 Test Method for Potential Heat of Building Materials.... 2603.4. 1.10, 2603.5.3 (posted 12-17-07)

2006 International Building Code Errata Page 10 of 10

2006 International Building Code Errata

SECOND PRINTING (Updated January 31, 2007)

CHAPTER?

FIRE-RESISTANCE-RATED CONSTRUCTION

716.5 Where required. Fire clampers, smoke clampers, combination fire/smoke clampers and ceiling radiation dampers
shall be provided at the locations prescribed in Sections 716.5.1 through 716.5.5 and Section 716.6 . 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, (posted 1-31-07)

721.2.3.3.1 Calculating concrete cover. The concrete cover for an individual tendon is the minimum thickness of
concrete between the surface of the tendon and the fire-exposed surface of the beam, except that for ungroup e d
ungrouted ducts, the assumed cover thickness 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 tendons 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 bottom and
side), the minimum cover used in the calculation shall be one-half the actual value. For stemmed members with two or
more prestressing 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 Tables 721 .2.3(4) and 721 .2.3(5), or 1 inch (25 mm), whichever is greater, (posted 1-
31-07)

2006 International Building Code Errata Page 1 of 8

SECOND PRINTING (Updated January 31, 2007)

CHAPTER 10
MEANS OF EGRESS

1007.5.1 Openness. Platform lifts on an accessible means of egress shall not be installed in a fully enclosed or f i r e rat e d
shaft hoistway . (posted 1-31-07)

1008.1.3.3 Horizontal sliding doors. In other than Group H occupancies, horizontal sliding doors permitted to be a
component of a means of egress in accordance with Exception 5 6 to Section 1008.1 .2 shall comply with all of the
following criteria: (posted 1-31-07)
Item 1 through 8 - (No change)

1012.4 Continuity. Handrail-gripping surfaces shall be continuous, without interruption by newel posts or other
obstructions.

Exceptions:

1 . Handrails within dwelling units are permitted to be interrupted by a newel post at a stair or ramp landing.
(posted 1-31-07)

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 bottom surface of the handrail that do not project horizontally
beyond the sides of the handrail within 1 .5 inches (38 mm) of the bottom of the handrail shall not be
considered obstructions. For each 0.5 inch (12.7 mm) 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).

1012.5 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 or ramp run. At stairways where handrails are not continuous between flights, the
handrails shall extend horizontally at least 12 inches (305 mm) beyond the top riser and continue to slope for the depth of
one tread beyond the bottom riser. At ramps where handrails are not continuous between runs, the handra il handrails
shall extend horizontally above the landing 12 inches (305 mm) minimum beyond the top and bottom fam^ of ramp runs .
(posted 1-31-07)

Exceptions:

1 . Handrails within a dwelling unit that is not required to be accessible need extend only from the top riser to the
bottom riser.

2. Aisle handrails in Group A occupancies in accordance with Section 1025.13.

2006 International Building Code Errata Page 2 of 8

SECOND PRINTING (Updated January 31, 2007)

CHAPTER 11
ACCESSIBILITY

1107.7.5 Design flood elevation. The required number of Type A and Type B units sliall not apply to a site wliere tlie
required elevation of the lowest floor or the lowest horizontal structural building members of nonelevator buildings are at
or above the design 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 (1 5 240 mm).

Where no such arrival points are within 50 feet (15240 mm) of the primary entrances, the closest arrival points shall be
used, (posted 1-31-07)

2006 International Building Code Errata

SECOND PRINTING (Updated January 31, 2007)

CHAPTER 15

ROOF ASSEMBLIES AND ROOFTOP STRUCTURES

TABLE 1507.4.3(1)
METAL ROOF COVERING
(No change to table)

a. For Group U buildings, tlie minimum coating tliicl^ness for ASTIVI A 653 galvanized steel roofing shall be G-60. (posted
1-31-07)

2006 International Building Code Errata Page 4 of 8

SECOND PRINTING (Updated January 31, 2007)

CHAPTER 21
MASONRY

2107.8 ACI 530/ASCE 5/TMS 402, Section 2.3.7, maximum reinforcement percentage. Add the following text to
Chapter 2:

2.3.7 Maximum reinforcement percentage. Special reinforced masonry shear walls having a shear span ratio, WV4 M/\/6 ,
equal to or greater than 1 .0 and having an axial load, P, greater than 0.05 /wvAnthat are subjected to in-plane forces shall
have a maximum reinforcement ratio, pmax, not greater than that computed as follows: (posted 1-31-07)

(No change to Equation 21-3)

The maximum reinforcement ratio does not apply in the out-of-plane direction.

2006 International Building Code Errata Page 5 of 8

SECOND PRINTING (Updated January 31, 2007)

CHAPTER 26
PLASTIC

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 2603.9 .
(posted 1-31-07)

Exception: One-story buildings complying with Section 2603.4.1.4.

2006 International Building Code Errata Page 6 of 8

SECOND PRINTING (Updated January 31, 2007)

CHAPTER 31

SPECIAL CONSTUCTION

3104.3 Construction. The pedestrian walkway shall be of noncombustible construction.
Exceptions:

1. Combustible construction shall be permitted where connected buildings are of combustible construction.

2. Fire-retardant-treated wood, in accordance with Tab le 601 . Not e c Section 603.1 . Item 1 .3 . shall be permitted for the
roof construction of the pedestrian walkway where connected buildings are a minimum of Type I or II construction, (posted
1-31-07)

SECOND PRINTING (Updated January 31, 2007)

CHAPTER 35
REFERENCED STANDARDS

PCI

Precast Prestressed Concrete Institute

4^ 209 W. Jackson Boulevard, Suite 4^§0 500

Chicago, IL 6060 /1 9773 60606-6938 (posted 1-31-07)

2006 International Building Code Errata

FIRST PRINTING (Updated July 1, 2006)

CHAPTER 1
ADMINISTRATION

106.3.4.1 General Wh e r e structura l obs e rvat i on i s r e qu i r e d by S e ct i on 1709, th e stat e m e nt of sp e c i a l i nsp e ct i ons

sha ll nam e th e i nd i v i dua l or f i rms who ar e to p e rform structura l obs e rvat i on and d e scr i b e th e stag e s of construct i on at
wh i ch structura l obs e rvat i on i s to occur (s ee a l so dut ie s sp e c i f ie d i n S e ct i on 170^). {posted 7-1-06)

2006 International Building Code Errata Page 1 of 18

FIRST PRINTING (Updated July 1, 2006)

CHAPTERS

USE AND OCCUPANCY CLASSIFICATION

303.1 Assembly Group A. (No change).

Exceptions:

1 . A building or tenant space used for assembly purposes with an occupant load of less than 50 persons shall be

classified as a Group B occupancy.

(Remainder of section unciianged, posted 7-1-06)

[F] 307.1 High-hazard Group H. (No cfiange).

Exceptions: The following shall not be classified in Group H, but shall be classified in the occupancy that they

most nearly resemble:

(1. tiirougii 4. No ciiange.)

5. Closed piping system containing flammable or combustible liquids or gases utilized for the operation of

machinery or equipment, (posted 7-1-06)

(6. througii 15. No ciiange.)

[F]TABLE 307.1(1)

MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA OF HAZARDOUS MATERIALS POSING A PHYSICAL

HAZARD

(No ciiange to tabie)

a through m. (No ciiange)

n. For storage and display quantities in Group M and storage quantities in Group S occupancies complying with Section

444^^^ 414.2.5 see Tables 414.2.5(1) and 414.2.5(2). (posted 7-1-06)

0. and p. (No ciiange)

[F]TABLE 307.1(2)

MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA OF HAZARDOUS MATERIALS POSING A HEALTH

HAZARD

(No ciiange to tabie)
a and b. (No ciiange)

c. For storage and display quantities in Group M and storage quantities in Group S occupancies complying with Section
4U.2A 414.2.5 see Tab le ^11^1. 2.^1(1) Tables 414.2.5(1) and 414.2.5(2). (posted 7-1-06)

d. through j. (No ciiange)

309.2 Quantity of hazardous materials. The aggregate quantity 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
exceed the quantities in Table ^1^1.2.^(1) 414.2.5(1). (posted 7-1-06)

2006 International Building Code Errata Page 2 of 18

FIRST PRINTING (Updated July 1, 2006)

CHAPTER 4

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

406.2.3 Guards. Guards shall be provided in accordance with Section 1012 1013 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
directly below exceeds 30 inches (762 mm), (posted 7-1-06)

410.3.6 Scenery. Combustible materials used in sets and scenery shall meet the fire propagation performance criteria of
NFPA 701 , in accordance with Section %Q& 806 and the International Fire Code. Foam plastics and materials containing
foam plastics shall comply with Section 2603 and the International Fire Code, (posted 7-1-06)

[F] 414.2.3 Number. The maximum number of control areas within a building shall be in accordance with Table A ^ A .2.3
414.2.2 . (posted 7-1-06)

[F] 415.6.1 Combustible dusts, grain processing and storage. The provisions of Sections 415.6.1.1 through 415.6.1.6
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 applicable provisions of NFPA 61 , NFPA 1 20, NFPA 484 6§4-, NFPA 654,
NFPA 655, NFPA 664 and NFPA 85, and the International Fire Code, (posted 7-1-06)

2006 International Building Code Errata Page 3 of 18

FIRST PRINTING (Updated July 1, 2006)

CHAPTERS

GENERAL BUILDING HEIGHTS AND AREAS

508.2.2.1 Construction Doors shall be self- or automatic closing upon detection of smoke in accordance with Section

715.4.7.3 (posted 7-1-06)

TABLE 508.2
INCIDENTAL USE AREAS

ROOM OR AREA

SEPARATION AND/OR PROTECTION

Stationary storage lead acid battery systems
having a liguid capacity of more than 100 gallons
used for facility standby power, emergency power
or uninterrupted power supplies

1 -hour in Group B, F, M, S and U occupancies. 2-
hour in Group A, E, 1 and R occupancies.

(Portions of table not shown do not change, posted 7-1-06)

2006 International Building Code Errata

Page 4 of 1 8

FIRST PRINTING (Updated July 1, 2006)

CHAPTER?

FIRE-RESISTANCE-RATED CONSTRUCTION

702.1 Definitions. ...

FIRE SEPARATION DISTANCE. The distance measured from the building face to one of the following:

1 . The closest interior lot line;

2. To the centerline of a street, an alley or public way; or

3. To an imaginary line between two buildings on the property.

The distance shall be measured at right angles from the face of the wall, (posted 7-1-06)

TABLE 704.8

MAXIMUM ARE OF EXTERIOR WALL OPENINGS

(Delete four references to note b in the table, remainder of table unchanged, posted 7-1-06)

a. (No change)

b. S ee S e ct i on 70 ^ .7 for un e xpos e d surfac e t e mp e ratur e . Not used , (posted 7-1-06)

c. through j. (No change)

706.3.7 Control areas. Fire barriers separating control areas shall have a fire-resistance rating of not less than that
required in Section ^1^.2.3 ^ 14.2.4 . (posted 7-1-06)

706.3.8 Separation of mixed occupancies. Where the provisions of Section 508.3.2 508.3.3 are applicable, the fire
barrier separating mixed occupancies shall have a fire-resistance rating of not less than that indicated in Section 508.3.2
508.3.3 based on the occupancies being separated, (posted 7-1-06)

706.4 Exterior walls. Where exterior walls serve as a part of a required fire-resistance-rated shaft or exit enclosuroy or
separation such walls shall comply with the requirements of Section 704 for exterior walls and the fire-resistance-rated
enclosure or separation requirements shall not apply.

Exception: Ext e r i or wa ll s r e gu i r e d to b e f i r e r e s i stanc e rat e d i n accordanc e w i th S e ct i on 1023.6. Exterior walls
reguired to be fire-resistance rated in accordance with Section 1014.5.1 for exterior egress balconies. Section
1020.1 .4 for exit enclosures and Section 1023.6 for exterior exit ramps and stairways, (posted 7-1-06)

706.6 Ext e r i or wa ll s. Wh e r e e xt e r i or wa ll s s e rv e as a part of a r e qu i r e d f i r e r e s i stanc e rat e d e nc l osur e or s e parat i on,
such wa ll s sha ll comp l y w i th th e r e qu i r e m e nts of S e ct i on 70 ^ for e xt e r i or wa ll s, and th e f i r e r e s i stanc e rat e d e nc l osur e or
s e parat i on r e qu i r e m e nts sha ll not app l y.

Exc e pt i on: Ext e r i or wa ll s r e qu i r e d to b e f i r e r e s i stanc e rat e d i n accordanc e w i th S e ct i on 101^.5.1 for e xt e r i or
e gr e ss ba l con ie s. S e ct i on 1020.1 . ^ for e x i t e nc l osur e s and S e ct i on 1023.6 for e xt e r i or e x i t ramps and sta i rways.
(Duplicate of Section 706.4, posted 7-1-06)

Renumber Sections 706.7 through 706.10 due to deletion of 706.6. (posted 7-1-06)

707.7 Openings. Openings in a shaft enclosure shall be protected in accordance with Section 715 as required for fire
barriers. Doors shall be self- or automatic closing by smoke detection in accordance with Section 715.4.7.3 715.3.7.3.
(posted 7-1-06)

711.3 Fire-resistance rating. ... Where the floor assembly separates mixed occupancies, the assembly shall have a fire-
resistance rating of not less than that required by Section 508.3.2 508.3.3 based on the occupancies being separated.
(posted 7-1-06)

712.4.1 Fire-resistance rated assemblies. Penetrations of the fire-resistance rated floor, floor/ceiling assembly or the
ceiling membrane of a roof/ceiling assembly shall comply with Sections 712.4.1.1 through 71 ^ . ^ .1.5 712.4.1.4 . (posted 7-
1-06)

2006 International Building Code Errata Page 5 of 18

712.4.1.2 Membrane penetrations. (No change)
Exceptions:

1 . Membrane penetrations of max i mum 2 hour f i r e r e s i stanc e rat e d wa ll s and part i t i ons by steel, ferrous or
copper conduits, pipes, tubes or vents, or concrete or masonry items where the annular space is
protected either in accordance with Section 712.4.1 .1 or to prevent the free passage of flame and the
products of combustion. The aggregate area of the openings through the membrane shall not exceed 100
square inches (64 500 mm2) in any 100 square feet (9.3m ) of ceiling area in assemblies tested without
penetrations, (posted 7-1-06)

2. through 4. (No change)

712. ^ .1.5 F l oor f i r e doors. F l oor f i r e doors us e d to prot e ct op e n i ngs i n f i r e r e s i stanc e rat e d f l oors sha ll b e t e st e d i n
accordanc e w i th NFPA 288, and sha ll ach ie v e a f i r e r e s i stanc e rat i ng not le ss than th e ass e mb l y b ei ng p e n e trat e d. F l oor
f i r e doors sha ll b e l ab ele d by an approv e d ag e ncy. (Duplicate of Section 711.8, posted 7-1-06)

712. 4 .3 Ducts and a i r transf e r op e n i ngs. P e n e trat i ons of hor i zonta l ass e mb lie s by ducts that ar e not prot e ct e d w i th
damp e rs sha ll comp l y w i th S e ct i on 71 2.2 and S e ct i ons 712. ^ through 712. ^ .2.2. Ducts and a i r transf e r op e n i ngs that ar e
prot e ct e d w i th damp e rs sha ll comp l y w i th S e ct i on 716. (Duplicate of Section 712.4.1.3, posted 7-1-06)

712. 4 . 4 D i ss i m il ar mat e r i a l s. Noncombust i b le p e n e trat i ng i t e ms sha ll not conn e ct to combust i b le mat e r i a l s b e yond th e
po i nt of f i r e stopp i ng un le ss i t can b e d e monstrat e d that th e f i r e r e s i stanc e i nt e gr i ty of th e hor i zonta l ass e mb l y i s
ma i nta i n e d. (Duplicate of Section 712.4.1.4, posted 7-1-06)

TABLE 715.4

FIRE DOOR AND FIRE SHUTTER FIRE PROTECTION RATINGS

(No change to table)

a. (No change)

b. For testing requirements, see Section 715.3.3 715.4.3 . (posted 7-1-06)

TABLE 715.5

FIRE WINDOW ASSEMBLY FIRE PROTECTION RATINGS

TYPE OF ASSEMBLY

REQUIRED ASSEMBLY
RATING (hours)

MINIMUM FIRE WINDOW
ASSEMBLY RATING (hours)

Interior walls:
Fire walls
Fire barriers

Smoke barriers
and fire partitions

All
>1

NP'
NP'

3/4
3/4

(Add space in first column between fire barrier and smoke barrier to align requirements. Remainder of table unchanged,
posted 7-1-06)

TABLE 720.1(2)

RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS

Item 15-15-1.16, Construction column

2" X A" wood studs at 16" w i th doub le top p l at e s, s i ng le bottom p l at e ; i nt e r i or s i d e s cov e r e d w i th 5/8" Typ e X gypsum

wa ll board. A ' w i d e , app lie d hor i zonta ll y unb l ock e d, and fast e n e d w i th 21/ ^ " Typ e S drywa ll scr e ws, spac e d 12" on c e nt e r,

wa ll board jo i nts cov e r e d w i th pap e r tap e and jo i nt compound, fast e n e r h e ads cov e r e d w i th jo i nt compound. Ext e r i or

cov e r e d w i th 3/8" wood structura l pan el s app lie d v e rt i ca ll y, hor i zonta l jo i nts b l ock e d and fast e n e d w i th 6d common na il s

(br i ght) — 12" on c e nt e r i n th e f iel d, 6" on c e nt e r pan el e dg e s. Cav i ty to b e f ille d w i th 31/2" m i n e ra l woo l i nsu l at i on. Rat i ng

e stab li sh e d

2" X 6" wood studs at 24" centers with double top plates, single bottom plate: interior and exterior side covered with two

layers of 5/8" Type X gypsum wallboard. 4' wide, applied horizontally with vertical joints over studs. Base layer fastened

with 2-1/4" 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 5-1/2" mineral wool insulation, (posted 7-1-06)

2006 International Building Code Errata

Page 6 of 1 8

Item 16- 16-1.3, Construction column

2" X 6"woocl studs at 16"centers with double top plates, single bottom plates; interior side covered with 5/8"Type X
gypsum wallboard, 4^_4^ wide, applied vertically with all joints over framing or blocking and fastened with 21/4"Type S
drywall screws spaced 7" on center. Joints to be covered with tape and joint compound. Exterior covered with 3/8"wood
structural panels (oriented strand board), applied vertically with edges over framing or blocking and fastened with 6d
common nails (bright) at 12"on center in the field and 6"on center on panel edges. R-1 9 fiberglass insulation installed in
stud cavity, (change 4 inches to 4 feet, posted 7-1-06)

TABLE 720.1(3)

MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMS

(First Column)

21 . Wood joists, wood l-joist. floor trusses and flat or pitched roof trusses spaced a maximum 24"o.c. with 1/2"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 1/2"less than required by Chapter 23. (posted 7-1-06)

22. Steel Wo©4 joists, wood I jo i sts, floor trusses and flat or pitched roof trusses spaced a maximum 24"o.c. with 1/2"wood
structural panels with exterior glue applied at right angles to top of joist or top chord of trusses with Bd na il s No. 8 screws .
The wood structural panel thickness shall not be less than nominal /4" less than required by Chapter 23. (posted 7-1-06)

23. Wood l-joist (minimum joist depth 9-1/4" with a minimum flange depth of 1-5/16" 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 wool fiber insulation, 3.5 pcf
(nominal) installed adjacent to the bottom flange of the l-joist and supported by the 1x4 furring strip spacer, (posted 7-1-
06)

TABLE 720.1(3)

MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMS

Delete Item 24 (posted 7-1-06)

TABLE 720.1(3)

MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMS

(Correction for heading over items 28, 29 and 30)

FLOOR OR ROOF
CONSTRUCTION

ITEM
NUMBER

CEILING
CONSTRUCTION

THICKNESS OF FLOOR OR
ROOF CONSTRUCTION
(inches)

MINIUM THICKNESS OF
CEILING (inches)

4-4
hour

4-3
hour

+ 2
hour

1
hour

4-4
hour

hour

4-2
hour

1
hour

(posted 7-1-06)

2006 International Building Code Errata

Page 7 of 1 8

FIRST PRINTING (Updated July 1, 2006)

CHAPTERS

FIRE PROTECTION SYSTEMS

[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 sprinl^ier system in accordance with this section, sprinl^iers shall be installed
throughout in accordance with NFPA 13 except as provided in Section 903.3.1.1.1 .

[F] 909.9.2 Separation distance. Determination of the design fire shall include consideration of the type of fuel, fuel
spacing and configuration.

R = [Q/(12TTcy")]1/2 (Equat i on 9 - 8)

q = I nc i d e nt rad i ant h e at f l ux r e qu i r e d for nonp il ot e d i gn i t i on, Btu/ft2 — s (W/m2).

Q - H e at r ele as e from f i r e , Btu/s (kW).

R = S e parat i on d i stanc e from targ e t to c e nt e r of fu el packag e , f ee t (m). (posted 7-1-06)

[F] 909.10.1 Exhaust fans. (Renumber equation 9-9 to 9-3, posted 7-1-06)

[F] TABLE 910.3

REQUIREMENTS FOR DRAFT CURTAINS AND SMOKE AND HEAT VENTS

(Change references in first column, 4 occurrences - Section 910.2.2 910.2.3) (posted 7-1-06)

[F] 910.4.2 Size. (Renumber equation 9-10 to 9-4, posted 7-1-06)

2006 International Building Code Errata Page 8 of 18

FIRST PRINTING (Updated July 1, 2006)

CHAPTER 10
MEANS OF EGRESS

1007.2 Continuity and components. (No change)

Items 1 through 5. (No change)

6. Horizontal exits complying with Section 1021 1022 . (posted 7-1-06)

Items 7 and 8. (No change)

1007.6.2 Separation. Each area of refuge shall be separated from the remainder of the story by a smoke barrier
complying with Section 709 or a horizontal exit complying with

Section 1021 1022 . Each area of refuge shall be designed to minimize the intrusion of smoke.
Exception: Areas of refuge located within a vertical exit enclosure, (posted 7-1-06)

1008.1 Doors. Means of egress doors shall meet the requirements of this section. Doors serving a means of egress
system shall meet the requirements of this section and Section 1017.2 1018.2 (posted 7-1-06)

1023.1 Exterior exit ramps and stairways. Exterior exit ramps and stairways serving as an element of a required means
of egress shall comply with this section.

Exception: Exterior exit ramps and stairways for outdoor stadiums complying with Section 1019.1 1020.1 .

Exception 2. (posted 7-1-06)

1023.5 Location. Exterior exit ramps and stairways shall be located in accordance with Section 1023.3 1024.3 . (posted 7-
1-06)

2006 International Building Code Errata Page 9 of 18

FIRST PRINTING (Updated July 1, 2006)

CHAPTER 11
ACCESSIBILITY

1109.7 Lifts. Platform (wheelchair) lifts are permitted to be a part of a required accessible route in new construction where

indicated in Items 1 through 7 1_0. Platform (wheelchair) lifts shall be installed in accordance with ASME A18.1. (posted 7-

1-06)

Items 1 through 10. (No change)

2006 International Building Code Errata Page 10 of 18

FIRST PRINTING (Updated July 1, 2006)

CHAPTER 23
WOOD

Section 2305.3.2, Equation 23-2

(The term 'Eab' in the equation should be 'EAb', posted 7-1-06)

2006 International Building Code Errata Page 11 of 18

FIRST PRINTING (Updated July 1, 2006)

CHAPTER 27
ELECTRICAL

[F] 2702.2 Where required. Emergency and standby power systems shall be provided where required by Sections
2702.2.1 through 2702.2.19 2702.2.20 . (posted 7-1-06)

2006 International Building Code Errata Page 12 of 18

FIRST PRINTING (Updated July 1, 2006)

CHAPTER 30

ELEVATORS AND CONVEYING SYSTEMS

3006.4 Machine rooms and machinery spaces. Elevator machine rooms and machinery spaces shall be enclosed with
fire barriers complying with Section 706 or horizontal assemblies complying with Section 71 1 having with a fire-resistance
rating not less than the required rating of the hoistway enclosure served by the machinery. Openings shall be protected
with assemblies having a fire-protection rating not less than that required for the hoistway enclosure doors, (posted 7-1-
06)

2006 International Building Code Errata Page 13 of 18

FIRST PRINTING (Updated July 1, 2006)

CHAPTER 31

SPECIAL CONSTRUCTION

3104.5 Fire barriers between pedestrian walkways and buildings. (No change)

Exceptions: 1 through 4 (No change)

The previous exceptions shall apply to pedestrian walkways have a maximum height above grade of three stories or 40

feet (12 192mm). or five stories or 55 feet (16 764mm) where sprinklered. (posted 7-1-06)

2006 International Building Code Errata Page 14 of 18

FIRST PRINTING (Updated July 1, 2006)

CHAPTER 33

SAFEGUARDS DURING CONSTRUCTION

3310.3 Sta i rway f l oor numb e r s i gns. T e mporary sta i rway f l oor numb e r s i gns sha ll b e prov i d e d i n accordanc e w i th th e
r e qu i r e m e nts of S e ct i on 1020.1 .6. (posted 7-1-06)

2006 International Building Code Errata Page 15 of 18

FIRST PRINTING (Updated July 1, 2006)

CHAPTER 34
EXISTING STRUCTURES

3403.2.3.2 Alterations. Alterations are permitted to be made to any structure witliout requiring tlie structure to comply
with Section 1613, 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 10 percent cumulative since the original construction or
decrease the design strength of any existing structural element to resist seismic forces by more than 1_0 5 percent
cumulative since the original construction shall not be permitted unless the entire seismic- force-resisting system is
determined to conform to ASCE 7 for a new structure. If the building's seismic base shear capacity has been increased
since the original construction, the percent change in base shear may be calculated relative to the increased value.
(posted 7-1-06)
Exception: (No change)

3410.6.13 Maximum exit access travel distance The maximum allowable exit access travel distance shall be

determined in accordance with Section 1015.1 1016.1 .... (posted 7-1-06)

2006 International Building Code Errata Page 16 of 18

FIRST PRINTING (Updated July 1, 2006)

CHAPTER 35
REFERENCED STANDARDS

NFPA

484-02 Combustible Metals. Metal Powders and Metal Dust (posted 7-1-06)

651 98 Mach i n i ng and F i n i sh i ng of A l um i num and th e Product i on and Hand li ng of A l um i num Powd e rs (posted 7-1-06)

1 27-99 96 Factory-built Fireplaces - with Revisions through November 1 999

2006 International Building Code Errata Page 17 of 18

FIRST PRINTING (Updated July 1, 2006)

APPENDIX C

GROUP U-AGRICULTURAL BUILDINGS

C103.1 Mixed occupancies. Mixed occupancies sliall be protected in accordance witli Cliapt e r 3 Section 508 . (posted 7-
1-06)

2006 International Building Code Errata Page 18 of 18

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