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NOTICE OF INCORPORATION
United States Legal Document
J^" All citizens and residents are hereby advised that
this is a legally binding document duly incorporated by
reference and that failure to comply with such
requirements as hereby detailed within may subject you
to criminal or civil penalties under the law. Ignorance of
the law shall not excuse noncompliance and it is the
responsibility of the citizens to inform themselves as to
the laws that are enacted in the United States of America
and in the states and cities contained therein. "^&
* *
ICC IBC (2012), the International Building Code,
as mandated and incorporated by the States and
Municipalities including Maryland in the
Code of Maryland Administrative Regulations (COMAR)
Section 05.02.01.02.
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CODE COUNCIL*
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CODE @
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Become a Building Safety Professional Member
and Learn Mora about She Code Council
GO TO WWW.ICCSAFE.ORG for All Your Technical and
Professional Needs Including:
> Codes, Standards and Gi sidelines
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2012 International Building Code
First Printing: May 201 1
Second Printing: June 201 1
ISBN:978- 1-60983-040-3 (soft-cover edition)
ISBN: 978-1-60983-039-7 (loose-leaf edition)
COPYRIGHT ©2011
by
INTERNATIONAL CODE COUNCIL, INC.
ALL RIGHTS RESERVED. This 2012 International Building Code is a copyrighted work owned by the International Code
Council, Inc. Without advance written permission from the copyright owner, no part of this book may be reproduced, distributed
or transmitted in any form or by any means, including, without limitation, electronic, optical or mechanical means (by way of
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PRINTED IN THE U.S.A.
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Development
Adoption
Internationally, code officials recognize the need for a modern, up-to-date building code addressing
the design and installation of building systems through requirements emphasizing performance.
The International Building Code®, in this 2012 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 performance-related provisions. It is founded on broad-based principles that make
possible the use of new materials and new building designs. This 2012 edition is fully compatible
with all of the International Codes® (l-Codes®) published by the International Code Council (ICC)®,
including the International Energy Conservation Code 9 , International Existing Building Code 9 , Inter-
national Fire Code 9 , International Fuel Gas Code®, International Green Construction Code™ (to be
available March 2012), International Mechanical Code 9 , ICC Performance Code 9 , International
Plumbing Code®, International Private Sewage Disposal Code®, International Property Maintenance
Code®, International Residential Code®, International Swimming Pool and Spa Code™ (to be avail-
able March 2012), 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 provides an excellent arena to debate
proposed revisions. This model code also encourages international consistency in the application of
provisions.
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), International Con-
ference 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 pro-
mulgated by BOCA, ICBO and SBCCI was utilized as the basis for the development, followed by pub-
lic hearings in 1997, 1998 and 1999 to consider proposed changes. This 2012 edition presents the
code as originally issued, with changes reflected in the 2003, 2006 and 2009 editions and further
changes approved by the ICC Code Development Process through 2010. A new edition such as this is
promulgated every 3 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.
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 refer-
ence in accordance with proceedings establishing the jurisdiction's laws. At the time of adoption,
jurisdictions should insert the appropriate information in provisions requiring specific local informa-
tion, 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 legislation. The sample adoption ordinance on
page xix addresses several key elements of a code adoption ordinance, including the information
required for insertion into the code text.
2012 INTERNATIONAL BUILDING CODE®
Maintenance
The International Building Code is kept up to date through the review of proposed changes submit-
ted 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 Codes and Standards Development Department of the Interna-
tional 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 gov-
ernmental body that enacts the code into law has such authority.
Code Development Committee Responsibilities
(Letter Designations in Front of Section Numbers)
In each code development cycle, proposed changes to the code are considered at the Code Devel-
opment Hearings by the applicable International Building Code Development Committee (IBC-Fire
Safety, General, Means of Egress or Structural). Proposed changes to a code section that has a num-
ber 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 International Fire Code Development Committee during the portion of the
code development hearings when the International Fire Code Development Committee meets.
The content of sections in this code that begin with a letter designation is maintained by another
code development committee in accordance with the following:
[A] = Administrative Code Development Committee;
[E] = International Energy Conservation Code Development Committee (Commercial Energy
Committee or Residential Energy Committee, as applicable);
[EB] = International Existing Building Code Development Committee;
[F] = International Fire Code Development Committee;
[FG] = International Fuel Gas Code Development Committee;
[M] = International Mechanical Code Development Committee; and
[P] = International Plumbing Code Development Committee.
2012 INTERNATIONAL BUILDING CODE®
Note that, for the development of the 2015 edition of the l-Codes, there will be two groups of
code development committees and they will meet in separate years. The groupings are as follows:
Group A Codes
(Heard in 2012, Code Change Proposals
Deadline: January 3, 2012)
Group B Codes
(Heard in 2013, Code Change Proposals
Deadline: January 3, 2013)
International Building Code
Administrative Provisions (Chapter 1 all codes except
IRC and ICCPC, administrative updates to currently ref-
erenced standards, and designated definitions)
International Fuel Gas Code
International Energy Conservation Code
International Mechanical Code
International Existing Building Code
International Plumbing Code
International Fire Code
International Private Sewage
Disposal Code
International Green Construction Code
ICC Performance Code
International Property Maintenance Code
International Residential Code
International Swimming Pool and Spa Code
International Wildland-Urban Interface Code
International Zoning Code
Code change proposals submitted for code sections that have a letter designation in front of
them will be heard by the respective committee responsible for such code sections. Because differ-
ent committees will meet in different years, it is possible that some proposals for this code will be
heard by a committee in a different year than the year in which the primary committee for this code
meets.
For instance, every section of Chapter 1 of this code is designated as the responsibility of the
Administrative Code Development Committee, and that committee is part of the Group B code
hearings. This committee will conduct its code development hearings in 2013 to consider all code
change proposals for Chapter 1 of this code and proposals for Chapter 1 of all l-Codes. Therefore,
any proposals received for Chapter 1 of this code will be deferred for consideration in 2013 by the
Administrative Code Development Committee.
Another example is Section 903.1 which is designated as the responsibility of the International
Fire Code Development Committee, along with most of the provisions in Chapter 9. This committee
will conduct its code development hearings in 2013 to consider all code change proposals to the
International Fire Code and any portions of other codes that it is responsible for, including Section
903.1 and most of the provisions of Chapter 9 (designated with [F] in front of those sections).
Therefore, any proposals received for Section 903.1 in Chapter 9 will be deferred for consideration
in 2013 by the International Fire Code Development Committee.
In some cases, another committee in Group A will be responsible for a section of this code. For
example, Section 1210.3 has a [P] in front of the numbered section, indicating that this section of
the code is the responsibility of the International Plumbing Code Development Committee. The
International Plumbing Code is in Group A; therefore, any code change proposals to this section will
be due before the Group A deadline of January 3, 2012, and these code change proposals will be
assigned to the International Plumbing Code Development Committee for consideration.
It is very important that anyone submitting code change proposals understand which code devel-
opment committee is responsible for the section of the code that is the subject of the code change
proposal. For further information on the code development committee responsibilities, please visit
the ICC web site at www.iccsafe.org/scoping.
2012 INTERNATIONAL BUILDING CODE
Marginal Markings
Solid vertical lines in the margins within the body of the code indicate a technical change from the
requirements of the 2009 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.
A single asterisk [*] placed in the margin indicates that text or a table has been relocated within
the code. A double asterisk [**] placed in the margin indicates that the text or table immediately
following it has been relocated there from elsewhere in the code. The following table indicates
such relocations in the 2012 edition of the International Building Code.
2012 LOCATION
2009 LOCATION
407.4
1014.2
410.6
1015.6
424
402.6.3
712.1
708.1
712.1.2
708.2, Exception 1
712.1.3
708.2, Exception 2
712.1.3.1
708.2, Exception 2.1
712.1.3.2
708.2, Exception 2.2
712.1.4
708.2, Exception 3
712.1.5
708.2, Exception 4
712.1.6
708.2, Exception 5
712.1.7
708.2, Exception 6
712.1.8
708.2, Exception 7
712.1.9
708.2, Exception 8
712.1.10
r 708.2, Exception 9
712.1.11
708.2, Exception 10
712.1.12
708.2, Exception 11
712.1.13
708.2, Exception 12
712.1.14
708.2, Exception 13
712.1.15
708.2, Exception 14
712.1.16
708.2, Exception 15
712.1.18
708.2, Exception 16
713.3 through 713.14.1.1
708.3 through 708.14.1.1
909.21 through 909.21.11
708.14.2 through 708.14.2.11
1004.1.1.2
1004.6
1008.1.9.8
1008.1.4.4
1013.8
1405.13.2
1028.10.1
1017.4
1028.10.1.1
1017.4.1
1028.10.1.1
1017.4.2
1028.10.1.2
1017.4.3
1210.3.1
2903.1
1210.3.2
2903.2
1406.2.1
1406.2.1.1
1406.2.2
1406.2.1
1607.6
1605.4
1704.3
1705.1
1704.4
1709.1
2012 INTERNATIONAL BUILDING CODE®
2012 LOCATION
2009 LOCATION
1704.5
1710.1
1705.1.1
1704.15
1705.4.2
1704.11
1705.10
1706.1
1705.11
1707.1
1705.12
1708.1
3313.1
3311.4
C®©rfination between the International Building and Fire Codes
Italicized Terms
Because the coordination of technical provisions is one of the benefits of adopting the ICC family of
model codes, users will find the ICC codes to be a very flexible set of model documents. To accom-
plish this flexibility some technical provisions are duplicated in some of the model code documents.
While the International Codes are provided as a comprehensive set of model codes for the built
environment, documents are occasionally adopted as a stand-alone regulation. When one of the
model documents is adopted as the basis of a stand-alone code, that code should provide a com-
plete package of requirements with enforcement assigned to the entity for which the adoption is
being made.
The model codes can also be adopted as a family of complimentary codes. When adopted
together there should be no conflict of any of the technical provisions. When multiple model codes
are adopted in a jurisdiction it is important for the adopting authority to evaluate the provisions in
each code document and determine how and by which agency(ies) they will be enforced. It is
important, therefore, to understand that where technical provisions are duplicated in multiple
model documents, the enforcement duties must be clearly assigned by the local adopting jurisdic-
tion. ICC remains committed to providing state-of-the-art model code documents that, when
adopted locally, will reduce the cost to government of code adoption and enforcement and protect
the public health, safety and welfare.
Selected terms set forth in Chapter 2, Definitions, are italicized where they appear in code text
(except those in Sections 1903 through 1908 where italics indicate provisions that differ from ACI
318). Such terms are not italicized where the definition set forth in Chapter 2 does not impart the
intended meaning in the use of the term. The terms selected have definitions which the user should
read carefully to facilitate better understanding of the code.
2012 INTERNATIONAL BUILDING CODE 8
viii 2012 INTERNATIONAL BUILDING CODE®
Effectiwe Use of the Internal ional Build ing Code
The International Building Code® (IBC®) is a model code that provides minimum requirements to
safeguard the public health, safety and general welfare of the occupants of new and existing build-
ings and structures. The IBC is fully compatible with the ICC family of codes, including: International
Energy Conservation Code® (IECC®), International Existing Building Code® (IEBC®), International Fire
Code® (IFC®), International Fuel Gas Code® (IFGC®), International Green Construction Code™
(IGCC™) (to be available March 2012), International Mechanical Code® (IMC®), ICC Performance
Code® (ICCPC®), International Plumbing Code® (IPC®), International Private Sewage Disposal Code m
(IPSDC 8 ), International Property Maintenance Code® (IPMC®), International Residential Code®
(IRC®), International Swimming Pool and Spa Code™ (ISPSC™) (to be available March 2012), Interna-
tional Wildland-Urban Interface Code® (IWUIC®) and International Zoning Code® (IZC®).
The IBC addresses structural strength, means of egress, sanitation, adequate lighting and ventila-
tion, accessibility, energy conservation and life safety in regards to new and existing buildings, facil-
ities and systems. The codes are promulgated on a 3-year cycle to allow for new construction
methods and technologies to be incorporated into the codes. Alternative materials, designs and
methods not specifically addressed in the code can be approved by the code official where the pro-
posed materials, designs or methods comply with the intent of the provisions of the code (see Sec-
tion 104.11).
The IBC applies to all occupancies, including one- and two-family dwellings and townhouses that
are not within the scope of the IRC. The IRC is referenced for coverage of detached one- and two-
family dwellings and townhouses as defined in the Exception to Section 101.2 and the definition for
"townhouse" in Chapter 2. The IBC applies to all types of buildings and structures unless exempted.
Work exempted from permits is listed in Section 105.2.
Arrangement and Format ©f the 2012 IBC
Before applying the requirements of the IBC, it is beneficial to understand its arrangement and for-
mat. The IBC, like other codes published by ICC, is arranged and organized to follow sequential steps
that generally occur during a plan review or inspection.
Chapters
Subjects
1-2
Administration and definitions
3
Use and occupancy classifications
4,31
Special requirements for specific occupancies or elements
5-6
Height and area limitations based on type of construction
7-9
Fire resistance and protection requirements
10
Requirements for evacuation
11
Specific requirements to allow use and access to a building for persons with
disabilities
12-13, 27-30
Building systems, such as lighting, HVAC, plumbing fixtures, elevators
14-26
Structural components— performance and stability
32
Encroachment outside of property lines
33
Safeguards during construction
34
Existing building allowances
35
Referenced standards
Appendices A-M
Appendices
2012 INTERNATIONAL BUILDING CODE®
The IBC requirements for high-hazard, fire-resistance-rated construction, interior finish, fire pro-
tection systems, means of egress, emergency and standby power, and temporary structures are
directly correlated with the requirements of the IFC. The following chapters/sections of the IBC are
correlated to the IFC:
IBC
Chapter/Section
IFC
Chapter/Section
Subject
Sections 307, 414, 415
Chapters 50-60; 62-67
High-hazard requirements
Chapter 7
Chapter 7
Fire-resistance-rated construction
Chapter 8
Chapter 8
Interior finish, decorative materials and
furnishings
Chapter 9
Chapter 9
Fire protection systems
Chapter 10
Chapter 10
Means of egress
Chapter 27
Section 604
Standby and emergency power
Section 3103
Chapter 24
Temporary structures
The IBC requirements for smoke control systems, and smoke and fire dampers are directly corre-
lated to the requirements of the IMC. IBC Chapter 28 is a reference to the IMC and the IFGC for
chimney, fireplaces and barbeques, and all aspects of mechanical systems. The following chapters/
sections of the IBC are correlated with the IMC:
IBC
Chapter/Section
IMC
Chapter/Section
Subject
Section 716
Section 607
Smoke and fire dampers
Section 909
Section 513
Smoke control
The IBC requirements for plumbing fixtures and toilet rooms are directly correlated to the
requirements of the IPC. The following chapters/sections of the IBC are correlated with the IPC:
IBC
Chapter/Section
IPC
Chapter/Section
Subject
Chapter 29
Chapters 3&4
Plumbing fixtures and facilities
The following is a chapter-by-chapter synopsis of the scope and intent of the provisions of the
International Building Code.
Chapter 1 Scope and Administration. Chapter 1 establishes the limits of applicability of the
code and describes how the code is to be applied and enforced. Chapter 1 is in two parts, Part 1—
Scope and Application (Sections 101-102) and Part 2— Administration and Enforcement (Sections
103-116). Section 101 identifies which buildings and structures come under its purview and refer-
ences other ICC codes as applicable. Standards and codes are scoped to the extent referenced (see
Section 102.4).
The building code is intended to be adopted as a legally enforceable document and it cannot be
effective without adequate provisions for its administration and enforcement. The provisions of
Chapter 1 establish the authority and duties of the code official appointed by the jurisdiction having
authority and also establish the rights and privileges of the design professional, contractor and
property owner.
Chapter 2 Definitions. All terms that are defined in the code are listed alphabetically in Chapter
2. Terms are defined in Chapter 2. Defined terms that are pertinent to a specific chapter are also
listed in that chapter. While a defined term may be listed in one chapter or another, the meaning is
applicable throughout the code.
Codes are technical documents and every word, term and punctuation mark can impact the
meaning of the code text and the intended results. The code often uses terms that have a unique
meaning in the code and the code meaning can differ substantially from the ordinarily understood
2012 INTERNATIONAL BUILDING CODE®
meaning of the term as used outside of the code. Where understanding of a term's definition is
especially key to or necessary for understanding a particular code provision, the term is shown in
italics wherever it appears in the code.
This is true only for those terms that have a meaning that is unique to the code. In other words,
the generally understood meaning of a term or phrase might not be sufficient or consistent with the
meaning prescribed by the code; therefore, it is essential that the code-defined meaning be known.
Definitions are deemed to be of prime importance in establishing the meaning and intent of the
code text that uses the terms. The user of the code should be familiar with and consult this chapter
because the definitions are essential to the correct interpretation of the code and because the user
may not be aware that a term is defined.
Chapter 3 Use and Occupancy Classification. Chapter 3 provides for the classification of
buildings, structures and parts thereof based on the purpose or purposes for which they are used.
Section 302 identifies the groups into which all buildings, structures and parts thereof must be clas-
sified. Sections 303 through 312 identify the occupancy characteristics of each group classification.
In some sections, specific group classifications having requirements in common are collectively
organized such that one term applies to all. For example, Groups A-l, A-2, A-3, A-4 and A-5 are indi-
vidual groups for assembly-type buildings. The general term "Group A," however, includes each of
these individual groups. Other groups include Business (B), Educational (E), Factory (F-l, F-2), High
Hazard (H-l, H-2, H-3, H-4, H-5), Institutional (1-1, 1-2, 1-3, 1-4), Mercantile (M), Residential (R-l, R-2,
R-3, R-4), Storage (S-l, S-2) and Utility (U). In some occupancies, the smaller number means a higher
hazard, but that is not always the case.
Defining the use of the buildings is very important as it sets the tone for the remaining chapters
of the code. Occupancy works with the height, area and construction type requirements in Chapters
5 and 6, as well as the special provisions in Chapter 4, to determine "equivalent risk," or providing a
reasonable level of protection or life safety for building occupants. The determination of equivalent
risk involves three interdependent considerations: (1) the level of fire hazard associated with the
specific occupancy of the facility; (2) the reduction of fire hazard by limiting the floor area(s) and the
height of the building based on the fuel load (combustible contents and burnable building compo-
nents); and (3) the level of overall fire resistance provided by the type of construction used for the
building. The greater the potential fire hazards indicated as a function of the group, the lesser the
height and area allowances for a particular construction type.
Occupancy classification also plays a key part in organizing and prescribing the appropriate pro-
tection measures. As such, threshold requirements for fire protection and means of egress systems
are based on occupancy classification (see Chapters 9 and 10). Other sections of the code also con-
tain requirements respective to the classification of building groups. For example, Section 706 deals
with requirements for fire wall fire-resistance ratings that are tied to the occupancy classification of
a building and Section 803.9 contains interior finish requirements that are dependent upon the
occupancy classification. The use of the space, rather than the occupancy of the building is utilized
for determining occupant loading (Section 1004) and live loading (Section 1607).
Chapter 4 Special Detailed Requirements Based On Use and Occupancy. Chapter 4 con-
tains the requirements for protecting special uses and occupancies, which are supplemental to the
remainder of the code. Chapter 4 contains provisions that may alter requirements found elsewhere
in the code; however, the general requirements of the code still apply unless modified within the
chapter. For example, the height and area limitations established in Chapter 5 apply to all special
occupancies unless Chapter 4 contains height and area limitations. In this case, the limitations in
Chapter 4 supersede those in other sections. An example of this is the height and area limitations
for open parking garages given in Section 406.3.5, which supersede the limitations given in Section
503.
In some instances, it may not be necessary to apply the provisions of Chapter 4. For example, if a
covered mall building complies with the provisions of the code for Group M, Section 402 does not
apply; however, other sections that deal with a use, process or operation must be applied to that
specific occupancy, such as stages and platforms, special amusement buildings and hazardous
materials (Sections 410, 411 and 414).
The chapter includes requirements for buildings and conditions that apply to one or more
groups, such as high-rise buildings, underground buildings or atriums. Special uses may also imply
specific occupancies and operations, such as for Group H, hazardous materials, application of flam-
mable finishes, drying rooms, organic coatings and combustible storage or hydrogen cutoff rooms,
2012 INTERNATIONAL BUILDING CODE®
all of which are coordinated with the IFC. Unique consideration is taken for special use areas, such
as covered mall buildings, motor-vehicle-related occupancies, special amusement buildings and air-
craft-related occupancies. Special facilities within other occupancies are considered, such as stages
and platforms, motion picture projection rooms and storm shelters. Finally, in order that the overall
package of protection features can be easily understood, unique considerations for specific occu-
pancies are addressed: Groups 1-1, 1-2, 1-3, R-l, R-2, R-3 (by definition R-4), ambulatory care facilities
and live/work units.
Chapter 5 General Building Heights and Areas. Chapter 5 contains the provisions that regu-
late the minimum type of construction for area limits and height limits based on the occupancy of
the building. Height and area increases (including allowances for basements, mezzanines and equip-
ment platforms) are permitted based on open frontage for fire department access, and the type of
sprinkler protection provided and separation (Sections 503-506, 509). These thresholds are reduced
for buildings over three stories in height in accordance with Section 506.4.1. Provisions include the
protection and/or separation of incidental accessory occupancies (Table 508.2.5), accessory occu-
pancies (Sections 508.2) and mixed uses in the same building (Sections 506.5, 508.3, 508.4 and 509).
Unlimited area buildings are permitted in certain occupancies when they meet special provisions
(Section 507).
Table 503 is the keystone in setting thresholds for building size based on the building's use and
the materials with which it is constructed. If one then looks at Table 503, the relationship among
group classification, allowable heights and areas and types of construction becomes apparent.
Respective to each group classification, the greater the fire-resistance rating of structural elements,
as represented by the type of construction, the greater the floor area and height allowances. The
greater the potential fire hazards indicated as a function of the group, the lesser the height and area
allowances for a particular construction type.
Chapter 6 Types of Construction. The interdependence of these fire safety considerations can
be seen by first looking at Tables 601 and 602, which show the fire-resistance ratings of the principal
structural elements comprising a building in relation to the five classifications for types of construc-
tion. Type I construction is the classification that generally requires the highest fire-resistance rat-
ings for structural elements, whereas Type V construction, which is designated as a combustible
type of construction, generally requires the least amount of fire-resistance-rated structural ele-
ments. The greater the potential fire hazards indicated as a function of the group, the lesser the
height and area allowances for a particular construction type. Section 603 includes a list of combus-
tible elements that can be part of a noncombustible building (Types I and II construction).
Chapter 7 Fire and Smoke Protection Features. The provisions of Chapter 7 present the fun-
damental concepts of fire performance that all buildings are expected to achieve in some form. This
chapter identifies the acceptable materials, techniques and methods by which proposed construc-
tion can be designed and evaluated against to determine a building's ability to limit the impact of
fire. The fire-resistance-rated construction requirements within Chapter 7 provide passive resis-
tance to the spread and effects of fire. Types of separations addressed include fire walls, fire barri-
ers, fire partitions, horizontal assemblies, smoke barriers and smoke partitions. A fire produces heat
that can weaken structural components and smoke products that cause property damage and place
occupants at risk. The requirements of Chapter 7 work in unison with height and area requirements
(Chapter 5), active fire detection and suppression systems (Chapter 9) and occupant egress require-
ments (Chapter 10) to contain a fire should it occur while helping ensure occupants are able to
safely exit.
Chapter S Interior Finishes. This chapter contains the performance requirements for control-
ling fire growth within buildings by restricting interior finish and decorative materials. Past fire
experience has shown that interior finish and decorative materials are key elements in the develop-
ment and spread of fire. The provisions of Chapter 8 require materials used as interior finishes and
decorations to meet certain flame-spread index or flame-propagation criteria based on the relative
fire hazard associated with the occupancy. As smoke is also a hazard associated with fire, this chap-
ter contains limits on the smoke development characteristics of interior finishes. The performance
of the material is evaluated based on test standards.
Chapter 9 Fire Protection Systems. Chapter 9 prescribes the minimum requirements for active
systems of fire protection equipment to perform the following functions: detect a fire; alert the
occupants or fire department of a fire emergency; and control smoke and control or extinguish the
xii 201 2 INTERN ATIONAL BUILDING CODE®
fire. Generally, the requirements are based on the occupancy, the height and the area of the build-
ing, because these are the factors that most affect fire-fighting capabilities and the relative hazard
of a specific building or portion thereof. This chapter parallels and is substantially duplicated in
Chapter 9 of the International Fire Code (IFC); however, the IFC Chapter 9 also contains periodic
testing criteria that are not contained in the IBC. In addition, the special fire protection system
requirements based on use and occupancy found in IBC Chapter 4 are duplicated in IFC Chapter 9 as
a user convenience.
Chapter 10 Means of Egress. The general criteria set forth in Chapter 10 regulating the design
of the means of egress are established as the primary method for protection of people in buildings
by allowing timely relocation or evacuation of building occupants. Both prescriptive and perfor-
mance language is utilized in this chapter to provide for a basic approach in the determination of a
safe exiting system for all occupancies. It addresses all portions of the egress system (i.e., exit
access, exits and exit discharge) and includes design requirements as well as provisions regulating
individual components. The requirements detail the size, arrangement, number and protection of
means of egress components. Functional and operational characteristics also are specified for the
components that will permit their safe use without special knowledge or effort. The means of
egress protection requirements work in coordination with other sections of the code, such as pro-
tection of vertical openings (see Chapter 7), interior finish (see Chapter 8), fire suppression and
detection systems (see Chapter 9) and numerous others, all having an impact on life safety. Chapter
10 of the IBC is duplicated in Chapter 10 of the IFC; however, the IFC contains two additional sec-
tions on the means of egress system in existing buildings.
Chapter 11 Accessibility. Chapter 11 contains provisions that set forth requirements for accessi-
bility of buildings and their associated sites and facilities for people with physical disabilities. The
fundamental philosophy of the code on the subject of accessibility is that everything is required to
be accessible. This is reflected in the basic applicability requirement (see Section 1103.1). The
code's scoping requirements then address the conditions under which accessibility is not required
in terms of exceptions to this general mandate. While the IBC contains scoping provisions for acces-
sibility (e.g., what, where and how many), ICC/ANSI A117.1, Accessible and Usable Buildings and
Facilities, is the referenced standard for the technical provisions (i.e., how).
There are many accessibility issues that not only benefit people with disabilities, but also provide
a tangible benefit to people without disabilities. This type of requirement can be set forth in the
code as generally applicable without necessarily identifying it specifically as an accessibility-related
issue. Such a requirement would then be considered as having been "mainstreamed." For example,
visible alarms are located in Chapter 9 and ramp requirements are addressed in Chapter 10.
Accessibility criteria for existing buildings are addressed in Section 3411. Appendix E is supple-
mental information included in the code to address accessibility for items in the new Americans
with Disabilities Act/Architectural Barriers Act Accessibility Guidelines (ADA/ABA) that were not typ-
ically enforceable through the standard traditional building code enforcement approach system
(e.g., beds, room signage). The International Residential Code (IRC) references Chapter 11 for acces-
sibility provisions; therefore, this chapter may be applicable to housing covered under the IRC.
Chapter 12 Interior Environment. Chapter 12 provides minimum standards for the interior
environment of a building. The standards address the minimum sizes of spaces, minimum tempera-
ture levels, and minimum light and ventilation levels. The collection of requirements addresses lim-
iting sound transmission through walls, ventilation of attic spaces and under floor spaces (crawl
spaces). Finally, the chapter provides minimum standards for toilet and bathroom construction,
including privacy shielding and standards for walls, partitions and floors to resist water intrusion
and damage.
Chapter IB Energy Efficiency. The purpose of Chapter 13 is to provide minimum design
requirements that will promote efficient utilization of energy in buildings. The requirements are
directed toward the design of building envelopes with adequate thermal resistance and low air
leakage, and toward the design and selection of mechanical, water heating, electrical and illumina-
tion systems that promote effective use of depletable energy resources. For the specifics of these
criteria, Chapter 13 requires design and construction in compliance with the International Energy
Conservation Code (IECC).
2012 INTERNATIONAL BUILDING CODE®
Chapter 14 Exterior Wails. This chapter addresses requirements for exterior walls of buildings.
Minimum standards for wall covering materials, installation of wall coverings and the ability of the
wall to provide weather protection are provided. This chapter also requires exterior walls that are
close to lot lines, or that are bearing walls for certain types of construction, to comply with the min-
imum fire-resistance ratings specified in Chapters 6 and 7. The installation of each type of wall cov-
ering, be it wood, masonry, vinyl, metal composite material or an exterior insulation and finish
system, is critical to its long-term performance in protecting the interior of the building from the
elements and the spread of fire. Special attention to the use of combustible materials on the exte-
rior of the building such as balconies, eaves, decks and architectural trim is the focus of Section
1406.
Chapter 15 Roof Assemblies and Rooftop Structures. Chapter 15 provides standards for
both roof assemblies as well as structures which sit on top of the roof of buildings. The criteria
address roof construction and covering which includes the weather-protective barrier at the roof
and, in most circumstances, a fire-resistant barrier. The chapter is prescriptive in nature and is
based on decades of experience with various traditional materials. These prescriptive rules are very
important for satisfying performance of one type of roof covering or another. Section 1509
addresses rooftop structures including penthouses, tanks, towers and spires. Rooftop penthouses
larger than prescribed in this chapter must be treated as a story under Chapter 5.
Chapter 16 Structural Design. Chapter 16 prescribes minimum structural loading requirements
for use in the design and construction of buildings and structural components. It includes minimum
design loads, as well as permitted design methodologies. Standards are provided for minimum
design loads (live, dead, snow, wind, rain, flood and earthquake as well as load combinations). The
application of these loads and adherence to the serviceability criteria will enhance the protection of
life and property. The chapter references and relies on many nationally recognized design stan-
dards. A key standard is the American Society of Civil Engineer's Minimum Design Loads for Build-
ings and Other Structures (ASCE 7). Structural design needs to address the conditions of the site and
location. Therefore maps of rainfall, seismic, snow and wind criteria in different regions are pro-
vided.
Chapter 17 Structural Tests and Special Inspections. Chapter 17 provides a variety of pro-
cedures and criteria for testing materials and assemblies, for labeling materials and assemblies, and
for special inspection of structural assemblies. This chapter expands on the requirements of Chapter
1 regarding the roles and responsibilities of the building official regarding approval of building com-
ponents. It also provides additional duties and responsibilities for the owner, contractor, design
professionals and special inspectors. Proper assembly of structural components, proper quality of
materials used, and proper application of materials are essential to ensuring that a building, once
constructed, complies with the structural and fire-resistance minimums of the code and the
approved design. To determine this compliance often requires continuous or frequent inspection
and testing. Chapter 17 establishes these special inspection and testing standards as well as report-
ing of the work to the building official.
Chapter 18 Soils and Foundations. Chapter 18 contains minimum requirements for design,
construction and resistance to water intrusion of foundation systems for buildings and other struc-
tures. It provides criteria for the geotechnical and structural considerations in the selection and
installation of adequate support for the loads transferred from the structure above. The uncertain-
ties of foundation construction make it extremely difficult to address every potential failure within
the text of the code. The chapter includes requirements for soils investigation and site preparation
for receiving a foundation including the allowed load-bearing values for soils and for protecting the
foundation from water intrusion. Section 1808 addresses the basic requirements for all foundation
types. Later sections address foundation requirements that are specific to shallow foundations and
deep foundations. Due care must be exercised in the planning and design of foundation systems
based on obtaining sufficient soils information, the use of accepted engineering procedures, experi-
ence and good technical judgment.
Chapter 19 Concrete. This chapter provides minimum accepted practices to the design and con-
struction of buildings and structural components using concrete-both plain and reinforced. Chapter
19 is formatted to parallel American Concrete Institute (ACI) 318, Building Code Requirements for
Structural Concrete. The chapter also includes references to additional standards. Structural con-
crete must be designed and constructed to comply with this code and all listed standards. There are
specific sections of the chapter addressing concrete slabs, anchorage to concrete, shotcrete, rein-
forced gypsum concrete and concrete-filled pipe columns. Because of the variable properties of
xiv 2012 INTERNATIONAL BUILDING CODE®
material and numerous design and construction options available in the uses of concrete, due care
and control throughout the construction process is necessary.
Chapter 20 Aluminum. Chapter 20 contains standards for the use of aluminum in building con-
struction. Only the structural applications of aluminum are addressed. The chapter does not
address the use of aluminum in specialty products such as storefront or window framing or archi-
tectural hardware. The use of aluminum in heating, ventilating or air-conditioning systems is
addressed in the International Mechanical Code (IMC). The chapter references national standards
from the Aluminum Association for use of aluminum in building construction, AA ASM 35, Alumi-
num Sheet Metal Work in Building Construction, and AA ADM 1, Aluminum Design Manual. By utiliz-
ing the standards set forth, a proper application of this material can be obtained.
Chapter 21 Masonry. This chapter provides comprehensive and practical requirements for
masonry construction. The provisions of Chapter 21 require minimum accepted practices and the
use of standards for the design and construction of masonry structures. The provisions address:
material specifications and test methods; types of wall construction; criteria for engineered and
empirical designs; required details of construction including the execution of construction. Masonry
design methodologies including allowable stress design, strength design and empirical design are
covered by provisions of the chapter. Also addressed are masonry fireplaces and chimneys,
masonry heaters and glass unit masonry. Fire-resistant construction using masonry is also required
to comply with Chapter 7. Masonry foundations are also subject to the requirements of Chapter 18.
Chapter 22 Steel. Chapter 22 provides the requirements necessary for the design and construc-
tion of structural steel (including composite construction), cold-formed steel, steel joists, steel cable
structures and steel storage racks. The chapter specifies appropriate design and construction stan-
dards for these types of structures. It also provides a road map of the applicable technical require-
ments for steel structures. Steel is a noncombustible building material commonly associated with
Types I and II construction; however, it is permitted to be used in all types of construction. The code
requires that materials used in the design of structural steel members conform to designated
national standards. Chapter 22 is involved with the design and use of steel materials using the spec-
ifications and standards of the American Institute for Steel Construction, the American Iron and
Steel Institute, the Steel Joist Institute and the American Society of Civil Engineers.
Chapter 23 Wood. This chapter provides minimum guidance for the design of buildings and
structures that use wood and wood-based products in their framing and fabrication. The chapter is
organized around three design methodologies: allowable stress design (ASD), load and resistance-
factor design (LRFD) and conventional light-frame construction. Included in the chapter are refer-
ences to design and manufacturing standards for various wood and wood-based products; general
construction requirements; design criteria for lateral force-resisting systems and specific require-
ments for the application of the three design methods. In general, only Type III, IV or V buildings
may be constructed of wood. Accordingly Chapter 23 is referenced when the combination of the
occupancy (determined in Chapter 3) and the height and area of the building (determined in Chap-
ter 5) indicate that construction can be Type III, IV or V.
Chapter 24 Glass and Glaiing. This chapter establishes regulations for glass and glazing used in
buildings and structures that, when installed, are subjected to wind, snow and dead loads. Engi-
neering and design requirements are included in the chapter. Additional structural requirements
are found in Chapter 16. A second concern of this chapter is glass and glazing used in areas where it
is likely to have an impact on the occupants. Section 2406 identifies hazardous locations where glaz-
ing installed must either be safety glazing or blocked to prevent human impact. Safety glazing must
meet stringent standards and be appropriately marked or identified. Additional standards for glass
and glazing in guards, handrails, elevator hoistways and elevator cars, and in athletic facilities are
provided.
Chapter 25 Gypsum Board and Plaster. Chapter 25 contains the provisions and referenced
standards that regulate the design, construction and quality of gypsum board and plaster. These
represent the most common interior and exterior finish materials in the building industry. This
chapter primarily addresses quality-control-related issues with regard to material specifications and
installation requirements. Most products are manufactured under the control of industry stan-
dards. The building official or inspector primarily needs to verify that the appropriate product is
used and properly installed for the intended use and location. While often simply used as wall and
2012 INTERNATIONAL BUILDING CODE®
ceiling coverings, proper design and application are necessary to provide weather resistance and
required fire protection for both structural and nonstructural building components.
Chapter 26 Plastic. The use of plastics in building construction and components is addressed in
Chapter 26. This chapter provides standards addressing foam plastic insulation, foam plastics used
as interior finish and trim, and other plastic veneers used on the inside or outside of a building. Plas-
tic siding is regulated by Chapter 14. Sections 2606 through 2611 address the use of light-transmit-
ting plastics in various configurations such as walls, roof panels, skylights, signs and as glazing.
Requirements for the use of fiber-reinforced polymers, fiberglass reinforced polymers and reflective
plastic core insulation are also contained in this chapter. Some plastics exhibit rapid flame spread
and heavy smoke density characteristics when exposed to fire. Additionally, exposure to the heat
generated by a fire can cause some plastics to deform, which can affect their performance. The
requirements and limitations of this chapter are necessary to control the use of plastic and foam
plastic products such that they do not compromise the safety of building occupants.
Chapter 27 Electrical. Since electrical systems and components are an integral part of almost all
structures, it is necessary for the code to address the installation of such systems. For this purpose,
Chapter 27 references the National Electrical Code (NEC). In addition, Section 2702 addresses emer-
gency and standby power requirements. Such systems must comply with the International Fire Code
(IFC) and referenced standards. This section also provides references to the various code sections
requiring emergency and standby power, such as high-rise buildings and buildings containing haz-
ardous materials.
Chapter 28 Mechanical Systems. Nearly all buildings will include mechanical systems. This
chapter provides references to the International Mechanical Code (IMC) and the International Fuel
Gas Code (IFGC) for the design and installation of mechanical systems. In addition, the chapter ref-
erences Chapter 21 of the IBC for masonry chimneys, fireplaces and barbecues.
Chapter 29 Plumbing Systems. Chapter 29 regulates the minimum number of plumbing fix-
tures that must be provided for every type of building. This chapter also regulates the location of
the required fixtures in various types of buildings. This section requires separate facilities for males
and females except for certain types of small occupancies. The regulations in this chapter come
directly from Chapters 3 and 4 of the International Plumbing Code (IPC).
Chapter 30 Elevators and Conveying Systems. Chapter 30 provides standards for the instal-
lation of elevators into buildings. Referenced standards provide the requirements for the elevator
system and mechanisms. Detailed standards are provided in the chapter for hoistway enclosures,
hoistway venting and machine rooms. New provisions are added in the 2009 IBC for Fire Service
Access Elevators required in high-rise buildings and for the optional choice of Occupant Evacuation
Elevators (see Section 403).
Chapter 31 Special Construction. Chapter 31 contains a collection of regulations for a variety
of unique structures and architectural features. Pedestrian walkways and tunnels connecting two
buildings are addressed in Section 3104. Membrane and air-supported structures are addressed by
Section 3102. Safeguards for swimming pool safety are found in Section 3109. Standards for tempo-
rary structures, including permit requirements are provided in Section 3103. Structures as varied as
awnings, marquees, signs, telecommunication and broadcast towers and automatic vehicular gates
are also addressed (see Sections 3105 through 3108 and 3110).
Chapter 32 Encroachments into the Public Right-of-way. Buildings and structures from
time to time are designed to extend over a property line and into the public right-of-way. Local reg-
ulations outside of the building code usually set limits to such encroachments, and such regulations
take precedence over the provisions of this chapter. Standards are provided for encroachments
below grade for structural support, vaults and areaways. Encroachments above grade are divided
into below 8 feet, 8 feet to 15 feet, and above 15 feet, because of headroom and vehicular height
issues. This includes steps, columns, awnings, canopies, marquees, signs, windows, balconies. Simi-
lar architectural features above grade are also addressed. Pedestrian walkways must also comply
with Chapter 31.
2012 INTERNATIONAL BUILDING CODE®
Chapter 33 Safeguards During Construction. Chapter 33 provides safety requirements dur-
ing construction and demolition of buildings and structures. These requirements are intended to
protect the public from injury and adjoining property from damage. In addition the chapter pro-
vides for the progressive installation and operation of exit stairways and standpipe systems during
construction.
Chapter 34 Existing Structures. The provisions in Chapter 34 deal with alternative methods or
reduced compliance requirements when dealing with existing building constraints. This chapter
allows for a controlled departure from full compliance with the technical codes, without compro-
mising the minimum standards for fire prevention and life safety features of the rehabilitated build-
ing. Provisions are divided by addition, alterations, repairs, change of occupancy and moved
structures. There are further allowances for registered historic buildings. There are also special
allowances for replacement of existing stairways, replacement of glass and accessibility require-
ments. The fire escape requirements in Section 3406 are consistent with the fire escape require-
ments in Section 1030 of the International Fire Code (IFC).
Section 3412, Compliance Alternatives, allows for existing buildings to be evaluated so as to
show that alterations, while not meeting new construction requirements, will improve the current
existing situation. Provisions are based on a numerical scoring system involving 18 various safety
parameters and the degree of code compliance for each issue.
Chapter 34 is repeated in the International Existing Building Code (IEBC). Sections 3402 through
3409 are repeated as IEBC Chapter 3 and Section 3410 as Chapter 13.
Chapter 35 Referenced Standards. The code contains numerous references to standards that
are used to regulate materials and methods of construction. Chapter 35 contains a comprehensive
list of all standards that are referenced in the code, including the appendices. The standards are
part of the code to the extent of the reference to the standard (see Section 102.4). Compliance with
the referenced standard is necessary for compliance with this code. By providing specifically
adopted standards, the construction and installation requirements necessary for compliance with
the code can be readily determined. The basis for code compliance is, therefore, established and
available on an equal basis to the building code official, contractor, designer and owner.
Chapter 35 is organized in a manner that makes it easy to locate specific standards. It lists all of
the referenced standards, alphabetically, by acronym of the promulgating agency of the standard.
Each agency's standards are then listed in either alphabetical or numeric order based upon the stan-
dard identification. The list also contains the title of the standard; the edition (date) of the standard
referenced; any addenda included as part of the ICC adoption; and the section or sections of this
code that reference the standard.
Appendices. Appendices are provided in the IBC to offer optional or supplemental criteria to the
provisions in the main chapters of the code. Appendices provide additional information for adminis-
tration of the Department of Building Safety as well as standards not typically administered by all
building departments. Appendices have the same force and effect as the first 35 chapters of the IBC
only when explicitly adopted by the jurisdiction.
Appendix A Employee Qualifications. Effective administration and enforcement of the family
of International Codes depends on the training and expertise of the personnel employed by the
jurisdiction and his or her knowledge of the codes. Section 103 of the code establishes the Depart-
ment of Building Safety and calls for the appointment of a building official and deputies such as
plans examiners and inspectors. Appendix A provides standards for experience, training and certifi-
cation for the building official and the other staff mentioned in Chapter 1.
Appendix B Board of Appeals. Section 112 of Chapter 1 requires the establishment of a board
of appeals to hear appeals regarding determinations made by the building official. Appendix B pro-
vides qualification standards for members of the board as well as operational procedures of such
board.
2012 INTERNATIONAL BUILDING CODE®
Appendix C Group U — Agricultural Buildings. Appendix C provides a more liberal set of
standards for the construction of agricultural buildings, rather than strictly following the Utility
building provision, reflective of their specific usage and limited occupant load. The provisions of the
appendix, when adopted, allow reasonable heights and areas commensurate with the risk of agri-
cultural buildings.
Appendix D Fire Districts. Fire districts have been a tool used to limit conflagration hazards in
areas of a city with intense and concentrated development. More frequently used under the model
codes which preceded the International Building Code (IBC), the appendix is provided to allow juris-
dictions to continue the designation and use of fire districts. Fire District standards restrict certain
occupancies within the district, as well as setting higher minimum construction standards.
Appendix E Supplemental Accessibility Requirements. The Architectural and Transporta-
tion Barriers Compliance Board (U.S. Access Board) has revised and updated its accessibility guide-
lines for buildings and facilities covered by the Americans with Disabilities Act (ADA) and the
Architectural Barriers Act (ABA). Appendix E includes scoping requirements contained in the new
ADA/ABA Accessibility Guidelines that are not in Chapter 11 and not otherwise mentioned or main-
streamed throughout the code. Items in the appendix deal with subjects not typically addressed in
building codes (e.g., beds, room signage, transportation facilities).
Appendix FRodentproofing. The provisions of this appendix are minimum mechanical methods
to prevent the entry of rodents into a building. These standards, when used in conjunction with
cleanliness and maintenance programs, can significantly reduce the potential of rodents invading a
building.
Appendix G Flood-resistant Construction. Appendix G is intended to fulfill the flood-plain
management and administrative requirements of the National Flood Insurance Program (NFIP) that
are not included in the code. Communities that adopt the International Building Code (IBC) and
Appendix G will meet the minimum requirements of NFIP as set forth in Title 44 of the Code of Fed-
eral Regulations.
Appendix H Signs. Appendix H gathers in one place the various code standards that regulate the
construction and protection of outdoor signs. Whenever possible, the appendix provides standards
in performance language, thus allowing the widest possible application.
Appendix I Patio Covers. Appendix I provides standards applicable to the construction and use
of patio covers. It is limited in application to patio covers accessory to dwelling units. Covers of
patios and other outdoor areas associated with restaurants, mercantile buildings, offices, nursing
homes or other nondwelling occupancies would be subject to standards in the main code and not
this appendix.
Appendix J Grading. Appendix J provides standards for the grading of properties. The appendix
also provides standards for administration and enforcement of a grading program including permit
and inspection requirements. Appendix J was originally developed in the 1960s and used for many
years in jurisdictions throughout the western states. It is intended to provide consistent and uni-
form code requirements anywhere grading is considered an issue.
Appendix K Administrative Provisions. Appendix K primarily provides administrative provi-
sions for jurisdictions adopting and enforcing NFPA 70— the National Electrical Code (NEC). The pro-
visions contained in this appendix are compatible with administrative and enforcement provisions
contained in Chapter 1 of the IBC and the other International Codes. Annex H of NFPA 70 also con-
tains administrative provisions for the NEC; however, some of its provisions are not compatible with
IBC Chapter 1. Section K110 also contains technical provisions that are unique to this appendix and
are in addition to technical standards of NFPA 70.
Appendix L Earthquake Recording Instrumentation. The purpose of this appendix is to fos-
ter the collection of ground motion data, particularly from strong-motion earthquakes. When this
ground motion data is synthesized, it may be useful in developing future improvements to the
earthquake provisions of the code.
xviii 2012 INTERNATIONAL BUILDING CODE®
Appendix M Tsunami-Generated Flood Hazard. Addressing a tsunami risk for all types of
construction in a tsunami hazard zone through building code requirements would typically not be
cost effective, making tsunami resistant construction impractical at an individual building level.
However, this appendix does allow the adoption and enforcement of requirements for tsunami haz-
ard zones that regulate the presence of high risk or high hazard structures.
2012 INTERNATIONAL BUILDING CODE®
2012 INTERNATIONAL BUILDING CODE®
The International Codes are designed and promulgated to be adopted by reference by legislative action. Jurisdictions wishing to
adopt the 2012 International Building Code as an enforceable regulation governing structures and premises should ensure that
certain factual information is included in the adopting legislation at the time adoption is being considered by the appropriate
governmental body. The following sample adoption legislation addresses several key elements, including the information
required for insertion into the code text.
SAMPLE LEGISLATION FOR ADOPTIOW OF
THE INTERNATIONAL BUILDING CODE
ORDINANCE NO.
A[N] [ORDINANCE/STATUTE/REGULATiON] of the [JURISDICTION] adopting the 2012 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 demoli-
tion of such structures in the [JURISDICTION]; providing for the issuance of permits and collection of fees therefor; repealing
[ORDINANCE/STATUTE/REGULATION] No. of the [JURISDICTION] and all other ordinances or parts of laws in conflict
therewith.
The [GOVERNING BODY] of the [JURISDICTION] does ordain as follows:
Section 1. 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 2012 edition
including Appendix Chapters [FILL IN THE APPENDIX CHAPTERS BEING ADOPTED] (see International Building Code Section
101.2.1, 2012 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 struc-
tures 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 m the office of the [JURISDICTION] are hereby referred to, adopted, and made a part hereof, as if fully set
out in this legislation, with the additions, insertions, 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 3412.2. Insert: [DATE IN ONE LOCATION]
Section 3. That [ORDINANCE/STATUTE/REGULATION] No. of [JURISDICTION] entitled [FILL IN HERE THE COMPLETE
TITLE OF THE LEGISLATION OR LAWS IN EFFECT AT THE PRESENT TIME SO THAT THEY WILL BE REPEALED BY DEFINITE MEN-
TION] and all other ordinances or parts of laws in conflict herewith are hereby repealed.
Section 4. That if any section, subsection, sentence, clause or phrase of this legislation is, for any reason, held to be unconstitu-
tional, such decision shall not affect the validity of the remaining portions of this ordinance. The [GOVERNING BODY] hereby
declares that it would have passed this law, 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 legislation or in the Building Code hereby adopted shall be construed to affect any suit or pro-
ceeding impending in any court, or any rights acquired, or liability incurred, or any cause or causes of action acquired or exist-
ing, under any act or ordinance hereby repealed as cited in Section 3 of this law; nor shall any just or legal right or remedy of any
character be lost, impaired or affected by this legislation.
Section 6. That the [JURISDICTION'S KEEPER OF RECORDS] is hereby ordered and directed to cause this legislation to be pub-
lished. (An additional provision may be required to direct the number of times the legislation 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 law 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.
2012 INTERNATIONAL BUILDING CODE*" „„,
xxj . 201 2 INTERNATIONAL BUILDING CODE®
TABLE OF CONTENTS
CHAPTER 1 SCOPE AND ADMINISTRATION. ... 1 312 Utility and Miscellaneous Group U 50
PART 1— SCOPE AND APPLICATION 1
Section
101 General 1
102 Applicability 1
PART 2— ADMINISTRATION AND
ENFORCEMENT 2
103 Department of Building Safety 2
104 Duties and Powers of Building Official 2
105 Permits 3
106 Floor and Roof Design Loads 5
107 Submittal Documents 5
108 Temporary Structures and Uses 7
109 Fees 7
1 10 Inspections 7
111 Certificate of Occupancy 8
112 Service Utilities 9
113 Board of Appeals 9
1 14 Violations 9
115 Stop Work Order 9
116 Unsafe Structures and Equipment 10
CHAPTER 2 DEFINITIONS 11
Section
201 General , 11
202 Definitions 11
CHAPTER 3 USE AND OCCUPANCY
CLASSIFICATION 41
Section
301 General 41
302 Classification 41
303 Assembly Group A 41
304 Business Group B 42
305 Educational Group E 42
306 Factory Group F 42
307 High-hazard Group H 43
308 Institutional Group 1 48
309 Mercantile Group M 49
310 Residential Group R 49
311 Storage Group S 50
2012 INTERNATIONAL BUILDING CODE®
CHAPTER 4 SPECIAL DETAILED
REQUIREMENTS BASED ON
USE AND OCCUPANCY 53
Section
401 Scope 53
402 Covered Mall and Open Mall Buildings 53
403 High-rise Buildings 57
404 Atriums 59
405 Underground Buildings 60
406 Motor- vehicle-related Occupancies 61
407 Group 1-2 65
408 Group 1-3 67
409 Motion Picture Projection Rooms 69
410 Stages, Platforms and Technical
Production Areas 70
41 1 Special Amusement Buildings 72
412 Aircraft-related Occupancies 73
413 Combustible Storage 75
414 Hazardous Materials 75
415 Groups HI, H-2, H-3, H-4 and H-5 80
416 Application of Flammable Finishes 89
417 Drying Rooms 89
418 Organic Coatings 90
419 Live/work Units 90
420 Groups 1-1, R-l, R-2, R-3 91
421 Hydrogen Cutoff Rooms 91
422 Ambulatory Care Facilities 92
423 Storm Shelters 92
424 Children's Play Structures 92
CHAPTER 5 GENERAL BUILDING
HEIGHTS AND AREAS 95
Section
501 General 95
502 Definitions 95
503 General Building Height and Area Limitations . . 95
504 Building Height 95
505 Mezzanines and Equipment Platforms 97
506 Building Area Modifications 98
507 Unlimited Area Buildings 99
508 Mixed Use and Occupancy 101
xxiii
TABLE OF CONTENTS
509 Incidental Uses 102
510 Special Provisions 103
CHAPTER 6 TYPES OF CONSTRUCTION ..... 107
Section
601 General 107
602 Construction Classification 107
603 Combustible Material in
Type I and II Construction 109
CHAPTER 7 FIRE AND SMOKE
PROTECTION FEATURES Ill
Section
701 General Ill
702 Definitions Ill
703 Fire-resistance Ratings and Fire Tests Ill
704 Fire-resistance Rating of
Structural Members 112
705 Exterior Walls 114
706 Fire Walls 118
707 Fire Barriers 120
708 Fire Partitions 122
709 Smoke Barriers 123
710 Smoke Partitions 123
711 Horizontal Assemblies 124
712 Vertical Openings 125
713 Shaft Enclosures 126
714 Penetrations 128
715 Fire-resistant Joint Systems 130
716 Opening Protectives 131
717 Ducts and Air Transfer Openings 138
718 Concealed Spaces 142
719 Fire-resistance Requirements for Plaster 144
720 Thermal- and Sound-insulating Materials 144
721 Prescriptive Fire Resistance 145
722 Calculated Fire Resistance 168
CHAPTER 8 INTERIOR FINISHES 197
Section
801 General 197
802 Definitions 197
803 Wall and Ceiling Finishes 197
804 Interior Floor Finish 200
805 Combustible Materials in Types I
and II Construction 200
806 Decorative Materials and Trim 200
807 Insulation 201
808 Acoustical Ceiling Systems 201
CHAPTER 9 FIRE PROTECTION SYSTEMS ... 203
Section
901 General 203
902 Definitions 203
903 Automatic Sprinkler Systems 204
904 Alternative Automatic
Fire-extinguishing Systems 210
905 Standpipe Systems 211
906 Portable Fire Extinguishers 214
907 Fire Alarm and Detection Systems 215
908 Emergency Alarm Systems 225
909 Smoke Control Systems 226
910 Smoke and Heat Vents 234
911 Fire Command Center 235
912 Fire Department Connections 236
913 Fire Pumps 237
914 Emergency Responder Safety Features 238
915 Emergency Responder Radio Coverage 238
CHAPTER 10 MEANS OF EGRESS 239
Section
1001 Administration 239
1002 Definitions 239
1003 General Means of Egress 239
1004 Occupant Load 240
1005 Means of Egress Sizing 242
1006 Means of Egress Illumination 243
1007 Accessible Means of Egress 243
1008 Doors, Gates and Turnstiles 246
1009 Stairways 252
1010 Ramps 256
101 1 Exit Signs 257
1012 Handrails 258
1013 Guards 259
1014 Exit Access 261
1015 Exit and Exit Access Doorways 262
1016 Exit Access Travel Distance 263
1017 Aisles 264
101 8 Corridors 264
1019 Egress Balconies 265
2012 INTERNATIONAL BUILDING CODE®
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1020 Exits 266
1021 Number of Exits and Exit Configuration 266
1022 Interior Exit Stairways and Ramps 267
1023 Exit Passageways 269
1024 Luminous Egress Path Markings 270
1025 Horizontal Exits 271
1026 Exterior Exit Stairways and Ramps 272
1027 Exit Discharge 273
1028 Assembly 274
1029 Emergency Escape and Rescue 278
CHAPTER 11 ACCESSIBILITY 281
Section
1101 General 281
1102 Definitions 281
1103 Scoping Requirements 281
1 104 Accessible Route 282
1105 Accessible Entrances 283
1106 Parking and Passenger Loading Facilities 283
1 107 Dwelling Units and Sleeping Units 284
1108 Special Occupancies 288
1109 Other Features and Facilities 290
1110 Signage 293
CHAPTER 12 INTERIOR ENVIRONMENT 295
Section
1201 General 295
1202 Definitions 295
1203 Ventilation 295
1204 Temperature Control 296
1205 Lighting 296
1206 Yards or Courts 297
1207 Sound Transmission 297
1208 Interior Space Dimensions 297
1209 Access to Unoccupied Spaces 298
1210 Toilet and Bathroom Requirements 298
CHAPTER 13 ENERGY EFFICIENCY 301
Section
1301 General 301
CHAPTER 14 EXTERIOR WALLS 303
Section
1401 Genera] 303
1402 Definitions 303
1403 Performance Requirements 303
1404 Materials 304
1405 Installation of Wall Coverings 304
1406 Combustible Materials on the
Exterior Side of Exterior Walls 309
1407 Metal Composite Materials (MCM) 310
1408 Exterior Insulation and
Finish Systems (EIFS) 313
1409 High-pressure Decorative Exterior-grade
Compact Laminates (HPL) 313
CHAPTER 15 ROOF ASSEMBLIES AND
ROOFTOP STRUCTURES 315
Section
1501 General 315
1502 Definitions 315
1503 Weather Protection 315
1504 Performance Requirements 316
1505 Fire Classification 316
1506 Materials 317
1507 Requirements for Roof Coverings 317
1508 Roof Insulation 329
1509 Rooftop Structures 329
1510 Reroofing 331
1511 Solar Photovoltaic Panels/modules 332
CHAPTER 16 STRUCTURAL DESIGN 333
Section
1601 General 333
1602 Definitions and Notations 333
1603 Construction Documents 333
1604 General Design Requirements 334
1605 Load Combinations 337
1606 Dead Loads 339
1607 Live Loads 339
1608 Snow Loads 345
1609 Wind Loads 348
1610 Soil Lateral Loads 358
1611 Rain Loads 359
1612 Flood Loads 365
1613 Earthquake Loads 366
1614 Atmospheric Ice Loads 376
1615 Structural Integrity 376
2012 INTERNATIONAL BUILDING CODE®
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CHAPTER 17 STRUCTURAL TESTS AND
SPECIAL INSPECTIONS 379
Section
1701 General 379
1702 Definitions 379
1703 Approvals 379
1 704 Special Inspections, Contractor Responsibility
and Structural Observations 380
1705 Required Verification and Inspection 382
1706 Design Strengths of Materials 389
1707 Alternative Test Procedure 390
1708 Test Safe Load 390
1709 In-situ Load Tests 390
1710 Preconstruction Load Tests 390
1711 Material and Test Standards 391
CHAPTER 18 SOILS AND FOUNDATIONS 393
Section
1801 General 393
1802 Definitions 393
1803 Geotechnical Investigations 393
1 804 Excavation, Grading and Fill 395
1805 Dampproofing and Waterproofing 396
1806 Presumptive Load-bearing Values of Soils .... 397
1 807 Foundation Walls, Retaining Walls and
Embedded Posts and Poles 398
1808 Foundations 404
1809 Shallow Foundations 407
1810 Deep Foundations 408
CHAPTER 19 CONCRETE 42!
Section
1901 General 421
1902 Definitions 421
1903 Specifications for Tests and Materials 421
1904 Durability Requirements 421
1905 Modifications to ACI 318 423
1906 Structural Plain Concrete 426
1907 Minimum Slab Provisions 426
1 908 Anchorage to Concrete — Allowable
Stress Design 426
1909 Anchorage to Concrete — Strength Design 426
1910 Shotcrete 427
1911 Reinforced Gypsum Concrete 428
1912 Concrete-filled Pipe Columns 428
CHAPTER 20 ALUMINUM 431
Section
2001 General 431
2002 Materials 431
CHAPTER 21 MASONRY 433
Section
2101 General 433
2102 Definitions and Notations 433
2103 Masonry Construction Materials 435
2104 Construction 436
2105 Quality Assurance 436
2106 Seismic Design 438
2107 Allowable Stress Design 438
2108 Strength Design of Masonry 438
2109 Empirical Design of Masonry 438
21 10 Glass Unit Masonry 440
2111 Masonry Fireplaces 441
2112 Masonry Heaters 443
2113 Masonry Chimneys 443
CHAPTER 22 STEEL 449
Section
2201 General 449
2202 Definitions 449
2203 Identification and Protection of Steel
for Structural Purposes 449
2204 Connections 449
2205 Structural Steel 449
2206 Composite Structural Steel and
Concrete Structures 449
2207 Steel Joists 450
2208 Steel Cable Structures 450
2209 Steel Storage Racks 451
2210 Cold-formed Steel 451
221 1 Cold-formed Steel Light-frame Construction . . 45 1
CHAPTER 23 WOOD 453
Section
2301 General 453
2302 Definitions 453
2303 Minimum Standards and Quality 453
2304 General Construction Requirements 457
2305 General Design Requirements for
Lateral Force-resisting Systems 467
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2306 Allowable Stress Design 468
2307 Load and Resistance Factor Design 470
2308 Conventional Light-frame Construction 470
CHAPTER 24 GLASS AND GLAZING 519
Section
2401 General 519
2402 Definitions 519
2403 General Requirements for Glass 519
2404 Wind, Snow, Seismic and
Dead Loads on Glass 519
2405 Sloped Glazing and Skylights 520
2406 Safety Glazing 522
2407 Glass in Handrails and Guards 524
2408 Glazing in Athletic Facilities 524
2409 Glass in Elevator Hoistways and
Elevator Cars 525
CHAPTER 25 GYPSUM BOARD
AND PLASTER 527
Section
2501 General 527
2502 Definitions 527
2503 Inspection 527
2504 Vertical and Horizontal Assemblies 527
2505 Shear Wall Construction 527
2506 Gypsum Board Materials 527
2507 Lathing and Plastering 528
2508 Gypsum Construction 528
2509 Gypsum Board in Showers and
Water Closets 529
25 1 Lathing and Furring for Cement
Plaster (Stucco) 529
251 1 Interior Plaster 530
2512 Exterior Plaster 530
2513 Exposed Aggregate Plaster 531
CHAPTER 26 PLASTIC 533
Section
2601 General 533
2602 Definitions 533
2603 Foam Plastic Insulation 533
2604 Interior Finish and Trim 536
2605 Plastic Veneer 537
2606 Light-transmitting Plastics 537
2607 Light-transmitting Plastic Wall Panels 538
2012 INTERNATIONAL BUILDING CODE®
2608 Light-transmitting Plastic Glazing 539
2609 Light-transmitting Plastic Roof Panels 539
2610 Light-transmitting Plastic Skylight Glazing ...540
261 1 Light-transmitting Plastic Interior Signs 541
2612 Fiber-reinforced Polymer 541
2613 Reflective Plastic Core Insulation 542
CHAPTER 27 ELECTRICAL 543
Section
2701 General 543
2702 Emergency and Standby Power Systems 543
CHAPTER 28 MECHANICAL SYSTEMS 545
Section
2801 General 545
CHAPTER 29 PLUMBING SYSTEMS 547
Section
2901 General 547
2902 Minimum Plumbing Facilities 547
CHAPTER 30 ELEVATORS AND
CONVEYING SYSTEMS 551
Section
3001 General 551
3002 Hoistway Enclosures 55 1
3003 Emergency Operations 551
3004 Hoistway Venting 552
3005 Conveying Systems 552
3006 Machine Rooms 553
3007 Fire Service Access Elevator 553
3008 Occupant Evacuation Elevators 555
CHAPTER 31 SPECIAL CONSTRUCTION 557
Section
3101 General 557
3 1 02 Membrane Structures 557
3103 Temporary Structures 558
3104 Pedestrian Walkways and Tunnels 558
3105 Awnings and Canopies 559
3106 Marquees 559
3107 Signs 560
3108 Telecommunication and Broadcast Towers. . . . 560
3109 Swimming Pool Enclosures and
Safety Devices 560
3110 Automatic Vehicular Gates 56 1
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3111 Solar Photovoltaic Panels/modules 561
CHAPTER 32 ENCROACHMENTS INTO THE
PUBLIC RIGHT-OF-WAY 563
Section
3201 General 563
3202 Encroachments 563
CHAPTER 33 SAFEGUARDS DURING
CONSTRUCTION 565
Section
3301 General 565
3302 Construction Safeguards 565
3303 Demolition 565
3304 Site Work 565
3305 Sanitary 566
3306 Protection of Pedestrians 566
3307 Protection of Adjoining Property 567
3308 Temporary Use of Streets, Alleys and
Public Property 567
3309 Fire Extinguishers 567
3310 Means of Egress 567
331 1 Standpipes 567
3312 Automatic Sprinkler System 568
3313 Water Supply for Fire Protection 568
CHAPTER 34 EXISTING STRUCTURES 569
Section
3401 General 569
3402 Definitions 569
3403 Additions 569
3404 Alterations 570
3405 Repairs 571
3406 Fire Escapes 572
3407 Glass Replacement 572
3408 Change of Occupancy 572
3409 Historic Buildings 573
3410 Moved Structures 573
3411 Accessibility for Existing Buildings 573
3412 Compliance Alternatives 575
CHAPTER 35 REFERENCED STANDARDS 587
APPENDIX A EMPLOYEE
QUALIFICATIONS 611
Section
A101 Building Official Qualifications 611
A102 Referenced Standards 611
APPENDIX B BOARD OF APPEALS 613
Section
B101 General 613
APPENDIX C GROUP U— AGRICULTURAL
BUILDINGS 615
Section
C101 General 615
C102 Allowable Height and Area 615
C103 Mixed Occupancies 615
C104 Exits 615
APPENDIX D FIRE DISTRICTS 617
Section
D101 General 617
D102 Building Restrictions 617
D103 Changes to Buildings 618
D 1 04 Buildings Located Partially in the
Fire District 618
D105 Exceptions to Restrictions in Fire District 618
D106 Referenced Standards 619
APPENDIX E SUPPLEMENTARY ACCESSIBILITY
REQUIREMENTS 621
Section
E101 General 621
E102 Definitions 621
El 03 Accessible Route 621
E104 Special Occupancies 621
El 05 Other Features and Facilities 622
E106 Telephones 622
E107 Signage 623
E108 Bus Stops 623
El 09 Transportation Facilities and Stations 624
El 10 Airports 625
El 11 Referenced Standards 625
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APPENDIX F RODENTPROOFING 627
Section
F101 General 627
APPENDIX G FLOOD-RESISTANT
CONSTRUCTION 629
Section
G101 Administration 629
G102 Applicability 629
G103 Powers and Duties 629
G104 Permits 630
G105 Variances 630
G201 Definitions 631
G301 Subdivisions 632
G401 Site Improvement 632
G501 Manufactured Homes 632
G601 Recreational Vehicles 633
G701 Tanks 633
G801 Other Building Work 633
G901 Temporary Structures and
Temporary Storage 633
G1001 Utility and Miscellaneous Group U 633
Gl 101 Referenced Standards 634
APPENDIX H SIGNS 635
Section
H101 General 635
H102 Definitions 635
H103 Location 635
H104 Identification 635
H105 Design and Construction 636
H106 Electrical 636
H107 Combustible Materials 636
H108 Animated Devices 636
H109 Ground Signs 636
HI 10 Roof Signs 637
Hill Wall Signs 637
HI 12 Projecting Signs 637
HI 13 Marquee Signs 638
H114 Portable Signs 638
HI 15 Referenced Standards 638
APPENDIX 1 PATIO COVERS 639
Section
1101 General 639
1102 Definitions 639
1103 Exterior Walls and Openings 639
1104 Height 639
1105 Structural Provisions 639
APPENDIX J GRADING 641
Section
J101 General 641
J102 Definitions 641
J103 Permits Required 641
J 104 Permit Application and Submittals 641
J105 Inspections 642
J106 Excavations 642
J107 Fills 642
J108 Setbacks 642
J109 Drainage and Terracing 644
J110 Erosion Control 644
Jill Referenced Standards 644
APPENDIX K ADMINISTRATIVE
PROVISIONS 645
Section
K101 General 645
K102 Applicability 645
K103 Permits 645
K104 Construction Documents 646
K105 Alternative Engineered Design 646
K106 Required Inspections 646
K107 Prefabricated Construction 646
K108 Testing 647
K109 Reconnection 647
Kl 10 Condemning Electrical Systems 647
Kl 1 1 Electrical Provisions 647
APPENDIX L EARTHQUAKE RECORDING
INSTRUMENTATION 649
L101 General 649
APPENDIX M TSUMANI-GENERATED FLOOD
HAZARD 651
Ml 01 Tsunami-generated Flood Hazard 651
M102 Referenced Standards 651
INDEX 653
2012 INTERNATIONAL BUILDING CODE®
2012 INTERNATIONAL BUiLDING CODE 8
CHAPTER 1
SCOPE AND ADMINISTRATION
PART 1— SCOPE AND APPLICATION
SECTION 101
GENERAL
[A] 101.1 Title. These regulations shall be known as the
Building Code of [NAME OF JURISDICTION], hereinafter
referred to as "this code."
[A] 101.2 Scope. The provisions of this code shall apply to
| the construction, alteration, relocation, enlargement, replace-
ment, repair, equipment, use and occupancy, location, main-
tenance, 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 sepa-
rate means of egress and their accessory structures shall
comply with the International Residential Code.
[A] 101.2.1 Appendices. Provisions in the appendices
shall not apply unless specifically adopted.
[A] 101.3 Intent. The purpose of this code is to establish the
minimum requirements to safeguard the public health, safety
and general welfare through structural strength, means of
egress facilities, stability, sanitation, adequate light and venti-
lation, energy conservation, and safety to life and property
from fire and other hazards attributed to the built environ-
ment and to provide safety to fire fighters and emergency
responders during emergency operations.
[A] 101.4 Referenced codes. The other codes listed in Sec-
tions 101.4.1 through 101.4.6 and referenced elsewhere in
this code shall be considered part of the requirements of this
code to the prescribed extent of each such reference.
[A] 101.4.1 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 accesso-
ries 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.
[A] 101.4.2 Mechanical. The provisions of the Interna-
tional Mechanical Code shall apply to the installation,
alterations, repairs and replacement of mechanical sys-
tems, including equipment, appliances, fixtures, fittings
and/or appurtenances, including ventilating, heating, cool-
ing, air-conditioning and refrigeration systems, incinera-
tors and other energy-related systems.
[A] 101.4.3 Plumbing. The provisions of the Interna-
tional Plumbing Code shall apply to the installation, alter-
ation, 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 provi-
sions of the International Private Sewage Disposal Code
shall apply to private sewage disposal systems.
[A] 101.4.4 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.
[A] 101.4.5 Fire prevention. The provisions of the Inter-
national 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, han-
dling or use of structures, materials or devices; from con-
ditions hazardous to life, property or public welfare in the
occupancy of structures or premises; and from the con-
struction, extension, repair, alteration or removal of fire
suppression, automatic sprinkler systems and alarm sys-
tems or fire hazards in the structure or on the premises
from occupancy or operation.
[A] 101.4.6 Energy. The provisions of the International
Energy Conservation Code shall apply to all matters gov-
erning the design and construction of buildings for energy
efficiency.
SECTION 102
APPLICABILITY
[A] 102.1 General. Where there is a conflict between a gen-
eral requirement and a specific requirement, the specific
requirement shall be applicable. Where, in any specific case,
different sections of this code specify different materials,
methods of construction or other requirements, the most
restrictive shall govern.
[A] 102.2 Other laws. The provisions of this code shall not
be deemed to nullify any provisions of local, state or federal
law.
[A] 102.3 Application of references. References to chapter
or section numbers, or to provisions not specifically identi-
fied by number, shall be construed to refer to such chapter,
section or provision of this code.
[A] 102.4 Referenced codes and standards. The codes and
standards referenced in this code shall be considered part of
the requirements of this code to the prescribed extent of each
such reference and as further regulated in Sections 102.4.1
and 102.4.2.
[A] 102.4.1 Conflicts. Where conflicts occur between pro-
visions of this code and referenced codes and standards,
the provisions of this code shall apply.
2012 INTERNATIONAL BUILDING CODE®
SCOPE AND ADMINISTRATION
[A] 102.4.2 Provisions in referenced codes and stan-
dards. Where the extent of the reference to a referenced
code or standard includes subject matter that is within the
scope of this code or the International Codes listed in Sec-
tion 101.4, the provisions of this code or the International
Codes listed in Section 101.4, as applicable, shall take pre-
cedence over the provisions in the referenced code or stan-
dard.
[A] 102.5 Partial invalidity. In the event that any part or pro-
vision 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 provisions.
[A] 102.6 Existing structures. The legal occupancy of any
structure existing on the date of adoption of this code shall be
permitted to continue without change, except as is specifi-
cally covered in this code, the International Property Mainte-
nance 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.
PART 2— ADMINISTRATION AND ENFORCEMENT
SECTION 103
DEPARTMENT OF BUILDING SAFETY
[A] 103.1 Creation of enforcement agency. The Depart-
ment of Building Safety is hereby created and the official in
charge thereof shall be known as the building official.
[A] 103.2 Appointment. The building official shall be
appointed by the chief appointing authority of the jurisdic-
tion.
[A] 103.3 Deputies. In accordance with the prescribed proce-
dures 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 officers, inspectors, plan examiners and other
employees. Such employees shall have powers as delegated
by the building official. For the maintenance of existing prop-
erties, see the International Property Maintenance Code.
SECTION 104
DUTIES AND POWERS OF BUILDING OFFICIAL
[A] 104.1 General. The building official is hereby authorized
and directed to enforce the provisions of this code. The build-
ing 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 pro-
vided for in this code.
[A] 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 compli-
ance with the provisions of this code.
[A] 104.3 Notices and orders. The building official shall
issue all necessary notices or orders to ensure compliance
with this code.
[A] 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 agen-
cies 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 build-
ing 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.
[A] 104.5 Identification. The building official shall carry
proper identification when inspecting structures or premises
in the performance of duties under this code.
[A] 104.6 Right of entry. Where it is necessary to make an
inspection to enforce the provisions of this code, or where the
building official has reasonable cause to believe that there
exists in a structure or upon a premises a condition which is
contrary to or in violation of this code which makes the struc-
ture or premises unsafe, dangerous or hazardous, the building
official is authorized to enter the structure or premises at rea-
sonable times to inspect or to perform the duties imposed by
this code, provided that if such structure or premises be occu-
pied that credentials be presented to the occupant and entry
requested. If such structure 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.
[A] 104.7 Department records. The building official shall
keep official records of applications received, permits and
certificates 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.
[A] 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 per-
sonal 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 offi-
cer or employee in the lawful discharge of duties and under
the provisions of this code shall be defended by legal repre-
sentative of the jurisdiction until the final termination of the
proceedings. The building official or any subordinate shall
not be liable for cost in any action, suit or proceeding that is
instituted in pursuance of the provisions of this code.
[A] 104.9 Approved materials and equipment. Materials,
equipment and devices approved by the building official shall
2012 INTERNATIONAL BUILDING CODE®
SCOPE AND ADMINISTRATION
be constructed and installed in accordance with such
approval.
[A] 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 build-
ing official.
[A] 104.10 Modifications. Wherever there are practical diffi-
culties involved in carrying out the provisions of this code,
the building official shall have the authority to grant modifi-
cations 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 modifi-
cation does not lessen health, accessibility, life and fire
safety, or structural requirements. The details of action grant-
ing modifications shall be recorded and entered in the files of
the department of building safety.
[A] 104.10.1 Flood hazard areas. The building official
shall not grant modifications to any provision required in
flood hazard areas as established by Section 1 612.3 unless
a determination has been made that:
1. A showing of good and sufficient cause that the
unique characteristics of the size, configuration or
topography of the site render the elevation standards
of Section 1612 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, cause fraud on or victimization of the pub-
lic, or conflict with existing laws or ordinances.
4. A determination that the variance is the minimum
necessary to afford relief, considering the flood haz-
ard.
5. Submission to the applicant of written notice speci-
fying the difference between the design flood eleva-
tion and the elevation to which the building is to be
built, stating that the cost of flood insurance will be
commensurate with the increased risk resulting from
the reduced floor elevation, and stating that con-
struction below the design flood elevation increases
risks to life and property.
[A] 104.11 Alternative materials, design and methods of
construction and equipment. The provisions of this code
are not intended to prevent the installation of any material or
to prohibit any design or method of construction not specifi-
cally prescribed by this code, provided that any such alterna-
tive 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, fire resistance, durability
and safety.
[A] 104.11.1 Research reports. Supporting data, where
necessary to assist in the approval of materials or assem-
blies not specifically provided for in this code, shall con-
sist of valid research reports from approved sources.
[A] 104.11.2 Tests. Whenever there is insufficient evi-
dence of compliance with the provisions of this code, or
evidence that a material or method does not conform to the
requirements of this code, or in order to substantiate
claims for alternative materials or methods, the building
official shall have the 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 procedures. Tests shall be performed
by an approved agency. Reports of such tests shall be
retained by the building official for the period required for
retention of public records.
SECTION 105
PERMITS
[A] 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 installa-
tion 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.
[A] 105.1.1 Annual permit. In lieu of an individual per-
mit for each alteration to an already approved electrical,
gas, mechanical or plumbing installation, the building offi-
cial is authorized to issue an annual permit upon applica-
tion therefor to any person, firm or corporation regularly
employing one or more qualified tradepersons in the build-
ing, structure or on the premises owned or operated by the
applicant for the permit.
[A] 105.1.2 Annual permit records. The person to whom
an annual permit is issued shall keep a detailed record of
alterations 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 des-
ignated.
[A] 105.2 Work exempt from permit. Exemptions from
permit requirements of this code shall not be deemed to grant
authorization for any work to be done in any manner in viola-
tion of the provisions of this code or any other laws or ordi-
nances 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 is not greater than 120
square feet (11 m 2 ).
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2. Fences not over 7 feet (2134 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 sur-
charge or impounding Class I, II or IIIA liquids.
5. Water tanks supported directly on grade if the
capacity is not greater than 5,000 gallons (18 925
L) and the ratio of height to diameter or width is
not greater than 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
accessible route.
7. Painting, papering, tiling, carpeting, cabinets,
counter 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, are not greater than 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.
11. Swings and other playground equipment accessory
to detached one- and two-family dwellings.
12. Window awnings in Group R-3 and U occupan-
cies, supported by an exterior wall that do not proj-
ect more than 54 inches (1372 mm) from the
exterior wall and do not require additional support.
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
permanently installed receptacles.
Radio and television transmitting stations: The pro-
visions of this code shall not apply to electrical equip-
ment 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
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 heat-
ing 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 pro-
vided in this code.
2. The clearing of stoppages or the repairing of leaks in
pipes, valves or fixtures and the removal and rein-
stallation of water closets, provided such repairs do
not involve or require the replacement or rearrange-
ment of valves, pipes or fixtures.
[A] 105.2.1 Emergency repairs. Where equipment
replacements and repairs must be performed in an emer-
gency situation, the permit application shall be submitted
within the next working business day to the building offi-
cial.
[A] 105.2.2 Repairs. Application or notice to the building
official 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 cutting of any structural beam or load-bearing support,
or the removal or change of any required means of egress,
or rearrangement of parts of a structure affecting the
egress requirements; nor shall ordinary repairs include
addition to, alteration of, replacement or relocation of any
standpipe, water supply, sewer, drainage, drain leader, gas,
soil, waste, vent or similar piping, electric wiring or
mechanical or other work affecting public health or gen-
eral safety.
[A J 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 pub-
lic service agencies by established right.
[A] 105.3 Application for permit. To obtain a permit, the
applicant shall first file an application therefor in writing on a
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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
permit 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 107.
5. State the valuation of the proposed work.
6. Be signed by the applicant, or the applicant's autho-
rized agent.
7. Give such other data and information as required by the
building official.
[A] 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 filing. If the application or the construction docu-
ments 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 require-
ments of this code and laws and ordinances applicable
thereto, the building official shall issue a permit therefor as
soon as practicable.
[A] 105.3.2 Time limitation of application. An applica-
tion for a permit for any proposed work shall be deemed to
have been abandoned 180 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 exten-
sion shall be requested in writing and justifiable cause
demonstrated.
[A] 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 provi-
sions of this code or other ordinances of the jurisdiction shall
not be valid. The issuance of a permit based on construction
documents and other data shall not prevent the building offi-
cial from requiring the correction of errors in the construction
documents and other data. The building official is also autho-
rized to prevent occupancy or use of a structure where in vio-
lation of this code or of any other ordinances of this
jurisdiction.
[A] 105.5 Expiration. Every permit issued shall become
invalid unless the work on the site authorized by such permit
is commenced within 180 days after its issuance, or if the
work authorized on the site by such permit is suspended or
abandoned for a period of 180 days after the time the work is
commenced. The building official is authorized to grant, in
writing, one or more extensions of time, for periods not more
than 1 80 days each. The extension shall be requested in writ-
ing and justifiable cause demonstrated.
[A] 105.6 Suspension or revocation. The building official is
authorized to suspend or revoke a permit issued under the
provisions of this code wherever the permit is issued in error
or on the basis of incorrect, inaccurate or incomplete informa-
tion, or in violation of any ordinance or regulation or any of
the provisions of this code.
[A] 105.7 Placement of permit. The building permit or copy
shall be kept on the site of the work until the completion of
the project.
SECTION 106
FLOOR AND ROOF DESIGN LOADS
[A] 106.1 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 2 ), 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
[A] 106.2 Issuance of certificate of occupancy. A certificate
of occupancy required by Section 111 shall not be issued
until the floor load signs, required by Section 106.1, have
been installed.
[A] 106.3 Restrictions on loading. It shall be unlawful to
place, or cause or permit to be placed, on any floor or roof of
a building, structure or portion thereof, a load greater than is
permitted by this code.
SECTION 107
SUBMITTAL DOCUMENTS
[A] 107.1 General. Submittal documents consisting of con-
struction documents, statement of special inspections, geo-
technical report and other data shall be submitted in two or
more sets with each permit application. The construction doc-
uments shall be prepared by a registered design professional
where required by the statutes of the jurisdiction in which the
project is to be constructed. Where special conditions exist,
the building official is authorized to require additional con-
struction 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.
[A] 107.2 Construction documents. Construction docu-
ments shall be in accordance with Sections 107.2.1 through
107.2.5.
[A] 107.2.1 Information on construction documents.
Construction documents shall be dimensioned and drawn
upon suitable material. Electronic media documents are
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permitted to be submitted when approved by the building
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 conform to
the provisions of this code and relevant laws, ordinances,
rules and regulations, as determined by the building offi-
cial.
[A] 107.2.2 Fire protection system shop drawings. Shop
drawings for the fire protection system(s) shall be submit-
ted to indicate conformance to this code and the construc-
tion documents and shall be approved prior to the start of
system installation. Shop drawings shall contain all infor-
mation as required by the referenced installation standards
in Chapter 9.
[A] 107.2.3 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
including the path of the exit discharge to the public way
in compliance with the provisions of this code. In other
than occupancies in Groups R-2, R-3, and 1-1, the con-
struction documents shall designate the number of occu-
pants to be accommodated on every floor, and in all rooms
and spaces.
[A] 107.2.4 Exterior wall envelope. Construction docu-
ments 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, intersections with dissimilar materials, corners,
end details, control 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
documentation 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.
[A] 107.2.5 Site plan. The construction documents sub-
mitted with the application for permit shall be accompa-
nied by a site plan showing to scale the size and location
of new construction and existing structures on the site, dis-
tances 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 applica-
tion for permit is for alteration or repair or when other-
wise warranted.
[A] 107.2.5.1 Design flood elevations. Where design
flood elevations are not specified, they shall be estab-
lished in accordance with Section 1612.3.1.
[A] 107.3 Examination of documents. The building official
shall examine or cause to be examined the accompanying
submittal documents and shall ascertain by such examina-
tions whether the construction indicated and described is in
accordance with the requirements of this code and other perti-
nent laws or ordinances.
[A] 107.3.1 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 construc-
tion documents so reviewed shall be retained by the build-
ing 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 autho-
rized representative.
[A] 107.3.2 Previous approvals. This code shall not
require changes in the construction documents, construc-
tion or designated occupancy of a structure 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 180 days after the effective
date of this code and has not been abandoned.
[A] 107.3.3 Phased approval. The building official is
authorized to issue a permit for the construction of founda-
tions or any other part of a building or structure before the
construction documents for the whole building or structure
have been submitted, provided that adequate information
and detailed statements have been filed complying with
pertinent requirements of this code. The holder of such
permit for the foundation or other parts of a building or
structure shall proceed at the holder's own risk with the
building operation and without assurance that a permit for
the entire structure will be granted.
[A] 107.3.4 Design professional in responsible charge.
When it is required that documents be prepared by a regis-
tered design professional, the building official shall be
authorized to require the owner to engage and designate on
the building permit application a registered design profes-
sional who shall act as the registered design professional
in responsible charge. If the circumstances require, the
owner shall designate a substitute registered design pro-
fessional in responsible charge who shall perform the
duties required of the original registered design profes-
sional 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 coordinating
submittal documents prepared by others, including phased
and deferred submittal items, for compatibility with the
design of the building.
[A] 107.3.4.1 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.
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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
submitted to the registered design professional in
responsible 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 found to be in general conformance to the
design of the building. The deferred submittal items
shall not be installed until the deferred submittal docu-
ments have been approved by the building official.
[A] 107.4 Amended construction documents. Work shall
be installed in accordance with the approved construction
documents, and any changes made during construction that
are not in compliance with the approved construction docu-
ments shall be resubmitted for approval as an amended set of
construction documents.
[A] 107.5 Retention of construction documents. One set of
approved construction documents shall be retained by the
building official for a period of not less than 180 days from
date of completion of the permitted work, or as required by
state or local laws.
SECTION 108
TEMPORARY STRUCTURES AND USES
[A] 108.1 General. The building official is authorized to
issue a permit for temporary structures and temporary uses.
Such permits shall be limited as to time of service, but shall
not be permitted for more than 180 days. The building official
is authorized to grant extensions for demonstrated cause.
[A] 108.2 Conformance. Temporary structures and uses
shall conform to the structural strength, fire safety, means of
egress, accessibility, light, ventilation and sanitary require-
ments of this code as necessary to ensure public health, safety
and general welfare.
[A] 108.3 Temporary power. The building official is autho-
rized 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 NFPA 70.
[A] 108.4 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 dis-
continued.
SECTION 109
FEES
[A] 109.1 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.
[A] 109.2 Schedule of permit fees. On buildings, structures,
electrical, gas, mechanical, and plumbing systems or altera-
tions 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.
[A] 109.3 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 permanent systems. If, in the opinion of the
building official, the valuation is underestimated on the appli-
cation, 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.
[A] 109.4 Work commencing before permit issuance. Any
person who commences any work on a building, structure,
electrical, gas, mechanical or plumbing system before obtain-
ing the necessary permits shall be subject to a fee established
by the building official that shall be in addition to the required
permit fees.
[A] 109.5 Related fees. The payment of the fee for the con-
struction, alteration, removal or demolition for work done in
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.
[A] 109.6 Refunds. The building official is authorized to
establish a refund policy.
SECTION 110
INSPECTIONS
[A] 110.1 General. Construction or work for which & permit
is required shall be subject to inspection by the building offi-
cial 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 ordinances of the jurisdiction. Inspections presuming
to give authority to violate or cancel the provisions of this
code or of other ordinances of the jurisdiction shall not be
valid. It shall be the duty of the permit applicant to cause the
work to remain accessible and exposed for inspection pur-
poses. 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.
[A] 110.2 Preliminary inspection. Before issuing a. permit,
the building official is authorized to examine or cause to be
examined buildings, structures and sites for which an applica-
tion has been filed.
[A] 110.3 Required inspections. The building official, upon
notification, shall make the inspections set forth in Sections
110.3.1 through 110.3.10.
[A] 110.3.1 Footing and foundation inspection. Footing
and foundation inspections shall be made after excavations
for footings are complete and any required reinforcing
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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 con-
crete need not be on the job.
[A] 110.3.2 Concrete slab and under-floor inspection.
Concrete 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 con-
crete is placed or floor sheathing installed, including the
subfloor.
[A] 110.3.3 Lowest floor elevation. In flood hazard areas,
upon placement of the lowest floor, including the base-
ment, and prior to further vertical construction, the eleva-
tion certification required in Section 1612.5 shall be
submitted to the building official.
[A] 110.3.4 Frame inspection. Framing inspections shall
be made after the roof deck or sheathing, all framing, fire-
blocking and bracing are in place and pipes, chimneys and
vents to be concealed are complete and the rough electri-
cal, plumbing, heating wires, pipes and ducts are
approved.
[A] 110.3.5 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 fasteners are taped and finished.
Exception: Gypsum board that is not part of a fire-
resistance-rated assembly or a shear assembly.
[A] 110.3.6 Fire- and smoke-resistant penetrations.
Protection of joints and penetrations in fire-resistance-
rated assemblies, smoke barriers and smoke partitions
shall not be concealed from view until inspected and
approved.
[A] 110.3.7 Energy efficiency inspections. Inspections
shall be made to determine compliance with Chapter 1 3
and shall include, but not be limited to, inspections for:
envelope insulation R- and U- values, fenestration [/-value,
duct system tf- value, and HVAC and water-heating equip-
ment efficiency.
[A] 110.3.8 Other inspections. In addition to the inspec-
tions specified in Sections 110.3.1 through 110.3.7, the
building official is authorized to make or require other
inspections of any construction work to ascertain compli-
ance with the provisions of this code and other laws that
are enforced by the department of building safety.
[A] 110.3.9 Special inspections. For special inspections,
see Chapter 17.
[A] 110.3.10 Final inspection. The final inspection shall
be made after all work required by the building permit is
completed.
[A] 110.3.10.1 Flood hazard documentation. If
located in a flood hazard area, documentation of the
elevation of the lowest floor as required in Section
1612.5 shall be submitted to the building official prior 1
to the final inspection. 1
[A] 110.4 Inspection agencies. The building official is
authorized to accept reports of approved inspection agencies,
provided such agencies satisfy the requirements as to qualifi-
cations and reliability.
[A] 110.5 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.
[A] 110.6 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 inspections and shall either indicate the portion of
the construction that is satisfactory as completed, or notify
the permit holder or his or her agent wherein the same fails to
comply with this code. Any portions that do not comply shall
be corrected and such portion shall not be covered or con-
cealed until authorized by the building official.
SECTION 111
CERTIFICATE OF OCCUPANCY
[A] 111.1 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 certifi-
cate of occupancy therefor as provided herein. Issuance of a
certificate of occupancy shall not be construed as an approval
of a violation of the provisions of this code or of other ordi-
nances of the jurisdiction.
Exception: Certificates of occupancy are not required for
work exempt from permits under Section 105.2.
[A] 111.2 Certificate issued. After the building official
inspects the building or structure and finds no violations of
the provisions of this code or other laws that are enforced by
the department 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.
1. The edition of the code under which the permit was
issued.
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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 build-
ing permit.
[A] 111.3 Temporary occupancy. The building official is
authorized to issue a temporary certificate of occupancy
before the completion of the entire work covered by the per-
mit, provided that such portion or portions shall be occupied
safely. The building official shall set a time period during
which the temporary certificate of occupancy is valid.
[A] 111.4 Revocation. The building official is authorized to,
in writing, suspend or revoke a certificate of occupancy or
completion issued under the provisions of this code wherever
the certificate is issued in error, or on the basis of incorrect
information supplied, or where it is determined that the build-
ing or structure or portion thereof is in violation of any ordi-
nance or regulation or any of the provisions of this code.
SECTION 112
SERVICE UTILITIES
[A] 112.1 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.
[A] 112.2 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.
[A] 112.3 Authority to disconnect service utilities. The
building official shall have the authority to authorize discon-
nection of utility service to the building, structure or system
regulated by this code and the referenced codes and standards
set forth in Section 101.4 in case of emergency where neces-
sary to eliminate an immediate hazard to life or property or
when such utility connection has been made without the
approval required by Section 112.1 or 112.2. The building
official shall notify the serving utility, and wherever possible
the owner and occupant of the building, structure or service
system of the decision to disconnect prior to taking such
action. If not notified prior to disconnecting, the owner or
occupant of the building, structure or service system shall be
notified in writing, as soon as practical thereafter.
SECTION 113
BOARD OF APPEALS
[A] 113.1 General. In order to hear and decide appeals of
orders, decisions or determinations made by the building offi-
cial 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 applicable govern-
ing authority and shall hold office at its pleasure. The board
shall adopt rules of procedure for conducting its business.
[A] 113.2 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 incor-
rectly interpreted, the provisions of this code do not fully
apply or an equally good or better form of construction is pro-
posed. The board shall have no authority to waive require-
ments of this code.
[A] 113.3 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 114
VIOLATIONS
[A] 114.1 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
equipment regulated by this code, or cause same to be done,
in conflict with or in violation of any of the provisions of this
code.
[A] 114.2 Notice of violation. The building official is autho-
rized to serve a notice of violation or order on the person
responsible for the erection, construction, alteration, exten-
sion, repair, moving, removal, demolition or occupancy of a
building or structure in violation of the provisions of this
code, or in violation of a permit or certificate issued under the
provisions of this code. Such order shall direct the discontinu-
ance of the illegal action or condition and the abatement of
the violation.
[A] 114.3 Prosecution of violation. If the notice of violation
is not complied with promptly, the building official is autho-
rized to request the legal counsel of the jurisdiction to insti-
tute 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.
[A] 114.4 Violation penalties. Any person who violates a
provision of this code or fails to comply with any of the
requirements thereof or who erects, constructs, alters or
repairs a building or structure in violation of the approved
construction documents or directive of the building official,
or of a permit or certificate issued under the provisions of this
code, shall be subject to penalties as prescribed by law.
SECTION 115
STOP WORK ORDER
[A] 115.1 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.
[A] 115.2 Issuance. The stop work order shall be in writing
and shall be given to the owner of the property involved, or to
2012 INTERNATIONAL BUILDING CODE®
SCOPE AND ADMINISTRATION
the owner's agent, or to the person doing the work. Upon issu-
ance 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 permit-
ted to resume.
[A] 115.3 Unlawful continuance. Any person who shall con-
tinue 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
penalties as prescribed by law.
SECTION 116
UNSAFE STRUCTURES AND EQUIPMENT
[A] 116.1 Conditions. Structures or existing equipment that
are or hereafter become unsafe, insanitary or deficient
because of inadequate means of egress facilities, inadequate
light and ventilation, or which constitute a fire hazard, or are
otherwise dangerous 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.
[A] 116.2 Record. The building official shall cause a report
to be filed on an unsafe condition. The report shall state the
occupancy of the structure and the nature of the unsafe condi-
tion.
[A] 116.3 Notice. If an unsafe condition is found, the build-
ing official shall serve on the owner, agent or person in con-
trol 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 noti-
fied to declare immediately to the building official acceptance
or rejection of the terms of the order.
[A] 116.4 Method of service. Such notice shall be deemed
properly served if a copy thereof is (a) delivered to the owner
personally; (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 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 forego-
ing manner upon the owner's agent or upon the person
responsible for the structure shall constitute service of notice
upon the owner.
[A] 116.5 Restoration. The structure or equipment deter-
mined to be unsafe by the building official is permitted to be
restored to a safe condition. To the extent that repairs, altera-
tions or additions are made or a change of occupancy occurs
during the restoration of the structure, such repairs, altera-
tions, additions or change of occupancy shall comply with the
requirements of Section 105.2.2 and Chapter 34.
10
2012 INTERNATIONAL BWLDING CODE®
CHAPTER 2
DEFINITIONS
SECTION 201
GENERAL
201.1 Scope. Unless otherwise expressly stated, the follow-
ing 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
Energy Conservation Code, 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
24-HOUR CARE. The actual time that a person is an occu-
pant within a facility for the purpose of receiving care. It
shall not include a facility that is open for 24 hours and is
capable of providing care to someone visiting the facility dur-
ing any segment of the 24 hours.
AAC MASONRY. Masonry made of autoclaved aerated
concrete (AAC) units, manufactured without internal rein-
forcement and bonded together using thin- or thick-bed mor-
tar.
ACCESSIBLE. A site, building, facility or portion thereof
that complies with Chapter 11.
ACCESSIBLE MEANS OF EGRESS. A continuous and
unobstructed way of egress travel from any accessible point
in a building ox facility to a public way.
ACCESSIBLE ROUTE. A continuous, unobstructed path
that complies with Chapter 1 1 .
ACCESSIBLE UNIT. A dwelling unit or sleeping unit that
complies with this code and the provisions for Accessible
units in ICC Al 17.1.
ACCREDITATION BODY. An approved, third-party orga-
nization that is independent of the grading and inspection
agencies, and the lumber mills, and that initially accredits and
subsequently monitors, on a continuing basis, the compe-
tency and performance of a grading or inspection agency
related to carrying out specific tasks.
[A] ADDITION. An extension or increase in floor area or
height of a building or structure.
ADHERED MASONRY VENEER. Veneer secured and
supported through the adhesion of an approved bonding
material applied to an approved backing.
ADOBE CONSTRUCTION. Construction in which the
exterior load-bearing and nonload-bearing walls and parti-
tions are of unfired clay masonry units, and floors, roofs and
interior framing are wholly or partly of wood or other
approved materials.
Adobe, stabilized. Unfired clay masonry units to which
admixtures, such as emulsified asphalt, are added during
the manufacturing process to limit the units' water absorp-
tion so as to increase their durability.
Adobe, unstabilized. Unfired clay masonry units that do
not meet the definition of "Adobe, stabilized."
[F] AEROSOL. A product that is dispensed from an aerosol
container by a propellant. Aerosol products shall be classified
by means of the calculation of their chemical heats of com-
bustion and shall be designated Level 1, Level 2 or Level 3.
Level 1 aerosol products. Those with a total chemical
heat of combustion that is less than or equal to 8,600 Brit-
ish thermal 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 of combustion that is greater than 13,000 Btu/lb (30
kJ/g).
[F] AEROSOL CONTAINER. A metal can or a glass or
plastic bottle designed to dispense an aerosol. Metal cans
shall be limited to a maximum size of 33.8 fluid ounces (1000
ml). Glass or plastic bottles shall be limited to a maximum
size of 4 fluid ounces (118 ml).
AGGREGATE. In roofing, crushed stone, crushed slag or
water-worn gravel used for surfacing for roof coverings.
AGRICULTURAL BUILDING. A structure designed and
constructed to house farm implements, hay, grain, poultry,
livestock 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 pack-
aged, nor shall it be a place used by the public.
AIR-INFLATED STRUCTURE. A structure that uses air-
pressurized membrane beams, arches or other elements to
enclose space. Occupants of such a structure do not occupy
the pressurized area used to support the structure.
AIR-SUPPORTED STRUCTURE. A structure wherein the
shape of the structure is attained by air pressure and occu-
pants of the structure are within the elevated pressure area.
Air-supported structures are of two basic types:
Double skin. Similar to a single skin, but with an attached
liner that is separated from the outer skin and provides an
2012 INTERNATIONAL BUILDING CODE®
11
DEFINITIONS
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.
AISLE. An unenclosed 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.
[F] ALARM NOTIFICATION APPLIANCE. Afire 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 con-
ditions for a minimum period of time, or confirm alarm con-
ditions within a given time period, after being automatically
reset, in order to be accepted as a valid alarm-initiation sig-
nal.
ALLOWABLE STRESS DESIGN. A method of propor-
tioning structural members, such that elastically computed
stresses produced in the members by nominal loads do not
exceed specified allowable stresses (also called "working
stress design").
[A] ALTERATION. Any construction or renovation to an
existing structure other than repair or addition.
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.
AMBULATORY CARE FACILITY. Buildings or portions
thereof used to provide medical, surgical, psychiatric, nursing
or similar care on a less than 24-hour basis to individuals who
are rendered incapable of self-preservation by the services
provided.
ANCHOR. Metal rod, wire or strap that secures masonry to
its structural support.
ANCHOR BUILDING. An exterior perimeter building of a
group other than H having direct access to a covered or open
mall building but having required means of egress indepen-
dent of the mall.
ANCHORED MASONRY VENEER. Veneer secured with
approved mechanical fasteners to an approved backing
ANNULAR SPACE. The opening around the penetrating
item.
[F] ANNUNCIATOR. A unit containing one or more indica-
tor lamps, alphanumeric displays or other equivalent means
in which each indication provides status information about a
circuit, condition or location.
[A] APPROVED. Acceptable to the building official or
authority having jurisdiction.
[A] 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.
APPROVED SOURCE. An independent person, firm or
corporation, approved by the building official, who is compe-
tent and experienced in the application of engineering princi-
ples to materials, methods or systems analyses.
ARCHITECTURAL TERRA COTTA. Plain or ornamen-
tal hard-burned modified clay units, larger in size than brick,
with glazed or unglazed ceramic finish.
AREA (for masonry).
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.
AREA, BUILDING. The area included within surrounding
exterior walls (or exterior walls and fire walls) exclusive of
vent shafts and courts. Areas of the building not provided
with surrounding walls shall be included in the building area
if such areas are included within the horizontal projection of
the roof or floor above.
AREA OF REFUGE. An area where persons unable to use
stairways can remain temporarily to await instructions or
assistance during emergency evacuation.
AREAWAY. A subsurface space adjacent to a building open
at the top or protected at the top by a grating or guard.
ASSEMBLY SEATING, MULTILEVEL. See "Multilevel
assembly seating."
ATRIUM. An opening connecting two or more stories other
than enclosed stairways, elevators, hoistways, escalators,
plumbing, electrical, air-conditioning or other equipment,
which is closed at the top and not defined as a mall. Stories,
as used in this definition, do not include balconies within
assembly groups or mezzanines that comply with Section
505.
ATTIC. The space between the ceiling beams of the top story
and the roof rafters.
[F] AUDIBLE ALARM NOTIFICATION APPLIANCE.
A notification appliance that alerts by the sense of hearing.
AUTOCLAVED AERATED CONCRETE (AAC). Low
density cementitious product of calcium silicate hydrates,
whose material specifications are defined in ASTM C 1386.
[Fj AUTOMATIC. As applied to fire protection devices, a
device or system providing an emergency function without
the necessity for human intervention and activated as a result
of a predetermined temperature rise, rate of temperature rise
or combustion products.
[F] AUTOMATIC FIRE-EXTINGUISHING SYSTEM.
An approved system of devices and equipment which auto-
12
2012 INTERNATIONAL BUILDING CODE®
DEFINITIONS
matically detects a fire and discharges an approved fire-extin-
guishing agent onto or in the area of a fire.
[F] AUTOMATIC SMOKE DETECTION SYSTEM. A
fire alarm system that has initiation devices that utilize smoke
detectors for protection of an area such as a room or space
with detectors to provide early warning of fire.
[F] AUTOMATIC SPRINKLER SYSTEM. An automatic
sprinkler system, 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 overhead, and to which automatic sprinklers are
connected in a systematic pattern. The system is usually acti-
vated 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, or the time any person is present, whichever
time period is less.
AWNING. An architectural projection that provides weather
protection, identity or decoration and is partially or wholly
supported by the building to which it is attached. An awning
is comprised of a lightweight frame structure over which a
covering is attached.
BACKING. The wall or surface to which the veneer is
secured.
[F] BALED COTTON. A natural seed fiber wrapped in and
secured with industry accepted materials, usually consisting
of 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).
[F] BALED COTTON, DENSELY PACKED. Cotton
made into banded bales with a packing density of at least 22
pounds per cubic foot (360 kg/m 3 ), and dimensions comply-
ing with the following: a length of 55 inches (1397 mm), a
width of 21 inches (533.4 mm) and a height of 27.6 to 35.4
inches (701 to 899 mm).
BALLAST. In roofing, ballast comes in the form of large
stones or paver systems or light-weight interlocking paver
systems and is used to provide uplift resistance for roofing
systems that are not adhered or mechanically attached to the
roof deck.
[F] BARRICADE. A structure that consists of a combination
of walls, floor and roof, which is designed to withstand the
rapid release of energy in an explosion and which is fully
confined, partially vented or fully vented; or other effective
method of shielding from explosive materials by a natural or
artificial barrier.
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.
BASE FLOOD. The flood having a 1-percent chance of
being equaled or exceeded in any given year.
BASE FLOOD ELEVATION. The elevation of the base
flood, including wave height, relative to the National Geo-
detic Vertical Datum (NGVD), North American Vertical
Datum (NAVD) or other datum specified on the Flood Insur-
ance Rate Map (FIRM).
BASEMENT (for flood loads). The portion of a building
having its floor subgrade (below ground level) on all sides.
This definition of "Basement" is limited in application to the
provisions of Section 1612.
BASEMENT. A story that is not a story above grade plane
(see "Story above grade plane"). This definition of "Base-
ment" does not apply to the provisions of Section 1612 for
flood loads.
BEARING WALL STRUCTURE. A building or other
structure in which vertical loads from floors and roofs are pri-
marily supported by walls.
BED JOINT. The horizontal layer of mortar on which a
masonry unit is laid.
BLEACHERS. Tiered seating supported on a dedicated
structural system and two or more rows high and is not a
building element (see "Grandstands").
BOARDING HOUSE. A building arranged or used for lodg-
ing for compensation, with or without meals, and not occu-
pied as a single-family unit.
[F] BOILING POINT. The temperature at which the vapor
pressure of a liquid equals the atmospheric pressure of 14.7
pounds per square inch (psia) (101 kPa) or 760 mm of mer-
cury. Where an accurate boiling point is unavailable for the
material in question, or for mixtures which do not have a con-
stant boiling 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.
BOND BEAM. A horizontal grouted element within
masonry in which reinforcement is embedded.
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
accordance with Section 2308.9.3 or 2308.12.4.
BRICK.
Calcium silicate (sand lime brick). A pressed and subse-
quently autoclaved unit that consists of sand and lime,
with or without the inclusion of other materials.
Clay or shale. A solid or hollow masonry unit of clay or
shale, usually formed into a rectangular prism, then burned
or fired in a kiln; brick is a ceramic product.
2012 INTERNATIONAL BUILDING CODE®
13
DEFINITIONS
Concrete. A concrete masonry unit made from Portland
cement, water, and suitable aggregates, with or without the
inclusion of other materials.
[A] BUILDING. Any structure used or intended for support-
ing or sheltering any use or occupancy.
BUILDING AREA. See "Area, building."
BUILDING ELEMENT. A fundamental component of
building construction, listed in Table 601, which may or may
not be of fire-resistance-rated construction and is constructed
of materials based on the building type of construction.
BUILDING HEIGHT. See "Height, building."
BUILDING LINE. The line established by law, beyond
which a building shall not extend, except as specifically pro-
vided by law.
[A] 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. Two or more layers of felt
cemented together and surfaced with a cap sheet, mineral
aggregate, smooth coating or similar surfacing material.
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.
CANOPY. A permanent structure or architectural projection
of rigid construction over which a covering is attached that
provides weather protection, identity or decoration. A can-
opy is permitted to be structurally independent or supported
by attachment to a building on one or more sides.
[F] CARBON DIOXIDE EXTINGUISHING SYSTEMS.
A system supplying carbon dioxide (C0 2 ) from a pressurized
vessel through fixed pipes and nozzles. The system includes a
manual- or automatic-actuating mechanism.
CARE SUITE. A group of treatment rooms, care recipient
sleeping rooms and their associated support rooms or spaces
and circulation space within Group 1-2 occupancies where
staff are in attendance for supervision of all care recipients
within the suite, and the suite is in compliance with the
requirements of Section 407.4.3.
CAST STONE. A building stone manufactured from Port-
land cement concrete precast and used as a trim, veneer or
facing on or in buildings or structures.
[F] CEILING LIMIT. The maximum concentration of an
air-borne contaminant to which one may be exposed. The
ceiling limits utilized are those published in DOL 29 CFR
Part 1910.1000. The ceiling Recommended Exposure Limit
(REL-C) concentrations published by the U.S. National Insti-
tute for Occupational Safety and Health (NIOSH), Threshold
Limit Value— Ceiling (TLV-C) concentrations published by
the American Conference of Governmental Industrial Hygen-
ists (ACGIH), Ceiling Work place Environmental Exposure
Level (WEEL-Ceiling) Guides published by the American
Industrial Hygiene Association (AIHA), and other approved,
consistent measures are allowed as surrogates for hazardous
substances not listed in DOL 29 CFR Part 1910.1000.
CEILING RADIATION DAMPER. A listed device
installed in a ceiling membrane of a fire-resistance-rated
floor/ceiling or roof/ceiling assembly to limit automatically
the radiative heat transfer through an air inlet/outlet opening.
CELL (Group 1-3 occupancy). A room within a housing
unit in a detention or correctional facility used to confine
inmates or prisoners.
CELL (masonry). A void space having a gross cross-sec-
tional area greater than l'/ 2 square inches (967 mm 2 ).
CELL TIER. Levels of cells vertically stacked above one
another within a housing unit.
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.
CERAMIC FIBER BLANKET. A mineral wool insulation
material made of alumina-silica fibers and weighing 4 to 10
pounds per cubic foot (pcf) (64 to 160 kg/m 3 ).
CERTIFICATE OF COMPLIANCE. A certificate stating
that materials and products meet specified standards or that
work was done in compliance with approved construction
documents.
[M] CHIMNEY. A primarily vertical enclosure containing
one or more passageways for conveying flue gases to the out-
side 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 2000°F (1093°C) measured at the appliance 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 1000°F (538°C) under normal operating condi-
tions, but capable of producing combustion gases of
HOOT (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
removing the products of combustion from fuel-burning,
medium-heat appliances producing combustion gases not
exceeding 2000°F (1093°C) measured at the appliance
flue outlet (see Section 21 13. 1 1.2).
CIRCULATION PATH. An exterior or interior way of pas-
sage from one place to another for pedestrians.
[F] CLEAN AGENT. Electrically nonconducting, volatile or
gaseous fire extinguishant that does not leave a residue upon
vaporation.
14
2012 INTERNATIONAL BUILDING CODE®
DEFINITIONS
CLEANOUT. An opening to the bottom of a grout space of
sufficient size and spacing to allow the removal of debris.
CLINIC, OUTPATIENT. Buildings or portions thereof
used to provide medical care on less than a 24-hour basis to
persons who are not rendered incapable of self-preservation
by the services provided.
[F] CLOSED SYSTEM. The use of a solid or liquid hazard-
ous 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
operations; and all uses of compressed gases. Examples of
closed systems for solids and liquids include product con-
veyed through a piping system into a closed vessel, system or
piece of equipment.
COLLAR JOINT. Vertical longitudinal space between
wythes of masonry or between masonry wythe and backup
construction that is permitted to be filled with mortar or
grout.
COLLECTOR. A horizontal diaphragm element parallel
and in line with the applied force that collects and transfers
diaphragm shear forces to the vertical elements of the lateral-
force-resisting system and/or distributes forces within the
diaphragm.
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 oper-
ate automatically, controlled by a smoke detection system,
and where required, is capable of being positioned from afire
command center
[F] COMBUSTIBLE DUST. Finely divided solid material
that is 420 microns or less in diameter and which, when dis-
persed 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.
[F] COMBUSTIBLE FIBERS. Readily ignitable and free-
burning 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, certain synthetic fibers or other like materi-
als. This definition does not include densely packed baled
cotton.
[F] COMBUSTIBLE LIQUID. A liquid having a closed
cup flash point at or above 100°F (38°C). Combustible liq-
uids shall be subdivided as follows:
Class II. Liquids having a closed cup flash point at or
above 100°F (38°C) and below U0°F (60°C).
Class IIIA. Liquids having a closed cup flask point at or
above MOT (60°C) and below 200°F (93°C).
Class IIIB. Liquids having a closed cap flash point at or
above 200°F (93 °C).
The category of combustible liquids does not include com-
pressed gases or cryogenic fluids.
COMMON PATH OF EGRESS TRAVEL. That portion of
exit access which the occupants are required to traverse
before two separate and distinct paths of egress travel to two
exits are available. Paths that merge are common paths of
travel. Common paths of egress travel shall be included
within the permitted travel distance.
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.
[F] COMPRESSED GAS. A material, or mixture of materi-
als, that:
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 not 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 prop-
erties of the mixture as a whole.
COMPRESSIVE STRENGTH OF MASONRY. Maxi-
mum compressive force resisted per unit of net cross-sec-
tional area of masonry, determined by the testing of masonry
prisms
CONCRETE
Carbonate aggregate. Concrete made with aggregates
consisting mainly of calcium or magnesium carbonate,
such as limestone or dolomite, and containing 40 percent
or less quartz, chert or flint.
Cellular. A lightweight insulating concrete made by mix-
ing a preformed foam with Portland cement slurry and
having a dry unit weight of approximately 30 pcf (480 kg/
m 3 ).
Lightweight aggregate. Concrete 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-resistance properties and
weighing 85 to 1 15 pcf (1360 to 1840 kg/m 3 ).
Perlite. A lightweight insulating concrete having a dry
unit weight of approximately 30 pcf (480 kg/m 3 ) made
with perlite concrete aggregate. Perlite aggregate is pro-
2012 INTERNATIONAL BUILDING CODE®
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DEFINITIONS
duced from a volcanic rock which, when heated, expands
to form a glass-like material of cellular structure.
Sand-lightweight. Concrete made with a combination of
expanded clay, shale, slag, slate, sintered fly ash, or any
natural lightweight aggregate meeting ASTM C 330 and
possessing equivalent fire-resistance properties and natu-
ral sand. Its unit weight is generally between 105 and 120
pcf (1680 and 1920 kg/m 3 ).
Siliceous aggregate. Concrete made with normal-weight
aggregates consisting mainly of silica or compounds other
than calcium or magnesium carbonate, which contains
more than 40-percent quartz, chert or flint.
Vermiculite. A light weight 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 approximately
30 pcf (480 kg/m 3 ).
CONGREGATE LIVING FACILITIES. A building or
part thereof that contains sleeping units where residents share
bathroom and/or kitchen facilities.
[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 mon-
itored and facilities are provided for notification of the fire
department or other emergency services.
[A] CONSTRUCTION DOCUMENTS. Written, graphic
and pictorial documents prepared or assembled for describing
the design, location and physical characteristics of the ele-
ments of a project necessary for obtaining a building permit.
CONSTRUCTION TYPES. See Section 602.
Type I. See Section 602.2.
Type II. See Section 602.2.
Type III. See Section 602.3.
Type IV. See Section 602.4.
Type V. See Section 602.5.
[F] CONTINUOUS GAS DETECTION SYSTEM. A gas
detection system where the analytical instrument is main-
tained in continuous operation and sampling is performed
without interruption. Analysis is allowed to be performed on
a cyclical basis at intervals not to exceed 30 minutes.
[F] CONTROL AREA. Spaces within a building where
quantities of hazardous materials not exceeding the maxi-
mum allowable quantities per control area are stored, dis-
pensed, used or handled. See also the definition of "Outdoor
control area" in the International Fire Code.
CONTROLLED LOW-STRENGTH MATERIAL. A self-
compacted, cementitious material used primarily as a backfill
in place of compacted fill.
CONVENTIONAL LIGHT-FRAME CONSTRUC-
TION. A type of construction whose primary structural ele-
ments are formed by a system of repetitive wood-framing
members. See Section 2308 for conventional light-frame con-
struction provisions.
CORNICE. A projecting horizontal molded element located
at or near the top of an architectural feature.
CORRIDOR. An enclosed exit access component that
defines and provides a path of egress travel.
CORROSION RESISTANCE. The ability of a material to
withstand deterioration of its surface or its properties when
exposed to its environment.
[F] CORROSIVE. A chemical that causes visible destruc-
tion 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 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 inani-
mate surfaces.
COURT. An open, uncovered space, unobstructed to the sky,
bounded on three or more sides by exterior building walls or
other enclosing devices.
COVERED MALL BUILDING. A single building enclos-
ing a number of tenants and occupants, such as retail stores,
drinking 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. Anchor build-
ings shall not be considered as a part of the covered mall
building. The term "covered mall building" shall include
open mall buildings as defined below.
Mall. A roofed or covered common pedestrian area within
a covered mall building that serves as access for two or
more tenants and not to exceed three levels that are open
to each other. The term "mall" shall include open malls as
defined below.
Open mall. An unroofed common pedestrian way serving
a number of tenants not exceeding three levels. Circulation
at levels above grade shall be permitted to include open
exterior balconies leading to exits discharging at grade.
Open mall building. Several structures housing a number
of tenants, such as retail stores, drinking and dining estab-
lishments, entertainment and amusement facilities, offices,
and other similar uses, wherein two or more tenants have a
main entrance into one or more open malls. Anchor build-
ings are not considered as a part of the open mall building.
CRIPPLE WALL. A framed stud wall extending from the
top of the foundation to the underside of floor framing for the
lowest occupied floor level.
[F] CRYOGENIC FLUID. A liquid having a boiling point
lower than -150°F (-101°C) at 14.7 pounds per square inch
atmosphere (psia) (an absolute pressure of 101 kPa).
CUSTODIAL CARE. Assistance with day-to-day living
tasks; such as assistance with cooking, taking medication,
bathing, using toilet facilities and other tasks of daily living.
Custodial care include occupants who evacuate at a slower
rate and/or who have mental and psychiatric complications.
16
2012 INTERNATIONAL BUILDING CODE®
DEFINITIONS
DALLE GLASS. A decorative composite glazing material
made of individual pieces of glass that are embedded in a cast
matrix of concrete or epoxy.
DAMPER. See "Ceiling radiation damper," "Combination
fire/smoke damper," "Fire damper" and "Smoke damper."
DANGEROUS. Any building, structure or portion thereof
that meets any of the conditions described below shall be
deemed dangerous:
1. The building or structure has collapsed, has partially
collapsed, has moved off its foundation or lacks the
necessary support of the ground.
2. There exists a significant risk of collapse, detachment
or dislodgment of any portion, member, appurtenance
or ornamentation of the building or structure under ser-
vice loads.
[F] DAY BOX. A portable magazine designed to hold explo-
sive materials constructed in accordance with the require-
ments for a Type 3 magazine as defined and classified in
Chapter 56 of the International Fire Code.
DEAD LOAD. The weight of materials of construction
incorporated into the building, including but not limited to
walls, floors, roofs, ceilings, stairways, built-in partitions,
finishes, cladding and other similarly incorporated architec-
tural and structural items, and the weight of fixed service
equipment, such as cranes, plumbing stacks and risers, elec-
trical feeders, heating, ventilating and air-conditioning sys-
tems and automatic sprinkler systems.
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 incorporated, is divided into segments.
[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
decorative effect (such as batting, cloth, cotton, hay, stalks,
straw, vines, leaves, trees, moss and similar items), including
foam plastics and materials containing foam plastics. Decora-
tive materials do not include floor coverings, ordinary win-
dow shades, interior finish and materials 0.025 inch (0.64
mm) or less in thickness applied directly to and adhering
tightly to a substrate.
DEEP FOUNDATION. A deep foundation is a foundation
element that does not satisfy the definition of a shallow foun-
dation.
[F] DEFLAGRATION. An exothermic reaction, such as the
extremely rapid oxidation of a flammable dust or vapor in air,
in which the reaction progresses through the unburned mate-
rial at a rate less than the velocity of sound. A deflagration
can have an explosive effect.
[F] DELUGE SYSTEM. A sprinkler system employing
open sprinklers attached to a piping system connected to a
water supply through a valve that is opened by the operation
of a detection system installed in the same areas as the sprin-
klers. When this valve opens, water flows into the piping sys-
tem and discharges from all sprinklers attached thereto.
DESIGN DISPLACEMENT. See Section 1905.1.1.
DESIGN EARTHQUAKE GROUND MOTION. The
earthquake ground motion that buildings and structures are
specifically proportioned to resist in Section 1613.
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 commu-
nity' s flood hazard map, or otherwise legally desig-
nated.
DESIGN FLOOD ELEVATION. The elevation of the
"design flood," including wave height, relative to the datum
specified on the community's legally designated flood hazard
map. In areas designated as Zone AO, the design flood eleva-
tion shall be the elevation of the highest existing grade of the
building 's perimeter plus the depth number (in feet) specified
on the flood hazard map. In areas designated as Zone AO
where a depth number is not specified on the map, the depth
number shall be taken as being equal to 2 feet (610 mm).
DESIGN PROFESSIONAL, REGISTERED. See "Regis-
tered design professional."
DESIGN PROFESSIONAL IN RESPONSIBLE
CHARGE, REGISTERED. See "Registered design profes-
sional in responsible charge."
DESIGN STRENGTH. The product of the nominal strength
and a resistance factor (or strength reduction factor).
DESIGNATED SEISMIC SYSTEM. Those nonstructural
components that require design in accordance with Chapter
13 of ASCE 7 and for which the component importance fac-
tor, I P , is greater than 1 in accordance with Section 13.1.3 of
ASCE 7.
[F] 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.
DETAILED PLAIN CONCRETE STRUCTURAL
WALL. See Section 1905.1.1
DETECTABLE WARNING. A standardized surface fea-
ture built in or applied to walking surfaces or other elements
to warn visually impaired persons of hazards on a circulation
path.
[F] DETECTOR, HEAT. A fire detector that senses heat-
either abnormally high temperature or rate of rise, or both.
[F] DETONATION. An exothermic reaction characterized
by the presence of a shock wave in the material which estab-
lishes and maintains the reaction. The reaction zone pro-
gresses through the material at a rate greater than the velocity
of sound. The principal heating mechanism is one of shock
compression. Detonations have an explosive effect.
DETOXIFICATION FACILITIES. Facilities that provide
treatment for substance abuse, serving care recipients who are
2012 INTERNATIONAL BUILDING CODE®
17
DEFINITIONS
incapable of self-preservation or who are harmful to them-
selves or others.
DIAPHRAGM. A horizontal or sloped system acting to
transmit lateral forces to the vertical-resisting elements.
When the term "diaphragm" is used, it shall include horizon-
tal 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 block-
ing.
Diaphragm boundary. In light-frame construction, a
location where shear is transferred into or out of the dia-
phragm sheathing. Transfer is either to a boundary ele-
ment 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.
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.
Diaphram, unblocked. A diaphragm that has edge nailing
at supporting members only. Blocking between supporting
structural members at panel edges is not included. Dia-
phragm panels are field nailed to supporting members.
DIMENSIONS.
Nominal. The specified dimension plus an allowance for
the joints with which the units are to be laid. Nominal
dimensions are usually stated in whole numbers. Thick-
ness is given first, followed by height and then length.
Specified. Dimensions specified for the manufacture or
construction of a unit, joint element.
[F] DISPENSING. The pouring or transferring of any mate-
rial from a container, tank or similar vessel, whereby vapors,
dusts, fumes, mists or gases are liberated to the atmosphere.
DOOR, BALANCED. A door equipped with double-pivoted
hardware so designed as to cause a semicounter balanced
swing action when opening.
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 man-
agement, as in college dormitories or fraternity houses.
DRAFTSTOP. A material, device or construction installed
to restrict the movement of air within open spaces of con-
cealed areas of building components such as crawl spaces,
floor/ceiling assemblies, roof/ceiling assemblies and attics.
DRAG STRUT. See "Collector."
DRILLED SHAFT. A drilled shaft is a cast-in-place deep
foundation element constructed by drilling a hole (with or
without permanent casing) into soil or rock and filling it with
fluid concrete.
Socketed drilled shaft. A socketed drilled shaft is a
drilled shaft with a permanent pipe or tube casing that
extends down to bedrock and an uncased socket drilled
into the bedrock.
[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
treatment to provide resistance to packing, resistance to mois-
ture absorption (caking) and the proper flow capabilities.
DRY FLOODPROOFING. A combination of design modi-
fications 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.
DURATION OF LOAD. The period of continuous applica-
tion of a given load, or the aggregate of periods of intermit-
tent applications of the same load.
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
permanent provisions for living, sleeping, eating, cooking
and sanitation.
DWELLING UNIT OR SLEEPING UNIT, MULTI-
STORY. See definition for "Multistory unit."
EGRESS COURT. A court or yard which provides access to
a public way for one or more exits.
[F] ELEVATOR GROUP. A grouping of elevators in a
building located adjacent or directly across from one another
that responds to common hall call buttons.
[F] EMERGENCY ALARM SYSTEM. A system to pro-
vide indication and warning of emergency situations involv-
ing hazardous materials.
[F] EMERGENCY CONTROL STATION. An approved
location on the premises where signals from emergency
equipment are received and which is staffed by trained per-
sonnel.
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
emergency.
[F] EMERGENCY VOICE/ALARM COMMUNICA-
TIONS. Dedicated manual or automatic facilities for origi-
nating and distributing voice instructions, as well as alert and
evacuation signals pertaining to a fire emergency, to the
occupants of a building.
EMPLOYEE WORK AREA. All or any portion of a space
used only by employees and only for work. Corridors, toilet
18
2012 INTERNATIONAL BUILDING CODE®
DEFINITIONS
rooms, kitchenettes and break rooms are not employee work
areas.
ENTRANCE, PUBLIC. See "Public entrance."
ENTRANCE, RESTRICTED. See "Restricted entrance."
ENTRANCE, SERVICE. See "Service entrance."
EQUIPMENT PLATFORM. An unoccupied, elevated plat-
form used exclusively for mechanical systems or industrial
process equipment, including the associated elevated walk-
ways, stairs, alternating tread devices and ladders necessary
to access the platform (see Section 505.3).
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
[F] EXHAUSTED ENCLOSURE. An appliance or piece of
equipment that consists of a top, a back and two sides provid-
ing a means of local exhaust for capturing gases, fumes,
vapors and mists. Such enclosures include laboratory hoods,
exhaust fume hoods and similar appliances and equipment
used to locally retain and exhaust the gases, fumes, vapors
and mists that could be released. Rooms or areas provided
with general ventilation, in themselves, are not exhausted
enclosures.
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 man-
agement code, ordinance or standard. "Existing construction"
is also referred to as "existing structures."
EXISTING STRUCTURE (For Section 1612.2). See
"Existing construction".
EXISTING STRUCTURE (For Chapter 34). A structure
erected prior to the date of adoption of the appropriate code,
or one for which a legal building permit has been issued.
EXIT. That portion of a means of egress system between the
exit access and the exit discharge ox public way. Exit compo-
nents include exterior exit doors at the level of exit discharge,
interior exit stairways, interior exit ramps, exit passageways,
exterior exit stairways and exterior exit ramps and horizontal
exits.
EXIT ACCESS. That portion of a means of egress system
that leads from any occupied portion of a building or struc-
ture to an exit.
EXIT ACCESS DOORWAY. A door or access point along
the path of egress travel from an occupied room, area or space
where the path of egress enters an intervening room, corri-
dor, exit access stair or exit access ramp.
EXIT ACCESS RAMP. An interior ramp that is not a
required interior exit ramp.
EXIT ACCESS STAIRWAY. An interior stairway that is
not a required interior exit stairway.
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 story at the point at
which an exit terminates and an exit discharge begins.
EXIT HARDWARE, FIRE. See "Fire exit hardware."
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 there-
with.
EXIT PASSAGEWAY. 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 horizontal
direction to an exit or to the exit discharge.
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).
[F] EXPLOSION. An effect produced by the sudden violent
expansion of gases, which may be accompanied by a shock
wave or disruption, or both, of enclosing materials or struc-
tures. An explosion could result from any of the following:
1 . Chemical changes such as rapid oxidation, deflagration
or detonation, decomposition of molecules and run-
away polymerization (usually detonations).
2. Physical changes such as pressure tank ruptures.
3. Atomic changes (nuclear fission or fusion).
[F] EXPLOSIVE. A 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, detona-
tors, safety fuses, squibs, detonating cord, igniter cord, ignit-
ers and display fireworks, 1.3G.
The term "explosive" includes any material determined to
be within the scope of USC Title 18: Chapter 40 and also
includes any material classified as an explosive other than
consumer fireworks, 1 .4G by the hazardous materials regula-
tions of DOTn 49 CFR Parts 100-185.
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 burn or defla-
grate when ignited. It is characterized by a rate of reaction
that is less than the speed of sound. Examples of low
explosives include, but are not limited to, black powder;
safety fuse; igniters; igniter cord; fuse lighters; fireworks,
1 .3G 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
2012 INTERNATIONAL BUILDING CODE®
19
DEFINITIONS
considerable discharge of energy from without. Materials
that react in this manner represent a mass explosion haz-
ard. Such an explosive will normally cause severe struc-
tural damage to adjacent objects. Explosive propagation
could occur immediately to other items of ammunition and
explosives stored sufficiently close to and not adequately
protected from the initially exploding pile with a time
interval short enough so that two or more quantities must
be considered as one for quantity-distance purposes.
UN/DOTn Class 1 explosives. The former classification
system used by DOTn included the terms "high" and
"low" explosives as defined herein. The following terms
further define explosives under the current system applied
by DOTn for all explosive materials defined as hazard
Class 1 materials. Compatibility group letters are used in
concert with the division to specify further limitations on
each division noted (i.e., the letter G identifies the material
as a pyrotechnic substance or article containing a pyro-
technic substance and similar materials).
Division 1.1. Explosives that have a mass explosion
hazard. A mass explosion is one which affects almost
the entire load instantaneously.
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 apprecia-
ble 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
probability of initiation or of transition from burning to
detonation under normal conditions of transport.
Division 1.6. Extremely insensitive articles which do
not have a mass explosion hazard. This division is com-
prised of articles that contain only extremely insensi-
tive detonating substances and which demonstrate a
negligible probability of accidental initiation or propa-
gation.
EXTERIOR INSULATION AND FINISH SYSTEMS
(EIFS). EIFS are nonstructural, nonload-bearing, exterior
wall cladding systems that consist of an insulation board
attached either adhesively or mechanically, or both, to the
substrate; an integrally reinforced base coat and a textured
protective finish coat.
EXTERIOR INSULATION AND FINISH SYSTEMS
(EIFS) WITH DRAINAGE. An EIFS that incorporates a
means of drainage applied over a water-resistive barrier.
EXTERIOR SURFACES. Weather-exposed surfaces.
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, insula-
tion or for aesthetics, including but not limited to, veneers,
siding, exterior insulation and finish systems, architectural
trim and embellishments such as cornices, soffits, facias, gut-
ters and leaders.
EXTERIOR WALL ENVELOPE. A system or assembly of
exterior wall components, including exterior wall finish
materials, that provides protection of the building structural
members, including framing and sheathing materials, and
conditioned interior space, from the detrimental effects of the
exterior environment.
F RATING. The time period that the through-penetration
firestop system limits the spread of fire through the penetra-
tion when tested in accordance with ASTM E 814 or UL
1479.
FABRIC PARTITION. 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 ver-
tical framing members are spaced greater than 4 feet (1219
mm) on center.
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, or in accordance with a ref-
erenced standard which provides requirements for quality
control done under the supervisions of a third-party quality
control agency, shall not be considered "fabricated items." |
[F] FABRICATION AREA. An area within a semiconduc-
tor fabrication facility and related research and development
areas in which there are processes using hazardous produc-
tion materials. Such areas are allowed to include ancillary
rooms or areas such as dressing rooms and offices that are
directly related to the fabrication area processes.
FACILITY. All or any portion of buildings, structures, site
improvements, elements and pedestrian or vehicular routes
located on a site.
FACTORED LOAD. The product of a nominal load and a
loadfactor.
FIBER-CEMENT SIDING. A manufactured, fiber-rein-
forcing product made with an inorganic hydraulic or calcium
silicate binder formed by chemical reaction and reinforced
with discrete organic or inorganic nonasbestos fibers, or both.
Additives that enhance manufacturing or product perfor-
mance are permitted. Fiber-cement siding products have
either smooth or textured faces and are intended for exterior
wall and related applications.
FIBER-REINFORCED POLYMER. A polymeric compos- I
ite material consisting of reinforcement fibers, such as glass, |
20
2012 INTERNATIONAL BUILDING CODE®
DEFINITIONS
impregnated with a fiber-binding polymer which is then
molded and hardened. Fiber-reinforced polymers are permit-
ted to contain cores laminated between fiber-reinforced poly-
mer facings.
FIBERBOARD. A fibrous, homogeneous panel made from
lignocellulosic fibers (usually wood or cane) and having a
density of less than 3 1 pounds per cubic foot (pcf) (497 kg/
m 3 ) but more than 10 pcf (160 kg/m 3 ).
FIELD NAILING. See "Nailing, field."
[F] FIRE ALARM BOX, MANUAL. See "Manual fire
alarm box."
[F] FIRE ALARM CONTROL UNIT. A system compo-
nent that receives inputs from automatic and manual fire
alarm devices and may be capable of supplying power to
detection devices and transponders or off-premises transmit-
ters. The control unit may be capable of providing a transfer
of power to the notification appliances and transfer of condi-
tion to relays or devices.
[F] FIRE ALARM SIGNAL. A signal initiated by a fire
alarm-initiating device such as a manual fire alarm box,
automatic fire detector, waterflow 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.
FIRE AREA. The aggregate floor area enclosed and
bounded by fire walls, fire barriers, exterior walls or hori-
zontal assemblies of a building. Areas of the building not pro-
vided with surrounding walls shall be included in the fire area
if such areas are included within the horizontal projection of
the roof or floor next above.
FIRE BARRIER. A fire-resistance-rated wall assembly of
materials designed to restrict the spread of fire in which con-
tinuity is maintained.
[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 systems can be manually controlled.
FIRE DAMPER. A listed 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 automati-
cally shut down in the event of a fire, or in dynamic systems
that continue to operate during a fire. A dynamic fire damper
is tested and rated for closure under elevated temperature air-
flow.
[F] FIRE DETECTOR, AUTOMATIC. A device designed
to detect the presence of a fire signature and to initiate action.
FIRE DOOR. The door component of afire 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 DOOR ASSEMBLY, FLOOR. See "Floor fire door
assembly."
FIRE EXIT HARDWARE. Panic hardware that is listed
for use on fire door assemblies.
[F] FIRE LANE. A road or other passageway developed to
allow the passage of fire apparatus. A fire lane is not neces-
sarily intended for vehicular traffic other than fire apparatus.
FIRE PARTITION. A vertical assembly of materials
designed to restrict the spread of fire in which openings are
protected.
FIRE PROTECTION RATING. The period of time that an
opening protective will maintain the ability to confine a fire
as determined by tests prescribed in Section 715. Ratings are
stated in hours or minutes.
[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,
control or manage smoke and products of a fire or any combi-
nation thereof.
FIRE-RATED GLAZING. Glazing with either a fire pro-
tection rating or afire-resistance rating.
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 func-
tion, 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 pas-
sage of fire through joints made in or between fire-resistance-
rated assemblies.
[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.
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.
FIRE WALL. A fire-resistance-rated wall having protected
openings, which restricts the spread of fire and extends con-
tinuously from the foundation to or through the roof, with
sufficient structural stability under fire conditions to allow
collapse of construction on either side without collapse of the
wall.
2012 INTERNATIONAL BUILDING CODE®
21
DEFINITIONS
FIRE WINDOW ASSEMBLY. A window constructed and
glazed to give protection against the passage of fire.
FIREBLOCKING. Building materials, or materials
approved for use as fireblocking, installed to resist the free
passage of flame to other areas of the building through con-
cealed spaces.
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.
FIRESTOP, MEMBRANE PENETRATION. See "Mem-
brane penetration firestop."
FIRESTOP, PENETRATION. See "Penetration firestop."
FIRESTOP SYSTEM, THROUGH PENETRATION.
See "Through penetration firestop system."
[F] FIREWORKS. Any composition or device for the pur-
pose of producing a visible or audible effect for entertainment
purposes by combustion, deflagration or detonation that
meets the definition of 1.4G fireworks or 1.3G fireworks as
set forth herein.
Fireworks, 1.3G. Large fireworks devices, which are
explosive materials, intended for use in fireworks displays
and designed to produce audible or visible effects by com-
bustion, deflagration or detonation. Such 1.3G fireworks
include, but are not limited to, firecrackers containing
more than 130 milligrams (2 grains) of explosive composi-
tion, aerial shells containing more than 40 grams of pyro-
technic 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. Small fireworks devices containing
restricted amounts of pyrotechnic composition designed
primarily to produce visible or audible effects by combus-
tion. Such 1.4G fireworks which comply with the con-
struction, chemical composition and labeling regulations
of the DOTn for fireworks, UN0336, and the U.S. Con-
sumer Product Safety Commission (CPSC) as set forth in
CPSC 16 CFR: Parts 1500 and 1507, are not explosive
materials for the purpose of this code.
FIXED BASE OPERATOR (FBO). A commercial busi-
ness granted the right by the airport sponsor to operate on an
airport and provide aeronautical services, such as fueling,
hangaring, tie-down and parking, aircraft rental, aircraft
maintenance and flight instruction.
FIXED SEATING. Furniture or fixture designed and
installed for the use of sitting and secured in place including
bench-type seats and seats with or without backs or arm rests.
FLAME SPREAD. The propagation of flame over a surface.
FLAME SPREAD INDEX. A comparative measure,
expressed as a dimensionless number, derived from visual
measurements of the spread of flame versus time for a mate-
rial tested in accordance with ASTM E 84 or UL 723.
[F] FLAMMABLE GAS. A material that is a gas at 68°F
(20°C) or less at 14.7 pounds per square inch atmosphere
(psia) (101 kPa) of pressure [a material that has a boiling
point of 68°F (20°C) or less at 14.7 psia (101 kPa)] which:
1 . Is ignitable at 14.7 psia (101 kPa) when in a mixture of
1 3 percent or less by volume with air; or
2. Has a flammable range at 14.7 psia (101 kPa) with air
of at least 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 accor-
dance with ASTM E 681.
[F] FLAMMABLE LIQUEFIED GAS. A liquefied com-
pressed gas which, under a charged pressure, is partially liq-
uid at a temperature of 68°F (20°C) and which is flammable.
[F] FLAMMABLE LIQUID. A liquid having a closed cup
flash point below 100°F (38°C). Flammable liquids are fur-
ther categorized into a group known as Class I liquids. The
Class I category is subdivided as follows:
Class IA. 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 flamma-
ble liquids does not include compressed gases or cryo-
genic fluids.
[F] FLAMMABLE MATERIAL. A material capable of
being readily ignited from common sources of heat or at a
temperature of 600°F (316°C) or less.
[F] FLAMMABLE SOLID. A solid, 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 burns so vigorously and persistently when ignited as to
create a serious hazard. A chemical shall be considered a
flammable solid as determined in accordance with the test
method of CPSC 16 CFR; Part 1500.44, if it ignites and burns
with a self-sustained flame at a rate greater than 0.1 inch (2.5
mm) per second along its major axis.
[F] FLAMMABLE VAPORS OR FUMES. The concentra-
tion of flammable constituents in air that exceed 25 percent of
their lower flammable limit (LFL).
[F] FLASH POINT. The minimum temperature in degrees
Fahrenheit at which a liquid will give off sufficient vapors to
form an ignitable mixture with air near the surface or in the
container, but will not sustain combustion. The flash point of
a liquid shall be determined by appropriate test procedure and
apparatus as specified in ASTM D 56, ASTM D 93 or ASTM
D 3278.
FLIGHT. A continuous run of rectangular treads, winders or
combination thereof from one landing to another.
22
2012 INTERNATIONAL BUILDING CODE 8
DEFINITIONS
FLOOD or FLOODING. A general and temporary condi-
tion 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 sur-
face waters from any source.
FLOOD DAMAGE-RESISTANT MATERIALS. Any
construction material capable of withstanding direct and pro-
longed contact with floodwaters without sustaining any dam-
age that requires more than cosmetic repair.
FLOOD, DESIGN. See "Design flood."
FLOOD ELEVATION, DESIGN. See "Design flood eleva-
tion."
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 com-
munity's flood hazard map, or otherwise legally desig-
nated.
FLOOD HAZARD AREAS, SPECIAL. See "Special
flood hazard areas."
FLOOD HAZARD AREA SUBJECT TO HIGH-
VELOCITY WAVE ACTION. Area within the flood haz-
ard area that is subject to high-velocity wave action, and
shown on a Flood Insurance Rate Map (FIRM) or other flood
hazard map as Zone V, VO, VE or VI -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 community.
FLOOD INSURANCE STUDY. The official report pro-
vided by the Federal Emergency Management Agency con-
taining the Flood Insurance Rate Map (FIRM), the Flood
Boundary and Floodway Map (FBFM), the water surface ele-
vation of the base flood and supporting technical data.
FLOODWAY. The channel of the river, creek or other
watercourse and the adjacent land areas that must be reserved
in order to discharge the base flood without cumulatively
increasing the water surface elevation more than a designated
height.
FLOOR AREA, GROSS. The floor area within the inside
perimeter of the exterior walls of the building under consider-
ation, exclusive of vent shafts and courts, without deduction
for corridors, stairways, closets, the thickness of interior
walls, columns 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.
FLOOR AREA, NET. The actual occupied area not includ-
ing unoccupied accessory areas such as corridors, stairways,
toilet rooms, mechanical rooms and closets.
FLOOR FIRE DOOR ASSEMBLY. A combination of a
fire door, a frame, hardware and other accessories installed in
a horizontal plane, which together provide a specific degree
of fire protection to a through-opening in a fire-resistance-
rated floor (see Section 711.8).
[F] FOAM-EXTINGUISHING SYSTEM. A special sys-
tem discharging a foam made from concentrates, either
mechanically or chemically, over the area to be protected.
FOAM PLASTIC INSULATION. A plastic that is inten-
tionally 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
insulating or acoustical purposes and that has a density less
than 20 pounds per cubic foot (pcf) (320 kg/m 3 ).
FOLDING AND TELESCOPIC SEATING. Tiered seating
having an overall shape and size that is capable of being
reduced for purposes of moving or storing and is not a build-
ing element.
FOOD COURT. A public seating area located in the mall
that serves adjacent food preparation tenant spaces.
FOSTER CARE FACILITIES. Facilities that provide care
to more than five children, 2'/, years of age or less.
FOUNDATION PIER. An isolated vertical foundation
member whose horizontal dimension measured at right
angles to its thickness does not exceed three times its thick-
ness and whose height is equal to or less than four times its
thickness.
FRAME STRUCTURE. A building or other structure in
which vertical loads from floors and roofs are primarily sup-
ported by columns.
[F] GAS CABINET. A fully enclosed, ventilated noncom-
bustible enclosure 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 controls are allowed to be included.
[F] GAS ROOM. A separately ventilated, fully enclosed
room in which only compressed gases and associated equip-
ment and supplies are stored or used.
[F] GASEOUS HYDROGEN SYSTEM. An assembly of
piping, devices and apparatus designed to generate, store,
contain, distribute or transport a nontoxic, gaseous hydrogen-
containing mixture having at least 95-percent hydrogen gas
by volume and not more than 1 -percent oxygen by volume.
Gaseous hydrogen systems consist of items such as com-
pressed gas containers, reactors and appurtenances, including
pressure regulators, pressure relief devices, manifolds,
pumps, compressors and interconnecting piping and tubing
and controls.
GLASS FIBERBOARD. Fibrous glass roof insulation con-
sisting of inorganic glass fibers formed into rigid boards
using a binder. The board has a top surface faced with asphalt
and kraft reinforced with glass fiber.
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
lumber, all parts bonded together with structural adhesives.
2012 INTERNATIONAL BUILDING CODE®
23
DEFINITIONS
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). 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.
GRADE PLANE. A reference plane representing the aver-
age 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 (1829
mm) from the building.
GRADE PLANE, STORY ABOVE. See "Story above
grade plane."
GRANDSTAND. Tiered seating supported on a dedicated
structural system and two or more rows high and is not a
building element (see "Bleachers").
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.
GROUP HOME. A facility for social rehabilitation, sub-
stance abuse or mental health problems that contains a group
housing arrangement that provides custodial care but does
not provide acute care.
GUARD. A building component or a system of building
components located at or near the open sides of elevated
walking surfaces that minimizes the possibility of a fall from
the walking surface to a lower level.
GYPSUM BOARD. Gypsum wallboard, gypsum sheathing,
gypsum base for gypsum veneer plaster, exterior gypsum sof-
fit board, predecorated gypsum board or water-resistant gyp-
sum 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 applied to
an approved base in one or more coats normally not exceed-
ing 7 4 inch (6.4 mm) in total thickness.
HABITABLE SPACE. A space in a building for living,
sleeping, eating or cooking. Bathrooms, toilet rooms, closets,
halls, storage or utility spaces and similar areas are not con-
sidered habitable spaces.
[F] HALOGENATED EXTINGUISHING SYSTEM. A
fire-extinguishing system using one or more atoms of an ele-
ment from the halogen chemical series: fluorine, chlorine,
bromine and iodine.
[F] HANDLING. The deliberate transport by any means to a
point of storage or use.
HANDRAIL. A horizontal or sloping rail intended for grasp-
ing by the hand for guidance or support.
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 3 ).
[F] HAZARDOUS MATERIALS. Those chemicals or sub-
stances that are physical hazards or health hazards as classi-
fied in Section 307 and the International Fire Code, whether
the materials are in usable or waste condition.
[F] HAZARDOUS PRODUCTION MATERIAL (HPM).
A solid, liquid or gas associated with semiconductor manu-
facturing that has a degree-of-hazard rating in health, flam-
mability or instability of Class 3 or 4 as ranked by NFPA 704
and which is used directly in research, laboratory or produc-
tion processes which have as their end product materials that
are not hazardous.
HEAD JOINT. Vertical mortar joint placed between
masonry units within the wythe at the time the masonry units
are laid.
[F] 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.
HEAT DETECTOR. See "Detector, heat."
HEIGHT, BUILDING. The vertical distance from grade
plane to the average height of the highest roof surface.
HELICAL PILE. Manufactured steel deep foundation ele-
ment consisting of a central shaft and one or more helical
bearing plates. A helical pile is installed by rotating it into the
ground. Each helical bearing plate is formed into a screw
thread with a uniform defined pitch.
HELIPAD. A structural surface that is used for the landing,
taking off, taxiing and parking of helicopters.
HELIPORT. An area of land or water or a structural surface
that is used, or intended for the use, for the landing and taking
off of helicopters, and any appurtenant areas that are used, or
intended for use, for heliport buildings or other heliport facil-
ities.
HELISTOP. The same as "heliport," except that no fueling,
defueling, maintenance, repairs or storage of helicopters is
permitted.
HIGH-PRESSURE DECORATIVE EXTERIOR-GRADE
COMPACT LAMINATE (HPL). Panels consisting of layers
of cellulose fibrous material impregnated with thermosetting
resins and bonded together by a high-pressure process to form
a homogeneous nonporous core suitable for exterior use.
HIGH-PRESSURE DECORATIVE EXTERIOR-GRADE
COMPACT LAMINATE (HPL) SYSTEM. An exterior
wall covering fabricated using HPL in a specific assembly
including joints, seams, attachments, substrate, framing and
other details as appropriate to a particular design.
24
2012 INTERNATIONAL BU!LD!NG CODE®
DEFINITIONS
HIGH-RISE BUILDING. A building with an occupied floor
located more than 75 feet (22 860 mm) above the lowest level
of fire department vehicle access.
[F] HIGHLY TOXIC. A material which produces a lethal
dose or lethal concentration that falls within any of the fol-
lowing categories:
1. A chemical that has a median lethal dose (LD 50 ) of 50
milligrams or less per kilogram of body weight when
administered orally to albino rats weighing between
200 and 300 grams each.
2. A chemical that has a median lethal dose (LD 50 ) 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
(LC 30 ) in air of 200 parts per million by volume or less
of gas or vapor, or 2 milligrams per liter or less of mist,
fume or dust, when administered by continuous inhala-
tion 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 haz-
ard evaluation that is required for the precise categorization
of this type of material shall be performed by experienced,
technically competent persons.
HISTORIC BUILDINGS. Buildings that are listed in or eli-
gible for listing in the National Register of Historic Places, or
designated as historic under an appropriate state or local law
(see Sections 3409 and 3411.9).
HORIZONTAL ASSEMBLY. A fire-resistance-rated floor
or roof assembly of materials designed to restrict the spread
of fire in which continuity is maintained.
HORIZONTAL EXIT. See "Exit, horizontal."
HOSPITALS AND PSYCHIATRIC HOSPITALS. Facili-
ties that provide care or treatment for the medical, psychiat-
ric, obstetrical, or surgical treatment of care recipients that
are incapable of self-preservation.
HOUSING UNIT. A dormitory or a group of cells with a
common dayroom in Group 1-3.
[F] HPM FLAMMABLE LIQUID. An HPM liquid that is
defined as either a Class I flammable liquid or a Class II or
Class III A combustible liquid.
[F] HPM ROOM. A room used in conjunction with or serv-
ing 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 occu-
pancy.
HURRICANE-PRONE REGIONS. Areas vulnerable to
hurricanes defined as:
1. The U. S. Atlantic Ocean and Gulf of Mexico coasts
where the ultimate design wind speed, V uh , for Risk
Category buildings is greater than 115 mph (51.4 m/s);
and
2. Hawaii, Puerto Rico, Guam, Virgin Islands and Ameri-
can Samoa.
[F] HYDROGEN CUTOFF ROOM. A room or space that
is intended exclusively to house a gaseous hydrogen system.
ICE-SENSITIVE STRUCTURE. A structure for which the
effect of an atmospheric ice load governs the design of a
structure or portion thereof. This includes, but is not limited
to, lattice structures, guyed masts, overhead lines, light sus-
pension and cable-stayed bridges, aerial cable systems (e.g.,
for ski lifts or logging operations), amusement rides, open
catwalks and platforms, flagpoles and signs.
[F] IMMEDIATELY DANGEROUS TO LIFE AND
HEALTH (IDLH). The concentration of air-borne contami-
nants which poses a threat of death, immediate or delayed
permanent adverse health effects, or effects that could pre-
vent escape from such an environment. This contaminant
concentration level is established by the National Institute of
Occupational Safety and Health (NIOSH) based on both tox-
icity and flammability. It generally is expressed in parts per
million by volume (ppmv/v) or milligrams per cubic meter
(mg/m 3 ). If adequate data do not exist for precise establish-
ment of IDLH concentrations, an independent certified indus-
trial hygienist, industrial toxicologist, appropriate regulatory
agency or other source approved by the building official shall
make such determination.
IMPACT LOAD. The load resulting from moving machin-
ery, elevators, craneways, vehicles and other similar forces
and kinetic loads, pressure and possible surcharge from fixed
or moving loads.
INCAPABLE OF SELF-PRESERVATION. Persons
because of age, physical limitations, mental limitations,
chemical dependency, or medical treatment who cannot
respond as an individual to an emergency situation.
[F] 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.
[F] INERT GAS. A gas that is capable of reacting with other
materials only under abnormal conditions such as high tem-
peratures, pressures and similar extrinsic physical forces.
Within the context of the code, inert gases do not exhibit
either physical or health hazard properties as defined (other
than acting as a simple asphyxiant) or hazard properties other
than those of a compressed gas. Some of the more common
inert gases include argon, helium, krypton, neon, nitrogen
and xenon.
[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.
INSPECTION CERTIFICATE. An identification applied
on a product by an approved agency containing the name of
the manufacturer, the function and performance characteris-
tics, 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").
2012 INTERNATIONAL BUILDING CODE®
25
DEFINITIONS
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.
INTERIOR EXIT RAMP. An exit component that serves to
meet one or more means of egress design requirements, such
as required number of exits or exit access travel distance, and
provides for a protected path of egress travel to the exit dis-
charge or public way.
INTERIOR EXIT STAIRWAY. An exit component that
serves to meet one or more means of egress design require-
ments, such as required number of exits or exit access travel
distance, and provides for a protected path of egress travel to
the exit discharge or public way.
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 FLOOR- WALL BASE. Interior floor finish
trim used to provide a functional or decorative border at the
intersection of walls and floors.
INTERIOR SURFACES. Surfaces other than weather
exposed surfaces.
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
partitions; columns; ceilings; and interior wainscoting, panel-
ing or other finish applied structurally or for decoration,
acoustical correction, surface insulation, structural fire resis-
tance or similar purposes, but not including trim.
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.
INTUMESCENT FIRE-RESISTANT COATINGS. Thin
film liquid mixture applied to substrates by brush, roller,
spray or trowel which expands into a protective foamed layer
to provide fire-resistant protection of the substrates when
exposed to flame or intense heat.
JOINT. The opening in or between adjacent assemblies that
is created due to building tolerances, or is designed to allow
independent movement of the building in any plane caused
by thermal, seismic, wind or any other loading.
[A] JURISDICTION. The governmental unit that has
adopted this code under due legislative authority.
L RATING. The air leakage rating of a through penetration
firestop system or a fire-resistant joint system when tested in
accordance with UL 1479 or UL 2079, respectively.
[A] LABEL. An identification applied on a product by the
manufacturer that contains the name of the manufacturer, the
function 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 material has been tested and evaluated by an
approved agency (see Section 1703.5 and "Inspection certifi-
cate," "Manufacturer's designation" and "Mark").
[A] LABELED. Equipment, materials or products to which
has been affixed a label, seal, symbol or other identifying
mark of a nationally recognized testing laboratory, inspection
agency or other organization concerned with product evalua-
tion that maintains periodic inspection of the production of
the above-labeled items and whose labeling indicates either
that the equipment, material or product meets identified stan-
dards or has been tested and found suitable for a specified
purpose.
LEVEL OF EXIT DISCHARGE. See "Exit discharge,
level of."
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-transmit-
ting 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-FRAME CONSTRUCTION. A type of construc-
tion whose vertical and horizontal structural elements are pri-
marily formed by a system of repetitive wood or cold-formed
steel framing members.
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.
LIMIT STATE. A condition beyond which a structure or
member becomes unfit for service and is judged to be no lon-
ger useful for its intended function (serviceability limit state)
or to be unsafe (strength limit state).
[Fj 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 ROOM.
A room in which Class I, II and EIA flammable or combusti-
ble liquids are used, dispensed or mixed in open containers.
[A] LISTED. Equipment, materials, products or services
included in a list published by an organization acceptable to
the building official and concerned with evaluation of prod-
ucts or services that maintains periodic inspection of produc-
tion of listed equipment or materials or periodic evaluation of
services and whose listing states either that the equipment,
material, product or service meets identified standards or has
been tested and found suitable for a specified purpose.
LIVE/WORK UNIT. A dwelling unit or sleeping unit in
which a significant portion of the space includes a nonresi-
dential use that is operated by the tenant.
26
2012 INTERNATIONAL BUILDING CODE®
DEFINITIONS
LIVE LOAD. A load produced by the use and occupancy of
the building or other structure that does not include construc-
tion or environmental loads such as wind load, snow load,
rain load, earthquake load, flood load or dead load.
LIVE LOAD, ROOF. A load on a roof produced:
1 . During maintenance by workers, equipment and mate-
rials;
2. During the life of the structure by movable objects such
as planters or other similar small decorative appurte-
nances that are not occupancy related; or
3. By the use and occupancy of the roof such as for roof
gardens or assembly areas.
LOAD AND RESISTANCE FACTOR DESIGN (LRFD).
A method of proportioning structural members and their con-
nections using load and resistance factors such that no appli-
cable limit state is reached when the structure is subjected to
appropriate 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
analysis that transforms the load into a load effect, and for the
probability that more than one extreme load will occur simul-
taneously.
LOADS. Forces or other actions that result from the weight
of building materials, occupants and their possessions, envi-
ronmental effects, differential movement and restrained
dimensional 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 "Nominal loads").
[A] LOT. A portion or parcel of land considered as a unit.
[A] LOT LINE. A line dividing one lot from another, or
from a street or any public place.
[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
sometimes referred to as "LEL" or "lower explosive limit."
LOWEST FLOOR. The floor of the lowest enclosed area,
including basement, but excluding any unfinished or flood-
resistant enclosure, usable solely for vehicle parking, build-
ing access or limited storage provided that such enclosure is
not built so as to render the structure in violation of Section
1612.
MAIN WINDFORCE-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
MALL BUILDING, COVERED and MALL BUILDING,
OPEN. See "Covered mall building."
[F] MANUAL FIRE ALARM BOX. A manually operated
device used to initiate an alarm signal.
[A] MANUFACTURER'S DESIGNATION. An identifica-
tion 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").
I A] MARK. An identification applied on a product by the
manufacturer indicating the name of the manufacturer and the
function of a product or material (see also "Inspection certifi-
cate," "Label" and "Manufacturer's designation").
MARQUEE. A canopy that has a top surface which is sloped
less than 25 degrees from the horizontal and is located less
than 10 feet (3.05 m) from operable openings above or adja-
cent to the level of the marquee.
MASONRY. A built-up construction or combination of
building units or materials of clay, shale, concrete, glass, gyp-
sum, 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
rectangular units having sawed, dressed or squared bed
surfaces, properly bonded and laid in mortar.
Coursed ashlar. Ashlar masonry laid in courses of stone
of equal height for each course, although different courses
shall be permitted to be of varying height.
Glass unit masonry. 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
patterns. When composed of material cut into modular
heights, discontinuous but aligned horizontal joints are
discernible.
Reinforced masonry. Masonry construction in which
reinforcement 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
tensile 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.
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 per-
cent or more of its gross cross-sectional area measured in
the same plane.
MASTIC FIRE-RESISTANT COATINGS. Liquid mix-
ture applied to a substrate by brush, roller, spray or trowel
2012 INTERNATIONAL BUILDING CODE®
27
DEFINITIONS
that provides fire-resistant protection of a substrate when
exposed to flame or intense heat.
MEANS OF EGRESS. A continuous and unobstructed path
of vertical and horizontal egress travel from any occupied
portion 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.
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 pro-
hibited above the street level.
MECHANICAL EQUIPMENT SCREEN. A rooftop struc-
ture, not covered by a roof, used to aesthetically conceal
plumbing, electrical or mechanical equipment from view.
MECHANICAL SYSTEMS. For the purposes of determin-
ing seismic loads in ASCE 7, mechanical systems shall
include plumbing systems as specified therein.
MEDICAL CARE. Care involving medical or surgical pro-
cedures, nursing or for psychiatric purposes.
MEMBRANE-COVERED CABLE STRUCTURE. A
nonpressurized structure in which a mast and cable system
provides support and tension to the membrane weather bar-
rier 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
provides the weather barrier.
MEMBRANE PENETRATION. A breach in one side of a
floor-ceiling, roof-ceiling or wall assembly to accommodate
an item installed into or passing through the breach.
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
protective membrane in order to accommodate cables, cable
trays, conduit, tubing, pipes or similar items.
MEMBRANE-PENETRATION FIRESTOP SYSTEM.
An assemblage consisting of a fire-resistance-rated floor-ceil-
ing, roof-ceiling or wall assembly, one or more penetrating
items installed into or passing through the breach in one side
of the assembly and the materials or devices, or both,
installed to resist the spread of fire into the assembly for a
prescribed period of time.
MERCHANDISE PAD. A merchandise pad is an area for
display of merchandise surrounded by aisles, permanent fix-
tures 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.
METAL COMPOSITE MATERIAL (MCM). A factory-
manufactured panel consisting of metal skins bonded to both
faces of a plastic core.
METAL COMPOSITE MATERIAL (MCM) SYSTEM.
An exterior wall covering fabricated using MCM in a specific
assembly including joints, seams, attachments, substrate,
framing and other details as appropriate to a particular design.
METAL ROOF PANEL. An interlocking metal sheet hav-
ing a minimum installed weather exposure of 3 square feet
(0.279 m 2 ) per sheet.
METAL ROOF SHINGLE. An interlocking metal sheet
having an installed weather exposure less than 3 square feet
(0.279 m 2 ) per sheet.
MEZZANINE. An intermediate level or levels between the
floor and ceiling of any story and in accordance with Section
505.
MICROPILE. A micropile is a bored, grouted-in-place deep
foundation element that develops its load-carrying capacity
by means of a bond zone in soil, bedrock or a combination of
soil and bedrock.
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.
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.
MODIFIED BITUMEN ROOF COVERING. One or more
layers of polymer-modified asphalt sheets. The sheet materi-
als shall be fully adhered or mechanically attached to the sub-
strate or held in place with an approved ballast layer.
MORTAR. A mixture consisting of cementitious materials,
fine aggregates, water, with or without admixtures, that is
used to construct unit masonry assemblies.
MORTAR, SURFACE-BONDING. A mixture to bond
concrete masonry units that contains hydraulic cement, glass
fiber reinforcement with or without inorganic fillers or
organic modifiers and water.
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.
[F] MULTIPLE-STATION ALARM DEVICE. Two or
more single-station alarm devices that can be interconnected
such that actuation of one causes all integral or separate audi-
ble alarms to operate. It also can consist of one single-station
alarm device having connections to other detectors or to a
manual fire alarm box.
[F] MULTIPLE-STATION SMOKE ALARM. Two or
more single-station alarm devices that are capable of inter-
connection such that actuation of one causes the appropriate
alarm signal to operate in all interconnected alarms.
MULTISTORY UNIT. A dwelling unit or sleeping unit with
tiabitable space located on more than one story.
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
diaphragm or shear wall.
28
2012 INTERNATIONAL BUILDING CODE®
DEFINITIONS
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 except for the occasional piece with corner
sapwood, provided 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, Alaska yellow cedar, East-
ern red cedar and both heartwood and all sapwood of
Western red cedar.
NOMINAL LOADS. The magnitudes of the loads specified
in Chapter 16 (dead, live, soil, wind, snow, rain, flood and
earthquake).
NOMINAL SIZE (LUMBER). The commercial size desig-
nation of width and depth, in standard sawn lumber and
glueddaminated lumber grades; somewhat larger than the
standard net size of dressed lumber, in accordance with
DOCPS 20 for sawn lumber and with the AF&PA NDS for
glued-laminated lumber.
NONCOMBUSTIBLE MEMBRANE STRUCTURE. A
membrane structure in which the membrane and all compo-
nent parts of the structure are noncombustible.
[F] NORMAL TEMPERATURE AND PRESSURE
(NTP). A temperature of 70°F (21 °C) and a pressure of 1
atmosphere [14.7 psia (101 kPa)].
NOSING. The leading edge of treads of stairs and of land-
ings at the top of stairway flights.
[F] NOTIFICATION ZONE. See "Zone, notification."
[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.
NURSING HOMES. Facilities that provide care, including
both intermediate care facilities and skilled nursing facilities
where any of the persons are incapable of self-preservation.
OCCUPANT LOAD. The number of persons for which the
means of egress of a building or portion thereof is designed.
OCCUPIABLE SPACE. A room or enclosed space
designed for human occupancy in which individuals congre-
gate for amusement, educational or similar purposes or in
which occupants are engaged at labor, and which is equipped
with means of egress and light and ventilation facilities meet-
ing the requirements of this code.
OPEN PARKING GARAGE. A structure or portion of a
structure with the openings as described in Section 406.5.2 on
two or more sides that is used for the parking or storage of
private motor vehicles as described in Section 406.5.3.
[F] OPEN SYSTEM. The use of a solid or liquid hazardous
material 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 atmo-
sphere during normal operations. Examples of open systems
for solids and liquids include dispensing from or into open
beakers or containers, dip tank and plating tank operations.
[F] OPERATING BUILDING. A building occupied in con-
junction with the manufacture, transportation or use of explo-
sive materials. Operating buildings are separated from one
another with the use of intraplant or intraline distances
ORDINARY PRECAST STRUCTURAL WALL. See
Section 1905.1.1.
ORDINARY REINFORCED CONCRETE STRUC-
TURAL WALL. See Section 1905.1.1.
ORDINARY STRUCTURAL PLAIN CONCRETE
WALL. See Section 1905.1.1.
[F] ORGANIC PEROXIDE. An organic compound that
contains the bivalent -O-O- structure and which may be con-
sidered to be a structural derivative of hydrogen peroxide
where one or both of the hydrogen atoms have been replaced
by an organic radical. Organic peroxides can pose an explo-
sion hazard {detonation 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 deflagra-
tion but not detonation.
Class II. Those formulations that burn very rapidly and
that pose a moderate reactivity hazard.
Class III. Those formulations that burn rapidly and that
pose a moderate reactivity hazard.
Class IV. Those formulations that burn in the same man-
ner as ordinary combustibles and that pose a minimal reac-
tivity hazard.
Class V. Those formulations that burn with less intensity
than ordinary combustibles or do not sustain combustion
and that pose no reactivity hazard.
Unclassified detonable. Organic peroxides that are capa-
ble of detonation. These peroxides pose an extremely high
explosion hazard through rapid explosive decomposition.
ORTHOGONAL. To be in two horizontal directions, at 90
degrees (1.57 rad) to each other.
OTHER STRUCTURES. Structures, other than buildings,
for which loads are specified in Chapter 16.
OUTPATIENT CLINIC. See "Clinic, outpatient."
[A] OWNER. Any person, agent, firm or corporation having
a legal or equitable interest in the property.
[F] OXIDIZER. A material that readily yields oxygen or
other oxidizing gas, or that readily reacts to promote or initi-
ate combustion of combustible materials and, if heated or
contaminated, can result in vigorous self-sustained decompo-
sition.
Class 4. An oxidizer that can undergo an explosive reac-
tion due to contamination or exposure to thermal or physi-
cal shock and that causes a severe increase in the burning
rate of combustible materials with which it comes into
contact. Additionally, the oxidizer causes a severe increase
in the burning rate and can cause spontaneous ignition of
combustibles.
2012 INTERNATIONAL BUILDING CODE®
29
DEFINITIONS
Class 3. An oxidizer that causes a severe increase in the
burning rate of combustible materials with which it comes
in contact.
Class 2. An oxidizer that will cause a moderate increase in
the burning rate of combustible materials with which it
comes in contact.
Class 1. An oxidizer that does not moderately increase the
burning rate of combustible materials.
[F] OXIDIZING GAS. A gas that can support and accelerate
combustion of other materials more than air does.
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.
PANIC HARDWARE. A door-latching assembly incorpo-
rating a device that releases the latch upon the application of
a force in the direction of egress travel. See also "Fire exit
hardware."
PART1CLEBOARD. A generic term for a panel primarily
composed of cellulosic materials (usually wood), generally in
the form of discrete pieces or particles, as distinguished from
fibers. The cellulosic material is combined with synthetic
resin or other suitable bonding system by a process in which
the interparticle bond is created by the bonding system under
heat and pressure.
PENETRATION FIRESTOP. A through-penetration fire-
stop or a membrane-penetration firestop.
PENTHOUSE. An enclosed, unoccupied rooftop structure
used for sheltering mechanical and electrical equipment,
tanks, elevators and related machinery, and vertical shaft
openings.
PERFORMANCE CATEGORY. A designation of wood
structural panels as related to the panel performance used in
Chapter 23.
[A] PERMIT. An official document or certificate issued by
the authority having jurisdiction which authorizes perfor-
mance of a specified activity.
[A] PERSON. An individual, heirs, executors, administrators
or assigns, and also includes a firm, partnership or corpora-
tion, its or their successors or assigns, or the agent of any of
the aforesaid.
PERSONAL CARE SERVICE. The care of persons who do
not require medical care. Personal care involves responsibil-
ity for the safety of the persons while inside the building
PHOTOLUMINESCENT. Having the property of emitting
light that continues for a length of time after excitation by
visible or invisible light has been removed.
PHOTOVOLTAIC MODULES/SHINGLES. A roof cov-
ering composed of flat-plate photovoltaic modules fabricated
in sheets that resemble three-tab composite shingles.
[F] PHYSICAL HAZARD. A chemical for which there is
evidence that it is a combustible liquid, cryogenic fluid,
explosive, flammable (solid, liquid or gas), organic peroxide
(solid or liquid), oxidizer (solid or liquid), oxidizing gas,
pyrophoric (solid, liquid or gas), unstable (reactive) material
(solid, liquid or gas) or water-reactive material (solid or liq-
uid),
[F] PHYSIOLOGICAL WARNING THRESHOLD
LEVEL. A concentration of air-borne contaminants, nor-
mally expressed in parts per million (ppm) or milligrams per
cubic meter (mg/m 3 ), 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 physiological warning threshold
levels are those consistent with the classification system used
to establish the PEL. See the definition of "Permissible expo-
sure limit (PEL)" in the International Fire Code.
PLACE OF RELIGIOUS WORSHIP. See "Religious wor-
ship, place of."
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.
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 over-
head hanging curtains, drops, scenery or stage effects other
than lighting and sound. A temporary platform is one
installed for not more than 30 days.
POLYPROPYLENE SIDING. A shaped material, made
principally from polypropylene homopolymer, or copolymer,
which in some cases contains fillers or reinforcements, that is
used to clad exterior walls of buildings.
PORCELAIN TILE. Porcelain tile shall conform to the
requirements of ANSI 137.1.3 for ceramic tile having an
absorption of 0.5 percent or less according to ANSI 137.4.1—
Class Table and ANSI 137.1.6.1 Allowable Properties by Tile
Type-Table 10.
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.
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.
PRESTRESSED MASONRY. Masonry in which internal
stresses have been introduced to counteract potential tensile
stresses in masonry resulting from applied loads.
PRIMARY FUNCTION. A primary function is a major
activity for which the facility is intended. Areas that contain a
primary function include, but are not limited to, the customer
service lobby of a bank, the dining area of a cafeteria, the
meeting rooms in a conference center, as well as offices and
30
2012 INTERNATIONAL BUILDING CODE 8
DEFINITIONS
other work areas in which the activities of the public accom-
modation 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.
PRIMARY STRUCTURAL FRAME. The primary struc-
tural frame shall include all of the following structural mem-
bers:
1. The columns;
2. Structural members having direct connections to the
columns, including girders, beams, trusses and span-
drels;
3. Members of the floor construction and roof construc-
tion having direct connections to the columns; and
4. Bracing members that are essential to the vertical sta-
bility of the primary structural frame under gravity
loading shall be considered part of the primary struc-
tural frame whether or not the bracing member carries
gravity 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.
PROSCENIUM WALL. The wall that separates the stage
from the auditorium or assembly seating area.
| PSYCHIATRIC HOSPITALS. See "Hospitals."
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.
[A] PUBLIC WAY. A street, alley or other parcel of land
open to the outside air leading to a street, that has been
deeded, dedicated or otherwise permanently appropriated to
the public for public use and which has a clear width and
height of not less than 10 feet (3048 mm).
[F] PYROPHORIC. A chemical with an auto-ignition tem-
perature in air, at or below a temperature of 1 30°F (54.4°C).
[F] PYROTECHNIC COMPOSITION. A chemical mix-
ture that produces visible light displays or sounds through a
self-propagating, heat-releasing chemical reaction which is
initiated by ignition.
RAMP. A walking surface that has a running slope steeper
than one unit vertical in 20 units horizontal (5-percent slope).
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.
[F] RECORD DRAWINGS. Drawings ("as builts") that
document the location of all devices, appliances, wiring
sequences, wiring methods and connections of the compo-
nents of a fire alarm system as installed.
REFLECTIVE PLASTIC CORE FOIL INSULATION.
An insulation material packaged in rolls, that is less than 0.5
inches thick, with at least one exterior low emittance surface
(0. 1 or less) and a core material containing voids or cells.
[A] REGISTERED DESIGN PROFESSIONAL. An indi-
vidual who is registered or licensed to practice their respec-
tive design profession as defined by the statutory
requirements of the professional registration laws of the state
or jurisdiction in which the project is to be constructed.
[A] REGISTERED DESIGN PROFESSIONAL IN
RESPONSIBLE CHARGE. A registered design profes-
sional engaged by the owner to review and coordinate certain
aspects of the project, as determined by the building official,
for compatibility with the design of the building or structure,
including submittal documents prepared by others, deferred
submittal documents and phased submittal documents.
RELIGIOUS WORSHIP, PLACE OF. A building or por-
tion thereof intended for the performance of religious ser-
vices.
[A] REPAIR. The reconstruction or renewal of any part of an
existing building for the purpose of its maintenance.
REROOFING. The process of recovering or replacing an
existing roof covering. See "Roof recover" and "Roof
replacement."
RESIDENTIAL AIRCRAFT HANGAR. An accessory
building less than 2,000 square feet (186 m 2 ) and 20 feet
(6096 mm) in building height constructed on a one- or two-
family property where aircraft are stored. Such use will be
considered as a residential accessory use incidental to the
dwelling.
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").
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.
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.
RISK CATEGORY. A categorization of buildings and other
structures for determination of flood, wind, snow, ice and
earthquake loads based on the risk associated with unaccept-
able performance.
RISK-TARGETED MAXIMUM CONSIDERED EARTH-
QUAKE (MCE R ) GROUND MOTION RESPONSE
ACCELERATIONS. The most severe earthquake effects con-
sidered by this code, determined for the orientation that results in
the largest maximum response to horizontal ground motions and
with adjustment for targeted risk.
ROOF ASSEMBLY (For application to Chapter 15 only).
A system designed to provide weather protection and resis-
tance 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 barrier, insulation,
vapor retarder and roof covering.
2012 INTERNATIONAL BUILDING CODE®
31
DEFINITIONS
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 constructed on top
of the exterior walls of a building or other supports for the
purpose of enclosing the story below, or sheltering an area, to
protect it from the elements, not including its supporting
members or vertical supports.
ROOF DRAINAGE, POSITIVE. See "Positive roof drain-
age."
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
existing roof covering, repairing any damaged substrate and
installing 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. A structure erected on top of the
roof deck or on top of any part of a building.
RUBBLE MASONRY. Masonry composed of roughly
shaped stones.
Coursed rubble. Masonry composed of roughly shaped
stones fitting approximately on level beds and well
bonded.
Random rubble. Masonry composed of roughly shaped
stones laid without regularity of coursing but well bonded
and fitted together to form well-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.
SALLYPORT. A security vestibule with two or more doors
or gates where the intended purpose is to prevent continuous
and unobstructed passage by allowing the release of only one
door or gate at a time.
SCISSOR STAIR. Two interlocking stairways providing
two separate paths of egress located within one stairwell
enclosure.
SCUPPER. An opening in a wall or parapet that allows water
to drain from a roof.
SECONDARY MEMBERS. The following structural mem-
bers shall be considered secondary members and not part of
the primary structural frame:
1. Structural members not having direct connections to
the columns;
2. Members of the floor construction and roof construe- I
tion not having direct connections to the columns; and j
3. Bracing members other than those that are part of the
primary structural frame.
SEISMIC DESIGN CATEGORY. A classification
assigned to a structure based on its risk 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
provide the required resistance to the prescribed seismic
forces.
SELF-CLOSING. As applied to afire door or other opening
protective, means equipped with an device that will ensure
closing after having been opened.
SELF-LUMINOUS. Illuminated by a self-contained power
source, other than batteries, and operated independently of
external power sources.
SELF-PRESERVATION, INCAPABLE OF. See "Incapa-
ble of self-preservation."
SELF-SERVICE STORAGE FACILITY. Real property
designed and used for the purpose of renting or leasing indi-
vidual storage spaces to customers for the purpose of storing
and removing personal property on a self-service basis.
[F] SERVICE CORRIDOR. A fully enclosed passage used
for transporting HPM and purposes other than required
means of egress.
SERVICE ENTRANCE. An entrance intended primarily for
delivery of goods or services.
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.
SHALLOW FOUNDATION. A shallow foundation is an
individual or strip footing, a mat foundation, a slab-on-grade
foundation or a similar foundation element.
SHEAR WALL. (For Chapter 23) A wall designed to resist
lateral forces parallel 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 4.3.4 of AF&PA SDPWS.
SHEAR WALL (For Chapter 21)
Detailed 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.
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 2106.1.
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2012 INTERNATIONAL BUILDING CODE 8
DEFINITIONS
Intermediate reinforced masonry shear wall. A
masonry shear wall designed to resist lateral forces consid-
ering stresses in reinforcement, and designed in accor-
dance with Section 2106.1.
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.
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.
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.
Special prestressed masonry shear wall. A prestressed
masonry shear wall designed to resist lateral forces consid-
ering stresses in reinforcement and designed in accordance
with Section 2106.1 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.
SINGLE-PLY MEMBRANE. A roofing membrane that is
field applied using one layer of membrane material (either
homogeneous or composite) rather than multiple layers.
[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
supply either in the unit or obtained at the point of installa-
tion.
SITE. A parcel of land bounded by a lot line or a designated
portion of a public right-of-way.
SITE CLASS. A classification assigned to a site based on the
types of soils present and their engineering properties as
defined in Section 1613.3.2.
SITE COEFFICIENTS. The values of F a and F v indicated
in Tables 1613.3.3(1) and 1613.3.3(2), respectively.
SITE-FABRICATED STRETCH SYSTEM. A system,
fabricated on site and intended for acoustical, tackable or aes-
thetic purposes, that is comprised of three elements:
1 . A frame (constructed of plastic, wood, metal or other
material) used to hold fabric in place,
2. A core material (infill, with the correct properties for
the application), and
3. An outside layer, comprised of a textile, fabric or vinyl,
that is stretched taut and held in place by tension or
mechanical fasteners via the frame.
SKYLIGHT, UNIT. A factory-assembled, glazed fenestra-
tion 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 mate-
rial in skylights, including unit skylights, solariums, sun-
rooms, roofs and sloped walls, are included in this definition.
SLEEPING UNIT. A room or space in which people sleep,
which can also include permanent provisions for living, eat-
ing, 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. A single- or multiple-station alarm
responsive to smoke. See also definitions of "Multiple-sta-
tion smoke alarm" and "Single station smoke alarm."
SMOKE BARRIER. A continuous membrane, either verti-
cal 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 listed 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 afire command center.
[F] SMOKE DETECTOR. A listed device that senses visi-
ble or invisible particles of combustion.
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.
SMOKE-PROTECTED ASSEMBLY SEATING. Seating
served by means of egress that is not subject to smoke accu-
mulation within or under a structure.
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 build-
ing into the enclosure is limited.
[F] SOLID. A material that has a melting point, decomposes
or sublimes at a temperature greater than 68°F (20°C).
SPECIAL AMUSEMENT BUILDING. A special amuse-
ment building is any temporary or permanent building or por-
tion thereof that is occupied for amusement, entertainment or
educational purposes and that contains a device or system
that conveys passengers or provides a walkway along, around
or over a course in any direction so arranged that the means of
egress path is not readily apparent due to visual or audio dis-
tractions or is intentionally confounded or is not readily avail-
able because of the nature of the attraction or mode of
conveyance through the building or structure.
SPECIAL FLOOD HAZARD AREA. The land area sub-
ject to flood hazards and shown on a Flood Insurance Rate
Map or other flood hazard map as Zone A, AE, A 1-30, A99,
AR, AO, AH, V, VO, VE or VI -30.
SPECIAL INSPECTION. Inspection of construction requir-
ing the expertise of an approved special inspector in order to
2012 INTERNATIONAL BUILDING CODE®
33
DEFINITIONS
ensure compliance with this code and the approved construc-
tion documents.
Continuous special inspection. Special inspection by the
special inspector who is present when and where the work
to be inspected is being performed.
Periodic special inspection. Special inspection by the
special inspector who is intermittently present where the
work to be inspected has been or is being performed.
SPECIAL INSPECTOR. A qualified person employed or
retained by an approved agency and approvedby the building
official as having the competence necessary to inspect a par-
ticular type of construction requiring special inspection.
SPECIAL STRUCTURAL WALL. See Section 1905.1.1.
SPECIFIED. Required by construction documents.
SPECIFIED COMPRESSIVE STRENGTH OF
MASONRY, f' m . 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 f' m is under the radical sign, the square root of
numerical value only is intended and the result has units of
pounds per square inch (psi) (MPa).
SPLICE. The result of a factory and/or field method of join-
ing or connecting two or more lengths of a fire-resistant joint
system, into a continuous entity.
SPRAYED FIRE-RESISTANT MATERIALS. Cementi-
tious or fibrous materials that are sprayed to provide fire-
resistant protection of the substrates.
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.
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.
STAIR. A change in elevation, consisting of one or more ris-
ers.
STAIR, SCISSOR. See "Scissor stair."
STAIRWAY. One or more flights of stairs, either exterior or
interior, with the necessary landings and platforms connect-
ing them, to form a continuous and uninterrupted passage
from one level to another.
STAIRWAY, EXIT ACCESS. See "Exit access stairway."
STAIRWAY, EXTERIOR. A stairway that is open on at
least one side, except for required structural columns, beams,
handrails and guards. The adjoining open areas shall be
either yards, courts or public ways. The other sides of the
exterior stairway need not be open.
STAIRWAY, INTERIOR. A stairway not meeting the defi-
nition of an exterior stairway.
STAIRWAY, INTERIOR EXIT. See "Interior exit stair-
way."
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 support-
ing column.
[F] STANDPIPE SYSTEM, CLASSES OF. Standpipe
classes are as follows:
Class I system. A system providing 2'/ 2 -inch (64 mm)
hose connections to supply water for use by fire depart-
ments and those trained in handling heavy fire streams.
Class II system. A system providing l'/,-inch (38 mm)
hose stations to supply water for use primarily by the
building occupants or by the fire department during initial
response.
Class III system. A system providing l'/ 2 -inch (38 mm)
hose stations to supply water for use by building occu-
pants and 2'/ 2 -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 fol-
lows:
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
automatically.
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 depart-
ment 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
system but does not have a water supply capable of deliv-
ering the system demand attached to the system. Manual-
wet standpipe systems require water from a fire depart-
ment 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 activa-
tion of a remote control device located at a hose connec-
tion. A remote control activation device shall be provided
at each hose connection. The water supply for a semiauto-
matic dry standpipe system shall be capable of supplying
the system demand.
START OF CONSTRUCTION. The date of 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
34
2012 INTERNATIONAL BUILDING CODE®
DEFINITIONS
permanent construction of a building (including a manufac-
tured home) on a site, such as the pouring of a slab or foot-
ings, installation of pilings or construction of columns.
Permanent construction does not include land preparation
(such as clearing, excavation, grading or filling), the installa-
tion of streets or walkways, excavation for a basement, foot-
ings, piers or foundations, the erection of temporary forms or
the installation of accessory buildings such as garages or
sheds not occupied as dwelling units or not part of the main
building. For a substantial improvement, the actual "start of
construction" 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.
STEEL CONSTRUCTION, COLD-FORMED. That type
of construction made up entirely or in part of steel structural
members cold formed to shape from sheet or strip steel such
as roof deck, floor and wall panels, studs, floor joists, roof
joists and other structural elements.
STEEL JOIST. Any steel structural member of a building or
structure made of hot-rolled or cold-formed solid or open-
web sections, or riveted or welded bars, strip or sheet steel
members, or slotted and expanded, or otherwise deformed
rolled sections.
STEEL MEMBER, STRUCTURAL. Any steel structural
member of a building or structure consisting of a rolled steel
structural shape other than cold-formed steel, or steel joist
members.
STEEP SLOPE. A roof slope greater than two units vertical
in 12 units horizontal (17-percent slope).
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 sur-
faces and bonded by mortar.
Rubble stone masonry. Stone masonry composed of
irregular-shaped units bonded by mortar.
[F] STORAGE, HAZARDOUS MATERIALS. The keep-
ing, retention or leaving of hazardous materials in closed con-
tainers, tanks, cylinders, or similar vessels; or vessels
supplying operations through closed connections to the ves-
sel.
STORM SHELTER. A building, structure or portions
thereof, constructed in accordance with ICC 500 and desig-
nated for use during a severe wind storm event, such as a hur-
ricane or tornado.
Community storm shelter. A storm shelter not defined as
a "Residential Storm Shelter."
Residential storm shelter. A storm shelter serving occu-
pants of dwelling units and having an occupant load not
exceeding 16 persons.
STORY. That portion of a building included between the
upper surface of a floor and the upper surface of the floor or
roof next above (also see "Basement," "Building height,"
"Grade plane " and "Mezzanine"). It is measured as the verti-
cal distance from top to top of two successive tiers of beams
or finished floor surfaces and, for the topmost story, from the
top of the floor finish to the top of the ceiling joists or, where
there is not a ceiling, to the top of the roof rafters.
STORY ABOVE GRADE PLANE. Any story having its
finished floor surface entirely above grade plane, or in which
the finished surface of the floor next above is:
1 . More than 6 feet (1 829 mm) above grade plane; or
2. More than 12 feet (3658 mm) above the finished
ground level at any point.
STRENGTH (For Chapter 21).
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
application of any strength-reduction factors.
Required strength. Strength of a member or cross section
required to resist factored loads.
STRENGTH (For Chapter 16).
Nominal strength. The capacity of a structure or member
to resist the effects of loads, as determined by computa-
tions using specified material strengths and dimensions
and equations derived from accepted principles of struc-
tural mechanics or by field tests or laboratory tests of
scaled models, allowing for modeling effects and differ-
ences between laboratory and field conditions.
Required strength. Strength of a member, cross section
or connection required to resist factored loads or related
internal moments and forces in such combinations as stip-
ulated by these provisions.
Strength Design. A method of proportioning structural
members such that the computed forces produced in the
members 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.
STRUCTURAL COMPOSITE LUMBER. Structural
member manufactured using wood elements bonded together
with exterior adhesives. Examples of structural composite
lumber are:
Laminated strand lumber (LSL). A compsite of wood
strand elements with wood fibers primarily oriented along
the length of the member, where the least dimension of the
wood strand elements is 0.10 inches (2.54 mm) or less and
their average lengths are a minimum of 150 times the least
dimension of the wood strand elements.
Laminated veneer lumber (LVL). A composite of wood
veneer sheet elements with wood fibers primarily oriented
along the length of the member, where the veneer element
thicknesses are 0.25 inches (6.4 mm) or less.
Oriented strand lumber (OSL). A composite of wood
strand elements with wood fibers primarily oriented along
the length of the member, where the least dimension of the
wood strand elements is 0.10 inches (2.54 mm) or less and
their average lengths are a minimum of 75 times and less
than 1 50 times the least dimension of the wood strand ele-
ments.
2012 INTERNATIONAL BUILDING CODE®
35
DEFINITIONS
Parallel strand lumber (PSL). A composite of wood
strand elements with wood fibers primarily oriented along
the length of the member where the least dimension of the
wood strand elements is 0.25 inches (6.4 mm) or less and
their average lengths are a minimum of 300 times the least
dimension of the wood strand elements.
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.
STRUCTURAL OBSERVATION. The visual observation
of the structural system by a registered design professional
for general conformance to the approved construction docu-
ments. Structural observation does not include or waive the
responsibility for the inspection required by Section 110,
1705 or other sections of this code.
[A] STRUCTURE. That which is built or constructed.
SUBDIAPHRAGM. A portion of a larger wood diaphragm
designed to anchor and transfer local forces to primary dia-
phragm struts and the main diaphragm.
SUBSTANTIAL DAMAGE. Damage of any origin sus-
tained by a structure whereby the cost of restoring the struc-
ture 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, recon-
struction, rehabilitation, addition or improvement of a build-
ing 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 sus-
tained substantial damage, any repairs are considered sub-
stantial 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 viola-
tions identified by the building official and that are the
minimum necessary to assure safe living conditions.
2. Any alteration of a historic structure provided that the
alteration will not preclude the structure's continued
designation as a historic structure.
SUBSTANTIAL STRUCTURAL DAMAGE. A condition
where:
1. In any story, the vertical elements of the lateral force-
resisting system have suffered damage such that the lat-
eral load-carrying capacity of the structure in any hori-
j zontal direction has been reduced by more than 33
percent from its predamage condition; or
2. The capacity of any vertical gravity load-carrying com-
ponent, or any group of such components, that supports
more than 30 percent of the total area of the structure's
floors and roofs has been reduced more than 20 percent
from its predamage condition and the remaining capac-
ity of such affected elements, with respect to all dead
and live loads, is less than 75 percent of that required
by this code for new buildings of similar structure, pur-
pose and location.
[E] SUNROOM. A one-story structure attached to a building
with a glazing area in excess of 40 percent of the gross area of
the structure's exterior walls and roof.
[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
protection 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
features 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 mainte-
nance features of related systems.
SUSCEPTIBLE BAY. A roof or portion thereof with:
1. A slope less than V 4 -inch per foot (0.0208 rad); or
2. On which water is impounded upon it, in whole or in
part, and the secondary drainage system is functional
but the primary drainage system is blocked.
A roof surface with a slope of V 4 -inch per foot (0.0208
rad) or greater towards points of free drainage is not a suscep-
tible bay.
SWIMMING POOL. 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.
T RATING. The time period that the penetration firestop
system, including the penetrating item, limits the maximum
temperature rise to 325°F (163°C) above its initial tempera-
ture through the penetration on the nonfire side when tested
in accordance with ASTM E 814 or UL 1479.
TECHNICAL PRODUCTION AREA. Open elevated
areas or spaces intended for entertainment technicians to
walk on and occupy for servicing and operating entertain-
ment technology systems and equipment. Galleries, includ-
ing fly and lighting galleries, gridirons, catwalks, and similar
areas are designed for these purposes.
TECHNICALLY INFEASIBLE. An alteration of a build-
ing or a facility that has little likelihood of being accom-
plished 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 exist-
ing physical or site constraints prohibit modification or addi-
tion of elements, spaces or features which are in full and strict
36
2012 INTERNATIONAL BUILDING CODE®
DEFINITIONS
compliance with the minimum requirements for new con-
struction and which are necessary to provide accessibility.
TENT. A structure, enclosure or shelter, with or without
sidewalls or drops, constructed of fabric or pliable material
supported in any manner except by air or the contents it pro-
tects.
[E] THERMAL ISOLATION. A separation of conditioned
spaces, between a sunroom and a dwelling unit, consisting of
existing or new walls, doors or windows.
THERMOPLASTIC MATERIAL. A plastic material that
is capable of being repeatedly softened by increase of temper-
ature and hardened by decrease of temperature.
THERMOSETTING MATERIAL. A plastic material that
is capable of being changed into a substantially nonreform-
able product when cured.
THIN-BED MORTAR. Mortar for use in construction of
AAC unit masonry v/ith joints 0.06 inch (1.5 mm) or less.
THROUGH PENETRATION. A breach in both sides of a
floor, floor-ceiling or wall assembly to accommodate an item
passing through the breaches.
THROUGH-PENETRATION FIRESTOP SYSTEM. An
assemblage consisting of a fire-resistance-rated floor, floor-
ceiling, or wall assembly, one or more penetrating items pass-
ing through the breaches in both sides of the assembly and the
materials or devices, or both, installed to resist the spread of
fire through the assembly for a prescribed period of time.
TIE-DOWN (HOLD-DOWN). A device used to resist uplift
of the chords of shear walls.
TIE, WALL. Metal connector that connects wythes of
masonry walls together.
TILE, STRUCTURAL CLAY. A hollow masonry unit
composed of burned clay, shale, fire clay or mixture thereof,
and having parallel cells.
[F] TIRES, BULK STORAGE OF. Storage of tires where
the area available for storage exceeds 20,000 cubic feet (566
m 3 ).
[A] TOWNHOUSE. A single-family dwelling unit con-
structed 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. A chemical falling within any of the following
categories:
1. A chemical that has a median lethal dose (LD 50 ) of
more than 50 milligrams per kilogram, but not more
than 500 milligrams per kilogram of body weight when
administered orally to albino rats weighing between
200 and 300 grams each.
2. A chemical that has a median lethal dose (LD 50 ) 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 kilo-
grams each.
3. A chemical that has a median lethal concentration
(LC 50 ) 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 milligrams per liter of mist, fume or dust, when
administered by continuous inhalation for 1 hour (or
less if death occurs within 1 hour) to albino rats weigh-
ing between 200 and 300 grams each.
TRANSIENT. Occupancy of a dwelling unit or sleeping unit
for not more than 30 days.
TRANSIENT AIRCRAFT. Aircraft based at another loca-
tion and that is at the transient location for not more than 90
days.
TREATED WOOD. Wood and wood-based materials that
use vacuum-pressure impregnation processes to enhance fire
retardant or preservative properties.
Fire-retardant-treated wood. Pressure-treated lumber
and plywood that exhibit reduced surface-burning charac-
teristics and resist propagation of fire.
Preservative-treated wood. Pressure-treated wood prod-
ucts that exhibit reduced susceptibility to damage by
fungi, insects or marine borers.
TRIM. Picture molds, chair rails, baseboards, handrails,
door and window frames and similar decorative or protective
materials used in fixed applications.
[F] TROUBLE SIGNAL. A signal initiated by the fire
alarm system or device indicative of a fault in a monitored
circuit or component.
TUBULAR DAYLIGHTING DEVICE (TDD). A non-
operable fenestration unit primarily designed to transmit day-
light from a roof surface to an interior ceiling via a tubular
conduit. The basic unit consists of an exterior glazed weather-
ing surface, a light-transmitting tube with a reflective interior
surface, and an interior-sealing device such as a translucent
ceiling panel. The unit can be factory assembled, or field-
assembled from a manufactured kit.
24-HOUR CARE. See "24-hour care" located preceding
"AAC masonry."
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 Al 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 A 1 1 7. 1 , consistent
with the design and construction requirements of the federal
Fair Housing Act.
UNDERLAYMENT. One or more layers of felt, sheathing
paper, nonbituminous saturated felt or other approved mate-
rial over which a steep-slope roof covering is applied.
UNIT SKYLIGHT. See "Skylight, unit."
[F] UNSTABLE (REACTIVE) MATERIAL. A material,
other than an explosive, which in the pure state or as commer-
cially produced, will vigorously polymerize, decompose,
condense or become self-reactive and undergo other violent
chemical changes, including explosion, when exposed to
2012 INTERNATIONAL BUILDING CODE®
37
DEFINITIONS
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 fol-
lows:
Class 4. Materials that in themselves are readily capable
of detonation or explosive decomposition or explosive
reaction at normal temperatures and pressures. This class
includes materials that are sensitive to mechanical or
localized thermal shock at normal temperatures and pres-
sures.
Class 3. Materials that in themselves are capable of deto-
nation 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 mechan-
ical shock at elevated temperatures and pressures.
Class 2. Materials that in themselves are normally unsta-
ble and readily undergo violent chemical change but do
not detonate. This class includes materials that can
undergo chemical 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.
[F] USE (MATERIAL). Placing a material into action,
including solids, liquids and gases.
VAPOR PERMEABLE MEMBRANE. The property of
having a moisture vapor permeance rating of 10 perms (5.7 x
10-10 kg/Pa x s x m 2 ) or greater, when tested in accordance
with the desiccant method using Procedure A of ASTM E 96.
A vapor permeable material permits the passage of moisture
vapor.
VAPOR RETARDER CLASS. A measure of a material or
assembly's ability to limit the amount of moisture that passes
through that material or assembly. Vapor retarder class shall
be defined using the desiccant method of ASTM E 96 as fol-
lows:
Class I: 0.1 perm or less.
Class II: 0.1 < perm < 1 .0 perm.
Class III: 1.0 < perm < 10 perm.
VEHICLE BARRIER. A component or a system of compo-
nents, near open sides of a garage floor or ramp or building
walls that act as restraints for vehicles.
VEHICULAR GATE. A gate that is intended for use at a
vehicular entrance or exit to a facility, building or portion
thereof, and that is not intended for use by pedestrian traffic.
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.
[M] VENTILATION. The natural or mechanical process of
supplying conditioned or unconditioned air to, or removing
such air from, any space.
VINYL SIDING. A shaped material, made principally from
rigid polyvinyl chloride (PVC), that is used as an exterior
wall covering.
[F] VISIBLE ALARM NOTIFICATION APPLIANCE. A
notification appliance that alerts by the sense of sight.
WALKWAY, PEDESTRIAN. A walkway used exclusively
as a pedestrian trafficway.
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
airspace 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 wall. A wall built of con-
crete masonry units where the units are stacked dry, with-
out 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 multi-wvr/je wall built
of masonry units arranged to provide an air space between
the wythes and with the wythes bonded together with
masonry units.
Parapet wall. The part of any wall entirely above the roof
line.
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 (2919 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 1905.1.1.
[F] WATER-REACTIVE MATERIAL. A material that
explodes; violently reacts; produces flammable, toxic or other
hazardous gases; or evolves enough heat to cause autoigni-
tion or ignition of combustibles upon exposure to water or
moisture. Water-reactive materials are subdivided as follows:
Class 3. Materials that react explosively with water with-
out 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 moisture.
Class 1. Materials that react with water with some release
of energy, but not violently.
WATER-RESISTIVE BARRIER. A material behind an
exterior wall covering that is intended to resist liquid water
38
2012 INTERNATIONAL BUILDING CODE®
DEFINITIONS
that has penetrated behind the exterior covering from further
intruding into the exterior wall assembly.
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,
bulkheads 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.
[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.
WHEELCHAIR SPACE. A space for a single wheelchair
and its occupant.
WIND-BORNE DEBRIS REGION. Areas within hurri-
cane-prone regions located:
1. Within 1 mile (1.61 km) of the coastal mean high water
line where the ultimate design wind speed, V idl , is 130
mph (58 m/s) or greater; or
2. In areas where the ultimate design wind speed is 140
mph (63.6 m/s) or greater; or Hawaii.
For Risk Category II buildings and structures and Risk
Category III buildings and structures, except health care
facilities, the windborne debris region shall be based on Fig-
ure 1609 A. For Risk Category IV buildings and structures
and Risk Category III health care facilities, the windborne
debris region shall be based on Figure 1609B.
WINDFORCE-RESISTING SYSTEM, MAIN. See
"Main Windforce-Resisting System."
WIND SPEED, V ull . Ultimate design wind speeds.
WIND SPEED, V asd . Nominal design wind speeds.
WINDER. A tread with nonparallel edges.
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
[F] WIRELESS PROTECTION SYSTEM. A system or a
part of a system that can transmit and receive signals without
the aid of wire.
WOOD SHEAR PANEL. A wood floor, roof or wall com-
ponent 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
waterproof synthetic resins or other suitable bonding sys-
tems. Examples of wood structural panels are:
Composite panels. A wood structural panel that is com-
prised of wood veneer and reconstituted wood-based
material and bonded together with waterproof adhesive;
Oriented strand board (OSB). A mat-formed wood
structural panel comprised of thin rectangular wood
strands arranged in cross-aligned layers with surface lay-
ers normally 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 appli-
cation of heat and pressure.
[F] WORKSTATION. A defined space or an independent
principal piece of equipment using HPM within a fabrication
area where a specific function, laboratory procedure or
research activity occurs. Approved or listed hazardous mate-
rials storage cabinets, flammable liquid storage cabinets or
gas cabinets serving a workstation are included as part of the
workstation. A workstation is allowed to contain ventilation
equipment, fire protection devices, detection devices, electri-
cal devices and other processing and scientific equipment.
WYTHE. Each continuous, vertical section of a wall, one
masonry unit in thickness.
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. 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.
[F] ZONE, NOTIFICATION. An area within a building or
facility covered by notification appliances which are acti-
vated simultaneously.
2012 INTERNATIONAL BUILDING CODE 3
39
40 201 2 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
occupancy.
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 in this section. 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. Structures with multiple occupancies or uses shall
comply with Section 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 resembles, according to the fire safety and rela-
tive hazard involved.
1. Assembly (see Section 303): Groups A-l, 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-l
and F-2
5. High Hazard (see Section 307): Groups H-l, H-2, H-
3, H-4 and H-5
6. Institutional (see Section 308): Groups 1-1, 1-2, 1-3
and 1-4
7. Mercantile (see Section 309): Group M
8. Residential (see Section 310): Groups R-l, R-2, R-3
and R-4
9. Storage (see Section 311): Groups S-l 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.
303.1.1 Small buildings and tenant spaces. 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.
303.1.2 Small assembly spaces. The following rooms and
spaces shall not be classified as Assembly occupancies:
1. A room or space used for assembly purposes with
an occupant load of less than 50 persons and acces-
sory to another occupancy shall be classified as a
Group B occupancy or as part of that occupancy.
2. A room or space used for assembly purposes that is
less than 750 square feet (70 m 2 ) in area and acces-
sory to another occupancy shall be classified as a
Group B occupancy or as part of that occupancy.
303.1.3 Associated with Group E occupancies. A room
or space used for assembly purposes that is associated with
a Group E occupancy is not considered a separate occu-
pancy.
303.1.4 Accessory to places of religious worship.
Accessory religious educational rooms and religious audi-
toriums with occupant loads of less than 100 are not con-
sidered separate occupancies.
303.2 Assembly Group A-l. 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
303.3 Assembly Group A-2. Assembly uses intended for
food and/or drink consumption including, but not limited to:
Banquet halls
Casinos (gaming areas)
Nightclubs
Restaurants, cafeterias and similar dining facilities
(including associated commercial kitchens)
Taverns and bars
303.4 Assembly Group A-3. Assembly uses intended for
worship, recreation or amusement and other assembly uses
not classified elsewhere in Group A including, but not limited
to:
Amusement arcades
Art galleries
Bowling alleys
Community halls
Courtrooms
Dance halls (not including food or drink consumption)
Exhibition halls
Funeral parlors
Gymnasiums (without spectator seating)
Indoor swimming pools (without spectator seating)
Indoor tennis courts (without spectator seating)
Lecture halls
Libraries
2012 INTERNATIONAL BUILDING CODE®
41
USE AND OCCUPANCY CLASSIFICATION
Museums
Places of religious worship
Pool and billiard parlors
Waiting areas in transportation terminals
303.5 Assembly Group A-4. Assembly uses intended for
viewing of indoor sporting events and activities with specta-
tor seating including, but not limited to:
Arenas
Skating rinks
Swimming pools
Tennis courts
303.6 Assembly Group A-S. Assembly uses intended for
participation in or viewing outdoor activities including, but
not limited to:
Amusement park structures
Bleachers
Grandstands
Stadiums
SECTION 304
BUSINESS GROUPS
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 trans-
actions, including storage of records and accounts. Business
occupancies shall include, but not be limited to, the follow-
SECTION 305
EDUCATIONAL GROUP E
305.1 Educational Group E. Educational Group E occu-
pancy includes, among others, the use of a building or struc-
ture, or a portion thereof, by six or more persons at any one
time for educational purposes through the 12th grade.
305.1.1 Accessory to places of religious worship. Reli-
gious educational rooms and religious auditoriums, which
are accessory to places of religious worship in accordance
with Section 303.1.4 and have occupant loads of less than
100, shall be classified as Group A-3 occupancies.
305.2 Group E, day care facilities. This group includes
buildings and structures or portions thereof occupied by more
than five children older than 2'/ 2 years of age who receive
educational, supervision or personal care services for fewer
than 24 hours per day.
305.2.1 Within places of religious worship. Rooms and
spaces within places of religious worship providing such
day care during religious functions shall be classified as
part of the primary occupancy.
305.2.2 Five or fewer children. A facility having five or
fewer children receiving such day care shall be classified
as part of the primary occupancy.
305.2.3 Five or fewer children in a dwelling unit. A
facility such as the above within a dwelling unit and hav-
ing five or fewer children receiving such day care shall be
classified as a Group R-3 occupancy or shall comply with
the International Residential Code.
Airport traffic control towers
Ambulatory care facilities
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
304.2 Definitions. The following terms are defined in Chap-
ter 2:
AMBULATORY CARE FACILITY.
CLINIC, OUTPATIENT.
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
processing operations that are not classified as a Group H
hazardous or Group S storage occupancy.
306.2 Moderate-hazard factory industrial, Group F-l.
Factory industrial uses which are not classified as Factory
Industrial F-2 Low Hazard shall be classified as F-l Moder-
ate Hazard and shall include, but not be limited to, the follow-
ing:
Aircraft (manufacturing, not to include repair)
Appliances
Athletic equipment
Automobiles and other motor vehicles
Bakeries
Beverages: over 16-percent alcohol content
Bicycles
Boats
Brooms or brushes
Business machines
Cameras and photo equipment
Canvas or similar fabric
Carpets and rugs (includes cleaning)
Clothing
42
2012 INTERNATIONAL BUILDING CODE®
USE AND OCCUPANCY CLASSIFICATION
Construction and agricultural machinery
Disinfectants
Dry cleaning and dyeing
Electric generation plants
Electronics
Engines (including rebuilding)
Food processing and commercial kitchens not associated
with restaurants, cafeterias and similar dining facilities
Furniture
Hemp products
Jute products
Laundries
Leather products
Machinery
Metals
Millwork (sash and 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 Low-hazard factory industrial, Group F-2. Factory
industrial uses that involve the fabrication or manufacturing
of noncombustible materials which during finishing, packing
or processing do not involve a significant fire hazard shall be
classified as F-2 occupancies and shall include, but not be
limited to, the following:
Beverages: up to and including 16-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
occupancy includes, among others, the use of a building or
structure, or a portion thereof, that involves the manufactur-
ing, processing, generation or storage of materials that consti-
tute a physical or health hazard in quantities in excess of
those allowed in control areas complying with Section 414,
based on the maximum allowable quantity limits for control
areas set forth in Tables 307.1(1) and 307.1(2). Hazardous
occupancies are classified in Groups H-l, H-2, H-3, H-4 and
H-5 and shall be in accordance with this section, the require-
ments of Section 415 and the International Fire Code. Haz-
ardous materials stored, or used on top of roofs or canopies
shall be classified as outdoor storage or use and shall comply
with the International Fire Code.
Exceptions: The following shall not be classified as
Group H, but shall be classified as the occupancy that they
most nearly resemble.
1 . Buildings and structures occupied for the applica-
tion of flammable finishes, provided that such
buildings or areas conform to the requirements of
Section 416 and the International Fire Code.
2. Wholesale and retail sales and storage of flamma-
ble and combustible liquids in mercantile occupan-
cies conforming to the International Fire Code.
3. Closed piping system containing flammable or
combustible liquids or gases utilized for the opera-
tion of machinery or equipment.
4. 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
constructed in accordance with Section 707 or 1-
hour horizontal assemblies constructed in accor-
dance with Section 71 1, or both.
5. Cleaning establishments that utilize a liquid sol-
vent having a flash point at or above 200°F (93°C).
6. Liquor stores and distributors without bulk storage.
7. Refrigeration systems.
8. The storage or utilization of materials for agricul-
tural purposes on the premises.
9. Stationary batteries utilized for facility emergency
power, uninterruptable power supply or telecom-
munication facilities, provided that the batteries
are provided with safety venting caps and ventila-
tion is provided in accordance with the Interna-
tional Mechanical Code.
10. Corrosives shall not include personal or household
products in their original packaging used in retail
display or commonly used building materials.
1 1 . Buildings and structures occupied for aerosol stor-
age shall be classified as Group S-l, provided that
such buildings conform to the requirements of the
International Fire Code.
12. Display and storage of nonflammable solid and
nonflammable 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.
13. The storage of black powder, smokeless propel] ant
and small arms primers in Groups M and R-3 and
2012 INTERNATIONAL BUILDING CODE®
43
USE AND OCCUPANCY CLASSIFICATION
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.
[F] 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 terms are defined in
Chapter 2:
AEROSOL.
Level 1 aerosol products.
Level 2 aerosol products.
Level 3 aerosol products.
AEROSOL CONTAINER.
BALED COTTON.
BALED COTTON, DENSELY PACKED.
BARRICADE.
Artificial barricade.
Natural barricade.
BOILING POINT.
CLOSED SYSTEM.
COMBUSTIBLE DUST.
COMBUSTIBLE FIBERS.
COMBUSTIBLE LIQUID.
Class II.
Class II1A.
Class IIIB.
COMPRESSED GAS.
CONTROL AREA.
CORROSIVE.
CRYOGENIC FLUID.
DAY BOX.
DEFLAGRATION.
DETONATION.
DISPENSING.
EXPLOSION.
EXPLOSIVE.
High explosive.
Low explosive.
Mass-detonating explosives.
UN/DOTn Class 1 explosives.
Division 1.1.
Division 1.2.
Division 1.3.
Division 1.4.
Division 1.5.
Division 1.6.
FIREWORKS.
Fireworks, 1.3G.
Fireworks, 1.4G.
FLAMMABLE GAS.
FLAMMABLE LIQUEFIED GAS.
FLAMMABLE LIQUID.
Class IA.
Class IB.
Class IC.
FLAMMABLE MATERIAL.
FLAMMABLE SOLID.
FLASH POINT.
HANDLING.
HAZARDOUS MATERIALS.
HEALTH HAZARD.
HIGHLY TOXIC.
INCOMPATIBLE MATERIALS.
INERT GAS.
OPEN SYSTEM.
OPERATING BUILDING.
ORGANIC PEROXIDE.
Class I.
Class II.
Class HI.
Class IV.
Class V.
Unclassified detonable.
OXIDIZER.
Class 4.
Class 3.
Class 2.
Class 1.
OXIDIZING GAS.
PHYSICAL HAZARD.
PYROPHORIC.
PYROTECHNIC COMPOSITION.
TOXIC.
UNSTABLE (REACTIVE) MATERIAL.
Class 4.
Class 3.
Class 2.
Class 1.
44
2012 INTERNATIONAL BUILDING CODE®
USE AND OCCUPANCY CLASSIFICATION
WATER-REACTIVE MATERIAL.
Class 3.
Class 2.
Class 1.
[F] 307.3 High -hazard Group H-l. Buildings and structures
containing materials that pose a detonation hazard shall be
classified as Group H-l. Such materials shall include, but not
be limited to, the following:
Detonable pyrophoric materials
Explosives:
Division 1.1
Division 1.2
Division 1.3
Division 1.4
Division 1.5
Division 1.6
Organic peroxides, unclassified detonable
Oxidizers, Class 4
Unstable (reactive) materials, Class 3 detonable and Class 4
[F] 307.3.1 Occupancies containing explosives not clas-
sified as H-l. The following occupancies containing
explosive materials shall be classified as follows:
1. Division 1.3 explosive materials that are used and
maintained in a fonn where either confinement or
configuration will not elevate the hazard from a
mass fire to mass explosion hazard shall be allowed
in H-2 occupancies.
2. Articles, including articles packaged for shipment,
that are not regulated as a Division 1.4 explosive
under Bureau of Alcohol, Tobacco, Firearms and
Exoplosives regulations, or unpackaged articles
used in process operations that do not propagate a
detonation or deflagration between articles shall be
allowed in H-3 occupancies.
[F] TABLE 307.1(1)
MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA OF HAZARDOUS MATERIALS POSING A PHYSICAL HAZARD"' l ' mnp
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 dust
N/A
H-2
Noteq
N/A
N/A
Noteq
N/A
N/A
Noteq
N/A
Combustible
liquid 0- '
II
IIIA
IIIB
H-2 or H-3
H-2 or H-3
N/A
N/A
120 de
330"' c
13,200° f
N/A
N/A
120 d
330 d
13,200*
N/A
N/A
30 d
80 d
3,300 f
Combustible fiber
Loose
Baled"
H-3
(100)
(1,000)
N/A
N/A
(100)
(1,000)
N/A
N/A
(20)
(200)
N/A
Consumer fireworks
1.4G
H-3
125 d, c ,l
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Cryogenics,
flammable
N/A
H-2
N/A
45 d
N/A
N/A
45 d
N/A
N/A
10 d
Cryogenics, inert
N/A
N/A
N/A
N/A
NL
N/A
N/A
NL
N/A
N/A
Cryogenics,
oxidizing
N/A
H-3
N/A
45 d
N/A
N/A
45"
N/A
N/A
10 d
Explosives
Division 1.1
Division 1.2
Division 1.3
Division 1.4
Division 1.4G
Division 1.5
Division 1.6
H-l
H-l
H-l or H-2
H-3
H-3
H-l
H-l
1 C - S
50°' g
125 d ' e ''
l e - g
r u, s
(D e ' s
(D CE
(5)°'-
(50)°' 8
N/A
(1) c 8
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0.25 E
0.25 s
l 8
50 8
N/A
0.25 g
N/A
(0.25) 8
(0.25) g
(If
(50)s
N/A
(0.25) 8
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0.25 8
0.25 g
l g
N/A
N/A
0.25 g
N/A
(0.25) g
(0.25) 8
(l) g
N/A
N/A
(0.25) g
N/A
Flammable gas
Gaseous
Liquefied
H-2
N/A
N/A
(150) d ' e
l,000 de
N/A
N/A
N/A
(150) dc
l,000 de
N/A
N/A
N/A
Flammable liquid
1A
IBandIC
H-2
or H-3
N/A
30"°
120 de
N/A
N/A
30 d
120"
N/A
N/A
10 d
30 d
Flammable liquid,
combination
(1A, IB, 1C)
N/A
H-2
or H-3
N/A
120 d.e,h
N/A
N/A
120 dh
N/A
N/A
30 dh
(continued)
2012 INTERNATIONAL BUILDING CODE®
45
USE AND OCCUPANCY CLASSIFICATION
[F] TABLE 307.1(1)— (continued)
MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA OF HAZARDOUS MATERIALS POSING A PHYSICAL HAZARD 8
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)
Flammable solid
N/A
H-3
125 de
N/A
N/A
125 d
N/A
N/A
25 d
N/A
Inert gas
Gaseous
Liquefied
N/A
N/A
N/A
N/A
N/A
N/A
NL
NL
N/A
N/A
N/A
N/A
NL
NL
N/A
N/A
N/A
N/A
Organic peroxide
UD
I
II
III
IV
V
H-l
H-2
H-3
H-3
N/A
N/A
1Cg
50"' "
125"' e
NL
NL
(1) e. S
(5) d,e
(50)"' e
(125) d ' e
NL
NL
N/A
N/A
N/A
N/A
N/A
N/A
0.25 s
l d
50"
125 d
NL
NL
(0.25) s
(l) d
(50) d
(125) d
NL
NL
N/A
N/A
N/A
N/A
N/A
N/A
0.25 s
l d
10 d
25"
NL
NL
(0.25) 8
(D d
(10) d
(25) d
NL
NL
Oxidizer
4
3 k
2
1
H-l
H-2 or H-3
H-3
N/A
io d -=
250* e
4,000 B ' f
(10) de
(250) d ' e
(4,000) M
N/A
N/A
N/A
N/A
0.25 s
2 d
250 d
4,000'
(0.25) s
(2) d
(250) d
(4,000)'
N/A
N/A
N/A
N/A
0.25 8
2 d
50 d
1,000'
(0.25) 8
(2) d
(50) d
(1,000)'
Oxidizing gas
Gaseous
Liquefied
H-3
N/A
N/A
N/A
(150f e
l,500 dc
N/A
N/A
N/A
N/A
(150) de
l,500 d - e
N/A
N/A
N/A
N/A
N/A
Pyrophoric material
N/A
H-2
4 e . E
(4) eE
50 e£
I s
(l) s
10 s
Unstable (reactive)
4
3
2
1
H-l
H-l or H-2
H-3
N/A
p. s
5 d,e
50 cU
NL
(1)^
(5) d ' e
(50) d ' e
NL
10 s
50 d ' e
250 d ' e
NL
0.25 s
l d
50 d
NL
(0.25) s
(l) d
(50) d
NL
2 e -s
10 de
250 d ' e
NL
0.25 s
l d
10 d
NL
(0.25) £
(l) d
(10) d
NL
Water reactive
3
2
1
H-2
H-3
N/A
gd.e
50 4e
NL
(5) de
(50) d ' c
NL
N/A
N/A
N/A
5 d
50"
NL
(5) d
(50) d
NL
N/A
N/A
N/A
l d
10 d
NL
(l) d
(10) d
NL
For SI: 1 cubic foot = 0.028 m 3 , 1 pound = 0.454 kg, 1 gallon = 3.785 L.
NL = Not Limited; N/A = Not Applicable; UD = Unclassified Detonable
a. For use of control areas, see Section 414.2.
b. The aggregate quantity in use and storage shall not exceed the quantity listed for storage.
c. The quantities of alcoholic beverages in retail and wholesale sales occupancies shall not be limited provided 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 100 percent in buildings equipped throughout with an automatic sprinkler system in accordance with
Section 903.3. 1.1. Where Note e also applies, the increase for both notes shall be applied accumulatively.
e. Maximum allowable quantities shall be increased 100 percent when stored in approved storage cabinets, day boxes, gas cabinets or exhausted enclosures or in
listed safety cans in accordance with Section 5003.9. 10 of the International Fire Code. Where Note d also applies, the increase for both notes shall be applied
accumulatively.
f. The permitted quantities shall not be limited in a building equipped throughout with an automatic sprinkler system in accordance with Section 903.3. 1.1.
g. Permitted only in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.
h. Containing not more than the maximum allowable quantity per control area of Class IA, IB or IC flammable liquids.
i. The maximum allowable quantity shall not apply to fuel oil storage complying with Section 603.3.2 of the International Fire Code.
j. Quantities in parenthesis indicate quantity units in parenthesis at the head of each column.
k. A maximum quantity of 200 pounds of solid or 20 gallons of liquid Class 3 oxidizers is allowed when such materials are necessary for maintenance purposes,
operation or sanitation of equipment. Storage containers and the manner of storage shall be approved.
1. Net weight of the pyrotechnic composition of the fireworks. Where the net weight of the pyrotechnic composition of the fireworks is not known, 25 percent of
the gross weight of the fireworks, including packaging, shall be used.
m.For gallons of liquids, divide the amount in pounds by 10 in accordance with Section 5003.1.2 of the International Fire Code.
n. For storage and display quantities in Group M and storage quantities in Group S occupancies complying with Section 414.2.5, see Tables 414.2.5(1) and
414.2.5(2).
o. Densely packed baled cotton that complies 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 appliances regulated by the International Fuel Gas Code.
4. Liquid fuels in piping systems and fixed appliances regulated by the International Mechanical Code.
q. Where manufactured, generated or used in such a manner that the concentration and conditions create a fire or explosion hazard based on information
prepared in accordance with Section 414.1.3.
46
2012 INTERNATIONAL BUILDING CODE®
USE AND OCCUPANCY CLASSIFICATION
[F] TABLE 307.1(2)
MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA OF HAZARDOUS MATERIAL POSING A HEALTH HAZARD" b ci
MATERIAL
STORAGE"
USE-CLOSED SYSTEMS"
USE-OPEN SYSTEMS"
Solid pounds
(cubic feet)
Liquid gallons
(pounds) 6 ' '
Gas (cubic feet
at NTP) e
Solid pounds 6
Liquid gallons
(pounds)"
Gas (cubic feet
at NTP) e
Solid pounds"
Liquid gallons
(pounds)'
Corrosive
5,000
500
Gaseous 8 10 f
Liquefied
(150) h
5,000
500
Gaseous 810'
Liquefied
(150)"
1,000
100
Highly toxic
10
(10) h
Gaseous 20 s
Liquefied
(4)**
10
(lO) 1
Gaseous 20 s
Liquefied
(4)M.
3
(3) !
Toxic
500
(500) h
Gaseous 810'
Liquefied
(150)' h
500
(500)'
Gaseous 810'
Liquefied
(150)'*
125
(125)
For SI: 1 cubic foot = 0.028 m 3 , 1 pound = 0.454 kg, 1 gallon = 3.785 L.
a. For use of control areas, see Section 414.2.
b. In retail and wholesale sales occupancies, the quantities of medicines, foodstuffs, consumer or industrial products, and cosmetics, containing not more than 50
percent by volume of water-miscible liquids and with the remainder of the solutions not being flammable, shall not be limited, provided that such materials
are packaged in individual containers not exceeding 1.3 gallons.
c. For storage and display quantities in Group M and storage quantities in Group S occupancies complying with Section 414.2.5, see Tables 414.2.5(1) and
414.2.5(2).
d. The aggregate quantity in use and storage shall not exceed the quantity listed for storage.
e. Maximum allowable 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. Maximum allowable quantities shall be increased 100 percent when stored in approved storage cabinets, gas cabinets or exhausted enclosures as specified in
the International Fire Code. Where Note e also applies, the increase for both notes shall be applied accumulatively.
g. Allowed only when stored in approved exhausted gas cabinets or exhausted enclosures as specified in the International Fire Code.
h. Quantities in parenthesis indicate quantity units in parenthesis at the head of each column.
i. For gallons of liquids, divide the amount in pounds by 10 in accordance with Section 5003. 1 .2 of the International Fire Code.
[F] 307.4 High-hazard Group H-2. Buildings and structures
containing materials that pose a deflagration hazard or a haz-
ard from accelerated burning shall be classified as Group H-
2. Such materials shall include, but not be limited to, the fol-
lowing:
Class I, II or IIIA flammable or combustible liquids which
are used or stored in normally open containers or sys-
tems, or in closed containers or systems pressurized at
more than 15 psi (103.4 kPa) gage
Combustible dusts where manufactured, generated or used
in such a manner that the concentration and conditions
create a fire or explosion hazard based on information
prepared in accordance with Section 414.1.3
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
sytems 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 1 5 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 15 pounds
per square inch gauge (103 kPa) or less
Oxidizing gases
Unstable (reactive) materials, Class 2
Water-reactive materials, Class 2
[F] 307.6 High-hazard Group H-4. Buildings and structures
which contain materials that are health hazards shall be clas-
sified as Group H-4. Such materials shall include, but not be
limited to, the following:
Corrosives
Highly toxic materials
Toxic materials
[F] 307.7 High-hazard Group H-5. Semiconductor fabrica-
tion facilities and comparable research and development
areas in which hazardous production materials (HPM) are
used and the aggregate quantity of materials is in excess of
those listed in Tables 307.1(1) and 307.1(2) shall be classi-
fied as Group H-5. Such facilities and areas shall be designed
and constructed in accordance with Section 415.10.
2012 INTERNATIONAL BUILDING CODE®
47
USE AND OCCUPANCY CLASSIFICATION
[F] 307.8 Multiple hazards. Buildings and structures con-
taining a material or materials representing hazards that are
classified in one or more of Groups H-l, H-2, H-3 and H-4
shall conform to the code requirements for each of the occu-
pancies 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 care or supervision is provided to
persons who are or are not capable of self-preservation with-
out physical assistance or in which persons are detained for
penal or correctional 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 Definitions. The following terms are defined in Chap-
ter 2:
24-HOUR CARE.
CUSTODIAL CARE.
DETOXIFICATION FACILITIES.
FOSTER CARE FACILITIES.
HOSPITALS AND PSYCHIATRIC HOSPITALS.
INCAPABLE OF SELF-PRESERVATION.
MEDICAL CARE.
NURSING HOMES.
308.3 Institutional Group 1-1. This occupancy shall include
buildings, structures or portions thereof for more than 16 per-
sons who reside on a 24 hour basis in a supervised environ-
ment and receive custodial care. The persons receiving care
are capable of self preservation. This group shall include, but
not be limited to, the following:
Alcohol and drug centers
Assisted living facilities
Congregate care facilities
Convalescent facilities
Group homes
Halfway houses
Residential board and custodial care facilities
Social rehabilitation facilities
308.3.1 Five or fewer persons receiving care. A facility
such as the above with five or fewer persons receiving
such care shall be classified as Group R-3 or shall comply
with the International Residential Code provided an auto-
matic sprinkler system is installed in accordance with Sec-
tion 903.3.1.3 or with Section P2904 of the International
Residential Code.
308.3.2 Six to sixteen persons receiving care. A facility
such as above, housing not fewer than six and not more
than 16 persons receiving such care, shall be classified as
Group R-4.
308.4 Institutional Group 1-2. This occupancy shall include
buildings and structures used for medical care on a 24-hour
basis for more than five persons who are incapable of self-
preservation. This group shall include, but not be limited to,
the following:
Foster care facilities
Detoxification facilities
Hospitals
Nursing homes
Psychiatric hospitals
308.4.1 Five or fewer persons receiving care. A facility
such as the above with five or fewer persons receiving
such care shall be classified as Group R-3 or shall comply
with the International Residential Code provided an auto-
matic sprinkler system is installed in accordance with Sec-
tion 903.3.1.3 or with Section P2904 of the International
Residential Code.
308.5 Institutional 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 persons who are generally incapable of self-
preservation due to security measures not under the occu-
pants' control. This group shall include, but not be limited to,
the following:
Correctional centers
Detention centers
Jails
Prerelease centers
Prisons
Reformatories
Buildings of Group 1-3 shall be classified as one of the
occupancy conditions indicated in Sections 308.5.1 through
308.5.5 (see Section 408.1).
308.5.1 Condition 1. This occupancy condition shall
include buildings in which free movement is allowed from
sleeping areas, and other spaces where access or occu-
pancy is permitted, to the exterior via means of egress
without restraint. A Condition 1 facility is permitted to be
constructed as Group R.
308.5.2 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.
308.5.3 Condition 3. This occupancy condition shall
include buildings in which free movement is allowed
within individual smoke compartments, such as within a
residential unit comprised of individual sleeping units and
group activity spaces, where egress is impeded by remote-
controlled release of means of egress from such a smoke
compartment to another smoke compartment.
308.5.4 Condition 4. This occupancy condition shall
include buildings in which free movement is restricted
from an occupied space. Remote-controlled release is pro-
vided to permit movement from sleeping units, activity
spaces and other occupied areas within the smoke com-
partment to other smoke compartments.
308.5.5 Condition 5. This occupancy condition shall
include buildings in which free movement is restricted
from an occupied space. Staff-controlled manual release is
48
2012 INTERNATIONAL BUILDING CODE®
USE AND OCCUPANCY CLASSIFICATION
provided to permit movement from sleeping units, activity
spaces and other occupied areas within the smoke com-
partment to other smoke compartments.
308.6 Institutional Group 1-4, day care facilities. This
group shall include buildings and structures occupied by
more than five persons of any age who receive custodial care
for fewer than 24 hours per day by persons other than parents
or guardians, relatives by blood, marriage or adoption, and in
a place other than the home of the person cared for. This
group shall include, but not be limited to, the following:
Adult day care
Child day care
308.6.1 Classification as Group E. A child day care facil-
ity that provides care for more than five but no more than
100 children 2'/ 2 years or less of age, where the rooms in
which the children are cared for are located on a level of
exit discharge serving such rooms and each of these child
care rooms has an exit door directly to the exterior, shall
be classified as Group E.
308.6.2 Within a place of religious worship. Rooms and
spaces within places of religious worship providing such
care during religious functions shall be classified as part of
the primary occupancy.
308.6.3 Five or fewer persons receiving care. A facility
having five or fewer persons receiving custodial care shall
be classified as part of the primary occupancy.
308.6.4 Five or fewer persons receiving care in a dwell-
ing unit. A facility such as the above within a dwelling
unit and having five or fewer persons receiving custodial
care shall be classified as a Group R-3 occupancy or shall
comply with the International Residential Code.
SECTION 309
MERCANTILE GROUP M
309.1 Mercantile Group M. Mercantile Group M occupancy
includes, among others, the use of a building or structure or a
portion thereof, for the display and sale of merchandise and
involves stocks of goods, wares or merchandise incidental to
such puiposes and accessible to the public. Mercantile occu-
pancies 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
quantity of nonflammable solid and nonflammable or non-
combustible liquid hazardous materials stored or displayed in
a single control area of a Group M occupancy shall not
exceed the quantities in Table 414.2.5(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 Insti-
tutional Group I or when not regulated by the International
Residential Code.
310.2 Definitions. The following terms are defined in Chap-
ter 2:
BOARDING HOUSE.
CONGREGATE LIVING FACILITIES.
DORMITORY.
GROUP HOME.
PERSONAL CARE SERVICE.
TRANSIENT.
310.3 Residential Group R-l. Residential occupancies con-
taining sleeping units where the occupants are primarily tran-
sient in nature, including:
Boarding houses {transient) with more than 10 occupants
Congregate living facilities (transient) with more than 10
occupants
Hotels (transient)
Motels (transient)
310.4 Residential Group R-2. Residential occupancies con-
taining sleeping units or more than two dwelling units where
the occupants are primarily permanent in nature, including:
Apartment houses
Boarding houses (nontransient) with more than 16
occupants
Congregate living facilities (nontransient) with more
than 16 occupants
Convents
Dormitories
Fraternities and sororities
Hotels (nontransient)
Live/work units
Monasteries
Motels (nontransient)
Vacation timeshare properties
310.5 Residential Group R-3. Residential occupancies
where the occupants are primarily permanent in nature and
not classified as Group R-l, R-2, R-4 or I, including:
Buildings that do not contain more than two dwelling
units
Boarding houses (nontransient) with 16 or fewer
occupants
Boarding houses (transient) with 10 or fewer occupants
Care facilities that provide accommodations for five or
fewer persons receiving care
Congregate living facilities (nontransient) with 16 or
fewer occupants
Congregate living facilities (transient) with 10 or fewer
occupants
2012 INTERNATIONAL BUILDING CODE®
49
USE AND OCCUPANCY CLASSIFICATION
310.5.1 Care facilities within a dwelling. Care facilities
for five or fewer persons receiving care that are within a
single-family dwelling are permitted to comply with the
International Residential Code provided an automatic
sprinkler system is installed in accordance with Section
903.3.1.3 or with Section P2904 of the International Resi-
dential Code.
310.6 Residential Group R-4. This occupancy shall include
buildings, structures or portions thereof for more than five but
not more than 16 persons, excluding staff, who reside on a
24-hour basis in a supervised residential environment and
receive custodial care. The persons receiving care are capa-
ble of self-preservation. This group shall include, but not be
limited to, the following:
Alcohol and drug centers
Assisted living facilities
Congregate care facilities
Convalescent facilities
Group homes
Halfway houses
Residential board and custodial care facilities
Social rehabilitation facilities
Group R-4 occupancies shall meet the requirements for
construction as defined for Group R-3, except as otherwise
provided for in this code.
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 hazard-
ous occupancy.
311.2 Moderate-hazard storage, Group S-l. 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 hangar (storage and repair)
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 406.8)
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
others, 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 wrap-
pings. Such products are permitted to have a negligible
amount of plastic trim, such as knobs, handles or film wrap-
ping. Group S-2 storage uses shall include, but not be limited
to, storage of the following:
Asbestos
Beverages up to and including 16-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
character and miscellaneous structures not classified in any
50
2012 INTERNATIONAL BUILDING CODE®
USE AND OCCUPANCY CLASSIFICATION
specific occupancy shall be constructed, equipped and main-
tained to conform to the requirements of this code commen-
surate with the fire and life hazard incidental to their
occupancy. Group U shall include, but not be limited to, the
following:
Agricultural buildings
Aircraft hangars, accessory to a one- or two-family
residence (see Section 412.5)
Barns
Carports
Fences more than 6 feet (1829 mm) in height
Grain silos, accessory to a residential occupancy
Greenhouses
Livestock shelters
Private garages
Retaining walls
Sheds
Stables
Tanks
Towers
2012 INTERNATIONAL BUILDING CODE®
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52 2012 INTERNATIONAL BUILDING CODE®
CHAPTER 4
SPECIAL DETAILED REQUIREMENTS BASED
SECTION 401
SCOPE
401.1 Detailed use and occupancy requirements. In addi-
tion 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 AND OPEN MALL BUILDINGS
Section 402 has been completely reorganized from the 2009
code; therefore, the * and ** margin indicators have not been
included for clarity.
402.1 Applicability. The provisions of this section shall
apply to buildings or structures defined herein as covered or
open 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 and open
mall buildings shall meet applicable provisions 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 where they totally comply with other
applicable provisions of this code.
402.1.1 Open space. A covered mall building and
attached anchor buildings and parking garages shall be
surrounded on all sides by a permanent open space or not
less than 60 feet (18 288 mm). An open mall building and
anchor buildings and parking parking garages adjoining
the perimeter line shall be surrounded on all sides by a
permanent open space of not less than 60 feet (18 288
mm).
Exception: The permanent open space of 60 feet (18
288 mm) shall be permitted to be reduced to not less
than 40 feet (12 192 mm), provided the following
requirements are met:
1 . The reduced open space shall not be allowed for
more than 75 percent of the perimeter of the cov-
ered or open mall building and anchor buildings;
2. The exterior wall facing the reduced open space
shall have a fire-resistance rating of not less than
3 hours;
3. Openings in the exterior wall facing the reduced
open space shall have opening protectives with a
fire protection rating of not less than 3 hours; and
4. Group E, H, I or R occupancies are not located
within the covered or open mall building or
anchor buildings.
402.1.2 Open mall building perimeter line. For the pur-
pose of this code, a perimeter line shall be established.
The perimeter line shall encircle all buildings and struc-
tures which comprise the open mall building and shall
encompass any open-air interior walkways, open-air
courtyards or similar open-air spaces. The perimeter line
shall define the extent of the open mall building. Anchor
buildings and parking structures shall be outside of the
perimeter line and are not considered as part of the open
mall building.
402.2 Definitions. The following terms are defined in Chap-
ter 2:
ANCHOR BUILDING.
COVERED MALL BUILDING.
Mall.
Open mall.
Open mall building.
FOOD COURT.
GROSS LEASABLE AREA.
402.3 Lease plan. Each owner of a covered mall building or
of an open mall building shall provide 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 with-
out prior approval of the building official.
402.4 Construction. The construction of covered and open
mall buildings, anchor buildings and parking garages associ-
ated with a mall building shall comply with Sections 402.4.1
through 402.4.3.
402.4.1 Area and types of construction. The building
area of any covered mall or open building, including
anchor buildings, of Types I, II, HI and IV construction
shall not be limited provided the anchor buildings do not
exceed three stories above grade plane.
The construction type of open parking garages and
enclosed parking garages shall comply with Sections
406.5 and 406.6, respectively.
Exception: The type of construction allowable build-
ing height and building area of anchor buildings
greater than three stories above grade plane shall com-
ply with Section 503, as modified by Sections 504 and
506.
402.4.2 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.
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SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
402.4.2.1 Tenant separations. Each tenant space shall
be separated from other tenant spaces by afire partition
complying with Section 708. A tenant separation wall
is not required between any tenant space and the mall.
402.4.2.2 Anchor building separation. An anchor
building shall be separated from the covered or open
mall building by fire walls complying with Section
706.
Exceptions:
1. Anchor buildings of not more than three sto-
ries above grade plane that have an occu-
pancy classification the same as that permitted
for tenants of the mall building shall be sepa-
rated by 2-hour fire-resistance-rated fire barri-
ers complying with Section 707.
2. The exterior walls of anchor buildings sepa-
rated from an open mall building by an open
mall shall comply with Table 602.
402.4.2.2.1 Openings between anchor building
and mall. Except for the separation between Group
R-l sleeping units and the mall, openings between
anchor buildings of Type IA, IB, IIA or IIB con-
struction and the mall need not be protected.
402.4.2.3 Parking garages. An attached garage for the
storage 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 sepa-
rated from the covered or open mall building or anchor
building by not less than 2-hour fire barriers con-
structed in accordance with Section 707 or horizontal
assemblies constructed in accordance with Section 711,
or both.
Parking garages, open or enclosed, which are sepa-
rated from covered mall buildings, open mall buildings
or anchor buildings shall comply with the provisions of
Table 602.
Pedestrian walkways and tunnels which connect
garages to mall buildings or anchor buildings shall be
constructed in accordance with Section 3104.
402.4.3 Open mall construction. Floor assemblies in, and
roof assemblies over, the open mall of an open mall build-
ing shall be open to the atmosphere for not less than 20
feet (9096 mm), measured perpendicular from the face of
the tenant spaces on the lowest level, from edge of balcony
to edge of balcony on upper floors and from edge of roof
line to edge of roof line. The openings within, or the
unroofed area of, an open mall shall extend from the low-
est/grade level of the open mall through the entire roof
assembly. Balconies on upper levels of the mall shall not
project into the required width of the opening.
402.4.3.1 Pedestrian walkways. Pedestrian walkways
connecting balconies in an open mall shall be located
not less than 20 feet (9096 mm) from any other pedes-
trian walkway.
[F] 402.5 Automatic sprinkler system. Covered and open
mall buildings and buildings connected shall be protected
throughout with an automatic sprinkler system in accordance
with Section 903.3.1.1, which shall comply with the all of the
following:
1 . The automatic sprinkler system shall be complete and
operative throughout occupied space in the mall build-
ing prior to occupancy of any of the tenant spaces.
Unoccupied tenant spaces shall be similarly protected
unless provided with approved alternative protection.
2. Sprinkler protection for the mall of a covered mall
building shall be independent from that provided for
tenant spaces or anchor buildings.
3. Sprinkler protection for the tenant spaces of an open
mall building shall be independent from that provided
for anchor buildings.
4. Sprinkler protection shall be provided beneath exterior
circulation balconies located adjacent to an open mall.
5. Where 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
separated from the covered or open mall building in
accordance with Section 402.4.2.3 and constructed in
accordance with Section 406.5.
402.6 Interior finishes and features. Interior finishes
within the mall and installations within the mall shall comply
with Sections 402.6.1 through 402.6.4.
402.6.1 Interior finish. Interior wall and ceiling finishes
within the mall of a covered mall building and within the
exits of covered or open mall buildings shall have a mini-
mum flame spread index and smoke-developed index of
Class B in accordance with Chapter 8. Interior floor fin-
ishes shall meet the requirements of Section 804.
402.6.2 Kiosks. Kiosks and similar structures (temporary
or permanent) located within the mall of a covered mall
building or within the perimeter line of an open mall
building shall meet the following requirements:
1. Combustible kiosks or other structures shall not be
located within a covered or open mall unless con-
structed 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 100 kW (105
Btu/h) when tested in accordance with the
exhibit booth protocol in UL 1975 or when
tested in accordance with NFPA 289 using
the 20 kW ignition source.
1.3. Aluminum composite material (ACM) meet-
ing the requirements of Class A interior fin-
ish in accordance with Chapter 8 when tested
as an assembly in the maximum thickness
intended.
2. Kiosks or similar structures located within the mall
shall be provided with approved automatic sprinkler
system and detection devices.
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SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
3. The horizontal separation between kiosks or group-
ings thereof and other structures within the mall
shall be not less than 20 feet (6096 mm).
4. Each kiosk or similar structure or groupings thereof
shall have an area not greater than 300 square feet
(28 m 2 ).
402.6.3 Children's play structures. Children's play
structures located within the mall of a covered mall build-
ing or within the perimeter line of an open mall building
shall comply with Section 424. The horizontal separation
between children's play structures, kiosks and similar
structures within the mall shall be not less than 20 feet
(6096 mm).
402.6.4 Plastic signs. Plastic signs affixed to the store-
front of any tenant space facing a mall or open mall shall
be limited as specified in Sections 402.6.4.1 through
402.6.4.5.
402.6.4.1 Area. Plastic signs shall be not more than 20
percent of the wall area facing the mall.
402.6.4.2 Height and width. Plastic signs shall be not
greater than 36 inches (914 mm) in height, except that
if the sign is vertical, the height shall be not greater
than 96 inches (2438 mm) and the width shall be not
greater than 36 inches (914 mm).
402.6.4.3 Location. Plastic signs shall be located not
less than 18 inches (457 mm) from adjacent tenants.
402.6.4.4 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 aflame 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 UL 723 or meet the acceptance cri-
teria of Section 803.1.2.1 when tested in accordance
with NFPA 286.
402.6.4.4.1 Encasement. Edges and backs of plastic
signs in the mall shall be fully encased in metal.
402.6.4.5 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 or when
tested in accordance with NFPA 289 using the 20 kW
ignition source, and the foam plastics shall have the
physical characteristics specified in this section. Foam
plastics used in signs installed in accordance with Sec-
tion 402.6.4 shall not be required to comply with the
flame spread and smoke-developed indices specified in
Section 2603.3.
402.6.4.5.1 Density. The density of foam plastics
used in signs shall be not less than 20 pounds per
cubic foot (pcf) (320 kg/ m 3 ).
402.6.4.5.2 Thickness. The thickness of foam plas-
tic signs shall not be greater than 7 2 inch (12.7 mm).
[F] 402.7 Emergency systems. Covered and open mall
buildings, anchor buildings and associated parking garages
shall be provided with emergency systems complying with
Sections 402.7.1 through 402.7.5.
[F] 402.7.1 Standpipe system. Covered and open mall
buildings shall be equipped throughout with a standpipe
system as required by Section 905.3.3.
[F] 402.7.2 Smoke control. Where a covered mall build-
ing contains an atrium, a smoke control system shall be
provided in accordance with Section 404.5.
Exception: A smoke control system is not required in
covered mall buildings where an atrium connects only
two stories.
[F] 402.7.3 Standby power. Covered mall buildings
greater than 50,000 square feet (4645 m 2 ) in area and open
mall buildings greater than 50,000 square feet (4645 m 2 )
within the established perimeter line shall be provided
with standby power systems that are capable of operating
the emergency voice/alarm communication system.
[F] 402.7.4 Emergency voice/alarm communication
system. Where the total floor area is greater than 50,000
square feet (4645 m 2 ) within either a covered mall build-
ing or within the perimeter line of an open mall building,
an emergency voice/alarm communication system shall be
provided.
Emergency voice/alarm communication systems serv-
ing a mall, required or otherwise, shall be accessible to the
fire department. The systems shall be provided in accor-
dance with Section 907.5.2.2.
[F] 402.7.5 Fire department access to equipment.
Rooms or areas containing controls for air-conditioning
systems, automatic fire-extinguishing systems, automatic
sprinkler systems or other detection, suppression or control
elements shall be identified for use by the fire department.
402.8 Means of egress. Covered mall buildings, open mall
buildings and each tenant space within a mall building shall
be provided with means of egress as required by this section
and this code. Where there is a conflict between the require-
ments of this code and the requirements of Sections 402.8.1
through 402.8.8, the requirements of Sections 402.8.1
through 402.8.8 shall apply.
402.8.1 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 spec-
ified in this section.
402.8.1.1 Minimum width. The aggregate clear egress
width of the mall in either a covered or open mall
building shall be not less than 20 feet (6096 mm). The
mall width shall be sufficient to accommodate the
occupant load served. No portion of the minimum
required aggregate egress width shall be less than 10
feet (3048 mm) measured to a height of 8 feet (2438
mm) between any projection of a tenant space border-
ing the mall and the nearest kiosk, vending machine,
bench, display opening, food court or other obstruction
to means of egress travel.
2012 INTERNATIONAL BUILDING CODE®
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SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
402.8.2 Determination of occupant load. The occupant
load permitted in any individual tenant space in a covered
or open mall building shall be determined as required by
this code. Means of egress requirements for individual ten-
ant spaces shall be based on the occupant load thus deter-
mined.
402.8.2.1 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 or open
mall building (excluding anchor buildings) and the
occupant load factor as determined by Equation 4-1.
OLF = (0.00007) (GLA) + 25 (Equation 4-1)
where:
OLF = The occupant load factor (square feet per
person).
GLA - The gross leasable area (square feet).
Exception: Tenant spaces attached to a covered or
open mall building but with a means of egress sys-
tem that is totally independent of the open mall of an
open mall building or of a covered mall building
shall not be considered as gross leasable area for
determining the required means of egress for the
mall building.
402.8.2.2 OLF range. The occupant load factor (OLF)
is not required to be less than 30 and shall not exceed
50.
402.8.2.3 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.
402.8.2.4 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 occu-
pant load shall be added to the occupant load of the
covered or open mall building as calculated above.
402.8.3 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 is greater
than 75 feet (22 860 mm) or the tenant space has an occu-
pant load of 50 or more, no fewer than two means of
egress shall be provided.
402.8.4 Arrangements of means of egress. Assembly
occupancies with an occupant load of 500 or more located
within a covered mall building shall be so located such
that their entrance will be immediately adjacent to a prin-
cipal 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 covered mall building. Assembly occu-
pancies located within the perimeter line of an open mall
building shall be permitted to have their main exit open to
the open mall.
402.8.4.1 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 terminating at an anchor building where no other
means of egress has been provided shall be considered
as a dead-end mall.
402.8.5 Distance to exits. Within each individual tenant
space in a covered or open mall building, the distance of
travel from any point to an exit or entrance to the mall
shall be not greater than 200 feet (60 960 mm).
The distance of travel from any point within a mall of a
covered mall building to an exit shall be not greater than
200 feet (60 960 mm). The maximum distance of travel
from any point within an open mall to the perimeter line of
the open mall building shall be not greater than 200 feet
(60 960 mm).
402.8.6 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 of a cov-
ered mall building to separate exits or from any point in an
open mall of an open mall building to two separate loca-
tions on the perimeter line, provided neither location is an
exterior wall of an anchor building or parking garage. The
width of an exit passageway or corridor from a mall shall
be not less than 66 inches (1676 mm).
Exception: Access to exits are permitted by way of a
dead-end mall which does not exceed a length equal to
twice the width of the mall measured at the narrowest
location within the dead-end portion of the mall.
402.8.6.1 Exit passageways. Where exit passageways
provide a secondary means of egress from a tenant
space, doorways to the exit passageway shall be pro-
tected by 1 -hour fire door assemblies that are self- or
automatic-closing by smoke detection in accordance
with Section 716.5.9.3.
402.8.7 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 sepa-
rated from such rooms with not less than 1 -hour fire barri-
ers constructed in accordance with Section 707 or
horizontal assemblies constructed in accordance with Sec-
tion 71 1, or both. The/«Ve protection rating of openings in
the fire barriers shall be not less than 1 hour.
402.8.8 Security grilles and doors. Horizontal sliding or
vertical 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
position when there are 10 or more persons occupy-
ing spaces served by a single exit or 50 or more per-
sons occupying spaces served by more than one exit.
3. The doors or grilles shall be openable from within
without the use of any special knowledge or effort
where the space is occupied.
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2012 INTERNATIONAL BUILDING CODE®
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
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.
SECTION 403
HIGH-RISE BUILDINGS
403.1 Applicability. High-rise buildings shall comply with
Sections 403.2 through 403.6.
Exception: The provisions of Sections 403.2 through
403.6 shall not apply to the following buildings and struc-
tures:
1. Airport traffic control towers in accordance with
Section 412.3.
2. Open parking garages in accordance with Section
406.5.
3. Buildings with a Group A-5 occupancy in accor-
dance with Section 303.6.
4. Special industrial occupancies in accordance with
Section 503.1.1.
5. Buildings with a Group H-l, H-2 or H-3 occupancy
in accordance with Section 415.
403.2 Construction. The construction of high-rise buildings
shall comply with the provisions of Sections 403.2.1 through
403.2.4.
403.2.1 Reduction in fire-resistance rating. The fire-
resistance-rating reductions listed in Sections 403.2.1.1
and 403.2.1.2 shall be allowed in buildings that have
sprinkler control valves equipped with supervisory initiat-
ing devices and water-flow initiating devices for each
floor.
403.2.1.1 Type of construction. The following reduc-
tions in the minimum fire-resistance rating of the
building elements in Table 601 shall be permitted as
follows:
1. For buildings not greater than 420 feet (128 000
mm) in building height, the fire-resistance rating
of the building elements in Type 1A construction
shall be permitted to be reduced to the minimum
fire- resistance ratings for the building elements
in Type IB.
Exception: The required fire-resistance rat-
ing of columns supporting floors shall not be
permitted to be reduced.
2. In other than Group F-l, M and S-l occupancies,
the fire-resistance rating of the building elements
in Type IB construction shall be permitted to be
reduced to the fire- resistance ratings in Type
IIA.
3. The building height and building area limitations
of a building containing building elements with
reduced fire-resistance ratings shall be permitted
to be the same as the building without such
reductions.
403.2.1.2 Shaft enclosures. For buildings not greater
than 420 feet (128 000 mm) in building height, the
required fire-resistance rating of the fire barriers
enclosing vertical shafts, other than exit enclosures and
elevator hoistway enclosures, is permitted to be
reduced to 1 hour where automatic sprinklers are
installed within the shafts at the top and at alternate
floor levels.
403.2.2 Seismic considerations. For seismic consider-
ations, see Chapter 16.
403.2.3 Structural integrity of interior exit stairways
and elevator hoistway enclosures. For high-rise build-
ings of Risk Category III or IV in accordance with Section
1604.5, and for all buildings that are more than 420 feet
(128 000 mm) in building height, enclosures for interior
exit stairways and elevator hoistway enclosures shall com-
ply with Sections 403.2.3.1 through 403.2.3.4.
403.2.3.1 Wall assembly. The wall assemblies making
up the enclosures for interior exit stairways and eleva-
tor hoistway enclosures shall meet or exceed Soft Body
Impact Classification Level 2 as measured by the test
method described in ASTM C 1629/C 1629M.
403.2.3.2 Wall assembly materials. The face of the
wall assemblies making up the enclosures for interior
exit stairways and elevator hoistway enclosures that are
not exposed to the interior of the enclosures for interior
exit stairways or elevator hoistway enclosure shall be
constructed in accordance with one of the following
methods:
1. The wall assembly shall incorporate no fewer
than two layers of impact-resistant construction
board each of which meets or exceeds Hard Body
Impact Classification Level 2 as measured by the
test method described in ASTM C 1629/C
1629M.
2. The wall assembly shall incorporate no fewer
than one layer of impact-resistant construction
material that meets or exceeds Hard Body Impact
Classification Level 3 as measured by the test
method described in ASTM C 1629/C 1629M.
3. The wall assembly incorporates multiple layers
of any material, tested in tandem, that meets or
exceeds Hard Body Impact Classification Level 3
as measured by the test method described in
ASTM C 1629/C 1629M.
403.2.3.3 Concrete and masonry walls. Concrete or
masonry walls shall be deemed to satisfy the require-
ments of Sections 403.2.3.1 and 403.2.3.2.
403.2.3.4 Other wall assemblies. Any other wall
assembly that provides impact resistance equivalent to
that required by Sections 403.2.3.1 and 403.2.3.2 for
Hard Body Impact Classification Level 3, as measured
by the test method described in ASTM C 1629/C
1629M, shall be permitted.
403.2.4 Sprayed fire-resistant materials (SFRM). The
bond strength of the SFRM installed throughout the build-
ing shall be in accordance with Table 403.2.4.
2012 INTERNATIONAL BUILDING CODE®
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SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
TABLE 403.2.4
MINIMUM BOND STRENGTH
HEIGHT OF BUILDING 8
SFRM MINIMUM BOND STRENGTH
Up to 420 feet
430 psf
Greater than 420 feet
1,000 psf
For SI: 1 foot = 304.8 mm, 1 pound per square foot (psf) = 0.0479 kW/rrr.
a. Above the lowest level of fire department vehicle access.
[F] 403.3 Automatic sprinkler system. Buildings and struc-
tures shall be equipped throughout with an automatic sprin-
kler 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
406.5.
2. Telecommunications equipment buildings used
exclusively for telecommunications equipment,
associated electrical power distribution equipment,
batteries and standby engines, provided that those
spaces or areas are equipped throughout with an
automatic fire detection system in accordance with
Section 907.2 and are separated from the remainder
of the building by not less than 1 -hour fire barriers
constructed in accordance with Section 707 or not
less than 2-hour horizontal assemblies constructed
in accordance with Section 71 . 1, or both.
[F] 403.3.1 Number of sprinkler risers and system
design. Each sprinkler system zone in buildings that are
more than 420 feet (128 000 mm) in building height shall
be supplied by no fewer than two risers. Each riser shall
supply sprinklers on alternate floors. If more than two ris-
ers are provided for a zone, sprinklers on adjacent floors
shall not be supplied from the same riser.
[F] 403.3.1.1 Riser location. Sprinkler risers shall be
placed in interior exit stairways and ramps that are
remotely located in accordance with Section 1015.2.
[Fj 403.3.2 Water supply to required fire pumps.
Required fire pumps shall be supplied by connections to
no fewer than two water mains located in different streets.
Separate supply piping shall be provided between each
connection to the water main and the pumps. Each connec-
tion and the supply piping between the connection and the
pumps shall be sized to supply the flow and pressure
required for the pumps to operate.
Exception: Two connections to the same main shall be
permitted provided the main is valved such that an
interruption can be isolated so that the water supply
will continue without interruption through no fewer
than one of the connections.
[F] 403.3.3 Fire pump room. Fire pumps shall be located
in rooms protected in accordance with Section 913.2.1.
[F] 403.4 Emergency systems. The detection, alarm and
emergency systems of high-rise buildings shall comply with
Sections 403.4.1 through 403.4.9.
[F] 403.4.1 Smoke detection. Smoke detection shall
provided in accordance with Section 907.2.13.1.
be
[F] 403.4.2 Fire alarm system. A fire alarm system shall
be provided in accordance with Section 907.2.13.
[F] 403.4.3 Standpipe system. A high-rise building shall
be equipped with a standpipe system as required by Sec-
tion 905.3.
[F] 403.4.4 Emergency voice/alarm communication
system. An emergency voice/alarm communication sys-
tem shall be provided in accordance with Section
907.5.2.2.
[F] 403.4.5 Emergency responder radio coverage.
Emergency responder radio coverage shall be provided in
accordance with Section 510 of the International Fire
Code.
[F] 403.4.6 Fire command. A fire command center com-
plying with Section 911 shall be provided in a location
approved by the fire department.
403.4.7 Smoke removal. To facilitate smoke removal in
post-fire salvage and overhaul operations, buildings and
structures shall be equipped with natural or mechanical
ventilation for removal of products of combustion in
accordance with one of the following:
1. Easily identifiable, manually operable windows or
panels shall be distributed around the perimeter of
each floor at not more than 50-foot (15 240 mm)
intervals. The area of operable windows or panels
shall be not less than 40 square feet (3.7 m 2 ) per 50
linear feet (15 240 mm) of perimeter.
Exceptions:
1. In Group R-l occupancies, each sleeping
unit or suite having an exterior wall shall
be permitted to be provided with 2 square
feet (0.19 m 2 ) of venting area in lieu of the
area specified in Item 1 .
2. Windows shall be permitted to be fixed
provided that glazing can be cleared by fire
fighters.
2. Mechanical air-handling equipment providing one
exhaust air change every 15 minutes for the area
involved. Return and exhaust air shall be moved
directly to the outside without recirculation to other
portions of the building.
3. Any other approved design that will produce equiv-
alent results.
[F] 403.4.8 Standby power. A standby power system
complying with Chapter 27 and Section 3003 shall be pro-
vided for standby power loads specified in 403.4.8.2.
Where elevators are provided in a high-rise building for
accessible means of egress, fire service access or occupant
self-evacuation, the standby power system shall also com-
ply with Sections 1007.4, 3007 or 3008, as applicable.
[F] 403.4.8.1 Special requirements for standby
power systems. If the standby system is a generator set
inside a building, the system shall be located in a sepa-
rate room enclosed with 2-hour fire barriers con-
structed in accordance with Section 707 or horizontal
assemblies constructed in accordance with Section 711,
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SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
or both. System supervision with manual start and
transfer features shall be provided at the fire command
center.
[F] 403.4.8.2 Standby power loads. The following are
classified as standby power loads:
1. Power and lighting for the fire command center
required by Section 403.4.6;
2. Ventilation and automatic fire detection equip-
ment for smokeproof enclosures; and
3. Elevators.
[F] 403.4.9 Emergency power systems. An emergency
power system complying with Chapter 27 shall be pro-
vided for emergency power loads specified in Section
403.4.9.1.
[F] 403.4.9.1 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 sys-
tems;
4. Automatic fire detection systems;
5. Fire alarm systems; and
6. Electrically powered fire pumps.
403.5 Means of egress and evacuation. The means of egress
in high-rise buildings shall comply with Sections 403.5.1
through 403.5.6.
403.5.1 Remoteness of interior exit stairways. Required
interior exit stairways shall be separated by a distance not
less than 30 feet (9144 mm) or not less than one-fourth of
the length of the maximum overall diagonal dimension of
the building or area to be served, whichever is less. The
distance shall be measured in a straight line between the
nearest points of the interior exit stair-ways. In buildings
with three or more interior exit stairways, no fewer than
two of the interior exit stairways shall comply with this
section. Interlocking or scissor stairs shall be counted as
one interior exit stairway.
403.5.2 Additional exit stairway. For buildings other
than Group R-2 that are more than 420 feet (128 000 mm)
in building height, one additional exit stairway meeting
the requirements of Sections 1009 and 1022 shall be pro-
vided in addition to the minimum number of exits required
by Section 1021.1. The total width of any combination of
remaining exit stairways with one exit stairway removed
shall be not less than the total width required by Section
1005.1. Scissor stairs shall not be considered the addi-
tional exit stairway required by this section.
Exception: An additional exit stairway shall not be
required to be installed in buildings having elevators
used for occupant self-evacuation in accordance with
Section 3008.
403.5.3 Stairway door operation. Stairway doors other
than the exit discharge doors shall be permitted to be
locked from the stairway side. Stairway doors that are
locked from the stairway side shall be capable of being
unlocked simultaneously without unlatching upon a signal
from tho fire command center.
403.5.3.1 Stairway communication system. A tele-
phone or other two-way communications system con-
nected to an approved constantly attended station shall
be provided at not less than every fifth floor in each
stairway where the doors to the stairway are locked.
403.5.4 Smokeproof enclosures. Every required exit
stairway serving floors more than 75 feet (22 860 mm)
above the lowest level of fire department vehicle access
shall be a smokeproof enclosure in accordance with Sec-
tions 909.20 and 1022.10.
403.5.5 Luminous egress path markings. Luminous
egress path markings shall be provided in accordance with
Section 1024.
403.5.6 Emergency escape and rescue. Emergency
escape and rescue openings required by Section 1029 are
not required.
403.6 Elevators. Elevator installation and operation in high-
rise buildings shall comply with Chapter 30 and Sections
403.6.1 and 403.6.2.
403.6.1 Fire service access elevator. In buildings with an
occupied floor more than 120 feet (36 576 mm) above the
lowest level of fire department vehicle access, no fewer
than two fire service access elevators, or all elevators,
whichever is less, shall be provided in accordance with
Section 3007. Each fire service access elevator shall have
a capacity of not less than 3500 pounds (1588 kg).
403.6.2 Occupant evacuation elevators. Where installed
in accordance with Section 3008, passenger elevators for
general public use shall be permitted to be used for occu-
pant self-evacuation.
SECTION 404
ATRIUMS
404.1 General. In other than Group H occupancies, and
where permitted by Section 712.1.6, the provisions of Sec-
tions 404.1 through 404.9 shall apply to buildings or struc-
tures containing vertical openings defined as "Atriums."
404.1.1 Definition. The following term is defined in
Chapter 2:
ATRIUM.
404.2 Use. The floor of the atrium shall not be used for other
than low fire hazard uses and only approved materials and
decorations 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 pro-
vided with an automatic sprinkler system in accordance
with Section 903.3.1.1.
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[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 adjacent 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 2-hour fire barriers constructed in
accordance with Section 707 or horizontal assem-
blies constructed in accordance with Section 71 1, or
both.
2. Where the ceiling of the atrium is more than 55 feet
(16 764 mm) above the floor, sprinkler protection at
the ceiling of the atrium is not required.
[F] 404.4 Fire alarm system. Afire alarm system shall be
provided in accordance with Section 907.2.14.
404.5 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.
404.6 Enclosure of atriums. Atrium spaces shall be sepa-
rated from adjacent spaces by a 1-hour fire barrier con-
structed in accordance with Section 707 or a horizontal
assembly constructed in accordance with Section 711, or
both.
Exception: A fire barrier is not required where a glass
wall forming a smoke partition is provided. The glass
wall shall comply with all of the following:
1. Automatic sprinklers are provided along both sides
of the separation wall and doors, or on the room side
only if there is not a walkway on the atrium side.
The sprinklers shall be located between 4 inches and
12 inches (102 mm and 305 mm) away from the
glass and at intervals along the glass not greater than
6 feet (1829 mm). The sprinkler system shall be
designed so that the entire surface of the glass is wet
upon activation of the sprinkler system without
obstruction;
1.1. The glass wall shall be installed in a gas-
keted frame in a manner that the framing
system deflects without breaking (loading)
the glass before the sprinkler system oper-
ates; and
1.2. Where glass doors are provided in the glass
wall, they shall be either self-closing or auto-
matic-closing.
2. A fire barrier is not required where a glass-block
wall assembly complying with Section 2110 and
having a 3 / 4 -hour/i>e protection rating is provided.
3. Afire barrier is not required between the atrium and
the adjoining spaces of any three floors of the atrium
provided such spaces are accounted for in the design
of the smoke control system.
[F] 404.7 Standby power. Equipment required to provide
smoke control shall be connected to a standby power system
in accordance with Section 909.11.
404.8 Interior finish. The interior finish of walls and ceil-
ings of the atrium shall be not less than Class B with no
reduction in class for sprinkler protection.
404.9 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 be not greater than 200 feet (60 960
mm). The travel distance requirements for areas of buildings
open to the atrium and where access to the exits is not
through the atrium, shall comply with the requirements of
Section 1016.
SECTION 405
UNDERGROUND BUILDINGS
405.1 General. The provisions of Sections 405.2 through
405.10 apply to building spaces having a floor level used for
human occupancy more than 30 feet (9144 mm) below the
finished floor of the lowest level of exit discharge.
Exception: The provisions of Section 405 are not appli-
cable to the following buildings or portions of buildings:
1. One- and two-family dwellings, sprinklered in
accordance with Section 903.3.1.3.
2. Parking garages provided with automatic sprinkler
systems in compliance with Section 405.3.
3. Fixed guideway transit systems.
4. Grandstands, bleachers, stadiums, arenas and simi-
lar facilities.
5. Where the lowest story is the only story that would
qualify the building as an underground building and
has an area not greater than 1,500 square feet (139
m 2 ) and has an occupant load less than 10.
6. Pumping stations and other similar mechanical
spaces intended only for limited periodic use by ser-
vice or maintenance personnel.
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 build-
ing and all levels below shall be equipped with an automatic
sprinkler 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 fin-
ished floor of the lowest level of exit discharge shall be
divided into no fewer than two compartments of approxi-
mately equal size. Such compartmentation shall extend
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2012 INTERNATIONAL BUILDING CODE®
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
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 compart-
mented where the area is not greater than 1 ,500 square
feet (1 39 m 2 ) 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 elec-
trical piping and conduit that are firestopped in accordance
with Section 714. Doorways shall be protected by fire
door assemblies that are automatic-closing by smoke
detection in accordance with Section 716.5.9.3 and are
installed in accordance with NFPA 105 and Section
716.5.3. 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 automatic-closing by smoke detection in accor-
dance with Section 716.5.9.3.
405.5 Smoke control system. A smoke control system shall
be provided in accordance with Sections 405.5.1 and 405.5.2.
405.5.1 Control system. A smoke control system is
required to control the migration of products of combus-
tion 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.
405.5.2 Compartment smoke control system. Where
compartmentation is required, each compartment shall
have an independent smoke control system. The system
shall be automatically activated and capable of manual
operation in accordance with Sections 907.2.18 and
907.2.19.
[F] 405.6 Fire alarm systems. Afire alarm system shall be
provided where required by Sections 907.2.18 and 907.2.19.
405.7 Means of egress. Means of egress shall be in accor-
dance with Sections 405.7.1 and 405.7.2.
405.7.1 Number of exits. Each floor level shall be pro-
vided with no fewer than two exits. Where compartmenta-
tion is required by Section 405.4, each compartment shall
have no fewer than one exit and shall also have no fewer
than one exit access doorway into the adjoining compart-
ment.
405.7.2 Smokeproof enclosure. Every required stairway
serving floor levels more than 30 feet (9144 mm) below
the finished floor of its level of exit discharge shall comply
with the requirements for a smokeproof enclosure as pro-
vided in Section 1022.10.
[F] 405.8 Standby power. A standby power system comply-
ing with Chapter 27 shall be provided standby power loads
specified in Section 405.8.1.
[F] 405.8.1 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.
|F] 405.8.2 Pick-up time. The standby power system shall
pick up its connected loads within 60 seconds of failure of
the normal power supply.
[F] 405.9 Emergency power. An emergency power system
complying with Chapter 27 shall be provided for emergency
power loads specified in Section 405.9.1.
[F] 405.9.1 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] 405.10 Standpipe system. The underground building
shall be equipped throughout with a standpipe system in
accordance with Section 905.
SECTION 406
MOTOR-VEHICLE-RELATED OCCUPANCIES
Section 406 has been completely reorganized from the 2009
code; therefore, the * and ** margin indicators have not been
included for clarity.
406.1 General. Motor- vehicle-related occupancies shall
comply with Sections 406.1 through 406.8.
406.2 Definitions. The following terms are defined in Chap-
ter 2:
MECHANICAL-ACCESS OPEN PARKING GARAGES.
OPEN PARKING GARAGE.
RAMP-ACCESS OPEN PARKING GARAGES.
406.3 Private garages and carports. Private garages and
carports shall comply with Sections 406.3.1 through 406.3.5.
406.3.1 Classification. Buildings or parts of buildings
classified as Group U occupancies because of the use or
character of the occupancy shall be not greater than 1 ,000
square feet (93 m 2 ) in area or one story in height except as
provided in Section 406.3.2. Any building or portion
thereof that exceeds the limitations specified in this sec-
tion shall be classified in the occupancy group other than
Group U that it most nearly resembles.
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SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
406.3.2 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 per-
mitted to be 3,000 square feet (279 m 2 ) where the follow-
ing provisions are met:
1. For a mixed occupancy building, the exterior wall
and opening protection for the Group U portion of
the building shall be as required for the major occu-
pancy of the building. For such a mixed occupancy
building, the allowable floor area of the building
shall be as permitted for the major occupancy con-
tained therein.
2. For a building containing only a Group U occu-
pancy, the exterior wall shall not be required to have
a fire- resistance rating and the area of openings
shall not be limited where the fire separation dis-
tance is 5 feet (1524 mm) or more.
More than one 3,000-square-foot (279 m 2 ) Group U
occupancy shall be permitted to be in the same structure,
provided each 3,000-square-foot (279 m 2 ) area is sepa-
rated by fire walls complying with Section 706.
406.3.3 Garages and carports. Carports shall be open on
no fewer than 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 door-
way.
406.3.4 Separation. Separations shall comply with the
following:
1. The private garage shall be separated from the
dwelling unit and its attic area by means of gypsum
board, not less than V 2 inch (12.7 mm) in thickness,
applied to the garage side. Garages beneath habit-
able rooms shall be separated from all habitable
rooms above by not less than a 5 / 8 -inch (15.9 mm)
Type X gypsum board or equivalent and 7 2 -inch
(12.7 mm) gypsum board applied to structures sup-
porting the separation from habitable rooms above
the garage. 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 l 3 / g inches (34.9 mm) in thick-
ness, or doors in compliance with Section 716.5.3
with a fire protection rating of not less than 20 min-
utes. Openings from a private garage directly into a
room used for sleeping purposes shall not be permit-
ted. Doors shall be self-closing and self-latching.
2. Ducts in a private garage and ducts penetrating the
walls or ceilings separating the dwelling unit,
including its attic area, from the garage shall be con-
structed of sheet steel of not less than 0.019 inches
(0.48 mm), in thickness, and shall have no openings §
into the garage. 1
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.
406.3.5 Automatic garage door openers. Automatic
garage door openers, if provided, shall be listed in accor-
dance with UL 325.
406.4 Public parking garages. Parking garages other than
private parking garages, shall be classified as public parking
garages and shall comply with the provisions of Sections
406.4.2 through 406.4.8 and shall be classified as either an
open parking garage or an enclosed parking garage. Open
parking garages shall also comply with Section 406.5.
Enclosed parking garages shall also comply with Section
406.6. See Section 510 for special provisions for parking
garages.
406.4.1 Clear height. The clear height of each floor level
in vehicle and pedestrian traffic areas shall be not less than
7 feet (2134 mm). Vehicle and pedestrian areas accommo-
dating van-accessible parking shall comply with Section
1106.5.
406.4.2 Guards. Guards shall be provided in accordance
with Section 1013. Guards serving as vehicle barriers
shall comply with Sections 406.4.3 and 1013.
406.4.3 Vehicle barriers. Vehicle barriers not less than 2
feet 9 inches (835 mm) in height shall be placed at the
ends of drive lanes, and at the end of parking spaces where
the vertical distance to the ground or surface directly
below is greater than 1 foot (305 mm). Vehicle barriers
shall comply with the loading requirements of Section
1607.8.3.
Exception: Vehicle barriers are not required in vehicle
storage compartments in a mechanical access parking
garage.
406.4.4 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).
406.4.5 Floor surface. Parking surfaces shall be of con-
crete or similar noncombustible and nonabsorbent materi-
als.
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 door-
way.
Exceptions:
1. Asphalt parking surfaces shall be permitted at
ground level.
2. Floors of Group S-2 parking garages shall not be
required to have a sloped surface.
406.4.6 Mixed occupancy separation. Parking garages
shall be separated from other occupancies in accordance
with Section 508.1.
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SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
406.4.7 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
separation.
Exception: A single door shall be allowed provided the
sources of ignition in the appliance are not less than 1 8
inches (457 mm) above the floor.
406.4.8 Attached to rooms. Openings from a parking
garage directly into a room used for sleeping purposes
shall not be permitted.
406.5 Open parking garages. Open parking garages shall
comply with Sections 406.5.1 through 406.5.11.
406.5.1 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 406.4.3.
406.5.2 Openings. For natural ventilation purposes, the
exterior side of the structure shall have uniformly distrib-
uted openings on two or more sides. The area of such
openings in exterior walls on a tier shall be not less than
20 percent of the total perimeter wall area of each tier. The
aggregate length of the openings considered to be provid-
ing natural ventilation shall be not less than 40 percent of
the perimeter of the tier. Interior walls shall be not less
than 20 percent open with uniformly distributed openings.
Exception: Openings are not required to be distributed
over 40 percent of the building perimeter where the
required openings are uniformly distributed over two
opposing sides of the building.
406.5.2.1 Openings below grade. Where openings
below grade provide required natural ventilation, the
outside horizontal clear space shall be one and one-half
times the depth of the opening. The width of the hori-
zontal clear space shall be maintained from grade down
to the bottom of the lowest required opening.
406.5.3 Uses. Mixed uses shall be allowed in the same
building as an open parking garage subject to the provi-
sions of Sections 402.4.2.3, 406.5.11, 508.1, 510.3, 510.4
and 510.7.
406.5.4 Area and height. Area and height of open park-
ing garages shall be limited as set forth in Chapter 5 for
Group S-2 occupancies and as further provided for in Sec-
tion 508.1.
TABLE 406.
OPEN PARKING GARAGES
406.5.4.1 Single use. Where 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
406.5.4, along with increases allowed by Section
406.5.5.
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 2 ). 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 hav-
ing 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 be not less
than 7 feet (2134 mm), except that a lower clear height
is permitted in mechanical-access open parking
garages where approved by the building official.
406.5.5 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 three-fourths of the building's perime-
ter are permitted 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 distributed along the length of
the tier. For purposes of calculating the interior area of the
side, the height shall not exceed 7 feet (2134 mm).
Allowable tier areas in Table 406.5.4 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. No
fewer than three sides of each such larger tier shall have
continuous horizontal openings not less than 30 inches
(762 mm) in clear height extending for not less than 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
.5.4
AREA AND HEIGHT
TYPE OF CONSTRUCTION
AREA PER TIER
(square feet)
HEIGHT (in tiers)
Ramp access
Mechanical access
Automatic sprinkler system
No
Yes
IA
Unlimited
Unlimited
Unlimited
Unlimited
IB
Unlimited
12 tiers
12 tiers
18 tiers
IIA
50,000
10 tiers
10 tiers
1 5 tiers
IIB
50,000
8 tiers
8 tiers
12 tiers
IV
50,000
4 tiers
4 tiers
4 tiers
For SI: 1 square foot = 0.0929 nr.
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SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
face a street or yard accessible to a street with a width of
not less than 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
building 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 inte-
rior area of the side at each tier and such openings shall be
equally distributed along the length of the tier. For pur-
poses of calculating the interior area of the side, the height
shall not exceed 7 feet (2134 mm). All portions of tiers
shall be within 200 feet (60 960 mm) horizontally from
such openings or other natural ventilation openings as
defined in Section 406.5.2. These openings shall be per-
mitted to be provided in courts with a minimum dimen-
sion of 20 feet (6096 mm) for the full width of the
openings.
406.5.6 Fire separation distance. Exterior walls and
openings in exterior walls shall comply with Tables 601
and 602. The distance to an adjacent lot line shall be deter-
mined in accordance with Table 602 and Section 705.
406.5.7 Means of egress. Where persons other than park-
ing attendants are permitted, open parking garages shall
meet the means of egress requirements of Chapter 10.
Where no persons other than parking attendants are per-
mitted, there shall be no fewer than two exit stairways.
Each exit stairway shall be not less than 36 inches (914
mm) in width. Lifts shall be permitted to be installed for
use of employees only, provided they are completely
enclosed by noncombustible materials.
[F] 406.5.8 Standpipe system. An open parking garage
shall be equipped with a standpipe system as required by
Section 905.3.
406.5.9 Enclosure of vertical openings. Enclosure shall
not be required for vertical openings except as specified in
Section 406.5.7.
406.5.10 Ventilation. Ventilation, other than the percent-
age of openings specified in Section 406.5.2, shall not be
required.
406.5.11 Prohibitions. The following uses and alterations
are not permitted:
1 . Vehicle repair work.
2. Parking of buses, trucks and similar vehicles.
3. Partial or complete closing of required openings in
exterior walls by tarpaulins or any other means.
4. Dispensing of fuel.
406.6 Enclosed parking garages. Enclosed parking garages
shall comply with Sections 406.6.1 through 406.6.3.
406.6.1 Heights and areas. Enclosed vehicle parking
garages and portions thereof that do not meet the defini-
tion of open parking garages shall be limited to the allow-
able heights and areas specified in Table 503 as modified
by Sections 504, 506 and 507. Roof parking is permitted.
406.6.2 Ventilation. A mechanical ventilation system
shall be provided in accordance with the International
Mechanical Code.
[F] 406.6.3 Automatic sprinkler system. An enclosed
parking garage shall be equipped with an automatic sprin-
kler system in accordance with Section 903.2.10.
406.7 Motor fuel-dispensing facilities. Motor fuel-dispens-
ing facilities shall comply with the International Fire Code
and Sections 406.7.1 and 406.7.2.
406.7.1 Vehicle fueling pad. The vehicle shall be fueled
on noncoated concrete or other approved paving material
having a resistance not exceeding 1 megohm as deter-
mined by the methodology in EN 1081.
406.7.2 Canopies. Canopies under which fuels are dis-
pensed shall have a clear, unobstructed height of not less
than 13 feet 6 inches (4115 mm) to the lowest projecting
element 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 pro-
viding 1 -hour fire resistance. Combustible materials used
in or on a canopy 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 thick-
ness of not less than 0.010 inch (0.30 mm) or corro-
sion-resistant steel having a base metal thickness of
not less than 0.016 inch (0.41 mm). The plastic shall
have & 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 or UL 723 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
materials shall be permitted to be installed in cano-
pies erected over motor vehicle fuel-dispensing sta-
tion fuel dispensers, provided the panels are located
not less than 10 feet (3048 mm) from any building
on the same lot and face yards or streets not less
than 40 feet (1 2 192 mm) in width on the other sides.
The aggregate areas of plastics shall be not greater
than 1,000 square feet (93 m 2 ). The maximum area
of any individual panel shall be not greater than 100
square feet (9.3 m 2 ).
406.7.2.1 Canopies used to support gaseous hydro-
gen systems. Canopies that are used to shelter dispens-
ing 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 lim-
ited to refueling only.
3. The canopy shall be constructed in a manner that
prevents the accumulation of hydrogen gas.
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406.8 Repair garages. Repair garages shall be constructed
in accordance with the International Fire Code and Sections
406.8.1 through 406.8.6. This occupancy shall not include
motor fuel-dispensing facilities, as regulated in Section
406.7.
406.8.1 Mixed uses. Mixed uses shall be allowed in the
same building as a repair garage subject to the provisions
of Section 508.1.
406.8.2 Ventilation. Repair garages shall be mechanically
ventilated in accordance with the International Mechani-
cal Code. The ventilation system shall be controlled at the
entrance to the garage.
406.8.3 Floor surface. Repair garage floors shall be of
concrete or similar noncombustible and nonabsorbent
materials.
Exception: Slip-resistant, nonabsorbent, interior floor
finishes having a critical radiant flux not more than
0.45 W/cm 2 , as determined by NFPA 253, shall be per-
mitted.
406.8.4 Heating equipment. Heating equipment shall be
installed in accordance with the International Mechanical
Code.
[F] 406.8.5 Gas detection system. Repair garages used
for the repair of vehicles fueled by nonodorized gases such
as hydrogen and nonodorized LNG, shall be provided with
a flammable gas detection system.
[F] 406.8.5.1 System design. The flammable gas
detection system shall be listed or approved and shall
be calibrated to the types of fuels or gases used by vehi-
cles to be repaired. The gas detection system shall be
designed to activate when the level of flammable gas
exceeds 25 percent of the lower flammable limit (LFL).
Gas detection shall be provided in lubrication or chassis
service pits of repair garages used for repairing non-
odorized LNG-fueled vehicles.
[F] 406.8.5.1.1 Gas detection system compo-
nents. Gas detection system control units shall be
listed and labeled in accordance with UL 864 or UL
2017. Gas detectors shall be listed and labeled in
accordance with UL 2075 for use with the gases and
vapors being detected.
[F] 406.8.5.2 Operation. Activation of the gas detec-
tion 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 detec-
tion.
[F] 406.8.5.3 Failure of the gas detection system.
Failure of the gas detection system shall result in the
deactivation of the heating system, activation of the
mechanical ventilation system where the system is
inter-locked with the gas detection system and cause a
trouble signal to sound in an approved location.
[F] 406.8.6 Automatic sprinkler system. A repair garage
shall be equipped with an automatic sprinkler system in
accordance with Section 903.2.9.1.
SECTION 407
GROUP 1-2
407.1 General. Occupancies in Group 1-2 shall comply with
the provisions of Sections 407.1 through 407.10 and other
applicable provisions of this code.
407.2 Corridors continuity and separation. Corridors in
occupancies in Group 1-2 shall be continuous to the exits and
shall be separated from other areas in accordance with Sec-
tion 407.3 except spaces conforming to Sections 407.2.1
through 407.2.4.
407.2.1 Waiting and similar areas. Waiting areas and
similar spaces constructed as required for corridors shall
be permitted to be open to a corridor, only where all of the
following criteria are met:
1. The spaces are not occupied as care recipient's I
sleeping rooms, treatment rooms, incidental uses in
accordance with Section 509, or hazardous uses. j
2. The open space is protected by an automatic fire
detection system installed in accordance with Sec-
tion 907.
3. The corridors onto which the spaces open, in the
same smoke compartment, are protected by an auto-
matic 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 Care providers' stations. Spaces for care pro-
viders', supervisory staff, doctors' and nurses' charting,
communications and related clerical areas shall be permit-
ted to be open to the corridor, where such spaces are con-
structed as required for corridors.
407.2.3 Psychiatric treatment areas. Areas wherein psy-
chiatric care recipients who are not capable of self-preser-
vation are housed, or group meeting or multipurpose
therapeutic spaces other than incidental uses in accordance
with Section 509, 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 ).
2. The area is located to permit supervision by the
facility staff.
3. The area is arranged so as not to obstruct any access
to the required exits.
4. The area is equipped with an automatic fire detec-
tion system installed in accordance with Section
907.2.
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**
5. Not more than one such space is permitted in any
one smoke compartment.
6. The walls and ceilings of the space are constructed
as required for corridors.
407.2.4 Gift shops. Gift shops and associated storage that
are less than 500 square feet (455 m 2 ) in area shall be per-
mitted to be open to the corridor where such spaces are
constructed as required for corridors.
407.3 Corridor wall construction. 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 509.4 or for the
enclosure 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 Section 716.5.
407.4 Means of egress. Group 1-2 occupancies shall be pro-
vided with means of egress complying with Chapter 10 and
Sections 407.4. 1 through 407.4.3.
407.4.1 Direct access to a corridor. Habitable rooms in
Group 1-2 occupancies shall have an exit access door lead-
ing directly to a corridor.
Exceptions:
1. Rooms with exit doors opening directly to the
outside at ground level.
2. Rooms arranged as care suites complying with
Section 407.4.3
407.4.1.1 Locking devices. Locking devices that
restrict access to a care recipient's room from the corri-
dor and that are operable only by staff from the corri-
dor side shall not restrict the means of egress from the
care recipient's room.
Exceptions:
1. This section shall not apply to rooms in psy-
chiatric treatment and similar care areas.
2. Locking arrangements in accordance with
Section 1008.1.9.6.
407.4.2 Travel distance. The travel distance between any
point in a Group 1-2 occupancy sleeping room and an exit
access door in that room shall be not greater than 50 feet
(15 240 mm).
407.4.3 Group 1-2 care suites. Care suites in Group 1-2
shall comply with Section 407.4.3.1 through 407.4.3.4 and
either Section 407.4.3.5 or 407.4.3.6.
407.4.3.1 Exit access through care suites. Exit access
from all other portions of a building not classified as a
care suite shall not pass through a care suite. In a care
suite required to have more than one exit, one exit
access is permitted to pass through an adjacent care
suite provided all of the other requirements of Sections
407.4 and 1014.2 are satisfied.
407.4.3.2 Separation. Care mites shall be separated
from other portions of the building by a smoke partition
complying with Section 710.
407.4.3.3 One intervening room. For rooms other than
sleeping rooms located within a care suite, exit access
travel from the care suite shall be permitted through
one intervening room where the travel distance to the
exit access door from the care suite is not greater than
100 feet (30 480 mm).
407.4.3.4 Two intervening rooms. For rooms other
than sleeping rooms located within a care suite, exit
access travel within the care suite shall be permitted
through two intervening rooms where the travel dis-
tance to the exit access door from the care suite is not
greater than 50 feet (15 240 mm).
407.4.3.5 Care suites containing sleeping room
areas. Sleeping rooms shall be permitted to be grouped
into care suites with one intervening room if one of the
following conditions is met:
1 . The intervening room within the care suite is not
used as an exit access for more than eight care
recipient beds.
2. The arrangement of the care suite allows for
direct and constant visual supervision by care
providers.
407.4.3.5.1 Area. Care suites containing sleeping
rooms shall be not greater than 5,000 square feet
(465 m 2 ) in area.
407.4.3.5.2 Exit access. Any sleeping room, or any
care suite that contains sleeping rooms, of more than
1,000 square feet (93 m 2 ) shall have no fewer than
two exit access doors from the care suite located in
accordance with Section 1015.2.
407.4.3.5.3 Travel distance. The travel distance
between any point in a care suite containing sleep-
ing rooms and an exit access door from that care
suite shall be not greater than 100 feet (30 480 mm).
407.4.3.6 Care suites not containing sleeping rooms.
Areas not containing sleeping rooms, but only treat-
ment areas and the associated rooms, spaces or circula-
tion space shall be permitted to be grouped into care
suites and shall conform to the limitations in Section
407.4.3.6.1 and 407.4.3.6.2.
407.4.3.6.1 Area. Care mites of rooms, other than
sleeping rooms, shall have an area not greater than
1 0,000 square feet (929 m 2 ).
407.4.3.6.2 Exit access. Care suites, other than
sleeping rooms, with an area of more than 2,500
square feet (232 m 2 ) shall have no fewer than two
exit access doors from the care suite located in
accordance with Section 1015.2.
407.5 Smoke barriers. Smoke barriers shall be provided to
subdivide every story used by persons receiving care, treat-
ment or sleeping and to divide other stories with an occupant
load of 50 or more persons, into no fewer than two smoke
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| compartments. Such stories shall be divided into smoke com-
partments with an area of not more than 22,500 square feet
(2092 m 2 ) and the travel distance from any point in a smoke
compartment to a smoke barrier door shall be not greater than
200 feet (60 960 mm). The smoke barrier shall be in accor-
dance with Section 709.
407.5.1 Refuge area. Refuge areas shall be provided
within each smoke compartment. The size of the refuge
area shall accommodate the occupants and care recipients
from the adjoining smoke compartment. Where a smoke
compartment is adjoined by two or more smoke compart-
ments, the minimum area of the refuge area shall accom-
modate the largest occupant load of the adjoining
compartments. The size of the refuge area shall provide
the following:
1. Not less than 30 net square feet (2.8 m 2 ) for each
care recipient confined to bed or litter.
2. Not less than 6 square feet (0.56 m 2 ) for each ambu-
latory care recipient not confined to bed or litter and
for other occupants.
Areas or spaces permitted to be included in the calcula-
tion of refuge area are corridors, sleeping areas, treatment
rooms, lounge or dining areas and other low-hazard areas.
407.5.2 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.
407.5.3 Horizontal assemblies. Horizontal assemblies
supporting smoke barriers required by this section shall be
designed to resist the movement of smoke and shall com-
ply with Section 71 1.9.
[F] 407.6 Automatic sprinkler system. Smoke compart-
ments containing sleeping rooms shall be equipped through-
out with an automatic fire sprinkler system in accordance
with Sections 903.3.1.1 and 903.3.2.
[F] 407.7 Fire alarm system. A fire alarm system shall be
provided in accordance with Section 907.2.6.
[F] 407.8 Automatic fire detection. Corridors in nursing
homes, long-term care 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 detection as required
in Section 407.2.
Exceptions:
1. Corridor smoke detection is not required where
sleeping rooms are provided with smoke detectors
that comply with UL 268. Such detectors shall pro-
vide a visual display on the corridor side of each
sleeping room and an audible and visual alarm at the
care provider's station attending each unit.
2. Corridor smoke detection is not required where
sleeping room doors are equipped with automatic
door-closing devices with integral smoke detectors
on the unit sides installed in accordance with their
listing, provided that the integral detectors perform
the required alerting function.
407.9 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 2 ) for bed and litter care recipients and 6 net square
feet (0.56 m 2 ) for ambulatory care recipients and other occu-
pants are located between the building and the fence. Such
provided safe dispersal area shall be located not less than 50
feet (15 240 mm) from the building they serve.
407.10 Hyperbaric facilities. Hyperbaric facilities in Group
1-2 occupancies shall meet the requirements contained in
Chapter 20 of NFPA 99.
SECTION 408
GROUP !-3
408.1 General. Occupancies in Group 1-3 shall comply with
the provisions of Sections 408.1 through 408.11 and other
applicable provisions of this code (see Section 308.5).
408.1.1 Definition. The following terms are defined in
Chapter 2:
CELL.
CELL TIER.
HOUSING UNIT.
SALLYPORT.
408.2 Other occupancies. Buildings or portions of buildings
in Group 1-3 occupancies where security operations necessi-
tate the locking of required means of egress shall be permit-
ted to be classified as a different occupancy. Occupancies
classified as other than Group 1-3 shall meet the applicable
requirements of this code for that occupancy provided provi-
sions are 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, con-
form 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
Group H use.
408.3 Means of egress. Except as modified or as provided
for in this section, the means of egress 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 (7 1 1 mm).
408.3.2 Sliding doors. Where doors in a means of egress
are of the horizontal-sliding type, the force to slide the
door to its fully open position shall be not greater than 50
pounds (220 N) with a perpendicular force against the
door of 50 pounds (220 N).
408.3.3 Guard tower doors. A hatch or trap door not less
than 16 square feet (610 m 2 ) in area through the floor and
having dimensions of not less than 2 feet (610 mm) in any
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direction shall be permitted to be used as a portion of the
means of egress from guard towers.
408.3.4 Spiral stairways. Spiral stairways that conform
to the requirements of Section 1009.12 are permitted for
access to and between staff locations.
408.3.5 Ship ladders. Ship ladders shall be permitted for
egress from control rooms or elevated facility observation
rooms in accordance with Section 1009.14.
408.3.6 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, be
located not less than 50 feet (15 240 mm) from the build-
ing and have an area of not less than 15 square feet (1.4
m 2 ) per person.
408.3.7 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.
408.3.8 Interior exit stairway and ramp construction.
One interior exit stairway or ramp in each building shall
be permitted to have glazing installed in doors and interior
walls at each landing level providing access to the interior
exit stairway or ramp, provided that the following condi-
tions are met:
1. The interior exit stairway or ramp shall not serve
more than four floor levels.
2. Exit doors shall be not less than V 4 -hour fire door
assemblies complying with Section 716.5
3. The total area of glazing at each floor level shall not
exceed 5,000 square inches (3.2 m 2 ) and individual
panels of glazing shall not exceed 1,296 square
inches (0.84 m 2 ).
4. The glazing shall be protected on both sides by an
automatic sprinkler system. The sprinkler system
shall be designed to wet completely the entire sur-
face 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 sprinkler system operates.
6. Obstructions, such as curtain rods, drapery traverse
rods, curtains, drapes or similar materials shall not
be installed between the automatic sprinklers and
the glazing.
408.4 Locks. Egress doors are permitted to be locked in
accordance with the applicable use condition. Doors from a
refuge area to the outside 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 Condi-
tions 3 or 4, the arrangement, accessibility and security of
the release mechanisms 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 min-
utes.
Exception: Provisions for remote locking and unlock-
ing of occupied rooms in Occupancy Condition 4 are
not required provided that not more than 10 locks are
necessary 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-oper-
ated sliding doors or power-operated locks for swinging
doors shall be operable by a manual release mechanism at
the door, and either emergency power or a remote
mechanical operating release shall be provided.
Exception: Emergency power is not required in facili-
ties with 10 or fewer locks complying with the excep-
tion to Section 408.4.1.
408.4.3 Redundant operation. Remote release, mechani-
cally operated sliding doors or remote release, mechani-
cally operated locks shall be provided with a mechanically
operated release mechanism at each door, or shall be pro-
vided 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 Protection of vertical openings. Any vertical opening
shall be protected by a shaft enclosure in accordance with
Section 713, or shall be in accordance with Section 408.5.1.
408.5.1 Floor openings. Openings in floors within a hous-
ing unit are permitted without a shaft enclosure, provided
all of the following conditions are met:
1. The entire normally occupied areas so intercon-
nected are open and unobstructed so as to enable
observation of the areas by supervisory personnel;
2. Means of egress capacity is sufficient for all occu-
pants from all interconnected cell tiers and areas;
3. The height difference between the floor levels of the
highest and lowest cell tiers shall not exceed 23 feet
(7010 mm); and
4. Egress from any portion of the cell tier to an exit or
exit access door shall not require travel on more than
one additional floor level within the housing unit.
408.5.2 Shaft openings in communicating floor levels.
Where a floor opening is permitted between communicat-
ing floor levels of a housing unit in accordance with Sec-
tion 408.5.1, plumbing chases serving vertically staked
individual cells contained with the housing unit shall be
permitted without a shaft enclosure.
408.6 Smoke barrier. Occupancies in Group 1-3 shall have
smoke barriers complying with Sections 408.8 and 709 to
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divide every story occupied by residents for sleeping, or any
other story having an occupant load of 50 or more persons,
into no fewer than two smoke compartments.
Exception: Spaces having a direct exit to one of the fol-
lowing, 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 pro-
vides 6 square feet (0.56 m 2 ) or more of refuge area
per occupant, including residents, staff and visitors.
408.6.1 Smoke compartments. The number of residents
in any smoke compartment shall be not more than 200.
The travel distance to a door in a smoke barrier from any
room door required as exit access shall be not greater than
150 feet (45 720 mm). The travel distance to a door in a
smoke barrier from any point in a room shall be not
greater than 200 feet (60 960 mm).
408.6.2 Refuge area. Not less than 6 net square feet (0.56
m 2 ) per occupant shall be provided on each side of each
smoke barrier for the total number of occupants in adjoin-
ing smoke compartments. This space shall be readily avail-
able wherever 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 Security glazing. In occupancies in Group 1-3, win-
dows and doors in 1-hour fire barriers constructed in accor-
dance with Section 707, fire partitions constructed in
accordance with Section 708 and smoke barriers constructed
in accordance with Section 709 shall be permitted to have
security glazing installed provided that the following condi-
tions are met.
1. Individual panels of glazing shall not exceed 1,296
square inches (0.84 m 2 ).
2. The glazing shall be protected on both sides by an auto-
matic sprinkler system. The sprinkler system shall be
designed to, when actuated, wet completely the entire
surface of any glazing affected by fire.
3. 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.
4. Obstructions, such as curtain rods, drapery traverse
rods, curtains, drapes or similar materials shall not be
installed between the automatic sprinklers and the glaz-
ing.
408.8 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 408.8.1
through 408.8.4.
408.8.1 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).
408.8.2 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.
408.8.3 Openings in room face. The aggregate area of
openings in a solid sleeping room face in Occupancy Con-
ditions 2, 3, 4 and 5 shall not exceed 120 square inches
(0.77 m 2 ). The aggregate area shall include all openings
including door undercuts, food passes and grilles. Open-
ings 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.
408.8.4 Smoke-tight doors. Doors in openings in parti-
tions required to be smoke tight by Section 408.8 shall be
substantial doors, of construction that will resist the pas-
sage of smoke. Latches and door closures are not required
on cell doors.
408.9 Windowless buildings. For the purposes of this sec-
tion, a windowless building or portion of a building is one
with nonopenable windows, windows not readily breakable
or without windows. Windowless buildings shall be provided
with an engineered smoke control system to provide a tenable
environment for exiting from the smoke compartment in the
area of fire origin in accordance with Section 909 for each
windowless smoke compartment.
[F] 408.10 Fire alarm system. Afire alarm system shall be
provided in accordance with Section 907.2.6.3.
[FJ 408.11 Automatic sprinkler system. Group 1-3 occu-
pancies shall be equipped throughout with an automatic
sprinkler system in accordance with Section 903.2.6.
SECTION 409
MOTION PICTURE PROJECTION ROOMS
409.1 General. The provisions of Sections 409.1 through
409.5 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 cellu-
lose 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. Appur-
tenant electrical equipment, such as rheostats, transform-
ers and generators, shall be within the projection room or
in an adjacent room of equivalent construction.
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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 protected.
The room shall have a floor area of not less than 80 square
feet (7.44 m 2 ) for a single machine and not less than 40
square feet (3.7 m 2 ) for each additional machine. Each motion
picture projector, floodlight, spotlight or similar piece of
equipment shall have a clear working space of not less than
30 inches by 30 inches (762 mm by 762 mm) on each side
and at the rear thereof, but only one such space shall be
required between two adjacent projectors. The projection
room and the rooms appurtenant thereto shall have a ceiling
height of not less than 7 feet 6 inches (2286 mm). The aggre-
gate 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 open-
ing.
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 pro-
vided with adequate air supply inlets so arranged as to pro-
vide 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 permitted to be taken from the outside; from adja-
cent spaces within the building, provided the volume and
infiltration rate is sufficient; or from the building air-con-
ditioning system, provided it is so arranged as to provide
sufficient air when other systems are not in operation.
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 sys-
tem. 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 inter-
connected 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
systems of theaters from inside the projection room and from
not less than 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, PLATFORMS AND TECHNICAL I
PRODUCTION AREAS 1
410.1 Applicability. The provisions of Sections 410.1
through 410.8 shall apply to all parts of buildings and struc-
tures that contain stages or platforms and similar appurte-
nances as herein defined.
410.2 Definitions. The following terms are defined in Chap-
ter 2:
PLATFORM.
PROCENIUM WALL.
STAGE.
TECHNICAL PRODUCTION AREA. 1
410.3 Stages. Stage construction shall comply with Sections
410.3.1 through 410.3.8.
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.
Exception: Stages need not be constructed of the same
materials as required for the type of construction pro-
vided the construction complies with one of the follow-
ing:
1. Stages of Type IIB or IV construction with a
nominal 2-inch (51 mm) wood deck, provided
that the stage is separated from other areas in
accordance with Section 410.3.4.
2. In buildings of Type IIA, IIIA and VA construc-
tion, a fire-resistance-rated floor is not required,
provided the space below the stage is equipped
with an automatic sprinkler system or fire-extin-
guishing system in accordance with Section 903
or 904.
3. In all types of construction, the finished floor
shall be constructed of wood or approved non-
combustible materials. Openings through stage
floors shall be equipped with tight-fitting, solid
wood trap doors with approved safety locks.
410.3.1.1 Stage height and area. Stage areas shall be
measured to include the entire performance area and
adjacent backstage and support areas not separated
from the pqerformance area by fire-resistance-rated
construction. Stage height shall be measured from the
lowest point on the stage floor to the highest point of
the roof or floor deck above the stage.
410.3.2 Technical production areas: galleries, gridirons I
and catwalks. 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 construc-
tion of the building; and a fire-resistance rating shall not
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be required. These areas shall not be considered to be
floors, stones, 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 716. Exte-
rior 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 open-
ing shall be provided with a fire curtain complying with
NFPA 80 or an approved water curtain complying with
Section 903.3.1.1 or, in facilities not utilizing the provi-
sions of smoke-protected assembly seating in accordance
with Section 1028.6.2, a smoke control system complying
with Section 909 or natural ventilation designed to main-
tain the smoke level not less than 6 feet (1829 mm) above
the floor of the means of egress.
410.3.6 Scenery. Combustible materials used in sets and
scenery shall meet the fire propagation performance crite-
ria of NFPA 701, in accordance with Section 806 and the
International Fire Code. Foam plastics and materials con-
taining foam plastics shall comply with Section 2603 and
the International Fire Code.
410.3.7 Stage ventilation. Emergency ventilation shall be
provided for stages larger than 1 ,000 square feet (93 m 2 ) 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. Supplemental means shall be provided for
manual operation of the ventilator. Curbs shall be pro-
vided 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 pro-
scenium 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 construc-
tion of the building in which the permanent platform is
located. Permanent platforms are permitted to be constructed
of fire-retardant-treated wood for Types I, II and IV con-
struction 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 2 ) in area. Where the space beneath the permanent
platform is used for storage or any purpose other than equip-
ment, wiring or plumbing, the floor assembly shall be not less
than 1-hour fire-resistance-rated construction. Where the
space beneath the permanent platform is used only for equip-
ment, 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 equip-
ment.
410.5 Dressing and appurtenant rooms. Dressing and
appurtenant rooms shall comply with Sections 410.5.1 and
410.5.2.
410.5.1 Separation from stage. The stage shall be sepa-
rated from dressing rooms, scene docks, property rooms,
workshops, storerooms and compartments appurtenant to
the stage and other parts of the building by fire barriers
constructed in accordance with Section 707 or horizontal-
assemblies constructed in accordance with Section 71 1, or
both. The fire-resistance rating shall be not less than 2
hours for stage heights greater than 50 feet (15 240 mm)
and not less than 1 hour for stage heights of 50 feet (15
240 mm) or less.
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 not less than 1-hour fire barriers con-
structed in accordance with Section 707 or horizontal
assemblies constructed in accordance with Section 711, or
both.
410.6 Means of egress. Except as modified or as provided
for in this section, the provisions of Chapter 10 shall apply.
410.6.1 Arrangement. Where two or more exits or exit
access doorways from the stage are required in accordance
with Section 1015.1, no fewer than one exit or exit access
doorway shall be provided on each side of a stage.
410.6.2 Stairway and ramp enclosure. Exit access stair-
ways and ramps serving a stage or platform are not
required to be enclosed. Exit access stairways serving
technical production areas are not required to be enclosed.
410.6.3 Technical production areas. Technical produc-
tion areas shall be provided with means of egress and
means of escape in accordance with Sections 410.6.3.1
through 410.6.3.5.
410.6.3.1 Means of egress. No fewer than one means
of egress shall be provided from technical production
areas.
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410.6.3.2 Travel distance. The length of exit access
travel shall be not greater than 300 feet (91 440 mm)
for buildings without a sprinkler system and 400 feet
(121 900 mm) for buildings equipped throughout with
an automatic sprinkler system in accordance with Sec-
tion 903.3.1.1.
410.6.3.3 Two means of egress. Where two means of
egress are required, the common path of travel shall be
not greater than 100 feet (30 480 mm).
Exception: A means of escape to a roof in place of
a second means of egress is permitted.
410.6.3.4 Path of egress travel. The following exit
access components are permitted where serving techni-
cal production areas:
1. Stairways.
2. Ramps.
3. Spiral stairways.
4. Catwalks.
5. Alternating tread devices.
6. Permanent ladders.
410.6.3.5 Width. The path of egress travel within and
from technical support areas shall be not less than 22
inches (559 mm).
[F] 410.7 Automatic sprinkler system. Stages shall be
equipped with an automatic sprinkler system in accordance
with Section 903.3.1.1. 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, performer 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 uti-
lized exclusively for storage of tables and chairs,
provided the concealed space is separated from the
adjacent spaces by not Type X gypsum board not
less than 5 / 8 -inch (15.9 mm) in thickness.
2. Sprinklers are not required for stages 1,000 square
feet (93 m 2 ) or less in area and 50 feet (15 240 mm)
or less in height where curtains, scenery or other
combustible hangings are not retractable vertically.
Combustible 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] 410.8 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 Sections 411.1
through 411.8. Amusement buildings having an occupant
load of less than 50 shall comply with the requirements for a
Group B occupancy and Sections 411.1 through 411.8.
Exception: Amusement buildings or portions thereof that
are without walls or a roof and constructed to prevent the
accumulation of smoke need not comply with this section.
For flammable decorative materials, see the International
Fire Code.
411.2 Definition. The following term is defined in Chapter
2:
SPECIAL AMUSEMENT BUILDING.
[F] 411.3 Automatic fire detection. Special amusement
buildings 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 2 ) 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 907.2.12.2.
[F] 411.6 Emergency voice/alarm communications sys-
tem. An emergency voice/alarm communications system
shall be provided in accordance with Sections 907.2.12 and
907.5.2.2, which is also permitted to serve as a public address
system and shall be audible throughout the entire special
amusement building.
411.7 Exit marking. Exit signs shall be installed at the
required exit or exit access doorways of amusement buildings
in accordance with this section and Section 1011. Approved
directional exit markings shall also be provided. Where mir-
rors, mazes or other designs are utilized that disguise the path
of egress travel such that they are not apparent, approved and
listed low-level exit signs that comply with Section 1011.5,
and directional path markings listed in accordance with UL
1994, 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 sprin-
kler system in accordance with Section 907.2.12.2.
411.7.1 Photo luminescent exit signs. Where photo lumi-
nescent exit signs are installed, activating light source and
viewing distance shall be in accordance with the listing
and markings of the signs.
411.8 Interior finish. The interior finish shall be Class A in
accordance with Section 803.1.
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SECTION 412
AIRCRAFT-RELATED OCCUPANCIES
412.1 General. Aircraft-related occupancies shall comply
with Sections 412.1 through 412.7 and the International Fire
Code.
412.2 Definitions. The following terms are defined in Chap-
ter 2:
FIXED BASE OPERATOR (FBO).
HELIPORT.
HELISTOP.
RESIDENTIAL AIRCRAFT HANGAR.
TRANSIENT AIRCRAFT.
412.3 Airport traffic control towers. The provisions of Sec-
tions 412.3.1 through 412.3.5 shall apply to airport traffic
control towers not exceeding 1,500 square feet (140 m 2 ) 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.
412.3.1 Type of construction. Airport traffic control tow-
ers shall be constructed to comply with the height and area
limitations of Table 412.3.2.
TABLE 412.3.1
HEIGHT AND AREA LIMITATIONS FOR AIRPORT TRAFFIC
CONTROL TOWERS
TYPE OF CONSTRUCTION
HEIGHT 8
(feet)
MAXIMUM AREA
(square feet)
IA
Unlimited
1,500
IB
240
1,500
IIA
100
1,500
IIB
85
1,500
IIIA
65
1,500
For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m 2 .
a. Height to be measured from grade plane to cab floor.
412.3.2 Egress. Not less than one exit stairway shall be
permitted for airport traffic control towers of any height
provided that the occupant load per floor is not greater
than 15. The stairway shall conform to the requirements
of Section 1009. The stairway shall be separated from ele-
vators by a distance of not less than one-half of the diago-
nal of the area served measured in a straight line. The exit
stairway and elevator 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 open-
ings. Such stair-way shall be pressurized to not less than
0.15 inch of water column (43 Pa) and not greater than
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 1009.16. The
provisions of Section 403 do not apply.
Exception: Smokeproof enclosures as set forth in Sec-
tion 1022.10 are not required where required stairways
are pressurized.
[F] 412.3.3 Automatic fire detection systems. Airport
traffic control towers shall be provided with an automatic
fire detection system installed in accordance with Section
907.2.
[F] 412.3.4 Standby power. A standby power system that
conforms to Chapter 27 shall be provided in airport traffic
control towers more than 65 feet (19 812 mm) in height.
Power shall be provided to the following equipment:
1. Pressurization equipment, mechanical equipment
and lighting.
2. Elevator operating equipment.
3. Fire alarm and smoke detection systems.
412.3.5 Accessibility. Airport traffic control towers need
not be accessible as specified in the provisions of Chapter
11.
412.4 Aircraft hangars. Aircraft hangars shall be in accor-
dance with Sections 412.4.1 through 412.4.6.
412.4.1 Exterior walls. Exterior walls located less than 30
feet (9144 mm) from lot lines or a public way shall have a
fire-resistance rating not less than 2 hours.
412.4.2 Basements. Where hangars have basements,
floors over basements shall be of Type I A construction
and shall be made tight against seepage of water, oil or
vapors. There shall be no opening or communication
between basements and the hangar. Access to basements
shall be from outside only.
412.4.3 Floor surface. Floors shall be graded and drained
to prevent water or fuel from remaining on the floor. Floor
drains shall discharge through an oil separator to the sewer
or to an outside vented sump.
Exception: Aircraft hangars with individual lease
spaces not exceeding 2,000 square feet (186 m 2 ) 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 separa-
tor.
412.4.4 Heating equipment. Heating equipment shall be
placed in another room separated by 2-hour fire barriers
constructed in accordance with Section 707 or horizontal
assemblies constructed in accordance with Section 71 1, or
both. Entrance shall be from the outside or by means of a
vestibule providing a two-doorway separation.
Exceptions:
1. Unit heaters and vented infrared radiant heating
equipment suspended not less than 10 feet (3048
mm) above the upper surface of wings or engine
enclosures of the highest aircraft that are permit-
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ted to be housed in the hangar need not be located
in a separate room provided they are mounted not
less than 8 feet (2438 mm) above the floor in
shops, offices and other sections of the hangar
communicating with storage or service areas.
2. Entrance to the separated room shall be permitted
by a single interior door provided the sources of
ignition in the appliances are not less than„18
inches (457 mm) above the floor.
412.4.5 Finishing. The process of "doping," involving use
of a volatile flammable solvent, or of painting, shall be
carried on in a separate detached building equipped with
automatic fire-extinguishing equipment in accordance
with Section 903.
[F] 412.4.6 Fire suppression. Aircraft hangars shall be
provided with a fire suppression system designed in accor-
dance with NFPA 409, based upon the classification for
the hangar given in Table 412.4.6.
Exception: Where a fixed base operator has separate
repair facilities on site, Group II hangars operated by a
fixed base operator used for storage of transient air-
craft only shall have a fire suppression system, but the
system is exempt from foam requirements.
[F] 412.4.6.1 Hazardous operations. Any Group III
aircraft hangar according to Table 412.4.6 that contains
hazardous operations including, but not limited to, the
following shall be provided with a Group I or II fire
suppression system in accordance with NFPA 409 as
applicable:
1. Doping.
2. Hot work including, but not limited to, welding,
torch cutting and torch soldering.
3. Fuel transfer.
4. Fuel tank repair or maintenance not including
defueled tanks in accordance with NFPA 409,
inerted tanks or tanks that have never been
fueled.
5. Spray finishing operations.
6. Total fuel capacity of all aircraft within the
unsprinklered single fire area in excess of 1,600
gallons (6057 L).
7. Total fuel capacity of all aircraft within the maxi-
mum single fire area in excess of 7,500 gallons
(28 390 L) for a hangar with an automatic sprin-
kler system in accordance with Section 903 .3. 1.1.
[F] 412.4.6.2 Separation of maximum single fire
areas. Maximum single fire areas established in accor-
dance with hangar classification and construction type
in Table 412.4.6 shall be separated by 2-hour fire walls
constructed in accordance with Section 706. In deter-
mining the maximum single fire area as set forth in
Table 412.4.6, ancillary uses which are separated from
aircraft servicing areas by afire barrier of not less than
one hour, constructed in accordance with Section 707
shall not be included in the area.
412.5 Residential aircraft hangars. Residential aircraft
hangars shall comply with Sections 412.5.1 through 412.5.5.
412.5.1 Fire separation. A hangar shall not be attached to
a dwelling unless separated by a fire barrier having afire-
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
dwelling unit. Doors into the dwelling unit shall be
equipped with self-closing devices and conform to the
requirements of Section 716 with a noncombustible raised
sill not less than 4 inches (102 mm) in height. Openings
from a hanger directly into a room used for sleeping pur-
poses shall not be permitted.
412.5.2 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] TABLE 412.4.6
HANGAR FIRE SUPPRESSION REQUIREMENTS 3 bc
MAXIMUM SINGLE
FIRE AREA
(square feet)
TYPE OF CONSTRUCTION
IA
IB
HA
MB
IIIA
NIB
IV
VA
VB
> 40,001
Group I
Group I
Group I
Group I
Group I
Group I
Group I
Group I
Group I
40,000
Group II
Group II
Group II
Group II
Group II
Group II
Group II
Group II
Group II
30,000
Group III
Group II
Group II
Group II
Group II
Group II
Group II
Group II
Group II
20,000
Group III
Group III
Group II
Group II
Group II
Group II
Group II
Group II
Group II
15,000
Group m
Group III
Group III
Group II
Group III
Group II
Group III
Group II
Group II
12,000
Group III
Group III
Group III
Group III
Group III
Group III
Group III
Group II
Group II
8,000
Group III
Group III
Group III
Group III
Group III
Group III
Group III
Group III
Group II
5,000
Group III
Group III
Group III
Group III
Group III
Group III
Group III
Group III
Group III
For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m 2 .
a. Aircraft hangars with a door height greater than 28 feet shall be provided with fire suppression for a Group I hangar regardless of maximum fire area.
b. Groups shall be as classified in accordance with NFPA 409.
c. Membrane structures complying with Section 3102 shall be classified as a Group IV hangar.
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|F] 412.5.3 Smoke alarms. Smoke alarms shall be pro-
vided within the hangar in accordance with Section
907.2.21.
412.5.4 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 connected outside the structures.
Exception: Smoke detector wiring and feed for electri-
cal subpanels in the hangar.
412.5.5 Height and area limits. Residential aircraft han-
gars shall be not greater than 2,000 square feet (186 m 2 ) in
area and 20 feet (6096 mm) in building height.
[F] 412.6 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
307.1(1) shall be conducted in an aircraft paint hangar that
complies with the provisions of Sections 412.6.1 through
412.6.6.
[F] 412.6.1 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.
412.6.2 Construction. The aircraft paint hangar shall be
of Type I or II construction.
[F] 412.6.3 Operations. Only those flammable liquids
necessary 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 liquid use, dispensing
and mixing room.
[F] 412.6.4 Storage. Storage of flammable liquids shall
be in a liquid storage room.
[F] 412.6.5 Fire suppression. Aircraft paint hangars shall
be provided with fire suppression as required by NFPA
409.
[F] 412.6.6 Ventilation. Aircraft paint hangars shall be
provided with ventilation as required in the International
Mechanical Code.
[F] 412.7 Heliports and helistops. Heliports and helistops
shall be permitted to be erected on buildings or other loca-
tions where they are constructed in accordance with Sections
412.7.1 through 412.7.5.
[F] 412.7.1 Size. The landing area for helicopters less than
3,500 pounds (1588 kg) shall be not less than 20 feet
(6096 mm) in length and width. The landing area shall be
surrounded on all sides by a clear area having a minimum
average width at roof level of 15 feet (4572 mm) but with
no width less than 5 feet (1524 mm).
[F] 412.7.2 Design. Helicopter landing areas and the sup-
ports thereof on the roof of a building shall be noncombus-
tible construction. Landing areas shall be designed to
confine any flammable liquid spillage to the landing area
itself and provisions 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 stair-
way. For structural design requirements, see Section
1605.4.
[F] 412.7.3 Means of egress. The means of egress from
heliports and helistops shall comply with the provisions of
Chapter 10. Landing areas located on buildings or struc-
tures 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 2 ) in area, the second means of
egress is permitted to be a fire escape, alternating tread
device or ladder leading to the floor below.
[F] 412.7.4 Rooftop heliports and helistops. Rooftop
heliports and helistops shall comply with NFPA 418.
[F] 412.7.5 Standpipe system. In buildings equipped
with a standpipe system, the standpipe shall extend to the
roof level in accordance with Section 905.3.6.
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 combus-
tible materials shall be protected on the storage side as
required for 1-hour fire-resistance-rated construction. Open-
ings shall be protected by assemblies that are self-closing and
are of noncombustible construction or solid wood core not
less than l 3 / 4 inch (45 mm) in thickness.
Exception: Neither fire resistant construction nor open
protectives are required in any of the following locations:
1. Areas protected by approved automatic sprinkler
systems.
2. Group R-3 and U occupancies.
SECTION 414
HAZARDOUS MATERIALS
[F] 414.1 General. The provisions of Sections 414.1 through
414.7 shall apply to buildings and structures occupied for the
manufacturing, processing, dispensing, use or storage of haz-
ardous materials.
[F] 414.1.1 Other provisions. Buildings and structures
with an occupancy in Group H shall comply with this sec-
tion and the applicable provisions of Section 415 and the
International Fire Code.
[F] 414.1.2 Materials. The safe design of hazardous
material 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
International Fire Code for occupancy group require-
ments.
2012 INTERNATIONAL BUILDING CODE 81
75
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
[F] 414.1.3 Information required. A report shall be sub-
mitted to the building official identifying the maximum
expected quantities of hazardous materials to be stored,
used in a closed system and used in an open system, and
subdivided to separately address hazardous material clas-
sification categories based on Tables 307.1(1) and
307.1(2). The methods of protection from such hazards,
including but not limited to control areas, fire protection
systems and Group H occupancies shall be indicated in the
report and on the construction documents. The opinion
and report shall be prepared by a qualified person, firm or
corporation approved by the building official and provided
without charge to the enforcing agency.
For buildings and structures with an occupancy in
Group H, separate floor plans shall be submitted identify-
ing the locations of anticipated contents and processes so
as to reflect the nature of each occupied portion of every
building and structure.
[F] 414.2 Control areas. Control areas shall comply with
Sections 414.2.1 through 414.2.5 and the International Fire
Code.
[F] 414.2.1 Construction requirements. Control areas
shall be separated from each other by fire barriers con-
structed in accordance with Section 707 or horizontal
assemblies constructed in accordance with Section 711, 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
414.2.2.
[F] 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 assembly of the
control area and the construction supporting the floor of
the control area shall have & fire-resistance rating of not
less than 2 hours.
Exception: The floor assembly of the control area and
the construction supporting the floor of the control area
are allowed to be 1-hour fire-resistance rated in build-
ings of Types 1IA, IIIA and VA construction, provided
that both of the following conditions exist:
1. The building is equipped throughout with an
automatic sprinkler system in accordance with
Section 903.3.1.1; and
2. The building is three or fewer stories above
grade plane.
[F] 414.2.5 Hazardous material in Group M display
and storage areas and in Group S storage areas. The
aggregate quantity of nonflammable solid and nonflamma-
ble or noncombustible liquid hazardous materials permit-
ted within a single control area of a Group M display and
storage area, a Group S storage area or an outdoor control
area is permitted to exceed the maximum allowable quan-
tities per control area specified in Tables 307.1(1) and
307.1(2) without classifying the building or use as a Group
H occupancy, provided that the materials are displayed
and stored in accordance with the International Fire Code
and quantities do not exceed the maximum 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
accordance with the International Fire Code.
[F] 414.3 Ventilation. Rooms, areas or spaces of Group H in
which explosive, corrosive, combustible, flammable or
[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"
Higher than 9
5
1
2
7-9
5
2
2
6
12.5
2
2
Above grade
plane
5
4
12.5
12.5
2
2
2
2
3
50
2
1
2
75
3
1
1
100
4
1
Below grade
1
2
75
50
3
2
1
1
plane
Lower than 2
Not Allowed
Not Allowed
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. Separation shall include fire barriers and horizontal assemblies as necessary to provide separation from other portions of the building.
76
2012 INTERNATIONAL BUILDING CODE®
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
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
without entering other spaces. Exhaust ducts shall not extend
into or through ducts and plenums.
Exception: Ducts conveying vapor or fumes having flam-
mable constituents less than 25 percent of their lower
flammable limit (LFL) are permitted to pass through other
spaces.
Emissions generated at workstations shall be confined to
the area in which they are generated as specified in the Inter-
national 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: VENTI-
LATION SYSTEM 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
provided, shall be designed to be fail safe.
[F] 414.5 Inside storage, dispensing and use. The inside
storage, dispensing and use of hazardous materials shall be in
[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 8 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 b ' c
2 b,c
3. Toxics'"
Not Applicable
1,000
100
B. Physical-hazard materials— nonflammable and noncombustible solids and liquids
1. Oxidizers' 1 ''
4
Not Allowed
Not Allowed
3
1,150 s
115
2
2,250"
225
1
18,000 ij
1,800 '- J
2. Unstable (reactives) bx
4
Not Allowed
Not Allowed
3
550
55
2
1,150
115
1
Not Limited
Not Limited
3. Water reactives
3 b,c
550
55
2 b,c
1,150
115
1
Not Limited
Not Limited
For SI: 1 pound = 0.454 kg, 1 gallon = 3.785 L.
a. Hazard categories are as specified in the International Fire Code,
b. Maximum allowable quantities shall be increased 100 percent in buildings that are sprinklered in accordance with Section 903.3.1.1. When Note c also
applies, the increase for both notes shall be applied accumulatively.
c. Maximum allowable quantities shall be increased 100 percent when stored in approved storage cabinets, in accordance with the International Fire Code.
When Note b also applies, the increase for both notes shall be applied accumulatively.
d. See Table 414.2.2 for design and number of control areas.
e. Allowable quantities for other hazardous material categories shall be in accordance with Section 307.
f. Maximum quantities shall be increased 100 percent in outdoor control areas.
g. Maximum amounts are permitted to be increased to 2,250 pounds when individual packages are in the original sealed containers from the manufacturer or
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.
2012 INTERNATIONAL BUILDING CODE®
77
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
[F] TABLE 414.2.5(2)
MAXIMUM ALLOWABLE QUANTITY OF FLAMMABLE AND COMBUSTIBLE LIQUIDS IN WHOLESALE AND RETAIL SALES
OCCUPANCIES PER CONTROL AREA 3
TYPE OF LIQUID
MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA (gallons)
Sprinklered in accordance with note
b densities and arrangements
Sprinklered in accordance with Tables 3404.3.6.3(4)
through 3404.3.6.3(8) and Table 3404.3.7.5.1 of the
International Fire Code
Nonsprinklered
Class IA
60
60
30
Class IB, IC, II and IIIA
7,500 c
15,000 c
1,600
Class IIIB
Unlimited
Unlimited
13,200
For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m 2 , 1 gallon = 3.785 L, 1 gallon per minute per square foot = 40.75 L/min/m .
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 sprinkler system with a design providing minimum
densities as follows:
1 . For uncartoned commodities on shelves 6 feet or less in height where the ceiling height does not exceed 1 8 feet, quantities are those permitted with a
minimum 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 and where the ceiling height does not exceed 18 feet,
quantities are those permitted with a minimum sprinkler design density of 0.21 gallon per minute per square foot over the most remote 1,500-square-foot
area.
c. Where wholesale and retail sales or storage areas exceed 50,000 square feet in area, the maximum allowable quantities are allowed to be increased by 2
percent for each 1,000 square feet of area in excess of 50,000 square feet, up to a maximum of 100 percent of the table amounts. A control area separation is
not required. The cumulative amounts, including amounts attained by having an additional control area, shall not exceed 30,000 gallons.
accordance with Sections 414.5.1 through 414.5.4 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 hazard-
ous materials specified in that table exceed the maximum
allowable quantities in Table 307.1(1) or where a struc-
ture, room or space is occupied for purposes involving
explosion hazards as required by Section 415 or the Inter-
national Fire Code.
[F] 414.5.2 Monitor control equipment. Monitor control
equipment shall be provided where required by the Inter-
national Fire Code.
[F] 414.5.3 Emergency or standby power. Where
mechanical ventilation, treatment systems, temperature
control, alarm, detection or other electrically operated sys-
tems are required by the International Fire Code or this
code, such systems shall be provided with an emergency
or standby power system in accordance with Chapter 27.
Exceptions:
1 . Emergency or standby power are not required for
the following storage areas:
1.1. Mechanical ventilation for storage of
Class IB and Class IC flammable and
combustible liquids in closed containers
not exceeding 6.5 gallons (25 L) capacity.
1.2. Storage areas for Class 1 and 2 oxidizers.
1.3. Storage areas for Class II, III, IV and V
organic peroxides.
1.4. Storage, use and handling areas for
asphyxiant, irritant and radioactive gases.
1.5. For storage, use and handling areas for
highly toxic or toxic materials, see Sec-
tions 6004.2.2.8 and 6004.3.4.2 of the
International Fire Code.
2. 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] 414.5.4 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 spill-
age and fire protection water discharged in the storage area
where required in the International Fire Code. The meth-
ods of spill control shall be in accordance with the Inter-
national Fire Code.
[F] 414.6 Outdoor storage, dispensing and use. The out-
door storage, dispensing and use of hazardous materials shall
be in accordance with the International Fire Code.
[F] 414.6.1 Weather protection. Where weather protec-
tion is provided for sheltering outdoor hazardous material
storage or use areas, such areas shall be considered out-
door storage or use when the weather protection structure
complies 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 is not greater than 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 of egress to & public way shall be not less than
the distance required for an outside hazardous material
storage or use area without weather protection.
[F] 414.6.1.3 Noncombustible construction. The
overhead structure shall be of approved noncombusti-
ble construction with a maximum area of 1,500 square
feet (140 m 2 ).
Exception: The maximum area is permitted to be
increased as provided by Section 506.
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2012 INTERNATIONAL BUILDING CODE®
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
[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 haz-
ardous materials having a hazard ranking of 3 or 4 in
accordance with NFPA 704 are transported through corri-
dors, interior exit stairways or ramps, or exit passageways
there shall be an emergency telephone system, a local
manual alarm station or an approved alarm-initiating
device at not more than 150-foot (45 720 mm) intervals
and at each exit and exit access doorway throughout 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 initiate a local audible
alarm.
[F] 414.7.3 Supervision. Emergency alarm systems shall
be supervised by an approved central, proprietary or
[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 c
—
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
IA d
1B C
Not Required
Not Required
Required
Required
Organic peroxides
U
I
Required
Required
Not Permitted
Not Permitted
Oxidizer liquids and solids
4
Required
Not Permitted
Pyrophoric gas
—
Not Required
Required
Unstable (reactive)
4
3 Detonable
3 Nondetonable
Required
Required
Not Required
Not Permitted
Not Permitted
Required
Water-reactive liquids and solids
3
2 s
Not Required
Not Required
Required
Required
SPECIAL USES
Acetylene generator rooms
—
Not Required
Required
Grain processing
—
Not Required
Required
Liquefied petroleum gas-distribu-
tion facilities
—
Not Required
Required
Where explosion hazards exist f
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.
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.
2012 INTERNATIONAL BUILDING CODE®
79
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
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
Section 415 has been completely reorganized from the 2009
code; therefore, the * and ** margin indicators have not been
included for clarity.
[F] 415.1 Scope. The provisions of Sections 415.1 through
415. 10 shall apply to the storage and use of hazardous materi-
als in excess of the maximum allowable quantities per control
area listed in Section 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 terms are defined in
Chapter 2:
CONTINUOUS GAS DETECTION SYSTEM.
DETACHED BUILDING.
EMERGENCY CONTROL STATION.
EXHAUSTED ENCLOSURE.
FABRICATION AREA.
FLAMMABLE VAPORS OR FUMES.
GAS CABINET.
GASROOM.
HAZARDOUS PRODUCTION MATERIAL (HPM).
HPM FLAMMABLE LIQUID.
HPM ROOM.
IMMEDIATELY DANGEROUS TO LIFE AND
HEALTH (IDLH).
LIQUID.
LIQUID STORAGE ROOM.
LIQUID USE, DISPENSING AND MIXING ROOM.
LOWER FLAMMABLE LIMIT (LFL).
NORMAL TEMPERATURE AND PRESSURE (NTP).
PHYSIOLOGICAL WARNING THRESHOLD LEVEL.
SERVICE CORRIDOR.
SOLID.
STORAGE, HAZARDOUS MATERIALS.
USE (MATERIAL).
WORKSTATION.
[F] 415.3 Automatic fire detection systems. Group H
occupancies shall be provided with an automatic fire detec-
tion system in accordance with Section 907.2.
[F] 415.4 Automatic sprinkler system. Group H occupan-
cies shall be equipped throughout with an automatic sprinkler
system in accordance with Section 903.2.5.
[F] 415.5 Fire separation distance. Group H occupancies
shall be located on property in accordance with the other pro-
visions 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
exterior wall.
Exceptions:
1. Liquid use, dispensing and mixing rooms having a
floor area of not more than 500 square feet (46.5 m 2 )
need not be located on the outer perimeter of the
building where they are in accordance with the
International Fire Code and NFPA 30.
2. Liquid storage rooms having a floor area of not
more than 1,000 square feet (93 m 2 ) 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 Interna-
tional Fire Code need not be located on the outer
perimeter.
[F] 415.5.1 Group H occupancy minimum tire separa-
tion distance. Regardless of any other provisions, build-
ings containing Group H occupancies shall be set back to
the minimum fire separation distance as set forth in Sec-
tions 415.5.1.1 through 415.5.1.4. Distances shall be mea-
sured from the walls enclosing the occupancy to lot lines,
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 establish
the minimum fire separation distance for buildings on
sites where explosives are manufactured or used when
separation is provided in accordance with the quantity dis-
tance tables specified for explosive materials in the Inter-
national Fire Code.
[F] 415.5.1.1 Group H-1. Group H-1 occupancies
shall be set back not less than 75 feet (22 860 mm) and
not less than required by the International Fire Code.
Exception: Fireworks manufacturing buildings
separated in accordance with NFPA 1 124.
[F] 415.5.1.2 Group H-2. Group H-2 occupancies
shall be set back not less than 30 feet (9144 mm) where
the area of the occupancy is greater than 1 ,000 square
feet (93 m 2 ) and it is not required to be located in a
detached building.
[F] 415.5.1.3 Groups H-2 and H-3. Group H-2 and H-
3 occupancies shall be set back not less than 50 feet (15
240 mm) where a detached building is required (see
Table 415.3.2).
[F] 415.5.1.4 Explosive materials. Group H-2 and H-
3 occupancies containing materials with explosive
characteristics shall be separated as required by the
International Fire Code. Where separations are not
specified, the distances required shall be determined by
a technical report issued in accordance with Section
414.1.3.
[F] 415.5.2 Detached buildings for Group H-1, H-2 or
H-3 occupancy. The storage or use of hazardous materials
in excess of those amounts listed in Table 415.5.2 shall be
80
2012 INTERNATIONAL BUILDING CODE®
SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY
in accordance with the applicable provisions of Sections
415.6 and 415.7.
[F] 415.5.2.1 Wall and opening protection. Where a
detached building is required by Table 415.5.2, there
are no requirements for wall and opening protection
based on fire separation distance.
[F] 415.6 Special provisions for Group H-l occupancies.
Group H-l occupancies shall be in buildings used for no
other purpose, shall not exceed one story in height and be
without basements, crawl spaces or other under-floor spaces.
Roofs shall be of lightweight construction with suitable ther-
mal insulation to prevent sensitive material from reaching its
decomposition temperature. Group H-l occupancies contain-
ing materials that 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-l and H-4 occupancies.
[F] 415.6.1 Floors in storage rooms. Floors in storage
areas for organic peroxides, pyrophoric materials and
unstable (reactive) materials shall be of liquid-tight, non-
combustible construction.
[F] 415.7 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 415.5.2 shall be in detached buildings used for manu-
facturing, processing, dispensing, use or storage of hazardous
materials. Materials listed for Group H-l occupancies in Sec-
tion 307.3 are permitted to be located within Group H-2 or H-
3 detached buildings provided the amount of materials per
control area do not exceed the maximum allowed quantity
specified in Table 307. 1(1).
[F] 415.7.1 Detached buildings. Detached buildings
shall not exceed one story in height and shall be without
basements, crawl spaces or other under-floor spaces.
[F] 415.7.2 Multiple hazards. Group H-2 or H-3 occu-
pancies 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 Group H-2,
H-3 or H-4 occupancies as applicable.
[F] 415.7.3 Separation of incompatible materials. Haz-
ardous materials other than those listed in Table 415.3.2
shall be allowed in manufacturing, processing, dispensing,
use or storage areas when separated from incompatible
materials in accordance with the provisions of the Interna-
tional Fire Code.
[F] 415.7.4 Water reactives. Group H-2 and H-3 occu- |
pancies containing water-reactive materials shall be resis-
tant to water penetration. Piping for conveying liquids
shall not be over or through areas containing water reac-
[F] TABLE 415.5.2
DETACHED BUILDING REQUIRED
A DETACHED BUILDING IS REQUIRED WHEN THE QUANTITY OF MATERIAL EXCEEDS THAT LISTED HEREIN
Material
Class
Solids and Liquids (tons)""
Gases (cubic feet)"' 6
Explosives
Division 1.1
Division 1.2
Division 1.3
Division 1.4
Division 1.4 C
Division 1.5
Division 1.6
Maximum Allowable Quantity
Maximum Allowable Quantity
Maximum Allowable Quantity
Maximum Allowable Quantity
1
Maximum Allowable Quantity
Maximum Allowable Quantity
Not Applicable
Oxidizers
Class 4
Maximum Allowable Quantity
Maximum Allowable Quantity
Unstable (reactives) detonable
Class 3 or 4
Maximum Allowable Quantity
Maximum Allowable Quantity
Oxidizer, liquids and solids
Class 3
Class 2
1,200
2,000
Not Applicable
Not Applicable
Organic peroxides
Detonable
Class I
Class II
Class III
Maximum Allowable Quantity
Maximum Allowable Quantity
25
50
Not Applicable
Not Applicable
Not Applicable
Not Applicable
Unstable (reactives) nondetonable
Class 3
Class 2
1
25
2,000
10,000
Water reactives
Class 3
Class 2
1
25
Not Applicable
Not Applicable
Pyrophoric gases
Not Applicable
Not Applicable
2,000
For SI: 1 ton = 906 kg, 1 cubic foot = 0.02832 m 3 , 1 pound = 0.454 kg.
a. For materials that are detonable, the distance to other buildings or lot lines shall be in accordance with Chapter 33 of the International Fire Code based on
trinitrotoluene (TNT) equivalence of the material. For materials classified as explosives, see Chapter 56 of the International Fire Code.
b. "Maximum Allowable Quantity" means the maximum allowable quantity per control area set forth in Table 307.1(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, Firearms and Explosives (BATF) regulations or unpackaged articles used in process operations that do not propagate a detonation or deflagration
between articles, provided the net explosive weight of individual articles does not exceed 1 pound.
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tives, unless isolated by approved liquid-tight construc-
tion.
Exception: Fire protection piping shall be permitted
over or through areas containing water reactives with-
out isolating it with liquid-tight construction.
[F] 415.7.5 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.
[F] 415.7.6 Waterproof room. Rooms or areas used for
the storage of water-reactive solids and liquids shall be
constructed in a manner that resists the penetration of
water through the use of waterproof materials. Piping car-
rying water for other than approved automatic sprinkler
systems shall not be within such rooms or areas.
[F] 415.8 Group H-2. Occupancies in Group H-2 shall be
constructed in accordance with Sections 415.8.1 through
415.8.4 and the International Fire Code.
[F] 415.8.1 Combustible dusts, grain processing and
storage. The provisions of Sections 415.8.1.1 through
415.8.1.6 shall apply to buildings in which materials that
produce combustible dusts are stored or handled. Build-
ings that store or handle combustible dusts shall comply
with the applicable provisions of NFPA 61, NFPA 85,
NFPA 120, NFPA 484, NFPA 654, NFPA 655 and NFPA
664, and the International Fire Code.
[F] 415.8.1.1 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
construction, the heights and areas of grain elevators
and similar structures shall be unlimited, and where of
Type IV construction, the maximum building height
shall be 65 feet (19 812 mm) and except further that, in
isolated areas, the maximum building height of Type
IV structures shall be increased to 85 feet (25 908 mm).
[F] 415.8.1.2 Grinding rooms. Every room or space
occupied for grinding or other operations that produce
combustible dusts shall be enclosed with fire barriers
constructed in accordance with Section 707 or horizon-
tal assemblies constructed in accordance with Section
711, or both. The fire-resistance rating of the enclosure
shall be not less than 2 hours where the area is not more
than 3,000 square feet (279 m 2 ), and not less than 4
hours where the area is greater than 3,000 square feet
(279 m 2 ).
[F] 415.8.1.3 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 materi-
als complying with Chapter 30.
[F] 415.8.1.4 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 Interna-
tional Mechanical Code.
[F] 415.8.1.5 Grain elevators. Grain elevators, malt
houses and buildings for similar occupancies shall not
be located within 30 feet (9144 mm) of interior lot lines
or structures on the same lot, except where erected
along a railroad right-of-way.
[F] 415.8.1.6 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 (9144mm) from interior lot lines, or where erected
along a railroad right-of-way, the minimum type of
construction of such structures not more than 65 feet
(19 812 mm) in building height shall be Type IV.
[F] 415.8.2 Flammable and combustible liquids. The
storage, handling, processing and transporting of flamma-
ble and combustible liquids in Groups H-2 and H-3 occu-
pancies shall be in accordance with Sections 415.8.2.1
through 415.8.2.9, the International Mechanical Code and
the International Fire Code.
[F] 415.8.2.1 Mixed occupancies. Where the storage
tank area is located in a building of two or more occu-
pancies and the quantity of liquid exceeds the maxi-
mum allowable quantity for one control area, the use
shall be completely separated from adjacent occupan-
cies in accordance with the requirements of Section
508.4.
[F] 415.8.2.1.1 Height exception. Where storage
tanks are located within a building no more than one
story above grade plane, the height limitation of
Section 503 shall not apply for Group H.
[F] 415.8.2.2 Tank protection. Storage tanks shall be
noncombustible and protected from physical damage.
Fire barriers or horizontal assemblies or both around
the storage tanks shall be permitted as the method of
protection from physical damage.
[F] 415.8.2.3 Tanks. Storage tanks shall be approved
tanks conforming to the requirements of the Interna-
tional Fire Code.
[F] 415.8.2.4 Leakage containment. A liquid-tight
containment area compatible with the stored liquid
shall be provided. The method of spill control, drainage
control and secondary containment shall be in accor-
dance with the International Fire Code.
Exception: Rooms where only double-wall storage
tanks conforming to Section 415.8.2.3 are used to
store Class I, II and IIIA flammable and combustible
liquids shall not be required to have a leakage con-
tainment area.
[Fl 415.8.2.5 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
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SOUNDS, THE ENVIRONMENT WITHIN THE
ROOM MAY BE HAZARDOUS. The leakage alarm
shall also be supervised in accordance with Chapter 9
to transmit a trouble signal.
[F] 415.8.2.6 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.
[F] 415.8.2.7 Room ventilation. Storage tank areas
storing 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] 415.8.2.8 Explosion venting. Where Class I liq-
uids are being stored, explosion venting shall be pro-
vided in accordance with the International Fire Code.
[F] 415.8.2.9 Tank openings other than vents. Tank
openings other than vents from tanks inside buildings
shall be designed to ensure that liquids or vapor con-
centrations are not released inside the building.
[F] 415.8.3 Liquefied petroleum gas facilities. The con-
struction and installation of liquefied petroleum gas facili-
ties shall be in accordance with the requirements of this
code, the International Fire Code, the International
Mechanical Code, the International Fuel Gas Code and
NFPA 58.
[F] 415.8.4 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 clas-
sified in accordance with the International Fire Code.
[F] 415.9 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.
[F] 415.9.1 Flammable and combustible liquids. The
storage, handling, processing and transporting of flamma-
ble and combustible liquids in Group H-3 occupancies
shall be in accordance with Section 415.8.2.
[F] 415.9.2 Gas rooms. Where gas rooms are provided,
such rooms shall be separated from other areas by not less
than l-hour/(Ve barriers constructed in accordance with
Section 707 or horizontal assemblies constructed in accor-
dance with Section 71 1, or both.
[F] 415.9.3 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] 415.9.4 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 not less than 1-hour
fire barriers constructed in accordance with Section 707
or horizontal assemblies constructed in accordance with
Section 7 1 1 , or both.
[F] 415.10 Group H-5. In addition to the requirements set
forth elsewhere in this code, Group H-5 shall comply with the
provisions of Sections 415.10.1 through 415.10.11 and the
International Fire Code.
[F] 415.10.1 Fabrication areas. Fabrication areas shall
comply with Sections 415.10.1.1 through 415.10.1.8.
[F] 415.10.1.1 Hazardous materials. Hazardous
materials and hazardous production materials (HPM)
shall comply with Sections 415.10.1.1.1 and
415.10.1.1.2.
[F] 415.10.1.1.1 Aggregate quantities. The aggre-
gate quantities of hazardous materials stored and
used in a single fabrication area shall not exceed the
quantities set forth in Table 415.10.1.1.1.
Exception: The quantity limitations for any haz-
ard category in Table 415.10.1.1.1 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] 415.10.1.1.2 Hazardous production materi-
als. The maximum quantities of hazardous produc-
tion materials (HPM) stored in a single fabrication
area shall not exceed the maximum allowable quan-
tities per control area established by Tables
307.1(1) and 307.1(2).
[F] 415.10.1.2 Separation. Fabrication areas, whose
sizes are limited by the quantity of hazardous materials
allowed by Table 415.10.1.1.1, shall be separated from
each other, from corridors and from other parts of the
building by not less than 1-hour fire barriers con-
structed in accordance with Section 707 or horizontal
assemblies constructed in accordance with Section 711,
or both.
Exceptions:
1. Doors within such^zre barrier walls, including
doors to corridors, shall be only self-closing
fire door assemblies having a fire protection
rating of not less than 3 / 4 hour.
2. Windows between fabrication areas and cor-
ridors are permitted to be fixed glazing listed
and labeled for a fire protection rating of not
less than 3 / 4 hour in accordance with Section
716.
[F] 415.10.1.3 Location of occupied levels. Occupied
levels of fabrication areas shall be located at or above
the first story above grade plane.
[F] 415.10.1.4 Floors. Except for surfacing, floors
within fabrication areas shall be of noncombustible
construction.
Openings through floors of fabrication areas are
permitted to be unprotected where the interconnected
levels are used solely for mechanical equipment
directly related to such fabrication areas (see also Sec-
tion 415.10.1.5).
Floors forming a part of an occupancy separation
shall be liquid tight.
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[F] 415.10.1.5 Shafts and openings through floors.
Elevator hoistways, vent shafts and other openings
through floors shall be enclosed where required by Sec-
tions 712 and 713. Mechanical, duct and piping pene-
trations within a fabrication area shall not extend
through more than two floors. The annular space
around penetrations for cables, cable trays, tubing, pip-
ing, 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] 415.10.1.6 Ventilation. Mechanical exhaust venti-
lation at the rate of not less than 1 cubic foot per minute
per square foot [0.005 1 m 3 /(s • m 2 )] 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 constitute a fire, explosion or hazardous chemical
reaction within the exhaust duct system.
Exhaust ducts penetrating fire barriers constructed
in accordance with Section 707 or horizontal assem-
blies constructed in accordance with Section 711 shall
be contained in a shaft of equivalent fire-resistance-
rated construction. Exhaust ducts shall not penetrate
fire walls.
Fire dampers shall not be installed in exhaust ducts.
[F] 415.10.1.7 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 415.10.6,
through service corridors complying with Section
415.10.3, or in corridors as permitted in the exception
to Section 415.10.2. The handling or transporting of
HPM within service corridors shall comply with the
International Fire Code.
[F] 415.10.1.8 Electrical. Electrical equipment and
devices within the fabrication area shall comply with
NFPA 70. The requirements for hazardous locations
need not be applied where the average air change is at
least four times that set forth in Section 415.10.1.6 and
where the number of air changes at any location is not
less than three times that required by Section
415.10.1.6. The use of recirculated air shall be permit-
ted.
[F] 415.10.1.8.1 Workstations. Workstations shall
not be energized without adequate exhaust ventila-
tion. See Section 415.10.1.6 for workstation
exhaust ventilation requirements.
[F] 415.10.2 Corridors. Corridors shall comply with
Chapter 10 and shall be separated bom fabrication area?,
as specified in section 415.10.1.2. Corridors shall not con-
tain HPM and shall not be used for transporting such
materials except through closed piping systems as pro-
vided in Section 415.10.6.4
Exception: Where existing fabrication areas are
altered or modified, HPM is allowed to be transported
in existing corridors, subject to the following condi-
tions:
1 . Nonproduction HPM is allowed to be transported
in corridors if utilized for maintenance, lab work
and testing.
2. Where existing fabrication areas are altered or
modified, HPM is allowed to be transported in
existing corridors, subject to the following con-
ditions:
2.1. Corridors. Corridors adjacent to the fab-
rication area where the alteration work is
to be done shall comply with Section
1018 for a length determined as follows:
2.1.1. The length of the common wall
of the corridor and the
fabrication area; and
2.1.2. For the distance along the
corridor to the point of entry of
HPM into the corridor serving
thai fabrication area.
2.2. Emergency alarm system. There shall be
an emergency telephone system, a local
manual alarm station 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, proprietary or remote station ser-
vice or the emergency control station and
shall also initiate a local audible alarm.
2.3. Pass-throughs. Self-closing doors having
a fire protection rating of not less than 1
hour shall separate pass-throughs from
existing corridors. Pass-throughs shall be
constructed as required for the corridors
and protected by an approved automatic
sprinkler system.
[F] 415.10.3 Service corridors. Service corridors within
a Group H-5 occupancy shall comply with Sections
415.10.3.1 through 415.10.3.4.
[F] 415.10.3.1 Use conditions. Service corridors shall
be separated from corridors as required by Section
415.10.1.2. Service corridors shall not be used as a
required corridor.
[F] 415.10.3.2 Mechanical ventilation. Service corri-
dors shall be mechanically ventilated as required by
Section 415.10.1.6 or at not less than six air changes
per hour, whichever is greater.
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[F] TABLE 415.10.1.1.1
QUANTITY LIMITS FOR HAZARDOUS MATERIALS IN A SINGLE FABRICATION AREA IN GROUP H-5 B
HAZARD CATEGORY
SOLIDS
(pounds per square foot)
LIQUIDS
(gallons per square foot)
GAS
(cubic feet @ NTP/square foot)
PHYSICAL-HAZARD MATERIALS
Combustible dust
Noteb
Not Applicable
Not Applicable
Combustible fiber Loose
Baled
Noteb
Notes b, c
Not Applicable
Not Applicable
Combustible liquid II
IIIA
IIIB
Combination Class I, II and IIIA
Not Applicable
0.01
0.02
Not Limited
0.04
Not Applicable
_ . Flammable
Cryogenic gas . .
Oxidizing
Not Applicable
Not Applicable
Noted
1.25
Explosives
Noteb
Noteb
Noteb
Flammable gas Gaseous
Liquefied
Not Applicable
Not Applicable
Noted
Noted
Flammable liquid IA
IB
IC
Combination Class IA, IB and IC
Combination Class I, n and IIIA
Not Applicable
0.0025
0.025
0.025
0.025
0.04
Not Applicable
Flammable solid
0.001
Not Applicable
Not Applicable
Unclassified
detonable
Class I
Organic peroxide Class II
Class III
Class IV
Class V
Noteb
Noteb
0.025
0.1
Not Limited
Not Limited
Not Applicable
Not Applicable
Oxidizing gas Gaseous
Liquefied
Combination of gaseous and liquefiec
Not Applicable
Not Applicable
1.25
1.25
1.25
Oxidizer Class 4
Class 3
Class 2
Class 1
Combination Class 1,2,3
Noteb
0.003
0.003
0.003
0.003
Noteb
0.03
0.03
0.03
0.03
Not Applicable
Pyrophoric materials
0.01
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
Noteb
Noteb
Not Limited
Water reactive Class 3
Class 2
Class 1
Noteb
0.25
Not Limited
0.00125
0.025
Not Limited
Not Applicable
HEALTH-HAZARD MATERIALS
Corrosives
Not Limited
Not Limited
Not Limited
Highly toxic
Not Limited
Not Limited
Noted
Toxics
Not Limited
Not Limited
Noted
For SI: 1 pound per square foot = 4.882 kg/m 2 , 1 gallon per square foot = 40.7 L/m\ 1 cubic foot @ NTP/square foot = 0.305 m 3 @ NTP/nr, 1 cubic foot =
0.02832 m 3 .
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 complies 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 415.5.2.
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[F] 415. 10.3.3 Means of egress. The distance of travel
from any point in a service corridor to an exit, exit
access corridor or door into a. fabrication area shall be
not greater than 75 feet (22 860 mm). Dead ends shall
be not greater than 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] 415.10.3.4 Minimum width. The clear width of a
service corridor shall be not less than 5 feet (1524
mm), or 33 inches (838 mm) wider than the widest cart
or truck used in the service corridor, whichever is
greater.
[F] 415.10.3.5 Emergency alarm system. Emergency
alarm systems shall be provided in accordance with this
section and Sections 414.7.1 and MM 2. The maxi-
mum allowable quantity per control area provisions
shall not apply to emergency alarm systems required
forHPM.
[F] 415.10.3.5.1 Service corridors. An emergency
alarm system shall be provided in service corridors,
with no fewer than one alarm device in each service
corridor.
[F] 415.10.3.5.2 Corridors and interior exit stair-
ways and ramps. Emergency alarms for corridors,
interior exit stairways and ramps and exit passage-
ways shall comply with Section 414.7.2.
[F] 415.10.3.5.3 Liquid storage rooms, HPM
rooms and gas rooms. Emergency alarms for liquid
storage rooms, HPM rooms and gas rooms shall
comply with Section 414.7.1.
[F] 415.10.3.5.4 Alarm-initiating devices. 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] 415.10.3.5.5 Alarm signals. Activation of the
emergency alarm system shall sound a local alarm
and transmit a signal to the emergency control sta-
tion.
[F] 415.10.4 Storage of hazardous production materi-
als. Storage of hazardous production materials (HPM) in
fabrication areas shall be within approved or listed stor-
age cabinets or gas cabinets or within a workstation. The
storage of HPM in quantities greater than those listed in
Section 5004.2 of the International Fire Code shall be in
liquid storage rooms, HPM rooms or gas rooms as appro-
priate for the materials stored. The storage of other hazard-
ous materials shall be in accordance with other applicable
provisions of this code and the International Fire Code.
[F] 415.10.5 HPM rooms, gas rooms, liquid storage
room construction. HPM rooms, gas rooms and liquid
shall be constructed in accordance with Sections
415.10.5.1 through 415. 10.5.9.
[F] 415.10.5.1 HPM rooms and gas rooms. HPM
rooms and gas rooms shall be separated from other
areas by fire barriers constructed in accordance with
Section 707 or horizontal assemblies constructed in
accordance with Section 711, or both. The fire-resis-
tance rating shall be not less than 2 hours where the
area is 300 square feet (27.9 m 2 ) or more and not less
than 1 hour where the area is less than 300 square feet
(27.9 m 2 ).
[F] 415.10.5.2 Liquid storage rooms. Liquid storage
rooms shall be constructed in accordance with the fol-
lowing requirements:
1 . Rooms greater than 500 square feet (46.5 m 2 ) in
area, shall have no fewer than one exterior door
approved for fire department access.
2. Rooms shall be separated from other areas by fire
barriers constructed in accordance with Section
707 or horizontal assemblies constructed in
accordance with Section 711, or both. The fire-
resistance rating shall be not less than 1 hour for
rooms up to 150 square feet (13.9 m 2 ) in area and
not less than 2 hours where the room is more than
150 square feet (13.9 m 2 ) in area.
3. Shelving, racks and wainscotting in such areas
shall be of noncombustible construction or wood
of not less than 1-inch (25 mm) nominal thick-
ness or fire-retardant-treated wood complying
with Section 2303.2.
4. Rooms used for the storage of Class I flammable
liquids shall not be located in a basement.
[F] 415.10.5.3 Floors. Except for surfacing, floors of
HPM rooms and liquid storage rooms shall be of non-
combustible liquid-tight construction. Raised grating
over floors shall be of noncombustible materials.
[F] 415.10.5.4 Location. Where HPM rooms, liquid
storage rooms and gas rooms are provided, they shall
have no fewer than one exterior wall and such wall
shall be not less than 30 feet (9144 mm) from lot lines,
including lot lines adjacent to public ways.
[F] 415.10.5.5 Explosion control. Explosion control
shall be provided where required by Section 414.5.1.
[F] 415.10.5.6 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] 415.10.5.7 Doors. Doors in a fire barrier wall,
including doors to corridors, shall be self-closing fire
door assemblies having a fire protection rating of not
less than 3 / 4 hour.
[F] 415.10.5.8 Ventilation. Mechanical exhaust venti-
lation 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 2 ) 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 sur-
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rounding areas and direct the exhaust ventilation to an
exhaust system.
[F] 415.10.5.9 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-ini-
tiating devices are allowed to be used as emergency
alarm-initiating devices.
[F] 415.10.6 Piping and tubing. Hazardous production
materials piping and tubing shall comply with this section
andASMEB31.3.
[F] 415.10.6.1 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 sys-
tems that are within a ventilated enclosure if the mate-
rial is a gas, or an approved method of drainage or
containment is provided for the connections if the
material is a liquid.
[F] 415.10.6.2 Location in service corridors. Hazard-
ous production materials supply piping or tubing in ser-
vice corridors shall be exposed to view.
[F] 415.10.6.3 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 control 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] 415.10.6.4 Installations in corridors and above
other occupancies. The installation of HPM piping
and tubing within the space defined by the walls of cor-
ridors and the floor or roof above, or in concealed
spaces above other occupancies, shall be in accordance
with Sections 415.10.6.1 through 415.10.6.3 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
enclosure 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 enclosure shall be protected by approved
fire protection-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 com-
ply with Items 1 through 5.
[F] 415.10.6.5 Identification. Piping, tubing and HPM
waste lines shall be identified in accordance with ANSI
A13.1 to indicate the material being transported.
[F] 415.10.7 Continuous gas detection systems. A con-
tinuous gas detection system shall be provided for HPM
gases where the physiological warning threshold level of
the gas is at a higher level than the accepted permissible
exposure limit (PEL) for the gas and for flammable gases
in accordance with Sections 415.10.7.1 and 415.10.7.2.
[F] 415.10.7.1 Where required. A continuous gas
detection system shall be provided in the areas identi-
fied in Sections 415.10.7.1.1 through 415.10.7.1.4.
[F] 415.10.7.1.1 Fabrication areas. A continuous
gas detection system shall be provided in fabrication
areas where gas is used in the fabrication area.
[F] 415.10.7.1.2 HPM rooms. A continuous gas
detection system shall be provided in HPM rooms
where gas is used in the room.
[F] 415.10.7.1.3 Gas cabinets, exhausted enclo-
sures and gas rooms. A continuous gas detection
system shall be provided in gas cabinets and
exhausted enclosures. A continuous gas detection
system shall be provided in gas rooms where gases
are not located in gas cabinets or exhausted enclo-
sures.
[F] 415.10.7.1.4 Corridors. Where 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 corri-
dor.
Exception: A continuous gas detection system is
not required for occasional transverse crossings
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of the corridors by supply piping that is enclosed
in a ferrous pipe or tube for the width of the cor-
ridor.
[F] 415.10.7.2 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 all the following gas concen-
trations:
1. Immediately dangerous to life and health (IDLH)
values where the monitoring point is within an
exhausted enclosure, ventilated enclosure or gas
cabinet.
2. Permissible exposure limit (PEL) levels where
the monitoring point is in an area outside an
exhausted enclosure, ventilated enclosure or gas
cabinet.
3. For flammable gases, the monitoring detection
threshold level shall be vapor concentrations in
excess of 25 percent of the lower flammable limit
(LFL) where the monitoring is within or outside
an exhausted enclosure, ventilated enclosure or
gas cabinet.
4. Except as noted in this section, monitoring for
highly toxic and toxic gases shall also comply
with Chapter 60 of the International Fire Code.
[F] 415.10.7.2.1 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] 415.10.7.2.2 Shutoff of gas supply. The gas
detection system shall automatically close the shut-
off valve at the source on gas supply piping and tub-
ing 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 initi-
ating the gas detection system alarm is within
a gas cabinet or exhausted enclosure, the shut-
off valve in the gas cabinet or exhausted
enclosure for the specific gas detected shall
automatically close.
2. Where the gas detection sampling point initi-
ating 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 initi-
ating 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 distribu-
tion manifold, the shutoff valve for the branch
line located in the piping distribution manifold
enclosure shall automatically close.
[F] 415.10.8 Manual fire alarm system. An approved
manual fire alarm system shall be provided throughout
buildings containing Group H-5. Activation of the alarm
system shall initiate a local alarm and transmit a signal to
the emergency control station. Tat fire alarm system shall
be designed and installed in accordance with Section 907.
[F] 415.10.9 Emergency control station. An emergency
control station shall be provided in accordance with Sec-
tions 415.10.9.1 through 415.10.9.3.
[F] 415.10.9.1 Location. The emergency control sta-
tion shall be located on the premises at an approved
location outside the fabrication area.
[F] 415.10.9.2 Staffing. Trained personnel shall con-
tinuously staff the emergency control station.
[F] 415.10.9.3 Signals. The emergency control station
shall receive signals from emergency equipment and
alarm and detection systems. Such emergency equip-
ment and alarm and detection systems shall include, but
not be limited to, the following where such equipment
or systems are required to be provided either in this
chapter or elsewhere in this code:
1. Automatic sprinkler system alarm and monitoring
systems.
2. Manual fire alarm systems.
3. Emergency alarm systems.
4. Continuous gas detection systems.
5. Smoke detection systems.
6. Emergency power system.
7. Automatic detection and alarm systems for pyro-
phoric liquids and Class 3 water-reactive liquids
required in Section 2705.2.3.4 of the Interna-
tional Fire Code.
8. Exhaust ventilation flow alarm devices for pyro-
phoric liquids and Class 3 water-reactive liquids
cabinet exhaust ventilation systems required in
Section 2705.2.3.4 of the International Fire
Code.
[F] 415.10.10 Emergency power system. An emergency
power system shall be provided in Group H-5 occupancies
where required in Section 415.10.10.1. The emergency
power system shall be designed to supply power automati-
cally to required electrical systems when the normal elec-
trical supply system is interrupted.
[F] 415.10.10.1 Required electrical systems. Emer-
gency power shall be provided for electrically operated
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equipment and connected control circuits for the fol-
lowing 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.
1. 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 2705.2.3.4 of the
International Fire Code.
1 0. Flow alarm switches for pyrophoric liquids and
Class 3 water-reactive liquids cabinet exhaust
ventilation systems required in Section
2705.2.3.4 of the International Fire Code.
11. Electrically operated systems required else-
where in this code or in the International Fire
Code applicable to the use, storage or handling
of HPM.
[F] 415.10.10.2 Exhaust ventilation systems. Exhaust
ventilation systems are allowed to be designed to oper-
ate 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] 415.10.11 Automatic sprinkler system protection in
exhaust ducts for HPM. An approved automatic sprin-
kler system shall be provided in exhaust ducts conveying
gases, vapors, fumes, mists or dusts generated from HPM
in accordance with Sections 415.10.11.1 through
415.10.1 1.3 and the International Mechanical Code.
[F] 415.10.11.1 Metallic and noncombustible non-
metallic exhaust ducts. An approved automatic sprin-
kler system shall be provided in metallic and
noncombustible nonmetallic exhaust ducts where all of
the following conditions apply:
1. Where the largest cross-sectional diameter is
equal to or greater than 10 inches (254 mm).
2. The ducts are within the building.
3. The ducts are conveying flammable gases, vapors
or fumes.
[F] 415.10.11.2 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).
Exception: Duct need not be provided with auto-
matic sprinkler protection as follows:
1. Ducts listed or approved for applications with-
out automatic sprinkler system protection.
2. Ducts not more than 12 feet (3658 mm)
length installed below ceiling level.
in
[F] 415.10.11.3 Automatic sprinkler locations.
Sprinkler systems shall be installed at 12- foot (3658
mm) intervals in horizontal ducts and at changes in
direction. In vertical ducts, sprinklers shall be installed
at the top and at 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
structures, or parts thereof, for the application of flammable
finishes. Such construction and equipment shall comply with
the International Fire Code.
[F] 416.2 Spray rooms. Spray rooms shall be enclosed with
not less than 1 -hour fire barriers constructed in accordance
with Section 707 or horizontal assemblies constructed in
accordance with Section 711, or both. Floors shall be water-
proofed and drained in an approved manner.
[F] 416.2.1 Surfaces. The interior surfaces of spray
rooms shall be smooth and shall be so constructed to per-
mit 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. Alumi-
num shall not be used.
[F] 416.2.2 Ventilation. Mechanical ventilation and
interlocks with the spraying operation shall be in accor-
dance with the International Mechanical Code.
[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 Interna-
tional Mechanical Code. Where such spaces are not sepa-
rately 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 Spray booths. Spray booths shall be designed,
constructed and operated in accordance with the Interna-
tional Fire Code
[F] 416.5 Fire protection. An automatic sprinkler system or
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
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regulated by the approved rules or as required in the general
and specific sections of this chapter for special occupancies
and where applicable to the general requirements of the Inter-
national Mechanical Code.
[F] 417.2 Piping clearance. Overhead heating pipes shall
have a clearance of not less than 2 inches (5 1 mm) from com-
bustible 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
insulated from adjacent combustible materials by not less
than 12 inches (305 mm) of airspace, or the metal walls shall
be lined with V^-inch (6.35 mm) insulating mill board or other
approved equivalent insulation.
[F] 417.4 Fire protection. Drying rooms designed for high-
hazard materials and processes, including special occupan-
cies 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 clear-
ances and that process flammable and heat-sensitive materi-
als, such as nitrocellulose, shall be located in a detached
building or noncombustible structure.
[F] 418.4 Tank storage. Storage areas for flammable and
combustible 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 constructed in
accordance with Section 707 or horizontal assemblies con-
structed in accordance with Section 71 1, or both.
[F] 418.5 Nitrocellulose storage. Nitrocellulose storage
shall be located on a detached pad or in a separate structure or
a room enclosed with not less than 2-hour fire barriers con-
structed in accordance with Section 707 or horizontal assem-
blies constructed in accordance with Section 71 1, or both.
[F] 418.6 Finished products. Storage rooms for finished
products that are flammable or combustible liquids shall be
separated from the processing area by not less than 2-hour
fire barriers constructed in accordance with Section 707 or
horizontal assemblies constructed in accordance with Section
711, or both.
SECTION 419
LIVE/WORK UNITS
419.1 General. A live/work unit shall comply with Sections
419.1 through 419.9.
Exception: Dwelling or sleeping units that include an
office that is less than 10 percent of the area of the dwell-
ing unit are permitted to be classified as dwelling units
with accessory occupancies in accordance with Section
508.2.
419.1.1 Limitations. The following shall apply to all live/
work areas:
1 . The live/work unit is permitted to be not greater than
3,000 square feet (279 m 2 ) in area;
2. The nonresidential area is permitted to be not more
than 50 percent of the area of each live/work unit;
3. The nonresidential area function shall be limited to
the first or main floor only of the live/work unit; and
4. Not more than five nonresidential workers or
employees are allowed to occupy the nonresidential
area at any one time.
419.2 Occupancies. Live/work units shall be classified as a
Group R-2 occupancy. Separation requirements found in Sec-
tions 420 and 508 shall not apply within the live/work unit
where the live/work unit is in compliance with Section 419.
Nonresidential uses which would otherwise be classified as
either a Group H or S occupancy shall not be permitted in a
live/work unit.
Exception: Storage shall be permitted in the live/work
unit provided the aggregate area of storage in the nonresi-
dential portion of the live/work unit shall be limited to 10
percent of the space dedicated to nonresidential activities.
419.3 Means of egress. Except as modified by this section,
the means of egress components for a live/work unit shall be
designed in accordance with Chapter 10 for the function
served.
419.3.1 Egress capacity. The egress capacity for each ele-
ment of the live/work unit shall be based on the occupant
load for the function served in accordance with Table
1004.1.1.
419.3.2 Spiral stairways. Spiral stairways that conform
to the requirements of Section 1009.12 shall be permitted.
419.4 Vertical openings. Floor openings between floor lev-
els of a live/work unit are permitted without enclosure.
[F] 419.5 Fire protection. The live/work unit shall be pro-
vided with a monitored fire alarm system where required by
Section 907.2.9 and an automatic sprinkler system in accor-
dance with Section 903.2.8.
419.6 Structural. Floor loading for the areas within a live/
work unit shall be designed to conform to Table 1607.1 based
on the function within the space.
419.7 Accessibility. Accessibility shall be designed in accor-
dance with Chapter 1 1 for the function served.
419.8 Ventilation. The applicable ventilation requirements
of the International Mechanical Code shall apply to each area
within the live/work unit for the function within that space.
419.9 Plumbing facilities. The nonresidential area of the
live/work unit shall be provided with minimum plumbing
facilities as specified by Chapter 29, based on the function of
the nonresidential area. Where the nonresidential area of the
live/work unit is required to be accessible by Section
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1103.2.13, the plumbing fixtures specified by Chapter 29
shall be accessible.
SECTION 420
GROUPS !-1,R-1,R-2, R-3
420.1 General. Occupancies in Groups 1-1, R-l , R-2 and R-3
shall comply with the provisions of Sections 420. 1 through
420.5 and other applicable provisions of this code.
420.2 Separation walls. Walls separating dwelling units in
the same building, walls separating sleeping units in the same
building and walls separating dwelling or sleeping units from
other occupancies contiguous to them in the same building
shall be constructed as fire partitions in accordance with Sec-
tion 708.
420.3 Horizontal separation. Floor assemblies separating
dwelling units in the same buildings, floor assemblies sepa-
rating sleeping units in the same building and floor assem-
blies separating dwelling or sleeping units from other
occupancies contiguous to them in the same building shall be
constructed as horizontal assemblies in accordance with Sec-
tion 711.
[F] 420.4 Automatic sprinkler system. Group R occupan-
cies shall be equipped throughout with an automatic sprinkler
system in accordance with Section 903.2.8. Group 1-1 occu-
pancies shall be equipped throughout with an automatic
sprinkler system in accordance with Section 903.2.6. Quick-
response or residential automatic sprinklers shall be installed
in accordance with Section 903.3.2.
[F] 420.5 Smoke detection and fire alarm systems. Fire
alarm systems and smoke alarms shall be provided in Group
1-1, R-l and R-2 occupancies in accordance with Sections
907.2.6, 907.2.8 and 907.2.9, respectively. Single-or multi-
ple-station smoke alarms shall be in accordance with Section
907.2.11.
SECTION 421
HYDROGEN CUTOFF ROOMS
[F] 421.1 General. Where required by the International Fire
Code, hydrogen cutoff rooms shall be designed and con-
structed in accordance with Sections 421.1 through 421.8.
[F] 421.2 Definitions. The following terms are defined in
Chapter 2:
GASEOUS HYDROGEN SYSTEM.
HYDROGEN CUTOFF ROOM.
[F] 421.3 Location. Hydrogen cutoff rooms shall not be
located below grade.
[F] 421.4 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
building by not less than 1 -hour fire barriers constructed in
accordance with Section 707 or horizontal assemblies con-
structed in accordance with Section 711, or both; or as
required by Section 508.2, 508.3 or 508.4, as applicable.
[F] 421.4.1 Opening protectives. Doors within the fire
barriers, including doors to corridors, shall be self-closing
in accordance with Section 716. Interior door openings
shall be electronically interlocked to prevent operation of
the hydrogen system when doors are opened or ajar or the
room shall be provided with a mechanical exhaust ventila-
tion system designed in accordance with Section
421.4.1.1.
[F] 421.4.1.1 Ventilation alternative. Where an
exhaust system is used in lieu of the interlock system
required by Section 421.4.1, exhaust ventilation sys-
tems shall operate continuously and shall be designed
to operate at a negative pressure in relation to the sur-
rounding 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) and not less than 45 feet per minute
(0.2287 m/s) at any point in the door opening.
[F] 421.4.2 Windows. Operable windows in interior walls
shall not be permitted. Fixed windows shall be permitted
where in accordance with Section 716.
[F] 421.5 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] 421.6 Gas detection system. Hydrogen cutoff rooms
shall be provided with an approved flammable gas detection
system in accordance with Sections 421.6.1 through 421.6.3.
[F] 421.6.1 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 sys-
tem shall be designed to activate when the level of flam-
mable gas exceeds 25 percent of the lower flammability
limit (LFL) for the gas or mixtures present at their antici-
pated temperature and pressure.
[F] 421.6.2 Operation. Activation of the gas detection
system 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] 421.6.3 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] 421.7 Explosion control. Explosion control shall be pro-
vided in accordance with Chapter 9 of the International Fire
Code.
[F] 421.8 Standby power. Mechanical ventilation and gas
detection systems shall be connected to a standby power sys-
tem in accordance with Chapter 27.
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SECTION 422
AMBULATORY CARE FACHLITIES
422.1 General. Occupancies classified as ambulatory care
facilities shall comply with the provisions of Sections 422.1
through 422.7 and other applicable provisions of this code.
422.2 Separation. Ambulatory care facilities where the
potential for four or more care recipients are to be incapable
of self-preservation at any time, whether rendered incapable
by staff or staff accepted responsibility for a care recipient
already incapable, shall be separated from adjacent spaces,
corridors or tenants with a fire partition installed in accor-
dance with Section 708.
422.3 Smoke compartments. Where the aggregate area of
one or more ambulatory care facilities is greater than 10,000
square feet (929 m 2 ) on one story, the story shall be provided
with a smoke barrier to subdivide the story into no fewer than
two smoke compartments. The area of any one such smoke
compartment shall be not greater than 22,500 square feet
(2092 m 2 ). The travel distance from any point in a smoke
compartment to a smoke barrier door shall be not greater than
200 feet (60 960 mm). The smoke barrier shall be installed
in accordance with Section 709 with the exception that smoke
barriers shall be continuous from outside wall to an outside
wall, a floor to a floor, or from a smoke barrier to a smoke
barrier or a combination thereof.
422.4 Refuge area. Not less than 30 net square feet (2.8 m 2 )
for each nonambulatory care recipient shall be provided
within the aggregate area of corridors, care recipient rooms,
treatment rooms, lounge or dining areas and other low-hazard
areas within each smoke compartment. Each occupant of an
ambulatory care facility shall be provided with access to a
refuge area without passing through or utilizing adjacent ten-
ant spaces.
422.5 Independent egress. A means of egress shall be pro-
vided from each smoke compartment created by smoke barri-
ers without having to return through the smoke compartment
from which means of egress originated.
[F] 422.6 Automatic sprinkler systems. Automatic sprinkler
systems shall be provided for ambulatory care facilities in
accordance with Section 903.2.2.
[F] 422.7 Fire alarm systems. Afire alarm system shall be
provided for ambulatory care facilities in accordance with
Section 907.2.2.1.
SECTION 423
STORM SHELTERS
423.1 General. In addition to other applicable requirements
in this code, storm shelters shall be constructed in accordance
with ICC-500.
423.1.1 Scope. This section applies to the construction of
storm shelters constructed as separate detached buildings
or constructed as safe rooms within buildings for the pur-
pose of providing safe refuge from storms that produce
high winds, such as tornados and hurricanes. Such struc-
tures shall be designated to be hurricane shelters, tornado
shelters, or combined hurricane and tornado shelters.
423.2 Definitions. The following terms are defined in Chap-
ter 2:
STORM SHELTER.
Community storm shelter.
Residential storm shelter.
SECTION 424
CHILDREN'S PLAY STRUCTURES
424.1 Children's play structures. Children's play structures
installed inside all occupancies covered by this code that
exceed 10 feet (3048 mm) in height and 150 square feet (14
m 2 ) in area shall comply with Sections 424.2 through 424.5.
424.2 Materials. Children's play structures shall be con-
structed of noncombustible materials or of combustible mate-
rials that comply with the following:
1. Fire-retardant-treated wood complying with Section
2303.2.
2. Light-transmitting plastics complying with Section
2606.
3. Foam plastics (including the pipe foam used in soft-
contained play equipment structures) having a maxi-
mum heat-release rate not greater than 100 kilowatts
when tested in accordance with UL 1975 or when
tested in accordance with NFPA 289, using the 20 kW
ignition source.
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 maxi-
mum 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) exhibiting a peak rate of heat release not
exceeding 400 kW/ m 2 when tested in accordance with
ASTM E 1354 at an incident heat flux of 50 kW/m 2 in
the horizontal orientation at a thickness of 6 mm.
7. Ball pool balls, used in soft-contained play equipment
structures, having a maximum heat-release rate not
greater than 100 kilowatts when tested in accordance
with UL 1 975 or when tested in accordance with NFPA
289, using the 20 kW ignition source. 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 crite-
ria of NFPA 701.
9. The floor covering placed under the children's play
structure shall exhibit a Class I interior floor finish clas-
sification, as described in Section 804, when tested in
accordance with NFPA 253.
**
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[F] 424.3 Fire protection. Children's play structures shall be
provided with the same level of approved fire suppression
and detection devices required for other structures in the
same occupancy.
424.4 Separation. Children's play structures shall have a
horizontal separation from building walls, partitions and from
elements of the means of egress of not less than 5 feet (1 524
mm). Children's playground structures shall have a horizon-
tal separation from other children's play structures of not less
than 20 feet (6090 mm).
424.5 Area limits. Children's play structures shall be not
greater than 300 square feet (28 m 2 ) in area, unless a special
investigation, acceptable to the building official, has demon-
strated adequate fire safety.
201 2 INTERNATIONAL BUILDING CODE® 93
94 2012 INTERNATIONAL BUILDING CODE®
CHAPTER 5
GCMCQAI E3E 111 niMP UCinbUTO A Mft ADCAQ
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 identification. New and existing build-
ings shall be provided with approved address numbers or let-
ters. Each character shall be not less than 4 inches (102 mm)
in height and not less than 0.5 inch (12.7 mm) in width. They
shall be installed on a contrasting background and be plainly
visible from the street or road fronting the property. When
required by the fire code official, address numbers shall be
provided in additional approved locations to facilitate emer-
gency response. Where access is by means of a private road
and the building address cannot be viewed from the public
way, a monument, pole or other approved sign or means shall
be used to identify the structure. Address numbers shall be
maintained.
SECTION 502
DEFINITIONS
502.1 Definitions. The following terms are defined in Chap-
ter 2:
AREA, BUILDING.
BASEMENT.
EQUIPMENT PLATFORM.
GRADE PLANE.
HEIGHT, BUILDING.
MEZZANINE.
SECTION 503
GENERAL BUILDING HEIGHT AND AREA
LIMITATIONS
503.1 General. The building height and area shall not
exceed the limits specified in Table 503 based on the type of
construction as determined by Section 602 and the occupan-
cies as determined by Section 302 except as modified hereaf-
ter. Each portion of a building separated by one or more fire
walls complying with Section 706 shall be considered 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 building heights to
accommodate craneways or special machinery and equip-
ment, 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 building 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 build-
ing height of each building and the aggregate building
area of the 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 con-
struction permitted to be of unlimited tabular building
heights and areas are not subject to the special require-
ments that allow unlimited area buildings in Section 507
or unlimited building height in Sections 503.1.1 and 504.3
or increased building heights and areas for other types of
construction.
SECTION 504
BUILDING HEIGHT
504.1 General. The building height permitted by Table 503
shall be increased in accordance with Sections 504.2 and
504.3.
Exception: The building height of one-story aircraft han-
gars, aircraft paint hangars and buildings used for the man-
ufacturing of aircraft shall not be limited if the building is
provided with an automatic sprinkler system or 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 building height.
504.2 Automatic sprinkler system increase. Where a build-
ing is equipped throughout with an approved automatic
sprinkler system in accordance with Section 903.3.1.1, the
value specified in Table 503 for maximum building 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 building area increase in accordance with Sec-
tions 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 building 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.
Exception: The use of an automatic sprinkler system to
increase building heights shall not be permitted for the fol-
lowing conditions:
1 . Buildings, or portions of buildings, classified as a
Group 1-2 occupancy of Type IIB, III, IV or V con-
struction.
2. Buildings, or portions of buildings, classified as a
Group H-l, H-2, H-3 or H-5 occupancy.
2012 INTERNATIONAL BUILDING CODE®
95
GENERAL BUILDING HEIGHTS AND AREAS
3. Buildings where an automatic sprinkler system is
substituted for fire-resistance rated construction in
accordance with Table 601, Note d.
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 1509.2.5.
Such structures shall not be used for habitation or storage.
The structures shall be unlimited in height if of noncombusti-
ble materials and shall not extend more than 20 feet (6096
mm) above the allowable building height if of combustible
materials (see Chapter 15 for additional requirements).
TABLE 503
ALLOWABLE BUILDING HEIGHTS AND AREAS 3 -"
Building height limitations shown in feet above grade plane. Story limitations shown as stories above grade plane.
Building area limitations shown in square feet, as determined by the definition of "Area, building," per story
GROUP
TYPE OF CONSTRUCTION
TYPEI
TYPE II
TYPE III
TYPE IV
TYPEV
A
B
A
B
A
B
HT
A
B
HEIGHT (feet)
UL
160
65
55
65
55
65
50
40
STORIES(S)
AREA (A)
A-l
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
1 1,500
1
6,000
A-4
S
A
UL
UL
11
UL
3
15,500
2
9,500
3
14,000
2
9,500
3
15,000
2
11,500
1
6,000
A-5
S
A
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
UL
B
S
A
UL
UL
11
UL
5
37,500
3
23,000
5
28,500
3
19,000
5
36,000
3
18,000
2
9,000
E
S
A
UL
UL
5
UL
3
26,500
2
14,500
3
23,500
2
14,500
3
25,500
1
18,500
1
9,500
F-l
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
HI
S
A
1
21,000
1
16,500
1
11,000
1
7,000
1
9,500
1
7,000
1
10,500
1
7,500
NP
NP
H-2
S
A
UL
21 ,000
3
16,500
2
1 1,000
1
7,000
2
9,500
1
7,000
2
10,500
1
7,500
1
3,000
H-3
S
A
UL
UL
6
60,000
4
26,500
2
14,000
4
17,500
2
13,000
4
25,500
2
10,000
1
5,000
H-4
S
A
UL
UL
7
UL
5
37,500
3
17,500
5
28,500
3
17,500
5
36,000
3
18,000
2
6,500
H-5
S
A
4
UL
4
UL
3
37,500
3
23,000
3
28,500
3
19,000
3
36,000
3
18,000
2
9,000
1-1
S
A
UL
UL
9
55,000
4
19,000
3
10,000
4
16,500
3
10,000
4
18,000
3
10,500
2
4,500
1-2
S
A
UL
UL
4
UL
2
15,000
1
11,000
1
12,000
NP
NP
1
12,000
1
9,500
NP
NP
1-3
S
A
UL
UL
4
UL
2
15,000
1
10,000
2
10,500
1
7,500
2
12,000
2
7,500
1
5,000
1-4
S
A
UL
UL
5
60,500
3
26,500
2
13,000
3
23,500
2
13,000
3
25,500
1
18,500
1
9,000
(continued)
96
2012 INTERNATIONAL BUILDING CODE®
GENERAL BUILDING HEIGHTS AND AREAS
TABLE 503— continued
ALLOWABLE BUILDING HEIGHTS AND AREAS ab
GROUP
TYPE OF CONSTRUCTION
TYPEI
TYPE II
TYPE III
TYPE IV
TYPEV
A
B
A
B
A
B
HT
A
B
HEIGHT (feet)
UL
160
65
55
65
55
65
50
40
STORIES(S)
AREA (A)
M
s
A
UL
UL
11
UL
4
21,500
2
12,500
4
18,500
2
12,500
4
20,500
3
14,000
1
9,000
R-l
S
A
UL
UL
11
UL
4
24,000
4
16,000
4
24,000
4
16,000
4
20,500
3
12,000
2
7,000
R-2
S
A
UL
UL
11
UL
4
24,000
4
16,000
4
24,000
4
16,000
4
20,500
3
12,000
2
7,000
R-3
S
A
UL
UL
11
UL
4
UL
4
UL
4
UL
4
UL
4
UL
3
UL
3
UL
R-4
S
A
UL
UL
11
UL
4
24,000
4
16,000
4
24,000
4
16,000
4
20,500
3
12,000
2
7,000
S-1
S
A
UL
UL
11
48,000
4
26,000
2
17,500
3
26,000
2
17,500
4
25,500
3
14,000
1
9,000
S-2
S
A
UL
UL
11
79,000
5
39,000
3
26,000
4
39,000
3
26,000
5
38,500
4
21,000
2
13,500
U
S
A
UL
UL
5
35,500
4
19,000
2
8,500
3
14,000
2
8,500
4
18,000
2
9,000
1
5,500
For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 ml
A = building area per story, S = stories above grade plane, UL = Unlimited, NP = Not permitted.
a. See the following sections for general exceptions to Table 503:
1 . Section 504.2, Allowable building height and story increase due to automatic sprinkler system installation.
2. Section 506.2, Allowable building area increase due to street frontage.
3. Section 506.3, Allowable building area increase due to automatic sprinkler system installation.
4. Section 507, Unlimited area buildings.
b. See Chapter 4 for specific exceptions to the allowable height and areas in Chapter 5.
SECTION 505
MEZZANINES AND EQUIPMENT PLATFORMS
505.1 General. Mezzanines shall comply with Section 505.2.
Equipment platforms shall comply with Section 505.3.
505.2 Mezzanines. A mezzanine or mezzanines in compli-
ance with Section 505.2 shall be considered a portion of the
story below. Such mezzanines shall not contribute to either
the building area or number of stories as regulated by Section
503.1. The area of the mezzanine shall be included in deter-
mining the fire area. The clear height above and below the
mezzanine floor construction shall be not less than 7 feet
(2134 mm).
505.2.1 Area limitation. The aggregate area of a mezza-
nine or mezzanines within a room shall be not greater than
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 determination 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.
Where a room contains both a mezzanine and an equip-
ment platform, the aggregate area of the two raised floor
levels shall be not greater than two-thirds of the floor area
of that room or space in which they are located.
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 be not greater than two-
thirds of the floor area of the room.
2. The aggregate area of mezzanines in buildings
and structures of Type I or II construction shall
be not greater than one-half of the floor area of
the room in buildings and structures equipped
throughout with an approved automatic sprinkler
system in accordance with Section 903.3.1.1 and
an approved emergency voice/alarm communica-
tion system in accordance with Section 907.5.2.2.
505.2.2 Means of egress. The means of egress for mezza-
nines shall comply with the applicable provisions of Chap-
ter 10.
505.2.3 Openness. A mezzanine shall be open and unob-
structed to the room in which such mezzanine is located
2012 INTERNATIONAL BUILDING CODE®
97
GENERAL BUILDING HEIGHTS AND AREAS
except for walls not more than 42 inches (1067 mm) in
height, 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 is not
greater than 10.
2. A mezzanine having two or more means of egress
is not required to be open to the room in which
the mezzanine is located if at least one of the
means of egress provides direct access to an exit
from the mezzanine level.
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 is not greater than 10 percent
of the mezzanine area.
4. In industrial facilities, mezzanines used for con-
trol equipment are permitted to be glazed on all
sides.
5. In occupancies other than Groups H and I, that
are no more than two stories above grade plane
and equipped throughout with an automatic
sprinkler system in accordance with Section
903.3.1.1, a mezzanine having two or more
means of egress shall not be required to be open
to the room in which the mezzanine is located.
505.3 Equipment platforms. Equipment platforms in build-
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 in determining the fire area in accordance with Sec-
tion 903. Equipment platforms shall not be a part of any mez-
zanine and such platforms and the walkways, stairs,
alternating tread devices and ladders providing access to an
equipment platform shall not serve as a part of the means of
egress from the building.
505.3.1 Area limitation. The aggregate area of all equip-
ment platforms within a room shall be not greater than
two-thirds of the area of the room in which they are
located. Where an equipment platform is located in the
same room as a mezzanine, the area of the mezzanine shall
be determined by Section 505.2.1 and the combined aggre-
gate area of the equipment platforms and mezzanines shall
be not greater than two-thirds of the room in which they
are located.
505.3.2 Automatic sprinkler system. Where located in a
building that is required to be protected by an automatic
sprinkler system, equipment platforms shall be fully pro-
tected by sprinklers above and below the platform, where
required by the standards referenced in Section 903.3.
505.3.3 Guards. Equipment platforms shall have guards
where required by Section 1013.2.
SECTION 506
BUILDING AREA MODIFICATIONS
506.1 General. The building areas limited by Table 503 shall
be permitted to be increased due to frontage (I f ) and auto-
matic sprinkler system protection (IJ in accordance with
Equation 5-1:
A a = {A t + [A, x I f ] + [A, x /J } (Equation 5-1)
where:
A a = Allowable building area per story (square feet).
A, = Tabular building area per story in accordance with
Table 503 (square feet).
L = Area increase factor due to frontage as calculated in
accordance with Section 506.2.
I s = Area increase factor due to sprinkler protection as
calculated in accordance with Section 506.3.
506.2 Frontage increase. Every building shall adjoin or have
access to a public way to receive a building area increase for
frontage. Where a building has more than 25 percent of its
perimeter on a public way or open space having a width of
not less than 20 feet (6096 mm), the frontage increase shall be
determined in accordance with Equation 5-2:
(Equation 5-2)
/,
where:
•0.25]W30
h =
F =
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).
P = Perimeter of entire building (feet).
W = Width of public way or open space (feet) in accordance
with Section 506.2.1.
506.2.1 Width limits. To apply this section the value of W
shall be not less than 20 feet (6096 mm). Where the value
of W varies along the perimeter of the building, the calcu-
lation performed in accordance with Equation 5-2 shall be
based on the weighted average calculated in accordance
with Equation 5-3 for portions of the exterior perimeter
walls where the value of W is greater than or equal to 20
feet (6096 mm). Where the value of W is greater than 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. W shall be measured per-
pendicular from the face of the building to the closest inte-
rior lot line. Where the building fronts on a public way, the
entire width of the public way shall be used. Where two or
more buildings are on the same lot, W shall be measured
from the exterior face of each building to the opposing
exterior face of each adjacent building, as applicable.
Weighted average W - (L, x w, + L 2 x w 2 + L 3 x w 3 . . .)/F.
(Equation 5-3)
where:
L„ = Length of a portion of the exterior perimeter wall.
w n = Width of open space associated with that portion of
the exterior perimeter wall.
98
2012 INTERNATIONAL BUILDING CODE®
GENERAL BUILDING HEIGHTS AND AREAS
F - Building perimeter that fronts on a public way or
open space having a width of 20 feet (6096 mm) or
more.
Exception: Where the building meets the requirements
of Section 507, as applicable, except for compliance
with the 60-foot (18 288 mm) public way or yard
requirement, and the value of W is greater than 30 feet
(9144 mm), the value of W divided by 30 shall be lim-
ited to a maximum of 2.
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
sprinkler system in accordance with Section 903.3.1.1, the
building area limitation in Table 503 is permitted to be
increased by an additional 200 percent (7 S = 2) for buildings
with more than one story above grade plane and an additional
300 percent (Z s = 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 use of an automatic sprinkler system to
increase the building area limitation shall not be permitted
for the following conditions:
1. Buildings classified as a Group H-l occupancy.
2. Buildings, or portions of buildings, classified as
either a Group H-2 or H-3 occupancy. For buildings
containing such occupancies, the allowable area
shall be determined in accordance with Section
508.4.2, with the sprinkler system increase applica-
ble only to the portions of the building not classified
as Group H-2 or H-3.
3. Buildings where an automatic sprinkler system is
substituted for fire-resistance rated construction in
accordance with Table 601, Note d.
506.4 Single occupancy buildings with more than one
story. The total allowable building area of a single occu-
pancy building with more than one story above grade plane
shall be determined in accordance with this section. The
actual aggregate building area at all stories in the building
shall not exceed the total allowable building area.
Exception: A single basement need not be included in the
total allowable building area, provided such basement
does not exceed the area permitted for a building with no
more than one story above grade plane.
506.4.1 Area determination. The total allowable building
area of a single occupancy building with more than one
story above grade plane shall be determined by multiply-
ing the allowable building area per story (A a ), as deter-
mined in Section 506.1, by the number of stories above
grade plane as listed below:
1. For buildings with two stories above grade plane,
multiply by 2;
2. For buildings with three or more stories above grade
plane, multiply by 3; and
3. No story shall exceed the allowable building area
per story (A u ), as determined in Section 506.1, for
the occupancies on that story.
Exceptions:
1. Unlimited area buildings in accordance with Sec-
tion 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 deter-
mined by multiplying the allowable area per story
(AJ, as determined in Section 506.1, by the num-
ber of stories above grade plane.
506.5 Mixed occupancy area determination. The total
allowable building area for buildings containing mixed occu-
pancies shall be determined in accordance with the applicable
provisions of this section. A single basement need not be
included in the total allowable building area, provided such
basement does not exceed the area permitted for a building
with no more than one story above grade plane.
506.5.1 No more than one story above grade plane. For
buildings with no more than one story above grade plane
and containing mixed occupancies, the total building area
shall be determined in accordance with the applicable pro-
visions of Section 508.1.
506.5.2 More than one story above grade plane. For
buildings with more than one story above grade plane and
containing mixed occupancies, each story shall individu-
ally comply with the applicable requirements of Section
508.1. For buildings with more than three stories above
grade plane, the total building area shall be such that the
aggregate sum of the ratios of the actual area of each story
divided by the allowable area of such stories based on the
applicable provisions of Section 508.1 shall not exceed 3.
SECTION 507
UNLIMITED AREA BUILDINGS
507.1 General. The area of buildings of the occupancies and
configurations specified in Sections 507.1 through 507.12
shall not be limited.
Exception: Other occupancies shall be permitted in
unlimited area buildings in accordance with the provisions
of Section 508.2.
Where Sections 507.2 through 507.12 require buildings to
be surrounded and adjoined by public ways and yards, those
open spaces shall be determined as follows:
1. Yards shall be measured from the building perimeter in
all directions to the closest interior lot lines or to the
exterior face of an opposing building located on the
same lot, as applicable.
2 Where the building fronts on a public way, the entire
width of the public way shall be used.
507.2 Nonsprinklered, one story. The area of a Group F-2
or S-2 building no more than one story in height shall not be
limited where the building is surrounded and adjoined by
2012 INTERNATIONAL BUILDING CODE®
99
GENERAL BUILDING HEIGHTS AND AREAS
public ways or yards not less than 60 feet (18 288 mm) in
width.
507.3 Sprinklered, one story. The area of a Group B, F, M
or S building no more than one story above grade plane of
any construction type, or the area of a Group A-4 building no
more than one story above grade plane of other than Type V
construction, shall not be limited where the building is pro-
vided 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.
Exceptions:
1. Buildings and structures of Types I and II construc-
tion 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 require-
ments of Sections 507.3 and 903.3.1.1 and Chapter
32 of the International Fire Code.
2. The automatic sprinkler system shall not be required
in areas occupied for indoor participant sports, such
as tennis, skating, swimming and equestrian activi-
ties in occupancies in Group A-4, provided that:
2.1. Exit doors directly to the outside are pro-
vided for occupants of the participant sports
areas; and
2.2. The building is equipped with a fire alarm
system with manual fire alarm boxes
installed in accordance with Section 907.
507.3.1 Mixed occupancy buildings with Groups A-l
and A-2. Group A- 1 and A-2 occupancies of other than
Type V construction shall be permitted within mixed
occupancy buildings of unlimited area complying with
Section 507.3, provided:
1. Group A-l and A-2 occupancies are separated from
other occupancies as required for separated occu-
pancies in Section 508.4.4 with no reduction
allowed in the fire-resistance rating of the separa-
tion based upon the installation of an automatic
sprinkler system;
2. Each area of the portions of the building used for
Group A-l or A-2 occupancies shall not exceed the
maximum allowable area permitted for such occu-
pancies in Section 503.1; and
3. Exit doors from Group A-l and A-2 occupancies
shall discharge directly to the exterior of the build-
ing.
507.4 Two story. The area of a Group B, F, M or S building
no more than two stories above grade plane shall not be lim-
ited where the building is equipped throughout with an auto-
matic sprinkler system 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.
507.5 Reduced open space. The public ways or yards of 60
feet (18 288 mm) in width required in Sections 507.2, 507.3,
507.4, 507.6 and 507.1 1 shall be permitted to be reduced to
not less than 40 feet (12 192 mm) in width provided all of the
following requirements are met:
1. The reduced width shall not be allowed for more than
75 percent of the perimeter of the building.
2. The exterior walls facing the reduced width shall have
& fire-resistance rating of not less than 3 hours.
3. Openings in the exterior walls facing the reduced width
shall have opening protectives with a fire protection
rating of not less than 3 hours.
507.6 Group A-3 buildings of Type II construction. The
area of a Group A-3 building no more than one story above
grade plane, used as & place of religious worship, community
hall, dance hall, exhibition hall, gymnasium, lecture hall,
indoor swimming pool or tennis court of Type II construction,
shall not be limited provided all of the following criteria are
met:
1 . The building shall not have a stage other than a plat-
form.
2. The building shall be equipped throughout with an
automatic sprinkler system in accordance with Section
903.3.1.1.
3. 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 A-3 buildings of Types III and IV construc-
tion. The area of a Group A-3 building of Type III or IV con-
struction, with no more than one story above grade plane,
and used as a place of religious worship, community hall,
dance hall, exhibition hall, gymnasium, lecture hall, indoor
swimming pool or tennis court, shall not be limited provided
all of the following criteria are met:
1 . The building shall not have a stage other than a plat-
form.
2. The building shall be equipped throughout with an
automatic sprinkler system in accordance with Section
903.3.1.1.
3. The assembly floor shall be located at or within 21
inches (533 mm) of street or grade level and all exits
are provided with ramps complying with Section
1010.1 to the street or grade level.
4. The building shall be surrounded and adjoined by pub-
lic ways or yards not less than 60 feet (18 288 mm) in
width.
507.8 Group H occupancies. Group H-2, H-3 and H-4 occu-
pancies shall be permitted in unlimited area buildings con-
taining Group F and S occupancies in accordance with
Sections 507.3 and 507.4 and the provisions of Sections
507.8.1 through 507.8.4.
507.8.1 Allowable area. The aggregate floor area of
Group H occupancies located in an unlimited area building
shall not exceed 10 percent of the area of the building nor
the area limitations for the Group H occupancies as speci-
fied in Table 503 as modified by Section 506.2 based upon
the perimeter of each Group H floor area that fronts on a
public way or open space.
100
2012 INTERNATIONAL BUILDING CODE
GENERAL BUILDING HEIGHTS AND AREAS
507.8.1.1 Located within the building. 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.
507.8.1.1.1 Liquid use, dispensing and mixing
rooms. Liquid use, dispensing and mixing rooms
having a floor area of not more than 500 square feet
(46.5 m 2 ) need not be located on the outer perimeter
of the building where they are in accordance with
the International Fire Code and NFPA 30.
507.8.1.1.2 Liquid storage rooms. Liquid storage
rooms having a floor area of not more than 1,000
square feet (93 m 2 ) need not be located on the outer
perimeter where they are in accordance with the
International Fire Code and NFPA 30.
507.8.1.1.3 Spray paint booths. Spray paint booths
that comply with the International Fire Code need
not be located on the outer perimeter.
507.8.2 Located on building perimeter. Except as pro-
vided for in Section 507.8.1.1, Group H occupancies shall
be located on the perimeter of the building. In Group H-2
and H-3 occupancies, not less than 25 percent of the
perimeter of such occupancies shall be an exterior wall.
507.8.3 Occupancy separations. Group H occupancies
shall be separated from the remainder of the unlimited area
building and from each other in accordance with Table
508.4.
507.8.4 Height limitations. For two-story unlimited area
buildings, Group H occupancies shall not be located more
than one story above grade plane unless permitted based
on the allowable height in stories and feet as set forth in
Table 503 for the type of construction of the unlimited
area building.
507.9 Aircraft paint hangar. The area of a Group H-2 air-
craft paint hangar no more than one story above grade plane
shall not be limited where such aircraft paint hangar complies
with the provisions of Section 412.6 and is surrounded and
adjoined by public ways or yards not less in width than one
and one-half times the building height.
507.10 Group E buildings. The area of a Group E building
no more than one story above grade plane, of Type II, IIIA or
IV construction, shall not be limited provided all of the fol-
lowing 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 Sec-
tion 1020.
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.
507.11 Motion picture theaters. In buildings of Type II con-
struction, the area of a motion picture theater located on the
first story above grade plane shall not be limited provided 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 ( 1 8 288 mm) in width.
507.12 Covered and open mall buildings and anchor
buildings. The area of covered and open mall buildings and
anchor buildings not exceeding three stories in height that
comply with Section 402 shall not be limited.
SECTION 508
MIXED USE AND OCCUPANCY
508.1 General. Each portion of a building shall be individu-
ally classified in accordance with Section 302.1. Where a
building contains more than one occupancy group, the build-
ing or portion thereof shall comply with the applicable provi-
sions of Section 508.2, 508.3 or 508.4, or a combination of
these sections.
Exceptions:
1. Occupancies separated in accordance with Section
510.
2. Where required by Table 415.5.2, areas of Group H-
1, H-2 and H-3 occupancies shall be located in a
detached building or structure.
3. Uses within live/work units, complying with Section
419, are not considered separate occupancies.
508.2 Accessory occupancies. Accessory occupancies are
those occupancies that are ancillary to the main occupancy of
the building or portion thereof. Accessory occupancies shall
comply with the provisions of Sections 508.2.1 through
508.2.4.
508.2.1 Area limitations. Aggregate accessory occupan-
cies shall not occupy more than 10 percent of the building
area of the story in which they are located and shall not
exceed the tabular values in Table 503, without building
area increases in accordance with Section 506 for such
accessory occupancies.
508.2.2 Occupancy classification. Accessory occupan-
cies shall be individually classified in accordance with
Section 302.1 . The requirements of this code shall apply to
each portion of the building based on the occupancy clas-
sification of that space.
508.2.3 Allowable building area and height. The allow-
able building area and height of the building shall be
based on the allowable building area and height for the
main occupancy in accordance with Section 503.1. The
height of each accessory occupancy shall not exceed the
tabular values in Table 503, without increases in accor-
dance with Section 504 for such accessory occupancies.
The building area of the accessory occupancies shall be in
accordance with Section 508.2.1.
2012 INTERNATIONAL BUILDING CODE®
101
GENERAL BUILDING HEIGHTS AND AREAS
*
508.2.4 Separation of occupancies. No separation is
required between accessory occupancies and the main
occupancy.
Exceptions:
1. Group H-2, H-3, H-4 and H-5 occupancies shall
be separated from all other occupancies in accor-
dance with Section 508.4.
2. Group 1-1, R-l, R-2 and R-3 dwelling units and
sleeping units shall be separated from other
dwelling or sleeping units and from accessory
occupancies contiguous to them in accordance
with the requirements of Section 420.
508.3 Nonseparated occupancies. Buildings or portions of
buildings that comply with the provisions of this section shall
be considered as nonseparated occupancies.
508.3.1 Occupancy Classification. Nonseparated occu-
pancies shall be individually classified in accordance with
Section 302.1. The requirements of this code shall apply
to each portion of the building based on the occupancy
classification of that space. In addition, the most restric-
tive provisions of Chapter 9 which apply to the nonsepa-
rated occupancies shall apply to the total nonseparated
occupancy area. Where nonseparated occupancies occur
in a high-rise building, the most restrictive requirements
of Section 403 which apply to the nonseparated occupan-
cies shall apply throughout the high-rise building.
508.3.2 Allowable building area and height. The allow-
able building area and height of the building or portion
thereof shall be based on the most restrictive allowances
for the occupancy groups under consideration for the type
of construction of the building in accordance with Section
503.1.
508.3.3 Separation. No separation is required between
nonseparated occupancies.
Exceptions:
1. Group H-2, H-3, H-4 and H-5 occupancies shall
be separated from all other occupancies in accor-
dance with Section 508.4.
2. Group 1-1, R-l, R-2 and R-3 dwelling units and
sleeping units shall be separated from other
dwelling or sleeping units and from other occu-
pancies contiguous to them in accordance with
the requirements of Section 420.
508.4 Separated occupancies. Buildings or portions of
buildings that comply with the provisions of this section shall
be considered as separated occupancies.
508.4.1 Occupancy classification. Separated occupancies
shall be individually classified in accordance with Section
302.1. Each separated space shall comply with this code
based on the occupancy classification of that portion of the
building.
508.4.2 Allowable building area. In each story, the build-
ing area shall be such that the sum of the ratios of the
actual building area of each separated occupancy divided
by the allowable building area of each separated occu-
pancy shall not exceed 1 .
508.4.3 Allowable height. Each separated occupancy
shall comply with the building height limitations based on
the type of construction of the building in accordance with
Section 503.1.
Exception: Special provisions permitted by Section
510 shall permit occupancies at building heights other
than provided in Section 503.1.
508.4.4 Separation. Individual occupancies shall be sepa-
rated from adjacent occupancies in accordance with Table
508.4.
508.4.4.1 Construction. Required separations shall be
fire barriers constructed in accordance with Section
707 or horizontal assemblies constructed in accordance
with Section 71 1, or both, so as to completely separate
adjacent occupancies.
SECTION 509
INCIDENTAL USES
509.1 General Incidental uses located within single occu-
pancy or mixed occupancy buildings shall comply with the
provisions of this section. Incidental uses are ancillary func-
tions associated with a given occupancy that generally pose a
greater level of risk to that occupancy and are limited to those
uses listed in Table 509.
Exception: Incidental uses within and serving a dwelling
unit are not required to comply with this section.
509.2 Occupancy classification. Incidental uses shall not be
individually classified in accordance with Section 302.1.
Incidental uses shall be included in the building occupancies
within which they are located.
509.3 Area limitations. Incidental uses shall not occupy
more than 10 percent of the building area of the story in
which they are located.
509.4 Separation and protection. The incidental uses listed
in Table 509 shall be separated from the remainder of the
building or equipped with an automatic sprinkler system, or
both, in accordance with the provisions of that table.
509.4.1 Separation. Where Table 509 specifies a fire-
resistance-rated separation, the incidental uses shall be
separated from the remainder of the building by afire bar-
rier constructed in accordance with Section 707 or a hori-
zontal assembly constructed in accordance with Section
711, or both. Construction supporting l-hour/;>e barriers
or horizontal assemblies used for incidental use separa-
tions in buildings of Type IIB, IIIB and VB construction is
not required to be fire-resistance rated unless required by
other sections of this code.
509.4.2 Protection. Where Table 509 permits an auto-
matic sprinkler system without a fire barrier, the inciden-
tal uses shall be separated from the remainder of the
building by construction capable of resisting the passage
of smoke. The walls shall extend from the top of the foun-
dation or floor assembly below to the underside of the
ceiling that is a component of a fire-resistance-rated floor
assembly or roof assembly above or to the underside of the
floor or roof sheathing, deck or slab above. Doors shall be
**
102
2012 INTERNATIONAL BUILDING CODE®
GENERAL BUILDING HEIGHTS AND AREAS
TABLE 508.4
REQUIRED SEPARATION OF OCCUPANCIES (HOURS)
OCCUPANCY
A
S
,E
NS
1-1,1
S
-3, 1-4
NS
1-2
S NS
R a
S 1 NS
F-2, S-2", U
S NS
[ B, F-1 , M,
S-1
S MS
H-1
H-2
H-3
,H-4
H-5
A,E
N
N
1
2
2
NP
1
2
N
1
1
2
NP
NP
3
4
2
NS
3
S
2
NS
NP
1-1,1-3,1-4
—
N
N
2
NP
1
NP
1
2
1
2
NP
NP
3
NP
2
NP
2
NP
1-2
—
—
—
N
N
2
NP
2
NP
2
NP
NP
NP
3
NP
2
NP
2
NP
R d
—
—
—
—
—
—
N
N
V
2 C
1
2
NP
NP
3
NP
2
NP
2
NP
F-2, S-2 b , U
■
—
—
—
—
—
—
—
N
N
1
2
NP
NP
3
4
2
3
2
NP
B, F-1, M, S-1
—
N
N
NP
NP
2
3
1
2
1
NP
H-l
N
NP
NP
NP
NP
NP
NP
NP
H-2
N
NP
1
NP
1
NP
H-3, H-4
—
l d
NP
1
NP
H-5
—
—
—
—
—
—
—
—
N
NP
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 with Section 903 3 1 1
N = No separation requirement.
NP = Not permitted.
a See Section 420.
b. The required separation from areas used only for private or pleasure vehicles shall be reduced by 1 hour but to not less than 1 hour
c. See Section 406.3.4.
d. Separation is not required between occupancies of the same classification.
self- or automatic-closing upon detection of smoke in
accordance with Section 716.5.9.3. Doors shall not have
air transfer openings and shall not be undercut in excess of
the clearance permitted in accordance with NFPA 80.
Walls surrounding the incidental use shall not have air
transfer openings unless provided with smoke dampers in
accordance with Section 710.7.
509.4.2.1 Protection limitation. Except as specified in
Table 509 for certain incidental uses, where an auto-
matic sprinkler system is provided in accordance with
Table 509, only the space occupied by the incidental
use need be equipped with such a system.
SECTiON 510
SPECIAL PROVISIONS
510.1 General. The provisions in Sections 510.2 through
510.9 shall permit the use of special conditions that are
exempt from, or modify, the specific requirements of this
chapter regarding the allowable building heights and areas of
buildings based on the occupancy classification 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. The provisions of
Sections 510.2 through 510.8 are to be considered indepen-
dent and separate from each other.
510.2 Horizontal building separation allowance. A build-
ing shall be considered as separate and distinct buildings for
the purpose of determining area limitations, continuity of fire
walls, limitation of number of stories and type of construction
where all of the following conditions are met:
1 . The buildings are separated with a horizontal assembly
having afire-resistance rating of not less than 3 hours.
2. The building below the horizontal assembly is not
greater than one story above grade plane.
3. The building below the horizontal assembly is of Type
IA construction.
4. Shaft, stairway, ramp and escalator enclosures through
the horizontal assembly shall have not less than a 2-
hour fire-resistance rating with opening protectives in
accordance with Section 716.5.
Exception: Where the enclosure walls below the
horizontal assembly have not less than a 3-hour fire-
resistance rating with opening protectives in accor-
dance with Section 716.5, the enclosure walls
extending above the horizontal assembly shall be
permitted to have a 1-hour fire-resistance rating,
provided:
1. The building above the horizontal assembly is
not required to be of Type I construction;
2. The enclosure connects fewer than four sto-
ries; and
3. The enclosure opening protectives above the
horizontal assembly have afire protection rat-
ing of not less than 1 hour.
5. The building or buildings above the horizontal assem-
bly shall be permitted to have multiple Group A occu-
2012 INTERNATIONAL BUILDING CODE®
103
GENERAL BUILDING HEIGHTS AND AREAS
TABLE 509
INCIDENTAL USES
ROOM OR AREA
Furnace room where any piece of equipment is over 400,000 Btu per
hour input
Rooms with boilers where the largest piece of equipment is over 15
psi and 10 horsepower
Refriger ant machinery room
Hydrogen cutoff rooms, not classified as Group H
SEPARATION AND/OR PROTECTION
1 hour or provide automatic sprinkler system
1 hour or provide automatic sprinkler system
1 hour or provide automatic sprinkler system
hour in Group B, F, M, S and U occupancies; 2 hours in Group A, E,
I and R occupancies.
Incinerator rooms
Paint shops, not classified as Group H, located in occupancies other
than Group F
Laboratories and vocational shops, not classified as Group H, located
in a Group E or 1-2 occupancy
Laundry rooms over 100 square feet
Group 1-3 cells equipped with padded surfaces
Waste and linen collection rooms located in either Group L2
occupancies or ambulatory care facilities
Waste and linen collection rooms over 100 square feet
Stationary storage battery systems having a liquid electrolyte capacity
of more than 50 gallons for flooded lead-acid, nickel cadmium or
VRLA, or more than 1 ,000 pounds for lithium-ion and lithium metal
polymer used for facility standby power, emergency power or
uninterruptable power supplies
2 hours and automatic sprinkler system
2 hours; or 1 hour and provide automatic sprinkler system
1 hour or provide automatic sprinkler system
1 hour or provide automatic sprinkler system
1 hour
1 hour
1 hour or provide automatic sprinkler system
1 hour in Group B, F, M, S and U occupancies; 2 hours in Group A, E,
I and R occupancies.
For SI: 1 square foot = 0.0929 m\ 1 pound per square inch (psi) = 6.9 kPa, 1 British thermal unit (Btu) per hour = 0.293 watts, 1 horsepower = 746 watts, 1
gallon = 3.785 L.
pancy uses, each with an occupant load of less 300, or
Group B, M, R or S occupancies.
6. The building below the horizontal assembly shall be
protected throughout by an approved automatic sprin-
kler system in accordance with Section 903.3.1.1, and
shall be permitted to be any of the following occupan-
cies:
6.1. Group S-2 parking garage used for the parking
and storage of private motor vehicles;
6.2. Multiple Group A, each with an occupant load
of less than 300;
6.3. Group B;
6.4. Group M;
6.5. Group R; and
6.6. Uses incidental to the operation of the building
(including entry lobbies, mechanical rooms,
storage areas and similar uses).
7. The maximum building height in feet (mm) shall not
exceed the limits set forth in Section 503 for the build-
ing having the smaller allowable height as measured
from the grade plane.
510.3 Group S-2 enclosed parking garage with Group S-2
open parking garage above. A Group S-2 enclosed parking
garage with not more than one story above grade plane and
located below a Group S-2 open parking garage shall be clas-
sified as a separate and distinct building for the purpose of
determining the type of construction where all of the follow-
ing conditions are met:
1 . The allowable area of the building shall be such that the
sum of the ratios of the actual area divided by the
allowable area for each separate occupancy shall not
exceed 1.
2. The Group S-2 enclosed parking garage is of Type I or
II construction and is at least equal to the fire-resis-
tance requirements of the Group S-2 open parking
garage.
3. The height and the number of tiers of the Group S-2
open parking garage shall be limited as specified in
Table 406.5.4.
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 2 ), and mechanical equip-
ment rooms incidental to the operation of the building.
104
2012 INTERNATIONAL BUILDING CODE®
GENERAL BUILDING HEIGHTS AND AREAS
510.4 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 construction or
open of Type IV construction, with grade entrance, is pro-
vided under a building of Group R, the number of stories to
be used in determining the minimum type of construction
shall be measured from the floor above such a parking area.
The floor assembly between the parking garage and the
Group R above shall comply with the type of construction
required for the parking garage and shall also provide a. fire-
resistance rating not less than the mixed occupancy separa-
tion required in Section 508.4.
510.5 Group R-l and R-2 buildings of Type MA con-
struction. The height limitation for buildings of Type IDA
construction in Groups R-l and R-2 shall be increased to six
stories and 75 feet (22 860 mm) where the first floor assem-
bly above the basement has afire-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 2 ).
510.6 Group R-l and R-2 buildings of Type IIA construc-
tion. The height limitation for buildings of Type IIA con-
struction in Groups R-l and R-2 shall be increased to nine
stories and 100 feet (30 480 mm) where the building is sepa-
rated 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 assembly has afire-resistance rating of not
less than 1 7 2 hours.
510.7 Open parking garage beneath Groups A, I, B, M
and R. Open parking garages constructed under Groups A, I,
B, M and R shall not exceed the height and area limitations
permitted under Section 406.5. 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 occu-
pancy. The height, in both feet and stories, of the portion of
the building above the open parking garage shall be mea-
sured from grade plane and shall include both the open park-
ing garage and the portion of the building above the parking
garage.
510.7.1 Fire separation. Fire barriers constructed in
accordance with Section 707 or horizontal assemblies con-
structed in accordance with Section 711 between the park-
ing occupancy and the upper occupancy shall correspond
to the required fire-resistance rating prescribed in Table
508.4 for the uses involved. The type of construction shall
apply to each occupancy individually, except that struc-
tural 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 not
less than a 2-hour fire-resistance rating as required by
Section 706 with self-closing doors complying with Sec-
tion 716 or horizontal assemblies having not less than a 2-
hour fire-resistance rating as required by Section 711,
with self-closing doors complying with Section 716.
Means of egress from the open parking garage shall com-
ply with Section 406.5.
510.8 Group B or M with Group S-2 open parking garage.
Group B or M occupancies located not higher than the first
story above grade plane shall be considered as a separate and
distinct building for the purpose of determining the type of
construction where all of the following conditions are met:
1 . The buildings are separated with a horizontal assembly
having afire-resistance rating of not less than 2 hours.
2. The occupancies in the building below the horizontal
assembly are limited to Groups B and M.
3. The occupancy above the horizontal assembly is lim-
ited to a Group S-2 open parking garage.
4. The building below the horizontal assembly is of Type
I or II construction but not less than the type of con-
struction required for the Group S-2 open parking
garage above.
5. The height and area of the building below the horizon-
tal assembly does not exceed the limits set forth in Sec-
tion 503.
6. The height and area of the Group S-2 open parking
garage does not exceed the limits set forth in Section
405.5. The height, in both feet and stories, of the Group
S-2 open parking garage shall be measured from grade
plane and shall include the building below the horizon-
tal assembly.
1 . Exits serving the Group S-2 open parking garage dis-
charge directly to a street or public way and are sepa-
rated from the building below the horizontal assembly
by 2-hour fire barriers constructed in accordance with
Section 707 or 2-hour horizontal assemblies con-
structed in accordance with Section 71 1, or both.
510.9 Multiple buildings above a horizontal assembly.
Where two or more buildings are provided above the horizon-
tal assembly separating a Group S-2 parking garage or build-
ing below from the buildings above in accordance with the
special provisions in Sections 510.2, 510.3 or 510.8, the
buildings above the horizontal assembly shall be regarded as
separate and distinct buildings from each other and shall
comply with all other provisions of this code as applicable to
each separate and distinct building.
2012 INTERNATIONAL BUILDING CODE®
105
10S 2012 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 classi-
fied in one of the five construction types defined in Sections
602.2 through 602.5. The building elements shall have afire-
resistance rating not less than that specified in Table 601 and
exterior walls shall have afire-resistance rating not less than
that specified in Table 602. Where required to have a fire-
resistance rating by Table 601, building elements shall com-
ply with the applicable provisions of Section 703.2. The pro-
tection of openings, ducts and air transfer openings in
building elements shall not be required unless required by
other provisions of this code.
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. Types I and II construction are those
types of construction in which the building elements listed in
Table 601 are of noncombustible materials, except as permit-
ted in Section 603 and elsewhere in this code.
602.3 Type 111. 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
exterior 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
complying with Section 2303.2 shall be permitted within
exterior wall assemblies with a 2-hour rating or less. Mini-
mum solid sawn nominal dimensions are required for struc-
tures built using Type IV construction (HT). For glued-
laminated members the equivalent net finished width and
depths corresponding to the minimum nominal width and
TABLE 601
FIRE-RESISTANCE RATING REQUIREMENTS FOR BUILDING ELEMENTS (HOURS)
BUILDING ELEMENT
TYPE I
TYPE II
TYPE III
TYPE IV
TYPEV
A
B
A"
B
A"
B
HT
A d
B
Primary structural frame 8 (see Section 202)
3 a
2"
1
1
HT
1
Bearing walls
Exterior'' s
Interior
3
3 a
2
2 a
1
1
2
1
2
2
1/HT
1
1
Nonbearing walls and partitions
Exterior
See Table 602
Nonbearing walls and partitions
Interior
See
Section
602.4.6
Floor construction and associated secondary members
(see Section 202)
2
2
1
1
HT
1
Roof construction and associated secondary members
(see Section 202)
lV 2 b
i b,c
Jb.0
o c
]lw
HT
,b,c
For SI: 1 foot = 304.8 mm.
a. Roof supports: Fire-resistance ratings of primary structural frame and bearing walls are permitted to be reduced by 1 hour where supporting a roof only.
b. Except in Group F-l , H, M and S-l 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.
c. In all occupancies, heavy timber shall be allowed where a I -hour or less fire-resistance rating is required.
d. 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,
provided 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.
e. Not less than the fire-resistance rating required by other sections of this code.
Not less than the fire-resistance rating based on fire separation distance (see Table 602).
Not less than the fire-resistance rating as referenced in Section 704.10
r.
2012 INTERNATIONAL BUILDING CODE®
107
TYPES OF CONSTRUCTION
depths of solid sawn lumber are required as specified in Table
602.4.
TABLE 602.4
WOOD MEMBER SIZE EQUIVALENCIES
MINIMUM NOMINAL SOLID
SAWN SIZE
MINIMUM GLUED-LAMINATED
NET SIZE
Width, inch
Depth, inch
Width, inch
Depth, inch
8
8
6\
8V 4
6
10
5
10V 2
6
8
5
8'/ 4
6
6
5
6
4
6
3
67 s
For SI: 1 inch = 25.4 mm.
602.4.1 Columns. Wood columns shall be sawn or glued
laminated and shall be not 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
supporting roof and ceiling loads only. Columns shall be
continuous 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 tim-
ber trusses supporting floor loads shall have members of
not less than 8 inches (203 mm) nominal in any dimen-
sion.
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 (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 sup-
port 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 permit-
ted to be composed of two or more pieces not less than 3
inches (76 mm) nominal in thickness where blocked sol-
idly throughout their intervening spaces or where spaces
are tightly closed by a continuous wood cover plate of not
less than 2 inches (5 1 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.
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
crosswise or diagonally, or 0.5-inch (12.7 mm) particle-
board 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 l5 / 32 -inch (12 mm) wood structural panel or 0.5-inch
(12.7 mm) particleboard. The lumber shall be laid so that
no continuous line of joints will occur except at points of
support. Floors shall not extend closer than 0.5 inch (12.7
mm) to walls. Such 0.5-inch (12.7 mm) space shall be cov-
ered 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 permitted to be used in place of molding.
TABLE 602
FIRE-RESISTANCE RATING REQUIREMENTS FOR EXTERIOR WALLS BASED ON FIRE SEPARATION DISTANCE 3 ' eh
FIRE SEPARATION DISTANCE =
X (feet)
TYPE OF CONSTRUCTION
OCCUPANCY GROUP H'
OCCUPANCY
GROUP F-1.M, S-1 9
OCCUPANCY
GROUP A, B, E, F-2, 1, R, S-2 9 , U b
X<5 C
All
3
2
1
5<X<10
IA
Others
3
2
2
1
1
1
10<X<30
IA,IB
IIB, VB
Others
2
1
1
1
1
l d
l d
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.
b. For special requirements for Group U occupancies, see Section 406.3.
c. See Section 706.1.1 for party walls.
d. Open parking garages complying with Section 406 shall not be required to have a fire-resistance raring.
e. The fire-resistance rating of an exterior wall is determined based upon the fire separation distance of the exterior wall and the story in which the wall is
located.
f. For special requirements for Group H occupancies, see Section 415.5.
g. For special requirements for Group S aircraft hangars, see Section 412.4.1.
h. Where Table 705.8 permits nonbearing exterior walls with unlimited area of unprotected openings, the required fire-resistance rating for the exterior walls is
hours.
108
2012 INTERNATIONAL BUILDING CODE®
TYPES OF CONSTRUCTION
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 7 8 -inch-thick (32 mm)
wood structural 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 equiva-
lent fire resistance and structural properties.
6(12.4.6 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 con-
struction.
602.4.7 Exterior structural members. Where a horizon-
tal 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 construc-
tion in which the structural elements, exterior walls and inte-
rior walls are of any materials permitted by this code.
SECTION 603
COMBUSTIBLE MATERIAL IN TYPE I AND II
CONSTRUCTION
603.1 Allowable materials. Combustible materials shall be
permitted in buildings of Type I or II construction in the fol-
lowing 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 fire-resistance
rated construction is not required.
1.3. Roof construction, including girders, trusses,
framing and decking.
Exception: In buildings of Type IA construction
exceeding two stories above grade plane, fire-retar-
dant-treated wood is not permitted in roof construction
where 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 aflame spread index of not more than
25.
Exceptions:
1. Insulation placed between two layers of non-
combustible materials without an intervening
airspace shall be allowed to have a flame
spread index of not more than 1 00.
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 classifi-
cation.
5. Interior floor finish and floor covering materi-
als installed in accordance with Section 804.
6. Millwork such as doors, door frames, window
sashes and frames.
7. Interior wall and ceiling finishes installed in
accordance with Sections 801 and 803.
8. Trim installed in accordance with Section 806.
9. Where not installed greater than 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.
10. Finish flooring installed in accordance with
Section 805.
11. Partitions dividing portions of stores, offices or
similar places occupied by one tenant only and
that do not establish a corridor serving an occu-
pant load of 30 or more shall be permitted to be
constructed of fire-retardant-treated wood, 1-
hour fire-resistance-rated construction or of
wood panels or similar light construction up to
6 feet (1 829 mm) in height.
12. Stages and platforms constructed in accordance
with Sections 410.3 and 410.4, respectively.
13. Combustible exterior wall coverings, balconies
and similar projections and bay or oriel win-
dows in accordance with Chapter 14.
14. Blocking such as for handrails, millwork, cabi-
nets and window and door frames.
15. Light-transmitting plastics as permitted by
Chapter 26.
16. Mastics and caulking materials applied to pro-
vide flexible seals between components of exte-
rior wall construction.
17. Exterior plastic veneer installed in accordance
with Section 2605.2.
18. Nailing or furring strips as permitted by Section
803.4.
19. Heavy timber as permitted by Note c to Table
601 and Sections 602.4.7 and 1406.3.
20. Aggregates, component materials and admix-
tures as permitted by Section 703.2.2.
21. Sprayed fire-resistant materials and intumes-
cent and mastic fire-resistant coatings, deter-
mined on the basis of fire-resistance tests in
accordance with Section 703.2 and installed in
accordance with Sections 1705.13 and 1705.14,
respectively.
22. Materials used to protect penetrations in fire-
resistance-rated assemblies in accordance with
Section 714.
2012 INTERNATIONAL BUILDING CODE®
109
TYPES OF CONSTRUCTION
23. Materials used to protect joints in fire-resis-
tance-rated assemblies in accordance with Sec-
tion 715.
24. Materials allowed in the concealed spaces of
buildings of Types I and II construction in
accordance with Section 718.5.
25. Materials exposed within plenums complying
with Section 602 of the International Mechani-
cal Code.
603.1.1 Ducts. The use of nonmetallic ducts shall be per-
mitted where installed in accordance with the limitations
of the International Mechanical Code.
603.1.2 Piping. The use of combustible piping materials
shall be permitted where 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 where installed in accor-
dance with the limitations of this code.
2012 INTERNATIONAL BUILDING CODE®
111)
CHAPTER 7
FIRE AND SMOKE PROTECTION FEATURES
SECTION 701
GENERAL
701.1 Scope. The provisions of this chapter shall govern the
materials, systems 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.
701.2 Multiple use fire assemblies. Fire assemblies that
serve multiple purposes in a building shall comply with all of
the requirements that are applicable for each of the individual
fire assemblies.
SECTION 702
DEFINITIONS
702.1 Definitions. The following terms are defined in Chap-
ter 2:
ANNULAR SPACE.
BUILDING ELEMENT.
CEILING RADIATION DAMPER.
COMBINATION FIRE/SMOKE DAMPER.
DAMPER.
DRAFTSTOP
F RATING,
FIRE BARRIER.
FIRE DAMPER.
FIRE DOOR.
FIRE DOOR ASSEMBLY.
FIRE PARTITION.
FIRE PROTECTION RATING.
| FIRE-RATED GLAZING.
FIRE RESISTANCE.
FIRE-RESISTANCE RATING.
FIRE-RESISTANT JOINT SYSTEM.
FIRE SEPARATION DISTANCE.
FIRE WALL.
FIRE WINDOW ASSEMBLY.
FIREBLOCKING.
FLOOR FIRE DOOR ASSEMBLY.
HORIZONTAL ASSEMBLY.
JOINT.
| L RATING.
MEMBRANE PENETRATION.
MEMBRANE-PENETRATION FIRESTOP.
MEMBRANE-PENETRATION FIRESTOP SYSTEM.
MINERAL FIBER.
MINERAL WOOL.
PENETRATION FIRESTOP.
SELF-CLOSING.
SHAFT.
SHAFT ENCLOSURE.
SMOKE BARRIER.
SMOKE COMPARTMENT.
SMOKE DAMPER.
SPLICE.
T RATING.
THROUGH PENETRATION.
THROUGH-PENETRATION FIRESTOP SYSTEM.
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, components or assemblies shall be deter-
mined in accordance with the test procedures set forth in
ASTM E 1 19 or UL 263 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 building element, component or assembly, sufficient
data shall be made available to the building official to show
that the required fire-resistance rating is not reduced. Materi-
als and methods of construction used to protect joints and
penetrations in fire-resistance-rated building elements, com-
ponents or assemblies shall not reduce the required fire-resis-
tance rating.
Exception: In determining the fire-resistance rating of
exterior bearing walls, compliance with the ASTM E 1 19
or UL 263 criteria 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 non-
bearing wall with the same fire separation distance, and in
a building of the same group. When the fire-resistance rat-
ing determined in accordance with this exception exceeds
the fire-resistance rating determined in accordance with
ASTM E 1 19 or UL 263, the fire exposure time period,
water pressure and application duration criteria for the
hose stream test of ASTM E 1 19 or UL 263 shall be based
upon the fire-resistance rating determined in accordance
with this exception.
2012 INTERNATIONAL BUILDING CODE 9
111
FIRE AND SMOKE PROTECTION FEATURES
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 dura-
tion obtained from the two tests conducted in compliance
with ASTM E 1 19 or UL 263. 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 705.5 for exterior
walls).
703.2.2 Combustible components. Combustible aggre-
gates are permitted in gypsum and Portland cement con-
crete mixtures for fire-resistance-rated construction. Any
component material or admixture is permitted in assem-
blies if the resulting tested assembly meets the fire-resis-
tance test requirements of this code.
703.2.3 Restrained classification. Fire-resistance-rated
assemblies tested under ASTM E 1 19 or UL 263 shall not
be considered to be restrained unless evidence satisfactory
to the building official is furnished by the registered
design professional showing that the construction qualifies
for a restrained classification in accordance with ASTM E
1 19 or UL 263. 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
section shall be based on the fire exposure and acceptance
criteria specified in ASTM E 119 or UL 263. The required
fire resistance of a building element, component or assembly
shall be permitted to be established by any of the following
methods or procedures:
1. Fire-resistance designs documented in sources.
2. Prescriptive designs of fire-resistance-rated building
elements, components or assemblies as prescribed in
Section 721.
3. Calculations in accordance with Section 722.
4. Engineering analysis based on a comparison of build-
ing element, component or assemblies designs having
fire-resistance ratings as determined by the test proce-
dures set forth in ASTM E 1 19 or UL 263.
5. Alternative protection methods as allowed by Section
104.11.
703.4 Automatic sprinklers. Under the prescriptive fire-
resistance requirements of the International Building Code,
the fire-resistance rating of a building element, component or
assembly shall be established without the use of automatic
sprinklers or any other fire suppression system being incor-
porated as part of the assembly tested in accordance with the
fire exposure, procedures, and acceptance criteria specified in
ASTM E 119 or UL 263. However, this section shall not pro-
hibit or limit the duties and powers of the building official
allowed by Sections 104.10 and 104.1 1.
703.5 Noncombustibility tests. The tests indicated in Sec-
tions 703.5.1 and 703.5.2 shall serve as criteria for accep-
tance 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
characteristics of interior finish or trim materials. A material
shall not be classified as a noncombustible building construc-
tion material 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 con-
ditions.
703.5.1 Elementary materials. Materials required to be
noncombustible shall be tested in accordance with ASTM
E136.
703.5.2 Composite materials. Materials having a struc-
tural base of noncombustible material as determined in
accordance with Section 703.5.1 with a surfacing not more
than 0.125 inch (3.18 mm) thick that has aflame spread
index not greater than 50 when tested in accordance with
ASTM E 84 or UL 723 shall be acceptable as noncombus-
tible materials.
703.6 Fire-resistance-rated glazing. Fire-resistance-rated
glazing, when tested in accordance with ASTM E 1 19 or UL
263 and complying with the requirements of Section 707,
shall be permitted. Fire-resistance-rated glazing shall bear a
label marked in accordance with Table 716.3 issued by an
agency and shall be permanently identified on the glazing.
703.7 Marking and identification. Fire walls, fire barriers,
fire partitions, smoke barriers and smoke partitions or any
other wall required to have protected openings or penetra-
tions shall be effectively and permanently identified with
signs or stenciling. Such identification shall:
1. Be located in accessible concealed floor, floor-ceiling
or attic spaces;
2. Be located within 15 feet (4572 mm ) of the end of each
wall and at intervals not exceeding 30 feet (9144 mm)
measured horizontally along the wall or partition; and
3. Include lettering not less than 3 inches (76 mm ) in
height with a minimum 3 / g inch (9.5 mm) stroke in a
contrasting color incorporating the suggested wording.
"FIRE AND/OR SMOKE BARRIER— PROTECT
ALL OPENINGS" or other wording.
Exception: Walls in Group R-2 occupancies that do
not have a removable decorative ceiling allowing
access to the concealed space.
SECTION 704
FIRE-RESISTANCE RATING OF
STRUCTURAL MEMBERS
704.1 Requirements. The fire-resistance ratings of struc-
tural members and assemblies shall comply with this section
and the requirements for the type of construction as specified
in Table 601. The. fire-resistance ratings shall not be less than
the ratings required for the fire-resistance-rated assemblies
supported by the structural members.
Exception: Fire barriers, fire partitions, smoke barriers
and horizontal assemblies as provided in Sections 707.5,
708.4, 709.4 and 71 1.4, respectively.
112
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
704.2 Column protection. Where columns are required to
have protection to be fire-resistance rated, the entire column
shall be provided individual encasement protection by pro-
tecting it on all sides for the full column length, including
connections to other structural members, with materials hav-
ing the required fire-resistance rating. Where the column
extends through a ceiling, the encasement protection shall be
continuous from the top of the foundation or floor/ceiling
assembly below through the ceiling space to the top of the
column.
704.3 Protection of the primary structural frame other
than columns. Members of the primary structural frame
other than columns that are required to have protection to
achieve a fire-resistance rating and support more than two
floors or one floor and roof, or support a load-bearing wall or
a nonload-bearing wall more than two stories high, shall be
provided individual encasement protection by protecting
them on all sides for the full length, including connections to
other structural members, with materials having the required
fire-resistance rating.
Exception: Individual encasement protection on all sides
shall be permitted on all exposed sides provided the extent
of protection is in accordance with the required fire-resis-
tance rating, as determined in Section 703.
704.4 Protection of secondary members. Secondary mem-
bers that are required to have a. fire-resistance rating shall be
protected by individual encasement protection, by the mem-
brane or ceiling of a horizontal assembly in accordance with
Section 71 1, or by a combination of both.
704.4.1 Light-frame construction. King studs and
boundary elements that are integral elements in load-bear-
ing walls of light-frame construction shall be permitted to
have required fire-resistance ratings provided by the
membrane protection provided for the load-bearing wall.
704.5 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 combina-
tions of tests on truss components or on approved calcula-
tions based on such tests that satisfactorily demonstrate that
the assembly has the required fire resistance.
704.6 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.
704.7 Reinforcing. Thickness of protection for concrete or
masonry reinforcement shall be measured to the outside of
the reinforcement except that stirrups and spiral reinforce-
ment ties are permitted to project not more than 0.5-inch
(12.7 mm) into the protection.
704.8 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.
704.9 Impact protection. Where the fire protective covering
of a structural member is subject to impact damage from
moving vehicles, the handling of merchandise or other activ-
ity, the fire protective covering shall be protected by corner
guards or by a substantial jacket of metal or other noncom-
bustible material to a height adequate to provide full protec-
tion, but not less than 5 feet (1524 mm) from the finished
floor.
Exception: Corner protection is not required on concrete
columns in open or enclosed parking garages.
704.10 Exterior structural members. Load-bearing struc-
tural members located within the exterior walls or on the out-
side of a building or structure shall be provided with the
highest fire-resistance rating as determined in accordance
with the following:
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.
704.11 Bottom flange protection. Fire protection is not
required at the bottom flange of lintels, shelf angles and
plates, spanning not more than 6 feet 4 inches (1931 mm) j
whether part of the primary structural frame or not, and from
the bottom flange of lintels, shelf angles and plates not part of
the structural frame, regardless of span.
704.12 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 afire-resis-
tance rating shall be protected with approved materials or
construction assemblies designed to provide the same degree
of fire resistance as the structural element in which it is
installed when tested in accordance with ASTM E 1 19 or UL
263 (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 expo-
sure to the standard time-temperature curve fire test pre-
scribed in ASTM E 1 19 or UL 263 for a duration not less than
that required for the fire-resistance rating of the structure ele-
ment 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 abil-
ity to accommodate the seismic movements for which the iso-
lator unit is designed and to maintain its integrity for the
purpose of providing the required fire-resistance protection.
704.13 Sprayed fire-resistant materials (SFRM). Sprayed
fire-resistant materials (SFRM) shall comply with Sections
704.13.1 through 704.13.5.
704.13.1 Fire- resistance rating. The application of
SFRM shall be consistent with the fire-resistance rating
and the listing, including, but not limited to, minimum
thickness and dry density of the applied SFRM, method of
application, substrate surface conditions and the use of
2012 INTERNATIONAL BUILDING CODE®
113
FIRE AND SMOKE PROTECTION FEATURES
bonding adhesives, sealants, reinforcing or other materi-
als.
704.13.2 Manufacturer's installation instructions. The
application of SFRM shall be in accordance with the man-
ufacturer's installation instructions. The instructions shall
include, but are not limited to, substrate temperatures and
surface conditions and SFRM handling, storage, mixing,
conveyance, method of application, curing and ventilation.
704.13.3 Substrate condition. The SFRM shall be
applied to a substrate in compliance with Sections
704.13.3.1 through 704.13.3.2.
704.13.3.1 Surface conditions. Substrates to receive
SFRM shall be free of dirt, oil, grease, release agents,
loose scale and any other condition that prevents adhe-
sion. The substrates shall also be free of primers, paints
and encapsulants other than those fire tested and listed
by a nationally recognized testing agency. Primed,
painted or encapsulated steel shall be allowed, provided
that testing has demonstrated that required adhesion is
maintained.
704.13.3.2 Primers, paints and encapsulants. Where
the SFRM is to be applied over primers, paints or
encapsulants other than those specified in the listing,
the material shall be field tested in accordance with
ASTM E 736. Where testing of the SFRM with prim-
ers, paints or encapsulants demonstrates that required
adhesion is maintained, SFRM shall be permitted to be
applied to primed, painted or encapsulated wide flange
steel shapes in accordance with the following condi-
tions:
1. The beam flange width does not exceed 12 inches
(305 mm); or
2. The column flange width does not exceed 16
inches (400 mm); or
3. The beam or column web depth does not exceed
16 inches (400 mm).
4. The average and minimum bond strength values
shall be determined based on a minimum of five
bond tests conducted in accordance with ASTM
E 736. Bond tests conducted in accordance with
ASTM E 736 shall indicate a minimum average
bond strength of 80 percent and a minimum indi-
vidual bond strength of 50 percent, when com-
pared to the bond strength of the SFRM as
applied to clean uncoated V 8 -inch thick (3 mm)
steel plate.
704.13.4 Temperature. A minimum ambient and sub-
strate temperature of 40°F (4.44°C) shall be maintained
during and for a minimum of 24 hours after the application
of the SFRM, unless the manufacturer's installation
instructions allow otherwise.
704.13.5 Finished condition. The finished condition of
SFRM applied to structural members or assemblies shall
not, upon complete drying or curing, exhibit cracks, voids,
spalls, delamination or any exposure of the substrate. Sur-
face irregularities of SFRM shall be deemed acceptable.
SECTION 705
EXTERIOR WALLS
705.1 General. Exterior walls shall comply with this section.
705.2 Projections. Cornices, eave overhangs, exterior balco-
nies and similar projections extending beyond the exterior
wall shall conform to the requirements of this section and
Section 1406. Exterior egress balconies and exterior exit
stairways and ramps shall also comply with Sections 1019
and 1026, respectively. Projections shall not extend any
closer to the line used to determine the fire separation dis-
tance than shown in Table 705.2.
TABLE 705.2
MINIMUM DISTANCE OF PROJECTION
FIRE SEPARATION DISTANCE
(FSD)
MINIMUM DISTANCE FROM LINE
USED TO DETERMINE FSD
feet to less than 2 feet
Projections not permitted
2 feet to less than 5 feet
24 inches
5 feet or greater
40 inches
For SI: 1 foot = 304.8 mm; 1 inch = 25.4 mm.
Exception: Buildings on the same lot and considered as
portions of one building in accordance with Section 705.3
are not required to comply with this section.
705.2.1 Type I and II construction. Projections from
walls of Type I or II construction shall be of noncombusti-
ble materials or combustible materials as allowed by Sec-
tions 1406.3 and 1406.4.
705.2.2 Type III, IV or V construction. Projections from
walls of Type III, IV or V construction shall be of any
approved material.
705.2.3 Combustible projections. Combustible projec-
tions extending to within 5 feet (1524 mm) of the line used
to determine the fire separation distance, or located where
openings are not permitted, or where protection of some
openings is required shall be of at least 1-hour fire-resis-
tance-rated construction, Type IV construction, fire-retar-
dant-treated wood or as required by Section 1406.3.
Exception: Type VB construction shall be allowed for
combustible projections in Group R-3 and U occupan-
cies with a fire separation distance greater than or equal
to 5 feet (1524 mm).
705.3 Buildings on the same lot. For the purposes of deter-
mining the required wall and opening protection, projections |
and roof-covering 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 exterior wall and opening protection of the existing build-
ing meet the criteria as set forth in Sections 705.5 and 705.8.
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 single building. Where the buildings contain different
occupancy groups or are of different types of construction,
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FIRE AND SMOKE PROTECTION FEATURES
the area shall be that allowed for the most restrictive occu-
pancy or construction.
705.4 Materials. Exterior walls shall be of materials permit-
ted by the building type of construction.
705.5 Fire-resistance ratings. Exterior walls shall be fire-
resistance rated in accordance with Tables 601 and 602 and
this section. The required fire-resistance rating of exterior
walls with a fire separation distance of greater than 10 feet
(3048 mm) shall be rated for exposure to fire from the inside.
The required fire- resistance rating of exterior walls with a
fire separation distance of less than or equal to 10 feet (3048
mm) shall be rated for exposure to fire from both sides.
705.6 Structural stability. The wall shall extend to the
height required by Section 705.11 and shall have sufficient
structural stability such that it will remain in place for the
duration of time indicated by the required fire-resistance rat-
ing. Where exterior walls have a minimum fire separation
distance of not less than 30 feet (91 44 mm), interior structural
elements which brace the exterior wall but which are not
located within the plane of the exterior wall shall have the
minimum fire-resistance rating required in Table 601 for that
structural element. Structural elements which brace the exte-
rior wall but are located outside of the exterior wall or within
the plane of the exterior wall shall have the minimum fire-
resistance rating required in Tables 601 and 602 for the exte-
rior wall.
705.7 Unexposed surface temperature. Where protected
openings are not limited by Section 705.8, the limitation on
the rise of temperature on the unexposed surface of exterior
walls as required by ASTM E 119 or UL 263 shall not apply.
Where protected openings are limited by Section 705.8, the
limitation on the rise of temperature on the unexposed surface
of exterior walls as required by ASTM E 1 19 or UL 263 shall
not apply provided that a correction is made for radiation
from the unexposed exterior wall surface in accordance with
the following formula:
(Equation 7-1)
where:
K =
A =
A r =
F,=
Equivalent area of protected openings.
Actual area of protected openings.
Area of exterior wall surface in the story under
consideration exclusive of openings, on which the
temperature limitations of ASTM E 1 19 or UL 263 for
walls are exceeded.
An "equivalent opening factor" derived from Figure
705.7 based on the average temperature of the
unexposed wall surface and the fire-resistance rating
of the wall.
200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000
Average temperature of unexposed surface (°F)
For SI: °C = [(°F) - 32] / 1.8.
FIGURE 705.7
EQUIVALENT OPENING FACTOR
2012 INTERNATIONAL BUILDING CODE®
115
FIRE AND SMOKE PROTECTION FEATURES
705.8 Openings. Openings in exterior walls shall comply
with Sections 705.8.1 through 705.8.6.
705.8.1 Allowable area of openings. The maximum area
of unprotected and protected openings permitted in an
exterior wall in any story of a building shall not exceed the
percentages specified in Table 705.8.
Exceptions:
I. In other than Group H occupancies, unlimited
unprotected openings are permitted in the first
story above grade plane either:
1.1. Where the wall faces a street and has a
fire separation distance of more than 15
feet (4572 mm); or
1.2. Where the wall faces 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 International Fire Code.
2. Buildings whose exterior bearing walls, exterior
nonbearing walls and exterior primary structural
frame are not required to be fire-resistance rated
shall be permitted to have unlimited unprotected
openings.
705.8.2 Protected openings. Where openings are required
to be protected, fire doors and fire shutters shall comply
TABLE 705.8
MAXIMUM AREA OF EXTERIOR WALL OPENINGS BASED ON
FIRE SEPARATION DISTANCE AND DEGREE OF OPENING PROTECTION
FIRE SEPARATION DISTANCE (feet)
DEGREE OF OPENING PROTECTION
Unprotected, Nonsprinklered (UP, NS)
to less than 3 b
3 to less than 5 d
5tolessthanl0 M ' j
10 to less than 15 e
15 to less than 20 f '
20tolessthan25 f ' e
Unprotected, Sprinklered (UP, S) 1
Protected (P)
Unprotected, Nonsprinklered (UP, NS)
Unprotected, Sprinklered (UP, S)'
Protected (P)
Unprotected, Nonsprinklered (UP, NS)
Unprotected, Sprinklered (UP, S)'
Protected (P)
Unprotected, Nonsprinklered (UP, NS)
Unprotected, Sprinklered (UP, S)'
Protected (P)
Unprotected, Nonsprinklered (UP, NS)
ALLOWABLE AREA"
Not Permitted
Not Permitted
Not Permitted
Not Permitted
15%
1.1%
10%"
25%
25%
15% h
45 %
45%
Unprotected, Sprinklered (UP, S)'
Protected (P)
Unprotected, Nonsprinklered (UP, NS)
Unprotected, Sprinklered (UP, S)'
Protected (P)
25tolessthan30 f ' g
30 or greater
Unprotected, Nonsprinklered (UP, NS)
Unprotected, Sprinklered (UP, S) 1
Protected (P)
Unprotected, Nonsprinklered (UP, NS)
Unprotected, Sprinklered (UP, S)'
Protected (P)
25%
75%
75%
45';
No Limit
No Limit
70%
No Limit
No Limit
No Limit
Not Required
Not Required
For SI: 1 foot = 304.8 mm.
UP, NS = Unprotected openings in buildings not equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.
UP, S = Unprotected openings in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.
P = Openings protected with an opening protective assembly in accordance with Section 705.8.2.
a. Values indicated are the percentage of the area of the exterior wall, per story.
b. For the requirements for fire walls of buildings with differing heights, see Section 706.6.1.
c. For openings in a fire wall for buildings on the same lot, see Section 706.8.
d. The maximum percentage of unprotected and protected openings shall be 25 percent for Group R-3 occupancies.
e. Unprotected openings shall not be permitted for openings with a fire separation distance of less than 15 feet for Group H-2 and H-3 occupancies.
f. The area of unprotected and protected openings shall not be limited for Group R-3 occupancies, with a fire separation distance of 5 feet or greater.
g. The area of openings in an open parking structure with a fire separation distance of 10 feet or greater shall not be limited.
h. Includes buildings accessory to Group R-3.
i. Not applicable to Group H-l, H-2 and H-3 occupancies.
j. For special requirements for Group U occupancies, see Section 406.3.2.
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FIRE AND SMOKE PROTECTION FEATURES
with Section 716.5 and fire window assemblies shall com-
ply with Section 716.6.
Exception: Opening protectives are not required where
the building is equipped throughout with an automatic
sprinkler system in accordance with Section 903.3.1.1
and the exterior openings are protected by a water cur-
tain using automatic sprinklers approved for that use.
705.8.3 Unprotected openings. Where unprotected open-
ings are permitted, windows and doors shall be con-
structed of any approved materials. Glazing shall conform
to the requirements of Chapters 24 and 26.
705.8.4 Mixed openings. Where both unprotected and
protected openings are located in the exterior wall in any
story of a building, the total area of openings shall be
determined in accordance with the following:
(AJa p ) + (AJa u ) < 1 (Equation 7-2)
where:
A p = Actual area of protected openings, or the equivalent
area of protected openings, A e (see Section 705.7).
a = Allowable area of protected openings.
A u = Actual area of unprotected openings.
a u = Allowable area of unprotected openings.
705.8.5 Vertical separation of openings. Openings in
exterior walls in adjacent stories shall be separated verti-
cally to protect against fire spread on the exterior of the
buildings where the openings are within 5 feet (1524 mm)
of each other horizontally and the opening in the lower
stoty is not a protected opening with afire protection rat-
ing of not less than 3 / 4 hour. Such openings shall be sepa-
rated vertically at least 3 feet (914 mm) by spandrel
girders, exterior walls or other similar assemblies that
have afire-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 unex-
posed surface temperature limitations specified in ASTM
E 119 or UL 263 shall not apply to the flame barriers or
vertical separation unless otherwise required by the provi-
sions of this code.
Exceptions:
1. This section shall not apply to buildings that are
three stories or less above grade plane.
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.
705.8.6 Vertical exposure. For buildings on the same lot,
opening protectives having a fire protection rating of not
less than 3 / 4 hour shall be provided in every opening that is
less than 15 feet (4572 mm) vertically above the roof of an
adjacent building or structure based on assuming an imag-
inary line between them. The opening protectives are
required where the fire separation distance between the
imaginary line and the adjacent building or structure is less
than 15 feet (4572 mm).
Exceptions:
1. Opening protectives are not required where the
roof assembly of the adjacent building or struc-
ture has afire-resistance rating of not less than 1
hour for a minimum distance of 10 feet (3048
mm) from the exterior wall facing the imaginary
line and the entire length and span of the support-
ing elements for the fire-resistance-rated roof
assembly has a fire-resistance rating of not less
than 1 hour.
2. Buildings on the same lot and considered as por-
tions of one building in accordance with Section
705.3 are not required to comply with Section
705.8.6.
705.9 Joints. Joints made in or between exterior walls
required by this section to have afire-resistance rating shall
comply with Section 715.
Exception: Joints in exterior walls that are permitted to
have unprotected openings.
705.9.1 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 715.4.
705.10 Ducts and air transfer openings. Penetrations by air
ducts and air transfer openings in fire-resistance-rated exte-
rior walls required to have protected openings shall comply
with Section 717.
Exception: Foundation vents installed in accordance with
this code are permitted.
705.11 Parapets. Parapets shall be provided on exterior
walls of buildings.
Exceptions: A parapet need not be provided on an exte-
rior 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 separa-
tion distance.
2. The building has an area of not more than 1,000
square feet (93 m 2 ) 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 or slab and supporting construc-
tion, is constructed entirely of noncombustible mate-
rials.
4. One-hour fire-resistance-rated exterior walls that
terminate 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
2012 INTERNATIONAL BUILDING CODE
117
FIRE AND SMOKE PROTECTION FEATURES
other occupancies, measured from the inte-
rior 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-
resistance-rated exterior wall for Groups R
and U and 10 feet (3048 mm) for other occu-
pancies, 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
construction, provided:
5.1 . The roof sheathing or deck is constructed of
approved noncombustible materials or of
fire-retardant-treated wood for a distance of
4 feet (1220 mm); or
5.2. The roof is protected with 0. 625-inch (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).
6. Where the wall is permitted to have at least 25 per-
cent of the exterior wall areas containing unpro-
tected openings based on fire separation distance as
determined in accordance with Section 705.8.
705.11.1 Parapet construction. Parapets shall have the
same fire-resistance rating as that required for the sup-
porting 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 par-
apet 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 afire
separation distance where protection of wall openings is
required, but in no case shall the height be less than 30
inches (762 mm).
SECTION 706
FIRE WALLS
706. 1 General. Each portion of a building separated by one
or more fire walls that comply with the provisions of this sec-
tion shall be considered a separate building. The extent and
location of such fire walls shall provide a complete separa-
tion. Where a fire wall also separates occupancies that are
required to be separated by a fire barrier wall, the most
restrictive requirements of each separation shall apply.
706.1.1 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 con-
structed as a fire wall in accordance with Section 706.
Party walls shall be constructed without openings and
shall create separate buildings.
Exception: Openings in a party wall separating an
anchor building and a mall shall be in accordance with
Section 402.7.3.1.
706.2 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 or shall be constructed as double fire walls in accordance
withNFPA221.
706.3 Materials. Fire walls shall be of any approved non-
combustible materials.
Exception: Buildings of Type V construction.
706.4 Fire-resistance rating. Fire walls shall have a fire-
resistance rating of not less than that required by Table
706.4.
TABLE 706.4
FiRE WALL FIRE-RESISTANCE RATINGS
GROUP
FIRE-RESISTANCE RATING (hours)
A,B,E,H-4,I,R-1,R-2,U
3 a
F-l,H-3 b ,H-5,M, S-l
3
H-l.H-2
4"
F-2, S-2, R-3, R-4
2
a. In Type II or V construction, walls shall be permitted to have a 2-hour
fire-resistance rating.
b. For Group H-l, H-2orH-3 buildings, also see Sections 415.6 and 41 5.7.
706.5 Horizontal continuity. Fire walls shall be continuous
from exterior wall to exterior wall and shall extend at least 1 8
inches (457 mm) beyond the exterior surface of exterior
walls.
Exceptions:
1 . Fire walls shall be permitted to terminate at the inte-
rior surface of combustible exterior sheathing or sid-
ing provided the exterior wall has & fire-resistance
rating of at least 1 hour for a horizontal distance of
at least 4 feet (1220 mm) on both sides of the fire
wall. Openings within such exterior walls shall be
protected by opening protectives having a fire pro-
tection rating of not less than 3 / 4 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 exte-
rior noncombustible finish extends a horizontal
distance of at least 4 feet (1220 mm) on both sides of
the fire wall.
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2012 INTERNATIONAL BUILDING CODE®
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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
protected by an automatic sprinkler system installed
in accordance with Section 903.3.1.1 or 903.3.1.2.
706.5.1 Exterior walls. Where the fire wall intersects
exterior walls, the fire-resistance rating and opening pro-
tection of the exterior walls shall comply with one of the
following:
1. The exterior walls on both sides of the fire wall shall
have a 1-hour fire-resistance rating with 3 / 4 -hour
protection where opening protection is required by
Section 705.8. The. fire-resistance rating of the exte-
rior wall shall extend a minimum of 4 feet (1220
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 180
degrees (3.14 rad) do not need exterior wall protec-
tion.
2. Buildings or spaces on both sides of the intersecting
fire wall shall assume to have an imaginary lot line
at the //re wall and extending beyond the exterior of
the fire wall. The location of the assumed line in
relation to the exterior walls and the fire wall shall
be such that the exterior wall and opening protection
meet the requirements set forth in Sections 705.5
and 705.8. Such protection is not required for exte-
rior walls terminating at fire walls that form an
angle equal to or greater than 180 degrees (3. 14 rad).
706.5.2 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 con-
cealed spaces, provided the exterior wall behind
and below the projecting element has not less
than 1 -hour fire-resistance-rated construction for
a distance not less than the depth of the projecting
element on both sides of the fire wall. Openings
within such exterior walls shall be protected by
opening protectives having a fire protection rat-
ing of not less than 3 / 4 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
distance 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 pro-
jecting element. Openings within such exterior
walls shall be protected by opening protectives
having afire protection rating of not less than 3 / 4
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 construction for a distance not less than the
depth of the projecting elements on both sides of
the/(Ve wall. Openings within such exterior walls
shall be protected by opening protectives having
a fire-protection rating of not less than 3 / 4 hour.
706.6 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
706.6.1.
2. Two-hour fire-resistance-rated walls shall be permit-
ted to terminate at the underside of the roof sheath-
ing, deck or slab, provided:
2.1. The lower roof assembly within 4 feet ( 1 220
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 afire-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 under-
side of noncombustible roof sheathing, deck or slabs
where both buildings are provided with not less than
a Class B roof covering. Openings in the roof shall
not be located within 4 feet (1220 mm) of the fire
wall.
4. In buildings of Type III, IV and V construction,
walls shall be permitted to terminate at the underside
of combustible roof sheathing or decks, provided:
4.1. There are no openings in the roof within 4
feet (1220 mm) of the fire wall,
4.2. The roof is covered with a minimum Class B
roof covering, and
4.3. The roof sheathing or deck is constructed of
fire-retardant-treated wood for a distance of
4 feet (1220 mm) on both sides of the wall or
the roof is protected with 5 / 8 -inch (15.9 mm)
Type X gypsum board directly beneath the
underside of the roof sheathing or deck, sup-
ported by a minimum of 2-inch (51 mm)
nominal ledgers attached to the sides of the
roof framing members for a minimum dis-
2012 INTERNATIONAL BUILDING CODE®
119
FIRE AND SMOKE PROTECTION FEATURES
tance of 4 feet (1220 mm) on both sides of
they're wall.
5. In buildings designed in accordance with Section
510. 2, fire walls located above the 3-hour horizontal
assembly required by Section 510.2, Item 1 shall be
permitted to extend from the top of this horizontal
assembly.
6. Buildings with sloped roofs in accordance with Sec-
tion 706.6.2.
706.6.1 Stepped buildings. Where afire 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-resistance-rated construction from both sides with
openings protected by fire assemblies having afire protec-
tion rating of not less than 3 / 4 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 10 feet (3048
mm) of the wall has not less than a 1-hour fire-
resistance rating and the entire length and span
of supporting elements for the rated roof assem-
bly 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 they're wall.
706.6.2 Buildings with sloped roofs. Where a fire wall
serves as an interior wall for a building, and the roof on
one side or both sides of the fire wall slopes toward the
fire wall at a slope greater than two units vertical in 12
units horizontal (2:12), the fire wall shall extend to a
height equal to the height of the roof located 4 feet (1219
mm) from the fire wall plus 30 inches (762 mm). In no
case shall the extension of the fire wall be less than 30
inches (762 mm).
706.7 Combustible framing in fire walls. Adjacent combus-
tible members entering into a concrete or masonry fire wall
from opposite sides shall not have less than a 4-inch (102
mm) distance between embedded ends. Where combustible
members frame into hollow walls or walls of hollow units,
hollow spaces shall be solidly filled for the full thickness of
the wall and for a distance not less than 4 inches (102 mm)
above, below and between the structural members, with non-
combustible materials approved for fireblocking.
706.8 Openings. Each opening through afire wall shall be
protected in accordance with Section 716.5 and shall not
exceed 156 square feet (15 m 2 ). The aggregate width of open-
ings at any floor level shall not exceed 25 percent of the
length of the wall.
Exceptions:
1. Openings are not permitted in party walls con-
structed in accordance with Section 706.1.1.
2. Openings shall not be limited to 156 square feet (15
m 2 ) where both buildings are equipped throughout
with an automatic sprinkler system installed in
accordance with Section 903.3.1.1.
706.9 Penetrations. Penetrations of fire walls shall comply
with Section 714.
706.10 Joints. Joints made in or between fire walls shall
comply with Section 715.
706.11 Ducts and air transfer openings. Ducts and air
transfer 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 Section 717. The size
and aggregate width of all openings shall not exceed the
limitations of Section 706.8.
SECTION 707
FIRE BARRIERS
707.1 General. Fire barriers installed as required elsewhere
in this code or the International Fire Code shall comply with
this section.
707.2 Materials. Fire barriers shall be of materials permitted
by the building type of construction.
707.3 Fire-resistance rating. The fire-resistance rating of
fire barriers shall comply with this section.
707.3.1 Shaft enclosures. The fire-resistance rating of the
fire barrier separating building areas from a shaft shall
comply with Section 713.4.
707.3.2 Interior exit stairway and ramp construction.
The fire-resistance rating of the fire barrier separating
building areas from an interior exit stairway or ramp shall
comply with Section 1022.1.
707.3.3 Enclosures for exit access stairways. The fire-
resistance rating of the fire barrier separating building
areas from an exit access stairway or ramp shall comply
with Section 1009.3.1.2.
707.3.4 Exit passageway. The fire-resistance rating of
the fire barrier separating building areas from an exit pas-
sageway shall comply with Section 1023.3.
707.3.5 Horizontal exit. The fire-resistance rating of the
separation between building areas connected by a horizon-
tal exit shall comply with Section 1025.1.
707.3.6 Atriums. The fire-resistance rating of the fire
barrier separating atriums shall comply with Section
404.6.
707.3.7 Incidental uses. The fire barrier separating inci-
dental uses from other spaces in the building shall have a
fire-resistance rating of not less than that indicated in
Table 509.
707.3.8 Control areas. Fire barriers separating control
areas shall have a fire-resistance rating of not less than
that required in Section 414.2.4.
707.3.9 Separated occupancies. Where the provisions of
Section 508.4 are applicable, the fire barrier separating
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mixed occupancies shall have a fire-resistance rating of
not less than that indicated in Table 508.4 based on the
occupancies being separated.
707.3.10 Fire areas. The fire barriers or horizontal
assemblies, or both, separating a single occupancy into
different fire areas shall have a fire-resistance rating of
not less than that indicated in Table 707.3. 10. The fire bar-
riers or horizontal assemblies, or both, separating fire
areas of mixed occupancies shall have a fire-resistance
rating of not less than the highest value indicated in Table
707.3.10 for the occupancies under consideration.
TABLE 707.3.10
FIRE-RESISTANCE RATING REQUIREMENTS FOR FIRE
BARRIER ASSEMBLIES OR HORIZONTAL ASSEMBLIES
BETWEEN FIRE AREAS
OCCUPANCY GROUP
FIRE-RESISTANCE RATING (hours)
H-l,H-2
4
F-I.H-3, S-1
3
A, B, E, F-2, H-4, H-5,
I, M, R, S-2
2
U
1
707.4 Exterior walls. Where exterior walls serve as a part of
a required fire-resistance-rated shaft or stairway or ramp
enclosure, or separation, such walls shall comply with the
requirements of Section 705 for exterior walls and the fire-
resistance-rated enclosure or separation requirements shall
not apply.
Exception: Exterior walls required to be fire-resistance
rated in accordance with Section 1019 for exterior egress
balconies, Section 1022.7 for interior exit stairways and
ramps and Section 1026.6 for exterior exit stairways and
ramp.
707.5 Continuity. Fire barriers shall extend from the top of
the foundation or floor/ceiling assembly below to the under-
side of the floor or roof sheathing, slab or deck above and
shall be securely attached thereto. Such fire barriers shall be
continuous through concealed space, such as the space above
a suspended ceiling. Joints and voids at intersections shall
comply with Sections 707.8 and 707.9
707.5.1 Supporting construction. The supporting con-
struction for afire barrier shall be protected to afford the
required fire- resistance rating of the fire barrier sup-
ported. Hollow vertical spaces within afire barrier shall
be fireblocked in accordance with Section 718.2 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 415.8.2.1
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
713.12.
3. Supporting construction for 1-hour fire barriers
required by Table 509 in buildings of Type IIB,
IIIB and VB construction is not required to be
fire-resistance rated unless required by other sec-
tions of this code.
4. Interior exit stairway and ramp enclosures
required by Section 1022.2 and exit access stair-
way and ramp enclosures required by Section
1009.3 shall be permitted to terminate at a top
enclosure complying with Section 713.12.
707.6 Openings. Openings in a fire barrier shall be protected
in accordance with Section 716. Openings shall be limited 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 2 ). Openings in enclosures for
exit access stairways and ramps, interior exit stairways and
ramps and exit passageways shall also comply with Sections
1022.3 and 1023.5, respectively.
Exceptions:
1. Openings shall not be limited to 156 square feet (15
m 2 ) where adjoining floor areas are equipped
throughout with an automatic sprinkler system in
accordance with Section 903.3.1 .1.
2. Openings shall not be limited to 156 square feet (15
m 2 ) or an aggregate width of 25 percent of the length
of the wall where the opening protective is a fire
door serving enclosures for exit access stairways,
exit access ramps, interior exit stairways and interior
exit ramps.
3. Openings shall not be limited to 156 square feet (15
m 2 ) or an aggregate width of 25 percent of the length
of the wall where the opening protective has been
tested in accordance with ASTM E 119 or UL 263
and has a minimum fire-resistance rating not less
than the fire-resistance rating of the wall.
4. Fire window assemblies permitted in atrium separa-
tion walls shall not be limited to a maximum aggre-
gate width of 25 percent of the length of the wall.
5. Openings shall not be limited to 156 square feet (15
m 2 ) or an aggregate width of 25 percent of the length
of the wall where the opening protective is a fire
door assembly in a fire barrier separating an enclo-
sures for exit access stairways, exit access ramps,
interior exit stairways and interior exit ramps from
an exit passageway in accordance with Section
1022.2.1.
707.7 Penetrations. Penetrations of fire barriers shall com-
ply with Section 714.
707.7.1 Prohibited penetrations. Penetrations into enclo-
sures for exit access stairways, exit access ramps, interior
exit stairways, interior exit ramps or an exit passageway
shall be allowed only when permitted by Section
1009.3.1.5, 1022.5 or 1023.6, respectively.
707.8 Joints. Joints made in or between fire barriers, and
joints made at the intersection of fire barriers with underside
of a fire-resistance rated floor or roof sheathing, slab, or deck
above, and the exterior vertical wall intersection shall comply
with Section 715.
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707.9 Voids at intersections. The voids created at the inter-
section of a fire barrier and a non-fire-resistance-rated roof
assembly shall be filled. An approved material or system
shall be used to fill the void, shall be securely installed in or
on the intersection for its entire length so as not to dislodge,
loosen or otherwise impair its ability to accommodate
expected building movements and to retard the passage of
fire and hot gases.
707.10 Ducts and air transfer openings. Penetrations in a
fire barrier by ducts and air transfer openings shall comply
with Section 717.
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 as
required by Section 420.2.
2. Walls separating sleeping units in the same building as
required by Section 420.2.
3. Walls separating tenant spaces in covered and open
mall buildings as required by Section 402.4.2.1.
4. Corridor walls as required by Section 1018.1.
5. Elevator lobby separation as required by Section
713.14.1.
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 afire-
resistance rating of not less than 1 hour.
Exceptions:
1. Corridor walls permitted to have a V 2 hour fire- resis-
tance rating by Table 1018.1.
2. Dwelling unit and sleeping unit separations in build-
ings of Type IIB, MB and VB construction shall
have fire-resistance ratings of not less than V 2 hour
in buildings equipped throughout with an automatic
sprinkler system in accordance with Section
903.3.1.1.
708.4 Continuity. Fire partitions shall extend from the top of
the foundation or floor/ceiling assembly below to the under-
side of the floor or roof sheathing, slab or deck above or to
the fire-resistance-rated floor/ceiling or roof/ceiling assembly
above, and shall be securely attached thereto. In combustible
construction where the fire partitions are not required to be
continuous to the sheathing, deck or slab, the space between
the ceiling and the sheathing, deck or slab above shall be fire-
blocked or draftstopped in accordance with Sections 718.2
and 718.3 at the partition line. The supporting construction
shall be protected to afford the required fire-resistance rating
of the wall supported, except for walls separating tenant
spaces in covered and open mall buildings, walls separating
dwelling units, walls separating sleeping units and corridor
walls, in buildings of Type 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 mem-
brane of the corridor is carried through to the under-
side of the floor or roof sheathing, deck or slab of a
fire-resistance-rated floor or roof above, the ceiling
of the corridor shall be permitted to be protected by
the use of ceiling materials as required for a 1 -hour
fire-resistance-rated floor or roof system.
3. Where the corridor ceiling is constructed as
required for the corridor walls, the walls shall be
permitted to terminate at the upper membrane of
such ceiling assembly.
4. The fire partitions separating tenant spaces in a cov-
ered or open mall building, complying with Section
402.7.2, are not required to extend beyond the
underside of a ceiling that is not part of a fire-resis-
tance-rated assembly. A wall is not required in attic
or ceiling spaces above tenant separation walls.
5. Attic fireblocking or draftstopping is not required at |
the partition line in Group R-2 buildings that do not
exceed four stories above grade plane, provided the
attic space is subdivided by draftstopping into areas
not exceeding 3,000 square feet (279 m 2 ) or above
every two dwelling units, whichever is smaller.
6. Fireblocking or draftstopping is not required at the
partition line in buildings equipped with an auto-
matic sprinkler system installed throughout in accor-
dance with Section 903.3.1.1 or 903.3.1.2, provided
that automatic sprinklers are installed in combusti-
ble floor/ceiling and roof/ceiling spaces.
708.5 Exterior wails. Where exterior walls serve as a part of
a required fire-resistance-rated separation, such walls shall
comply with the requirements of Section 705 for exterior
walls, and the fire-resistance-rated separation requirements
shall not apply.
Exception: Exterior walls required to be fire-resistance
rated in accordance with Section 1019.2 for exterior egress
balconies, Section 1022.7 for interior exit stairways and
ramps and Section 102.6.6 for exterior exit stairways and
ramps.
708.6 Openings. Openings in a fire partition shall be pro-
tected in accordance with Section 716.
708.7 Penetrations. Penetrations of fire partitions shall com-
ply with Section 714.
708.8 Joints. Joints made in or between fire partitions shall
comply with Section 715.
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708.9 Ducts and air transfer openings. Penetrations in afire
partition by ducts and air transfer openings shall comply with
Section 717.
SECTION 709
SMOKE BARRIERS
709.1 General. Smoke barriers shall comply with this sec-
tion.
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
structural and mechanical spaces. The supporting construc-
tion shall be protected to afford the required fire-resistance
rating of the wall or floor supported in buildings of other than
Type IIB, IIIB or VB construction.
Exceptions:
1. Smoke-barrier walls are not required in interstitial
spaces where such spaces are designed and con-
structed with ceilings that provide resistance to the
passage of fire and smoke equivalent to that pro-
vided by the smoke-barrier walls.
2. Smoke barriers used for elevator lobbies in accor-
dance with Section 405.4.3, 3007.4.2 or 3008.11.2
are not required to extend from outside wall to out-
side wall.
3. Smoke barriers used for areas of refuge in accor-
dance with Section 1007.6.2 are not required to
extend from outside wall to outside wall.
709.5 Openings. Openings in a smoke barrier shall be pro-
tected in accordance with Section 716.
Exceptions:
1. In Group 1-2 and ambulatory care facilities, where
doors are installed across corridors, a pair of oppo-
site-swinging doors without a center mullion shall
be installed having vision panels with fire-protec-
tion-rated glazing materials in fire-protection-rated
frames, the area of which shall not exceed that
tested. The doors shall be close fitting within opera-
tional tolerances, and shall not have undercuts in
excess of 3 / 4 -inch, louvers or grilles. The doors shall
have head and jamb stops, astragals or rabbets at
meeting edges and shall be automatic-closing by
smoke detection in accordance with Section
716.5.9.3. Where permitted by the door manufac-
turer's listing, positive-latching devices are not
required.
2. In Group 1-2 and ambulatory care facilities, horizon- j
tal sliding doors installed in accordance with Section
1008.1.4.3 and protected in accordance with Section
716.
709.6 Penetrations. Penetrations of smoke barriers shall
comply with Section 714.
709.7 Joints. Joints made in or between smoke barriers shall
comply with Section 715.
709.8 Ducts and air transfer openings. Penetrations in a
smoke barrier by ducts and air transfer openings shall comply
with Section 717.
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 afire-
resistance rating.
710.4 Continnity. 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. Openings in smoke partitions shall comply
with Sections 710.5.1 and 710.5.2.
710.5.1 Windows. Windows in smoke partitions shall be
sealed to resist the free passage of smoke or be automatic-
closing upon detection of smoke.
710.5.2 Doors. Doors in smoke partitions shall comply
with Sections 710.5.2.1 through 710.5.2.3.
710.5.2.1 Louvers. Doors in smoke partitions shall not
include louvers.
710.5.2.2 Smoke and draft control doors. Where
required elsewhere in the code, doors in smoke parti-
tions shall meet the requirements for a smoke and draft
control door assembly tested in accordance with UL
1784. The air leakage rate of the door assembly shall
not exceed 3.0 cubic feet per minute per square foot
(0.015424 m 3 /(s • nr)) of door opening at 0.10 inch
(24.9 Pa) of water for both the ambient temperature test
and the elevated temperature exposure test. Installation
of smoke doors shall be in accordance with NFPA 105.
710.5.2.3 Self- or automatic-closing doors. Where
required elsewhere in the code, doors in smoke parti-
tions shall be self- or automatic-closing by smoke
detection in accordance with Section 716.5.9.3.
710.6 Penetrations. The space around penetrating items shall j
be filled with an approved material to limit the free passage
of smoke.
710.7 Joints. Joints shall be filled with an approved material 1
to limit the free passage of smoke. |
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710.8 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
transfer openings in smoke partitions shall be provided with a
smoke damper complying with Section 717.3.2.2.
Exception: Where the installation of a smoke damper will
interfere with the operation of a required smoke control
system in accordance with Section 909, approved alterna-
tive 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. Nonfire-
resi stance-rated floor and roof assemblies shall comply with
Section 714.4.2.
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 assem-
bly separates mixed occupancies, the assembly shall have a
fire- resistance rating of not less than that required by Section
508.4 based on the occupancies being separated. Where the
floor assembly separates a single occupancy into different
fire areas, the assembly shall have afire-resistance rating of
not less than that required by Section 707.3.10. Horizontal
assemblies separating dwelling units in the same building and
horizontal assemblies separating sleeping units in the same
building shall be a minimum of 1-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 7 2 hour in
buildings equipped throughout with an automatic sprin-
kler 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 pound per square foot (48 Pa), wire or other
approved devices shall be installed above the panels to
prevent vertical displacement 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 accor-
dance with ASTM E 119 or UL 263 as horizontal
assemblies and labeled by an approved agency for such
purpose.
711.3.3 Unusable space. In 1-hour fire-resistance-rated
floor assemblies, the ceiling membrane is not required to
be installed over unusable crawl spaces. In 1-hour fire-
resistance-rated roof assemblies, the floor membrane 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
section and Sections 712.1, 714.4, 715, 1009.3 and 1022.1. |
Skylights and other penetrations through a fire-resistance-
rated roof deck or slab are permitted to be unprotected, pro-
vided that the structural integrity of the fire-resistance-rated
roof assembly is maintained. Unprotected skylights shall not
be permitted in roof assemblies required to be fire-resistance
rated in accordance with Section 705.8.6. The supporting
construction shall be protected to afford the required fire-
resistance rating of the horizontal assembly supported.
Exception: In buildings of Type IIB, IIIB or VB construc-
tion, the construction supporting the horizontal assembly
is not required to be fire-resistance-rated at the following:
1. Horizontal assemblies at the separations of inciden-
tal uses as specified by Table 509, provided the
required fire-resistance rating does not exceed 1
hour.
2. Horizontal assemblies at the separations of dwelling
units and sleeping units as required by Section
420.3.
3. Horizontal assemblies at smoke barriers constructed
in accordance with Section 709.
711.4.1 Nonfire-resistance-rated assemblies. Joints in or
between floor assemblies without a required fire-resis-
tance rating shall comply with one of the following:
1. The joint shall be concealed within the cavity of a
wall.
2. The joint shall be located above a ceiling.
3. The joint shall be sealed, treated or covered with an
approved material or system to resist the free pas-
sage of flame and the products of combustion.
Exception: Joints meeting one of the joint exceptions
listed in Section 715.1.
711.5 Penetrations. Penetrations of horizontal assemblies,
whether concealed or unconcealed, shall comply with Section
714.
711.6 Joints. Joints made in or between horizontal assem-
blies shall comply with Section 715. The void created at the
intersection of a floor/ceiling assembly and an exterior cur-
tain wall assembly shall be protected in accordance with Sec-
tion 715.4.
711.7 Ducts and air transfer openings. Penetrations in hori-
zontal assemblies by ducts and air transfer openings shall
comply with Section 717.
711.8 Floor lire 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.
711.9 Smoke barrier. Where horizontal assemblies are
required to resist the movement of smoke by other sections of
this code in accordance with the definition of smoke barrier,
penetrations and joints in such horizontal assemblies shall be
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protected as required for smoke barriers in accordance with
Sections 714.5 and 715.6. Regardless of the number of stories
connected by elevator shaft enclosures, doors located in ele-
vator shaft enclosures that penetrate the horizontal assembly
shall be protected by enclosed elevator lobbies complying
with Section 713.14.1. Openings through horizontal assem-
blies shall be protected by shaft enclosures complying with
Section 713. Horizontal assemblies shall not be allowed to
have unprotected vertical openings.
** SECTION 712
VERTICAL OPENINGS
712.1 General. The provisions of this section shall apply to
the vertical opening applications listed in Sections 712.1.1
through 712.1.18.
712.1.1 Shaft enclosures. Vertical openings contained
entirely within a shaft enclosure complying with Section
713 shall be permitted.
712.1.2 Individual dwelling unit. Unconcealed vertical
openings totally within an individual residential dwelling
unit and connecting four stories or less shall be permitted.
712.1.3 Escalator openings. Where a building is
equipped throughout with an automatic sprinkler system in
accordance with Section 903.3.1.1, an escalator opening
shall be protected according to Section 712.1.3.1 or
712.1.3.2.
712.1.3.1 Opening size. Protection by a draft curtain
and closely spaced sprinklers in accordance with NFPA
13 shall be permitted where the area of the vertical
opening between stories does not exceed twice the hor-
izontal projected area of the escalator. In other than
Groups B and M, this application is limited to openings
that do not connect more than four stories.
712.1.3.2 Automatic shutters. Protection of the open-
ing by approved shutters at every penetrated floor shall
be permitted in accordance with this section. The shut-
ters 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 907.3.1 and shall completely
shut off the well opening. Escalators shall cease opera-
tion 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 release
there from.
712.1.4 Penetrations. Penetrations shall be protected in
accordance with Section 714.
712.1.5 Ducts. Penetrations by ducts shall be protected in
accordance with Section 717.6. Grease ducts shall be pro-
tected in accordance with the International Mechanical
Code.
712.1.6 Atriums. In other than Group H occupancies, atri-
ums complying with Section 404 shall be permitted.
712.1.7 Masonry chimney. Approved masonry chimneys
shall be permitted where the annular space is fireblocked
at each floor level in accordance with Section 718.2.5.
712.1.8 Two-story openings. In other than Groups 1-2 and
1-3, a floor opening that is not used as one of the applica-
tions listed in this section shall be permitted if it complies
with all of the items below.
1 . Does not connect more than two stories.
2. Does not contain a stairway or ramp required by
Chapter 10.
3. Does not penetrate a horizontal assembly that sepa-
rates fire areas or smoke barriers that separate
smoke compartments.
4. Is not concealed within the construction of a wall or
a floor/ceiling assembly.
5. Is not open to a corridor in Group I and R occupan-
cies.
6. Is not open to a corridor on nonsprinklered floors.
7. Is separated from floor openings and air transfer
openings serving other floors by construction con-
forming to required shaft enclosures.
712.1.9 Parking garages. Automobile ramps in open and
enclosed parking garages shall be permitted where con-
structed in accordance with Sections 406.5 and 406.6,
respectively.
712.1.10 Mezzanine. Vertical openings between a mezza-
nine complying with Section 505 and the floor below shall
be permitted.
712.1.11 Joints. Joints shall be permitted where comply-
ing with Section 715.
712.1.12 Unenclosed stairs and ramps. Vertical floor
openings created by unenclosed stairs or ramps in accor-
dance with Sections 1009.2 and 1009.3 shall be permitted.
712.1.13 Floor fire doors. Vertical openings shall be per-
mitted where protected by floor fire doors in accordance
with Section 711.8.
712.1.14. Group 1-3. In Group 1-3 occupancies, vertical
openings shall be permitted in accordance with Section
408.5.
712.1.15 Elevators in parking garages. Vertical open-
ings for elevator hoistways in open or enclosed parking
garages that serve only the parking garage, and complying
with Sections 406.5 and 406.6 respectively, shall be per-
mitted.
712.1.16 Duct systems in parking garages. Vertical
openings for mechanical exhaust or supply duct systems in
open or enclosed parking garages complying with Sections
406.5 and 406.6 respectively, shall be permitted to be
unenclosed where such duct system is contained within
and serves only the parking garage.
712.1.17 Nonfire-resistance-rated joints. Joints in or
between floors without a required fire-resistance rating
shall be permitted in accordance with Section 71 1.4.1.
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712.1.18 Openings otherwise permitted. Vertical open-
ings shall be permitted where allowed by other sections of
this code.
** SECTION 713
SHAFT ENCLOSURES
713.1 General. The provisions of this section shall apply to
shafts required to protect openings and penetrations through
floor/ceiling and roof/ceiling assemblies. Exit access stair-
ways and exit access ramps shall be protected in accordance
with the applicable provisions of Section 1009. Interior exit
stairways and interior exit ramps shall be protected in accor-
dance with the requirements of Section 1022.
713.2 Construction. Shaft enclosures shall be constructed as
fire barriers in accordance with Section 707 or horizontal
assemblies in accordance with Section 71 1, or both.
713.3 Materials. The shaft enclosure shall be of materials
permitted by the building type of construction.
713.4 Fire-resistance rating. Shaft enclosures shall have a
fire-resistance rating of not less than 2 hours where connect-
ing four stories or more, and not less than 1 hour where con-
necting less than four stories. The number of stories
connected by the shaft enclosure shall include any basements
but not any mezzanines. Shaft enclosures shall have a fire-
resistance rating not less than the floor assembly penetrated,
but need not exceed 2 hours. Shaft enclosures shall meet the
requirements of Section 703.2.1.
713.5 Continuity. Shaft enclosures shall be constructed as
fire barriers in accordance with Section 707 or horizontal
assemblies constructed in accordance with Section 711, or
both, and shall have continuity in accordance with Section
707.5 for fire barriers or Section 711.4 for horizontal assem-
blies as applicable.
713.6 Exterior walls. Where exterior walls serve as a part of
a required shaft enclosure, such walls shall comply with the
requirements of Section 705 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 101 9.2 for exterior egress
I balconies, Section 1022.7 for interior exit stairways and
ramps and Section 1026.6 for exterior exit stairways and
ramps.
713.7 Openings. Openings in a shaft enclosure shall be pro-
tected in accordance with Section 716 as required for fire
barriers. Doors shall be self- or automatic-closing by smoke
detection in accordance with Section 716.5.9.3.
713.7.1 Prohibited openings. Openings other than those
necessary for the purpose of the shaft shall not be permit-
ted in shaft enclosures.
713.8 Penetrations. Penetrations in a shaft enclosure shall be
protected in accordance with Section 714 as required foxfire
| barriers. Structural elements, such as beams or joists, where
protected in accordance with Section 714 shall be permitted
to penetrate a shaft enclosure.
713.8.1 Prohibited penetrations. Penetrations other than
those necessary for the purpose of the shaft shall not be
permitted in shaft enclosures.
713.9 Joints. Joints in a shaft enclosure shall comply with
Section 715.
713.10 Duct and air transfer openings. Penetrations of a
shaft enclosure by ducts and air transfer openings shall com-
ply with Section 717.
713.11 Enclosure at the bottom. Shafts that do not extend to
the bottom of the building or structure shall comply with one
of the following:
1. They shall be enclosed at the lowest level with con-
struction of the same fire-resistance rating as the low-
est floor through which the shaft passes, but not less
than the rating required for the shaft enclosure.
2. They shall 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 fire barriers con-
structed in accordance with Section 707 or horizontal
assemblies constructed in accordance with Section 711,
or both. The fire-resistance rating and opening protec-
tives shall be at least equal to the protection required
for the shaft enclosure.
3. They shall 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 pene-
trations of the shaft enclosure to the interior of the
building except at the bottom. The bottom of the
shaft shall be closed off around the penetrating items
with materials permitted by Section 718.3.1 for
draftstopping, or the room shall be provided with an
approved automatic sprinkler system.
2. A shaft enclosure containing a refuse chute or laun-
dry chute shall not be used for any other purpose and
shall terminate in a room protected in accordance
with Section 713.13.4.
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 penetrations through
the shaft enclosure to the interior of the building.
713.12 Enclosure at 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 pene-
trated by the shaft, but not less than the fire-resistance rating
required for the shaft enclosure.
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1713.13 Refuse and laundry chutes. In other than Group 1-2,
refuse and laundry chutes, access and termination rooms and
incinerator rooms shall meet the requirements of Sections
713.13.1 through 713.13.6.
Exceptions:
1. Chutes serving and contained within a single dwell-
ing unit.
2. Refuse and laundry chutes in Group 1-2 shall com-
ply with the provisions of NFPA 82, Chapter 5.
713.13.1 Refuse, recycling and laundry chute enclo-
sures. A shaft enclosure containing a refuse, recycling, or
laundry chute shall not be used for any other purpose and
shall be enclosed in accordance with Section 713.4. Open-
ings into the shaft, including those from access rooms and
termination rooms, shall be protected in accordance with
this section and Section 716. Openings into chutes shall
not be located in corridors. Doors shall be self- or auto-
matic-closing upon the actuation of a smoke detector in
accordance with Section 716.5.9.3, except that heat-acti-
vated closing devices shall be permitted between the shaft
and the termination room.
713.13.2 Materials. A shaft enclosure containing a refuse,
| recycling, or laundry chute shall be constructed of materi-
als as permitted by the building type of construction.
1713.13.3 Refuse, recycling and laundry chute access
rooms. Access openings for refuse, recycling and laundry
chutes shall be located in rooms or compartments enclosed
by not less than 1-hour fire barriers constructed in accor-
dance with Section 707 or horizontal assemblies con-
structed in accordance with Section 711, or both.
Openings into the access rooms shall be protected by
opening protectives having afire protection rating of not
less than 3 / 4 hour. Doors shall be self- or automatic-closing
upon the detection of smoke in accordance with Section
716.5.9.3.
| 713.13.4 Termination room. Refuse, recycling, and laun-
dry chutes shall discharge into an enclosed room separated
from the remainder of the building by fire barriers con-
structed in accordance with Section 707 or horizontal
assemblies constructed in accordance with Section 7 1 1 , or
both. Openings into the termination room shall be pro-
tected by opening protectives having & fire protection rat-
| ing equal to the protection required for the shaft enclosure.
Doors shall be self- or automatic-closing upon the detec-
tion of smoke in accordance with Section 716.5.9.3.
Refuse chutes shall not terminate in an incinerator room.
| Refuse, recycling and laundry rooms that are not provided
with chutes need only comply with Table 509.
713.13.5 Incinerator room. Incinerator rooms shall com-
ply with Table 509.
713.13.6 Automatic sprinkler system. An approved
automatic sprinkler system shall be installed in accordance
with Section 903.2.11.2.
713.14 Elevator, dumbwaiter and other hoistways. Eleva-
tor, dumbwaiter and other hoistway enclosures shall be con-
structed in accordance with Section 713 and Chapter 30.
713.14.1 Elevator lobby. An enclosed elevator lobby
shall be provided at each floor where an elevator shaft
enclosure connects more than three stories. The lobby
enclosure shall separate the elevator shaft enclosure doors
from each floor by fire partitions. In addition to the
requirements in Section 708 for fire partitions, doors pro-
tecting openings in the elevator lobby enclosure walls
shall also comply with Section 716.5.3 as required for cor-
ridor walls and penetrations of the elevator lobby enclo-
sure by ducts and air transfer openings shall be protected
as required for corridors in accordance with Section
717.5.4.1. 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
level(s) of exit discharge, provided the level(s) of
equipped with an automatic
in accordance with Section
exit discharge is
sprinkler system
903.3.1.1.
2. Elevators not required to be located in a shaft in
accordance with Section 712.1 are not required to
have enclosed elevator lobbies.
3. Enclosed elevator lobbies are not required where
additional doors are provided at the hoistway
opening in accordance with Section 3002.6. Such
doors shall comply with the smoke and draft con-
trol door assembly requirements in Section
716.5.3.1 when tested in accordance with UL
1784 without an artificial bottom seal.
4. Enclosed elevator lobbies are not required where
the building is protected by an automatic sprin-
kler system installed in accordance with Section
903.3.1.1 or 903.3.1.2. This exception shall not
apply to the following:
4.1. Group 1-2 occupancies;
4.2. Group 1-3 occupancies; and
4.3. Elevators serving floor levels over 75 feet
(22 860 mm) above the lowest level of
fire department vehicle access in high-rise
buildings.
5. Smoke partitions shall be permitted in lieu of fire
partitions to separate the elevator lobby at each
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.
In addition to the requirements in Section 710 for
smoke partitions, doors protecting openings in
the smoke partitions shall also comply with Sec-
tions 710.5.2.2, 710.5.2.3, and 716.5.9 and duct
penetrations of the smoke partitions shall be pro-
tected as required for corridors in accordance
with Section 717.5.4.1.
6. Enclosed elevator lobbies are not required where
the elevator hoistway is pressurized in accor-
dance with Section 909.21.
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FIRE AND SMOKE PROTECTION FEATURES
7. Enclosed elevator lobbies are not required where
the elevator serves only open parking garages in
accordance with Section 406.5.
713.14.1.1 Areas of refuge. Areas of refuge shall be
provided as required in Section 1007.
SECTION 714
PENETRATIONS
714.1 Scope. The provisions of this section shall govern the
materials and methods of construction used to protect
through penetrations and membrane penetrations of horizon-
tal assemblies and fire-resistance-rated wall assemblies.
714.1.1 Ducts and air transfer openings. Penetrations of
fire-resistance-rated walls by ducts that are not protected
with dampers shall comply with Sections 714.2 through
714.3.3. Penetrations of horizontal assemblies not pro-
tected with a shaft as permitted by Section 717.6, and not
required to be protected with fire dampers by other sec-
tions of this code, shall comply with Sections 714.4
through 714.4.2.2. Ducts and air transfer openings that are
protected with dampers shall comply with Section 717.
714.2 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 pene-
trated shall be protected in accordance with this section. Insu-
lation 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.
714.3 Fire-resistance-rated walls. Penetrations into or
through fire walls, fire barriers, smoke barrier walls and /if re
partitions shall comply with Sections 714.3.1 through
714.3.3. Penetrations in smoke barrier walls shall also com-
ply with Section 714.5.
714.3.1 Through penetrations. Through penetrations of
fire-resistance-rated walls shall comply with Section
714.3.1.1 or 714.3. 1.2.
Exception: Where the penetrating items are steel, fer-
rous or copper pipes, tubes or conduits, the annular
space 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 and the area of the opening through the
wall does not exceed 144 square inches (0.0929
m 2 ), concrete, grout or mortar is permitted where
it 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 or UL 263 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 con-
struction penetrated.
714.3.1.1 Fire-resistance-rated assemblies. Penetra-
tions shall be installed as tested in an approved fire-
resistance-rated assembly.
714.3.1.2 Through-penetration firestop system.
Through penetrations shall be protected by an
approved penetration firestop system installed as tested
in accordance 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 pen-
etrated.
714.3.2 Membrane penetrations. Membrane penetra-
tions shall comply with Section 714.3.1. Where walls or
partitions are required to have a fire-resistance rating,
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 elec-
trical boxes that do not exceed 16 square inches
(0.0 103 m 2 ) in area, provided the aggregate area
of the openings through the membrane does not
exceed 100 square inches (0.0645 m 2 ) in any 100
square feet (9.29 m 2 ) of wall area. The annular
space between the wall membrane and the box
shall not exceed V 8 inch (3.1 mm). Such boxes on
opposite sides of the wall or partition shall be
separated by one of the following:
1.1. By a horizontal distance of not less than
24 inches (610 mm) where the wall or
partition is constructed with individual
noncommunicating stud cavities;
1.2. By a horizontal distance of not less than
the depth of the wall cavity where the
wall cavity is filled with cellulose loose-
fill, rockwool or slag mineral wool insula-
tion;
1.3. By solid fireblocking in accordance with
Section 718.2.1;
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 V 8 inch (3.1 mm) unless listed otherwise.
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Such boxes on opposite sides of the wall or parti-
tion shall be separated by one of the following:
2. 1 . By the horizontal distance specified in the
listing of the electrical boxes;
2.2. By solid fireblocking in accordance with
Section 718.2.1;
2.3. By protecting both boxes with listed putty
pads; or
2.4. By other listed materials and methods.
3. Membrane penetrations by electrical boxes of
any size or type, which have been listed as part of
a wall opening protective material system for use
in fire-resistance-rated assemblies and are
installed in accordance with the instructions
included in the listing.
4. Membrane penetrations by boxes other than elec-
trical boxes, provided such penetrating items and
the annular space between the wall membrane
and the box, are protected by an approved mem-
brane penetration firestop system installed as
tested in accordance with ASTM E 814 or UL
1479, with a minimum positive pressure differen-
tial of 0.01 inch (2.49 Pa) of water, and shall have
an F and T rating of not less than the required
fire-resistance rating of the wall penetrated and
be installed in accordance with their listing.
5. The annular space created by the penetration of
an automatic sprinkler, provided it is covered by
a metal escutcheon plate.
714.3.3 Dissimilar materials. Noncombustible penetrat-
ing 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.
714.4 Horizontal assemblies. Penetrations of a floor, floor/
ceiling assembly or the ceiling membrane of a roof/ceiling
assembly not required to be enclosed in a shaft by Section
712.1 shall be protected in accordance with Sections 714.4.1
through 714.4.2.2.
714.4.1 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 714.4.1.1 through 714.4.1.4. Pene-
trations in horizontal smoke barriers shall also comply
with 714.5.
714.4.1.1 Through penetrations. Through penetra-
tions of fire-resistance-rated horizontal assemblies
shall comply with Section 714.4.1.1.1 or 714.4.1.1.2.
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 1 19 or UL 263 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 penetrated. Penetrating
items with a maximum 6-inch (152 mm) nom-
inal diameter shall not be limited to the pene-
tration of a single fire-resistance-rated floor
assembly, provided the aggregate area of the
openings through the assembly does not
exceed 144 square inches (92 900 mm 2 ) in any
1 00 square feet (9.3 m 2 ) 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) nom-
inal diameter, provided the concrete, grout or
mortar is installed the full thickness of the
floor or the thickness required to maintain the
fire-resistance rating. The penetrating items
shall not be limited to the penetration of a sin-
gle concrete floor, provided the area of the
opening through each floor does not exceed
144 square inches (92 900 mm 2 ).
3. Penetrations by listed electrical boxes of any
material, provided such boxes have been
tested for use in fire-resistance-rated assem-
blies and installed in accordance with the
instructions included in the listing.
714.4.1.1.1 Installation. Through penetrations shall
be installed as tested in the approved fire-resistance-
rated assembly.
714.4.1.1.2 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 dif-
ferential of 0.01 inch of water (2.49 Pa). The system
shall have an F rating/T rating of not less than 1 hour
but not less than the required rating of the floor pen-
etrated.
Exceptions:
1. Floor penetrations contained and located
within the cavity of a wall above the floor
or below the floor do not require a T rating.
2. Floor penetrations by floor drains, tub
drains or shower drains contained and
located within the concealed space of a hor-
izontal assembly do not require a T rating.
714.4.1.2 Membrane penetrations. Penetrations of
membranes that are part of a horizontal assembly shall
comply with Section 714.4.1.1.1 or 714.4.1.1.2. Where
floor/ceiling assemblies are required to have a fire-
2012 INTERNATIONAL BUILDING CODE®
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FIRE AND SMOKE PROTECTION FEATURES
resistance rating, recessed fixtures shall be installed
such that the required fire resistance will not be
reduced.
Exceptions:
1. Membrane penetrations by steel, ferrous or
copper conduits, pipes, tubes or vents, or con-
crete or masonry items where the annular
space is protected either in accordance with
Section 714.4.1.1 or to prevent the free pas-
sage of flame and the products of combustion.
The aggregate area of the openings through
the membrane shall not exceed 100 square
inches (64 500 mm 2 ) in any 100 square feet
(9.3 m 2 ) of ceiling area in assemblies tested
without penetrations.
2. Ceiling membrane penetrations of maximum
2-hour horizontal assemblies by steel electri-
cal boxes that do not exceed 1 6 square inches
(10 323 mm 2 ) in area, provided the aggregate
area of such penetrations does not exceed 100
square inches (44 500 mm 2 ) in any 100 square
feet (9.29 m 2 ) of ceiling area, and the annular
space between the ceiling membrane and the
box does not exceed 7 8 inch (3.2 mm).
3. Membrane penetrations by electrical boxes of
any size or type, which have been listed as part
of an opening protective material system for
use in horizontal assemblies and are installed
in accordance with the instructions included in
the listing.
4. 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 accor-
dance with the instructions included in the list-
ing. The annular space between the ceiling
membrane and the box shall not exceed 7 g
inch (3.2 mm) unless listed otherwise.
5. The annular space created by the penetration
of a fire sprinkler, provided it is covered by a
metal escutcheon plate.
6. Noncombustible items that are cast into con-
crete building elements and that do not pene-
trate both top and bottom surfaces of the
element.
7. The ceiling membrane of 1- and 2-hour fire-
resistance-rated horizontal assemblies is per-
mitted to be interrupted with the double wood
top plate of a. fire-resistance- rated wall assem-
bly, provided that all penetrating items
through the double top plates are protected in
accordance with Section 714.4.1.1.1 or
714.4.1.1.2. The fire-resistance rating of the
wall shall not be less than the rating of the hor-
izontal assembly.
714.4.1.3 Dissimilar materials. Noncombustible pene-
trating items shall not connect to combustible materials
beyond the point of firestopping unless it can be dem-
onstrated that the fire-resistance integrity of the hori-
zontal assembly is maintained.
714.4.2 Nonftre-resistance-rated assemblies. Penetra-
tions of nonfire-resistance-rated floor or floor/ceiling
assemblies or the ceiling membrane of a nonfire-resis-
tance-rated roof/ceiling assembly shall meet the require-
ments of Section 713 or shall comply with Section
714.4.2.1 or 714.4.2.2.
714.4.2.1 Noncombustible penetrating items. Non-
combustible penetrating items that connect not more
than five stories are permitted, provided that the annu-
lar space is filled to resist the free passage of flame and
the products of combustion with an approved noncom-
bustible material or with a fill, void or cavity material
that is tested and classified for use in through-penetra-
tion firestop systems.
714.4.2.2 Penetrating items. Penetrating items that
connect not more than two stories are permitted, pro-
vided that the annular space is filled with an approved
material to resist the free passage of flame and the
products of combustion.
714.5 Penetrations in smoke barriers. Penetrations in
smoke barriers shall be protected by an approved through-
penetration firestop system installed and tested in accordance
with the requirements of UL 1479 for air leakage. The L rat-
ing of the system measured at 0.30 inch (7.47 Pa) of water in
both the ambient temperature and elevated temperature tests,
shall not exceed:
1 . 5.0 cfm per square foot (0.025m 3 / s • m 2 ) of penetration
opening for each through-penetration firestop system;
or
2. A total cumulative leakage of 50 cfm (0.024m 3 /s) for
any 100 square feet (9.3 m 2 ) of wall area, or floor area.
SECTION 715
FIRE-RESISTANT JOINT SYSTEMS
715.1 General. Joints installed in or between fire-resistance-
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 accor-
dance with Section 715.3.
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 713.
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.
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5. Floors and ramps within open and enclosed parking
garages or structures constructed in accordance with
Sections 406.5 and 406.6, respectively.
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
ASTME119orUL263.
715.1.1 Curtain wall assembly. The void created at the
intersection of a floor/ceiling assembly and an exterior
curtain wall assembly shall be protected in accordance
with Section 7 15.4.
715.2 Installation. A fire-resistant joint system shall be
| securely installed in accordance with the listing criteria in or
on the joint for its entire length so as not to dislodge, loosen
or otherwise impair its ability to accommodate expected
building movements and to resist the passage of fire and hot
gases.
715.3 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 oppo-
site side.
Exception: For exterior walls with a horizontal fire sepa-
ration distance greater than 5 feet (1524 mm), the joint
system shall be required to be tested for interior fire expo-
sure only.
715.4 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 system to prevent the interior spread of fire.
Such systems shall be securely installed and tested in
accordance with ASTM E 2307 to provide an F rating for a
time period at least equal to the fire-resistance rating of the
floor assembly. Height and fire-resistance requirements for
curtain wall spandrels shall comply with Section 705.8.5.
Exception: Voids created at the intersection of the exte-
rior curtain wall assemblies and such floor assemblies
where the vision glass extends to the finished floor level
shall be permitted to be sealed with an approved material
to prevent the interior spread of fire. Such material shall be
securely installed and capable of preventing the passage of
flame and hot gases sufficient to ignite cotton waste where
subjected to ASTM E 119 time-temperature fire condi-
tions under a minimum positive pressure differential of
0.01 inch (0.254 mm) of water column (2.5 Pa) for the
time period at least equal to the fire- resistance rating of
the floor assembly.
715.4.1 Exterior curtain wall/nonfire-resistance-rated
floor assembly intersections. Voids created at the inter-
section of exterior curtain wall assemblies and nonfire-
resi stance-rated floor or floor/ceiling assemblies shall be
sealed with an approved material or system to retard the
interior spread of fire and hot gases between stories.
715.5 Spandrel wall. Height and fire-resistance requirements
for curtain wall spandrels shall comply with Section 705.8.5.
Where Section 705.8.5 does not require a fire-resistance-
rated spandrel wall, the requirements of Section 715.4 shall
still apply to the intersection between the spandrel wall and
the floor.
715.6 Fire-resistant joint systems in smoke barriers. Fire-
resistant joint systems in smoke barriers, and joints at the
intersection of a horizontal smoke barrier and an exterior cur-
tainwall, shall be tested in accordance with the requirements
of UL 2079 for air leakage. The L rating of the joint system |
shall not exceed 5 cfm per linear foot (0.00775 m 3 /s m) of
joint at 0.30 inch (7.47 Pa) of water for both the ambient tem-
perature and elevated temperature tests.
SECTION 716
OPENING PROTECTIVES
716.1 General. Opening protectives required by other sec-
tions of this code shall comply with the provisions of this sec-
tion.
716.2 Fire-resistance-rated glazing. Fire-resistance-rated
glazing tested as part of a fire-resistance-rated wall assembly
in accordance with ASTM E 119 or UL 263 and labeled in
accordance with Section 703.5 shall be permitted in fire
doors and fire window assemblies where tested and installed j
in accordance with their listings and shall not otherwise be
required to comply with this section.
716.3 Marking fire-rated glazing assemblies. Fire-rated
glazing assemblies shall be marked in accordance with
Tables 716.3, 716.5, and 716.6.
716.3.1 Fire-rated glazing that exceeds the code
requirements. Fire-rated glazing assemblies marked as
complying with hose stream requirements (H) shall be per-
mitted in applications that do not require compliance with
hose stream requirements. Fire-rated glazing assemblies
marked as complying with temperature rise requirements
(T) shall be permitted in applications that do not require
compliance with temperature rise requirements. Fire-rated
glazing assemblies marked with ratings (XXX) that
exceed the ratings required by this code shall be permitted.
716.4 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, NFPA 257 or UL
9. The required fire resistance of an opening protective shall
be permitted to be established by any of the following meth-
ods or procedures:
1 . Designs documented in approved sources.
2. Calculations performed in an approved manner.
2012 INTERNATIONAL BUILDING CODE®
131
FIRE AND SMOKE PROTECTION FEATURES
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,NFPA257orUL9.
4. Alternative protection methods as allowed by Section
104.11.
716.5 Fire door and shutter assemblies. Approved fire door
and fire shutter assemblies shall be constructed of any mate-
rial or assembly of component materials that conforms to the
test requirements of Section 716.5.1, 716.5.2 or 716.5.3 and
the, fire protection rating indicated in Table 716.5. Fire door
frames with transom lights, sidelights or both shall be permit-
ted in accordance with Section 716.5.6. Fire door assemblies
and shutters shall be installed in accordance with the provi-
sions of this section and NFPA 80.
Exceptions:
1. Labeled protective assemblies that conform to the
requirements of this section or UL 10A, UL 14B and
UL 14C for tin-clad fire door assemblies.
2. Floor fire door assemblies in accordance with Sec-
tion 71 1.8.
716.5.1 Side-hinged or pivoted swinging doors. Fire
door assemblies with side-hinged and pivoted swinging
doors shall be tested in accordance with NFPA 252 or UL
IOC. After 5 minutes into the NFPA 252 test, the neutral
pressure level in the furnace shall be established at 40
inches (1016 mm) or less above the sill.
716.5.2 Other types of assemblies. Fire door assemblies
with other types of doors, including swinging elevator
doors and fire shutter assemblies, bottom and side-hinged
chute intake doors, and top-hinged chute discharge doors,
shall be tested in accordance with NFPA 252 or UL 10B.
The pressure in the furnace shall be maintained as nearly
equal to the atmospheric pressure as possible. Once estab-
lished, the pressure shall be maintained during the entire
test period.
716.5.3 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 rat-
ing in accordance with Table 716.5 shall be tested in
accordance with NFPA 252 or UL 10C 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
subject 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 cor-
ridors 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.
4. Horizontal sliding doors in smoke barriers that
comply with Sections 408.3 and 408.8.4 in occu-
pancies in Group 1-3.
716.5.3.1 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. The air leakage rate of the door assembly
shall not exceed 3.0 cubic feet per minute per square
foot (0.01524 m 3 /s • m 2 ) of door opening at 0.10 inch
(24.9 Pa) of water for both the ambient temperature and
elevated temperature tests. Louvers shall be prohibited.
Installation of smoke doors shall be in accordance with
NFPA 105.
716.5.3.2 Glazing in door assemblies. In a 20-minute
fire door assembly, the glazing material in the door
itself shall have a minimum fire-protection-rated glaz-
ing of 20 minutes and shall be exempt from the hose
stream test. Glazing material in any other part of the
door assembly, including transom lights and sidelights,
shall be tested in accordance with NFPA 257 or UL 9,
including the hose stream test, in accordance with Sec-
tion 716.6.
TABLE 716.3
MARKING FIRE-RATED GLAZING ASSEMBLIES
FIRE TEST STANDARD
MARKING
DEFINITION OF MARKING
ASTME119orUL263
W
Meets wall assembly criteria.
NFPA 257 or UL 9
OH
Meets fire window assembly criteria including the hose stream test.
NFPA 252 or UL 10B or UL 10C
D
H
T
Meets fire door assembly criteria.
Meets fire door assembly "Hose Stream" test.
Meets 450°F temperature rise criteria for 30 minutes
XXX
The time in minutes of the fire resistance or fire protection
rating of the glazing assembly
ForSI:°C = [(°F)-32]/1.8.
132
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TABLE 716.5
OPENING FIRE PROTECTION ASSEMBLIES, RATINGS AND MARKINGS
TYPE OF
ASSEMBLY
REQUIRED
WALL
ASSEMBLY
RATING
(hours)
MINIMUM
FIRE DOOR
AND FIRE
SHUTTER
ASSEMBLY
RATING
DOOR VISION
PANEL SIZE
FIRE RATED
GLAZING MARKING
DOOR VISION PANEL"
MINIMUM SIDELIGHT/
TRANSOM ASSEMBLY
RATING (hours)
FIRE-RATED GLAZING MARKING
SIDELITEATRANSOM PANEL
Fire protection
Fire
resistance
Fire protection
Fire
resistance
(hours)
Fire walls and fire
baniers having a
required fire-resis-
tance rating
greater than 1 hour
4
3
Not Permitted
Not Permitted
Not Permitted
4
Not Permitted
W-240
3
3"
Not Permitted
Not Permitted
Not Permitted
3
Not Permitted
W-180
2
l'/ 2
100 sq. in. c
<100sq.in. = D-H-90
>100 sq.in.=
D-H-W-90
Not Permitted
2
Not Permitted
W-1.20
l 1 /,
IV,
100 sq. in. 1
<100sq.in. = D-H-90
>100 sq.in.=
Not Permitted
IV,
Not Permitted
W-90
D-H-W-90
Shaft, exit enclo-
sures and exit pas-
sageway walls
2
l'/ 2
100sq.in. cd
<100sq.in. = D-H-90
> 100 sq.in.=
D-H-T-or D-H-T-W-90
Not Permitted
2
Not Permitted
W-120
Fire barriers hav-
ing a required fire-
resistance rating
of 1 hour:
Enclosures for
<100 sq.in. = D-H-60
shafts, exit access
stairways, exit ac-
1
1
lOOsq. in. cd
>100 sq.in.=
D-H-T-60orD-H-T-W-
Not
Permitted
1
Not Permitted
W-60
cess ramps, inte-
60
rior exit stairways,
interior exit ramps
and exit
passageway walls
Fire protection
Other fire barriers
1
%
Maximum
size tested
D-H-NT-45
%
D-H-NT-45
Fire partitions:
1
V
Maximum
size tested
D-20
V
D-HOH-45
Corridor walls
0.5
V
Maximum
size tested
D-20
%
D-H-OH-20
Other fire
1
%
Maximum
size tested
D-H-45
%
D-H-45
partitions
0.5
%
Maximum
size tested
D-H-20
%
D-H-20
(continued)
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133
FIRE AND SMOKE PROTECTION FEATURES
TABLE 716.5— continued
OPENING FIRE PROTECTION ASSEMBLIES, RATINGS AND MARKINGS
TYPE OF
ASSEMBLY
REQUIRED
WALL
ASSEMBLY
RATING
(hours)
MINIMUM
FIRE DOOR
AND FIRE
SHUTTER
ASSEMBLY
RATING
(hours)
DOOR VISION
PANEL SIZE
FIRE RATED
GLAZING MARKING
DOOR VISION PANEL 6
MINIMUM SIDELIGHT/
TRANSOM ASSEMBLY
RATING (hours)
FIRE-RATED GLAZING
MARKING SIDELITE/TRANSOM
PANEL
Fire
protection
Fire
resistance
Fire protection
Fire
resistance
Exterior walls
3
1V 2
100sq.in. c
<100 sq.in. = D-H-90
>100 sq.in = D-H-W-90
Not Permitted
3
Not Permitted
W-180
2
1V 2
lOOsq. in. c
<100 sq.in. = D-H-90
>100 sq.in. = D-H-W-90
Not Permitted
2
Not Permitted
W-120
Fire Protection
1
%
Maximum
size tested
D-H-45
%
D-H-45
Smoke barriers
Fire protection
1
l/b
'3
Maximum
size tested
D-20
3 / 4
D-H-OH-45
For SI: I square inch = 645.2 mm.
a. Two doors, each with a fire protection rating of 1 7, 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 716.6.3.
c. Fire-resistance-rated glazing tested to ASTM E 1 19 in accordance with Section 716.2 shall be permitted, in the maximum size tested.
d. Except where the building is equipped throughout with an automatic sprinkler and the fire-rated glazing meets the criteria established in Section 716.5.5.
e. Under the column heading "Fire-rated glazing marking door vision panel," W refers to the fire-resistance rating of the glazing, not the frame.
134
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FIRE AND SMOKE PROTECTION FEATURES
716.5.4 Door assemblies in other fire partitions. Fire
door assemblies required to have a minimum fire protec-
tion rating of 20 minutes where located in other fire parti-
tions having a fire-resistance rating of 0.5 hour in
accordance with Table 716.5 shall be tested in accordance
with NFPA 252, UL 10B or UL IOC with the hose stream
test.
716.5.5 Doors in interior exit stairways and ramps and
exit passageways. Fire door assemblies in interior exit
stairways and ramps and exit passageways shall have a
maximum transmitted temperature rise 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 is not required in buildings equipped throughout
with an automatic sprinkler system installed in accor-
dance with Section 903.3.1.1 or 903.3.1.2.
716.5.5.1 Glazing in doors. Fire-protection-rated glaz-
ing in excess of 100 square inches (0.065 m 2 ) is not per-
mitted. Fire-resistance-rated glazing in excess of 100
square inches (0.065 m 2 ) shall be permitted in fire door
assemblies when tested as components of the door
assemblies, and not as glass lights, and shall have a
maximum transmitted temperature rise of 450° F (250°
C) in accordance with Section 716.5.5.
716.5.6 Fire door frames with transom lights and side-
lights. Door frames with transom lights, sidelights, or
both, shall be permitted where a 3 / 4 -hour fire protection
rating or less is required in accordance with Table 716.5.
Fire door frames with transom lights, sidelights, or both,
installed with fire-resistance-rated glazing tested as an
assembly in accordance with ASTM E 119 or UL 263
shall be permitted where a fire protection rating exceeding
3 / 4 hour is required in accordance with Table 716.5.
716.5.7 Labeled protective assemblies. Fire door assem-
blies shall be labeled by an approved agency. The labels
shall comply with NFPA 80, and shall be permanently
affixed to the door or frame.
716.5.7.1 Fire door labeling requirements. Fire
doors shall be labeled showing the name of the manu-
facturer or other identification readily traceable back to
the manufacturer, the name or trademark of the third-
party inspection agency, the fire protection rating and,
where required for fire doors in interior exit stairways
and ramps and exit passageways by Section 716.5.5,
the maximum transmitted temperature end point.
Smoke and draft control doors complying with UL
1784 shall be labeled as such and shall also comply
with Section 716.5.7.3. Labels shall be approved and
permanently affixed. The label shall be applied at the
factory or location where fabrication and assembly are
performed.
716.5.7.1.1 Light kits, louvers and components.
Listed light kits and louvers and their required prep-
arations shall be considered as part of the labeled
door where such installations are done under the list-
ing program of the third-party agency. Where tested
for such use, fire doors and door assemblies shall be
permitted to consist of components, including glaz-
ing, vision light kits and hardware that are labeled,
listed or classified by different third-party agencies.
716.5.7.2 Oversized doors. Oversized fire doors shall
bear an oversized fire door label by an approved
agency or shall be provided with a certificate of inspec-
tion furnished 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.
716.5.7.3 Smoke and draft control door labeling
requirements. Smoke and draft control doors comply-
ing with UL 1784 shall be labeled in accordance with
Section 716.5.6.1 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.
716.5.7.4 Fire door frame labeling requirements.
Fire door frames shall be labeled showing the names of
the manufacturer and the third-party inspection agency.
716.5.8 Glazing material. Fire-protection-rated glazing
conforming to the opening protection requirements in Sec-
tion 716.5 shall be permitted in fire door assemblies.
716.5.8.1 Size limitations. Fire-protection-rated glaz-
ing shall comply with the size limitations of NFPA 80,
and as provided in Sections 716.5.8.1.1 and
716.5.8.1.2.
716.5.8.1.1 Fire-resistance-rated glazing in door
assemblies in fire walls and fire barriers rated
greater than 1 hour. Fire-resistance-rated glazing
tested to ASTM E 119 or UL 263 and NFPA 252,
UL 10B or UL 10C shall be permitted in fire door
assemblies located in fire walls and in fire barriers
in accordance with Table 716.5 to the maximum size
tested and in accordance with their listings.
716.5.8.1.2 Fire-protection-rated glazing in door
assemblies in fire walls and fire barriers rated
greater than 1 hour. Fire-protection-rated glazing
shall be prohibited in fire walls and fire barriers
except as provided in Sections 716.5.8.1.2.1 and
716.5.8.1.2.2.
716.5.8.1.2.1 Horizontal exits. Fire-protection-
rated glazing shall be permitted as vision panels
in self-closing swinging fire door assemblies
serving as horizontal exits in fire walls where
limited to 100 square inches (0.065 m 2 ) with no
dimension exceeding 10 inches (0.3 mm).
716.5.8.1.2.2 Fire barriers. Fire-protection-rated
glazing shall be permitted in fire doors having a
lV 2 -hour fire protection rating intended for
installation in fire barriers, where limited to 100
square inches (0.065 m 2 ).
716.5.8.2 Elevator, stairway and ramp protectives.
Approved fire-protection-rated glazing used in fire
door assemblies in elevator, stairways and ramps enclo-
sures shall be so located as to furnish clear vision of the
2012 INTERNATIONAL BUILDING CODE®
135
FIRE AND SMOKE PROTECTION FEATURES
passageway or approach to the elevator, stairway or
ramp.
716.5.8.3 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 716.5.8.3.1 that shall be issued by
an approved agency and shall be permanently identi-
fied on the glazing.
716.5.8.3.1 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 pro-
tection requirements of NFPA 252. "H" shall indi-
cate that the glazing meets the hose stream
requirements of NFPA 252. "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
716.5.5.1. "NT" shall indicate that the glazing does
not meet the temperature requirements of Section
716.5.5.1. The placeholder "XXX" shall specify the
fire-protection-rating period, in minutes.
716.5.8.4 Safety glazing. Fire-protection-rated glazing
installed in fire doors in areas subject to human impact
in hazardous locations shall comply with Chapter 24.
716.5.9 Door closing. Fire doors shall be self- or auto-
matic-closing in accordance with this section. Self-closing
chute intake doors shall not fail in a "door open" position
in the event of a closer failure.
Exceptions:
1. Fire doors located in common walls separating
sleeping units in Group R-l shall be permitted
without automatic- or self-closing devices.
2. The elevator car doors and the associated hoist-
way 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.
716.5.9.1 Latch required. Unless otherwise specifi-
cally permitted, single fire doors and both leaves of
pairs of side-hinged swinging fire doors shall be pro-
vided with an active latch bolt that will secure the door
when it is closed.
716.5.9.1.1 Chute intake door latching. Chute
intake doors shall be positive latching, remaining
latched and closed in the event of latch spring failure
during a fire emergency.
716.5.9.2 Automatic-closing tire door assemblies.
Automatic-closing fire door assemblies shall be self-
closing in accordance with NFPA 80.
716.5.9.3 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 907.3 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 corri-
dors required to be of fire-resistance-rated con-
struction.
3. Doors that protect openings in walls that are
capable of resisting the passage of smoke in
accordance with Section 509.4.
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 706.8.
7. Doors installed in shaft enclosures in accor-
dance with Section 713.7.
8. Doors installed in refuse and laundry chutes
and access and termination rooms in accor-
dance with Section 713.13. Automatic-closing
chute intake doors installed in refuse and laun-
dry chutes shall also meet the requirements of
Sections 716.5.9 and 716.5.9.1.1.
9. Doors installed in the walls for compartmenta-
tion 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.
11. Doors installed in smoke partitions in accor-
dance with Section 710.5.2.3.
716.5.9.4 Doors in pedestrian ways. Vertical sliding
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.
716.5.10 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.
716.5.11 Rolling fire shutters. Where fire shutters of the
rolling type are installed, such shutters shall include
approved automatic-closing devices.
716.6 Fire-protection-rated glazing. Glazing in/f>e window
assemblies shall be fire protection rated in accordance with
this section and Table 716.6. Glazing in fire door assemblies
shall comply with Section 716.5.8. Fire-protection-rated glaz-
ing in fire window assemblies shall be tested in accordance
with and shall meet the acceptance criteria of NFPA 257 or
UL 9. Fire-protection-rated glazing shall also comply with
NFPA 80. Openings in nonfire-resistance-rated exterior wall
assemblies that require protection in accordance with Section
705.3, 705.8, 705.8.5 or 705.8.6 shall have a fire protection
136
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
rating of not less than % hour. Fire-protection-rated glazing in
0.5-hour fire-resistance-rated partitions is permitted to have a
0.33-hour fire protection rating.
716.6.1 Testing under positive pressure. NFPA 257 or
UL 9 shall evaluate fire-protection-rated glazing under
positive pressure. 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 balance of the test.
716.6.2 Nonsymmetrical glazing systems. Nonsymmetri-
cal fire-protection-rated glazing systems in fire partitions,
fire barriers or in exterior walls with a fire separation dis-
tance of 5 feet (1524 mm) or less pursuant to Section 705
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 compli-
ance with NFPA 257 or UL 9.
716.6.3 Safety glazing. Fire-protection-rated glazing
installed in fire window assemblies in areas subject to
human impact in hazardous locations shall comply with
Chapter 24.
716.6.4 Glass and glazing. Glazing in fire window assem-
blies shall be fire-protection-rated glazing installed in
accordance with and complying with the size limitations
set forth in NFPA 80.
716.6.5 Installation. Fire-protection-rated glazing shall be
in the fixed position or be automatic-closing and shall be
installed in approved frames.
716.6.6 Window mullions. Metal mullions that exceed a
nominal height of 12 feet (3658 mm) shall be protected
with materials to afford the same fire-resistance rating as
required for the wall construction in which the protective
is located.
716.6.7 Interior fire window assemblies. Fire-protec-
tion-rated glazing used m 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.
716.6.7.1 Where 3 / 4 -hour fire protection window
assemblies permitted. Fire-protection-rated glazing
requiring 45-minute opening protection in accordance
with Table 716.6 shall be limited to fire partitions
designed in accordance with Section 708 and /ire barri-
ers utilized in the applications set forth in Sections
707.3.6 and 707.3.8 where the fire-resistance rating
does not exceed 1 hour. Fire-resistance-rated glazing
assemblies tested in accordance with ASTM E 1 19 or
UL 263 shall not be subject to the limitations of this
section.
716.6.7.2 Area limitations. The total area of the glaz-
ing in fire-protection-rated windows assemblies shall
not exceed 25 percent of the area of a common wall
with any room.
716.6.7.3 Where 7,-hour fire-protection window
assemblies permitted. Fire-protection-rated glazing
shall be permitted in window assemblies tested to
NFPA 257 or UL 9 in smoke barriers and fire parti-
tions requiring V 3 -hour opening protection in accor-
dance with Table 716.6.
716.6.8 Labeling requirements. Fire -protection-rated
glazing shall bear a label or other identification showing
the name of the manufacturer, the test standard and infor-
mation required in Table 716.6 that shall be issued by an
approved agency and shall be permanently identified on
the glazing.
L
TABLE 716.6
FIRE WINDOW ASSEMBLY FIRE PROTECTION RATINGS
TYPE OF WALL
ASSEMBLY
REQUIRED WALL
ASSEMBLY RATING
(hours)
MINIMUM FIRE
WINDOW ASSEMBLY
RATING (hours)
FIRE-RATED
GLAZING MARKING
Interior walls
Fire walls
Fire barriers
Incidental use areas (707.3.6),
Mixed occupancy separations (707.3.8)
Fire partitions
Smoke barriers
All
>1
1
1
1
0.5
1
NP a
NF
NP a
3 / 4
%
V,
w-xxx b
W-XXX b
w-xxx b
OH-45 or W-60
OH-45 or W-60
OH-20orW-30
OH-45 or W-60
Exterior walls
>1
1
0.5
1%
7 5
OH-90 or W-XXX b
OH-45 or W-60
OH-20 or W-30
Party wall
All
NP
Not Applicable
NP - Not Permitted.
a. Not permitted except fire-resistance-rated glazing assemblies tested to ASTM E 1 1 9 or UL 263, as specified in Section 7 1 6.2.
b. XXX = The fire rating duration period in minutes, which shall be equal to the fire-resistance rating required for the wall assembly.
2012 INTERNATIONAL BUILDING CODE®
137
FIRE AND SMOKE PROTECTION FEATURES
SECTION 717
DUCTS AND AIR TRANSFER OPENINGS
717.1 General. The provisions of this section shall govern
the protection of duct penetrations and air transfer openings
in assemblies required to be protected and duct penetrations
in nonfire-resi stance-rated floor assemblies.
717.1.1 Ducts that penetrate fire-resistance-rated
assemblies without dampers. Ducts that penetrate fire-
resistance-rated assemblies and are not required by this
section to have dampers shall comply with the require-
ments of Sections 714.2 through 714.3.3. Ducts that pene-
trate horizontal assemblies not required to be contained
within a shaft and not required by this section to have
dampers shall comply with the requirements of Sections
714.4 through 714.4.2.2.
717.1.1.1 Ducts that penetrate nonfire-resistance-
rated assemblies. The space around a duct penetrating
a nonfire-resistance-rated floor assembly shall comply
with Section 717.6.3.
717.2 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.
717.2.1 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.
Where mechanical systems including ducts and dampers
utilized for normal building ventilation serve as part of the
smoke control system, the expected performance of these
systems in smoke control mode shall be addressed in the
rational analysis required by Section 909.4.
717.2.2 Hazardous exhaust ducts. Fire dampers for haz-
ardous exhaust duct systems shall comply with the Inter-
national Mechanical Code.
717.3 Damper testing, ratings and actuation. Damper test-
ing, ratings and actuation shall be in accordance with Sec-
tions 717.3.1 through 717.3.3.
717.3.1 Damper testing. Dampers shall be listed and
labeled in accordance with the standards in this section.
Fire dampers shall comply with the requirements of UL
555. Only fire dampers labeled for use in dynamic systems
shall be installed in heating, ventilation and air-condition-
ing systems designed to operate with fans on during a fire.
Smoke dampers shall comply 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 or shall be tested as part of a fire-resistance-rated
floor/ceiling or roof/ceiling assembly in accordance with
ASTME119orUL263.
717.3.2 Damper rating. Damper ratings shall be in accor-
dance with Sections 717.3.2.1 through 717.3.2.3.
717.3.2.1 Fire damper ratings. Fire dampers shall
have the minimum fire protection rating specified in
Table 717.3.2.1 for the type of penetration.
TABLE 717.3.2.1
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
3
717.3.2.2 Smoke damper ratings. Smoke damper
leakage ratings shall be Class I or II. Elevated tempera- |
ture ratings shall not be less than 250°F (121°C).
717.3.2.3 Combination fire/smoke damper ratings.
Combination fire/smoke dampers shall have the mini-
mum fire protection rating specified foxfire dampers in
Table 717.3.2.1 for the type of penetration and shall
also have a minimum smoke damper rating as specified |
in Section 717.3.2.2. 1
717.3.3 Damper actuation. Damper actuation shall be in
accordance with Sections 717.3.3.1 through 717.3.3.4 as
applicable.
717.3.3.1 Fire damper actuation device. The fire
damper actuation device shall meet one of the follow-
ing requirements:
1. The operating temperature shall be approxi-
mately 50°F (10°C) above the normal tempera-
ture within the duct system, but not less than
160°F(7rC).
2. The operating temperature shall be not more than
350°F (177°C) where located in a smoke control
system complying with Section 909.
717.3.3.2 Smoke damper actuation. The smoke
damper shall close upon actuation of a listed smoke
detector or detectors installed in accordance with Sec-
tion 907.3 and one of the following methods, as appli-
cable:
1. Where a smoke 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 inlets between the detector and the
damper. The detector shall be listed for the air
velocity, temperature and humidity anticipated at
the point where it is installed. Other than in
mechanical smoke control systems, dampers
shall be closed upon fan shutdown where local
smoke detectors require a minimum velocity to
operate.
2. Where a smoke 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.
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3. Where a smoke damper is installed within an air
transfer 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 smoke damper is installed in a corridor
wall or ceiling, the damper shall be permitted to
be controlled by a smoke detection system
installed in the corridor.
5. Where a total-coverage smoke detector system is
provided within areas served by a heating, venti-
lation and air-conditioning (HVAC) system,
smoke dampers shall be permitted to be con-
trolled by the smoke detection system.
717.3.3.3 Combination fire/smoke damper actua-
tion. Combination fire/smoke damper actuation shall be
in accordance with Sections 717.3.3.1 and 717.3.3.2.
Combination fire/smoke dampers installed in smoke
control system shaft penetrations shall not be activated
by local area smoke detection unless it is secondary to
the smoke management system controls.
717.3.3.4 Ceiling radiation damper actuation. The
operating temperature of a ceiling radiation damper
actuation device shall be 50°F (27.8°C) above the nor-
mal temperature within the duct system, but not less
thanl60°F(71°C).
717.4 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 assem-
bly. Access points shall be permanently identified on the
exterior by a label having letters not less than V 2 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.
717.5 Where required. Fire dampers, smoke dampers and
combination fire/smoke dampers shall be provided at the
locations prescribed in Sections 717.5.1 through 717.5.7 and
717.6. Where an assembly is required to have both fire damp-
ers and smoke dampers, combination fire/smoke dampers or a
fire damper and a smoke damper shall be required.
717.5.1 Fire walls. Ducts and air transfer openings per-
mitted in fire walls in accordance with Section 706.11
shall be protected with listed fire dampers installed in
accordance with their listing.
717.5.1.1 Horizontal exits. A listed smoke damper
designed to resist the passage of smoke shall be pro-
vided at each point a duct or air transfer opening pene-
trates afire wall that serves as a horizontal exit.
717.5.2 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 enclosures for stair-
ways, ramps and exit passageways except as permitted by
Sections 1022.4 and 1023.6, respectively.
Exception: Fire dampers are not required at penetra-
tions of fire barriers where any of the following apply:
1 . Penetrations are tested in accordance with ASTM
E 119 or UL 263 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
automatic 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 sys-
tem. Such a duct system shall be constructed of
sheet steel not less than No. 26 gage thickness
and shall be continuous from the air-handling
appliance or equipment to the air outlet and inlet
terminals.
717.5.2.1 Horizontal exits. A listed smoke damper
designed to resist the passage of smoke shall be pro-
vided at each point a duct or air transfer opening pene-
trates a fire barrier that serves as a horizontal exit .
717.5.3 Shaft enclosures. Shaft enclosures that are per-
mitted to be penetrated by ducts and air transfer 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 contin-
uous airflow upward to the outside; or
1.2. Penetrations are tested in accordance with
ASTM E 119 or UL 263 as part of the
fire-resistance-rated assembly; or
1.3. Ducts are used as part of an approved
smoke control system designed and
installed in accordance with Section 909
and where the fire damper will interfere
with the operation of the smoke control
system; or
1.4. The penetrations are in parking garage
exhaust or supply shafts that are separated
from other building shafts by not less than
2-hour fire-resistance-rated construction.
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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 toi-
let room exhaust openings are installed
with steel exhaust subducts, having a
minimum wall thickness of 0.0187-inch
(0.4712 mm) (No. 26 gage);
2.2. The subducts extend at least 22 inches
(559 mm) vertically; and
2.3. An exhaust fan is installed at the upper
terminus of the shaft that is powered con-
tinuously in accordance with the provi-
sions of Section 909.1 1, so as to maintain
a continuous upward airflow to the out-
side.
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 construc-
tion.
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.
5. Fire dampers and combination fire/smoke damp-
ers are not required in kitchen and clothes dryer
exhaust systems when installed in accordance
with the International Mechanical Code.
717.5.4 Fire partitions. Ducts and air transfer openings
that penetrate fire 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. 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 protected as a through penetration in accor-
dance with Section 714.
2. Tenant partitions in covered and open mall build-
ings where the walls are not required by provi-
sions elsewhere in the code to extend to the
underside of the floor or roof sheathing, slab or
deck above.
3. The duct system is constructed of approved mate-
rials in accordance with the International
Mechanical Code and the duct penetrating the
wall complies with all of the following require-
ments:
3.1. The duct shall not exceed 100 square
inches (0.06 m 2 ).
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
communicate the corridor with adjacent
spaces or rooms.
3.4. The duct shall be installed above a ceil-
ing.
3.5. The duct shall not terminate at a wall reg-
ister 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 l'/ 2 -inch by l'/ 2 -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.
4. Such walls are penetrated by ducted HVAC sys-
tems, have a required fire-resistance rating of 1
hour or less, and are in buildings equipped
throughout with an automatic 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 convey-
ing 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
No. 26 gage thickness and shall be continuous
from the air-handling appliance or equipment to
the air outlet and inlet terminals.
717.5.4.1 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 corri-
dor enclosure required to have smoke and draft control
doors in accordance with Section 7 1 6.5.3.
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.
717.5.5 Smoke barriers. A listed smoke damper designed
to resist the passage of smoke shall be provided at each
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point a duct or air transfer opening penetrates a smoke bar-
rier. Smoke dampers and smoke damper actuation meth-
ods shall comply with Section 717.3.3.2.
Exception: Smoke dampers are not required where the
openings in ducts are limited to a single smoke com-
partment and the ducts are constructed of steel.
717.5.6 Exterior walls. Ducts and air transfer openings in
fire-resistance-rated exterior walls required to have pro-
tected openings in accordance with Section 705.10 shall
be protected with listed fire dampers installed in accor-
dance with their listing.
717.5.7 Smoke partitions. A listed smoke damper
designed to resist the passage of smoke shall be provided
at each point that an air transfer opening penetrates a
smoke partition. Smoke dampers and smoke damper actua-
tion methods shall comply with Section 717.3.3.2.
Exception: Where the installation of a smoke damper
will interfere with the operation of a required smoke
control system in accordance with Section 909,
approved alternative protection shall be utilized.
717.6 Horizontal assemblies. Penetrations by ducts and air
transfer openings of a floor, floor/ceiling assembly or the
ceiling membrane of a roof/ceiling assembly shall be pro-
tected by a shaft enclosure that complies with Section 713 or
shall comply with Sections 717.6.1 through 717.6.3.
717.6.1 Through penetrations. In occupancies other than
Groups 1-2 and 1-3, a duct constructed of approved materi-
als in accordance with the International Mechanical Code
that penetrates a fire-resistance-rated floor/ceiling assem-
bly 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 accordance with Section 714.4. For air transfer open-
ings, see Section 712.1.8.
Exception: A duct is permitted to penetrate three floors
or less without & fire damper at each floor, provided
such duct 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 having a minimum wall thickness of 0.0187
inches (0.4712 mm) (No. 26 gage).
2. The duct shall open into only one dwelling or
sleeping unit and the duct system shall be contin-
uous from the unit to the exterior of the building.
3. The duct shall not exceed 4-inch (102 mm) nomi-
nal diameter and the total area of such ducts shall
not exceed 100 square inches (0.065 m 2 ) in any
100 square feet (9.3 m 2 ) of floor area.
4. The annular space around the duct is protected
with materials that prevent the passage of flame
and hot gases sufficient to ignite cotton waste
where subjected to ASTM E 1 19 or UL 263 time-
temperature conditions under a minimum posi-
tive 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 rat-
ing of the construction 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
717.6.2.1.
717.6.2 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
following:
1. A shaft enclosure in accordance with Section 713.
2. A listed ceiling radiation damper installed at the
ceiling 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
ceiling line where a diffuser with no duct attached
penetrates the ceiling of a fire-resistance-rated floor/
ceiling or roof/ceiling assembly.
717.6.2.1 Ceiling radiation dampers. Ceiling radia-
tion dampers shall be tested in accordance with Section
717.3.1. Ceiling radiation dampers shall be installed in
accordance with the details listed in the fire-resistance-
rated assembly and the manufacturer's installation
instructions and the listing. Ceiling radiation dampers
are not required where either of the following applies:
1 . Tests in accordance with ASTM E 1 19 or UL 263
have shown that ceiling radiation dampers are
not necessary in order to maintain the fire-resis-
tance rating of the assembly.
2. Where exhaust duct penetrations are protected in
accordance with Section 714.4.1.2, are located
within the cavity of a wall and do not pass
through another dwelling unit or tenant space.
717.6.3 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 pro-
tected by any of the following methods:
1 . A shaft enclosure in accordance with Section 713.
2. The duct connects not more than two stories, and the
annular space around the penetrating duct is pro-
tected with an approved noncombustible material
that resists the free passage of flame and the prod-
ucts of combustion.
3. The duct connects not more than three stories, and
the annular space around the penetrating duct is
protected with an approved noncombustible mate-
rial 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.
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717.7 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 718
CONCEALED SPACES
718.1 General. Fireblocking and draftstopping shall be
installed in combustible concealed locations in accordance
with this section. Fireblocking shall comply with Section
718.2. Draftstopping in floor/ceiling spaces and attic spaces
shall comply with Sections 718.3 and 718.4, respectively.
The permitted use of combustible materials in concealed
spaces of buildings of Type I or II construction shall be lim-
ited to the applications indicated in Section 718.5.
718.2 Fireblocking. In combustible construction, fireblock-
ing shall be installed to cut off concealed draft openings (both
vertical 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
Sections 718.2.2 through 718.2.7.
718.2.1 Fireblocking materials. Fireblocking shall con-
sist of the following materials:
1. Two-inch (51 mm) nominal lumber.
2. Two thicknesses of 1-inch (25 mm) nominal lumber
with broken lap joints.
3. One thickness of 0.719-inch (18.3 mm) wood struc-
tural panels with joints backed by 0.719-inch (18.3
mm) wood structural panels.
4. One thickness of 0.75-inch (19.1 mm) particleboard
with joints backed by 0.75-inch (19 mm) particle-
board.
5. One-half-inch (12.7 mm) gypsum board.
6. One-fourth-inch (6.4 mm) cement-based millboard.
7. Batts or blankets of mineral wool, mineral fiber or
other approved materials installed in such a manner
as to be securely retained in place.
8. Cellulose insulation installed as tested for the spe-
cific application.
718.2.1.1 Batts or blankets of mineral wool or min-
eral Fiber. Batts or blankets of mineral wool or mineral
fiber or other approved nonrigid materials shall be per-
mitted for compliance with the 10-foot (3048 mm) hor-
izontal fireblocking in walls constructed using parallel
rows of studs or staggered studs.
718.2.1.2 Unfaced fiberglass. Unfaced fiberglass batt
insulation used as fireblocking shall fill the entire cross
section of the wall cavity to a minimum height of 16
inches (406 mm) measured vertically. When piping,
conduit or similar obstructions are encountered, the
insulation shall be packed tightly around the obstruc-
tion.
718.2.1.3 Loose-Fill insulation material. Loose-fill
insulation material, insulating foam sealants and caulk
materials shall not be used as a fireblock unless specifi-
cally 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.
718.2.1.4 Fireblocking integrity. The integrity of fire-
blocks shall be maintained.
718.2.1.5 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.
718.2.2 Concealed wall spaces. Fireblocking shall be
provided 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.
2. Horizontally at intervals not exceeding 10 feet (3048
mm).
718.2.3 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
horizontal spaces such as occur at soffits, drop ceilings,
cove ceilings and similar locations.
718.2.4 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 1009.9.3.
718.2.5 Ceiling and floor openings. Where required by
Section 712.1.7, Exception 1 of Section 714.4.1.2 or Sec-
tion 714.4.2, fireblocking of the annular space around
vents, pipes, ducts, chimneys and fireplaces at ceilings and
floor levels shall be installed with a material specifically
tested in the form and manner intended for use to demon-
strate its ability to remain in place and resist the free pas-
sage of flame and the products of combustion.
718.2.5.1 Factory-built chimneys and fireplaces.
Factory-built chimneys and fireplaces shall be fire-
blocked in accordance with UL 103 and UL 127.
718.2.6 Exterior wall coverings. Fireblocking shall be
installed within concealed spaces of exterior wall cover-
ings and other exterior architectural elements where per-
mitted to be of combustible construction as specified in
Section 1406 or where erected with combustible frames.
Fireblocking shall be installed at maximum intervals of 20
feet (6096 mm) in either dimension so that there will be no
concealed space exceeding 100 square feet (9.3 m 2 )
between fireblocking. Where wood furring strips are used,
they shall be of approved wood of natural decay resistance
or preservative-treated wood. If noncontinuous, such ele-
ments shall have closed ends, with at least 4 inches (102
mm) of separation between sections.
Exceptions:
1. Fireblocking of cornices is not required in single-
family dwellings. Fireblocking of cornices of a
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two-family dwelling is required only at the line of
dwelling unit separation.
2. Fireblocking shall not be required where the
exterior wall covering is installed on noncombus-
tible framing and the face of the exterior wall
covering exposed to the concealed space is cov-
ered 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 materi-
als.
3. Fireblocking shall not be required where the
exterior wall covering has been tested in accor-
dance with, and complies with the acceptance cri-
teria of, NFPA 285. The exterior wall covering
shall be installed as tested in accordance with
NFPA 285.
718.2.7 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 floor-
ing that will exceed 100 square feet (9.3 m 2 ) in area and
such space shall be filled solidly under permanent parti-
tions 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.
718.3 Draftstopping in floors. In combustible construction,
draftstopping shall be installed to subdivide floor/ceiling
assemblies in the locations prescribed in Sections 718.3.2
through 718.3.3.
718.3.1 Draftstopping materials. Draftstopping materials
shall not be less than V 2 -inch (12.7 mm) gypsum board, 3 / 8 -
inch (9.5 mm) wood structural panel, 3 / g -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 supported. The
integrity of draftstops shall be maintained.
718.3.2 Groups R-l, R-2, R-3 and R-4. Draftstopping
shall be provided in floor/ceiling spaces in Group R-l
buildings, 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 sleep-
ing unit separations.
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,
provided that automatic sprinklers are also
installed in the combustible concealed spaces
where the draftstopping is being omitted. [
718.3.3 Other groups. In other groups, draftstopping shall
be installed so that horizontal floor areas do not exceed
1,000 square feet (93 m 2 ).
Exception: Draftstopping is not required in buildings
equipped throughout with an automatic sprinkler sys-
tem in accordance with Section 903.3.1.1.
718.4 Draftstopping in attics. In combustible construction,
draftstopping shall be installed to subdivide attic spaces and
concealed roof spaces in the locations prescribed in Sections
718.4.2 and 718.4.3. Ventilation of concealed roof spaces
shall be maintained in accordance with Section 1203.2.
718.4.1 Draftstopping materials. Materials utilized for
draftstopping of attic spaces shall comply with Section
718.3.1.
718.4.1.1 Openings. Openings in the partitions shall be
protected by self-closing doors with automatic latches
constructed as required for the partitions.
718.4.2 Groups R-l 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-l buildings. Draftstop-
ping 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 above grade plane, the attic space
shall be subdivided by draftstops into areas not
exceeding 3,000 square feet (279 m 2 ) 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,
provided that automatic sprinklers are also
installed in the combustible concealed space
where the draftstopping is being omitted. |
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FIRE AND SMOKE PROTECTION FEATURES
718.4.3 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 2 ).
Exception: Draftstopping is not required in buildings
equipped throughout with an automatic sprinkler sys-
tem in accordance with Section 903.3.1.1.
718.5 Combustible materials in concealed spaces in Type I
or II construction. Combustible materials shall not be per-
mitted in concealed spaces of buildings of Type I or II con-
struction.
Exceptions:
1. Combustible materials in accordance with Section
603.
2. Combustible materials exposed within plenums
complying with Section 602 of the International
Mechanical Code.
3. 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.
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
tubing, installed in concealed spaces other than ple-
nums, complying with Section 720.7.
SECTION 719
FIRE-RESISTANCE REQUIREMENTS FOR
PLASTER
719.1 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.
719.2 Plaster equivalents. For fire -resistance purposes, 7 2
inch (12.7 mm) of unsanded gypsum plaster shall be deemed
equivalent to V 4 inch (19.1 mm) of one-to-three gypsum sand
plaster or 1 inch (25 mm) of Portland cement sand plaster.
719.3 Noncombustible furring. In buildings of Type 1 and II
construction, plaster shall be applied directly on concrete or
masonry or on approved noncombustible plastering base and
furring.
719.4 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 3 / 4 inch (19.1
mm) from the outer surface and fixed securely in place.
Exception: Solid plaster partitions or where otherwise
determined by fire tests.
719.5 Plaster alternatives for concrete. In reinforced con-
crete construction, gypsum plaster or Portland cement plaster
is permitted to be substituted for V 2 inch (12.7 mm) of the
required poured concrete protection, except that a minimum
thickness of V 8 inch (9.5 mm) of poured concrete shall be pro-
vided 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 Sec-
tion 2510.7.
SECTION 720
THERMAL- AND SOUND-INSULATING MATERIALS
720.1 General. Insulating materials, including facings such
as vapor retarders and vapor-permeable membranes, similar
coverings 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 deter-
mined in accordance with ASTM E 84 or UL 723. Any mate-
rial 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 con-
ditions shall not be permitted.
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 cover-
ings and linings in plenums shall comply with the
International Mechanical Code.
4. All layers of single and multilayer reflective plastic
core insulation shall comply with Section 2613.
720.2 Concealed installation. Insulating materials, where
concealed as installed in buildings of any type of construc-
tion, 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
720.6, shall only be required to meet the smoke-developed
index of not more than 450.
720.2.1 Facings. Where such materials are installed in
concealed spaces in buildings of Type III, IV or V con-
struction, the flame spread and smoke-developed limita-
tions 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 ceil-
ing, wall or floor finish.
Exception: All layers of single and multilayer reflec-
tive plastic core insulation shall comply with Section
2613.
720.3 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 720.6
shall only be required to meet the smoke-developed index
of not more than 450.
144
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
720.3.1 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 accordance with ASTM E 970.
720.4 Loose-fill insulation. Loose-fill insulation materials
that cannot be mounted in the ASTM E 84 or UL 723 appara-
tus without a screen or artificial supports shall comply with
the flame spread and smoke-developed limits of Sections
720.2 and 720.3 when tested in accordance with CAN/ULC
SI 02.2.
Exception: Cellulose loose-fill insulation shall not be
required to be tested in accordance with CAN/ULC
S102.2, provided such insulation complies with the
requirements of Section 720.2 or 720.3, as applicable, and
Section 720.6.
720.5 Roof insulation. The use of combustible roof insula-
tion not complying with Sections 720.2 and 720.3 shall be
permitted in any type of construction provided it is covered
with approved roof coverings directly applied thereto.
720.6 Cellulose loose-fill insulation. Cellulose loose-fill
insulation 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.
720.7 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 721
PRESCRIPTIVE FIRE RESISTANCE
721.1 General. The provisions of this section contain pre-
scriptive details of fire-resistance-rated building elements,
components or assemblies. The materials of construction
listed in Tables 721.1(1), 721.1(2), and 721.1(3) shall be
assumed to have the fire-resistance ratings prescribed
therein. Where materials that change the capacity for heat dis-
sipation are incorporated into a fire-resistance-rated assem-
bly, fire test results or other substantiating data shall be made
available to the building official to show that the required
fire-resistance-rating time period is not reduced.
721.1.1 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
721.1(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 pro-
tection.
721.1.2 Unit masonry protection. Where required, metal
ties shall be embedded in bed joints of unit masonry for
protection of steel columns. Such ties shall be as set forth
in Table 721.1(1) or be equivalent thereto.
721.1.3 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 rein-
forcement.
721.1.4 Plaster application. The finish coat is not
required for plaster protective coatings where they comply
with the design mix and thickness requirements of Tables
721.1(1), 721.1(2) and 721.1(3).
721.1.5 Bonded prestressed concrete tendons. For mem-
bers having a single tendon or more than one tendon
installed with equal concrete cover measured from the
nearest surface, the cover shall not be less than that set
forth in Table 721.1(1). For members having multiple ten-
dons installed with variable concrete cover, the average
tendon cover shall not be less than that set forth in Table
721.1(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
721.1(1). A minimum cover of 3 / 4 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 721.1(1) shall not contribute more
than 50 percent of the required ultimate moment
capacity for members less than 350 square inches
(0.226 m 2 ) in cross-sectional area and 65 percent for
larger members. For structural design purposes,
however, tendons having a reduced cover are
assumed to be fully effective.
2012 INTERNATIONAL BUILDING CODE®
145
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721.1(1)
MINIMUM PROTECTION OF STRUCTURAL PARTS BASED ON TIME PERIODS
FOR VARIOUS NONCOMBUSTIBLE INSULATING MATERIALS" 1
STRUCTURAL
PARTS TO BE
PROTECTED
ITEM
NUMBER
INSULATING MATERIAL USED
MINIMUM THICKNESS OF
INSULATING MATERIAL
FOR THE FOLLOWING
FIRE-RESISTANCE
PERIODS (inches)
4
hours
3
hours
2
hours
1
hour
1 . Steel columns
and all of primary
trusses
(continued)
1-1.1
Carbonate, lightweight and sand-lightweight aggregate concrete, members 6" x 6" or
greater (not including sandstone, granite and siliceous gravel)."
2V 2
2
IV,
1
1-1.2
Carbonate, lightweight and sand-lightweight aggregate concrete, members 8" x 8" or
greater (not including sandstone, granite and siliceous gravel)."
2
1V 2
1
1
1-1.3
Carbonate, lightweight and sand-lightweight aggregate concrete, members
12" x 12" or greater (not including sandstone, granite and siliceous gravel)."
1V 2
1
1
1
1-1.4
Siliceous aggregate concrete and concrete excluded in Item 1-1.1, members 6" x 6" or
greater."
3
2
l'/ 2
1
1-1.5
Siliceous aggregate concrete and concrete excluded in Item 1-1.1, members 8" x 8" or
greater."
2%
2
1
1
1-1.6
Siliceous aggregate concrete and concrete excluded in Item 1-1.1, members
12" x 12" or greater."
2
1
1
1
1-2.1
Clay or shale brick with brick and mortar fill."
3%
—
—
2-V,
1-3.1
4" hollow clay tile in two 2" layers; 7 2 " mortar between tile and column; V 8 " metal mesh
0.046" wire diameter in horizontal joints; tile fill."
4
—
—
—
1-3.2
2" hollow clay tile; V 4 " mortar between tile and column; 3 / s " metal mesh 0.046" wire
diameter in horizontal joints; limestone concrete fill"; plastered with 3 / 4 " gypsum plas-
ter.
3
—
—
—
1-3.3
2" hollow clay tile with outside wire ties 0.08" diameter at each course of tile or 3 / s "
metal mesh 0.046" diameter wire in horizontal joints; limestone or trap-rock concrete
fill" extending 1" outside column on all sides.
—
—
3
—
1-3.4
2" hollow clay tile with outside wire ties 0.08" diameter at each course of tile with or
without concrete fill; 3 / 4 " mortar between tile and column.
—
—
—
2
1-4.1
Cement plaster over metal lath wire tied to V 4 " cold-rolled vertical channels with 0.049"
(No. 18 B.W. gage) wire ties spaced 3" to 6" on center. Plaster mixed
1:2 7, by volume, cement to sand.
—
—
27,"
\
1-5.1
Vermiculite concrete, 1 :4 mix by volume over paperbacked wire fabric lath wrapped
directly around column with additional 2" x 2" 0.065" /0.065" (No. 16/16 B.W. gage)
wire fabric placed 3 / 4 " from outer concrete surface. Wire fabric tied with 0.049" (No. 1 8
B.W. gage) wire spaced 6" on center for inner layer and 2" on center for outer layer.
2
—
—
—
1-6.1
Perlite or vermiculite gypsum plaster over metal lath wrapped around column and
furred 1 V 4 " 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.
l7 2
1
—
—
1-6.2
Perlite or vermiculite gypsum plaster over self-furring metal lath wrapped directly
around column, lapped 1 " and tied at 6" intervals with 0.049" (No. 18 B.W. gage) wire.
l 3 / 4
l 5 / g
1
—
1-6.3
Perlite or vermiculite gypsum plaster on metal lath applied to 3 / 4 " cold-rolled channels
spaced 24" apart vertically and wrapped flatwise around column.
l'/ 2
—
—
—
1-6.4
Perlite or vermiculite gypsum plaster over two layers of '/," 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
1 00 pounds of gypsum to 27 2 cubic feet of aggregate for the 3-hour system.
2V 2
2
—
—
(continued)
146
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721.1(1)— continued
MINIMUM PROTECTION OF STRUCTURAL PARTS BASED ON TIME PERIODS
FOR VARIOUS NONCOMBUSTIBLE INSULATING MATERIALS" 1
STRUCTURAL
PARTS TO BE
PROTECTED
ITEM
NUMBER
INSULATING MATERIAL USED
MINIMUM THICKNESS OF
INSULATING MATERIAL
FOR THE FOLLOWING
FIRE-RESISTANCE
PERIODS (inches)
4
hours
3
hours
2
hours
1
hour
1-6.5
Perlite or vermiculite gypsum plaster over one layer of 7 2 " 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 2 7 2 cubic feet of aggregate.
-7.1
Multiple layers of 7 2 " gypsum wallboard c adhesively d secured to column flanges and
successive layers. Wallboard applied without horizontal joints. Corner edges of each
layer staggered. Wallboard layer below outer layer secured to column with doubled
0.049" (No. 1 8 B.W. gage) steel wire ties spaced 15" on center. Exposed corners taped
and treated.
1-7.2
Three layers of 5 / g " Type X gypsum wallboard. c First and second layer held in place by
V g " diameter by l 3 / g " long ring shank nails with V l6 " diameter heads spaced 24" on cen-
ter at corners. Middle layer also secured with metal straps at mid-height and 18" from
each end, and by metal corner bead at each corner held by the metal straps. Third layer
attached to corner bead with 1" long gypsum wallboard screws spaced 12" on center.
W
1 . Steel columns
and all of primary
trusses
1-7.3
Three layers of 7 g " Type X gypsum wallboard, each layer screw attached to l 5 / g " steel
studs 0.01 8" thick (No. 25 carbon sheet steel gage) at each corner 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 l 5 / g "
spaced 12" on center for middle layer and No. !
layer.
VL
by 27 4 " spaced 12" on center for outer
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 '/ 2 " spacers made of 3 / 4 "
furring channel with 2" legs bent around each corner. 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. Corner bead tied to the lath at 6" on center
along each corner to provide plaster thickness.
17.
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 alternative to the No. 4 rebar, 3 / 4 " diameter by 3" long headed
studs, spaced at 12" on center vertically, shall be welded on each side of the web mid-
way between the column flanges.
See
Note
n
2-1.1
2. Webs or flanges
of steel beams and
girders
(continued)
Carbonate, lightweight and sand-lightweight aggregate concrete (not including sand-
stone, granite and siliceous gravel) with 3" or finer metal mesh placed 1" from the fin-
ished surface anchored to the top flange and providing not less than 0.025 square inch
of steel area per foot in each direction.
17,
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.
27,
IV,
2-2.
Cement plaster on metal lath attached to 3 / 4 " cold-rolled channels with 0.04" (No. 18
B.W. gage) wire ties spaced 3" to 6" on center. Plaster mixed 1 :2 7 2 by volume, cement
to sand.
27 2 "
(continued)
2012 INTERNATIONAL BUILDING CODE®
147
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721 .1 (1 )— continued
MINIMUM PROTECTION OF STRUCTURAL PARTS BASED ON TIME PERIODS
FOR VARIOUS NONCOMBUSTIBLE INSULATING MATERIALS" 1
STRUCTURAL
PARTS TO BE
PROTECTED
ITEM
NUMBER
INSULATING MATERIAL USED
MINIMUM THICKNESS OF
INSULATING MATERIAL
FOR THE FOLLOWING
FIRE-RESISTANCE
PERIODS (inches)
4
hours
3
hours
2
hours
1
hour
2-3.1
Vermiculite gypsum plaster on a metal lath cage, wire tied to 0.165" diameter (No. 8
B.W. gage) steel wire hangers wrapped around beam and spaced 16" on center. Metal
lath ties spaced approximately 5" on center at cage sides and bottom.
2-4.1
2. Webs or
flanges of steel
beams and
girders
Two layers of 5 / g " Type X gypsum wallboard c are attached to U-shaped brackets spaced
24" on center. 0.018" thick (No. 25 carbon sheet steel gage) l 5 / g " deep by 1" galvanized
steel runner channels are first installed parallel to and on each side of the top beam
flange to provide a 7 2 " clearance to the flange. The channel runners are attached to steel
deck or concrete floor construction with approved fasteners spaced 1 2" on center. U-
shaped brackets are formed from members identical to the channel runners. At the bent
portion of the U-shaped bracket, the flanges of the channel are cut out so that l 5 / g " deep
corner channels can be inserted without attachment parallel to each side of the lower
flange.
As an alternative, 0.021" thick (No. 24 carbon sheet steel gage) 1" x 2" runner and cor-
ner angles may be used in lieu of channels, and the web cutouts in the U-shaped brackets
may be omitted. Each angle is attached to the bracket with V 2 "-long No. 8 self-drilling
screws. The vertical legs of the U-shaped bracket are attached to the runners with one
'/," long No. 8 self-drilling screw. The completed steel framing provides a 2V g " and 1 V 2 "
space between the inner layer of wallboard and the sides and bottom of the steel beam,
respectively. The inner layer of wallboard is attached to the top runners and bottom cor-
ner channels or corner angles with l'/ 4 "-long No. 6 self-drilling screws spaced 16" on
center. The outer layer of wallboard is applied with l 3 / 4 "-long No. 6 self-drilling screws
spaced 8" on center. The bottom corners are reinforced with metal corner beads.
IV,
2-4.2
Three layers of 5 / 8 " 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 corner angles. The framing is located so that a 2'/ s " and 2" space is pro-
vided 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 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 l 5 / 8 "-long screws installed in the vertical leg of the bot-
tom corner angles. The outer layer of wallboard is attached with No. 6 2'/ 4 "-long screws
spaced 8" on center. One screw is also installed at the mid-depth of the bracket in each
layer. Bottom corners are finished as described above.
17 a
3. Bonded pre-
tensioned rein-
forcement in
prestressed
concrete 6
3-1.1
Carbonate, lightweight, sand-lightweight and siliceous f aggregate concrete
Beams or girders
Solid '
2V,
I 1 /,
IV,
(continued)
148
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721.1(1)— continued
MINIMUM PROTECTION OF STRUCTURAL PARTS BASED ON TIME PERIODS
FOR VARIOUS NONCOMBUSTIBLE INSULATING MATERIALS" 1
STRUCTURAL
PARTS TO BE
PROTECTED
ITEM
NUMBER
INSULATING MATERIAL USED
MINIMUM THICKNESS OF
INSULATING MATERIAL
FOR THE FOLLOWING
FIRE-RESISTANCE
PERIODS (inches)
4
hours
3
hours
2
hours
1
hour
4. Bonded or
unbonded post-
tensioned ten-
dons in pre-
stressed
concrete 6 ' '
4-1.1
Carbonate, lightweight, sand-lightweight and siliceous' aggregate concrete
Unrestrained members:
Solid slabs' 1
Beams and girders J
8" wide
greater than 12" wide
3
2
4'/ 2
2'/ 2
1'A
2%
2
1%
l'/ 2
4-1.2
Carbonate, lightweight, sand-lightweight and siliceous aggregate
Restrained members: k
Solid slabs' 1
Beams and girders'
8" wide
greater than 1 2" wide
iv 4
27 2
2
1
2
l 3 / 4
iv 2
—
5. Reinforcing
steel in rein-
forced 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.)
l'/ 2
2
l'/ 2
l'/ 2
l'/ 2
i'/ 2
17,
17 2
6. Reinforcing
steel in rein-
forced concrete
joists'
6-1.1
6-1.2
Carbonate, lightweight and sand-lightweight aggregate concrete
Siliceous aggregate concrete
l'/ 4
1%
iv 4
l'/ 2
1
1
X
X
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'/ 4
1
1
X
1
X
X
For SI: 1 inch = 25.4 mm, 1 square inch = 645.2 mm 2 , 1 cubic foot = 0.0283 m 3 , I pound per cubic foot = 16.02 kg/m 3 .
a. Reentrant parts of protected members to be filled solidly.
b. Two layers of equal thickness with a 3 / 4 -inch airspace between.
c. For all of the construction with gypsum wallboard described in Table 721.1(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 7 l6 -inch gypsum veneer plaster.
d. An approved adhesive qualified under ASTM E 119 or UL 263.
e. Where lightweight 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
permitted to be reduced 25 percent, except that in no case shall the cover be less than 3 / 4 inch in slabs or l'/ 2 inches in beams or girders.
f. For solid slabs of siliceous aggregate concrete, increase tendon cover 20 percent.
g. Adequate provisions against spalling shall be provided by U-shaped or hooped stirrups spaced not to exceed the depth of the member with a clear cover of 1
inch.
h. Prestressed slabs shall have a thickness not less than that required in Table 721.1(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 7 2 inch greater than that required away from the
anchor. Minimum cover to steel-bearing plate shall be 1 inch in beams and 3 / 4 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
performance to that of monolithic 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.
2012 INTERNATIONAL BUILDING CODE®
149
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721 .1(2)
RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS ao ' p
MATERIAL
ITEM
NUMBER
CONSTRUCTION
MINIMUM FINISHED
THICKNESS FACE-TO-
FACE" (inches)
4
hours
3
hours
2
hours
1
hour
1. Brick of clay
or shale
1-1.1
Solid brick of clay or shale .
6
4.9
3.8
2.7
1-1.2
Hollow brick, not filled.
5.0
4.3
3.4
2.3
1-1.3
Hollow brick unit wall, grout or filled with perlite vermiculite or expanded shale aggre-
gate.
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 3 / 4 " thick formed from 0.021" sheet metal attached to the brick wall on 24" cen-
ters with approved fasteners, and V 2 " Type X gypsum wallboard attached to the metal
furring strips with l"-long Type S screws spaced 8" on center.
—
—
5 d
—
2. Combination
of clay brick and
load-bearing hol-
low clay tile
2-1.1
4" solid brick and 4" tile (at least 40 percent solid).
—
8
—
—
2-1.2
4" solid brick and 8" tile (at least 40 percent solid).
12
—
—
—
3. Concrete
masonry units
3- 1 . 1 r - g
Expanded slag or pumice.
4.7
4.0
3.2
2.1
3-1.2 f ' 8
Expanded clay, shale or slate.
5.1
4.4
3.6
2.6
3-1. 3 f
Limestone, cinders or air-cooled slag.
5.9
5.0
4.0
2.7
3-1.4 rg
Calcareous or siliceous gravel.
6.2
5.3
4.2
2.8
4. Solid con-
crete 11 ' '
4-1.1
Siliceous aggregate concrete.
7.0
6.2
5.0
3.5
Carbonate aggregate concrete.
6.6
5.7
4.6
3.2
Sand-lightweight concrete.
5.4
4.6
3.8
2.7
Lightweight concrete.
5.1
4.4
3.6
2.5
5. Glazed or
unglazed facing
tile, nonload-
bearing
5-1.1
One 2" unit cored 15 percent maximum and one 4" unit cored 25 percent maximum with
3 / 4 " mortar-filled collar joint. Unit positions reversed in alternate courses.
—
6%
—
—
5-1.2
One 2" unit cored 15 percent maximum and one 4" unit cored 40 percent maximum with
3 / 4 " mortar-filled collar joint. Unit positions side with 3 / 4 " gypsum plaster. Two wythes
tied together every fourth course with No. 22 gage corrugated metal ties.
—
6 3 / 4
—
—
5-1.3
One unit with three cells in wall thickness, cored 29 percent maximum.
—
—
6
—
5-1.4
One 2" unit cored 22 percent maximum and one 4" unit cored 41 percent maximum with
7 4 " mortar-filled collar joint. Two wythes tied together every third course with 0.030"
(No. 22 galvanized sheet steel gage) corrugated metal ties.
—
—
6
—
5-1.5
One 4" unit cored 25 percent maximum with 3 / 4 " gypsum plaster on one side.
—
—
4%
—
5-1.6
One 4" unit with two cells in wall thickness, cored 22 percent maximum.
—
—
—
4
5-1.7
One 4" unit cored 30 percent maximum with 3 / 4 " vermiculite gypsum plaster on one side.
—
—
4%
—
5-1.8
One 4" unit cored 39 percent maximum with V 4 " gypsum plaster on one side.
—
—
—
4V 2
(continued)
150
2012 INTERNATIONAL BUILDING CODE®
MATERIAL
6. Solid gypsum
plaster
7. Solid perlite
and Portland
cement
8. Solid neat
wood fibered
gypsum plaster
9. Solid wall-
board partition
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721.1(2)— continued
RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS "■"•"
ITEM
NUMBER
6-1.1
6-1.2
10. Hollow (stud
less) gypsum
wallboard parti-
tion
6-1.3
6-2.1
CONSTRUCTION
V 4 " by 0.055" (No. 16 carbon sheet steel gage) vertical cold-rolled channels, 16" on cen-
ter with 2.6-pound flat metal lath applied to one face and tied with 0.049" (No. 18 B.W.
Gage) wire at 6" spacing. Gypsum plaster each side mixed 1:2 by weight, gypsum to
sand aggregate. __
3 / 4 " 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" spac-
ing. Perlite or vermiculite gypsum plaster each side. For three-coat work, the plaster mix
for the second coat shall not exceed 1 00 pounds of gypsum to 2 ' / 2 cubic feet of aggregate
for the 1-hour system.
3 / 4 " by 0.055" (No. 16 carbon sheet steel gage) vertical cold-rolled channels, 16" on cen-
ter with 3 / 8 " gypsum lath applied to one face and attached with sheet metal clips. Gyp-
sum plaster each side mixed 1 :2 by weight, gypsum to sand aggregate.
MINIMUM FINISHED
THICKNESS FACE-TO-
FACE"(inches)
4
hours
Studless with 7 2 " 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 7 2 " full-length plain gypsum lath and perlite or vermiculite gypsum plaster
each side.
6-2.3
7-1.1
8-1.1
9-1.1
10-1.1
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, gyp-
sum to sand aggregate.
Perlite mixed in the ratio of 3 cubic feet to 100 pounds of Portland cement and machine
applied to stud side of 1 7 2 " 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.
3 / 4 " 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. ___
3
hours
2
hours
27/
One full-length layer V 2 " Type X gypsum wallboard 6 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".
One full-length layer of 7 S " Type X gypsum wallboard e attached to both sides of wood
or metal top and bottom runners laminated to each side of l"x 6" full-length gypsum
coreboard libs 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.
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 l 5 / 8 " drywall screws at 24" on center. Mini-
mum width of rumors l 5 / s ". Face layer of 7 2 " regular full-length gypsum wallboard lam
inated to outer faces of backing board with approved laminating compound.
27;
1
hour
37'
4 5 /'
(continued)
2 d
27;
2012 INTERNATIONAL BUILDING CODE®
151
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721.1(2) —continued
RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS a ° "
MATERIAL
ITEM
NUMBER
CONSTRUCTION
MINIMUM FINISHED
THICKNESS FACE-TO-
FACE b (inches)
4
hours
3
hours
2
hours
1
hour
1 1 . Noncombusti-
ble studs-interior
partition with
plaster each side
11-1.1
3'/ 4 " x 0.044" (No. 18 carbon sheet steel gage) steel studs spaced 24" on center. 7 8 " gyp-
sum plaster on metal lath each side mixed 1:2 by weight, gypsum to sand aggregate.
—
—
—
4 3 //
11-1.2
3V g " x 0.055" (No. 16 carbon sheet steel gage) approved nailable k studs spaced 24" on
center. 5 / 8 " neat gypsum wood-fibered plaster each side over 3 / 8 " rib metal lath nailed to
studs with 6d common nails, 8" on center. Nails driven l'/ 4 " and bent over.
—
—
5%
—
11-1.3
4" x 0.044" (No. 18 carbon sheet steel gage) channel-shaped steel studs at 16" on center.
On each side approved resilient clips pressed onto stud flange at 16" vertical spacing, '/
4 " pencil rods snapped into or wire tied onto outer loop of clips, metal lath wire-tied to
pencil rods at 6" intervals, 1" perlite gypsum plaster, each side.
—
7 5/d
' '8
—
—
11-1.4
2'/ 2 " x 0.044" (No. 18 carbon sheet steel gage) steel studs spaced 16" on center. Wood
fibered gypsum plaster mixed 1:1 by weight gypsum to sand aggregate applied on 3 / 4 -
pound metal lath wire tied to studs, each side. 3 / 4 " plaster applied over each face, includ-
ing finish coat.
—
—
47 4 d
—
1 2. Wood studs
interior partition
with plaster each
side
12-1. l lm
2" x 4" wood studs 16" on center with 5 / 8 " gypsum plaster on metal lath. Lath attached
by 4d common nails bent over or No. 14 gage by 1 V 4 " by 3 / 4 " crown width staples spaced
6" on center. Plaster mixed 1:1'/, for scratch coat and 1 :3 for brown coat, by weight,
gypsum to sand aggregate.
—
—
_
5'/ 8
12-1.2'
2" x 4" wood studs 16" on center with metal lath and 7 / 8 " neat wood-fibered gypsum
plaster each side. Lath attached by 6d common nails, 7" on center. Nails driven 1 7 4 " and
bent over.
—
—
57 2 d
—
12-1.3'
2" x 4" wood studs 16" on center with 3 / 8 " perforated or plain gypsum lath and V," gyp-
sum plaster each side. Lath nailed with l'/ 8 " by No. 13 gage by 19 / 64 " head plasterboard
blued nails, 4" on center. Plaster mixed 1:2 by weight, gypsum to sand aggregate.
—
—
—
5V 4
12-1.4'
2" x 4" wood studs 16" on center with 7 S " Type X gypsum lath and V 2 " gypsum plaster
each side. Lath nailed with 1 7 8 " by No. 13 gage by '%„" head plasterboard blued nails,
5" on center. Plaster mixed 1 :2 by weight, gypsum to sand aggregate.
—
—
—
5'4
13. Noncombusti-
ble studs-interior
partition with gyp-
sum 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 V 8 " Type X gypsum wallboard 8 applied vertically attached with 1 "
long No. 6 drywall screws to each stud. Screws are 8" on center around the perimeter
and 12" on center on the intermediate stud. The wallboard may be applied horizontally
when attached to 3 5 / 8 " studs and the horizontal joints are staggered with those on the
opposite side. Screws for the horizontal application shall be 8" on center at vertical
edges and 12" on center at intermediate studs.
—
—
—
2V
13-1.2
0.018" (No. 25 carbon sheet steel gage) channel-shaped studs 25" on center with two
full-length layers of 7," Type X gypsum wallboard" applied vertically each side. First
layer attached with 1 "-long, No. 6 drywall screws, 8" on center around the perimeter and
12" on center on the intermediate stud. Second layer applied with vertical joints offset
one stud space from first layer using 1%" long, No. 6 drywall screws spaced 9" on center
along vertical joints, 12" on center at intermediate studs and 24" on center along top and
sottom runners.
—
—
3% d
—
13-1.3
0.055" (No. 16 carbon sheet steel gage) approved nailable metal studs' 24" on center
with full-length 5 / 8 " Type X gypsum wallboard applied vertically and nailed 7" on center
with 6d cement-coated common nails. Approved metal fastener grips used with nails at
vertical butt joints along studs.
—
—
—
4 7 4
(continued)
152
2012 INTERNATIONAL BUILDING CODE®
F!RE AND SMOKE PROTECTION FEATURES
TABLE 721.1(2)— continued
RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS ao p
MATERIAL
ITEM
NUMBER
CONSTRUCTION
MINIMUM FINISHED
THICKNESS FACE-TO-
FACE b (inches)
4
hours
3
hours
2
hours
1
hour
14. Wood
studs-interior par-
tition with gyp-
sum wallboard
each side
14-1. l h - m
2" x 4" wood studs 16" on center with two layers of 7 8 " regular gypsum
wallboard 6 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.
—
—
—
5
14-1.2'-™
2" x 4" wood studs 16" on center with two layers '/," regular gypsum wallboard' -
applied vertically or horizontally each side k , 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.
—
—
—
57. 2
14-1.3'-™
2" x 4" wood studs 24" on center with 5 / 8 " Type X gypsum wallboard 6 applied verti-
cally or horizontally nailed with 6d cooler" or wallboard" nails at 7" on center with
end joints on nailing members. Stagger joints each side.
—
—
—
4-V 4
14-1.4'
2" x 4" fire-retardant-treated wood studs spaced 24" on center with one layer of
5 / s " Type X gypsum wallboard' applied with face paper grain (long dimension) paral-
lel to studs. Wallboard attached with 6d cooler" or wallboard" nails at 7" on center.
—
—
—
4-7 4 d
14-1.5'- m
2" x 4" wood studs 16" on center with two layers V g " Type X gypsum wallboard 6
each side. Base layers applied vertically and nailed with 6d cooler" or wallboard"
nails at 9" on center. Face layer applied vertically or horizontally and nailed with 8d
cooler" or wallboard" nails at 7" on center. For nail-adhesive application, base layers
are nailed 6" on center. Face layers applied with coating of approved wallboard
adhesive and nailed 12" on center.
—
—
6
—
14-1.6'
2" x 3" fire-retardant-treated wood studs spaced 24" on center with one layer of
5 / b " Type X gypsum wallboard 6 applied with face paper grain (long dimension) at
right angles to studs. Wallboard attached with 6d cement-coated box nails spaced 7"
on center.
—
—
—
3% d
15. Exterior or
interior walls
(continued)
15-1. I 1 '" 1
Exterior surface with 3 / 4 " drop siding over V 2 " gypsum sheathing on 2" x 4" wood
studs at 1 6" on center, interior surface treatment as required for 1 -hour-rated exterior
or interior 2" x 4" wood stud partitions. Gypsum sheathing nailed with l 3 / 4 " by No.
1 1 gage by 7 / ]6 " head galvanized nails at 8" on center. Siding nailed with 7d galva-
nized smooth box nails.
—
—
—
Var-
ies
15-1.2""
2" x 4" wood studs 16" on center with metal lath and V 4 " cement plaster on each
side. Lath attached with 6d common nails 7" on center driven to 1 " minimum pene-
tration and bent over. Plaster mix 1:4 for scratch coat and 1:5 for brown coat, by vol-
ume, cement to sand.
—
—
—
5%
15-1.3 m
2" x 4" wood studs 1 6" on center with 7 / 8 " 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.
—
—
—
Var-
ies
15-1.4
3 5 / 8 " No. 16 gage noncombustible studs 16" on center with 7 / 8 " cement plaster (mea-
sured from the face of the studs) on the exterior surface with interior surface treat-
ment as required for interior, nonhealing, noncombustible stud partitions in this
table. Plaster mix 1 :4 for scratch coat and 1:5 for brown coat, by volume, cement to
sand.
—
— -
—
Var-
ies d
(continued)
2012 INTERNATIONAL BUILDING CODE®
153
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721 .1 (2)— continued
RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS a ° p
MATERIAL
ITEM
NUMBER
CONSTRUCTION
MINIMUM FINISHED
THICKNESS FACE-TO-
FACE" (inches)
4
hours
3
hours
2
hours
1
hour
15-1.5"
2'/ 4 " x 3 3 / 4 " clay face brick with cored holes over V 2 " gypsum sheathing on exterior sur-
face of 2" x 4" wood studs at 16" on center and two layers 5 / g " Type X gypsum wallboard 6
on interior surface. Sheathing placed horizontally or vertically with vertical joints over
studs nailed 6" on center with l 3 / 4 " x No. 11 gage by 7 / l6 " head galvanized nails. Inner
layer of wallboard placed horizontally or vertically and nailed 8" on center with 6d cool-
er" 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 cov-
ered with joint compound. 0.035 inch (No. 20 galvanized sheet gage) corrugated galva-
nized steel wall ties 3 / 4 " by 6 5 / 8 " attached to each stud with two 8d cooler" or wallboard"
nails every sixth course of bricks.
15-1.6'-
15. Exterior or
interior walls
(continued)
2" x 6" fire-retardant-treated wood studs 16" on center. Interior face has two layers of 5 / 8 "
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 cen-
ter at joints and 12" on center elsewhere. The exterior face has a base layer of 5 / 8 " Type X
gypsum sheathing placed vertically with 6d box nails 8" on center at joints and 12" on
center elsewhere. An approved building paper is next applied, followed by self-furred
exterior lath attached with 2'/ 2 ", No. 12 gage galvanized roofing nails with a 3 / 8 " diameter
head and spaced 6" on center along each stud. Cement plaster consisting of a'/ 2 " 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 lime and 3 pounds of approved additives or admix-
tures 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 admix-
tures used in the scratch coat.
15-1.7 1 '
2" x 6" wood studs 16" on center. The exterior face has a layer of 5 / 8 " Type X gypsum
sheathing placed vertically with 6d box nails 8" on center at joints and 12" on center else-
where. An approved building paper is next applied, followed by 1" by No. 18 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'/ 2 " scratch coat, a bonding agent
and a 1 /," 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 cov-
ered with 3 / 8 " gypsum lath with 1" hexagonal mesh of 0.035 inch (No. 20 B.W. gage)
woven wire lath furred out 5 /, 6 " and I" perlite or vermiculite gypsum plaster. Lath nailed
with 1 7 8 " by No. 13 gage by 19 / 64 " head plasterboard glued nails spaced 5" on center.
Mesh attached by l 3 / 4 " by No. 12 gage by 3 / 8 " head nails with 3 / s " furrings, spaced 8" on
center. The plaster mix shall not exceed 100 pounds of gypsum to 2'/ 2 cubic feet of aggre-
gate.
8%
(continued)
154
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721.1(2)— continued
RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS aop
MATERIAL
ITEM
NUMBER
15-1.8'-
CONSTRUCTION
15. Exterior or
interior walls
(continued)
15-1.9
15-1.10
15-1.11
i5-1.12 cl
2" x 6" wood studs 16" on center. The exterior face has a layer of 5 / 8 " 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 7 2 " 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 V 2 " scratch coat, and a'/ 2 "
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 3 / s " gypsum lath with 1" hexagonal mesh of No. 20 gage woven wire lath furred out
5 / ]6 " and 1" perlite or vermiculite gypsum plaster. Lath nailed with l'/ 8 " by No. 13 gage
by l9 / 64 " head plasterboard glued nails spaced 5" on center. Mesh attached by l 3 / 4 " by No.
12 gage by %" head nails with V 8 " furrings, spaced 8" on center. The plaster mix shall
not exceed 1 00 pounds of gypsum to 2 V 2 cubic feet of aggregate.
4" No. 18 gage, nonload-bearing metal studs, 16" on center, with 1" Portland cement
lime plaster [measured from the back side of the 3 / 4 -pound expanded metal lath] on the
exterior surface. Interior surface to be covered with 1" of gypsum plaster on 3 / 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 4 " diameter pencil rods supported
by No. 20 gage metal clips, located 16" on center vertically, on each stud. 3" thick min-
eral fiber insulating batts friction fitted between the studs.
MINIMUM FINISHED
THICKNESS FACE-TO-
FACE" (inches)
4
hours
3
hours
Steel studs 0.060" thick, 4" deep or 6" at 16" or 24" centers, with V 2 " Glass Fiber Rein-
forced Concrete (GFRC) on the exterior surface. GFRC is attached with flex anchors at
24" on center, with 5" leg welded to studs with two V 2 "-long flare-bevel welds, and 4"
foot attached to the GFRC skin with 5 / g " thick GFRC bonding pads that extend 2'/ 2 "
beyond the flex anchor foot on both sides. Interior surface to have two layers of V 2 " Type
X gypsum wallboard. 6 The first layer of wallboard to be attached with 1 "-long Type S
buglehead screws spaced 24" on center and the second layer is attached with l 5 / 8 "-long
Type S screws spaced at 12" on center. Cavity is to be filled with 5" of 4 pcf (nominal)
mineral fiber batts. GFRC has 1 V 2 " returns packed with mineral fiber and caulked on the
exterior.
Steel studs 0.060" thick, 4" deep or 6" at 16" or 24" centers, respectively, with V 2 " 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 V 2 "-long flare-bevel
welds, and 4" foot attached to the GFRC skin with 5 / 8 " -thick GFRC bonding pads that
extend 2'/ 2 " beyond the flex anchor foot on both sides. Interior surface to have one layer
of 5 / 8 " Type X gypsum wallboard , attached with 1 V 4 "-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 V 2 " returns packed with mineral fiber and caulked on the exterior.
2" x 6" wood studs at 16" with double top plates, single bottom plate; interior and exte-
rior sides covered with %" Type X gypsum wallboard, 4' wide, applied horizontally or
vertically with vertical joints over studs, and fastened with 2'/ 4 " Type S drywall screws,
spaced 12" on center. Cavity to be filled with 5'/ 2 " mineral wool insulation.
2
hours
8V a
6V 2 d
1
hour
6V.
6 3 /,
(continued)
2012 INTERNATIONAL BUILDING CODE®
155
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721.1(2)— continued
RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS aop
MATERIAL
ITEM
NUMBER
15-1.13"
1.5-1.14"
15-1.15"
CONSTRUCTION
x 6" wood studs at 16" with double top plates, single bottom plate; interior and exterior
sides covered with %" Type X gypsum wallboard, 4' wide, applied vertically with all joints
over framing or blocking and fastened with 2'/ 4 " Type S drywall screws, spaced 12" on
center. R- 19 mineral fiber insulation installed in stud cavity.
2" x 6" wood studs at 16" with double top plates, single bottom plate; interior and exterior
sides covered with %" Type X gypsum wallboard, 4' wide, applied horizontally or verti-
cally with vertical joints over studs, and fastened with 27 4 " Type S drywall screws, spaced
7" on center.
2" x 4" wood studs at 16" with double top plates, single bottom plate; interior and exterior
sides covered with 5 / s " Type X gypsum wallboard and sheathing, respectively, 4' wide,
applied horizontally or vertically with vertical joints over studs, and fastened with 2'/ 4 "
Type S drywall screws, spaced 12" on center. Cavity to be filled with 37 2 " mineral wool
insulation.
15-1.16"
15. Exterior or
interior walls
(continued)
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 27 4 " Type S drywall
screws, spaced 24" on center and face layer fastened with Type S drywall screws, spaced
on center, wallboard joints covered with paper tape and joint compound, fastener heads
covered with joint compound. Cavity to be filled with 57 2 " mineral wool insulation.
15-2.1"
15-2.2"
15-2.3'
MINIMUM FINISHED
THICKNESS FACE-TO-
FACE" (inches)
4
hours
3%" No. 16 gage steel studs at 24" on center or 2" x 4" wood studs at 24" on center. Metal
lath attached to the exterior side of studs with minimum 1" long No. 6 drywall screws at 6"
on center and covered with minimum V 4 " thick Portland cement plaster. Thin veneer brick
units of clay or shale complying with ASTM C 1088, Grade TBS or better, installed in run-
ning bond in accordance with Section 1405.10. Combined total thickness of the Portland
cement plaster, mortar and thin veneer brick units shall be not less than l7 4 ". Interior side
covered with one layer of 3 / 8 " thick Type X gypsum wallboard attached to studs with 1"
long No. 6 drywall screws at 12" on center.
3 5 / 8 " No. 16 gage steel studs at 24" on center or 2" x 4" wood studs at 24" on center. Metal
lath attached to the exterior side of studs with minimum 1" long No. 6 drywall screws at 6"
on center and covered with minimum V 4 " thick Portland cement plaster. Thin veneer brick
units of clay or shale complying with ASTM C 1088, Grade TBS or better, installed in run-
ning bond in accordance with Section 1405.10. Combined total thickness of the Portland
cement plaster, mortar and thin veneer brick units shall be not less than 2". Interior side
covered with two layers of 5 / 8 " thick Type X gypsum wallboard. Bottom layer attached to
studs with 1" long No. 6 drywall screws at 24" on center. Top layer attached to studs with
l 5 / 8 " long No. 6 drywall screws at 12" on center.
3 5 / 8 " No. 16 gage steel studs at 16" on center or 2"x 4" wood studs at 16" on center. Where
metal lath is used, attach to the exterior side of studs with minimum 1" long No. 6 drywall
screws at 6" on center. Brick units of clay or shale not less than 2%" thick complying with
ASTM C 216 installed in accordance with Section 1405.6 with a minimum 1" air space.
Interior side covered with one layer of 7 8 " thick Type X gypsum wallboard attached to
studs with 1" long No. 6 drywall screws at 12" on center.
3
hours
2
hours
1
hour
6%
67,
4 3 / 4
67 8
7 7 /,
(continued)
156
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721.1(2)— continued
RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS aop
MATERIAL
ITEM
NUMBER
CONSTRUCTION
MINIMUM FINISHED
THICKNESS FACE-TO-
FACE" (inches)
4
hours
3
hours
2
hours
1
hour
15. Exterior or
interior walls
15-2.4"
3 5 / 8 " No. 16 gage steel studs at 16" on center or 2" x 4" wood studs at 16" on center.
Where metal lath is used, attach to the exterior side of studs with minimum 1 " long No. 6
drywall screws at 6" on center. Brick units of clay or shale not less than 2 5 / 8 " thick com-
plying with ASTM C 216 installed in accordance with Section 1405.6 with a minimum
1 " air space. Interior side covered with two layers of 5 / 8 " thick Type X gypsum wall-
board. Bottom layer attached to studs with 1 " long No. 6 drywall screws at 24" on center.
Top layer attached to studs with l 5 / s " long No. 6 drywall screws at 12" on center.
—
—
87,
—
16. Exterior walls
rated for fire
resistance from
the inside only in
accordance with
Section 705.5.
16-1.1"
2" x 4" wood studs at 16" centers with double top plates, single bottom plate; interior
side covered with 5 / g " Type X gypsum wallboard, 4" wide, applied horizontally
unblocked, and fastened with 2'/ 4 " Type S drywall screws, spaced 12" on center, wall-
board joints covered with paper tape and joint compound, fastener heads covered with
joint compound. Exterior covered with 3 / 8 " wood structural panels, applied vertically,
horizontal joints blocked and fastened with 6d common nails (bright) — 12" on center in
the field, and 6" on center panel edges. Cavity to be filled with 3'/ 2 " mineral wool insula-
tion. Rating established for exposure from interior side only.
—
—
—
4V 2
16-1.2"
2" x 6" wood studs at 16" centers with double top plates, single bottom plate; interior
side covered with 5 / 8 " Type X gypsum wallboard, 4" wide, applied horizontally or verti-
cally with vertical joints over studs and fastened with 2'/ 4 " Type S drywall screws,
spaced 12" on center, wallboard joints covered with paper tape and joint compound, fas-
tener heads covered with joint compound, exterior side covered with 7 /| 6 " wood struc-
tural panels 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'/ 2 " mineral wool insulation.
Rating established from the gypsum-covered side only.
—
—
—
6'/ l6
16-1.3"
2" x 6" wood studs at 16" centers with double top plates, single bottom plates; interior
side covered with %" Type X gypsum wallboard, 4" wide, applied vertically with all
joints over framing or blocking and fastened with 2 V 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, applied vertically with edges over framing or blocking and fas-
tened with 6d common nails (bright) at 1 2" on center in the field and 6" on center on
panel edges. R-19 mineral fiber insulation installed in stud cavity. Rating established
from the gypsum-covered side only.
—
—
—
6'/ 2
For SI: 1 inch = 25.4 mm, 1 square inch = 645.2 mm 2 , 1 cubic foot = 0.0283 m 3 .
a. Staples with equivalent holding power and penetration shall be permitted to be used as alternate fasteners to nails for attachment to wood framing.
b. Thickness shown for brick and clay 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 722.3.1 for concrete masonry and Section 722.4.1.1 for clay masonry. Where all cells are solid
grouted or filled with silicone-treated perlite loose-fill insulation; vermiculite loose-fill insulation; or expanded clay, shale or slate lightweight aggregate, the
equivalent thickness shall be the thickness of the block or brick using specified dimensions as defined in Chapter 21. Equivalent thickness may also include
the thickness of applied plaster and lath or gypsum wallboard, where specified.
c. For units in which the net cross-sectional area of cored brick in any plane parallel to the surface containing the cores is at least 75 percent of the gross cross-
sectional 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
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 ]6 -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 5 / 8 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 3 / 8 inch.
g. The fire-resistance rating of concrete masonry units composed of a combination of aggregate types or where plaster is applied directly to the concrete
masonry shall be determined in accordance with ACI 216.1/TMS 0216. Lightweight aggregates shall have a maximum combined density of 65 pounds per
cubic foot.
(continued)
2012 INTERNATIONAL BUILDING CODE®
157
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721.1(2)— continued
RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS ao '
See also Note b. The equivalent thickness shall be permitted to include the thickness of cement plaster or 1 .5 times the thickness of gypsum plaster applied in
accordance with the requirements of Chapter 25.
Concrete walls shall be reinforced with horizontal and vertical temperature reinforcement as required by Chapter 19.
Studs are welded truss wire studs with 0.1 8 inch (No. 7 B.W. gage) flange wire and 0. 18 inch (No. 7 B.W. gage) truss wires.
Nailable metal studs consist of two channel studs spot welded back to back with a crimped web forming a nailing groove.
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 assemblies 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.
.For studs with a slenderness ratio, l/d, greater than 33, the design stress shall be reduced to 78 percent of allowable F" c . For studs with a slenderness ratio,
l/d, not exceeding 33, the design stress shall be reduced to 78 percent of the adjusted stress F 1 ^ calculated for studs having a slenderness ratio l/d of 33.
For properties of cooler or wallboard nails, see ASTM C 514, ASTM C 547 or ASTM F 1667.
Generic fire-resistance ratings (those not designated as PROPRIETARY* in the listing) in the GA 600 shall be accepted as if herein listed.
NCMA TEK 5-8A shall be permitted for the design of fire walls.
The design stress of studs shall be equal to a maximum of 1 00 percent of the allowable F' c calculated in accordance with Section 2306.
TABLE 721.1(3)
MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMS 3 "
FLOOR OR ROOF
CONSTRUCTION
ITEM
NUMBER
CEILING CONSTRUCTION
THICKNESS OF FLOOR OR
ROOF SLAB
(inches)
MINIMUM THICKNESS OF
CEILING
(inches)
4
hours
3
hours
2
hours
1
hour
4
hours
3
hours
2
hours
1
hour
1. Siliceous aggre-
gate concrete
1-1.1
Slab (no ceiling required). Minimum cover over nonpre-
stressed reinforcement shall not be less than
3, ,. b
'4 '
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-light-
weight 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 3 / 4 " cold-rolled channels spaced
12" on center. Ceiling located 6" minimum below joists.
3
2
—
—
1
%
—
—
5-2.1
3 / 8 " Type X gypsum wallboard" attached to 0.018 inch (No.
25 carbon sheet steel gage) by 7 / g " deep by 27 s " hat-shaped
galvanized steel channels with 1 "-long No. 6 screws. The
channels are spaced 24" on center, span 35" and are sup-
ported 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 %," by l'/ 4 " long power-driven fasteners. The
wallboard is installed with the long dimension perpendicu-
lar 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 fin-
ished ceiling is located approximately 12" below the soffit
of the floor slab.
—
2%
—
—
—
%
—
(continued)
158
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721.1(3)— continued
MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMS 3 "
FLOOR OR ROOF
CONSTRUCTION
ITEM
NUMBER
CEILING CONSTRUCTION
THICKNESS OF FLOOR
OR ROOF SLAB
(inches)
MINIMUM THICKNESS OF
CEILING
(inches)
4
hours
3
hours
2
hours
1
hour
4
hours
3
hours
2
hours
1
hour
6. Steel joists con-
structed with a
poured reinforced
concrete slab on
metal lath forms or
steel form units' 1, e
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.
—
—
2%
2'/ 4
—
—
\
%
6-2.1
Vermiculite gypsum plaster on metal lath attached to the
bottom chord with single No. 16 gage or doubled 0.049-
inch (No. 18 B.W. gage) wire ties 6" on center.
—
2
—
—
—
%
—
—
6-3.1
Cement plaster over metal lath attached to the bottom chord
of joists with single No. 16 gage or doubled 0.049" (No. 18
B.W. gage) wire ties spaced 6" on center. Plaster mixed 1 :2
for scratch coat, 1:3 for brown coat for 1-hour system and
1 : 1 for scratch coat, 1:1 '/ 2 for brown coat for 2-hour sys-
tem, by weight, cement to sand.
—
—
—
2
—
—
—
V
6-4.1
Ceiling of 5 / g " Type X wallboard c attached to 7 / 8 " deep by
2 5 / B " 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 bot-
tom chord of joists with doubled 0.049 inch (No. 18 B.W.
gage) wire or suspended below joists on wire hangers. 8
—
—
27 2
—
—
—
%
—
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 V 4 " channels spaced 13'/ 2 " on center. Channels
secured to joists at each intersection with two strands of
0.049 inch (No. 18 B.W. gage) galvanized wire.
—
—
2V 2
—
—
—
%
—
7. Reinforced con-
crete slabs and joists
with hollow clay tile
fillers laid end to
end in rows 2'/," or
more apart; rein-
forcement placed
between rows and
concrete cast around
and over tile.
7-1.1
'%" gypsum plaster on bottom of floor or roof construction.
—
—
8 h
—
—
—
\
—
7-1.2
None
—
—
—
57 2 '
—
—
—
—
8. Steel joists con-
structed with a rein-
forced concrete slab
on top poured on a V
," deep steel deck. e
8-1.1
Vermiculite gypsum plaster on metal lath attached to V 4 "
cold-rolled channels with 0.049" (No. 1 8 B.W. gage) wire
ties spaced 6" on center.
2'A j
—
—
—
J / 4
—
—
—
(continued)
2012 INTERNATIONAL BUILDING CODE®
159
FiRE AND SMOKE PROTECTION FEATURES
TABLE 721.1(3)— continued
MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMS 8 "
FLOOR OR ROOF
CONSTRUCTION
ITEM
NUMBER
CEILING CONSTRUCTION
THICKNESS OF FLOOR OR
ROOF SLAB
(inches)
MINIMUM THICKNESS OF
CEILING
(inches)
4
hours
3
hours
2
hours
1
hour
4
hours
3
hours
2
hours
1
hour
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 3 / 4 " cold-rolled channels spaced 12" on cen-
ter and secured to 1 7 2 " cold-rolled channels spaced 36" on
center with 0.065" (No. 16 B.W. gage) wire. 1 '/," channels
supported by No. 8 gage wire hangers at 36" on center.
Beams within envelope and with a 27," airspace between
beam soffit and lath have a 4-hour rating.
27 2
—
—
—
17/
—
—
—
10. 1 V,"-deep steel
roof deck on steel
framing. Insula-
tion 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
3 / 4 " furring channels with 0.049" (No. 18 B.W. gage) wire
ties spaced 6" on center. 3 / 4 " channel saddle tied to 2" chan-
nels 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 aggre-
gate.
—
—
i 7 4
1
—
—
V
%'
11. l'/ 2 "-deep steel
roof deck on steel-
framing wood fiber
insulation board,
17.5 pcf density on
top applied over a
15-lb asphalt-satu-
rated felt. Class A
or B roof covering.
11-1.1
Ceiling of gypsum plaster on metal lath. Lath attached to
3 / 4 " furring channels with 0.049" (No. 18 B.W. gage) wire
ties spaced 6" on center. V 4 " channels saddle tied to 2"
channels with doubled 0.065" (No. 16 B.W. gage) wire ties.
2" channels spaced 36" on center suspended 2" below steel
framing and saddle tied with 0.165" (No. 8 B.W. gage)
wire. Plaster mixed 1:2 for scratch coat and 1:3 for brown
coat, by weight, gypsum-to-sand aggregate for 1-hour sys-
tem. For 2-hour system, plaster mix is 1:2 by weight, gyp-
sum-to-sand aggregate.
—
—
l7 2
1
—
—
X s
\ l
(continued)
160
2012 INTERNATIONAL BUILDING CODE 8
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721.1(3) —continued
MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMS 3 ''
FLOOR OR ROOF
CONSTRUCTION
ITEM
NUMBER
CEILING CONSTRUCTION
THICKNESS OF FLOOR
OR ROOF SLAB
(inches)
MINIMUM THICKNESS OF
CEILING
(inches)
4
hours
3
hours
2
hours
1
hour
4
hours
3
hours
2
hours
1
hour
12. l'/ 2 " deep steel
roof deck on steel-
framing insulation
of rigid board con-
sisting of expanded
perlite and fibers
impregnated with
integral asphalt
waterproofing; den-
sity 9 to 12pcf
secured to metal
roof deck by 7 2 "
wide ribbons of
waterproof, cold-
process liquid adhe-
sive spaced 6"
apart. Steel joist or
light steel construc-
tion with metal roof
deck, insulation,
and Class A or B
built-up roof cover-
ing. 6
12-1.1
Gypsum-vermiculite plaster on metal lath wire tied at 6"
intervals to V 4 " furring channels spaced 1 2" on center and
wire tied to 2" runner channels spaced 32" on center.
Runners wire tied to bottom chord of steel joists.
—
1
—
—
—
\
—
13. Double wood
floor over wood
joists spaced 16" on
center. mn
13-1.1
Gypsum plaster over 3 / s " Type X gypsum lath. Lath initially
applied with not less than four 1 7 S " by No. 13 gage by ,9 / 64 "
head plasterboard blued nails per bearing. Continuous strip-
ping over lath along all joist lines. Stripping consists of 3"
wide strips of metal lath attached by 1 7 2 " by No. 11 gage
by 7 2 " 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 7," by 3 / 4 " crown width staples, spaced 4" on cen-
ter. Where alternate stripping is used, the lath nailing may
consist of two nails at each end and one nail at each inter-
mediate bearing. Plaster mixed 1 :2 by weight, gypsum-to-
sand aggregate.
—
7 / 8
13-1.2
Cement or gypsum plaster on metal lath. Lath fastened with
l7 2 " by No. 1 1 gage by 7 / 16 " 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 aggre-
gate.
%
13-1.3
Perlite or vermiculite gypsum plaster on metal lath secured
to joists with 1 7 2 " by No. 1 1 gage by 7 / 16 " head barbed
shank roofing nails spaced 5" on center.
—
—
\
13-1.4
7," Type X gypsum wallboard nailed to joists with 5d
cooler" or wallboard" nails at 6" on center. End joints of
wallboard centered on joists.
'A
(continued)
2012 INTERNATIONAL BUILDING CODE 8
161
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721 .1 (3) —continued
MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMS 3 "
FLOOR OR ROOF
CONSTRUCTION
ITEM
NUMBER
CEILING CONSTRUCTION
THICKNESS OF FLOOR
OR ROOF SLAB
(inches)
MINIMUM THICKNESS OF
CEILING
(inches)
4
hours
3
hours
2
hours
1
hour
4
hours
3
hours
2
hours
1
hour
14. Plywood
stressed skin panels
consisting of 5 / 8 " -
thick interior C-D
(exterior glue) top
stressed skin on 2" x
6" nominal (mini-
mum) stringers.
Adjacent panel
edges joined with 8d
common wire nails
spaced 6" on center.
Stringers spaced 1 2"
maximum on center.
14-1.1
'/," -thick wood fiberboard weighing 15 to 18 pounds per
cubic foot installed with long dimension parallel to string-
ers or V 8 " 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 7 2 " Type X gypsum
wallboard 1 ' 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. Wall-
board joints staggered with respect to fiberboard joints.
1
15. Vermiculite con-
crete slab propor-
tioned 1:4 (Portland
cement to vermicu-
lite aggregate) on a
l'/ 2 " -deep steel
deck supported on
individually pro-
tected 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. I2 / I4 B.W. gage)
welded wire mesh.
15-1.1
None
—
—
—
y
—
—
—
—
16. Perlite concrete
slab proportioned
1 :6 (Portland cement
to perlite aggregate)
on a 1V 4 " -deep steel
deck supported on
individually pro-
tected steel framing.
Slab reinforced with
4" x 8" 0.109/0.083"
(No.' 2 /, 4 B.W.gage)
welded wire mesh.
16-1.1
None
—
—
—
3V 2 J
—
—
—
—
(continued)
162
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721.1(3)— continued
MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMS 3 "
FLOOR OR ROOF
CONSTRUCTION
17. Perlite concrete
slab proportioned
1:6 (Portland
cement to perlite
aggregate) on a 9 / 16 "
deep steel deck
supported by steel
joists 4' on center.
Class A or B roof
covering on top.
ITEM
NUMBER
CEILING CONSTRUCTION
THICKNESS OF FLOOR
OR ROOF SLAB
(inches)
4
hours
17-1.1
18. Perlite concrete
slab proportioned
1:6 (Portland
cement to perlite
aggregate) on 1 '//
deep steel deck sup-
ported on individu-
ally 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 car-
bon sheet steel
gage) or greater.
Slab reinforced with
0.042" (No. 19
B.W. gage) hexago-
nal wire mesh.
Class A or B roof
covering on top.
Perlite gypsum plaster on metal lath wire tied to V 4 " furring
channels attached with 0.065" (No. 1 6 B.W. gage) wire ties
to lower chord of joists.
3
hours
2
hours
F
18-1.1
19. Floor and beam
construction con-
sisting of 3" -deep
cellular steel floor
unit mounted on
steel members with
1:4 (proportion of
Portland cement to
perlite aggregate)
perlite-concrete
floor slab on top.
19-1.1
None
Suspended envelope ceiling of perlite gypsum plaster on
metal lath attached to 3 / 4 " cold-rolled channels, secured to
1 V 2 " 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.
27/
1
hour
MINIMUM THICKNESS OF
CEILING
(inches)
4
hours
27/
3
hours
2
hours
%
1
hour
(continued)
2012 INTERNATIONAL BUILDING CODE®
163
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721.1(3)— continued
MINIMUM PROTECTION FOR FLOOR AND ROOFSYSTEMS aq
FLOOR OR ROOF
CONSTRUCTION
20. Perlite concrete proportioned 1:6
(Portland cement to perlite aggre-
gate) poured to V s " thickness above
top of corrugations of 1 5 / 16 " -deep gal-
vanized 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 sup-
ported 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 3 / 4 " diameter holes.
Board covered with 2'/ 4 " minimum
perlite concrete slab. 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.
ITEM
NUMBER
20-
CEILING CONSTRUCTION
THICKNESS OF FLOOR OR
ROOF SLAB
(inches)
4
hours
None
3
hours
21. Wood joists, wood I-joists, floor
trusses and flat or pitched roof trusses
spaced a maximum 24" o.c. with '/,"
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 nomi-
nal V," nor less than required by
Chapter 23.
21-1.1
Base layer 5 / g " Type X gypsum wall-
board applied at right angles to joist or
truss 24" o.c. with 1 7 4 " Type S or Type
W drywall screws 24" o.c. Face layer 5 /
" Type X gypsum wallboard or veneer
base applied at right angles to joist or
truss through base layer with l 7 / 8 " 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.
2
hours
Varies
1
hour
MINIMUM THICKNESS
OF CEILING
(inches)
4
hours
3
hours
Varies
2
hours
1
hour
17,
(continued)
164
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721.1(3)— continued
MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMS 8 "
FLOOR OR ROOF
CONSTRUCTION
ITEM
NUMBER
CEILING CONSTRUCTION
THICKNESS OF FLOOR OR
ROOF SLAB
(inches)
MINIMUM THICKNESS OF
CEILING
(inches)
4
hours
3
hours
2
hours
1
hour
4
hours
3
hours
2
hours
1
hour
22. Steel joists, floor trusses and flat
or pitched roof trusses spaced a
maximum 24" ox. with V 2 " wood
structural panels with exterior glue
applied at right angles to top of joist
or top chord of trusses with No. 8
screws. The wood structural panel
thickness shall not be less than nom-
inal V 2 " nor less than required by
Chapter 23.
22-1.1
Base layer 5 / 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 5 / s " Type
X gypsum board applied at right angles to
steel framing attached through base layer
with l 5 / 8 " Type S drywall screws 12" on
center at end joints and intermediate joints
and 1 V 2 " Type G drywall screws 12 inches
on center placed 2" back on either side of
face layer end joints. Joints of the face
layer are offset 24" from the joints of the
base layer.
—
—
—
Varies
—
—
—
l'/ 4
23. Wood I-joist (minimum joist
depth 9V 4 " with a minimum flange
depth of l 5 / l6 " and a minimum
flange cross-sectional area of 2.3
square inches) at 24" o.c. spacing
with 1 inch by 4 inch (nominal)
wood furring strip spacer applied
parallel to and covering the bottom
of the bottom flange of each mem-
ber, 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 1 " x 4" furring strip spacer.
23-1.1
'/ 2 " deep single leg resilient channel 16" on
center (channels doubled at wallboard end
joints), placed perpendicular to the furring
ship and joist and attached to each joist by
l 7 / 8 " Type S drywall screws. 5 / 8 " Type C
gypsum wallboard applied perpendicular
to the channel with end joints staggered at
least 4' and fastened with 1 7 8 " Type S dry-
wall screws spaced 7" on center. Wall-
board joints to be taped and covered with
joint compound.
—
—
—
Varies
—
—
—
%
24. Wood I-joist (minimum I-joist
depth 9'/ 4 " with a minimum flange
depth of 1 7 2 " and a minimum flange
cross-sectional area of 5.25 square
inches; minimum web thickness of
3 / 8 ") @ 24" o.c, l l / 2 " mineral wool
insulation (2.5 pcf -nominal) resting
on hat-shaped furring channels.
24-1.1
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 1 V g "
Type S drywall screws. 7 8 " Type C gyp-
sum wallboard applied perpendicular to
the channel with end joints staggered and
fastened with 1 7 8 " 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
—
—
—
%
25. Wood I-joist (minimum I-joist
depth 9'/ 4 " with a minimum flange
depth of 1 V 2 " and a minimum flange
cross-sectional area of 5.25 square
inches; minimum web thickness of
7 / 16 ") @ 24" o.c, 1 '/," mineral wool
insulation (2.5 pcf-nominal) resting
on resilient channels.
25-1.1
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 l 5 / s "
Type S drywall screws. 5 / 8 " Type C gyp-
sum 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
—
—
—
\
(continued)
2012 INTERNATIONAL BUILDING CODE®
165
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721.1(3)— continued
MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMS 3 "
FLOOR OR ROOF
CONSTRUCTION
ITEM
NUMBER
CEILING CONSTRUCTION
THICKNESS OF FLOOR OR
ROOF SLAB
(inches)
MINIMUM THICKNESS OF
CEILING
(inches)
4
hours
3
hours
2
hours
1
hour
4
hours
3
hours
2
hours
1
hour
26. Wood I-joist (minimum 1-joist
depth 9'/ 4 " with a minimum flange
thickness of 1 '/," and a minimum
flange cross-sectional area of 2.25
square inches; minimum web thick-
ness of 3 / 8 ") @ 24" ox.
26-1.1
Two layers of V 2 " Type X gypsum wall-
board applied with the long dimension
perpendicular to the I-joists with end
joints staggered. The base layer is fas-
tened with l 5 / g " Type S dry wall screws
spaced 12" ox. and the face layer is fas-
tened with 2" Type S drywall screws
spaced 12" ox. in the field and 8" ox. 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 '/," 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
—
—
—
1
27. Wood I-joist (minimum I-joist
depth 9'/ 2 " with a minimum flange
depth of 1 5 / 16 " and a minimum
flange cross-sectional area of 1.95
square inches; minimum web thick-
ness of
V) @ 24" ox.
27-1.1
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 l 5 / 8 "
Type S drywall screws. Two layers of V 2 "
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 7 4 " Type S drywall
screws spaced 1 2" o.c. and the face layer
is fastened with l 3 / 8 " Type S drywall
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 '/," 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 com-
pound.
—
—
—
Varies
—
—
—
1
(continued)
166
2012 INTERNATIONAL BUILDING CODE 8
F!RE AND SMOKE PROTECTION FEATURES
TABLE 721.1(3)— continued
MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMS" q
FLOOR OR ROOF
CONSTRUCTION
ITEM
NUMBER
CEILING CONSTRUCTION
THICKNESS OF FLOOR OR
ROOF SLAB (inches)
MINIMUM THICKNESS OF
CEILING (inches)
4
hours
3
hours
2
hours
1
hour
4
hours
3
lours
2
hours
1
hour
28. Wood I-joist (minimum I-joist
depth 9'/ 4 " with a minimum flange
depth of 1 '/," and a minimum flange
cross-sectional area of 2.25 square
inches; minimum web thickness of
7 S ") @ 24" o.c. Unfaced fiberglass
insulation is installed between the I-
joists supported on the upper surface
of the flange by stay wires spaced
12" o.c.
28-1.1
Base layer of 5 / 8 " Type C gypsum wall-
Doard attached directly to I-joists with
1V 8 " Type S drywall screws spaced 12"
o.c. with ends staggered. Minimum
0.0179" thick hat-shaped 7 / g -inch fur-
ring channel 16" o.c. (channels doubled
at wallboard end joints), placed perpen-
dicular to the joist and attached to each
joist by l 5 / s " Type S drywall screws
after the base layer of gypsum wall-
board has been applied. The middle and
face layers of V s " Type C gypsum wall-
board applied 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 fas-
tened with l 5 / 8 " Type S drywall screws
8" o.c. The joints shall be taped and
covered with joint compound.
—
—
—
Varies
—
—
2%
—
29. Channel-shaped 18 gage steel
joists (minimum depth 8" ) spaced a
maximum 24" o.c. supporting
tongue-and-groove wood structural
panels (nominal minimum 3 / 4 " thick)
applied perpendicular to framing
members. Structural panels attached
with l 5 / s " Type S-12 screws spaced
12" o.c.
29-1.1
Base layer V g " Type X gypsum board
applied perpendicular to bottom of
framing members with 1 V s " Type S-12
screws spaced 12" o.c. Second layer 7 8 "
Type X gypsum board attached perpen-
dicular to framing members with l 5 / 8 "
Type S-12 screws spaced 12" o.c. Sec-
ond layer joints offset 24" from base
layer. Third layer V 8 " Type X gypsum
board attached perpendicular to framing
members with 2 3 / s " Type S-12 screws
spaced 12" o.c. Third layer joints offset
12" from second layer joints. Hat-
shaped 7 / 8 -inch rigid furring channels
applied at right angles to framing mem-
bers over third layer with two 2 3 / 8 " Type
S-12 screws at each framing member.
Face layer %" Type X gypsum board
applied at right angles to furring chan-
nels with l'/ 8 " Type S screws spaced
12" o.c.
—
—
Varies
—
—
—
3%
—
(continued)
2012 INTERNATIONAL BUILDING CODE®
167
FIRE AND SMOKE PROTECTION FEATURES
TABLE 721.1(3)— continued
MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMS" q
For SI: 1 inch = 25.4 ram, 1 foot = 304.8 mm, 1 pound = 0.454 kg, I cubic foot = 0.0283 m 3 ,
1 pound per square inch = 6.895 kPa, 1 pound per linear foot = 1 .4882 kg/m.
a. Staples with equivalent holding power and penetration shall be permitted to be used as alternate fasteners to nails for attachment to wood framing.
b. When the slab is in an unrestrained condition, minimum reinforcement cover shall not be less than l 5 / 8 inches for 4 hours (siliceous aggregate only); 1 '/„
inches for 4 and 3 hours; 1 inch for 2 hours (siliceous aggregate only); and 3 / 4 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
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 7 l6 -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 linear foot.
f. Cement plaster with 1 5 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 lV 2 -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. 1 8 SWG galvanized wire hangers spaced 48 inches on center. Cross-furring channels are tied to the carrying channels with No. 1 8 SWG galvanized
wire (double strand) and spaced as required for direct attachment to the framing. This alternative is also applicable to those steel framing assemblies
recognized under Note q.
h. Six-inch hollow clay tile with 2-inch concrete slab above.
i. Four-inch hollow clay tile with 1 '/ 2 -inch concrete slab above.
j. Thickness measured to bottom of steel form units.
k. Five-eighths inch of vermiculite gypsum plaster plus V 2 inch of approved vermiculite 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 1-inch nominal boarding, a layer of asbestos paper weighing not less than 14 pounds per 100 square feet and a layer of 1-inch nominal
tongue-and-groove finished flooring; or
(b) Subfloor of 1 -inch nominal tongue-and-groove boarding or 15 / 3 ,-inch wood structural panels with exterior glue and a layer of 1-inch nominal tongue-and-
groove finished flooring or 1 % 2 -inch wood structural panel finish flooring or a layer of Type I Grade M-l particleboard not less than 5 / 8 -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 listing) in the GA 600 shall be accepted as if herein listed.
SECTION 722
CALCULATED FIRE RESISTANCE
722.1 General. The provisions of this section contain proce-
dures by which the fire resistance of specific materials or
combinations of materials is established by calculations.
These procedures apply only to the information contained in
this section and shall not be otherwise used. The calculated
fire resistance 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
assemblies shall be permitted in accordance with Chapter 5 of
ASCE 29. The calculated fire resistance of exposed wood
members and wood decking shall be permitted in accordance
with Chapter 16 of ANSI/AF&PA National Design Specifi-
cation for Wood Construction (NDS).
722.1.1 Definitions. The following terms are defined in
Chapter 2:
CERAMIC FIBER BLANKET.
CONCRETE, CARBONATE AGGREGATE.
CONCRETE, CELLULAR.
CONCRETE, LIGHTWEIGHT AGGREGATE.
CONCRETE, PERLITE.
CONCRETE, SAND-LIGHTWEIGHT.
CONCRETE, SILICEOUS AGGREGATE.
CONCRETE, VERMICULITE.
GLASS FIBERBOARD.
MINERAL BOARD.
722.2 Concrete assemblies. The provisions of this section
contain procedures by which the fire-resistance ratings of
concrete assemblies are established by calculations.
722.2.1 Concrete walls. Cast-in-place and precast con-
crete walls shall comply with Section 722.2.1.1. Multi-
wythe concrete walls shall comply with Section 722.2.1.2.
Joints between precast panels shall comply with Section
722.2.1.3. Concrete walls with gypsum wallboard or plas-
ter finish shall comply with Section 722.2.1.4.
722.2.1.1 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 722.2.1.1. For solid walls
with flat vertical surfaces, the equivalent thickness is
the same as the actual thickness. The values in Table
722.2.1.1 apply to plain, reinforced or prestressed con-
crete walls.
722.2.1.1.1 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
168
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
TABLE 722.2.1.1
MINIMUM EQUIVALENT THICKNESS OF CAST-IN-PLACE OR
PRECAST CONCRETE WALLS, LOAD-BEARING OR
NONLOAD-BEARING
For At > s > 2t, the thickness to be used shall be
CONCRETE
TYPE
MINIMUM SLAB THICKNESS (inches)
FOR FIRE-RESISTANCE RATING OF
1 hour
17 2 hours
2 hours
3 hours
4 hours
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.
722.2.1.1.2 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 over all
thickness.
722.2.1.1.3 Tapered cross sections. The thickness
of panels with tapered cross sections shall be that
determined at a distance It or 6 inches (152 mm),
whichever is less, from the point of minimum thick-
ness, where f is the minimum thickness.
722.2.1.1.4 Ribbed or undulating surfaces. The
equivalent thickness of panels with ribbed or undu-
lating surfaces shall be determined by one of the fol-
lowing expressions:
For s > At, the thickness to be used shall be t
For s < It, the thickness to be used shall be f e
1 +
At
-m e -t)
(Equation 7-3)
where:
s = Spacing of ribs or undulations.
t = Minimum thickness.
t e = 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.
722.2.1.2 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 722,2.1.2.
722.2.1.2.1 Two or more wythes. The fire-resis-
tance rating for wall panels consisting of two or
more wythes shall be permitted to be determined by
the formula:
R = (R^ + R 2 - 59 +...+ R n 0S9 ) u (Equation 7-4)
where:
7? = The fire endurance of the assembly, minutes.
/?,, R 2 , and R n - The fire endurances of the individual
wythes, minutes. Values of R„° 59 for use in Equation
7-4 are given in Table 722.2.1.2(1). Calculated fire-
resistance, ratings are shown in Table 722.2.1.2(2).
x
CO > LU
sll
u--J — .
Oqlij
g°§
INSIDE WYTHE
CARBONATE
INSIDE WYTHE
SILICEOUS
12345 " 12345
THICKNESS OF INSIDE WYTHE, INCHES
OUTSIDE WYTHE
CARBONATE
OUTSIDE WYTHE
SILICEOUS
tr
lli ouj
£2* z
gSStt
^ooo
*UjUJZ
THICKNESS OF INSIDE WYTHE OF SAND-LIGHTWEIGHT CONCRETE, INCHES
For SI: I inch = 25.4 mm.
FIGURE 722.2.1.2
FIRE-RESISTANCE RATINGS OF TWO-WYTHE CONCRETE WALLS
2012 INTERNATIONAL BUILDING CODE®
169
FIRE AND SMOKE PROTECTION FEATURES
TABLE 722.2.1.2(1)
VALUES OF /? n 059 FOR USE IN EQUATION 7-4
TYPE OF MATERIAL
THICKNESS OF MATERIAL (inches)
1'/,
2
2%
3
3%
4
4V,
5
5V,
6
BV,
7
Siliceous aggregate concrete
5.3
6.5
8.1
9.5
11.3
13.0
14.9
16.9
18.8
20.7
22.8
25.1
Carbonate aggregate concrete
5.5
7.1
8.9
10.4
12.0
14.0
16.2
18.1
20.3
21.9
24.7
27.2 C
Sand-lightweight concrete
6.5
8.2
10.5
12.8
15.5
18.1
20.7
23.3
26.0 C
Notec
Notec
Notec
Lightweight concrete
6.6
8.8
11.2
13.7
16.5
19.1
21.9
24.7
27.8 C
Notec
Notec
Notec
Insulating concrete"
9.3
13.3
16.6
18.3
23.1
26.5 C
Notec
Notec
Notec
Notec
Notec
Notec
Airspace 13
—
—
—
—
—
—
—
—
—
—
—
—
For SI: 1 inch = 25.4 mm, ] pound per cubic foot = 16.02 kg/m 3 .
a. Dry unit weight of 35 pcf or less and consisting of cellular, perlite or vermiculite concrete.
b. The /?„ 055 value for one 7 2 " to 37 2 " airspace is 3.3. The R„ 055 value for two 7," to37 2 " airspaces is 6.7.
c. The fire-resistance rating for this thickness exceeds 4 hours.
TABLE 722.2.1.2(2)
FIRE-RESISTANCE RATINGS BASED ON R 05
R°, MINUTES
60
120
180
240
a. Based on Equation 7-4.
11.20
16.85
21.41
25.37
722.2.1.2.2 Foam plastic insolation. The fire-resis-
tance ratings of precast concrete wall panels con-
sisting 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
R„ value for thickness of foam plastic insulation of 1
inch (25 mm) or greater, for use in the calculation, is
5 minutes; therefore /? n 059 = 2.5.
722.2.1.3 Joints between precast wall panels.
Joints between precast concrete wall panels which
are not insulated 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 705.8. 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 considered openings for
purposes of determining compliance with the allow-
able percentage of openings in Table 705.8.
722.2.1.3.1 Ceramic fiber joint protection. Figure
722.2. 1.3.1 shows thicknesses of ceramic fiber blan-
kets to be used to insulate joints between precast
concrete wall panels for various panel thicknesses
and for joint widths of V 8 inch (9.5 mm) and 1 inch
(25 mm) for fire-resistance ratings of 1 hour to 4
hours. For joint widths between 3 / 8 inch (9.5 mm)
and 1 inch (25 mm), the thickness of ceramic fiber
blanket is allowed to be determined by direct inter-
3 4 5 6 7 8
PANEL THICKNESS, INCHES
3 4 5 6 7
PANEL THICKNESS, INCHES
For SI: 1 inch = 25.4 mm.
5
o
UJ
z
*:
o
1 INCH MAXIMUM REGARDLESS
OF OPENING RATING
- CERAMIC FIBER
BLANKET
— b=| [*a —
JOINT
WIDTH
CARBONATE OR
■ SILICEOUS AGGREGATE
CONCRETE
SAND-LIGHTWEIGHT
■ OR LIGHTWEIGHT
CONCRETE
FIGURE 722.2.1.3.1
CERAMIC FIBER JOINT PROTECTION
polation. Other tested and labeled materials are
acceptable in place of ceramic fiber blankets.
722.2.1.4 Walls with gypsum wallboard or plaster
finishes. The fire-resistance rating of cast-in-place or
precast concrete walls with finishes of gypsum wall-
board or plaster applied to one or both sides shall be
permitted to be calculated in accordance with the provi-
sions of this section.
170
2012 INTERNATIONAL BUILDING CODE 8
722.2.1.4.1 Nonflre-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
determined as follows: The thickness of the finish
shall first be corrected by multiplying the actual
thickness of the finish by the applicable factor deter-
mined from Table 722.2.1.4(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
FIRE AND SMOKE PROTECTION FEATURES
the concrete and finish determined from Table
722.2.1.1, Figure 722.2.1.2 or Table 722.2.1.2(1).
722.2.1.4.2 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 fol-
lows: The time assigned to the finish as established
by Table 722.2.1.4(2) shall be added to the fire-
resistance rating determined from Table 722.2.1. 1
or Figure 722.2.1.2, or Table 722.2.1.2(1) for the
concrete alone, or to the rating determined in Sec-
TABLE 722.2.1.4(1)
MULTIPLYING FACTOR FOR FINISHES ON NONFIRE-EXPOSED SIDE OF WALL
TYPE OF FINISH APPLIED TO CONCRETE
OR CONCRETE MASONRY WALL
TYPE OF AGGREGATE USED IN CONCRETE OR CONCRETE MASONRY
Concrete: siliceous
or carbonate
Concrete Masonry:
siliceous or carbonate;
solid clay brick
Concrete: sand-lightweight
Concrete Masonry: clay
tile; hollow clay brick;
concrete masonry units of
expanded shale and < 20%
sand
Concrete: lightweight
Concrete Masonry:
concrete masonry units of
expanded shale, expanded
clay, expanded slag, or
pumice < 20% sand
Concrete Masonry:
concrete masonry units
of expanded slag,
expanded clay, or pumice
Portland cement- sand plaster
1.00
0.75 a
0.75"
0.50"
Gypsum-sand plaster
1.25
1.00
1.00
1.00
Gypsum-vermiculite or perlite plaster
1.75
1.50
1.25
1.25
Gypsum wallboard
3.00
2.25
2.25
2.25
For SI: 1 inch = 25.4 mm.
a. For Portland cement-sand plaster V 8 inch or less in thickness and applied directly to the concrete or concrete masonry on the nonfire-exposed side of the wall,
the multiplying factor shall be 1 .00.
TABLE 722.2.1.4(2)
TIME ASSIGNED TO FINISH MATERIALS ON FIRE-
EXPOSED SIDE OF WALL
FINISH DESCRIPTION
TIME (minutes)
Gypsum wallboard
3 / 8 inch
10
7 2 inch
15
5 / 8 inch
20
2 layers of 3 / 8 inch
25
1 layer 3 / 8 inch, 1 layer '/ 2 inch
35
2 layers 7 2 inch
40
Type X gypsum wallboard
V 2 inch
25
5 / s inch
40
Portland cement-sand plaster applied directly to concrete masonry
See Note a
Portland cement-sand plaster on metal lath
3 / 4 inch
20
7 / s inch
25
1 inch
30
Gypsum sand plaster on 3 / 8 -inch gypsum lath
'/ 2 inch
35
5 / s inch
40
3 / 4 inch
50
Gypsum sand plaster on metal lath
3 / 4 inch
50
7 / s inch
60
1 inch
80
For SI: 1 inch = 25.4 mm.
a. The actual thickness of Portland cement-sand plaster, provided it is 5 / g inch or less in thickness, shall be permitted to be included in determining the equivalent
thickness of the masonry for use in Table 722.3.2.
2012 INTERNATIONAL BUILDING CODE 11
171
FIRE AND SMOKE PROTECTION FEATURES
tion 722.2.1.4.1 for the concrete and finish on the
nonfire-exposed side.
722.2.1.4.3 Nonsymmetrical assemblies. For a wall
having no finish on one side or different types or
thicknesses of finish on each side, the calculation
procedures of Sections 722.2.1.4.1 and 722.2.1.4.2
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.
Exception: For an exterior wall with a fire sepa-
ration distance greater than 5 feet (1524 mm) the
fire shall be assumed to occur on the interior side
only.
722.2.1.4.4 Minimum concrete fire-resistance rat-
ing. Where finishes applied to one or both sides of a
concrete wall contribute to the fire-resistance rating,
the concrete alone shall provide not less than one-
half of the total required fire-resistance rating.
Additionally, the contribution to the fire resistance
of the finish on the nonfire-exposed side of a load-
bearing wall shall not exceed one-half the contribu-
tion of the concrete alone.
722.2.1.4.5 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 722.3.2.5.
722.2.2 Concrete floor and roof slabs. Reinforced and
prestressed floors and roofs shall comply with Section
722.2.2.1. Multicourse floors and roofs shall comply with
Sections 722.2.2.2 and 722.2.2.3, respectively.
722.2.2.1 Reinforced and prestressed floors and
roofs. The minimum thicknesses of reinforced and pre-
stressed concrete floor or roof slabs tor fire-resistance
ratings of 1 hour to 4 hours are shown in Table
722.2.2.1.
TABLE 722.2.2.1
MINIMUM SLAB THICKNESS (inches)
DETERMINE THICKNESS HERE
CONCRETE TYPE
FIRE-RESISTANCE RATING (hours)
1
\\
2
3
4
Siliceous
3.5
4.3
5
6.2
7
Carbonate
3.2
4
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.
722.2.2.1.1 Hollow-core prestressed slabs. For
hollow-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.
722.2.2.1.2 Slabs with sloping soffits. The thick-
ness of slabs with sloping soffits (see Figure
722.2.2.1 .2) shall be determined at a distance 2t or 6
inches (152 mm), whichever is less, from the point
2t OR 6 INCHES,
WHICHEVER IS LESS
For SI: 1 inch = 25.4 mm.
FIGURE 722.2.2.1.2
DETERMINATION OF SLAB THICKNESS
FOR SLOPING SOFFITS
of minimum thickness, where t is the minimum
thickness.
722.2.2.1.3 Slabs with ribbed soffits. The thickness
of slabs with ribbed or undulating soffits (see Figure
722.2.2.1.3) shall be determined by one of the fol-
lowing 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 e
For At > s > 2f, the thickness to be used shall be
t + ( A -l-\){t e -t)
(Equation 7-5)
where:
s = Spacing of ribs or undulations.
t = Minimum thickness.
t c = 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
calculation shall not exceed 2t.
722.2.2.2 Multicourse floors. The fire-resistance rat-
ings of floors that consist of a base slab of concrete
NEGLECT SHADED AREA IN CALCULATION OF EQUIVALENT THICKNESS
For SI: 1 inch = 25.4 mm.
FIGURE 722.2.2.1.3
SLABS WITH RIBBED OR UNDULATING SOFFITS
172
2012 INTERNATIONAL BUILDING CODE 8
FIRE AND SMOKE PROTECTION FEATURES
with a topping (overlay) of a different type of concrete
shall comply with Figure 722.2.2.2.
CARBONATE BASE
SILICEOUS BASE
12345 12345
THICKNESS OF NORMAL-WEIGHT CONCRETE BASE SLAB, INCHES
CARBONATE OVERLAY
5
4
SILICEOUS OVERLAY
_____ ! ( !
^\ '
-
V \ \ y hr -
3
V \ \\ 4nr -
-
\\V\ "
2
\ \2h\ \
\lhr.\ \\
-
, \x\\
1
n
i i \ i \ i\
A.
12345 " 12345
THICKNESS OF SAND-LIGHTWEIGHT CONCRETE BASE SLAB, INCHES
For SI: J inch = 25.4 mm.
FIGURE 722.2.2.2
FIRE-RESISTANCE RATINGS FOR
TWO-COURSE CONCRETE FLOORS
722.2.2.3 Multicourse roofs. The fire-resistance rat-
ings 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 722.2.2.3(1) and 722.2.2.3(2).
722.2.2.3.1 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 Fig-
ure 722.2.2.3(1) shall be increased by 10 minutes.
This increase is not applicable to those shown in
Figure 722.2.2.3(2).
722.2.2.4 Joints in precast slabs. Joints between adja-
cent precast concrete slabs need not be considered in
calculating 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 fire resistant by other approved methods.
722.2.3 Concrete cover over reinforcement. The mini-
mum thickness of concrete cover over reinforcement in
concrete slabs, reinforced beams and prestressed beams
shall comply with this section.
722.2.3.1 Slab cover. The minimum thickness of con-
crete cover to the positive moment reinforcement shall
comply with Table 722.2.3(1) for reinforced concrete
and Table 722.2.3(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.
722.2.3.2 Reinforced beam cover. The minimum
thickness of concrete cover to the positive moment
reinforcement (bottom steel) for reinforced concrete
beams is shown in Table 722.2.3(3) for fire -resistance
ratings of 1 hour to 4 hours.
722.2.3.3 Prestressed beam cover. The minimum
thickness of concrete cover to the positive moment pre-
stressing tendons (bottom steel) for restrained and unre-
strained prestressed concrete beams and stemmed units
shall comply with the values shown in Tables
722.2.3(4) and 722.2.3(5) foxfire-resistance ratings of
1 hour to 4 hours. Values in Table 722.2.3(4) apply to
beams 8 inches (203 mm) or greater in width. Values in
Table 722.2.3(5) apply to beams or stems of any width,
provided the cross-section area is not less than 40
square inches (25 806 mm 2 ). In case of differences
between the values determined from Table 722.2.3(4)
or 722.2.3(5), it is permitted to use the smaller value.
The concrete cover shall be calculated in accordance
with Section 722.2.3.3.1. The minimum concrete cover
for nonprestressed reinforcement in prestressed con-
crete beams shall comply with Section 722.2.3.2.
722.2.3.3.1 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 ungrouted 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 aver-
age 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 ten-
dons. The actual cover for any individual tendon
shall not be less than one-half the smaller value
shown in Tables 722.2.3(4) and 722.2.3(5), or 1 inch
(25 mm), whichever is greater.
2012 INTERNATIONAL BUILDING CODE*
173
FIRE AND SMOKE PROTECTION FEATURES
CELLULAR CONCRETE
'■ CONCRETE'
CARBONATE BASE
SILICEOUS BASE
SAND-LIGHTWEIGHT BASE
r
SAND-LIGHTWEIGHT BASE
THICKNESS OF CONCRETE BASE SLAB, INCHES
VERMICULITE CONCRETE
*■ CONCRETE •
CARBONATE BASE
(c)
LU —1
> <z
j i 1 — r
v ">0 , 4hr.
^
"»> v / , 3hr>N.
. 2hr.,\X
-
1hr. \JS,
SAND-LIGHTWEIGHT BASE
4c
y z
i-o
THICKNESS OF CONCRETE BASE SLAB, INCHES
m
OQ
W<
Ul O
(e) zm
*(£
O UJ
n
w
s
-STANDARD 3-PLY
BUILT-UP ROOFING
sss
MINERAL BOARD
■=. CONCRETE ■» • ■»■
sss
CARBONATE BASE
SILICEOUS BASE
SAND-LIGHTWEIGHT BASE
3r
THICKNESS OF CONCRETE BASE SLAB, INCHES
-STANDARD 3-PLY
BUILD-UP ROOFING
■GLASS FIBER BOARD,
*. CONCRETE
2ZZZZ
CARBONATE BASE
SILICEOUS BASE
SAND-LIGHTWEIGHT BASE
3r
THICKNESS OF CONCRETE BASE SLAB, INCHES
For SI: 1 inch = 25.4 mm.
FIGURE 722.2.2.3(1)
FIRE-RESISTANCE RATINGS FOR
CONCRETE ROOF ASSEMBLIES
For SI: 1 inch = 25.4 mm.
FIGURE 722.2.2.3(2)
FIRE-RESISTANCE RATINGS
FOR CONCRETE ROOF ASSEMBLIES
COVER THICKNESS FOR REI
TABLE 722.2.3(1)
NFORCED CONCRETE FLOOR OR ROOF SL/
FIRE-RESISTANCE RATING
^BS (inches)
CONCRETE AGGREGATE TYPE
(hours)
Restrained
Unrestrained
1
1V 2
2
3
4
1
1V,
2
3
4
Siliceous
3 / 4
X
X
X
X
X
%
I
l'/ 4
l\
Carbonate
X j
X
X
X
X
X
X
X
iv 4
IV,
Sand-lightweight or lightweight
X
X
X
X
X
X
X
X
iv 4
iv 4
For SI: 1 inch = 25.4 mm.
TABLE 722.2.3(2)
COVER THICKNESS FOR PRESTRESSED CONCRETE FLOOR OR ROOF SLABS (inches)
CONCRETE AGGREGATE TYPE
FIRE-RESISTANCE RATING (hours)
Restrained
Unrestrained
1
IV,
2
3
4
1
1V,
2
3
4
Siliceous
X
X
%
X
X
1'/,
17,
1%
2X
2%
Carbonate
X
X
%
X
X
1
l 3 / s
1%
27 s
27„
Sand-lightweight or lightweight
X
%
X
X
X
1
l\
17 2
2
27 4
For SI: 1 inch = 25.4 i
174
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
TABLE 722.2.3(3)
MINIMUM COVER FOR MAIN REINFORCING BARS OF REINFORCED CONCRETE BEAMS
(APPLICABLE TO ALL TYPES OF STRUCTURAL CONCRETE)
RESTRAINED OR
UNRESTRAINED"
BEAM
WIDTH b (inches)
FIRE-RESISTANCE RATING (hours)
1
IV,
2
3
4
Restrained
5
7
>10
U
X
X
X
X
X
X
X
X
V
X
X
11/ «
1 '4
X
X
Unrestrained
5
7
>10
X
X
X
1
X
X
IX
X
X
7u
1
3
1%
For SI: 1 inch = 25.4 mm, I 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 V 4 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 corner 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 722.2.3(3) nor less than 3 / 4 inch.
TABLE 722.2.3(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)
1
1V 2
2
3
4
Restrained
Carbonate or siliceous
Carbonate or siliceous
Sand lightweight
Sand lightweight
8
>12
8
>12
iv 2
17 2
17,
17 2
\\
17,
17 2
17 2
IV,
IV,
17 2
17/
17 2
17,
17 2
27/
T
I 5 //
Unrestrained
Carbonate or siliceous
Carbonate or siliceous
Sand lightweight
Sand lightweight
8
>12
8
>12
IV,
17,
17,
17,
17 4
1V 2
17,
IV,
27,
1 7 V
2
1%
5 C
27 2
37.
2
3
27 2
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 3 / 4 inch is adequate for 4-hour ratings or less.
b. For beam widths between 8 inches and 12 inches, minimum cover thickness can be determined by direct interpolation.
c. Not practical for 8-inch-wide beam but shown for purposes of interpolation.
TABLE 722.2.3(5)
MINIMUM COVER FOR PRESTRESSED CONCRETE BEAMS OF ALL WIDTHS
RESTRAINED OR
UNRESTRAINED 3
CONCRETE AGGREGATE TYPE
BEAM AREA"
A (square inches)
FIRE-RESISTANCE RATING (hours)
1
1V,
2
3
4
Restrained
All
40 < A < 150
17 2
17 2
2
27,
—
Carbonate or
siliceous
150 < A < 300
17 2
17 2
17 2
1V 4
27 2
300 < A
17,
17,
17 2
17 2
2
Sand lightweight
150 < A
17 2
17 2
17 2
17 2
2
Unrestrained
All
40 < A < 150
2
2%
—
—
—
Carbonate or
siliceous
150 < A < 300
17 2
1%
27 2
—
—
300 < A
17 2
17,
2
3 C
4 C
Sand lightweight
150 < A
1%
17 2
2
3 c
4 C
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 7, inch is adequate for 4-hour ratings or less.
b. The cross-sectional area of a stem is permitted to include a portion of the area in the flange, provided the width of the flange used in the calculation does not
exceed three times the average width of the stem.
c. U-shaped or hooped stirrups spaced not to exceed the depth of the member and having a minimum cover of 1 inch shall be provided.
2012 INTERNATIONAL BUILDING CODE®
175
FIRE AND SMOKE PROTECTION FEATURES
722.2.4 Concrete columns. Concrete columns shall com-
ply with this section.
TABLE 722.2.4
MINIMUM DIMENSION OF CONCRETE COLUMNS (inches)
TYPES OF CONCRETE
FIRE-RESISTANCE RATING (hours)
1
IV,
2 a
3"
4 b
Siliceous
8
9
10
12
14
Carbonate
8
9
10
11
12
Sand-lightweight
8
8'/ 2
9
107 2
12
For SI: 1 inch = 25 mm.
a. The minimum dimension is permitted to be reduced to 8 inches for
rectangular columns with two parallel sides at least 36 inches in length.
b. The minimum dimension is permitted to be reduced to 10 inches for
rectangular columns with two parallel sides at least 36 inches in length.
722.2.4.1 Minimum size. The minimum overall
dimensions of reinforced concrete columns for fire-
resistance ratings of 1 hour to 4 hours for exposure to
fire on all sides shall comply with this section.
722.2.4.1.1 Concrete strength less than or equal
to 12,000 psi. For columns made with concrete hav-
ing a specified compressive strength,/',.., of less than
or equal to 12,000 psi (82.7 MPa), the minimum
dimension shall comply with Table 722.2.4.
722.2.4.1.2 Concrete strength greater than 12,000
psi. For columns made with concrete having a speci-
fied compressive strength, / \, greater than 12,000
psi (82.7 MPa), for fire-resistance ratings of 1 hour
to 4 hours the minimum dimension shall be 24
inches (610 mm).
722.2.4.2 Minimum cover for R/C columns. The min-
imum thickness of concrete cover to the main longitu-
dinal reinforcement in columns, regardless of the type
of aggregate used in the concrete and the specified
compressive strength of concrete, / ' c , shall not be less
than 1 inch (25 mm) times the number of hours of
required fire resistance or 2 inches (51 mm), whichever
is less.
722.2.4.3 Tie and spiral reinforcement. For concrete
columns made with concrete having a specified com-
pressive strength,/;, greater than 12,000 psi (82.7
MPa), tie and spiral reinforcement shall comply with
the following:
1. The free ends of rectangular ties shall terminate
with a 135-degree (2.4 rad) standard tie hook.
2. The free ends of circular ties shall terminate with
a 90-degree (1.6 rad) standard tie hook.
3. The free ends of spirals, including at lap splices,
shall terminate with a 90-degree (1.6 rad) stan-
dard tie hook.
The hook extension at the free end of ties and spirals
shall be the larger of six bar diameters and the exten-
sion required by Section 7.1.3 of ACI 318. Hooks shall
project into the core of the column.
722.2.4.4 Columns built into walls. The minimum
dimensions of Table 722.2.4 do not apply to a rein-
forced 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
722.2.4.2; and
3. Openings in the wall are protected in accordance
with Table 716.5.
Where openings in the wall are not protected as
required by Section 716.5, the minimum dimension of
columns required to have afire-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- resis-
tance rating of 4 hours, regardless of the type of aggre-
gate used in the concrete.
722.2.4.5 Precast cover units for steel columns. See
Section 722.5.1.4.
722.3 Concrete masonry. The provisions of this section con-
tain procedures by which the fire-resistance ratings of con-
crete masonry are established by calculations.
722.3.1 Equivalent thickness. The equivalent thickness
of concrete masonry construction shall be determined in
accordance with the provisions of this section.
722.3.1.1 Concrete masonry unit plus finishes. The
equivalent thickness of concrete masonry assemblies,
T ea , shall be computed as the sum of the equivalent
thickness of the concrete masonry unit, T e , as deter-
mined by Section 722.3.1.2, 722.3.1.3 o/ 722.3.1.4,
plus the equivalent thickness of finishes, T eft deter-
mined in accordance with Section 722.3.2:
T =T+ T,
(Equation 7-6)
722.3.1.2 Ungrouted or partially grouted construc-
tion. T e shall be the value obtained for the concrete
masonry unit determined in accordance with ASTM C
140.
722.3.1.3 Solid grouted construction. The equivalent
thickness, T e , of solid grouted concrete masonry units is
the actual thickness of the unit.
722.3.1.4 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
cinders that comply with ASTM C 331; or perlite or
vermiculite meeting the requirements of ASTM C 549
and ASTM C 516, respectively.
176
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
722.3.2 Concrete masonry walls. The. fire-resistance rat-
ing of walls and partitions constructed of concrete
masonry units shall be determined from Table 722.3.2.
The rating shall be based on the equivalent thickness of
the masonry and type of aggregate used.
722.3.2.1 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
follows: The thickness of gypsum wallboard or plaster
shall be corrected by multiplying the actual thickness of
the finish by applicable factor determined from Table
722.2.1.4(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 722.3.2.
722.3.2.2 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
722.2.1.4(2) shall be added to the fire-resistance rating
determined in Section 722.3.2 for the masonry alone, or
in Section 722.3.2.1 for the masonry and finish on the
nonfire-exposed side.
722.3.2.3 Nonsymmetrical assemblies. For a wall
having no finish on one side or having different types
or thicknesses of finish on each side, the calculation
procedures 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 afire separation
distance greater than 5 feet (1524 mm) the fire shall
be assumed to occur on the interior side only.
722.3.2.4 Minimum concrete masonry fire-resis-
tance rating. Where the finish applied to a concrete
masonry wall contributes to its fire-resistance rating,
the masonry alone shall provide not less than one-half
the total required fire-resistance rating.
722.3.2.5 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 Chap-
ters 7 and 25.
722.3.3 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 contin-
uous airspace between each wythe in accordance with the
following formula:
R A = (A, 059 + R 2 059 + ... + tf„ 059 + A, + A 2 + ... +A n ) L1
(Equation 7-7)
where:
R A = Fire-resistance rating of the assembly (hours).
R l: R 2 , ..., R n = Fire- resistance rating of wythes for 1, 2,
n (hours), respectively.
A,, A 2 , ...., A n = 0.30, factor for each continuous airspace
for 1, 2, ...n, respectively, having a depth
of V 2 inch (12.7 mm) or more between
wythes.
722.3.4 Concrete masonry lintels. Fire-resistance rat-
ings for concrete masonry lintels shall be determined
based upon the nominal thickness of the lintel and the
minimum thickness of concrete masonry or concrete, or
any combination thereof, covering the main reinforcing
bars, as determined according to Table 722.3.4, or by
approved alternate methods.
TABLE 722.3.2
MINIMUM EQUIVALENT THICKNESS (inches) OF BEARING OR NONBEARING CONCRETE MASONRY WALLS abcd
TYPE OF AGGREGATE
FIRE-RESISTANCE RATING (hours)
X
%
1
1V 4
1V 2
1%
2
2V,
2%
2%
3
3V.
3%
3 3 / 4
4
Pumice or expanded slag
1.5
1.9
2.1
2.5
2.7
3.0
3.2
3.4
3.6
3.8
4.0
4.2
4.4
4.5
4.7
Expanded shale, clay or slate
1.8
2.2
2.6
2.9
3.3
3.4
3.6
3.8
4.0
4.2
4.4
4.6
4.8
4.9
5.1
Limestone, cinders or unexpanded slag
1.9
2.3
2.7
3.1
3.4
3.7
4.0
4.3
4.5
4.8
5.0
5.2
5.5
5.7
5.9
Calcareous or siliceous gravel
2.0
2.4
2.8
3.2
3.6
3.9
4.2
4.5
4.8
5.0
5.3
5.5
5.8
6.0
6.2
For SI: t 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 shown in the table.
c. Requirements of ASTM C 55, ASTM C 73, ASTM C 90 or ASTM C 744 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.
2012 INTERNATIONAL BUILDING CODE®
177
FIRE AND SMOKE PROTECTION FEATURES
TABLE 722.3.4
MINIMUM COVER OF LONGITUDINAL REINFORCEMENT IN
FIRE-RESISTANCE-RATED REINFORCED CONCRETE
TABLE 722.3.5
MINIMUM DIMENSION OF CONCRETE
MASONRY COLUMNS (inches)
NOMINAL WIDTH
OF LINTEL (inches)
FIRE-RESISTANCE RATING (hours)
1
2
3
4
6
1%
2
—
—
8
iv 2
l7 2
1%
3
10 or greater
l 1 /.
1V 2
17 2
l 3 /
1 M
FIRE-RESISTANCE RATING (hours)
1
2
3
4
8 inches
1 inches
1 2 inches
1 4 inches
For SI: 1 inch = 25.4 mm.
722.3.5 Concrete masonry columns. The fire-resistance
rating of concrete masonry columns shall be determined
based upon the least plan dimension of the column in
accordance with Table 722.3.5 or by approved alternate
methods.
722.4 Clay brick and tile masonry. The provisions of this
section contain procedures by which the fire-resistance rat-
ings of clay brick and tile masonry are established by calcula-
tions.
For SI: 1 inch = 25.4 mm.
722.4.1 Masonry walls. The fire- resistance rating of
masonry walls shall be based upon the equivalent thick-
ness as calculated in accordance with this section. The cal-
culation shall take into account finishes applied to the wall
and airspaces between wythes in multiwythe construction.
722.4.1.1 Equivalent thickness. The fire-resistance
ratings of walls or partitions constructed of solid or
hollow clay masonry units shall be determined from
Table 722.4.1(1) or 722.4.1(2). The equivalent thick-
ness of the clay masonry unit shall be determined by
Equation 7-8 when using Table 722.4.1(1). The fire -
TABLE 722.4.1(1)
FIRE-RESISTANCE PERIODS OF CLAY MASONRY WALLS
MATERIAL TYPE
MINIMUM REQUIRED EQUIVALENT THICKNESS FOR FIRE RESISTANCE" ° '(inches)
1 hour
2 hours
3 hours
4 hours
Solid brick of clay or shale 11
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 722.4.1.1.3
3.0
4.4
5.5
6.6
For SI: 1 inch = 25.4 mm.
a. Equivalent thickness as determined from Section 722.4.1 .1.
b. Calculated fire resistance between the hourly increments listed shall be determined by linear interpolation.
c. Where combustible members are framed in the wall, the thickness of solid material between the end of each member and the opposite face of the wall, or
between members set in from opposite sides, shall not be less than 93 percent of the thickness shown.
d. For units in which the net cross-sectional area of cored brick in any plane parallel to the surface containing the cores is at least 75 percent of the gross cross-
sectional area measured in the same plane.
TABLE 722.4.1(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:
V," wood fiberboard sheathing next to studs, 3 / 4 " airspace formed with
3 / 4 " x l 5 / 8 " wood strips placed over the fiberboard and secured to the studs;
metal or wire lath nailed to such strips, 3 3 / 4 " brick veneer held in place by filling 3 / 4 " airspace between
the brick and lath with mortar. Inside facing of studs: 3 / 4 " unsanded gypsum plaster on metal or wire
lath attached to s f l6 " wood strips secured to edges of the studs.
1.5
4
Outside facing of steel studs:
1" insulation board sheathing attached to studs, 1" airspace, and 3 3 / 4 " brick veneer attached to steel
frame with metal ties every 5th course. Inside facing of studs: 7 / 8 " sanded gypsum plaster (1:2 mix)
applied on metal or wire lath attached directly to the studs.
1.5
4
Same as above except use 7 / 8 " vermiculite-gypsum plaster or 1" sanded gypsum plaster (1:2 mix)
applied to metal or wire.
2
4
Outside facing of steel studs:
7," gypsum sheathing board, attached to studs, and 3 3 / 4 " brick veneer attached to steel frame with
metal ties every 5th course. Inside facing of studs: 7 2 " sanded gypsum plaster (1:2 mix) applied to '/,"
perforated gypsum lath securely attached to studs and having strips of metal lath 3 inches wide
applied to all horizontal joints of gypsum lath.
2
4
For SI: 1 inch = 25.4 mm.
178
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
resistance rating determined from Table 722.4.1(1)
shall be permitted to be used in the calculated fire-
resistance rating procedure in Section 722.4.2.
T = V ILH (Equation 7-8)
where:
T e = The equivalent thickness of the clay masonry unit
(inches).
V n = The net volume of the clay masonry unit (inch 3 ).
L = The specified length of the clay masonry unit
(inches).
H = The specified height of the clay masonry unit
(inches).
722.4.1.1.1 Hollow clay units. The equivalent
thickness, T e , shall be the value obtained for hollow
clay units as determined in accordance with Equa-
tion 7-8. The net volume, V n , of the units shall be
determined using the gross volume and percentage
of void area determined in accordance with ASTM
C67.
722.4.1.1.2 Solid grouted clay units. The equiva-
lent thickness of solid grouted clay masonry units
shall be taken as the actual thickness of the units.
722.4.1.1.3 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 require-
ments; pumice, scoria, expanded shale, expanded
clay, expanded slate, expanded slag, expanded fly
ash, or cinders in compliance with ASTM C 331 ; or
perlite or vermiculite meeting the requirements of
ASTM C 549 and ASTM C 516, respectively.
722.4.1.2 Plaster finishes. Where plaster is applied to
the wall, the total fire -re si stance rating shall be deter-
mined by the formula:
R = (R n 059 + pi) ' 7 (Equation 7-9)
where:
R =The fire-resistance rating of the assembly
(hours).
i? n = The fire-resistance rating of the individual wall
(hours).
pi = Coefficient for thickness of plaster.
Values for R°- 59 for use in Equation 7-9 are given in
Table 722.4.1(3). Coefficients for thickness of plaster
shall be selected from Table 722.4.1(4) based on the
actual thickness of plaster applied to the wall or parti-
tion and whether one or two sides of the wall are plas-
tered.
TABLE 722.4.1(3)
VALUES OF R„ ° 59
F)„ 0.59
A (hours)
1
1.0
2
1.50
3
1.91
4
2.27
TABLE 722.4.1(4)
COEFFICIENTS FOR PLASTER, pi"
THICKNESS OF PLASTER (inch)
ONE SIDE
TWO SIDES
%
0.3
0.6
%
0.37
0.75
%
0.45
0.90
For SI: I inch = 25.4 mm.
a. Values listed in table are for 1:3 sanded gypsum plaster.
TABLE 722.4.1(5)
REINFORCED MASONRY LINTELS
NOMINAL
LINTEL WIDTH (inches)
MINIMUM LONGITUDINAL REINFORCEMENT
COVER
FOR FIRE RESISTANCE (inches)
1 hour
2 hours
3 hours
4 hours
6
1V 2
2
NP
NP
8
17,
1V 2
1%
3
10 or more
1V 2
1V 2
l'/ 2
1%
For SI: 1 inch = 25.4 mm.
NP = Not permitted.
TABLE 722.4.1(6)
REINFORCED CLAY MASONRY COLUMNS
COLUMN SIZE
FIRE-RESISTANCE RATING
(hours)
1
2
3
4
Minimum column dimension
(inches)
8
10
12
14
ForSLl inch = 25.4 mm.
722.4.1.3 Multiwythe walls with airspace. Where a
continuous airspace separates multiple wythes of the
wall or partition, the total fire-resistance rating shall be
determined by the formula:
R = (fl, 059 + R 2°' 59 + -+R n 059 +as) IJ (Equation 7-10)
where:
R = The fire-resistance rating of the assembly
(hours).
2012 INTERNATIONAL BUILDING CODE®
179
FIRE AND SMOKE PROTECTION FEATURES
R t ,R 2 and R n = The fire-resistance rating of the
individual wythes (hours).
as = Coefficient for continuous airspace.
Values for R n 059 for use in Equation 7-10 are given
in Table 722.4.1(3). The coefficient for each continu-
ous airspace of 7 2 inch to 3V 2 inches (12.7 to 89 mm)
separating two individual wythes shall be 0.3.
722.4.1.4 Nonsymmetrical assemblies. For a wall
having no finish on one side or having different types
or thicknesses of finish on each side, the calculation
procedures 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 a fire separation
distance greater than 5 feet (1524 mm), the fire shall
be assumed to occur on the interior side only.
722.4.2 Multiwythe wails. The fire -resistance rating for
walls or partitions consisting of two or more dissimilar
wythes shall be permitted to be determined by the for-
mula:
R = (R° 59 + R 2 (y59 + ...+Rf- 59 ) ,: '
where:
(Equation 7-11)
R - The fire-resistance rating of the assembly (hours).
R,, R 2 and R n - The fire-resistance rating of the
individual wythes (hours).
Values for R n 059 for use in Equation 7-1 1 are given in
Table 722.4.1(3).
722.4.2.1 Multiwythe walls of different material. For
walls that consist of two or more wythes of different
materials (concrete or concrete masonry units) in com-
bination with clay masonry units, the fire-resistance
rating of the different materials shall be permitted to be
determined from Table 722.2.1.1 for concrete; Table
722.3.2 for concrete masonry units or Table 722.4.1(1)
or 722.4.1(2) for clay and tile masonry units.
722.4.3 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 722.4.1(5).
722.4.4 Reinforced clay masonry columns. The fire-
resistance ratings shall be determined based on the last
plan dimension of the column in accordance with Table
722.4.1(6). The minimum cover for longitudinal reinforce-
ment shall be 2 inches (51 mm).
722.5 Steel assemblies. The provisions of this section con-
tain procedures by which the fire-resistance ratings of steel
assemblies are established by calculations.
722.5.1 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.
722.5.1.1 General. These procedures establish a basis for
determining the fire resistance of column assemblies as a
function of the thickness of fire-resistant material and, the
weight, W, and heated perimeter, D, of steel columns. As
used in these sections, W is the average weight of a struc-
tural 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 722.5.1(1).
Jz
bf
D=4bf+2d-2t w
D=2(a+d)
D=2(b f + d)
FIGURE 722.5.1(1)
DETERMINATION OF THE HEATED PERIMETER OF
STRUCTURAL STEEL COLUMNS
722.5.1.1.1 Nonload-bearing protection. The
application of these procedures shall be limited to
column assemblies in which the fire-resistant mate-
rial is not designed to carry any of the load acting on
the column.
722.5.1.1.2 Embedments. In the absence of sub-
stantiating fire-endurance test results, ducts, conduit,
piping, and similar mechanical, electrical, and
plumbing installations shall not be embedded in any
required fire-resistant materials.
722.5.1.1.3 Weight-to-perimeter ratio. Table
722.5.1(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 column cross sections, the weight-to-
heated-perimeter ratios (W/D) shall be determined in
accordance with the definitions given in this section.
722.5.1.2 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
h(W'/D) 015
2
(Equation 7-12)
where:
R = Fire resistance (minutes).
h = Total thickness of gypsum wallboard (inches).
D = Heated perimeter of the structural steel column
(inches).
W = Total weight of the structural steel column and
gypsum wallboard protection (pounds per linear
foot).
W' = W+ 50hD/l44.
180
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
722.5.1.2.1 Attachment. The gypsum wallboard
shall be supported as illustrated in either Figure
722.5.1(2) for fire-resistance ratings of 4 hours or
less, or Figure 722.5.1(3) for fire-resistance ratings
of 3 hours or less.
722.5.1.2.2 Gypsum wallboard equivalent to con-
crete. The determination of the fire resistance of
structural steel columns from Figure 722.5.1(4) is
permitted for various thicknesses of gypsum wall-
board as a function of the weight-to-heated-perime-
ter ratio {W/D) of the column. For structural steel
columns with weight-to-heated-perimeter ratios (W/D)
No.8x1/2" SHEET STEEL
SCREWS SPACED 12-o.c.
SNAP-LOCK PITTSBURGH SEAM
CORNER JOINT DETAILS (A)
FIGURE 722.5.1(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 1396. For single-
layer applications, the wallboard shall be applied vertically with no
horizontal joints. For multiple-layer applications, horizontal joints are
permitted at a minimum spacing of 8 feet, provided that the joints in
successive layers are staggered at least 12 inches. The total required
thickness of wallboard shall be determined on the basis of the specified
fire-resistance rating and the weight-to-heated-perimeter ratio (W/D) of
the column. For fire-resistance ratings of 2 hours or less, one of the
required layers of gypsum wallboard may be applied to the exterior of the
sheet steel column covers with 1-inch long Type S screws spaced 1 inch
from the wallboard edge and 8 inches on center. For such installations,
0.0149-inch minimum thickness galvanized steel corner beads with 1 72-
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
fabricated 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
permitted 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 7,-inch-long No. 8 sheet metal screws spaced
12 inches on center.
The column covers shall be provided with a minimum expansion
clearance of '/„ inch per linear foot between the ends of the cover and any
restraining construction.
greater than 3.65, the thickness of gypsum wall-
board required for specified fire-resistance ratings
shall be the same as the thickness determined for a
W14 x 233 wide flange shape.
722.5.1.3 Sprayed fire-resistant materials. The fire
resistance of wide-flange structural steel columns pro-
tected with sprayed fire-resistant materials, as illus-
trated in Figure 722.5.1(5), shall be permitted to be
determined from the following expression:
R = [C^W/D) + C 2 )h (Equation 7-13)
© ■■
©— -f
B
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 722.5.1(3)
GYPSUM WALLBOARD PROTECTED STRUCTURAL STEEL
COLUMNS WITH STEEL STUD/SCREW ATTACHMENT SYSTEM
For SI: I inch = 25.4 mm, 1 foot = -305 mm.
1 . Structural steel column, either wide flange or tubular shapes.
2. 1%-inch deep studs fabricated from 0.0179-inch minimum thickness
galvanized steel with l 5 / l6 or F/ l6 -inch legs. The length of the steel studs
shall be 7 2 inch less than the height of the assembly.
3. Type X gypsum wallboard in accordance with ASTM C 1396. 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 l7 2 -
inch legs attached to the wallboard with 1 -inch-long Type S screws
spaced 1 2 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
wallboard to the steel studs and the third layer to the sheet metal angles at
24 inches on center. Type S screws l 3 / 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'/ 4
inches long shall be used for attaching the third layer of wallboard to the
steel studs at 1 2 inches on center.
2012 INTERNATIONAL BUILDING CODE®
181
FIRE AND SMOKE PROTECTION FEATURES
fire-resistant material
where:
R = Fire resistance (minutes).
h - Thickness of sprayed
(inches).
D - Heated perimeter of the structural steel column
(inches).
C, and C 2 = Material-dependent constants.
W = Weight of structural steel columns (pounds per
linear 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.
722.5.1.3.1 Material-dependent constants. The
material-dependent constants, Q and C 2 , shall be
determined for specific fire-resistant materials on
the basis of standard fire endurance tests in accor-
dance with Section 703.2. Unless evidence is sub-
mitted to the building official substantiating a
broader application, this expression shall be limited
to determining the fire resistance of structural steel
columns with weight-to-heated-perimeter ratios (W/
D) between the largest and smallest columns for
which standard fire-resistance test results are avail-
able.
722.5.1.3.2 Identification. Sprayed fire-resistant
materials shall be identified by density and thickness
required for a given fire-resistance rating.
4
3
2
1 1/2
2 1/2"
7 1 7/8"
1 1/2"
1 1/4"
/,
'A
5/8"
1/2"
1.0
2.0
WEIGHT-TO-HEATED-PERIMETER RATIO (WIDf
For SI: 1 inch = 25.4 mm, 1 pound per linear foot/inch = 0.059 kg/m/mm.
FIGURE 722.5.1(4)
FiRE RESISTANCE OF STRUCTURAL STEEL COLUMNS
PROTECTED WITH VARIOUS THICKNESSES OF TYPE X
GYPSUM WALLBOARD
(Equation 7-14)
moisture
722.5.1.4 Concrete-protected columns. The fire resis-
tance of structural steel columns protected with con-
crete, as illustrated in Figure 722.5.1(6) (a) and (b),
shall be permitted to be determined from the following
expression:
R = R o (l+0.03J
where:
/?„= 10 (W/Z3) 07 + 17 (h ] % - 2 ) x
[1+26 {H/p c c c h(L + h)} 0S ]
As used in these expressions:
R = Fire endurance at equilibrium
conditions (minutes).
R = 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 c = Ambient temperature thermal conductivity of the
concrete (Btu/hr ft °F).
H = Ambient temperature thermal capacity of the
steel column = 0. 1 1W (Btu/ ft °F).
p c = Concrete density (pounds per cubic foot).
c c = Ambient temperature specific heat of concrete
(Btu/lb °F).
L = Interior dimension of one side of a square
concrete box protection (inches).
722.5.1.4.1 Reentrant space filled. For wide-flange
steel columns completely encased in concrete with
all reentrant spaces filled [Figure 722.5. l(6)(c)], the
thermal capacity of the concrete within the reentrant
spaces shall be permitted to be added to the thermal
capacity of the steel column, as follows:
H = 0.UW+ GW 144) (bjd - A,)
(Equation 7-15)
a. The W/D ratios for typical wide flange columns are listed in Table
721.5.1(1). For other column shapes, the W/D ratios shall be determined
in accordance with Section 721.5.1.1.
FIGURE 721.5.1(5)
WIDE FLANGE STRUCTURE STEEL COLUMNS WITH
SPRAYED FIRE-RESISTANT MATERIALS
182
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
where:
b f = Flange width of the steel column (inches).
d = Depth of the steel column (inches).
A s = Cross-sectional area of the steel column
(square inches).
722.5.1.4.2 Concrete properties unknown. If spe-
cific data on the properties of concrete are not avail-
able, the values given in Table 722.5.1(2) are
permitted.
722.5.1.4.3 Minimum concrete cover. For struc-
tural steel column encased in concrete with all reen-
trant spaces filled, Figure 722.5. l(6)(c) and Tables
722.5.1(7) and 722.5.1(8) indicate the thickness of
concrete cover required for various fire-resistance
ratings for typical wide-flange sections. The thick-
nesses of concrete indicated in these tables also
apply to structural steel columns larger than those
listed.
722.5.1.4.4 Minimum precast concrete cover. For
structural steel columns protected with precast con-
crete column covers as shown in Figure
722.5. l(6)(a), Tables 722.5.1(9) and 722.5.1(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 columns
larger than those listed.
m:
mtm
h
(a)
(b)
(c)
PRECAST
CONCRETE
CONCRETE
CONCRETE
ENCASED
ENCASED
COLUMN
STRUCTURAL
WIDE-FLANGE
COVERS
TUBE
SHAPE
FIGURE 722.5.1(6)
CONCRETE PROTECTED STRUCTURAL STEEL COLUMNS 3 "
a. When the inside perimeter of the concrete protection is not square, L shall be taken as the average of L, and L 2 . When the thickness of concrete cover is not
constant, h shall be taken as the average of h t and h 2 .
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 722.2.1.3).
D=2(w+d)+2(w-t web )
w
□
o
D
nan
D = izd
d
nan
D
□
a
a.
LO
CM
a
a
a
nan
ana
0.25p
D
D
D
W SHAPE COLUMN STEEL PIPE COLUMN STRUCTURAL TUBE COLUMN
For SI: 1 inch = 25.4 mm.
d - Depth of a wide flange column, outside diameter of pipe column, or outside dimension of structural tubing column (inches).
«,„,, = Thickness of web of wide flange column (inches).
w = Width of flange of wide flange column (inches).
FIGURE 722.5.1 (7)
CONCRETE OR CLAY MASONRY PROTECTED STRUCTURAL STEEL COLUMNS
2012 INTERNATIONAL BUILDING CODE®
183
FIRE AND SMOKE PROTECTION FEATURES
TABLE 722.5.1(1)
W/D RATIOS FOR STEEL COLUMNS
STRUCTURAL SHAPE
CONTOUR PROFILE
BOX
PROFILE
STRUCTURAL SHAPE
CONTOUR PROFILE
BOX
PROFILE
W14x233
2.55
3.65
WlOx 112
1.81
2.57
x211
2.32
3.35
xlOO
1.64
2.33
xl93
2.14
3.09
x88
1.45
2.08
x 176
1.96
2.85
x77
1.28
1.85
xl59 j
1.78
2.60
x68
1.15
1.66
x 145
1.64 1
2.39
x60
1.01
1.48
x!32
1.56
2.25
x54
0.922
1.34
xl20
1.42
2.06
x49
0.84
1.23
x 109
1.29
1.88
x45
0.888
1.24
x99
1.18
1.72
x39
0.78
1.09
x90
1.08
1.58
x33
0.661
0.93
x82
1.23
1.68
x74
1.12
1.53
W8x67
1.37
1.94
x68
1.04
1.41
x58
1.20
1.71
x61
0.928
1.28
x48
1.00
1.44
x53
0.915
1.21
x40
0.849
1.23
x48
0.835
1.10
x35
0.749
1.08
x43
0.752
0.99
x31
0.665
0.97
x28
0.688
0.96
W12xl90
2.50
3.51
x24
0.591
0.83
xl70
2.26
3.20
x21
0.577
0.77
xl52
2.04
2.90
xl8
0.499
0.67
x 136
1.86
2.63
x 120
1.65
2.36
W6x25
0.696
1.00
x 106
1.47
2.11
x20
0.563
0.82
x96
1.34
1.93
xl6
0.584
0.78
x87
1.22
1.76
xl5
0.431
0.63
x79
1.11
1.61
xl2
0.448
0.60
x72
1.02
1.48
x9
0.338
0.46
x65
0.925
1.35
x58
0.925
1.31
W5xl9
0.644
0.93
x53
0.855
1.20
xl6
0.55
0.80
x50
0.909
1.23
x45
0.829
1.12
| W4xl3
0.556
0.79
x40
0.734
1.00
For SI: 1 pound per linear foot per inch = 0.059 kg/m/mm.
TABLE 722.5.1(2)
PROPERTIES OF CONCRETE
PROPERTY
NORMAL-WEIGHT CONCRETE
STRUCTURAL LIGHTWEIGHT CONCRETE
Thermal conductivity (fc c )
0.95 Btu/hr • ft • °F
0.35 Btu/hr • ft • °F
Specific heat (c c )
0.20 Btu/lb °F
0.20 Btu/lb °F
Density (P c )
145 lb/ft 3
110 lb/ft 3
Equilibrium (free) moisture content (m) by volume
4%
5%
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 lb/ft 3 = 1 6.01 85 kg/nr\ Btu/hr . ft • °F = 1.73 1 W/(m • K).
184
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
TABLE 722.5.1(3)
THERMAL CONDUCTIVITY OF CONCRETE OR CLAY MASONRY UNITS
DENSITY (d m ) OF UNITS (lb/ft 3 )
THERMAL CONDUCTIVITY (K) OF UNITS (Btu/hr • ft • °F)
Concrete Masonry Units
80
0.207
85
0.228
90
0.252
95
0.278
100
0.308
105
0.340
110
0.376
115
0.416
120
0.459
125
0.508
130
0.561
135
0.620
140
0.685
145
0.758
150
0.837
Clay Masonry Units
120
1.25
130
2.25
For SI: 1 pound per cubic foot = 16.0185 kg/m\ Btu/hr -ft • °F= 1.731 W/(m ■ K).
TABLE 722.5.1(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
2.50
3.33
W24 x 68
0.942
1.21
x280
2.35
3.12
x62
0.934
1.14
x260
2.18
2.92
x55
0.828
1.02
x245
2.08
2.76
x230
1.95
2.61
W21 x 147
1.87
2.60
x210
1.96
2.45
x 132
1.68
2.35
xl94
1.81
2.28
xl22
1.57
2.19
x 182
1.72
2.15
x 111
1.43
2.01
x 170
1.60
2.01
x 101
1.30
1.84
xl60
1.51
1.90
x93
1.40
1.80
xl50
1.43
1.79
x83
1.26
1.62
xl35
1.29
1.63
x73
1.11
1.44
x68
1.04
1.35
(continued)
2012 INTERNATIONAL BUILDING CODE 8
185
FIRE AND SMOKE PROTECTION FEATURES
TABLE 722.5.1(4)— continued
WEIGHT-TO-HEATED-PERIMETER RATIOS (W/O) FOR TYPICAL WIDE FLANGE BEAM AND GIRDER SHAPES
STRUCTURAL SHAPE
CONTOUR PROFILE
BOX PROFILE
STRUCTURAL SHAPE
CONTOUR PROFILE
BOX PROFILE
W33 x 241
2.13
2.86
W21 x 62
0.952
1.23
x221
1.97
2.64
x57
0.952
1.17
x201
1.79
2.42
x50
0.838
1.04
xl52
1.53
1.94
x44
0.746
0.92
xl41
1.43
1.80
xl30
1.32
1.67
W18xll9
1.72
2.42
xll8
1.21
1.53
xl06
1.55
2.18
x97
1.42
2.01
W30x211
2.01
2.74
x86
1.27
1.80
xl91
1.85
2.50
x76
1.13
1.60
xl73
1.66
2.28
x71
1.22
1.59
x 132
1.47
1.85
x65
1.13
1.47
xl24
1.39
1.75
x60
1.04
1.36
x 1 16
1.30
1.65
x55
0.963
1.26
x 108
1.21
1.54
x50
0.88
1.15
x99
1.12
1.42
x46
0.878
1.09
x40
0.768
0.96
W27 x 178
1.87
2.55
x35
0.672
0.85
x 161
1.70
2.33
xl46
1.55
2.12
W16xl00
1.59
2.25
xll4
1.39
1.76
x89
1.43
2.03
xl02
1.24
1.59
x77
1.25
1.78
x94
1.15
1.47
x67
1.09
1.56
x84
1.03
1.33
x57
1.09
1.43
x50
0.962
1.26
x45
0.870
1.15
W24xl62
1.88
2.57
x40
0.780
1.03
xl46
1.70
2.34
x36
0.702
0.93
xl31
1.54
2.12
x31
0.661
0.83
x 117
1.38
1.91
x26
0.558
0.70
x 104
1.24
1.71
x94
1.28
1.63
W14xl32
1.89
3.00
x84
1.15
1.47
xl20
1.71
2.75
x76
1.05
1.34
xl09
1.57
2.52
W14 x 99
1.43
2.31
W10x30
0.806
1.12
x90
1.31
2.11
x26
0.708
0.98
x82
1.45
2.12
x22
0.606
0.84
x74
1.32
1.93
xl9
0.607
0.78
x68
1.22
1.78
xl7
0.543
0.70
x61
1.10
1.61
xl5
0.484
0.63
x53
1.06
1.48 | xl2
0.392
0.51
x48
0.970
1-35 I
(continued)
186
2012 INTERNATIONAL BUILDING CODE 8 '
FIRE AND SMOKE PROTECTION FEATURES
TABLE 722.5.1(4)— continued
WEIGHT-TO-HEATED-PERIMETER RATIOS (W/D) FOR TYPICAL WIDE FLANGE BEAM AND GIRDER SHAPES
STRUCTURAL SHAPE
CONTOUR PROFILE
BOX PROFILE STRUCTURAL SHAPE
CONTOUR PROFILE
BOX PROFILE
W14x43
0.874
1.22
W8x67
1.65
2.55
x38
0.809
1.09
x58
1.44
2.26
x34
0.725
0.98
x48
1.21
1.91
x30
0.644
0.87
x40
1.03
1.63
x26
0.628
0.79
x35
0.907
1.44
x22
0.534
0.68
x31
0.803
1.29
x28
0.819
1.24
W12x87
1.47
2.34
x24
0.704
1.07
x79
1.34
2.14
x21
0.675
0.96
x72
1.23
1.97
xl8
0.583
0.84
x65
1.11
1.79
x 15
0.551
0.74
x58
1.10
1.69
xl3
0.483
0.65
x53
1.02
1.55
xlO
0.375
0.51
x50
1.06
1.54
x45
0.974
1.40
W6x25
0.839
1.33
x40
0.860
1.25
x20
0.678
1.09
x35
0.810
1.11
x 16
0.684
0.96
x30
0.699
0.96
xl5
0.521
0.83
x26
0.612
0.84
xl2
0.526
0.75
x22
0.623
0.77
x9
0.398
0.57
xl9
0.540
0.67
x 16
0.457
0.57
W5xl9
0.776
1.24
xl4
0.405
0.50
x 16
0.664
1.07
WlOx 112
2.17
3.38
W4xl3
0.670
1.05
xlOO
1.97
3.07
x88
1.74
2.75
x77
1.54
2.45
x68
1.38
2.20
x60
1.22
1.97
x54
1.11
1.79
x49
1.01
1.64
x45
1.06
1.59
x39
0.94
1.40
x33
0.77
1.20
For SI: I pound per linear foot per inch = 0.059 kg/m/mm.
2012 INTERNATIONAL BUILDING CODE®
187
FIRE AND SMOKE PROTECTION FEATURES
TABLE 722.5.1(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, 7 e (inches)
COLUMN SIZE
CONCRETE
MASONRY
DENSITY
POUNDS PER
CUBIC FOOT
MINIMUM REQUIRED EQUIVALENT
THICKNESS FOR FIRE-RESISTANCE
RATING OF CONCRETE MASONRY
PROTECTION ASSEMBLY, TJinches)
1 hour
2 hours
3 hours
4 hours
1 hour
2 hours
3 hours
4 hours
W14x82
80
0.74
1.61
2.36
3.04
W10x68
80
0.72
1.58
2.33
3.01
100
0.89
1.85
2.67
3.40
100
0.87
1.83
2.65
3.38
110
0.96
1.97
2.81
3.57
110
0.94
1.95
2.79
3.55
120
1.03
2.08
2.95
3.73
120
1.01
2.06
2.94
3.72
W14x68
80
0.83
1.70
2.45
3.13
W10x54
80
0.88
1.76
2.53
3.21
100
0.99
1.95
2.76
3.49
100
1.04
2.01
2.83
3.57
110
1.06
2.06
2.91
3.66
110
1.11
2.12
2.98
3.73
120
1.14
2.18
3.05
3.82
120
1.19
2.24
3.12
3.90
W14x53
80
0.91
1.81
2.58
3.27
W10x45
80
0.92
1.83
2.60
3.30
100
1.07
2.05
2.88
3.62
100
1.08
2.07
2.90
3.64
110
1.15
2.17
3.02
3.78
110
1.16
2.18
3.04
3.80
120
1.22
2.28
3.16
3.94
120
1.23
2.29
3.18
3.96
W14x43
80
1.01
1.93
2.71
3.41
W10x33
80
1.06
2.00
2.79
3.49
100
1.17
2.17
3.00
3.74
100
1.22
2.23
3.07
3.81
no
1.25
2.28
3.14
3.90
110
1.30
2.34
3.20
3.96
120
1.32
2.38
3.27
4.05
120
1.37
2.44
3.33
4.12
W12x72
80
0.81
1.66
2.41
3.09
W8x40
80
0.94
1.85
2.63
3.33
100
0.91
1.88
2.70
3.43
100
1.10
2.10
2.93
3.67
110
0.99
1.99
2.84
3.60
110
1.18
2.21
3.07
3.83
120
1.06
2.10
2.98
3.76
120
1.25
2.32
3.20
3.99
W12x58
80
0.88
1.76
2.52
3.21
W8x31
80
1.06
2.00
2.78
3.49
100
1.04
2.01
2.83
3.56
100
1.22
2.23
3.07
3.81
110
1.11
2.12
2.97
3.73
110
1.29
2.33
3.20
3.97
120
1.19
2.23
3.11
3.89
120
1.36
2.44
3.33
4.12
W12x50
80
0.91
1.81
2.58
3.27
W8x24
80
1.14
2.09
2.89
3.59
100
1.07
2.05
2.88
3.62
100
1.29
2.31
3.16
3.90
110
1.15
2.17
3.02
3.78
110
1.36
2.42
3.28
4.05
120
1.22
2.28
3.16
3.94
120
1.43
2.52
3.41
4.20
W12x40
80
1.01
1.94
2.72
3.41
W8xl8
80
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
4 x 4 x V, wall
thickness
80
0.93
1.90
2.71
3.43
4 double extra
strong 0.674
wall thickness
80
0.80
1.75
2.56
3.28
100
1.08
2.13
2.99
3.76
100
0.95
1.99
2.85
3.62
110
1.16
2.24
3.13
3.91
110
1.02
2.10
2.99
3.78
120
1.22
2.34
3.26
4.06
120
1.09
2.20
3.12
3.93
4x4x 3 / 8 wall
thickness
80
1.05
2.03
2.84
3.57
4 extra strong
0.337 wall
thickness
80
1.12
2.11
2.93
3.65
100
1.20
2.25
3.11
3.88
100
1.26
2.32
3.19
3.95
110
1.27
2.35
3.24
4.02
110
1.33
2.42
3.31
4.09
120
1.34
2.45
3.37
4.17
120
1.40
2.52
3.43
4.23
(continued)
188
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
TABLE 722.5.1(5)— continued
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 hours
3 hours
4 hours
1 hour
2 hours
3 hours
4 hours
4x4x V 4 wall
thickness
80
1.21
2.20
3.01
3.73
4 standard
0.237 wall
thickness
80
1.26
2.25
3.07
3.79
100
1.35
2.40
3.26
4.02
100
1.40
2.45
3.31
4.07
110
1.41
2.50
3.38
4.16
110
1.46
2.55
3.43
4.21
120
1.48
2.59
3.50
4.30
120
1.53
2.64
3.54
4.34
6x6 x V 2 wall
thickness
80
0.82
1.75
2.54
3.25
5 double extra
strong 0.750
wall thickness
80
0.70
1.61
2.40
3.12
100
0.98
1.99
2.84
3.59
100
0.85
1.86
2.71
3.47
110
1.05
2.10
2.98
3.75
110
0.91
1.97
2.85
3.63
120
1.12
2.21
3.11
3.91
120
0.98
2.02
2.99
3.79
6 x 6 x 3 / s wall
thickness
80
0.96
1.91
2.71
3.42
5 extra strong
0.375 wall
thickness
80
1.04
2.01
2.83
3.54
100
1.12
2.14
3.00
3.75
100
1.19
2.23
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 6x 7 4 wall
thickness
80
1.14
2.11
2.92
3.63
5 standard
0.258 wall
thickness
80
1.20
2.19
3.00
3.72
100
1.29
2.32
3.18
3.93
100
1.34
2.39
3.25
4.00
110
1.36
2.43
3.30
4.08
110
1.41
2.49
3.37
4.14
120
1.42
2.52
3.43
4.22
120
1.47
2.58
3.49
4.28
8x8x'/ 2 wall
thickness
80
0.77
1.66
2.44
3.13
6 double extra
strong 0.864
wall thickness
80
0.59
1.46
2.23
2.92
100
0.92
1.91
2.75
3.49
100
0.73
1.71
2.54
3.29
110
1.00
2.02
2.89
3.66
110
0.80
1.82
2.69
3.47
120
1.07
2.14
3.03
3.82
120
0.86
1.93
2.83
3.63
8x8x 3 / 8 wall
thickness
80
0.91
1.84
2.63
3.33
6 extra strong
0.432 wall
thickness
80
0.94
1.90
2.70
3.42
100
1.07
2.08
2,92
3.67
100
1.10
2.13
2.98
3.74
110
1.14
2.19
3.06
3.83
110
1.17
2.23
3.11
3.89
120
1.21
2.29
3.19
3.98
120
1.24
2.34
3.24
4.04
8 x 8 x V 4 wall
thickness
80
1.10
2.06
2.86
3.57
6 standard
0.280 wall
thickness
80
1.14
2.12
2.93
3.64
100
1.25
2.28
3.13
3.87
100
1.29
2.33
3.19
3.94
110
1.32
2.38
3.25
4.02
110
1.36
2.43
3.31
4.08
120
1.39
2.48
3.38
4.17
120
1.42
2.53
3.43
4.22
For SI: 1 inch = 25.4 mm, 1 pound per cubic feet = 16.02 kg/m 3 .
Note: Tabulated values assume 1-inch air gap between masonry and steel section.
2012 INTERNATIONAL BUILDING CODE®
189
FIRE AND SMOKE PROTECTION FEATURES
TABLE 722.5.1(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, 7" e (inches)
COLUMN SIZE
CLAY
MASONRY
DENSITY,
POUNDS PER
CUBIC FOOT
MINIMUM REQUIRED EQUIVALENT
THICKNESS FOR FIRE-RESISTANCE
RATING OF CLAY MASONRY
PROTECTION ASSEMBLY, T e (inches)
1 hour
2 hours
3 hours
4 hours
1 hour
2 hours
3 hours
4 hours
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
Wl4 x 68
120
1.34
2.54
3.54
4.43
W10 x 54
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
W8 x 31
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
WI2x50
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, ^(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, ^(inches)
1 hour
2 hours
3 hours
4 hours
1 hour
2 hours
3 hours
4 hours
4x4x V 2 wall
thickness
120
1.44
2.72
3.76
4.68
4 double extra
strong 0.674
wall thickness
120
1.26
2.55
3.60
4.52
130
1.62
3.00
4.12
5.11
130
1.42
2.82
3.96
4.95
4 x 4 x 3 / s 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 x4x V 4 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
6x6 x V 2 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 V 8 wall
thickness
120
1.48
2.74
3.76
4.67
5 extra strong
0.375
wall thickness
120
r 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
6x6x '/ 4 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
8x8xV 2 wall
thickness
120
1.27
2.50
3.52
4.42
6 double extra
strong 0.864
wall thickness
120
1.04
2.28
3.32
4.23
130
1.44
2.78
3.89
4.86
130
1.19
2.60
3.68
4.67
8x8x 3 / 8 wall
thickness
120
1.43
2.67
3.69
4.59
6 extra strong
120
1.45
2.71
3.75
4.65
130
1.60
2.95
4.05
5.02
0.432 wall
thickness
130
1.62
2.99
4.10
5.08
8x8x'/ 4 wall
thickness
120
1.62
2.87
3.89
4.78
6 standard
120
1.65
2.91
3.94
4.84
130
1.79
3.14
4.24
5.21
0.280 wall
thickness
130
1.82
3.19
4.30
5.27
For SI: 1 inch = 25.4 mm, 1 pound per cubic foot = 1 6.02 kg/m 3 .
190
2012 INTERNATIONAL BUILDING CODE®
TABLE 722.5.1(7)
MINIMUM COVER (inch) FOR STEEL COLUMNS ENCASED IN
NORMAL-WEIGHT CONCRETE 3 [FIGURE 722.5.1 (6)(c)]
STRUCTURAL SHAPE
FIRE-RESISTANCE RATING (hours)
1
1V,
2
3
4
W14 x 233
1
1
1
17,
2
x 176
27 2
xl32
2
x90
1V 2
x61
3
x48
iv 2
27 2
x43
W12x 152
1
1
1
2
27 2
x96
x65
lV 2
IV,
3
x50
27 2
x40
W10x88
1
l'/ 2
1V 2
2
3
x49
1
27 2
x45
x39
37 2
x33
2
W8x67
1
1
1V 2
27 2
3
x58
x48
l'/ 2
37,
x31
2
3
x21
x 18
4
W6x25
1
1V 2
2
3
37 2
x20
2
2'/ 2
4
x 16
37 2
xl5
■ iv 2
x9
FIRE AND SMOKE PROTECTION FEATURES
TABLE 722.5.1(8)
MINIMUM COVER (inch) FOR STEEL COLUMNS ENCASED IN
STRUCTURAL LIGHTWEIGHT CONCRETE 3 [FIGURE
722.5.1 (6)(c)]
STRUCTURAL SHAPE
FIRE-RESISTANCE RATING (HOURS)
1
1V,
2
3
4
W14 x 233
1
1
1
1
l'/ 2
xl93
17 2
x74
2
x61
27 2
x43
i'/ 2
2
W12x65
1
1
1
1V 2
2
x53
2
2%
x40
17 2
W10X112
1
1
1
l'/ 2
2
x88
x60
2
2%
x33
17,
W8x35
1
1
iv 2
2
27,
x28
3
x24
27,
xl8
1V 2
1
For SI: 1 inch = 25.4 mm.
a. The tabulated thicknesses are based upon the assumed properties of
structural lightweight concrete given in Table 722.5.1(2).
For SI: 1 inch = 25.4 mm.
a. The tabulated thicknesses are based upon the assumed properties of
normal-weight concrete given in Table 722.5.1(2).
2012 INTERNATIONAL BUILDING CODE®
191
FIRE AND SMOKE PROTECTION FEATURES
TABLE 722.5.1(9)
MINIMUM COVER (inch) FOR STEEL COLUMNS IN NORMAL-
WEIGHT PRECAST COVERS" [FIGURE 722.5.1 (6)(a)]
STRUCTURAL SHAPE
FIRE-RESISTANCE RATING (hours)
1
1%
2
3
4
W14 x 233
1V 2
l'/ 2
17 2
27,
3
x211
37 2
xl76
2
xl45
3
x 109
2
27 2
x99
4
x61
37 2
x43
47,
W12x 190
17 2
l7 2
17 2
27 2
37 2
xl52
2
x 120
3
4
x96
x87
2
27,
37,
x58
47 2
x40
W10xll2
1 7,
l7 2
2
3
37 2
x88
4
x77
2
27 2
x54
37 2
x33
47,
W8x67
1V 2
17,
2
3
4
x58
2
27,
37 2
x48
x28
47 2
x21
27 2
3
xl8
4
W6x25
17,
2
27 2
37 2
47 2
x20
27,
3
x 16
4
xl2
2
x9
5
TABLE 722.5.1(10)
MINIMUM COVER (inch) FOR STEEL COLUMNS IN
STRUCTURAL LIGHTWEIGHT PRECAST COVERS 3 [FIGURE
722.5. 1(6)(a)]
For SI: 1 inch = 25.4 ram.
a. The tabulated thicknesses are based upon the assumed properties of
normal-weight concrete given in Table 722.5.1(2).
STRUCTURAL SHAPE
FIRE-RESISTANCE RATING (hours)
1
IV,
2
3
4
W14 x 233
17 2
17 2
1%
2
27 2
x 176
3
xl45
27 2
xl32
xl09
x99
2
x68
37,
x43
3
W12 x 190
17 2
17 2
17 2
2
27,
xl52
xl36
3
xl06
2%
x96
37 2
x87
x65
2
x40
3
W10xll2
I V 2
17,
17 2
2
3
xlOO
27 2
x88
x77
2
37,
x60
x39
3
x33
2
W8x67
17 2
17 2
17 2
27 2
3
x48
2
3
37,
x35
x28
2
xl8
27 2
4
W6x25
17 2
2
2
3
37 2
xl5
27,
4
x9
37 2
For SI: 1 inch = 25.4 mm.
a. The tabulated thicknesses are based upon the assumed properties of
structural lightweight concrete given in Table 722.5. 1 (2).
192
2012 INTERNATIONAL BUILDING CODE®
FIRE AND SMOKE PROTECTION FEATURES
722.5.1.4.5 Masonry protection. The fire resis-
tance of structural steel columns protected with con-
crete masonry units or clay masonry units as
illustrated in Figure 722.5.1(7), shall be permitted to
be determined from the following expression:
R = 0.17 (W/D) 01 + [0.285 (T e '- 6 /K 02 )]
[1.0 + 42.7 {(A/d m T e )/(0.25p + T e )} M ]
(Equation 7-16)
where:
R
W:
Fire-resistance rating of column assembly
(hours).
Average weight of steel column (pounds per
foot).
D =
T =
K
d =
P =
Heated perimeter of steel column (inches) [see
Figure 722.5.1(7)].
Equivalent thickness of concrete or clay
masonry unit (inches) (see Table 722.3.2 Note
a or Section 722.4.1).
Thermal conductivity of concrete or clay
masonry unit (Btu/hr ■ ft • °F) [see Table
722.5.1(3)].
Cross-sectional area of steel column (square
inches).
Density of the concrete or clay masonry unit
(pounds per cubic foot).
Inner perimeter of concrete or clay masonry
protection (inches) [see Figure 722.5.1(7)].
722.5.1.4.6 Equivalent concrete masonry thick-
ness. For structural steel columns protected with
concrete masonry, Table 722.5.1(5) gives the equiv-
alent thickness of concrete masonry required for
various fire-resistance ratings for typical column
shapes. For structural steel columns protected with
clay masonry, Table 722.5.1(6) gives the equivalent
thickness of concrete masonry required for various
fire-resistance ratings for typical column shapes.
722.5.2 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 protec-
tion provided in accordance with this section.
722.5.2.1 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-resis-
tant 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 illustrated in Figure 722.5.2.
bf
D = 3bf + 2d -2t m
D = 2d*b f
FIGURE 722.5.2
DETERMINATION OF THE HEATED PERIMETER OF
STRUCTURAL STEEL BEAMS AND GIRDERS
722.5.2.1.1 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 722.5.1(4). For different
shapes, the weight-to-heated-perimeter ratios (W/D)
shall be determined in accordance with the defini-
tions given in this section.
722.5.2.1.2 Beam and girder substitutions. Except
as provided for in Section 722.5.2.2, 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-
perimeter ratio (W/D) of the substitute beam is equal
to or greater than that of the beam specified in the
approved assembly.
722.5.2.2 Sprayed fire-resistant materials. The provi-
sions in this section apply to structural steel beams and
girders protected with sprayed fire-resistant materials.
Larger or smaller beam and girder shapes shall be per-
mitted to be substituted for beams specified in
approved unrestrained or restrained fire-resistance-
rated assemblies, provided that the thickness of the fire-
resistant material is adjusted in accordance with the fol-
lowing expression:
h 2 = h. [(W, /£>.) + 0.60] / [(W 2 /D 2 ) + 0.60]
(Equation 7-17)
where:
h = Thickness of sprayed 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
material thickness in the approved assembly.
2012 INTERNATIONAL BUILDING CODE®
193
FIRE AND SMOKE PROTECTION FEATURES
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
girders protected with intumescent or mastic fire-resis-
tant coatings shall be determined on the basis of fire-
resistance tests in accordance with Section 703.2.
722.5.2.2.1 Minimum thickness. 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 (W/D 2 ) shall not be
less than 0.37.
2. The thickness of fire protection materials cal-
culated for the substitute beam or girder (7 ; )
shall not be less than 3 /„ inch (9.5 mm).
3. The unrestrained or restrained beam rating
shall not be less than 1 hour.
4. 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 A1SC Specification for
Structural Steel Buildings, (AISC 360-05).
722.5.2.3 Structural steel trusses. The fire resistance
of structural steel trusses protected with fire-resistant
materials sprayed to each of the individual truss ele-
ments shall be permitted to be determined in accor-
dance with this section. The thickness of the fire-
resistant material shall be determined in accordance
with Section 722.5.1.3. The weight-to-heated-perimeter
ratio (W/D) of truss elements that can be simultane-
ously exposed to fire on all sides shall be determined on
the same basis as columns, as specified in Section
722.5.1.1. The weight-to-heated-perimeter ratio (W/D)
of truss elements that directly support floor or roof
assembly shall be determined on the same basis as
beams and girders, as specified in Section 722.5.2.1.
The fire resistance of structural steel trusses 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.
722.6 Wood assemblies. The provisions of this section con-
tain procedures by which the fire-resistance ratings of wood
assemblies are established by calculations.
722.6.1 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.
722.6.1.1 Maximum fire-resistance rating. Fire resis-
tance ratings calculated for assemblies using the meth-
ods in Section 722.6 shall be limited to a maximum of 1
hour.
722.6.1.2 Dissimilar membranes. Where dissimilar
membranes are used on a wall assembly, the calcula-
tion shall be made from the least fire-resistant (weaker)
side.
722.6.2 Walls, floors and roofs. These procedures apply
to both load-bearing and nonload-bearing assemblies.
722.6.2.1 Fire-resistance rating of wood frame
assemblies. The fire-resistance rating of a wood frame
assembly 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.
722.6.2.2 Time assigned to membranes. Table
722.6.2(1) indicates the time assigned to membranes on
the fire-exposed side.
TABLE 722.6.2(1)
TIME ASSIGNED TO WALLBOARD MEMBRANES 8 ' bcd
DESCRIPTION OF FINISH
TIME e (minutes)
3 / s -inch wood structural panel bonded with
exterior glue
5
15 / 32 -inch wood structural panel bonded with
exterior glue
10
l % 2 -inch wood structural panel bonded with
exterior glue
15
3 / 8 -inch gypsum wallboard
10
' c -inch gypsum wallboard
15
5 / 8 -inch gypsum wallboard
30
7,-inch Type X gypsum wallboard
25
5 / 8 -inch Type X gypsum wallboard
40
Double 3 / 8 -inch gypsum wallboard
25
7,-inch + 3 / 8 -inch gypsum wallboard
35
Double 7,-inch gypsum wallboard
40
For SI: J inch = 25.4 mm.
a. These values apply only when membranes are installed on framing
members which are spaced 16 inches o.c. or less.
b. Gypsum wallboard installed over framing or furring shall be installed so
that all edges are supported, except %-inch Type X gypsum wallboard
shall be permitted to be installed horizontally with the horizontal joints
staggered 24 inches each side and unsupported but finished.
c. On wood frame floor/ceiling or roof/ceiling assemblies, gypsum board
shall be installed with the long dimension perpendicular to framing
members and shall have all joints finished.
d. The membrane on the unexposed side shall not be included in determining
the fire resistance of the assembly. When dissimilar membranes are used
on a wall assembly, the calculation shall be made from the least fire-
resistant (weaker) side.
e. The time assigned is not a finished rating.
722.6.2.3 Exterior walls. For an exterior wall with a
fire separation distance greater than 10 feet (3048
mm), the wall is assigned a rating dependant on the
interior membrane and the framing as described in
Tables 722.6.2(1) and 722.6.2(2). The membrane on
the outside of the nonfire-exposed side of exterior walls
with a fire separation distance greater than 10 feet
(3048 mm) may consist of sheathing, sheathing paper
and siding as described in Table 722.6.2(3).
194
2012 INTERNATIONAL BUILDING CODE®
722.6.2.4 Floors and roofs. In the case of a floor or
roof, the standard test provides only for testing for fire
exposure 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 722.6.2(4) or any
other membrane that has a contribution to fire resis-
tance of at least 1 5 minutes in Table 722.6.2(1).
FIRE AND SMOKE PROTECTION FEATURES
722.6.2.5 Additional protection. Table 722.6.2(5)
indicates the time increments to be added to the fire
resistance where glass fiber, rockwool, slag mineral
wool or cellulose insulation is incorporated in the
assembly.
722.6.2.6 Fastening. Fastening of wood frame assem-
blies and the fastening of membranes to the wood fram-
ing members shall be done in accordance with Chapter
23.
TABLE 722.6.2(2)
TIME ASSIGNED FOR CONTRIBUTION OF WOOD FRAME abc
DESCRIPTION
TIME ASSIGNED TO FRAME (minutes)
Wood studs 16 inches ox.
20
Wood floor and roof joists 16 inches o.c.
10
For SI: I inch = 25.4 mm.
a. This table does not apply to studs or joists spaced more than 16 inches o.c.
b. All studs shall be nominal 2x4 and all joists shall have a nominal 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 722.6.2(3)
MEMBRANE 3 ON EXTERIOR FACE OF WOOD STUD WALLS
SHEATHING
PAPER
EXTERIOR FINISH
V s -inch T & G lumber
Lumber siding
5 /i () -inch exterior glue wood structural panel
Sheathing paper
Wood shingles and shakes
V 2 -inch gypsum wallboard
7 4 -inch wood structural panels-exterior type
%-inch gypsum wallboard
7 4 -inch hardboard
7 2 -inch fiberboard
Metal siding
Stucco on metal lath
Masonry veneer
Vinyl siding
None
—
V 8 -inch exterior-grade wood structural panels
For SI: 1 pound/cubic foot = 16.0185 kg/m*.
a. Any combination of sheathing, paper and exterior finish is permitted.
TABLE 722.6.2(4)
FLOORING OR ROOFING OVER WOOD FRAMING 3
ASSEMBLY
STRUCTURAL MEMBERS
SUBFLOOR OR ROOF DECK
FINISHED FLOORING OR ROOFING
Floor
Wood
'%,-inch wood structural panels or
' 7 lf) -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 3 / g -inch-thick panel-type underlay
Ceramic tile on 1 7 4 -inch mortar bed
Roof
Wood
l5 /, 2 -inch wood structural panels or
'7 16 -inchT&G softwood
Finished roofing material with or without insulation
For SI: 1 inch = 25.4 mm.
a. This table applies only to wood joist construction. It is not applicable to wood truss construction.
TABLE 722.6.2(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: I pound/cubic foot = 16.0185 kg/m 3 .
2012 INTERNATIONAL BUILDING CODE®
195
FIRE AND SMOKE PROTECTION FEATURES
722.6.3 Design of fire-resistant exposed wood mem-
bers. The fire-resistance rating, in minutes, of timber
beams and columns with a minimum nominal dimension
of 6 inches (152 mm) is equal to:
Beams: 2.54Zb [4 -2(b/d)] for beams which may be
exposed to fire on four sides.
(Equation 7-18)
2.54Zb [4 -{b/dj] for beams which may be
exposed to fire on three sides.
(Equation 7-19)
Columns: 2.54ZJ [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 column
before exposure to fire (inches).
Z = Load factor, based on Figure 722.6.3(1).
722.6.3.1 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 calcu-
lations.
722.6.3.2 Allowable loads. Allowable loads on beams
and columns are determined using design values given
in AF&PA NDS.
722.6.3.3 Fastener protection. Where minimum 1-
hour/ire resistance is required, connectors and fasten-
ers shall be protected from fire exposure by 1 7 2 inches
(38 mm) of wood, or other approved covering or coat-
ing for a 1-hour rating. Typical details for commonly
used fasteners and connectors are shown in AITC
Technical Note 7.
722.6.3.4 Minimum size. Wood members are limited
to dimensions of 6 inches (152 mm) nominal or greater.
Glued-laminated timber beams utilize standard lami-
nating 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 mm)
outer tension lamination is added.
1.60
1.50
1.40
Z 1-30
1.20
1.10
1.0
COLUM
NS K e l/d <
L11
\
BEAMS
K e l/d>
- COLUM
11
MS V.
40 50 60 70 80 90 100
LOAD ON MEMBERS AS A PERCENT OF DESIGN LOAD
FIGURE 722.6.3(1)
LOAD FIGURE
K t = The effective length factor as noted in Figure 722.6.3(2).
/ = The unsupported length of columns (inches).
BUCKLING MODES
THEORETICAL Ke VALUE
RECOMMENDED DESIGN Kg
WHEN IDEAL CONDITIONS
APPROXIMATED
END CONDITION CODE
0.5
0.65
f
?
't
0.7
0.80
4
77,
I
1.0
1.2
'■f
1.0
1.0
77,
i
2.0
2.10
"X
A
2.0
2.4
ROTATION FIXED, TRANSLATION FIXED
ROTATION FREE, TRANSLATION FIXED
ROTATION FIXED, TRANSLATION FREE
ROTATION FREE, TRANSLATION FREE
FIGURE 722.6.3(2)
EFFECTIVE LENGTH FACTORS
196
2012 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
materials.
801.2 Interior wall and ceiling finish. The provisions of
Section 803 shall limit the allowable fire performance and
smoke development of interior wall and ceiling finish materi-
als based on occupancy classification.
801.3 Interior floor finish. The provisions of Section 804
shall limit the allowable fire performance of interior floor fin-
ish materials based on occupancy classification.
[F| 801.4 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.
801.5 Applicability. For buildings in flood hazard areas as
established in Section 1612.3, interior finishes, trim and dec-
orative materials below the elevation required by Section
1612 shall be flood-damage-resistant materials.
801.6 Application. Combustible materials shall be permitted
to be used as finish for walls, ceilings, floors and other inte-
rior surfaces of buildings.
801.7 Windows. Show windows in the exterior walls of the
first story above grade plane shall be permitted to be of wood
or of unprotected metal framing.
801.8 Foam plastics. Foam plastics shall not be used as inte-
rior finish except as provided in Section 803.4. Foam plastics
shall not be used as interior trim except as provided in Sec-
tion 806.3 or 2604.2. This section shall apply both to exposed
foam plastics and to foam plastics used in conjunction with a
textile or vinyl facing or cover.
SECTION 802
DEFINITIONS
802.1 Definitions. The following terms are defined in Chap-
ter 2:
EXPANDED VINYL WALL COVERING.
FLAME SPREAD.
FLAME SPREAD INDEX.
INTERIOR FINISH.
INTERIOR FLOOR FINISH.
INTERIOR FLOOR-WALL BASE.
INTERIOR WALL AND CEILING FINISH.
SITE-FABRICATED STRETCH SYSTEM.
SMOKE-DEVELOPED INDEX.
TRIM.
SECTION 803
WALL AND CEILING FINISHES
803.1 General. Interior wall and ceiling finish materials shall
be classified for fire performance and smoke development in
accordance with Section 803.1.1 or 803.1.2, except as shown
in Sections 803.2 through 803.13. Materials tested in accor-
dance with Section 803.1.2 shall not be required to be tested
in accordance with Section 803.1.1.
803.1.1 Interior wall and ceiling finish materials. Inte-
rior wall and ceiling finish materials shall be classified in
accordance with ASTM E 84 or UL 723. Such interior fin-
ish materials shall be grouped in the following classes in
accordance with their flame spread and smoke-developed
indexes.
Class A
Class B
Class C
Exception
803.1.2
Flame spread index 0-25; smoke-
developed index 0-450.
Flame spread index 26-75; smoke-
developed index 0-450.
Flame spread index 76-200; smoke-
developed index 0-450.
: Materials tested in accordance with Section
803.1.2 Room corner test tor interior wall or ceiling
finish materials. Interior wall or ceiling finish materials
shall be permitted to be tested in accordance with NFPA
286. Interior wall or ceiling finish materials tested in
accordance with NFPA 286 shall comply with Section
803.1.2.1.
803.1.2.1 Acceptance criteria for NFPA 286. The
interior finish shall comply with the following:
1. During the 40 kW exposure, flames shall not
spread to the ceiling.
2. The flame shall not spread to the outer extremity
of the sample on any wall or ceiling.
3. Flashover, as defined in NFPA 286, shall not
occur.
4. The peak heat release rate throughout the test
shall not exceed 800 kW.
5. The total smoke released throughout the test shall
not exceed 1 ,000 m 2 .
803.1.3 Room corner test for textile wall coverings and
expanded vinyl wall coverings. Textile wall coverings
and expanded vinyl wall coverings shall meet the criteria
of Section 803.1.3.1 when tested in the manner intended
for use in accordance with the Method B protocol of
NFPA 265 using the product-mounting system, including
adhesive.
2012 INTERNATIONAL BUILDING CODE®
197
INTERIOR FINISHES
803.1.3.1 Acceptance criteria for NFPA 265. The
interior finish shall comply with the following:
1. During the 40 kW exposure, flames shall not
spread to the ceiling.
2. The flame shall not spread to the outer extremi-
ties of the samples on the 8-foot by 12-foot (203
by 305 mm) walls.
3. Flashover, as defined in NFPA 265, shall not
occur.
4. The total smoke released throughout the test shall
not exceed 1 ,000 m 2 .
803.1.4 Acceptance criteria for textile and expanded
vinyl wall or ceiling coverings tested to ASTM E 84 or
UL 723. Textile wall and ceiling coverings and expanded
vinyl wall and ceiling coverings shall have a Class A
flame spread index in accordance with ASTM E 84 or UL
723 and be protected by an automatic sprinkler system
installed in accordance with Section 903.3.1.1 or
903.3.1.2. Test specimen preparation and mounting shall
be in accordance with ASTM E 2404.
803.2 Thickness exemption. Materials having a thickness
less than 0.036 inch (0.9 mm) applied directly to the surface
of walls or ceilings shall not be required to be tested.
803.3 Heavy timber exemption. Exposed portions of struc-
tural members complying with the requirements for buildings
of Type IV construction in Section 602.4 shall not be subject
to interior finish requirements.
803.4 Foam plastics. Foam plastics shall not be used as inte-
rior finish except as provided in Section 2603.10. This sec-
tion shall apply both to exposed foam plastics and to foam
plastics used in conjunction with a textile or vinyl facing or
cover.
803.5 Textile wall coverings. Where used as interior wall
finish materials, textile wall coverings, including materials
having woven or nonwoven, napped, tufted, looped or similar
surface and carpet and similar textile materials, shall be tested
in the manner intended for use, using the product mounting
system, including adhesive, and shall comply with the
requirements of Section 803.1 .2, 803.1.3 or 803.1.4.
803.6 Textile ceiling coverings. Where used as interior ceil-
ing finish materials, textile ceiling coverings, including mate-
rials having woven or nonwoven, napped, tufted, looped or
similar surface and carpet and similar textile materials, shall
be tested in the manner intended for use, using the product
mounting system, including adhesive, and shall comply with
the requirements of Section 803.1.2 or 803.1.4.
803.7 Expanded vinyl wall coverings. Where used as inte-
rior wall finish materials, expanded vinyl wall coverings shall
be tested in the manner intended for use, using the product
mounting system, including adhesive, and shall comply with
the requirements of Section 803.1.2, 803.1.3 or 803.1.4.
803.8 Expanded vinyl ceiling coverings. Where used as
interior ceiling finish materials, expanded vinyl ceiling cover-
ings shall be tested in the manner intended for use, using the
product mounting system, including adhesive, and shall com-
ply with the requirements of Section 803. 1 .2 or 803.1 .4.
803.9 Interior finish requirements based on group. Inte-
rior wall and ceiling finish shall have a flame spread index
not greater than that specified in Table 803.9 for the group
and location designated. Interior wall and ceiling finish mate-
rials tested in accordance with NFPA 286 and meeting the
acceptance criteria of Section 803.1.2.1, shall be permitted to
be used where a Class A classification in accordance with
ASTM E 84 or UL 723 is required.
803.10 Stability. Interior finish materials regulated by this
chapter shall be applied or otherwise fastened in such a man-
ner that such materials will not readily become detached
where subjected to room temperatures of 200°F (93°C) for
not less than 30 minutes.
803.11 Application of interior finish materials to Fire-
resistance-rated or noncombustible building elements. I
Where interior finish materials are applied on walls, ceilings
or structural elements required to have afire-resistance rat-
ing or to be of noncombustible construction, they shall com-
ply with the provisions of this section.
803.11.1 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 l7 4 inches (44 mm), applied directly against
such surfaces.
803.11.1.1 Furred construction. If the interior finish
material is applied to furring strips, the intervening
spaces between such furring strips shall comply with
one of the following:
1. Be filled with material that is inorganic or non-
combustible;
2. Be filled with material that meets the require-
ments of a Class A material in accordance with
Section 803.1.1 or 803.1.2; or
3. Be fireblocked at a maximum of 8 feet (2438
mm) in every direction in accordance with Sec- 1
tion718.
803.11.2 Set-out construction. Where walls and ceilings
are required to be of fire-resistance-rated or noncombusti-
ble construction and walls are set out or ceilings are
dropped distances greater than specified in Section
803.11.1, Class A finish materials, in accordance with
Section 803.1.1 or 803.1.2, shall be used.
Exceptions:
1. Where interior finish materials are protected on
both sides by an automatic sprinkler system in
accordance with Section 903.3.1.1 or 903.3.1.2.
2. Where interior finish materials are attached to
noncombustible backing or furring strips
installed as specified in Section 803.11.1.1.
803.11.2.1 Hangers and assembly members. The
hangers and assembly members of such dropped ceil-
ings that are below the horizontal fire-resistance rated
floor or roof assemblies shall be of noncombustible
materials. The construction of each set-out wall and
198
2012 INTERNATIONAL BUILDING CODE #
INTERIOR FINISHES
TABLE 803.9
INTERIOR WALL AND CEILING FINISH REQUIREMENTS BY OCCUPANCY"
GROUP
SPRINKLERED'
NONSPRINKLERED
Interior exit stairways, interior
exit ramps and exit
passageways' *
Corridors and
enclosure for exit
access stairways
and exit access
ramps
Rooms and
enclosed
spaces
Interior exit stairways,
interior exit ramps and exit
passageways"' °
Corridors and
enclosure for exit
access stairways
and exit access
ramps
Rooms and
enclosed
spaces
A-1&A-2
B
B
C
A
A"
B e
A-3 f , A-4, A-5
B
B
c
A
A"
C
B,E,M,R-1
B
C
c
A
B
C
R-4
B
C
c
A
B
B
F
C
C
c
B
C
C
H
B
B
a
A
A
B
1-1
B
C
c
A
B
B
1-2
B
B
B M
A
A
B
1-3
A
A j
c
A
A
B
1-4
B
B
B h.i
A
A
B
R-2
C
C
c
B
B
C
R-3
C
C
c
C
C
C
S
C
c
c
B
B
c
u
No restrictions
No restrictions
For SI: 1 inch = 25.4 mm, 1 square foot = 0.0929m 2 .
a. Class C interior finish materials shall be permitted for wainscotting or paneling of not more than 1,000 square feet of applied surface area in the grade lobby
where applied directly to a noncombustible base or over furring strips applied to a noncombustible base and fireblocked as required by Section 803.11.1.
b. In other than Group 1-2 occupanicies in buildings less than three stories above grade plane of other than Group 1-3, Class B interior finish for nonsprinklered
buildings and Class C interior finish for sprinklered buildings shall be permitted in interior exit stairways and ramps.
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 determining the applicable requirements for rooms and enclosed spaces, the specific occupancy
thereof shall be the governing factor regardless of the group classification of the building or structure.
d. Lobby areas in Group A-l, 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, paneling or chancel furnishing shall be permitted.
g. Class B material is required where the building exceeds two stories.
h. Class C interior finish materials shall be permitted in administrative spaces.
i.
J-
Class C interior finish materials shall be permitted in rooms with a capacity of four persons or less.
Class B materials shall be permitted as wainscotting extending not more than 48 inches above the finished floor in corridors and exit access stairways and
ramps.
Finish materials as provided for in other sections of this code.
Applies when protected by an automatic sprinkler system installed in accordance with Section 903.3.1.1 or 903.3.1 .2.
horizontal fire-resistance rated floor or roof assembly
shall be of fire-resistance-rated construction as required
elsewhere in this code.
Exception: In Types III and V construction, fire-
retardant-treated wood shall be permitted for use as
hangers and assembly members of dropped ceilings.
803.11.3 Heavy timber construction. Wall and ceiling
finishes 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 fire-
blocked as specified in Section 803.11.1.1.
803.11.4 Materials. An interior wall or ceiling finish
material that is not more than l A inch (6.4 mm) thick shall
be applied directly onto the wall, ceiling or structural ele-
ment without the use of furring strips and shall not be sus-
pended away from the building element to which it is
applied.
Exceptions:
1. Noncombustible interior finish materials.
2. Materials that meet the requirements of Class A
materials in accordance with Section 803.1.1 or
803.1.2 where the qualifying tests were made
with the material furred out from the noncombus-
tible backing shall be permitted to be used with
furring strips.
3. Materials that meet the requirements of Class A
materials in accordance with Section 803.1.1 or
803.1.2 where the qualifying tests were made
with the material suspended away from the non-
combustible backing shall be permitted to be
used suspended away from the building element.
2012 INTERNATIONAL BUILDING CODE®
199
INTERIOR FINISHES
803.12 High-density Polyethylene (HOPE) and Polypro-
pylene (PP). Where high-density polyethylene or polypro-
pylene is used as an interior finish it shall comply with
Section 803.1.2.
803.13 Site-fabricated stretch systems. Where used as inte-
rior wall or interior ceiling finish materials, site-fabricated
stretch systems containing all three components described in
the definition in Section 802 shall be tested in the manner
intended for use, and shall comply with the requirements of
Section 803.1.1 or 803.1.2. If the materials are tested in
accordance with ASTM E 84 or UL 723, specimen prepara-
tion and mounting shall be in accordance with ASTM E 2573.
SECTION 804
INTERIOR FLOOR FINISH
804.1 General. Interior floor finish and floor covering mate-
rials shall comply with Sections 804.2 through 804.4.2.
Exception: Floor finishes and coverings of a traditional
type, such as wood, vinyl, linoleum or terrazzo, and resil-
ient floor covering materials that are not comprised of
fibers.
804.2 Classification. Interior floor finish and floor covering
materials required by Section 804.4.2 to be of Class I or II
materials shall be classified in accordance with NFPA 253.
The classification referred to herein corresponds to the classi-
fications determined by NFPA 253 as follows: Class I, 0.45
watts/cm 2 or greater; Class II, 0.22 watts/cm 2 or greater.
804.3 Testing and identification. Interior floor finish and
floor covering materials shall be tested by an agency in accor-
dance with NFPA 253 and identified by a hang tag or other
suitable method so as to identify the manufacturer or supplier
and style, and shall indicate the interior floor finish or floor
covering classification according to Section 804.2. Carpet-
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. Interior floor cov-
ering materials shall comply with Sections 804.4.1 and
804.4.2 and interior floor finish materials shall comply with
Section 804.4.2.
804.4.1 Test requirement. In all occupancies, interior
floor covering materials shall comply with the require-
ments of the DOC FF-1 "pill test" (CPSC 16 CFR Part
1630) or with ASTM D 2859.
804.4.2 Minimum critical radiant flux. In all occupan-
cies, interior floor finish and floor covering materials in
enclosures for stairways and ramps, exit passageways, cor-
ridors and rooms or spaces not separated from corridors by
partitions extending from the floor to the underside of the
ceiling shall withstand a minimum critical radiant flux.
The minimum critical radiant flux shall not be less than
Class I in Groups 1-1, 1-2 and 1-3 and not less than Class II
in Groups A, B, E, H, I- 4, M, R-l , R-2 and S.
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 DOC FF-1 "pill
test" (CPSC 16 CFR Part 1630) or with ASTM D 2859
are permitted in any area where Class II materials are
required.
SECTION 805
COMBUSTIBLE MATERIALS IN TYPES 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 accor-
dance 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
materials, unless the space between the fire-resistance-
rated floor assembly and the flooring is either solidly filled
with noncombustible materials or fireblocked in accor-
dance with Section 718, 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
permitted to be attached directly to the embedded or fire-
blocked wood sleepers and shall be permitted where
cemented directly to the top surface of fire-resistance-
rated floor assemblies 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 V 2 inch (12.7 mm) thick and covered with
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.
SECTION 806
DECORATIVE MATERIALS AND TRIM
[F] 806.1 General requirements. In occupancies in Groups
A, E, I and R-l and dormitories in Group R-2, curtains, drap-
eries, hangings and other decorative materials suspended
from walls or ceilings shall meet the flame propagation per-
formance criteria of NFPA 701 in accordance with Section
806.2 or be noncombustible.
Exceptions:
1. Curtains, draperies, hangings and other decorative
materials suspended from walls of sleeping units
and dwelling units in dormitories in Group R-2 pro-
tected by an approved automatic sprinkler system
installed in accordance with Section 903.3.1 and
such materials are limited to not more than 50 per-
cent of the aggregate area of walls.
2. Decorative materials, including, but not limited to,
photographs and paintings in dormitories in Group
R-2 where such materials are of limited quantities
200
2012 INTERNATIONAL BUILDING CODE®
INTERIOR FINISHES
such that a hazard of fire development or spread is
not present.
In Groups 1-1 and 1-2, combustible decorative materials
shall meet the flame propagation criteria of NFPA 701 unless
the decorative materials, including, but not limited to, photo-
graphs and paintings, are of such limited quantities that a haz-
ard of fire development or spread is not present. In Group 1-3,
combustible decorative materials are prohibited.
Fixed or movable walls and partitions, paneling, wall pads
and crash pads applied structurally or for decoration, acousti-
cal correction, surface insulation or other purposes shall be
considered 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 sus-
pended from the ceiling and not supported by the floor shall
meet the flame propagation performance criteria in accor-
dance with Section 806.2 and NFPA 701 or shall be noncom-
bustible.
[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 specific wall or ceiling area to
which it is attached.
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 75 percent of the aggregate wall
area 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 803.1 1.
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
agency and meet the flame propagation performance criteria
of NFPA 701 or such materials shall be noncombustible.
Reports of test results shall be prepared in accordance with
NFPA 701 and furnished to the building official upon request.
[F] 806.3 Foam plastic. Foam plastic used as trim in any
occupancy shall comply with Section 2604.2.
[F] 806.4 Pyroxylin plastic. Imitation leather or other mate-
rial consisting of or coated with a pyroxylin or similarly haz-
ardous 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 accor-
dance with ASTM E 84 or UL 723, as described in Section
803.1.1. Combustible trim, excluding handrails and guard-
rails, shall not exceed 10 percent of the specific wall or ceil-
ing area in which it is attached.
[F] 806.6 Interior floor- wall base. Interior floor-wall base
that is 6 inches (152 mm) or less in height shall be tested in
accordance with Section 804.2 and shall not be less than
Class II. Where a Class I floor finish is required, the floor-
wall base shall be Class I.
Exception: Interior trim materials that comply with Sec-
tion 806.5.
SECTION 807
INSULATION
807.1 Insulation. Thermal and acoustical insulation shall
comply with Section 720.
SECTION 808
ACOUSTICAL CEILING SYSTEMS
808.1 Acoustical ceiling systems. The quality, design, fabri-
cation and erection of metal suspension systems for acousti-
cal tile and lay-in panel ceilings in buildings or structures
shall conform with generally accepted engineering practice,
the provisions of this chapter and other applicable require-
ments of this code.
808.1.1 Materials and installation. Acoustical materials
complying with the interior finish requirements of Section
803 shall be installed in accordance with the manufac-
turer's recommendations and applicable provisions for
applying interior finish.
808.1.1.1 Suspended acoustical ceilings. Suspended
acoustical ceiling systems shall be installed in accor-
dance with the provisions of ASTM C 635 and ASTM
C636.
808.1.1.2 Fire-resistance-rated construction. Acous-
tical 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
provisions of Chapter 7.
2012 INTERNATIONAL BUILDING CODE®
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202 201 2 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 sys-
tems.
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
reduction to the provisions of this code has been granted shall
be considered 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 sys-
tem 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 con-
nections to sprinkler systems, standpipes, yard hydrants or
any other fire hose connection shall be compatible with the
connections used by the local fire department.
901.5 Acceptance tests. Fire protection systems shall be
tested in accordance with the requirements of this code and
the International Fire Code. When required, the tests shall be
conducted in the presence of the building official. Tests
required by this code, the International Fire Code and the
standards listed in this code shall be conducted at the expense
of the owner or the owner's representative. It shall be unlaw-
ful to occupy portions 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 sta-
tion in accordance with NFPA 72.
901.6.1 Automatic sprinkler systems. Automatic sprin-
kler systems shall be monitored by an approved supervis-
ing station.
Exceptions:
1. A supervising station is not required for auto-
matic sprinkler systems protecting one- and two-
family dwellings.
2. Limited area systems serving fewer than 20
sprinklers.
901.6.2 Fire alarm systems. Fire alarm systems required
by the provisions of Section 907.2 of this code and Sec-
tions 907.2 and 907.9 of the International Fire Code shall
be monitored by an approved supervising station in accor-
dance with Section 907.6.5.
Exceptions:
1. Single- and multiple-station smoke alarms
required by Section 907.2.11.
2. Smoke detectors in Group 1-3 occupancies.
3. Supervisory service is not required for automatic
sprinkler systems in one- and two-family dwell-
ings.
901.6.3 Group H. Supervision and monitoring of emer-
gency alarm, detection and automatic fire-extinguishing
systems in Group H occupancies shall be in accordance
with the International Fire Code.
901.7 Fire areas. Where buildings, or portions thereof, are
divided into fire areas so as not to exceed the limits estab-
lished for requiring a fire protection system in accordance
with this chapter, such fire areas shall be separated by fire
barriers constructed in accordance with Section 707 or hori-
zontal assemblies constructed in accordance with Section
711, or both, having ^fire-resistance rating of not less than
that determined in accordance with Section 707.3.10.
[F] 901.8 Pump and riser room size. Fire pump and auto-
matic sprinkler system riser rooms shall be designed with
adequate space for all equipment necessary for the installa-
tion, as defined by the manufacturer, with sufficient working
room around the stationary equipment. Clearances around
equipment to elements of permanent construction, including
other installed equipment and appliances, shall be sufficient
to allow inspection, service, repair or replacement without
removing such elements of permanent construction or dis-
abling the function of a required fire-resistance-rated assem-
bly. Fire pump and automatic sprinkler system riser rooms
shall be provided with a door(s) and unobstructed passage-
way large enough to allow removal of the largest piece of
equipment.
SECTION 902
DEFINITIONS
902.1 Definitions. The following terms are defined in Chap-
ter 2:
[F] ALARM NOTIFICATION APPLIANCE.
[F] ALARM SIGNAL.
[F] ALARM VERIFICATION FEATURE.
[F] ANNUNCIATOR.
[F] AUDIBLE ALARM NOTIFICATION APPLIANCE.
[F] AUTOMATIC.
[F] AUTOMATIC FIRE-EXTINGUISHING SYSTEM.
[F] AUTOMATIC SMOKE DETECTION SYSTEM.
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FIRE PROTECTION SYSTEMS
[F] AUTOMATIC SPRINKLER SYSTEM.
[F] AVERAGE AMBIENT SOUND LEVEL.
[F] CARBON DIOXIDE EXTINGUISHING SYSTEMS.
[F] CEILING LIMIT.
[F] CLEAN AGENT.
[F] CONSTANTLY ATTENDED LOCATION.
[F] DELUGE SYSTEM.
[F] DETECTOR, HEAT.
[F] DRY-CHEMICAL EXTINGUISHING AGENT.
[F] ELEVATOR GROUP.
[F] EMERGENCY ALARM SYSTEM.
[F] EMERGENCY VOICE/ALARM COMMUNICATIONS.
[F] FIRE ALARM BOX, MANUAL.
[F] FIRE ALARM CONTROL UNIT.
[F] FIRE ALARM SIGNAL.
[F] FIRE ALARM SYSTEM.
FIRE AREA.
[F] FIRE COMMAND CENTER.
[F] FIRE DETECTOR, AUTOMATIC.
[F] FIRE PROTECTION SYSTEM.
[F] FIRE SAFETY FUNCTIONS.
[F] FOAM-EXTINGUISHING SYSTEM.
[F] HALOGENATED EXTINGUISHING SYSTEM.
[F] INITIATING DEVICE.
[F] MANUAL FIRE ALARM BOX.
[F] MULTIPLE-STATION ALARM DEVICE.
[F] MULTIPLE-STATION SMOKE ALARM.
[F] NOTIFICATION ZONE.
[F] NUISANCE ALARM.
[F] RECORD DRAWINGS.
[Fj SINGLE-STATION SMOKE ALARM.
[F] SMOKE ALARM.
[F] SMOKE DETECTOR.
[F] SMOKEPROOF ENCLOSURE.
[F] STANDPIPE SYSTEM, CLASSES OF.
Class I system.
Class II system.
Class III system.
[F] STANDPIPE, TYPES OF.
Automatic dry.
Automatic wet.
Manual dry.
Manual wet.
Semiautomatic dry.
[F] SUPERVISING STATION.
[F] SUPERVISORY SERVICE.
[F] SUPERVISORY SIGNAL.
[F] SUPERVISORY SIGNAL-INITIATING DEVICE.
[F] TIRES, BULK STORAGE OF.
[F] TROUBLE SIGNAL.
[F] VISIBLE ALARM NOTIFICATION APPLIANCE.
[F] WET-CHEMICAL EXTINGUISHING SYSTEM.
[F] WIRELESS PROTECTION SYSTEM.
[F] ZONE.
[F] ZONE, NOTIFICATION.
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
systems in new buildings and structures shall be provided in
the locations described in Sections 903.2.1 through 903.2.12.
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 smoke detection
system in accordance with Section 907.2 and are separated
from the remainder of the building by not less than 1-hour
fire barriers constructed in accordance with Section 707
or not less than 2-hour horizontal assemblies constructed
in accordance with Section 71 1, or both.
[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-l, A-2, A-3 and A-4 occupancies, the auto-
matic sprinkler system shall be provided throughout the
floor area where the Group A-l, A-2, A-3 or A-4 occu-
pancy is located, and in all floors from the Group A occu-
pancy to, and including, the nearest level of exit discharge
serving the Group A occupancy. For Group A-5 occupan-
cies, the automatic sprinkler system shall be provided in
the spaces indicated in Section 903.2. 1 .5.
[F] 903.2.1.1 Group A-l. An automatic sprinkler sys-
tem shall be provided for Group A-l occupancies
where one of the following conditions exists:
1. The fire area exceeds 12,000 square feet (1115
nr);
2. The fire area has an occupant load of 300 or
more;
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2012 INTERNATIONAL BUILDING CODE®
FIRE PROTECTION SYSTEMS
3. The fire area is located on a floor other than a
level of exit discharge serving such occupancies;
or
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 (464.5
2. The fire area has an occupant load of 100 or
more; or
3. The fire area is located on a floor other than a
level of exit discharge serving such occupancies.
[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
m 2 );
2. The fire area has an occupant load of 300 or
more; or
3. The fire area is located on a floor other than a
level of exit discharge serving such occupancies.
[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
m 2 );
2. The fire area has an occupant load of 300 or
more; or
3. The fire area is located on a floor other than a
level of exit discharge serving such occupancies.
[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 2 ).
[F] 903.2.2 Ambulatory care facilities. An automatic
sprinkler system shall be installed throughout the entire
floor containing an ambulatory care facility where either
of the following conditions exist at any time:
1. Four or more care recipients are incapable of self-
preservation, whether rendered incapable by staff or
staff has accepted responsibility for care recipients
already incapable.
2. One or more care recipients that are incapable of
self-preservation are located at other than the level
of exit discharge serving such a facility.
In buildings where ambulatory care is provided on lev-
els other than the level of exit discharge, an automatic
sprinkler system shall be installed throughout the entire
floor where such care is provided as well as all floors
below, and all floors between the level of ambulatory care
and the nearest level of exit discharge, including the level
of exit discharge.
[F] 903.2.3 Group E. An automatic sprinkler system shall
be provided for Group E occupancies as follows:
1. Throughout all Group E fire areas greater than
12,000 square feet (1115 m 2 ) in area.
2. Throughout every portion of educational buildings
below the lowest level of exit discharge serving that
portion of the building.
Exception: An automatic sprinkler system is not
required in any area below the lowest level of exit
discharge serving that area where every class-
room throughout the building has at least one
exterior exit door at ground level.
[F] 903.2.4 Group F-l. An automatic sprinkler system
shall be provided throughout all buildings containing a
Group F-l occupancy where one of the following condi-
tions exists:
1. A Group F-l fire area exceeds 12,000 square feet
(1115 m 2 ).
2. A Group F- 1 fire area is located more than three sto-
ries above grade plane.
3. The combined area of all Group F-l fire areas on all
floors, including any mezzanines, exceeds 24,000
square feet (2230 m 2 ).
4. A Group F-l occupancy used for the manufacture of
upholstered furniture or mattresses exceeds 2,500
square feet (232 m 2 ).
[F] 903.2.4.1 Woodworking operations. An auto-
matic sprinkler system, shall be provided throughout all
Group F-l occupancy fire areas that contain wood-
working operations in excess of 2,500 square feet (232
m 2 ) in area which generate finely divided combustible
waste or use finely divided combustible materials.
[F] 903.2.5 Group H. Automatic sprinkler systems shall
be provided in high-hazard occupancies as required in
Sections 903.2.5.1 through 903.2.5.3.
[F] 903.2.5.1 General. An automatic sprinkler system
shall be installed in Group H occupancies.
[F] 903.2.5.2 Group H-5. An automatic sprinkler sys-
tem shall be installed throughout buildings containing
Group H-5 occupancies. The design of the sprinkler
system shall not be less than that required by this code
for the occupancy hazard classifications in accordance
with Table 903.2.5.2. 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] 903.2.5.3 Pyroxylin plastics. An automatic sprin-
kler system shall be provided in buildings, or portions
thereof, where cellulose nitrate film or pyroxylin plas-
tics are manufactured, stored or handled in quantities
exceeding 100 pounds (45 kg).
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FIRE PROTECTION SYSTEMS
[F] TABLE 903.2.5.2
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] 903.2.6 Group I. An automatic sprinkler system shall
be provided throughout buildings with a Group I fire area.
Exceptions:
1. An automatic sprinkler system installed in accor-
dance with Section 903.3.1.2 shall be permitted
in Group 1-1 facilities.
2. An automatic sprinkler system installed in accor-
dance with Section 903.3.1.3 shall be allowed in
Group 1-1 facilities when in compliance with all
of the following:
2.1. A hydraulic design information sign is
located on the system riser;
2.2. Exception 1 of Section 903.4 is not
applied; and
2.3. Systems shall be maintained in accordance
with the requirements of Section 903.3.1.2.
3. An automatic sprinkler system is not required
where day care facilities are at the level of exit
discharge and where every room where care is
provided has at least one exterior exit door.
4. In buildings where Group 1-4 day care is pro-
vided on levels other than the level of exit dis-
charge, an automatic sprinkler system in
accordance with Section 903.3.1.1 shall be
installed on the entire floor where care is pro-
vided and all floors between the level of care and
the level of exit discharge, all floors below the
level of exit discharge, other than areas classified
as an open parking garage.
[F] 903.2.7 Group M. An automatic sprinkler system
shall be provided throughout buildings containing a Group
M occupancy where one of the following conditions
exists:
1 . A Group M fire area exceeds 1 2,000 square feet
(1115 m 2 ).
2. A Group Mfire area is located more than three sto-
ries above grade plane.
3. The combined area of all Group Mfire areas on all
floors, including any mezzanines, exceeds 24,000
square feet (2230 m 2 ).
4. A Group M occupancy used for the display and sale
of upholstered furniture or mattresses exceeds 5,000
square feet (464 m 2 ).
[F] 903.2.7.1 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] 903.2.8 Group R. An automatic sprinkler system
installed in accordance with Section 903.3 shall be pro-
vided throughout all buildings with a Group Rfire area.
[F] 903.2.8.1 Group R-3 or R-4 congregate residences.
An automatic sprinkler system installed in accordance
with Section 903.3.1.3 shall be permitted in Group R-3 or
R-4 congregate residences with 1 6 or fewer residents.
[F] 903.2.8.2 Care facilities. An automatic sprinkler
system installed in accordance with Section 903.3.1.3
shall be permitted in care facilities with 5 or fewer indi-
viduals in a single-family dwelling.
[F] 903.2.9 Group S-l. An automatic sprinkler system
shall be provided throughout all buildings containing a
Group S-l occupancy where one of the following condi-
tions exists:
1. A Group S-l fire area exceeds 12,000 square feet
(1115 m 2 ).
2. A Group S-l fire area is located more than three sto-
ries above grade plane.
3. The combined area of all Group S-l fire areas on all
floors, including any mezzanines, exceeds 24,000
square feet (2230 m 2 ).
4. A Group S-l fire area used for the storage of com-
mercial trucks or buses where the fire area exceeds
5,000 square feet (464 m 2 ).
5. A Group S-l occupancy used for the storage of
upholstered furniture or mattresses exceeds 2,500
square feet (232 m 2 ).
[F] 903.2.9.1 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 having two or more stories above
grade plane, including basements, with a fire
area containing a repair garage exceeding 10,000
square feet (929 m 2 ).
2. Buildings no more than one story above grade
plane, with a fire area containing a repair garage
exceeding 12,000 square feet (1 1 15 nr).
3. Buildings with repair garages servicing vehicles
parked in basements.
4. A Group S- 1 fire area used for the repair of com-
mercial trucks or buses where the fire area
exceeds 5,000 square feet (464 m 2 ).
[F] 903.2.9.2 Bulk storage of tires. Buildings and
structures where the area for the storage of tires
exceeds 20,000 cubic feet (566 m 3 ) shall be equipped
throughout with an automatic sprinkler system in
accordance with Section 903.3.1.1.
[F] 903.2.10 Group S-2 enclosed parking garages. An
automatic sprinkler system shall be provided throughout
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2012 INTERNATIONAL BUILDING CODE 8
FIRE PROTECTION SYSTEMS
I
buildings classified as enclosed parking garages in accor-
dance with Section 406.4 as follows:
1. Where the fire area of the enclosed parking garage
exceeds 12,000 square feet (11 15 m 2 ); or
2. Where the enclosed parking garage is located
beneath other groups.
Exception: Enclosed parking garages located
beneath Group R-3 occupancies.
[F] 903.2.10.1 Commercial parking garages. An
automatic sprinkler system shall be provided through-
out buildings used for storage of commercial trucks or
buses where the fire area exceeds 5,000 square feet
(464 nr).
[F] 903.2.11 Specific building areas and hazards. In all
occupancies other than Group U, an automatic sprinkler
system shall be installed for building design or hazards in
the locations set forth in Sections 903.2.11.1 through
903.2.11.6.
[F] 903.2.11.1 Stories without openings. An auto-
matic sprinkler system shall be installed throughout all
stories, including basements, of all buildings where the
floor area exceeds 1,500 square feet (139.4 m 2 ) and
where there is not provided at least one of the following
types of exterior wall openings:
1. Openings below grade that lead directly to
ground level by an exterior stairway complying
with Section 1009 or an outside ramp complying
with Section 1010. Openings shall be located in
each 50 linear feet (15 240 mm), or fraction
thereof, of exterior wall in the story on at least
one side. The required openings shall be distrib-
uted such that the lineal distance between adja-
cent openings does not exceed 50 feet (15 240
mm).
2. Openings entirely above the adjoining ground
level totaling at least 20 square feet (1 .86 m 2 ) in
each 50 linear feet (15 240 mm), or fraction
thereof, of exterior wall in the story on at least
one side. The required openings shall be distrib-
uted such that the lineal distance between adja-
cent openings does not exceed 50 feet (15 240
mm). The height of the bottom of the clear open-
ing shall not exceed 44 inches (1118 mm) mea-
sured from the floor.
[F] 903.2.11.1.1 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] 903.2.11.1.2 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] 903.2.11.1.3 Basements. Where any portion of a
basement is located more than 75 feet (22 860 mm)
from openings required by Section 903.2.11.1, or
where walls, partitions or other obstructions are
installed that restrict the application of water from
hose streams, the basement shall be equipped
throughout with an approved automatic sprinkler
system.
[F] 903.2.11.2 Rubbish and linen chutes. An auto-
matic sprinkler system shall be installed at the top of
rubbish and linen chutes and in their terminal rooms.
Chutes shall have additional sprinkler heads installed at
alternate floors and at the lowest intake. Where a rub-
bish chute extends through a building more than one
floor below the lowest intake, the extension shall have
sprinklers installed that are recessed from the drop area
of the chute and protected from freezing in accordance
with Section 903.3.1.1. Such sprinklers shall be
installed at alternate floors, beginning with the second
level below the last intake and ending with the floor
above the discharge. Chute sprinklers shall be accessi-
ble for servicing.
[F] 903.2.11.3 Buildings 55 feet or more in height.
An automatic sprinkler system shall be installed
throughout buildings with a floor level having an occu-
pant 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] 903.2.11.4 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-sec-
tional diameter of the duct is less than 10 inches
(254 mm).
[F] 903.2.11.5 Commercial cooking operations. An
automatic sprinkler system shall be installed in com-
mercial kitchen exhaust hood and duct system where an
automatic sprinkler system is used to comply with Sec-
tion 904.
[F] 903.2.11.6 Other required suppression systems.
In addition to the requirements of Section 903.2, the
provisions indicated in Table 903.2.11.6 also require
the installation of a fire suppression system for certain
buildings and areas.
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[F] TABLE 903.2.1 1.6
ADDITIONAL REQUIRED SUPPRESSION SYSTEMS
SECTION
402.10
403.3
404.3
405.3
SUBJECT
Covered and open mall buildings
High-rise buildings
Atriums
407.6
410.7
411.4
412.4.6,412.4.6.1,
412.6.5
415.10.11
416.5
417.4
507
509.4
1028.6.2.3
IFC
Underground structures
Group 1-2
Stages
Special amusement buildings
Aircraft hangars
Group H-5 HPM exhaust ducts
Flammable finishes
Drying rooms
Unlimited area buildings
Incidental uses
Smoke-protected assembly seating
Sprinkler system requirements as set forth in
Section 903.2.1 1.6 of the International Fire
Cade
[F] 903.2.12 During construction. Automatic sprinkler
systems required during construction, alteration and
demolition operations shall be provided in accordance
with Chapter 33 of the International Fire Code.
[F] 903.3 Installation requirements. Automatic sprinkler
systems shall be designed and installed in accordance with
Sections 903.3.1 through 903.3.6.
[F] 903.3.1 Standards. Sprinkler systems shall be
designed and installed in accordance with Section
903.3.1.1 unless otherwise permitted by Sections
903.3.1.2 and 903.3.1.3 and other chapters of this code, as
applicable.
[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
sprinkler system in accordance with this section, sprin-
klers shall be installed throughout in accordance with
NFPA 13 except as provided in Section 903.3.1.1.1.
[F] 903.3.1.1.1 Exempt locations. Automatic sprin-
klers shall not be required in the following rooms or
areas where such rooms or areas are protected with
an approved automatic fire detection system in
accordance with Section 907.2 that will respond to
visible or invisible particles of combustion. Sprin-
klers shall not be omitted from any room merely
because it is damp, of fire-resistance-rated construc-
tion or contains electrical equipment.
1. Any room where the application of water, or
flame and water, constitutes a serious life or
fire hazard.
2. Any room or space where sprinklers are con-
sidered undesirable because of the nature of
the contents, when approved by the fire code
official.
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. Rooms or areas that are of noncombustible
construction with wholly noncombustible con-
tents.
5. Fire service access elevator machine rooms
and machinery spaces.
6. Machine rooms and machinery spaces associ- I
ated with occupant evacuation elevators 1
designed in accordance with Section 3008. |
[F] 903.3.1.2 NFPA 13R sprinkler systems. Auto-
matic sprinkler systems in Groupo R occupancies up to
and including four stories in height shall be permitted
to be installed throughout in accordance with NFPA
13R.
[F] 903.3.1.2.1 Balconies and decks. Sprinkler pro-
tection shall be provided for exterior balconies,
decks and ground floor patios of dwelling units
where the building is of Type V construction, pro-
vided there is a roof or deck above. Sidewall sprin-
klers that are used to protect such areas shall be
permitted to be located such that their deflectors are
within 1 inch (25 mm) to 6 inches (152 mm) below
the structural members and a maximum distance of
14 inches (356 mm) below the deck of the exterior
balconies and decks that are constructed of open
wood joist construction.
[F] 903.3.1.3 NFPA 13D sprinkler systems. Auto-
matic sprinkler systems installed in one- and two-fam-
ily dwellings, Group R-3 and R-4 congregate 1
residences and townhouses shall be permitted to be I
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 care recipient sleeping. units in Group 1-2 |
in accordance with this code.
2. Throughout all spaces within a smoke compartment |
containing treatment rooms in ambulatory care facil- 1
ities. I
3. Dwelling units and sleeping units in Group 1-1 and R
occupancies.
4. 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
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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 accor-
dance 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
requirements:
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 13D or
NFPA 13R.
[F] 903.3.5.1.2 Residential combination services.
A single combination water supply shall be allowed
provided that the domestic demand is added to the
sprinkler demand as required by NFPA 1 3R.
[F] 903.3.5.2 Secondary water supply. An automatic
secondary on-site water supply having a capacity not
less than the hydraulically calculated sprinkler demand,
including the hose stream requirement, shall be pro-
vided for high-rise buildings assigned to Seismic
Design Category C, D, E or F as determined by the
International Building Code. An additional fire pump
shall not be required for the secondary water supply
unless needed to provide the minimum design intake
pressure at the suction side of the fire pump supplying
the automatic sprinkler system. The secondary water
supply shall have a duration of not less than 30 minutes
as determined by the occupancy hazard classification in
accordance with NFPA 13.
Exception: Existing buildings.
[F] 903.3.6 Hose threads. Fire hose threads and fittings
used in connection with automatic sprinkler systems shall
be as prescribed by the fire code official.
[F] 903.4 Sprinkler system supervision and alarms. All
valves controlling the water supply for automatic sprinkler
systems, pumps, tanks, water levels and temperatures, critical
air pressures and waterflow switches on all sprinkler systems
shall be electrically supervised by a listed fire alarm control
unit.
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 13R where a common supply main is
used to supply both domestic water and the auto-
matic sprinkler system, 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 posi-
tion.
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 Monitoring. Alarm, supervisory and trouble
signals shall be distinctly different and shall be automati-
cally transmitted to an approved supervising station or,
when approved by the fire code official, shall sound an
audible 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 electri-
cally supervised by a tamper switch installed in
accordance with NFPA 72 and separately annun-
ciated.
[F] 903.4.2 Alarms. An approved audible device, located
on the exterior of the building in an approved location,
shall be connected to each automatic sprinkler system.
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Such sprinkler water-flow alarm devices shall be activated
by water flow equivalent to the flow of a single sprinkler
of the smallest orifice size installed in the system. Where a
fire alarm system is installed, actuation of the automatic
sprinkler system shall actuate the building fire alarm sys-
tem.
[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
systems installed as an alternative to the required automatic
sprinkler systems of Section 903 shall be approved by the fire
code official. Automatic fire-extinguishing systems shall not
be considered alternatives for the purposes of exceptions or
reductions allowed by other requirements of this code.
[F] 904.2.1 Commercial hood and duct systems. Each
required commercial kitchen exhaust hood and duct sys-
tem required by Section 609 of the International Fire
Code or Chapter 5 of the International Mechanical Code
to have a Type I hood shall be protected with an approved
automatic fire-extinguishing system installed in accor-
dance 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 NFPA 70.
[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. Where more than one hazard could be simulta-
neously involved in fire due to their proximity, all hazards
shall be protected by a single system designed to protect
all hazards that could become involved.
Exception: Multiple systems shall be permitted to be
installed if they are designed to operate simultaneously.
[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 opera-
tion 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-extinguish-
ing 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 pro-
vided to alert occupants once agent discharge has begun.
Audible signals shall be in accordance with Section
907.5.2.
[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
hazard.
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 accor-
dance with this section and Section 907 to verify proper
operation.
[Fj 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
premises 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 17A and their
listing.
[F] 904.6 Dry-chemical systems. Dry-chemical extinguish-
ing 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
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inspected and tested in accordance with NFPA 1 2 and their
listing.
[F] 904.9 Halon systems. Halogenated extinguishing sys-
tems shall be installed, maintained, periodically inspected
and tested in accordance with NFPA 1 2A and their listing.
[F] 904.10 Clean-agent systems. Clean-agent fire-extin-
guishing 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 man-
ufacturer's installation instructions. Automatic fire-extin-
guishing systems of the following types shall be installed in
accordance with the referenced standard indicated, as fol-
lows:
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 17A.
Exception: Factory-built commercial cooking recirculat-
ing systems that are tested in accordance with UL 71 0B
and listed, labeled and installed in accordance with Sec-
tion 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 (178 N) and a
maximum movement of 14 inches (356 mm) to actuate the
fire suppression system.
Exception: Automatic sprinkler systems shall not be
required to be equipped with manual actuation means.
[FJ 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 equip-
ment. The fuel and electrical supply reset shall be manual.
[F] 904.11.3 Carbon dioxide systems. When carbon
dioxide systems are used, there shall be a nozzle at the top
of the ventilating duct. Additional nozzles that are sym-
metrically arranged to give uniform distribution shall be
installed within vertical ducts exceeding 20 feet (6096
mm) and horizontal 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 immediately below the damper. Automatic carbon
dioxide fire-extinguishing systems shall be sufficiently
sized to protect against all hazards venting through a com-
mon 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 commer-
cial-type cooking equipment shall be supplied from a sep-
arate, 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 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 depart-
ment hose threads. The location of fire department hose con-
nections shall be approved. In buildings used for high-piled
combustible storage, fire protection shall be in accordance
with the International 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 905.3.8. 1
Standpipe systems are allowed to be combined with auto- |
matic sprinkler systems.
Exception: Standpipe systems are not required in Group
R-3 occupancies.
[F] 905.3.1 Height. Class III standpipe systems shall be
installed throughout buildings where the floor level of the
highest story is located more than 30 feet (9144 mm)
above the lowest level of fire department vehicle access,
or where the floor level of the lowest story is located more
than 30 feet (9144 mm) below the highest level of fire
department vehicle access.
Exceptions:
1. Class I standpipes are allowed in buildings
equipped throughout with an automatic sprinkler
system in accordance with Section 903.3.1.1 or
903.3.1.2.
2. Class I manual standpipes are allowed in open
parking garages where the highest floor is
located not more than 150 feet (45 720 mm)
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FIRE PROTECTION SYSTEMS
above the lowest level of fire department vehicle
access.
3. Class I manual dry standpipes are allowed in
open parking garages that are subject to freezing
temperatures, provided that the hose connections
are located as required for Class II standpipes in
accordance 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 con-
sider:
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
having 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 that are not high-rise buildings.
[F] 905.3.3 Covered and open mall buildings. Covered
mall and open mall buildings shall be equipped throughout
with a standpipe system where required by Section
905.3.1. Mall buildings not required to be equipped with a
standpipe system by Section 905.3.1 shall be equipped
with Class I hose connections connected to the automatic
sprinkler system sized to deliver water at 250 gallons per
minute (946.4 L/min) at the most hydraulically remote
hose connection while concurrently supplying the auto-
matic sprinkler system demand. The standpipe system
shall be designed to not exceed a 50 pounds per square
inch (psi) (345 kPa) residual pressure loss with a flow of
250 gallons per minute (946.4 L/min) from the fire depart-
ment connection to the hydraulically most remote hose
connection. Hose connections shall be provided at each of
the following locations:
1. Within the mall at the entrance to each exit passage-
way or corridor.
2. At each floor-level landing within enclosed stair-
ways opening directly on the mall.
3. At exterior public entrances to the mall of a covered
mall building.
4. At public entrances at the perimeter line of an open
mall building.
5. At other locations as necessary so that the distance
to reach all portions of a tenant space does not
exceed 200 feet (60 960 mm) from a hose connec-
tion.
[F] 905.3.4 Stages. Stages greater than 1 ,000 square feet
in area (93 m 2 ) shall be equipped with a Class III wet
standpipe system with 1 7 2 -inch and 2'/ 2 -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 lV 2 -
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 1 7,-inch (38 mm)
hose connections shall be equipped with sufficient
lengths of l'/ 2 -inch (38 mm) hose to provide fire pro-
tection 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
rooftop helistop or heliport shall be equipped with a Class
I or III standpipe system extended to the roof level on
which the helistop or heliport is located in accordance
with Section 2007.5 of the International Fire Code.
[F] 905.3.7 Marinas and boatyards. Standpipes in mari-
nas and boatyards shall comply with Chapter 36 of the
International Fire Code.
[F] 905.3.8 Rooftop gardens and landscaped roofs.
Buildings or structures that have rooftop gardens or land-
scaped roofs and that are equipped with a standpipe sys-
tem shall have the standpipe system extended to the roof
level on which the rooftop garden or landscaped roof is
located.
[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 horizon-
tal exit are reachable from exit stairway hose con-
nections by a 30-foot (9144 mm) hose stream from a
nozzle attached to 100 feet (30 480 mm) of hose, a
hose connection shall not be required at the horizon-
tal exit.
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3. In every exit passageway, at the entrance from the exit
passageway to other areas of a building.
Exception: Where floor areas adjacent to an exit
passageway are reachable from exit stairway hose
connections by a 30-foot (9144 mm) hose stream
from a nozzle attached to 100 feet (30 480 mm) of
hose, a hose connection shall not be required at the
entrance from the exit passageway to other areas of
the building.
4. In covered mall buildings, adjacent to each exterior
public entrance to the mall and adjacent to each
entrance from an exit passageway or exit corridor to the
mall. In open mall buildings, adjacent to each public
entrance to the mall at the perimeter line and adjacent
to each entrance from an exit passageway or exit corri-
dor to the mall.
5. Where the roof has a slope less than four units vertical
in 12 units horizontal (33.3-percent slope), a hose con-
nection shall be located to serve the roof or at the high-
est landing of a stairway with stair access to the roof
provided in accordance with Section 1009.16.
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 sprin-
klered floor or story is more than 200 feet (60 960 mm)
from a hose connection, the fire code official is autho-
rized to require that additional hose connections be pro-
vided 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
interconnected 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-l and A-2. In Group A-l and A-2
occupancies having occupant loads exceeding 1,000 per-
sons, 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 official.
[F] 905.6 Location of Class III standpipe hose connec-
tions. Class III standpipe systems shall have hose connec-
tions 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 in accordance with NFPA 14.
[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 perma-
nently 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 writ-
ten sign shall be marked with a permanently
attached pictogram of the equipment contained
therein.
2. Doors that have either an approved visual identi-
fication 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
easily 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.
[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
signal at the supervising station required by Section 903.4.
Where a fire alarm system is provided, a signal shall also be
transmitted to the control unit.
Exceptions:
1. Valves to underground key or hub valves in road-
way boxes provided by the municipality or public
utility do not require supervision.
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FIRE PROTECTION SYSTEMS
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 Where required. Portable fire extinguishers shall
be installed in the following locations.
1 . In Group A, B, E, F, H, I, M, R-l, R-2, R-4 and S occu-
pancies.
Exception: In Group R-2 occupancies, portable fire
extinguishers shall be required only in locations
specified in Items 2 through 6 where each dwelling
unit is provided with a portable fire extinguisher
having a minimum rating of 1-A:10-B:C.
2. Within 30 feet (9144 mm) of commercial cooking
equipment.
3. In areas where flammable or combustible liquids are
stored, used or dispensed.
4. On each floor of structures under construction, except
Group R-3 occupancies, in accordance with Section
3315.1 of the International Fire Code.
5. Where required by the International Fire Code sections
indicated in Table 906.1.
6. Special-hazard areas, including but not limited to labo-
ratories, computer rooms and generator rooms, where
required by the fire code official.
[F] 906.2 General requirements. Portable fire extinguishers
shall be selected and installed in accordance with this section
and NFPA 10.
Exceptions:
1. The travel distance to reach an extinguisher shall not
apply to the spectator seating portions of Group A-5
occupancies.
2. In Group 1-3, portable fire extinguishers shall be
permitted to be located at staff locations.
[F] 906.3 Size and distribution. The size and distribution of
portable fire extinguishers shall be in accordance with Sec-
tions 906.3.1 through 906.3.4.
[F] 906.3.1 Class A fire hazards. The minimum sizes and
distribution of portable fire extinguishers for occupancies
that involve primarily Class A fire hazards shall comply
with Table 906.3(1).
[F] TABLE 906.1
ADDITIONAL REQUIRED PORTABLE FIRE EXTINGUISHERS IN
THE INTERNATIONAL FIRE CODE
IFC SECTION
303.5
Asphalt kettles
307.5
308. 1. 3
309.4
SUBJECT
Open burning
Open flames — torches
Powered industrial tracks
2005.2
2005.3
2005.4
2005.5
2005.6
2007.7
2108.4
2305.5
2310.6.4
2311.6
2404.4.
Aircraft towing vehicles
Aircraft welding apparatus
Aircraft fuel-servicing tank vehicles
Aircraft hydrant fuel-servicing vehicles
Aircraft fuel-dispensing stations
Heliports and helistops
Dry cleaning plants
Motor fuel-dispensing facilities
Marine motor fuel-dispensing facilities
Repair garages
Spray-finishing operations
2405.4.2 Dip-tank operations
2406.4.2 Powder-coating areas
2804.2
2808.8
2809.5
2903.5
3006.3
3104.12
3206.1
3315.
3317.3
3408.2
3504.2.6
3604.4
5203.6
5703.2.1
Lumberyards/woodworking facilities
Recycling facilities
Exterior lumber storage
Organic-coating areas
Industrial ovens
Tents and membrane structures
Rack storage
Buildings under construction or demolition
Roofing operations
Tire rebuilding/storage
Welding and other hot work
Marinas
Combustible fibers
Flammable and combustible liquids, general
5704.3.3.1
5704.3.7.5.2
5705.4.9
5706.2.7
5706.4.10.1
5706.5.4.5
5706.6.4
5906.5.7
6108.2
Indoor storage of flammable and combustible liquids
Liquid storage rooms for flammable and combustible
liquids
Solvent distillation units
Farms and construction sites — flammable and
combustible liquids storage
Bulk plants and terminals for flammable and
combustible liquids
Commercial, industrial, governmental or
manufacturing establishments — fuel dispensing
Tank vehicles for flammable and combustible liquids
Flammable solids
LP-gas
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[F]TABLE 906.3(1)
FIRE EXTINGUISHERS FOR CLASS A FIRE HAZARDS
LIGHT
(Low)
HAZARD
OCCUPANCY
ORDINARY
(Moderate)
HAZARD
OCCUPANCY
EXTRA
(High)
HAZARD
OCCUPANCY
Minimum Rated Sin-
gle Extinguisher
2-A c
2-A
4-A a
Maximum Floor Area
Per Unit of A
3,000
square feet
1,500
square feet
1,000
square feet
Maximum Floor Area
for Extinguisher b
11,250
square feet
11,250
square feet
11,250
square feet
Maximum Travel
Distance to Extin-
guisher
75 feet
75 feet
75 feet
For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929m 2 , 1 gallon = 3.785 L.
a. Two 2'/,-gallon water-type extinguishers shall be deemed the equivalent
of one 4-A rated extinguisher.
b. Annex E.3.3 of NFPA 10 provides more details concerning application of
the maximum floor area criteria.
c. Two water-type extinguishers each with a I -A rating shall be deemed the
equivalent of one 2-A rated extinguisher for Light (Low) Hazard
Occupancies.
[F] 906.3.2 Class B fire hazards. Portable fire extinguish-
ers for occupancies involving flammable or combustible
liquids with depths less than or equal to 0.25-inch (6.35
mm) shall be selected and placed in accordance with Table
906.3(2).
Portable fire extinguishers for occupancies involving
flammable or combustible liquids with a depth of greater
than 0.25-inch (6.35 mm) shall be selected and placed in
accordance with NFPA 10.
[F] TABLE 906.3(2)
FIRE EXTINGUISHERS FOR FLAMMABLE OR COMBUSTIBLE
LIQUIDS WITH DEPTHS
LESS THAN OR EQUAL TO 0.25 INCH
TYPE OF HAZARD
BASIC MINIMUM
EXTINGUISHER RATING
MAXIMUM TRAVEL
DISTANCE TO
EXTINGUISHERS (feet)
Light (Low)
5-B
10-B
30
50
Ordinary (Moder-
ate)
10-B
20-B
30
50
Extra (High)
40-B
80-B
30
50
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
Note: For requirements on water-soluble flammable liquids and alternative
sizing criteria, see Section 5.5 of NFPA 10.
[F] 906.3.3 Class C fire hazards. Portable fire extin-
guishers for Class C fire hazards shall be selected and
placed on the basis of the anticipated Class A or B hazard.
[F] 906.3.4 Class D fire hazards. Portable fire extin-
guishers for occupancies involving combustible metals
shall be selected and placed in accordance with NFPA 10.
[F] 906.4 Cooking grease fires. Fire extinguishers provided
for the protection of cooking grease fires shall be of an
approved type compatible with the automatic fire-extinguish-
ing system agent and in accordance with Section 904.11.5 of
the International Fire Code.
[F] 906.5 Conspicuous location. Portable fire extinguishers
shall be located in conspicuous locations where they will be
readily accessible and immediately available for use. These
locations shall be along normal paths of travel, unless the fire
code official determines that the hazard posed indicates the
need for placement away from normal paths of travel.
[F] 906.6 Unobstructed and unobscured. Portable fire
extinguishers shall not be obstructed or obscured from view.
In rooms or areas in which visual obstruction cannot be com-
pletely avoided, means shall be provided to indicate the loca-
tions of extinguishers.
[F] 906.7 Hangers and brackets. Hand-held portable fire
extinguishers, not housed in cabinets, shall be installed on the
hangers or brackets supplied. Hangers or brackets shall be
securely anchored to the mounting surface in accordance with
the manufacturer's installation instructions.
[F] 906.8 Cabinets. Cabinets used to house portable fire
extinguishers shall not be locked.
Exceptions:
1. Where portable fire extinguishers subject to mali-
cious use or damage are provided with a means of
ready access.
2. In Group 1-3 occupancies and in mental health areas
in Group 1-2 occupancies, access to portable fire
extinguishers shall be permitted to be locked or to be
located in staff locations provided the staff has keys.
[F] 906.9 Extinguisher installation. The installation of por-
table fire extinguishers shall be in accordance with Sections
906.9.1 through 906.9.3.
[F] 906.9.1 Extinguishers weighing 40 pounds or less.
Portable fire extinguishers having a gross weight not
exceeding 40 pounds (18 kg) shall be installed so that their
tops are not more than 5 feet (1524 mm) above the floor.
[F] 906.9.2 Extinguishers weighing more than 40
pounds. Hand-held portable fire extinguishers having a
gross weight exceeding 40 pounds (18 kg) shall be
installed so that their tops are not more than 3.5 feet (1067
mm) above the floor.
[F] 906.9.3 Floor clearance. The clearance between the
floor and the bottom of installed hand-held portable fire
extinguishers shall not be less than 4 inches (102 mm).
[F] 906.10 Wheeled units. Wheeled fire extinguishers shall
be conspicuously located in a designated location.
SECTION 907
FIRE ALARM AND DETECTION SYSTEMS
[F] 907.1 General. This section covers the application,
installation, performance and maintenance of fire alarm sys-
tems and their components.
[F] 907.1.1 Construction documents. Construction docu-
ments for fire alarm systems shall be of sufficient clarity to
indicate the location, nature and extent of the work pro-
posed and show in detail that it will conform to the provi-
sions of this code, the International Fire Code, and
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relevant laws, ordinances, rules and regulations, as deter-
mined by the fire code official.
[F] 907.1.2 Fire alarm shop drawings. Shop drawings
for fire alarm systems shall be submitted for review and
approval prior to system installation, and shall include, but
not be limited to, all of the following:
1 . A floor plan that indicates the use of all rooms.
2. Locations of alarm-initiating devices.
3. Locations of alarm notification appliances, includ-
ing candela ratings for visible alarm notification
appliances.
4. Location of fire alarm control unit, transponders
and notification power supplies.
5. Annunciators.
6. Power connection.
7. Battery calculations.
8. Conductor type and sizes.
9. Voltage drop calculations.
10. Manufacturers' data sheets indicating model num-
bers and listing information for equipment, devices
and materials.
1 1 . Details of ceiling height and construction.
12. The interface of fire safety control functions.
1 3. Classification of the supervising station.
[F] 907.1.3 Equipment. Systems and components shall be
listed and approved for the purpose for which they are
installed.
[F] 907.2 Where required — new buildings and structures.
An approved fire alarm system installed in accordance 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 notification
in accordance with Section 907.5, unless other requirements
are provided by another section of this code.
A minimum of one manual fire alarm box shall be pro-
vided in an approved location to initiate a fire alarm signal
for fire alarm systems employing automatic fire detectors or
waterflow detection devices. Where other sections of this
code allow elimination of fire alarm boxes due to sprinklers, a
single fire alarm box shall be installed.
Exceptions:
1. The manual fire alarm box is not required for fire
alarm systems dedicated to elevator recall control
and supervisory service.
2. The manual fire alarm box is not required for Group
R-2 occupancies unless required by the fire code
official to provide a means for fire watch personnel
to initiate an alarm during a sprinkler system impair-
ment event. Where provided, the manual fire alarm
box shall not be located in an area that is accessible
to the public.
[F] 907.2.1 Group A. A manual fire alarm system that
activates the occupant notification system in accordance
with Section 907.5 shall be installed in Group A occupan-
cies where the occupant load due to the assembly occu-
pancy is 300 or more. Group A occupancies not separated
from one another in accordance with Section 707.3.9 shall
be considered as a single occupancy for the purposes of
applying this section. 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
automatic sprinkler system installed in accordance with
Section 903.3.1.1 and the occupant notification appli-
ances will activate throughout the notification zones
upon sprinkler waterflow.
[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 Section 907.5.2.2.
Exception: Where approved, the prerecorded
announcement is allowed to be manually deacti-
vated 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 voice/alarm communica-
tion captions. Stadiums, arenas and grandstands
required to caption audible public announcements shall
be in accordance with Section 907.5.2.2.4.
[F] 907.2.2 Group B. A manual fire alarm system shall be
installed in Group B occupancies where one of the follow-
ing conditions exists:
1. The combined Group B occupant load of all floors
is 500 or more.
2. The Group B occupant load is more than 100 per-
sons above or below the lowest level of exit dis-
charge.
3. Tht fire area contains an ambulatory care facility. j
Exception: Manual fire alarm boxes are not required
where the building is equipped throughout with an
automatic sprinkler system installed in accordance with
Section 903.3.1.1 and the occupant notification appli-
ances will activate throughout the notification zones
upon sprinkler waterflow.
[F] 907.2.2.1 Ambulatory care facilities. Fire areas I
containing ambulatory care facilities shall be provided |
with an electronically supervised automatic smoke
detection system installed within the ambulatory care j
facility and in public use areas outside of tenant spaces,
including public corridors and elevator lobbies.
Exception: Buildings equipped throughout with an
automatic sprinkler system in accordance with Sec-
tion 903.3.1.1, provided the occupant notification
appliances will activate throughout the notification
zones upon sprinkler waterflow.
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[F] 907.2.3 Group E. A manual fire alarm system that ini-
tiates the occupant notification signal utilizing an emer-
gency voice/alarm communication system meeting the
requirements of Section 907.5.2.2 and installed in accor-
dance with Section 907.6 shall be installed in Group E
occupancies. When automatic sprinkler systems or smoke
detectors are installed, such systems or detectors shall be
connected to the building fire alarm system.
Exceptions:
1. A manual fire alarm system is not required in
Group E occupancies with an occupant load of
30 or less.
2. Manual fire alarm boxes are not required in
Group E occupancies where all of the following
apply:
2.1 . Interior corridors are protected by smoke
detectors.
2.2. Auditoriums, cafeterias, gymnasiums and
similar areas are protected by heat detec-
tors or other approved detection devices.
2.3. Shops and laboratories involving dusts or
vapors are protected by heat detectors or
other approved detection devices.
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 installed in accordance with
Section 903.3.1.1, the emergency voice/alarm
communication system will activate on sprinkler
water flow and manual activation is provided
from a normally occupied location.
[F] 907.2.4 Group F. A manual fire alarm system that
activates the occupant notification system in accordance
with Section 907.5 shall be installed in Group F occupan-
cies where both of the following conditions exist:
1. The Group F occupancy is two or more stories in
height; and
2. The Group F occupancy has a combined occupant
load of 500 or more above or below the lowest level
of exit discharge.
Exception: Manual fire alarm boxes are not required
where the building is equipped throughout with an
automatic sprinkler system installed in accordance with
Section 903.3.1.1 and the occupant notification appli-
ances will activate throughout the notification zones
upon sprinkler waterflow.
[F] 907.2.5 Group H. A manual fire alarm system that
activates the occupant notification system in accordance
with Section 907.5 shall be installed in Group H-5 occu-
pancies 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 60, 62 and 63,
respectively, of the International Fire Code.
[F] 907.2.6 Group I. A manual fire alarm system that acti-
vates the occupant notification system in accordance with 1
Section 907.5 shall be installed in Group I occupancies. |
An automatic smoke detection system that activates the
occupant notification system in accordance with Section I
907.5 shall be provided in accordance with Sections 1
907.2.6.1 , 907.2.6.2 and 907.2.6.3.3.
Exceptions:
1. Manual fire alarm boxes in sleeping units of I
Group 1-1 and 1-2 occupancies shall not be
required at exits if located at all care providers' |
control stations or other constantly attended staff
locations, provided such stations are visible and
continuously accessible and that travel distances
required in Section 907.4.2.1 are not exceeded.
2. Occupant notification systems are not required to
be activated where private mode signaling
installed in accordance with NFPA 72 is
approved by the fire code official.
[F] 907.2.6.1 Group 1-1. In Group 1-1 occupancies, an
automatic smoke detection system shall be installed in
corridors, waiting areas open to corridors and habit-
able spaces other than sleeping units and kitchens. The
system shall be activated in accordance with Section
907.5.
Exceptions:
1. Smoke detection in habitable spaces is not
required where the facility is equipped
throughout with an automatic sprinkler system
installed in accordance with Section 903.3.1.1.
2. Smoke detection is not required for exterior
balconies.
[F] 907.2.6.1.1 Smoke alarms. Single- and multi-
ple-station smoke alarms shall be installed in accor-
dance with Section 907.2. 1 1 .
[F] 907.2.6.2 Group 1-2. An automatic smoke detec-
tion system shall be installed in corridors in nursing
homes, long-term care facilities, detoxification facili- j
ties and spaces permitted to be open to the corridors by
Section 407.2. The system shall be activated in accor-
dance with Section 907.5. Hospitals shall be equipped
with smoke detection as required in Section 407.
Exceptions:
1. Corridor smoke detection is not required in
smoke compartments that contain sleeping |
units where such units are provided with
smoke detectors that comply with UL 268.
Such detectors shall provide a visual display
on the corridor side of each sleeping unit and
shall provide an audible and visual alarm at
the care provider station attending each unit. |
2. Corridor smoke detection is not required in
smoke compartments that contain sleeping I
units where sleeping unit doors are equipped I
2012 INTERNATIONAL BUILDING CODE®
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FIRE PROTECTION SYSTEMS
with automatic door-closing devices with inte-
gral smoke detectors on the unit sides installed
in accordance with their listing, provided that
the integral detectors perform the required
alerting function.
[F] 907.2.6.3 Group 1-3 occupancies. Group 1-3 occu-
pancies shall be equipped with a manual fire alarm sys-
tem and automatic smoke detection system installed for
alerting staff.
[F] 907.2.6.3.1 System initiation. Actuation of an
automatic fire-extinguishing system, automatic
sprinkler system, a manual fire alarm box or a fire
detector shall initiate an approved fire alarm signal
which automatically notifies staff.
[F] 907.2.6.3.2 Manual fire alarm boxes. Manual
fire alarm boxes are not required to be located in
accordance with Section 907.4.2 where the fire
alarm boxes are provided at staff- attended locations
having direct supervision over areas where manual
fire alarm boxes have been omitted.
[F] 907.2.6.3.2.1 Manual fire alarm boxes in
detainee areas. Manual fire alarm boxes are
allowed to be locked in areas occupied by detain-
ees, 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 Automatic smoke detection sys-
tem. An automatic smoke detection system shall be
installed throughout resident housing areas, includ-
ing sleeping units and contiguous day rooms, group
activity spaces and other common spaces normally
accessible to residents.
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 as
described in Section 308.
3. Smoke detectors are not required in sleep-
ing units with four or fewer occupants in
smoke compartments that are equipped
throughout with an automatic sprinkler sys-
tem installed in accordance with Section
903.3.1.1.
[F] 907.2.7 Group M. A manual fire alarm system that
activates the occupant notification system in accordance
with Section 907.5 shall be installed in Group M occupan-
cies where one of the following conditions exists:
1 . The combined Group M occupant load of all floors
is 500 or more persons.
2. The Group M occupant load is more than 100 per-
sons above or below the lowest level of exit dis-
charge.
Exceptions:
1. A manual fire alarm system is not required in
covered or open mall buildings complying with
Section 402.
2. Manual fire alarm boxes are not required where
the building is equipped throughout with an auto-
matic sprinkler system installed in accordance
with Section 903.3.1.1 and the occupant notifica-
tion appliances will automatically activate
throughout the notification zones upon sprinkler
waterflow.
[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 waterflow switch
shall not be required to activate the alarm notification
appliances when an alarm signal is activated at a con-
stantly attended location from which evacuation
instructions shall be initiated over an emergency voice/
alarm communication system installed in accordance
with Section 907.5.2.2.
[F] 907.2.8 Group R-l. Fire alarm systems and smoke
alarms shall be installed in Group R-l 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 that activates the occupant notifica-
tion system in accordance with Section 907.5 shall be
installed in Group R- 1 occupancies.
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 contig-
uous attic and crawl spaces to those units are
separated from each other and public or com-
mon areas by at least 1-hour fire partitions and
each individual sleeping unit has an exit
directly to a public way, egress court or yard.
2. Manual fire alarm boxes are not required
throughout the building when all of the fol-
lowing 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 acti-
vate upon sprinkler waterflow; and
2.3. At least one manual fire alarm box is
installed at an approved location.
[F] 907.2.8.2 Automatic smoke detection system. An
automatic smoke detection system that activates the
occupant notification system in accordance with Sec-
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2012 INTERNATIONAL BUILDING CODE®
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tion 907.5 shall be installed throughout all interior cor-
ridors serving sleeping units.
Exception: An automatic smoke detection system is
not required in buildings that do not have interior
corridors serving sleeping units and where each
sleeping unit has a means of egress door opening
directly to an exit or to an exterior exit access that
leads directly to an exit,
[F] 907.2.8.3 Smoke alarms. Single- and multiple-sta-
tion smoke alarms shall be installed in accordance with
Section 907.2.11.
[F] 907.2.9 Group R-2. Fire alarm systems and smoke
alarms shall be installed in Group R-2 occupancies as
required in Sections 907.2.9.1 through 907.2.9.3.
[F] 907.2.9.1 Manual fire alarm system. A manual
fire alarm system that activates the occupant notifica-
tion system in accordance with Section 907.5 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 dis-
charge;
2. Any dwelling unit or sleeping unit is located
more than one story below the highest level of
exit discharge 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 contig-
uous attic and crawl spaces are separated from
each other and public or common areas by at
least 1-hour/iVe partitions and each dwelling
unit or sleeping unit has an exit directly to a
public way, egress court or yard.
2. Manual fire alarm boxes are not required
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 and the occupant notification appli-
ances will automatically activate throughout
the notification zones upon a sprinkler water-
flow.
3. A fire alarm system is not required in build-
ings that do not have interior corridors serving
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 dwelling units either
have a means of egress door opening directly
to an exterior exit access that leads directly to
the exits or are served by open-ended corri-
dors designed in accordance with Section
1026.6, Exception 4.
[F] 907.2.9.2 Smoke alarms. Single- and multiple-sta-
tion smoke alarms shall be installed in accordance with
Section 907.2.11.
[F] 907.2.9.3 Group R-2 college and university
buildings. An automatic smoke detection system that
activates the occupant notification system in accor-
dance with Section 907.5 shall be installed in Group R-
2 college and university buildings in the following
locations:
1. Common spaces outside of dwelling units and
sleeping units.
2. Laundry rooms, mechanical equipment rooms,
and storage rooms.
3. All interior corridors serving sleeping units or
dwelling units.
Required smoke alarms in dwelling units and sleep-
ing units in Group R-2 college and university buildings
shall be interconnected with the fire alarm system in
accordance with NFPA 72.
Exception: An automatic smoke detection system is
not required in buildings that do not have interior
corridors serving sleeping units or dwelling units
and where each sleeping unit or dwelling unit either
has a means of egress door opening directly to an
exterior exit access that leads directly to an exit or a
means of egress door opening directly to an exit.
[F] 907.2.10 Group R-4. Fire alarm systems and smoke
alarms shall be installed in Group R-4 occupancies as
required in Sections 907.2.10.1 through 907.2.10.3.
[F] 907.2.10.1 Manual fire alarm system. A manual
fire alarm system that activates the occupant notifica-
tion system in accordance with Section 907.5 shall be
installed in Group R-4 occupancies.
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 contig-
uous attic and crawl spaces to those units are
separated from each other and public or com-
mon areas by at least 1 -hour fire partitions and
each individual sleeping unit has an exit
directly to a public way, egress 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 acti-
vate upon sprinkler waterflow; and
2.3. At least one manual fire alarm box is
installed at an approved location.
3. Manual fire alarm boxes in resident or patient
sleeping areas shall not be required at exits
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where located at all nurses' control stations or
other constantly attended staff locations, pro-
vided such stations are visible and continu-
ously accessible and that travel distances
required in Section 907.4.2.1 are not
exceeded.
[F] 907.2.10.2 Automatic smoke detection system.
An automatic smoke detection system that activates the
occupant notification system in accordance with Sec-
tion 907.5 shall be installed in corridors, waiting areas
open to corridors and habitable spaces other than
sleeping units and kitchens.
Exceptions:
1. Smoke detection in habitable spaces is not
required where the facility is equipped
throughout with an automatic sprinkler system
installed in accordance with Section 903.3.1.1.
2. An automatic smoke detection system is not
required in buildings that do not have interior
corridors serving sleeping units and where
each sleeping unit has a means of egress door
opening directly to an exit or to an exterior exit
access that leads directly to an exit.
[F] 907.2.10.3 Smoke alarms. Single- and multiple-
station smoke alarms shall be installed in accordance
with Section 907.2.11.
[F] 907.2.1 1 Single- and multiple-station smoke alarms.
Listed single- and multiple-station smoke alarms comply-
ing with UL 217 shall be installed in accordance with Sec-
tions 907.2.11.1 through 907.2.11.4 and NFPA 72.
[F] 907.2.11.1 Group R-l. Single- or multiple-station
smoke alarms shall be installed in all of the following
locations in Group R-l:
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] 907.2.11.2 Groups R-2, R-3, R-4 and 1-1. Single-
or multiple-station smoke alarms shall be installed and
maintained in Groups R-2, R-3, R-4 and 1-1 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.
Exception: Single- or multiple-station smoke
alarms in Group 1-1 shall not be required
where smoke detectors are provided in the
sleeping rooms as part of an automatic smoke
detection system.
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 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] 907.2.11.3 Interconnection. Where more than one
smoke alarm is required to be installed within an indi-
vidual dwelling unit or sleeping unit in Group R or 1-1
occupancies, the smoke alarms shall be interconnected
in such a manner that the activation of one alarm will
activate all of the alarms in the individual unit. Physi-
cal interconnection of smoke alarms shall not be
required where listed wireless alarms are installed and
all alarms sound upon activation of one alarm. The
alarm shall be clearly audible in all bedrooms over
background noise levels with all intervening doors
closed.
[F] 907.2.11.4 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 alarms with integral
strobes that are not equipped with battery backup shall
be connected to an emergency electrical system. 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 where they are con-
nected to an emergency electrical system.
[F] 907.2.12 Special amusement buildings. An auto-
matic smoke detection system shall be provided in special
amusement buildings in accordance with Sections
907.2.12.1 through 907.2.12.3.
[F] 907.2.12.1 Alarm. Activation of any single smoke
detector, the automatic sprinkler system or any other
automatic fire detection device shall immediately acti- |
vate an audible and visible alarm at the building at a |
constantly attended location from which emergency
action can be initiated, including the capability of man-
ual initiation of requirements in Section 907.2.12.2.
[F] 907.2.12.2 System response. The activation of two
or more smoke detectors, a single smoke detector
equipped with an alarm verification feature, the auto-
matic 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 footcandle (11 lux) at the
walking surface level;
2. Stop any conflicting or confusing sounds and
visual distractions;
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3. Activate an approved directional exit marking
that will become apparent in an emergency; and
4. Activate a prerecorded message, audible through-
out the special amusement building, instructing
patrons to proceed to the nearest exit. Alarm sig-
nals used in conjunction with the prerecorded
message shall produce a sound which is distinc-
tive from other sounds used during normal opera-
tion.
[F] 907.2.12.3 Emergency voice/alarm communica-
tion system. An emergency voice/alarm communica-
tion system, which is also allowed to serve as a public
address system, shall be installed in accordance with
Section 907.5.2.2 and be audible throughout the entire
special amusement building.
[F] 907.2.13 High-rise buildings. High-rise buildings
shall be provided with an automatic smoke detection sys-
tem in accordance with Section 907.2.13.1, a fire depart-
ment communication system in accordance with Section
907.2.13.2 and an emergency voice/alarm communication
system in accordance with Section 907.5.2.2.
Exceptions:
1 . Airport traffic control towers in accordance with
Sections 907.2.22 and 412.
2. Open parking garages in accordance with Sec-
tion 406.5.
3. Buildings with an occupancy in Group A-5 in
accordance with Section 303.1.
4. Low-hazard special occupancies in accordance
with Section 503.1.1.
5. Buildings with an occupancy in Group H-l, H-2
or H-3 in accordance with Section 415.
6. In Group 1-1 and 1-2 occupancies, the alarm shall
sound at a constantly attended location and occu-
pant notification shall be broadcast by the emer-
gency voice/alarm communication system.
[F] 907.2.13.1 Automatic smoke detection. Auto-
matic smoke detection in high-rise buildings shall be in
accordance with Sections 907.2.13.1.1 and
907.2.13.1.2.
[F] 907.2.13.1.1 Area smoke detection. Area
smoke detectors shall be provided in accordance
with this section. Smoke detectors shall be con-
nected to an automatic fire alarm system. The acti-
vation of any detector required by this section shall
activate the emergency voice/alarm communication
system in accordance with Section 907.5.2.2. In
addition to smoke detectors required by Sections
907.2.1 through 907.2.10, smoke detectors shall be
located as follows:
1. In each mechanical equipment, electrical,
transformer, telephone equipment or similar
room which is not provided with sprinkler
protection.
2. In each elevator machine room and in elevator
lobbies.
[M] 907.2.13.1.2 Duct smoke detection. Duct
smoke detectors complying with Section 907.3.1
shall be located as follows:
1. In the main return air and exhaust air plenum
of each air-conditioning system having a
capacity greater than 2,000 cubic feet per min-
ute (cfm) (0.94 m 3 /s). Such detectors shall be
located in a serviceable area downstream of
the last duct inlet.
2. At each connection to a vertical duct or riser
serving two or more stories from a return air
duct or plenum of an air-conditioning sys-
tem. In Group R-l and R-2 occupancies, a
smoke detector is allowed to be used in each
return air riser carrying not more than 5,000
cfm (2.4 m 3 /s) and serving not more than 10
air-inlet openings.
[F] 907.2.13.2 Fire department communication sys-
tem. Where a wired communication system is
approved in lieu of an emergency responder radio cov-
erage system in accordance with Section 510 of the
International Fire Code, the wired fire department
communication system shall be designed and installed
in accordance with NFPA 72 and shall operate between
a fire command center complying with Section 911,
elevators, elevator lobbies, emergency 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 exit stairway.
[F] 907.2.14 Atriums connecting more than two stories.
A fire alarm system shall be installed in occupancies with
an atrium that connects more than two stories, with smoke
detection installed throughout the atrium. The system shall
be activated in accordance with Section 907.5. Such occu-
pancies in Group A, E or M shall be provided with an
emergency voice/alarm communication system complying
with the requirements of Section 907.5.2.2.
[F] 907.2.15 High-piled combustible storage areas. An
automatic smoke detection system shall be installed
throughout high-piled combustible storage areas where
required by Section 3206.5 of the International Fire Code.
[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 con-
trol systems. Where a smoke control system is installed in
an underground building in accordance with this code,
automatic smoke detectors shall be provided in accordance
with Section 907.2.18.1.
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[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 down-
stream 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
listed smoke detector is allowed to be used in
each return air riser carrying not more than 5,000
cfm (2.4 m 3 /s) and serving not more than 10 air-
inlet openings.
[F] 907.2.18.2 Alarm required. Activation of the
smoke control system shall activate an audible alarm at
a constantly attended location.
[F] 907.2.19 Deep underground buildings. Where the
lowest level of a structure is more than 60 feet (18 288
mm) below the finished floor of the lowest level of exit
discharge, the structure shall be equipped throughout with
a manual fire alarm system, including an emergency
voice/alarm communication system installed in accor-
dance with Section 907.5.2.2.
[F] 907.2.20 Covered and open mall buildings. Where
the total floor area exceeds 50,000 square feet (4645 m 2 )
within either a covered mall building or within the perime-
ter line of an open mall building, an emergency voice/
alarm communication system shall be provided. Emer-
gency 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 907.5.2.2.
[F] 907.2.21 Residential aircraft hangars. A minimum
of one single-station smoke alarm shall be installed within
a residential aircraft hangar as defined in Chapter 2 and
shall be interconnected into the residential smoke alarm or
other sounding device to provide an alarm which will be
audible in all sleeping areas of the dwelling.
[F] 907.2.22 Airport traffic control towers. An auto-
matic smoke detection system that activates the occupant
notification system in accordance with Section 907.5 shall
be provided in airport control towers in all occupiable and
equipment spaces.
Exception: Audible appliances shall not be installed
within the control tower cab.
[F] 907.2.23 Battery rooms. An automatic smoke detec-
tion system shall be installed in areas containing stationary
storage battery systems with a liquid capacity of more than
50 gallons (189 L).
[F] 907.3 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 unit where a
fire alarm system is required by Section 907.2. Detectors
shall, upon actuation, perform the intended function and acti-
vate the alarm notification appliances or activate a visible and
audible supervisory signal at a constantly attended location.
In buildings not equipped with a fire alarm system, the auto-
matic fire detector shall be powered by normal electrical ser-
vice and, upon actuation, perform the intended function. The
detectors shall be located in accordance with NFPA 72.
[F] 907.3.1 Duct smoke detectors. Smoke detectors
installed in ducts shall be listed for the air velocity, tem-
perature and humidity present in the duct. Duct smoke
detectors shall be connected to the building's fire alarm
control unit when a fire alarm system is required by Sec-
tion 907.2. Activation of a duct smoke detector shall initi-
ate a visible and audible supervisory signal at a constantly
attended location and shall perform the intended fire
safety function in accordance with this code and the Inter-
national Mechanical Code. Duct smoke detectors shall not
be used as a substitute for required open area detection.
Exceptions:
1. The supervisory signal at a constantly attended
location is not required where duct smoke detec-
tors activate 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 activate a visible and an audible signal in an
approved location. Smoke detector trouble condi-
tions shall activate a visible or audible signal in
an approved location and shall be identified as air
duct detector trouble.
[F] 907.3.2 Delayed egress locks. Where delayed egress
locks are installed on means of egress doors in accordance
with Section 1008.1.9.7, an automatic smoke or heat
detection system shall be installed as required by that sec-
tion.
[F] 907.3.3 Elevator emergency operation. Automatic
fire detectors installed for elevator emergency operation
shall be installed in accordance with the provisions of
ASMEA17. land NFPA 72.
[F] 907.3.4 Wiring. The wiring to the auxiliary devices
and equipment used to accomplish the above fire safety
functions shall be monitored for integrity in accordance
with NFPA 72.
[F] 907.4 Initiating devices. Where manual or automatic
alarm initiation is required as part of a fire alarm system, the
initiating devices shall be installed in accordance with Sec-
tions 907.4.1 through 907.4.3.1.
[F] 907.4.1 Protection of fire alarm control unit. In
areas that are not continuously occupied, a single smoke
detector shall be provided at the location of each fire alarm
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control unit, notification appliance circuit power extend-
ers, and supervising station transmitting equipment.
Exception: Where ambient conditions prohibit instal-
lation of a smoke detector, a heat detector shall be per-
mitted.
[F] 907.4.2 Manual fire alarm boxes. Where a manual
fire alarm system is required by another section of this
code, it shall be activated by fire alarm boxes installed in
accordance with Sections 907.4.2.1 through 907.4.2.6.
[Fj 907.4.2.1 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] 907.4.2.2 Height. The height of the manual fire
alarm boxes shall be a minimum of 42 inches (1067
mm) and a maximum of 48 inches (1372 mm) mea-
sured vertically, from the floor level to the activating
handle or lever of the box.
[F] 907.4.2.3 Color. Manual fire alarm boxes shall be
red in color.
[F] 907.4.2.4 Signs. Where fire alarm systems are not
monitored by a supervising station, an approved perma-
nent sign shall be installed adjacent to each manual fire
alarm box that reads: WHEN ALARM SOUNDS
CALL FIRE DEPARTMENT.
Exception: Where the manufacturer has perma-
nently provided this information on the manual fire
alarm box.
[F] 907.4.2.5 Protective covers. The fire code official
is authorized to require the installation of listed manual
fire alarm box protective covers to prevent malicious
false alarms or to provide the manual fire alarm box
with protection from physical damage. The protective
cover shall be transparent or red in color with a trans-
parent face to permit visibility of the manual fire alarm
box. Each cover shall include proper operating instruc-
tions. A protective cover that emits a local alarm signal
shall not be installed unless approved. Protective cov-
ers shall not project more than that permitted by Sec-
tion 1003.3.3.
[F] 907.4.2.6 Unobstructed and unobscured. Manual
fire alarm boxes shall be accessible, unobstructed,
unobscured and visible at all times.
[F] 907.4.3 Automatic smoke detection. Where an auto-
matic smoke detection system is required it shall utilize
smoke detectors unless ambient conditions prohibit such
an installation. In spaces where smoke detectors cannot be
utilized due to ambient conditions, approved automatic
heat detectors shall be permitted.
[F] 907.4.3.1 Automatic sprinkler system. For condi-
tions other than specific fire safety functions noted in
Section 907.3, in areas where ambient conditions pro-
hibit the installation of smoke detectors, an automatic
sprinkler system installed in such areas in accordance
with Section 903.3.1.1 or 903.3.1.2 and that is con-
nected to the fire alarm system shall be approved as
automatic heat detection.
[F] 907.5 Occupant notification systems. A fire alarm sys-
tem shall annunciate at the fire alarm control unit and shall
initiate occupant notification upon activation, in accordance
with Sections 907.5.1 through 907.5.2.3.4. Where a fire alarm
system is required by another section of this code, it shall be
activated by:
1. Automatic fire detectors.
2. Automatic sprinkler system waterflow devices.
3. Manual fire alarm boxes.
4. Automatic fire-extinguishing systems.
Exception: Where notification systems are allowed else-
907 to annunciate at a constantly
where in Section
attended location.
[F] 907.5.1 Presignal feature. A presignal feature shall
not be installed unless approved by the fire code official
and the fire department. Where a presignal feature is pro-
vided, a signal shall be annunciated at a constantly
attended location approved by the fire department, in
order that occupant notification can be activated in the
event of fire or other emergency.
[F] 907.5.2 Alarm notification appliances. Alarm notifi-
cation appliances shall be provided and shall be listed for
their purpose.
[F] 907.5.2.1 Audible alarms. Audible alarm notifica-
tion appliances shall be provided and emit a distinctive
sound that is not to be used for any purpose other than
that of a fire alarm.
Exceptions:
1. Visible alarm notification appliances shall be
allowed in lieu of audible alarm notification
appliances in critical care areas of Group 1-2
occupancies.
2. Where provided, audible notification appli-
ances located in each occupant evacuation ele-
vator lobby in accordance with Section
3008.5.1 shall be connected to a separate noti-
fication zone for manual paging only.
[F] 907.5.2.1.1 Average sound pressure. The audi-
ble alarm notification appliances shall provide a
sound pressure level of 15 decibels (dBA) above the
average ambient sound level or 5 dBA above the
maximum sound level having a duration of at least
60 seconds, whichever is greater, in every occupi-
able space within the building.
[F] 907.5.2.1.2 Maximum sound pressure. The
maximum sound pressure level for audible alarm
notification appliances shall be 110 dBA at the min-
imum hearing distance from the audible appliance.
Where the average ambient noise is greater than 95
dBA, visible alarm notification appliances shall be
provided in accordance with NFPA 72 and audible
alarm notification appliances shall not be required.
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[F] 907.5.2.2 Emergency voice/alarm communica-
tion systems. Emergency voice/alarm communication
systems required by this code shall be designed and
installed in accordance with NFPA 72. The operation
of any automatic fire detector, sprinkler waterflow
device or manual fire alarm box shall automatically
sound an alert tone followed by voice instructions giv-
ing approved information and directions for a general
or staged evacuation in accordance with the building's
fire safety and evacuation plans required by Section
404 of the International Fire Code. In high-rise build-
ings, the system shall operate on a minimum of the
alarming floor, the floor above and the floor below.
Speakers shall be provided throughout the building by
paging zones. At 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 1-1 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] 907.5.2.2.1 Manual override. A manual over-
ride for emergency voice communication shall be
provided on a selective and all-call basis for all pag-
ing zones.
[F] 907.5.2.2.2 Live voice messages. The emer-
gency voice/alarm communication system shall also
have the capability to broadcast live voice messages
by paging zones on a selective and all-call basis.
[F] 907.5.2.2.3 Alternate uses. The emergency
voice/alarm communication system shall be allowed
to be used for other announcements, provided the
manual fire alarm use takes precedence over any
other use.
[F] 907.5.2.2.4 Emergency voice/alarm communi-
cation captions. Where stadiums, arenas and grand-
stands are required to caption audible public
announcements in accordance with Section
1108.2.7.2, the emergency/voice alarm communica-
tion system shall also be captioned. Prerecorded or
live emergency captions shall be from an approved
location constantly attended by personnel trained to
respond to an emergency.
[F] 907.5.2.2.5 Emergency power. Emergency
voice/alarm communications systems shall be pro-
vided with an approved emergency power source.
[F] 907.5.2.3 Visible alarms. Visible alarm notifica-
tion appliances shall be provided in accordance with
Sections 907.5.2.3.1 through 907.5.2.3.4.
Exceptions:
1. Visible alarm notification appliances are not
required in alterations, except where an exist-
ing 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.
3. Visible alarm notification appliances shall not
be required in elevator cars.
[F] 907.5.2.3.1 Public and common areas. Visible
alarm notification appliances shall be provided in
public areas and common areas.
[F] 907.5.2.3.2 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 appli-
ances in the future to accommodate hearing
impaired employ ee(s).
[F] 907.5.2.3.3 Groups 1-1 and R-l. Group 1-1 and
R-l dwelling units or sleeping units in accordance
with Table 907.5.2.3.3 shall be provided with a visi-
ble alarm notification appliance, activated by both
the in-room smoke alarm and the building fire alarm
system.
[F] TABLE 907.5.2.3.3
VISIBLE ALARMS
NUMBER OF SLEEP
UNITS
SLEEPING ACCOMMODATIONS WITH VISIBLE
ALARMS
6 to 25
?
26 to 50
4
51 to 75
7
76 to 100
9
101 to 150
12
151 to 200
14
201 to 300
17
301 to 400
20
401 to 500
22
501 to 1,000
5% of total
1,001 and over
50 plus 3 for each 100 over 1,000
[F] 907.5.2.3.4 Group R-2. In Group R-2 occupan-
cies 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 appliances in accordance with Chapter
10 of ICC A117.1. Such capability shall be permit-
ted to include the potential for future interconnec-
tion of the building fire alarm system with the unit
smoke alarms, replacement of audible appliances
with combination audible/visible appliances, or
future extension of the existing wiring from the unit
smoke alarm locations to required locations for visi-
ble appliances.
[F] 907.6 Installation. A fire alarm system shall be installed
in accordance with this section and NFPA 72.
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[F] 907.6.1 Wiring. Wiring shall comply with the require-
ments of NFPA 70 and NFPA 72. Wireless protection sys-
tems utilizing radio-frequency transmitting devices shall
comply with the special requirements for supervision of
low-power wireless systems in NFPA 72.
[F] 907.6.2 Power supply. The primary and secondary
power supply for the fire alarm system shall be provided
in accordance with NFPA 72.
Exception: Back-up power for single-station and mul-
tiple-station smoke alarms as required in Section
907.2.11.4.
[F] 907.6.3 Zones. Each floor shall be zoned separately
and a zone shall not exceed 22,500 square feet (2090 m 2 ).
The length of any zone shall not exceed 300 feet (9 1 440
mm) in any direction.
Exception: Automatic sprinkler system, zones shall not
exceed the area permitted by NFPA 1 3.
[F] 907.6.3.1 Zoning indicator panel. A zoning indi-
cator panel and the associated controls shall be pro-
vided 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] 907.6.3.2 High-rise buildings. In high-rise build-
ings, a separate zone by floor shall be provided for each
of the following types of alarm-initiating devices where
provided:
1. Smoke detectors.
2. Sprinkler waterflow devices.
3. Manual fire alarm boxes.
4. Other approved types of automatic fire detection
devices or suppression systems.
[F] 907.6.4 Access. Access shall be provided to each fire
alarm device and notification appliance for periodic
inspection, maintenance and testing.
[F] 907.6.5 Monitoring. Fire alarm systems required by
this chapter or by the International Fire Code shall be
monitored by an approved supervising station in accor-
dance with NFPA 72.
Exception: Monitoring by a supervising station is not
required for:
1. Single- and multiple- station smoke alarms
required by Section 907.2.11.
2. Smoke detectors in Group 1-3 occupancies.
3. Automatic sprinkler systems in one- and two-
family dwellings.
[F] 907.6.5.1 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] 907.6.5.2 Termination of monitoring service.
Termination of fire alarm monitoring services shall be
in accordance with Section 901.9 of the International
Fire Code.
[F] 907.7 Acceptance tests and completion. Upon comple-
tion of the installation, the fire alarm system and all fire alarm
components shall be tested in accordance with NFPA 72.
[F] 907.7.1 Single- and multiple-station alarm devices.
When the installation of the alarm devices is complete,
each device and interconnecting wiring for multiple-sta-
tion alarm devices shall be tested in accordance with the
smoke alarm provisions of NFPA 72.
[F] 907.7.2 Record of completion. A record of comple-
tion in accordance with NFPA 72 verifying that the system
has been installed and tested in accordance with the
approved plans and specifications shall be provided.
[F] 907.7.3 Instructions. Operating, testing and mainte-
nance instructions and record drawings ("as-builts") and
equipment specifications shall be provided at an approved
location.
[F] 907.8 Inspection, testing and maintenance. The mainte-
nance and testing schedules and procedures for fire alarm and
fire detection systems shall be in accordance with Section
907.8 of the International 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
notification of an emergency condition in an HPM facility
shall be provided as required in Section 415.10.3.5. A contin-
uous gas-detection system shall be provided for HPM gases
in accordance with Section 415.10.7.
[F] 908.3 Highly toxic and toxic materials. A gas detection
system shall be provided to detect the presence of highly toxic
or toxic 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 dan-
gerous to life and health (IDLH) limit.
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 initi-
ate a local alarm and transmit a signal to a constantly
attended control station when a short-term hazard condi-
tion is detected. The alarm shall be both visible and audi-
ble and shall provide warning both inside and outside the
area where gas is detected. The audible alarm shall be dis-
tinct from all other alarms.
Exception: Signal transmission to a constantly
attended control station is not required when not more
than one cylinder of highly toxic or toxic gas is stored.
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[F] 908.3.2 Shutoff of gas supply. The gas detection sys-
tem shall automatically close the shutoff valve at the
source on gas supply piping and tubing related to the sys-
tem 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 shut-
off 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
cabinet 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 cabi-
nets or exhausted enclosures, the shutoff valves on
all gas lines for the specific gas detected shall auto-
matically close.
3. Where the gas-detection sampling point initiating
the gas detection system alarm is within a piping
distribution manifold enclosure, the shutoff valve
for the compressed container of specific gas
detected supplying the manifold shall automatically
close.
Exception: When the gas-detection sampling point ini-
tiating the gas-detection system alarm is at a use loca-
tion or within a gas valve enclosure of a branch line
downstream of a piping distribution manifold, the shut-
off 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 sys-
tem shall be provided in repair garages for vehicles fueled by
nonodorized gases in accordance with Section 406.8.5.
[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
concentrate. The alarm shall be actuated at a value not greater
than the corresponding TLV-TWA values for the refrigerant
classification indicated in the International Mechanical
Code. Detectors and alarms shall be placed in approved loca-
tions.
[FJ 908.7 Carbon monoxide alarms. Group I or R occupan-
cies located in a building containing a fuel-burning appliance
or in a building which has an attached garage shall be
equipped with single-station carbon monoxide alarms. The
carbon monoxide alarms shall be listed as complying with
UL 2034 and be installed and maintained in accordance with
NFPA 720 and the manufacturer's instructions. An open
parking garage, as defined in Chapter 2, or an enclosed park-
ing garage ventilated in accordance with Section 404 of the
International Mechanical Code shall not be considered an
attached garage.
Exception: Sleeping units or dwelling units which do not
themselves contain a fuel-burning appliance or have an
attached garage, but which are located in a building with a
fuel-burning appliance or an attached garage, need not be
equipped with single-station carbon monoxide alarms pro-
vided that:
1. The sleeping unit or dwelling unit is located more
than one story above or below any story which con-
tains a fuel-burning appliance or an attached garage;
2. The sleeping unit or dwelling unit is not connected
by duct work or ventilation shafts to any room con-
taining a fuel-burning appliance or to an attached
garage; and
3. The building is equipped with a common area car-
bon monoxide alarm system.
[F] 908.7.1 Carbon monoxide detection systems. Car-
bon monoxide detection systems, which include carbon
monoxide detectors and audible notification appliances,
installed and maintained in accordance with this section
for carbon monoxide alarms and NFPA 720 shall be per-
mitted. The carbon monoxide detectors shall be listed as
complying with UL 2075.
SECTION 909
SMOKE CONTROL SYSTEMS
[F] 909.1 Scope and purpose. This section applies to
mechanical or passive smoke control systems when they are
required by other provisions of this code. The purpose of this
section is to establish minimum requirements for the design,
installation and acceptance testing of smoke control systems
that are 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 resto-
ration of operations or for assistance in fire suppression or
overhaul activities. Smoke control systems regulated by this
section serve a different 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 International Mechanical Code.
[F] 909.2 General design requirements. Buildings, struc-
tures or parts thereof required by this code to have a smoke
control system or systems shall have such systems designed
in accordance with the applicable requirements of Section
909 and the generally accepted and well-established princi-
ples of engineering 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.
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These documents shall be accompanied by sufficient infor-
mation and analysis to demonstrate compliance with these
provisions.
[F] 909.3 Special inspection and test requirements. In
addition 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 suffi-
cient to verify the proper commissioning of the smoke control
design in its final installed condition. The design submission
accompanying the construction documents shall clearly detail
procedures and methods to be used and the items subject to
such inspections and tests. Such commissioning shall be in
accordance with generally accepted engineering practice and,
where possible, based on published standards for the particu-
lar testing involved. The special inspections and tests
required by this section 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
operation, the systems supporting them and the methods of
construction 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 capa-
bilities. 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
Section 909.9 shall be analyzed. The system shall be
designed 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 con-
sistent 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 con-
tinued 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 710, and shall be constructed and sealed
to limit leakage areas exclusive of protected openings. The
maximum allowable leakage area shall be the aggregate area
calculated using the following leakage area ratios:
1. Walls A/A w = 0.00100
2. Interior exit stairways and ramps and exit passageways:
A/A w = 0.00035
3. Enclosed exit access stairways and ramps and all other
shafts: A/A w = 0.00150
4. Floors and roofs: A/A v = 0.00050
where:
A = Total leakage area, square feet (m 2 ).
A F = Unit floor or roof area of barrier, square feet (m 2 ).
A w = Unit wall area of barrier, square feet (m 2 ).
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
barrier is the product of the smoke barrier gross area mul-
tiplied by the allowable leakage area ratio, plus the area of
other openings such as gaps and operable windows. Com-
pliance 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. Passive 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 bar-
riers shall be protected by automatic-closing devices actu-
ated by the required controls for the mechanical smoke
control system. Door openings shall be protected by fire
door assemblies complying with Section 716.5.3.
Exceptions:
1. Passive smoke control systems with automatic-
closing devices actuated by spot-type smoke
detectors listed for releasing service installed in
accordance with Section 907.3.
2. Fixed openings between smoke zones that are
protected utilizing the airflow method.
3. In Group 1-2, where such doors are installed
across corridors, a pair of opposite-swinging
doors without a center mullion shall be installed
having vision panels with 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 tol-
erances 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 smoke detection in accor-
dance with Section 716.5.9.3. Positive-latching
devices are not required.
4. Group 1-3.
5. Openings between smoke zones with clear ceil-
ing heights of 14 feet (4267 mm) or greater and
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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 717.
[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 mini-
mum 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 sprin-
klered, the smoke control system shall be designed to
achieve pressure differences at least two times the maxi-
mum 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 sys-
tem is in the smoke control mode shall be in accordance
with Section 1008.1.3. 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 determined by:
F = F dc + K(WAAP)/2(W-d) (Equation 9-1 )
where:
A - Door area, square feet (m 2 ).
d - Distance from door handle to latch edge of door, feet
(m).
F - Total door opening force, pounds (N).
F d .= 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 permanently open position, which are located between
smoke control zones by the use of the airflow method, shall
be permitted. The design airflow shall be in accordance with
this section. Airflow shall be directed to limit smoke migra-
tion 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[h(T r T )l(T f + 460)]" 2 (Equation 9-2)
For SI: = 1 19.9 [h (T f - TJ/Tf 2
where:
h = Height of opening, feet (m).
T f = Temperature of smoke, °F (K).
T a = 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 veloc-
ity 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 air-
flow 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 vol-
umes, 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 hori-
zontal surface of the smoke layer interface 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
rational analysis performed by the registered design profes-
sional 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 Design fire fuel. Determination of the design
fire shall include consideration of the type of fuel, fuel
spacing and configuration.
[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 doc-
umented 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
exposure 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
probable temperature rise to which the components will be
exposed. This temperature rise shall be computed by:
T s = (QJmc) + (T a ) (Equation 9-3)
where:
c = Specific heat of smoke at smoke layer temperature,
Btu/lb°F (kJ/kg • K).
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m = Exhaust rate, pounds per second (kg/s).
Q c = Convective heat output of fire, Btu/s (kW).
T a = Ambient temperature, °F (K).
T s = Smoke temperature, °F (K).
Exception: Reduced T s as calculated based on the
assurance of adequate dilution air.
[F] 909.10.2 Ducts. Duct materials and joints shall be
capable of withstanding the probable temperatures and
pressures to which they are exposed as determined in
accordance with Section 909.10.1. Ducts shall be con-
structed and supported in accordance with the Interna-
tional 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-resistance-rated structural
elements of the building by substantial, 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 intro-
ducing 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 con-
form to the requirements of approved, recognized stan-
dards.
[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 applica-
ble, 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 min-
imum service factor of 1.15.
[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 systems. Secondary
power shall be from an approved standby source complying
with Chapter 27 of this code. The standby power source and
its transfer switches shall be in a room separate from the nor-
mal power transformers and switch gears and ventilated
directly to and from the exterior. The room shall be enclosed
with not less than 1-hour fire barriers constructed in accor-
dance with Section 707 or horizontal assemblies constructed
in accordance with Section 711, or both. The transfer to full
standby power shall be automatic and within 60 seconds of
failure of the primary power.
[F] 909.11.1 Power sources and power surges. Elements
of the smoke control system relying on volatile memories |
or the like shall be supplied with uninterruptable power
sources of sufficient duration to span 15-minute primary
power interruption. Elements of the smoke control system j
susceptible to power surges shall be suitably protected by
conditioners, suppressors or other approved means.
[F] 909.12 Detection and control systems. Fire detection
systems providing control input or output signals to mechani-
cal 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 discon-
nects and, through a preprogrammed weekly test sequence,
report abnormal conditions audibly, visually and by printed
report.
[F] 909.12.1 Wiring. In addition to meeting requirements
of NFPA 70, 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
engineering 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 protected 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
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shall be used at final connection to devices; other joints
shall be brazed using a BCuP-5 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
panels and at the final connection to devices provided
all of the following conditions are met:
1. Tubing shall comply with the requirements of
Section 602.2.1.3 of the International Mechani-
cal Code.
2. Tubing and connected devices shall be com-
pletely enclosed within a galvanized or paint-
grade steel enclosure having a minimum thick-
ness of 0.0296 inch (0.7534 mm) (No.22 gage).
Entry to the enclosure shall be by copper tubing
with a protective grommet of neoprene or teflon
or by suitable brass compression to male barbed
adapter.
3. Tubing shall be identified by appropriately docu-
mented coding.
4. Tubing shall be neatly tied and supported within
the enclosure.Tubing bridging cabinets and doors
or moveable devices shall be of sufficient length
to avoid tension and excessive stress. Tubing
shall be protected against abrasion. Tubing serv-
ing 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
isolated by automatic isolation valves or shall be an inde-
pendent 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 Marking 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 loca-
tion and function shall be maintained current and kept on file
with the fire code official, the fire department and in the fire
command 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 emergency
response purposes only shall be provided and shall include
manual control or override of automatic control for mechani-
cal smoke control systems. The panel shall be located in a fire
command center complying with Section 911 in high-rise
buildings or buildings with smoke-protected assembly seat-
ing. 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 rela-
tionship of components shall be displayed. Status indica-
tors shall be provided for all smoke control equipment,
annunciated by fan and zone, and by pilot-lamp-type indi-
cators 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 com-
plete smoke-control system equipment within the building
as follows:
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 con-
trolled 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
control panel, no automatic or manual control from
any other control point within the building shall con-
tradict the control action. Where automatic means
are provided to interrupt normal, nonemergency
equipment operation or produce a specific result to
safeguard the building or equipment (i.e., duct freez-
estats, duct smoke detectors, high-temperature cut-
outs, temperature-actuated linkage and similar
devices), such means shall be capable of being over-
ridden by the fire-fighter's control panel. The last
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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
NFPA 70.
2. Only the AUTO position of each three-position fire-
fighter's control panel switch shall allow automatic
or manual control action from other control points
within the building. The AUTO position shall be the
NORMAL, nonemergency, building control posi-
tion. 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 con-
dition, the NORMAL position shall become the
emergency condition for that device or group of
devices within the zone. In no case shall control
actions require the smoke control system to assume
more than one configuration at any one time.
[F] 909.17 System response time. Smoke-control system
activation shall be initiated immediately after receipt of an
appropriate automatic or manual activation command. Smoke
control systems shall activate individual components (such as
dampers and fans) in the sequence necessary to prevent phys-
ical 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 con-
trol 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 compo-
nent 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 prac-
tices 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
rotation. 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 con-
ducted 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 veri-
fied throughout the system, including verification of over-
ride 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 inspec-
tor.
[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 comple-
tion for the purposes of pressure-difference test-
ing, flow measurements, and detection and
control verification.
[F] 909.18.8.2 Qualifications. Special inspection agen-
cies for smoke control shall have expertise in fire pro-
tection 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 identifica-
tion of all devices by manufacturer, nameplate data,
design values, measured values and identification tag or
mart The report shall be reviewed by the responsible
registered design professional and, when satisfied that
the design intent has been achieved, the responsible
registered 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
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 909.18.8.3. Devices shall
have an approved identifying tag or mark on them consis-
tent with the other required documentation and shall be
dated indicating the last time they were successfully tested
and by whom.
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[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 code official determines that the provisions of
this section have been fully complied with and that the fire
department has received satisfactory instruction on the opera-
tion, both automatic and manual, of the system and a written
maintenance program complying with the requirements of
Section 909.20.1 of the International Fire Code has been
submitted and approved by the fire code official.
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
section and that the remainder does not pose a significant
hazard to the safety of the proposed occupants or adjacent
buildings.
909.20 Smokeproof enclosures. Where required by Section
1022.10, 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
Section 1022.2 and an open exterior balcony or ventilated
vestibule 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
vestibule 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 2-hour fire barriers constructed in accordance with
Section 707 or horizontal assemblies constructed in accor-
dance with Section 7 1 1 , or both. Openings are not permit-
ted other than the required means of egress doors. The
vestibule shall be separated from the stairway by not less
than 2-hour fire barriers constructed in accordance with
Section 707 or horizontal assemblies constructed in accor-
dance with Section 711, or both. The open exterior bal-
cony shall be constructed in accordance with the fire-
resistance rating requirements for floor assemblies.
909.20.2.1 Door closers. Doors in a smokeproof enclo-
sure shall be self- or automatic closing by actuation of a
smoke detector in accordance with Section 716.5.9.3
and shall be 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 907.3.
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 stair-
way is by way of an open exterior balcony, the door
assembly into the enclosure shall be a fire door assem-
bly in accordance with Section 716.5.
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 afire door assembly complying with
Section 715.4. The door assembly from the vestibule to
the stairway shall have not less than a 20-minute fire
protection rating complying with Section 716.5.
909.20.3.3 Vestibule ventilation. Each vestibule shall
have a minimum net area of 16 square feet (1.5 m 2 ) 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 mechan-
ical 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 716.5.3. The door
assembly from the vestibule to the stairway shall not
have less than a 20-minute fire protection rating and
meet the requirements for a smoke door assembly in
accordance with Section 716.5.3. The door shall be
installed in accordance with NFPA 105.
909.20.4.2 Vestibule ventilation. The vestibule shall
be supplied with not less than one air change per min-
ute and the exhaust shall not be less than 150 percent of
supply. Supply air shall enter and exhaust air shall dis-
charge from the vestibule through separate, tightly con-
structed 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 emergency operation mode and shall be sized
to handle three vestibules simultaneously. Smoke
detectors shall be located at the floor-side entrance
to each vestibule and shall activate the system for
the affected vestibule. Smoke detectors shall be
installed in accordance with Section 907.3.
909.20.4.3 Smoke trap. The vestibule ceiling shall be
at least 20 inches (508 mm) higher than the door open-
ing 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 justi-
fied by design and test.
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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 sprin-
kler system in accordance with Section 903.3.1.1, the ves-
tibule is not required, provided that interior exit stairways
are pressurized to a minimum of 0.10 inches of water (25
Pa) and a maximum of 0.35 inches of water (87 Pa) in the
shaft relative to the building measured with all stairway
doors closed under maximum anticipated conditions of
stack effect and wind effect.
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 detection or power failure, the mechanical
equipment shall activate and operate at the required per-
formance levels. Smoke detectors shall be installed in
accordance with Section 907.3.
909.20.6.1 Ventilation systems. Smokeproof enclo-
sure ventilation systems shall be independent of other
building ventilation systems. The equipment, control
wiring, power wiring and ductwork shall comply with
one of the following:
1. Equipment, control wiring, power wiring and
ductwork shall be located exterior to the building
and directly connected to the smokeproof enclo-
sure or connected to the smokeproof enclosure by
ductwork enclosed by not less than 2-hour fire
barriers constructed in accordance with Section
707 or horizontal assemblies constructed in
accordance with Section 71 1, or both.
2. Equipment, control wiring, power wiring and
ductwork shall be located within the smokeproof
enclosure with intake or exhaust directly from
and to the outside or through ductwork enclosed
by not less than 2-hour fire barriers constructed
in accordance with Section 707 or horizontal
assemblies constructed in accordance with Sec-
tion 711, or both.
3. Equipment, control wiring, power wiring and
ductwork shall be located within the building if
separated from the remainder of the building,
including other mechanical equipment, by not
less than 2-hour fire barriers constructed in
accordance with Section 707 or horizontal
assemblies constructed in accordance with Sec-
tion 711, or both.
Exceptions:
1 . Control wiring and power wiring utilizing a 2-
hour rated cable or cable system.
2. Where encased with not less than 2 inches (5 1
mm) of concrete.
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 403.4.8 and Chap-
ter 27.
909.20.6.3 Acceptance and testing. Before the
mechanical 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
requirements.
909.21 Elevator hoistway pressurization alternative.
Where elevator hoistway pressurization is provided in lieu of
required enclosed elevator lobbies, the pressurization system
shall comply with Sections 909.21.1 through 909.21.1 1 .
909.21.1 Pressurization requirements. Elevator hoist-
ways shall be pressurized to maintain a minimum positive
pressure of 0.10 inches of water (25 Pa) and a maximum
positive pressure of 0.25 inches of water (67 Pa) with
respect to adjacent occupied space on all floors. This pres-
sure shall be measured at the midpoint of each hoistway
door, with all elevator cars at the floor of recall and all
hoistway doors on the floor of recall open and all other
hoistway doors closed. The opening and closing of hoist-
way doors at each level must be demonstrated during this
test. The supply air intake shall be from an outside, uncon-
taminated source located a minimum distance of 20 feet
(6096 mm) from any air exhaust system or outlet.
909.21.2 Rational analysis. A rational analysis comply-
ing with Section 909.4 shall be submitted with the con-
struction documents.
909.21.3 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 elevator shaft
enclosure.
909.21.4 Fan system. The fan system provided for the
pressurization system shall be as required by Sections
909.21.4.1 through 909.21.4.4.
909.21.4.1 Fire resistance. When located within the
building, the fan system that provides the pressuriza-
tion shall be protected with the same fire-resistance
rating required for the elevator shaft enclosure.
909.21.4.2 Smoke detection. The fan system shall be
equipped with a smoke detector that will automatically
shut down the fan system when smoke is detected
within the system.
909.21.4.3 Separate systems. A separate fan system
shall be used for each elevator hoistway.
909.21.4.4 Fan capacity. The supply fan shall either be
adjustable with a capacity of at least 1,000 cfm (0.4719
m 3 /s) per door, or that specified by a registered design
professional to meet the requirements of a designed
pressurization system.
909.21.5 Standby power. The pressurization system shall
be provided with standby power from the same source as
other required emergency systems for the building.
2012 INTERNATIONAL BUILDING CODE®
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909.21.6 Activation of pressurization system. The eleva-
tor pressurization system shall be activated upon activa-
tion of the building fire alarm system or upon activation of
the elevator lobby smoke detectors. Where both a building
fire alarm system and elevator lobby smoke detectors are
present, each shall be independently capable of activating
the pressurization system.
909.21.7 Special inspection. Special inspection for per-
formance shall be required in accordance with Section
909.18.8. System acceptance shall be in accordance with
Section 909.19.
909.21.8 Marking and identification. Detection and con-
trol systems shall be marked in accordance with Section
909.14.
909.21.9 Control diagrams. Control diagrams shall be
provided in accordance with Section 909.15.
909.21.10 Control panel. A control panel complying with
Section 909.16 shall be provided.
909.21.11 System response time. Hoistway pressuriza-
tion systems shall comply with the requirements for smoke
control system response time in Section 909.17.
SECTION 910
SMOKE AND HEAT REMOVAL
[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 of buildings are equipped with early
suppression fast-response (ESFR) sprinklers, auto-
matic 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 buildings or portions thereof occupied
for the uses set forth in Sections 910.2.1 and 910.2.2.
Exception: In occupied portions of a building where the
upper surface of the story is not a roof assembly, mechani-
cal smoke exhaust in accordance with Section 910.4 shall
be an acceptable alternative.
[F] 910.2.1 Group F-l or S-l. Buildings and portions
thereof used as a Group F-l or S-l occupancy having more
than 50,000 square feet (4645 m 2 ) in undivided area.
Exception: Group S-l 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 accor-
dance with Section 413 and the International Fire Code.
[F] 910.3 Design and installation. The design and installa-
tion 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
manual 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
opening when exposed to fire shall fully open within 5
minutes 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 operate 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 com-
plying 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 2 ) with no
dimension 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
barriers. Vents shall be uniformly located within the roof
in the areas of the building where the vents are required to
be installed by Section 910.2 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 installed on the underside of
the roof in accordance with this section.
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
non-ESFR sprinklers.
[F] 910.3.5.1 Construction. Draft curtains shall be
constructed of sheet metal, lath and plaster, gypsum
board or other approved materials which provide
equivalent performance to resist the passage of smoke.
Joints and connections shall be smoke tight.
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2012 INTERNATIONAL BUILDING CODE®
[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 capac-
ity of smoke exhaust fans shall be determined by the equa-
tion:
C = Ax300 (Equation 9-4)
where:
C = Capacity of mechanical ventilation required, in
cubic feet per minute (mVs).
A = Area of roof vents provided in square feet (m 2 ) 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
temperatures 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 exte-
FIRE PROTECTION SYSTEMS
rior of the building and protected against interior fire
exposure by not less than 1-hour fire barriers constructed
in accordance with Section 707 or horizontal assemblies
constructed in accordance with Section 71 1 , or both.
[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
provide a minimum of 50 percent of required exhaust.
Openings for supply air shall be uniformly distributed
around the periphery of the area served.
[F] 910.4.6 Interlocks. In combination comfort air-han-
dling/smoke removal systems or independent comfort air-
handling systems, fans shall be controlled to shut down in
accordance with the approved smoke control sequence.
SECTION 911
FIRE COMMAND CENTER
[F] 911.1 General. Where required by other sections of this
code and in all buildings classified as high-rise buildings by
this code, a fire command center for fire department opera-
tions shall be provided and shall comply with Sections
911.1.1 through 91 1.1.5.
[F] 911.1.1 Location and access. The location and acces-
sibility of the fire command center shall be approved by
the fire chief.
[F] 911.1.2 Separation. 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 707 or horizontal assembly constructed in accor-
dance with Section 711 , or both.
[F] 911.1.3 Size. The room shall be a minimum of 200
square feet (19 m 2 ) with a minimum dimension of 10 feet
(3048 mm).
[F] TABLE 910.3
REQUIREMENTS FOR DRAFT CURTAINS AND SMOKE AND HEAT VENTS 3
OCCUPANCY GROUP AND
COMMODITY CLASSIFICATION
DESIGNATED
STORAGE
HEIGHT
(feet)
MINIMUM DRAFT
CURTAIN DEPTH
(feet)
MAXIMUM AREA
FORMED BY
DRAFT
CURTAINS
(square feet)
VENT-AREA-TO-
FLOOR-AREA
RATIO
MAXIMUM SPACING
OF VENT CENTERS
(feet)
MAXIMUM DISTANCE
FROM VENTS TO
WALL OR DRAFT
CURTAIN"
(feet)
Group F-l and S-l
—
0.2xH d but>4
50,000
1:100
120
60
High-piled Storage (see Sec-
tion 910.2.2) Class I-IV com-
modities (Option 1)
<20
6
10,000
1:100
100
60
> 20 < 40
6
8,000
1:75
100
55
High-piled Storage (see Sec-
tion 910.2.2) Class I-IV com-
modities (Option 2)
<20
4
3,000
1:75
100
55
> 20 < 40
4
3,000
1:50
100
50
High-piled Storage (see Sec-
tion 910.2.2) High-hazard
commodities (Option 1)
<20
6
6,000
1:50
100
50
> 20 < 30
6
6,000
1:40
90
45
High-piled Storage (see Sec-
tion 910.2.2) High-hazard
commodities (Option 2)
<20
4
4,000
1:50
100
50
> 20 < 30
4
2,000
1:30
75
40
For SI: 1 foot = 304.8 mm, I square foot = 0.0929 rrr.
a. Additional requirements for rack storage heights in excess of those indicated shall be in accordance with Chapter 32 of the International Fire Code. For solid-
piled storage heights in excess of those indicated, an approved engineered design shall be used.
b. Vents adjacent to walls or draft curtains shall be located within a horizontal distance not greater than the maximum distance specified in this column as
measured perpendicular to the wall or draft curtain that forms the perimeter of the draft curtained area.
c. 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.
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[F] 911.1.4 Layout approval. A layout of the fire com-
mand center and all features required by this section to be
contained therein shall be submitted for approval prior to
installation.
[F] 911.1.5 Required features. The fire command center
shall comply with NFPA 72 and shall contain the follow-
ing features:
1. The emergency voice/alarm communication sys-
tem control unit.
2. The fire department communications system.
3. Fire detection and alarm system annunciator.
4. Annunciator unit visually indicating the location of
the elevators and whether they are operational.
5. Status indicators and controls for air distribution
systems.
6. The fire-fighter's control panel required by Section
909.16 for smoke control systems installed in the
building.
7. Controls for unlocking stairway doors simultane-
ously.
8. Sprinkler valve and waterflow detector display
panels.
9. Emergency and standby power status indicators.
1 0. A telephone for fire department use with controlled
access to the public telephone system.
11. 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 equip-
ment and fire department access and the location of
fire walls, fire barriers, fire partitions, smoke bar-
riers and smoke partitions.
13. An approved Building Information Card that con-
tains, but is not limited to, the following informa-
tion:
13.1. General building information that includes:
property name, address, the number of
floors in the building (above and below
grade), use and occupancy classification
(for mixed uses, identify the different types
of occupancies on each floor), estimated
building population (i.e., day, night, week-
end);
13.2. Building emergency contact information
that includes: a list of the building's emer-
gency contacts (e.g., building manager,
building engineer, etc.) and their respective
work phone number, cell phone number, e-
mail address;
13.3. Building construction information that
includes: the type of building construction
(e.g., floors, walls, columns, and roof
assembly);
13.4. Exit stair information that includes: num-
ber of exit stairs in building, each exit stair
designation and floors served, location
where each exit stair discharges, exit stairs
that are pressurized, exit stairs provided
with emergency lighting, each exit stair
that allows reentry, exit stairs providing
roof access; elevator information that
includes: number of elevator banks, eleva-
tor bank designation, elevator car numbers
and respective floors that they serve, loca-
tion of elevator machine rooms, location of
sky lobby, location of freight elevator
banks;
13.5. Building services and system information
that includes: location of mechanical
rooms, location of building management
system, location and capacity of all fuel oil
tanks, location of emergency generator,
location of natural gas service;
13.6. Fire protection system information that
includes: locations of standpipes, location
of fire pump room, location of fire depart-
ment connections, floors protected by auto-
matic sprinklers, location of different types
of sprinkler systems installed (e.g., dry,
wet, pre-action, etc.); and
13.7 Hazardous material information that
includes: location of hazardous material,
quantity of hazardous material.
14. Work table.
15. Generator supervision devices, manual start and
transfer features.
16. Public address system, where specifically required
by other sections of this code.
17. Elevator fire recall switch in accordance with
ASMEA17.1.
18. Elevator emergency or standby power selector
switch(es), where emergency or standby power is
provided.
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.
[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 by the fire chief.
[F] 912.2.1 Visible location. Fire department connections
shall be located on the street side of buildings, fully visible
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FIRE PROTECTION SYSTEMS
and recognizable from the street or nearest point of fire
department vehicle access or as otherwise approved by the
fire chief.
[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 (51 mm) high or an
arrow to indicate the location. All such signs shall be sub-
ject to the approval of the fire code official.
[F] 912.3 Access. Immediate access to fire department con-
nections shall be maintained at all times and without obstruc-
tion by fences, bushes, trees, walls or any other fixed or
moveable object. Access to fire department connections shall
be approved by the fire chief.
Exception: Fences, where provided with an access gate
equipped with a sign complying with the legend require-
ments of Section 912.4 and a means of emergency opera-
tion. The gate and the means of emergency operation shall
be approved by the fire chief and maintained operational
at all times.
[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 pro-
tection systems where the responding fire department car-
ries appropriate key wrenches for removal.
[F] 912.3.2 Clear space around connections. A working
space of not less than 36 inches (762 mm) in width, 36
inches (914 mm) in depth and 78 inches (1981 mm) in
height shall be provided and maintained in front of and to
the sides of wall-mounted fire department connections and
around the circumference of free-standing fire department
connections, except as otherwise required or approved by
the fire chief.
[F] 912.3.3 Physical protection. Where fire department
connections are subject to impact by a motor vehicle, vehi-
cle impact protection shall be provided in accordance with
Section 3 1 2 of the International Fire Code.
[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
connections serving automatic sprinklers, standpipes or fire
pump connections. Such signs shall read: AUTOMATIC
SPRINKLERS or STANDPIPES or TEST CONNECTION
or a combination thereof as applicable. Where the fire depart-
ment connection does not serve the entire building, a sign
shall be provided indicating the portions of the building
served.
[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 913
FIRE PUMPS
[F] 913.1 General. Where provided, fire pumps shall be
installed in accordance with this section and NFPA 20.
[F] 913.2 Protection against interruption of service. The
fire pump, driver and controller shall be protected in accor-
dance with NFPA 20 against possible interruption of service
through damage caused by explosion, fire, flood, earthquake,
rodents, insects, windstorm, freezing, vandalism and other
adverse conditions.
913.2.1 Protection of fire pump rooms. Fire pumps shall
be located in rooms that are separated from all other areas
of the building by 2-hour fire barriers constructed in
accordance with Section 707 or 2-hour horizontal assem-
blies constructed in accordance with Section 71 1 , or both.
Exceptions:
1. In other than high-rise buildings, separation by 1-
hour fire barriers constructed in accordance with
Section 707 or 1-hour horizontal assemblies con-
structed in accordance with Section 71 1, or both,
shall be permitted in buildings equipped through-
out with an automatic sprinkler system in accor-
dance with Section 903.3.1.1 or 903.3.1.2.
2. Separation is not required for fire pumps physi-
cally separated in accordance with NFPA 20.
[F] 913.3 Temperature of pump room. Suitable means shall
be provided for maintaining the temperature of a pump room
or pump house, where required, above 40°F (5°C).
[F] 913.3.1 Engine manufacturer's recommendation.
Temperature of the pump room, pump house or area where
engines are installed shall never be less than the minimum
recommended by the engine manufacturer. The engine
manufacturer's recommendations for oil heaters shall be
followed.
[F] 913.4 Valve supervision. Where provided, the fire pump
suction, discharge and bypass valves, and isolation valves on
the backflow prevention device or assembly shall be super-
vised open by one of the following methods:
1. Central-station, proprietary or remote-station signaling
service.
2. Local signaling service that will cause the sounding of
an audible signal at a constantly attended location.
3. Locking valves open.
4. Sealing of valves and approved weekly recorded
inspection where valves are located within fenced
enclosures under the control of the owner.
[F] 913.4.1 Test outlet valve supervision. Fire pump test
outlet valves shall be supervised in the closed position.
[F] 913.5 Acceptance test. Acceptance testing shall be done
in accordance with the requirements of NFPA 20.
2012 INTERNATIONAL BUILDING CODE®
237
FIRE PROTECTION SYSTEMS
SECTION 914
EMERGENCY RESPONDER SAFETY FEATURES
[F] 914.1 Shaftway markings. Vertical shafts shall be iden-
tified as required by Sections 914.1 .1 and 914.1.2.
[F] 914.1.1 Exterior access to shaftways. Outside open-
ings accessible to the fire department and that open
directly on a hoistway or shaftway communicating
between two or more floors in a building shall be plainly
marked with the word "SHAFTWAY" in red letters at
least 6 inches (152 mm) high on a white background. Such
warning signs shall be placed so as to be readily discern-
ible from the outside of the building.
[F] 914.1.2 Interior access to shaftways. Door or win-
dow openings to a hoistway or shaftway from the interior
of the building shall be plainly marked with the word
"SHAFTWAY" in red letters at least 6 inches (152 mm)
high on a white background. Such warning signs shall be
placed so as to be readily discernible.
Exception: Markings shall not be required on shaftway
openings that are readily discernible as openings onto a
shaftway by the construction or arrangement.
[F] 914.2 Equipment room identification. Fire protection
equipment shall be identified in an approved manner. Rooms
containing controls for air-conditioning systems, sprinkler
risers and valves or other fire detection, suppression or con-
trol elements shall be identified for the use of the fire depart-
ment. Approved signs required to identify fire protection
equipment and equipment location shall be constructed of
durable materials, permanently installed and readily visible.
SECTION 915
EMERGENCY RESPONDER RADIO COVERAGE
[F] 915.1 General. Emergency responder radio coverage
shall be provided in all new buildings in accordance with
Section 510 of the International Fire Code.
238
2012 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 chap-
ter. The provisions of this chapter shall control the design,
construction 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 num-
ber 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 main-
tained in accordance with the International Fire Code.
[F] 1001.4 Fire safety and evacuation plans. Fire safety and
evacuation plans shall be provided for all occupancies and
buildings where required by the International Fire Code.
Such fire safety and evacuation plans shall comply with the
applicable provisions of Sections 401 .2 and 404 of the Inter-
national Fire Code.
SECTION 1002
DEFINITIONS
1002.1 Definitions. The following terms are defined in Chap-
ter 2:
ACCESSIBLE MEANS OF EGRESS.
AISLE.
AISLE ACCESSWAY.
ALTERNATING TREAD DEVICE.
AREA OF REFUGE.
BLEACHERS.
COMMON PATH OF EGRESS TRAVEL.
CORRIDOR.
DOOR, BALANCED.
EGRESS COURT.
EMERGENCY ESCAPE AND RESCUE OPENING.
EXIT.
EXIT ACCESS.
EXIT ACCESS DOORWAY.
EXIT ACCESS RAMP.
EXIT ACCESS STAIRWAY.
EXIT DISCHARGE.
EXIT DISCHARGE, LEVEL OF.
EXIT, HORIZONTAL.
EXIT PASSAGEWAY.
FIRE EXIT HARDWARE.
FIXED SEATING.
FLIGHT.
FLOOR AREA, GROSS.
FLOOR AREA, NET.
FOLDING AND TELESCOPIC SEATING.
GRANDSTAND.
GUARD.
HANDRAIL.
INTERIOR EXIT RAMP.
INTERIOR EXIT STAIRWAY.
MEANS OF EGRESS.
MERCHANDISE PAD.
NOSING.
OCCUPANT LOAD.
PANIC HARDWARE.
PHOTOLUMINESCENT.
PUBLIC WAY.
RAMP.
SCISSOR STAIR.
SELF-LUMINOUS.
SMOKE-PROTECTED ASSEMBLY SEATING.
STAIR.
STAIRWAY.
STAIRWAY, EXTERIOR.
STAIRWAY, INTERIOR.
STAIRWAY, SPIRAL.
WINDER.
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 dis-
charge detailed elsewhere in this chapter.
1003.2 Ceiling height. The means of egress shall have a ceil-
ing height of not less than 7 feet 6 inches (2286 mm).
Exceptions:
1. Sloped ceilings in accordance with Section 1208.2.
2012 INTERNATIONAL BUILDING CODE®
239
MEANS OF EGRESS
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 1009.5.
5. Door height in accordance with Section 1008.1.1.
6. Ramp headroom in accordance with Section
1010.6.2.
7. The clear height of floor levels in vehicular and
pedestrian traffic areas in parking garages in accor-
dance with Section 406.4. 1 .
8. Areas above and below mezzanine floors in accor-
dance with Section 505.2.
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 ceiling 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 Post-mounted 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 sur-
face. Where a sign or other obstruction is mounted
between posts or pylons and the clear distance between the
posts or pylons is greater than 12 inches (305 mm), the
lowest edge of such sign or obstruction shall be 27 inches
(686 mm) maximum or 80 inches (2032 mm) minimum
above the finished floor or ground.
Exception: These requirements shall not apply to slop-
ing portions of handrails between the top and bottom
riser of stairs and above the ramp run.
1003.3.3 Horizontal projections. Structural elements,
fixtures 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 are permitted to protrude 4'/ 2
inches (1 14 mm) from the wall.
1003.3.4 Clear width. Protruding objects shall not reduce
the minimum clear width of accessible routes.
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
complying with Section 1010 shall be used. Where the differ-
ence in elevation is 6 inches (152 mm) or less, the ramp shall
be equipped with either handrails or floor finish materials
that contrast with adjacent floor finish materials.
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, R-3, S and U at
exterior doors not required to be accessible by
Chapter 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 1009.7, the mini-
mum depth of the tread is 13 inches (330 mm) and at
least one handrail complying with Section 1012 is
provided within 30 inches (762 mm) of the center-
line 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 com-
ply with Section 1028.11 and the aisle is provided
with a handrail complying with Section 1028.13.
Throughout a story in a Group 1-2 occupancy, any change
in elevation in portions of the means of egress that serve non-
ambulatory persons 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 build-
ing element other than a means of egress component as speci-
fied in this chapter. Obstructions shall not be placed in the
required width of a means of egress except projections per-
mitted 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 compo-
nent 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 deter-
mined in accordance with this section.
1004.1.1 Cumulative occupant loads. Where the path of
egress travel includes intervening rooms, areas or spaces,
240
2012 INTERNATIONAL BUILDING CODE®
MEANS OF EGRESS
cumulative occupant loads shall be determined in accor-
dance with this section.
1004.1.1.1 Intervening spaces. Where occupants
egress from one room, area or space through another,
the design occupant load shall be based on the cumula-
tive occupant loads of all rooms, areas or spaces to that
point along the path of egress travel.
1004.1.1.2 Adjacent levels. The occupant load of a
mezzanine or story with egress through a room, area or
space on an adjacent level shall be added to the occu-
pant load of that room, area or space.
1004.1.2 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 1004.1.2. For areas
without fixed seating, the occupant load shall not be less
than that number determined by dividing the floor area
under consideration by the occupant load factor assigned
to the function of the space as set forth in Table 1004.1.2.
Where an intended function is not listed in Table 1004.1 .2,
the building official shall establish a function based on a
listed function that most nearly resembles the intended
function.
Exception: Where approved by the building official,
the actual number of occupants for whom each occu-
pied 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 permit-
ted in any building, or portion thereof, is permitted to be
increased from that number established for the occupancies in
Table 1004.1.2, 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 2 ) of occupiable floor space. Where required by the
building official, an approved aisle, seating or fixed equip-
ment 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 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, shall be
determined in accordance with Section 1004.1.2 and added to
the number of fixed seats.
The occupant load of wheelchair spaces and the associ-
ated companion seat shall be based on one occupant for each
wheelchair space and one occupant for the associated com-
panion seat provided in accordance with Section 1 108.2.3.
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 18 inches (457 mm) of seating length.
2012 INTERNATIONAL BUILDING CODE®
TABLE 1004.1.2
MAXIMUM FLOOR AREA ALLOWANCES PER OCCUPANT
FUNCTION OF SPACE
OCCUPANT LOAD FACTOR'
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
1 5 gross
Assembly
Gaming floors (keno, slots, etc.)
Exhibit Gallery and Museum
1 1 gross
30 net
Assembly with fixed seats
See Section 1004.4
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 1 5 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
Group H-5 Fabrication and manufac-
turing 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
Mall buildings — covered and open
See Section 402.8.2
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
For SI: 1 square foot = 0.0929 ml
a. Floor area in square feet per occupant.
241
MEANS OF EGRESS
The occupant load of seating booths shall be based on one
person for each 24 inches (6 1 mm) of booth seat length mea-
sured at the backrest of the seating booth.
1004.5 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
chapter. The occupant load of such outdoor areas shall be
assigned by the building official in accordance with the antic-
ipated 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 build-
ing, 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.
1004.6 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 occu-
pancy 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
MEANS OF EGRESS SIZING
1005.1 General. All portions of the means of egress system
shall be sized in accordance with this section.
Exception: Means of egress complying with Section
1028.
1005.2 Minimum width based on component. The mini-
mum width, in inches (mm), of any means of egress compo-
nents shall not be less than that specified for such component,
elsewhere in this code.
1005.3 Required capacity based on occupant load. The
required capacity, in inches (mm), of the means of egress for
any room, area, space or story shall not be less than that
determined in accordance with Sections 1005.3.1 and
1005.3.2:
1005.3.1 Stairways. The capacity, in inches (mm), of
means of egress stairways shall be calculated by multiply-
ing the occupant load served by such stairway by a means
of egress capacity factor of 0.3 inch (7.6 mm) per occu-
pant. Where stairways serve more than one story, only the
occupant load of each story considered individually shall
be used in calculating the required capacity of the stair-
ways serving that story.
Exception: For other than Group H and 1-2 occupan-
cies, the capacity, in inches (mm), of means of egress
stairways shall be calculated by multiplying the occu-
pant load served by such stairway by a means of egress
capacity factor of 0.2 inch (5.1 mm) per occupant in
buildings equipped throughout with an automatic
sprinkler system installed in accordance with Section
903.3.1.1 or 903.3.1.2 and an emergency voice/alarm
communication system in accordance with Section
907.5.2.2.
1005.3.2 Other egress components. The capacity, in
inches (mm), of means of egress components other than
stairways shall be calculated by multiplying the occupant
load served by such component by a means of egress
capacity factor of 0.2 inch (5.1 mm) per occupant.
Exception: For other than Group H and 1-2 occupan-
cies, the capacity, in inches (mm), of means of egress
components other than stairways shall be calculated by
multiplying the occupant load served by such compo-
nent by a means of egress capacity factor of 0.15 inch
(3.8 mm) per occupant in buildings equipped through-
out with an automatic sprinkler system installed in
accordance with Section 903.3.1.1 or 903.3.1.2 and an
emergency voice/alarm communication system in
accordance with Section 907.5.2.2.
1005.4 Continuity. The capacity of the means of egress
required from any story of a building shall not be reduced
along the path of egress travel until arrival at the public way.
1005.5. Distribution of egress capacity. Where more than
one exit, or access to more than one exit, is required, the
means of egress shall be configured such that the loss of any
one exit, or access to one exit, shall not reduce the available
capacity to less than 50 percent of the required capacity.
1005.6 Egress convergence. Where the means of egress
from stories 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 required
capacities for the two adjacent stories.
1005.7 Encroachment. Encroachments into the required
means of egress width shall be in accordance with the provi-
sions of this section.
1005.7.1 Doors. Doors, when fully opened, 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.
Exceptions:
1. Surface-mounted latch release hardware shall be
exempt from inclusion in the 7-inch maximum
(178 mm) encroachment where:
1.1. The hardware is mounted to the side of
the door facing away from the adjacent
wall where the door is in the open posi-
tion; and
1.2. The hardware is mounted not less than 34
inches (865 mm) nor more than 48 inches
(1219 mm) above the finished floor.
2. The restrictions on door swing shall not apply to
doors within individual dwelling units and sleep-
ing units of Group R-2 occupancies and dwelling
units of Group R-3 occupancies.
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MEANS OF EGRESS
1005.7.2 Other projections. Handrail projections shall
be in accordance with the provisions of Section 1012.8.
Other nonstructural projections such as trim and similar
decorative features shall be permitted to project into the
required width a maximum of IVi inches (38 mm) on each
side.
1005.7.3 Protruding objects. Protruding objects shall
comply with the applicable requirements of Section
1003.3.
SECTION 1006
MEANS OF EGRESS ILLUMINATION
1006.1 Illumination required. The means of egress, includ-
ing 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-l, R-
2andR-3.
4. Sleeping units of Group I occupancies.
1006.2 Illumination level. The means of egress illumination
level shall not be less than 1 footcandle (11 lux) at the walk-
ing surface.
Exception: For auditoriums, theaters, concert or opera
halls and similar assembly occupancies, the illumination at
the walking surface is permitted to be reduced during per-
formances to not less than 0.2 footcandle (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 Emergency power for illumination. The power sup-
ply for means of egress illumination shall normally be pro-
vided by the premises' electrical supply.
In the event of power supply failure, an emergency electri-
cal system shall automatically illuminate all of the following
areas:
1. Aisles and unenclosed egress stairways in rooms and
spaces that require two or more means of egress.
2. Corridors, interior exit stairways and ramps and exit
passageways in buildings required to have two or more
exits.
3. Exterior egress components at other than their levels of
exit discharge until exit discharge is accomplished for
buildings required to have two or more exits.
4. Interior exit discharge elements, as permitted in Section
1027.1, in buildings required to have two or more exits.
5. Exterior landings as required by Section 1008.1.6 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 stor-
age batteries, unit equipment or an on-site generator. The
installation of the emergency power system shall be in accor-
dance with Section 2702.
1006.3.1 Illumination level under emergency power.
Emergency lighting facilities shall be arranged to provide
initial illumination that is at least an average of 1 footcan-
dle (1 1 lux) and a minimum at any point of 0.1 footcandle
(1 lux) measured along the path of egress at floor level.
Illumination levels shall be permitted to decline to 0.6
footcandle (6 lux) average and a minimum at any point of
0.06 footcandle (0.6 lux) at the end of the emergency
lighting time duration. A maximum-to-minimum illumina-
tion uniformity ratio of 40 to 1 shall not be exceeded.
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 are
required by Section 1015.1 or 1021.1 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 areas with sloped or stepped aisles, one
accessible means of egress is permitted where the
common path of travel is accessible and meets the
requirements in Section 1028.8.
1007.2 Continuity and components. Each required accessi-
ble means of egress shall be continuous to a public way and
shall consist of one or more of the following components:
1. Accessible routes complying with Section 1 104.
2. Interior exit stairways complying with Sections
1007.3 and 1022.
3. Interior exit access stairways complying with Sec-
tions 1007.3 and 1009.3.
4. Exterior exit stairways complying with Sections
1007.3 and 1026 and serving levels other than the
level of exit discharge.
5. Elevators complying with Section 1007.4.
6. Platform lifts complying with Section 1007.5.
7. Horizontal exits complying with Section 1025.
8. Ramps complying with Section 1010.
9. Areas of refuge complying with Section 1007.6.
10. Exterior area for assisted rescue complying with Sec-
tion 1007.7.
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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 acces-
sible 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
horizontal exit and located at or above the levels
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.
1007.3 Stairways. In order to be considered part of an acces-
sible means of egress, a stairway between stories shall have a
clear width of 48 inches (1219 mm) minimum between hand-
rails 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 hori-
zontal exit. Exit access stairways that connect levels in the
same story are not permitted as part an accessible means of
egress.
Exceptions:
1. The clear width of 48 inches (1219 mm) between
handrails 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.
2. Areas of refuge are not required at stairways in
buildings equipped throughout by an automatic
sprinkler system installed in accordance with Sec-
tion 903.3.1.1 or 903.3.1.2.
3. The clear width of 48 inches (1219 mm) between
handrails is not required for stairways accessed
from a horizontal exit.
4. Areas of refuge are not required at stairways serving
open parking garages.
5. Areas of refuge are not required for smoke protected
seating areas complying with Section 1028.6.2.
6. The areas of refuge are not required in Group R-2
occupancies.
1007.4 Elevators. In order to be considered part of an acces-
sible means of egress, an elevator shall comply with the
emergency operation and signaling device requirements of
Section 2.27 of ASME A17.1. Standby power shall be pro-
vided in accordance with Chapter 27 and Section 3003. The
elevator shall be accessed from either an area of refuge com-
plying with Section 1007.6 or a horizontal exit.
Exceptions:
1. Elevators are not required to be accessed from an
area of refuge or horizontal exit in open parking
garages.
2. Elevators are not required to be accessed from an
area of refuge or horizontal exit in buildings and
facilities equipped throughout with an automatic
sprinkler system installed in accordance with Sec-
tion 903.3.1.1 or 903.3.1.2.
3. Elevators not required to be located in a shaft in
accordance with Section 712 are not required to be
accessed from an area of refuge or horizontal exit.
4. Elevators are not required to be accessed from an
area of refuge or horizontal exit for smoke protected
seating areas complying with Section 1028.6.2.
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 accordance with Chapter 27 for platform lifts permitted to
serve as part of a means of egress.
1007.5.1 Openness. Platform lifts on an accessible means
of egress shall not be installed in a fully enclosed hoist-
way.
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 a stairway complying with Sections 1007.3 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 1022.10 for smokeproof enclosures except
where the elevators are in an area of refuge formed by a hori-
zontal exit or smoke barrier.
1007.6.1 Size. Each area of refuge shall be sized to
accommodate 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 wheel-
chair spaces shall not reduce the required means of egress
width. Access to any of the required wheelchair spaces in
an area of refuge shall not be obstructed by more than one
adjoining wheelchair space.
1007.6.2 Separation. Each area of refuge shall be sepa-
rated from the remainder of the story by a smoke barrier
complying with Section 709 or a horizontal exit comply-
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ing with Section 1025. Each area of refuge shall be
designed to minimize the intrusion of smoke.
Exception: Areas of refuge located within an enclosure
for exit access stairways or interior exit stairways.
1007.6.3 Two-way communication. Areas of refuge shall
be provided with a two-way communication system com-
plying with Sections 1007.8.1 and 1007.8.2.
1007.7 Exterior area for assisted rescue. Exterior areas for
assisted rescue shall be accessed by an accessible route from
the area served. Exterior areas for assisted rescue shall be
permitted in accordance with Section 1007.7.1 or 1007.7.2.
1007.7.1 Level of exit discharge. Where the exit dis-
charge does not include an accessible route from an exit
located on a level of exit discharge to a public way, an
exterior area of assisted rescue shall be provided on the
exterior landing in accordance with Sections 1007.7.3
through 1007.7.6.
1007.7.2 Outdoor facilities. Where exit access from the
area serving outdoor facilities is essentially open to the
outside, an exterior area of assisted rescue is permitted as
an alternative to an area of refuge. Every required exterior
area of assisted recue shall have direct access to an interior
exit stairway, exterior stairway, or elevator serving as an
accessible means of egress component. The exterior area
of assisted rescue shall comply with Sections 1007.7.3
through 1007.7.6 and shall be provided with a two-way
communication system complying with Sections 1007.8.1
and 1007.8.2.
1007.7.3 Size. Each exterior area for assisted rescue shall
be sized to accommodate wheelchair spaces in accordance
with Section 1007.6.1.
1007.7.4 Separation. Exterior walls separating the exte-
rior area of assisted rescue from the interior of the building
shall have a minimum fire-resistance rating of 1 hour,
rated for exposure to fire from the inside. The fire-resis-
tance-rated exterior wall construction shall extend hori-
zontally 10 feet (3048 mm) beyond the landing on either
side of the landing or equivalent fire-resistance-rated con-
struction is permitted to extend out perpendicular to the
exterior wall 4 feet (1219 mm) minimum on the side of the
landing. The fire-resistance-rated construction shall
extend vertically from the ground to a point 10 feet (3048
mm) above the floor level of the area for assisted rescue or
to the roof line, whichever is lower. Openings within such
fire-resistance-rated exterior walls shall be protected in
accordance with Section 716.
1007.7.5 Openness. The exterior area for assisted rescue
shall be open to the outside air. The sides other than the
separation walls shall be at least 50 percent open, and the
open area shall be distributed so as to minimize the accu-
mulation of smoke or toxic gases.
1007.7.6 Stairway. Stairways that are part of the means of
egress for the exterior area for assisted rescue shall pro-
vide a clear width of 48 inches (1219 mm) between hand-
rails.
Exception: The clear width of 48 inches (1219 mm)
between handrails is not required at stairways serving
buildings equipped throughout with an automatic
sprinkler system installed in accordance with Section
903.3.1.1 or 903.3. 1.2.
1007.8 Two-way communication. A two-way communica-
tion system shall be provided at the elevator landing on each
accessible floor that is one or more stories above or below the
story of exit discharge complying with Sections 1007.8.1 and
1007.8.2.
Exceptions:
1. Two-way communication systems are not required
at the elevator landing where the two-way commu-
nication system is provided within areas of refuge in
accordance with Section 1007.6.3.
2. Two-way communication systems are not required
on floors provided with ramps conforming to the
provisions of Section 1010.
1007.8.1 System requirements. Two-way communica-
tion systems shall provide communication between each
required location and the fire command center or a central
control point location approved by the fire department.
Where the central control point is not constantly attended,
a two-way communication system shall have a timed auto-
matic telephone dial-out capability to a monitoring loca-
tion or 9-1-1. The two-way communication system shall
include both audible and visible signals.
1007.8.2 Directions. Directions for the use of the two-way
communication system, instructions for summoning assis-
tance via the two-way communication system and written
identification of the location shall be posted adjacent to the
two-way communication system.
1007.9 Signage. Signage indicating special accessibility pro-
visions shall be provided as shown:
1 . Each door providing access to an area of refuge from
an adjacent floor area shall be identified by a sign stat-
ing: AREA OF REFUGE.
2. Each door providing access to an exterior area for
assisted rescue shall be identified by a sign stating:
EXTERIOR AREA FOR ASSISTED RESCUE.
Signage shall comply with the ICC Al 17.1 requirements
for visual characters and include the International Symbol of
Accessibility. Where exit sign illumination is required by
Section 1011.3, the signs shall be illuminated. Additionally,
raised character and Braille signage complying with ICC
A117.1 shall be located at each door to an area of refuge and
exterior area for assisted rescue in accordance with Section
1011.4.
1007.10 Directional signage. Direction signage indicating
the location of the other means of egress and which are acces-
sible means of egress shall be provided at the following:
1 . At exits serving a required accessible space but not pro-
viding an approved accessible means of egress.
2. At elevator landings.
3. Within areas of refuge.
1007.11 Instructions. In areas of refuge and exterior areas
for assisted rescue, instructions on the use of the area under
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245
MEANS OF EGRESS
emergency conditions shall be posted. The instructions shall
include all of the following:
1. Persons able to use the exit stairway do so as soon as
possible, unless they are assisting others.
2. Information on planned availability of assistance in the
use of stairs or supervised operation of elevators and
how to summon such assistance.
3. Directions for use of the two-way communications sys-
tem where provided.
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
1020.2. Doors provided for egress puiposes in numbers
greater than required by this code shall meet the requirements
of this section.
Means of egress doors shall be readily distinguishable
from the adjacent construction and finishes such that the
doors are easily recognizable as doors. Mirrors or similar
reflecting materials shall not be used on means of egress
doors. Means of egress doors shall not be concealed by cur-
tains, drapes, decorations 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 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 move-
ment of beds shall provide a clear width not less than 41 V 2
inches (1054 mm). The height of door openings 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
occupancies.
2. Door openings to resident sleeping units in Group
1-3 occupancies shall have a clear width of not
less than 28 inches (711 mm).
3. Door openings to storage closets less than 10
square feet (0.93 m 2 ) in area shall not be limited
by the minimum width.
4. Width of door leaves in revolving doors that
comply with Section 1008.1.4.1 shall not be lim-
ited.
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-l 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.
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).
Exception: Door closers and door stops shall be
permitted to be 78 inches (1980 mm) minimum
above the floor.
1008.1.2 Door swing. Egress doors shall be of the pivoted
or side-hinged swinging type.
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 1008.1.4.1.
6. In other than Group H occupancies, horizontal
sliding doors complying with Section 1008.1.4.3
are permitted in a means of egress.
1. Power-operated doors in accordance with Section
1008.1.4.2.
8. Doors serving a bathroom within an individual
sleeping unit in Group R-l.
9. In other than Group H occupancies, manually
operated horizontal sliding doors are permitted in
a means of egress from spaces with an occupant
load of 10 or less.
Doors shall swing in the direction of egress travel
where serving a room or area containing an occupant load
of 50 or more persons or a Group H occupancy.
1008.1.3 Door opening force. The force for pushing or
pulling open interior swinging egress doors, other than fire
doors, shall not exceed 5 pounds (22 N). For other swing-
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ing doors, as well as 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.
1008.1.3.1 Location of applied forces. Forces shall be
applied to the latch side of the door.
1008.1.4 Special doors. Special doors and security grilles
shall comply with the requirements of Sections 1008.1 .4.1
through 1008.1.4.4.
1008.1.4.1 Revolving doors. Revolving doors shall
comply with the following:
1. Each revolving door shall be capable of collaps-
ing 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
1008.1.4.1.
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.
5. Revolving doors shall not be part of an accessible
route required by Section 1007 and Chapter 1 1 .
TABLE 1008.1.4.1
REVOLVING DOOR SPEEDS
INSIDE DIAMETER
(feet-inches)
POWER-DRIVEN-TYPE
SPEED CONTROL
(rpm)
MANUAL-TYPE SPEED
CONTROL
(rpm)
6-6
11
12
7-0
10
11
7-6
9
11
8-0
9
10
8-6
8
9
9-0
8
9
9-6
7
8
10-0
7
8
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
1008.1.4.1.1 Egress component. A revolving door
used as a component of a means of egress shall com-
ply with Section 1008.1.4.1 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.
power failure or
the device holding
power is
the door
3. Each revolving door shall be capable of being
collapsed when a force of not more than 130
pounds (578 N) is applied within 3 inches (76
mm) of the outer edge of a wing.
1008.1.4.1.2 Other than egress component. A
revolving door used as other than a component of a
means of egress shall comply with Section
1008.1.4.1 . 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
(578 N) when at least one of the following condi-
tions is satisfied:
1. There is a
removed to
wings in position.
2. There is an actuation of the automatic
sprinkler system where such system is pro-
vided.
3. There is an actuation of a smoke detection
system which is installed in accordance
with Section 907 to provide coverage in
areas within the building which are within
75 feet (22 860 mm) of the revolving doors.
4. There is an actuation of a manual control
switch, in an approved location and clearly
defined, which reduces the holding force to
below the 130-pound (578 N) force level.
1008.1.4.2 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 manu-
ally shall not exceed those specified in Section
1008.1.3, 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 com-
ply with BHMA A 156. 10. Power-assisted and low-
energy doors shall comply with BHMA A 156. 19.
Exceptions:
1. Occupancies in Group 1-3.
2. Horizontal sliding doors complying with Sec-
tion 1008.1.4.3.
3. For a biparting door in the emergency break-
out mode, a door leaf located within a multi-
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247
MEANS OF EGRESS
*
pie-leaf opening shall be exempt from the
minimum 32-inch (813 ■ mm) single-leaf
requirement of Section 1008.1.1, provided a
minimum 32-inch (813 mm) clear opening is
provided when the two biparting leaves meet-
ing in the center are broken out.
1008.1.4.3 Horizontal sliding doors. In other than
Group H occupancies, horizontal sliding doors permit-
ted to be a component of a means of egress in accor-
dance with Exception 6 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 (133 N) to set the door in
motion and 15 pounds (67 N) to close the door or
open it to the minimum required width.
4. The door shall be openable with a force not to
exceed 15 pounds (67 N) when a force of 250
pounds (1 100 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
detection in accordance with Section 716.5.9.3,
shall be installed in accordance with NFPA 80
and shall comply with Section 716.
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.
1008.1.4.4 Security grilles. In Groups B, F, M and S,
horizontal sliding or vertical security grilles are permit-
ted at the main exit and shall be openable from the
inside without the use of a key or special knowledge or
effort during periods that the space is occupied. The
grilles shall remain secured in the full-open position
during the period of occupancy by the general public.
Where two or more means of egress are required, not
more than one-half of the exits or exit access doorways
shall be equipped with horizontal sliding or vertical
security grilles.
1008.1.5 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
horizontal (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 1020.2, 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% inches (197 mm) below the top of the
threshold, provided the door, other than an exte-
rior storm or screen door, does not swing over the
landing.
4. Variations in elevation due to differences in fin-
ish materials, but not more than V 2 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.
1008.1.6 Landings at doors. Landings shall have a width
not less than the width of the stairway or the door, which-
ever 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
44inch.es (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).
1008.1.7 Thresholds. Thresholds at doorways shall not
exceed 3 / 4 inch (19.1 mm) in height above the finished
floor or landing for sliding doors serving dwelling units or
V 2 inch (12.7 mm) above the finished floor or landing for
other doors. Raised thresholds and floor level changes
greater than '/ 4 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: In occupancy Group R-2 or R-3, threshold
heights for sliding and side-hinged exterior doors shall
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2012 INTERNATIONAL BUILDING CODE®
MEANS OF EGRESS
be permitted to be up to 7 3 / 4 inches (197 mm) in height
if all of the following apply:
1. The door is not part of the required means of
egress.
2. The door is not part of an accessible route as
required by Chapter 1 1 .
3. The door is not part of an Accessible unit, Type A
unit or Type B unit.
1008.1.8 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 slid-
ing 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.
1008.1.9 Door operations. Except as specifically permit-
ted by this section egress doors shall be readily openable
from the egress side without the use of a key or special
knowledge or effort.
1008.1.9.1 Hardware. Door handles, pulls, latches,
locks and other operating devices on doors required to
be accessible by Chapter 11 shall not require tight
grasping, tight pinching or twisting of the wrist to oper-
ate.
1008.1.9.2 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 permitted to have operable parts of the release of
latch on self-latching devices at 54 inches (1370
mm) maximum above the finished floor or ground,
provided the self-latching devices are not also self-
locking devices operated by means of a key, elec-
tronic opener or integral combination lock.
1008.1.9.3 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
exterior door or doors are permitted to be
equipped 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; and
2.3. The use of the key-operated locking
device is revokable by the building offi-
cial 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 auto-
matic 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 with-
out the use of a key or tool.
5. Fire doors after the minimum elevated tempera-
ture has disabled the unlatching mechanism in
accordance with listed fire door test procedures.
1008.1.9.4 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
equipment room, manually operated edge- or
surface-mounted bolts are permitted on the
inactive leaf.
3. Where a pair of doors serves an occupant load
of less than 50 persons in a Group B, F or S
occupancy, manually operated edge- or sur-
face-mounted bolts are permitted on the inac-
tive leaf. The inactive leaf shall contain no
doorknobs, panic bars or similar operating
hardware.
4. Where a pair of doors serves a Group B, F or S
occupancy, manually operated edge- or sur-
face-mounted bolts are permitted on the inac-
tive leaf provided such inactive leaf is not
needed to meet egress width requirements and
the building is equipped throughout with an
automatic sprinkler system in accordance with
Section 903.3.1.1. The inactive leaf shall con-
tain no doorknobs, panic bars or similar oper-
ating hardware.
5. Where a pair of doors serves patient care
rooms in Group 1-2 occupancies, self-latching
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edge- or surface-mounted bolts are permitted
on the inactive leaf provided that the inactive
leaf is not needed to meet egress width
requirements and the inactive leaf contains no
doorknobs, panic bars or similar operating
hardware.
1008.1.9.5 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 per-
mitted by Section 1008. 1 .9.4.
3. Doors with automatic flush bolts as permitted
by Section 1008.1.9.3, Exception 3.
4. Doors from individual dwelling units and
sleeping units of Group R occupancies as per-
mitted by Section 1008.1.9.3, Exception 4.
1008.1.9.5.1 Closet and bathroom doors in Group
R-4 occupancies. In Group R-4 occupancies, closet
doors that latch in the closed position shall be open-
able from inside the closet, and bathroom doors that
latch in the closed position shall be capable of being
unlocked from the ingress side.
1008.1.9.6 Special locking arrangements in Group 1-2.
Approved special egress locks shall be permitted in a
Group 1-2 occupancy where the clinical needs of persons
receiving care require such locking. Special egress locks
shall be permitted in such occupancies where the build-
ing is 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 Section 907, provided that
the doors are installed and operate in accordance with
Items 1 through 7.
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, a nursing station or other approved location.
4. A building occupant shall not be required to pass
through more than one door equipped with a spe-
cial egress lock before entering an exit.
5. The procedures for the operation(s) of the
unlocking system shall be described and
approved as part of the emergency planning and
preparedness required by Chapter 4 of the Inter-
national Fire Code.
6. All clinical staff shall have the keys, codes or
other means necessary to operate the locking
devices.
7. Emergency lighting shall be provided at the door.
Exception: Items 1 through 4 shall not apply to
doors to areas where persons, which because of clin-
ical needs, require restraint or containment as part of
the function of a psychiatric treatment area.
1008.1.9.7 Delayed egress locks. Approved, listed,
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 through-
out 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 Section 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. Initi-
ation 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
offeree 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.
1008.1.9.8 Access-controlled egress doors. The
entrance doors in a means of egress in buildings with an
occupancy in Groups A, B, E, 1-2, M, R-l or R-2, and
entrance doors to tenant spaces in occupancies in
Groups A, B, E, 1-2, M, R-l or R-2, are permitted to be
equipped with an approved entrance and egress access
control system, listed in accordance with UL 294,
which shall be installed in accordance with all of the
following 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.
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2. Loss of power to that part of the access control
system which locks the doors shall automatically
unlock the doors.
3. The doors shall be arranged to unlock from a
manual unlocking device located 40 inches to 48
inches (1016 mm to 1219 mm) vertically above
the floor and within 5 feet (1524 mm) of the
secured doors. Ready access shall be provided to
the manual unlocking device and the device shall
be clearly identified by a sign that reads "PUSH
TO EXIT." When operated, the manual unlock-
ing device shall result in direct interruption of
power to the lock — independent of the access
control system electronics — and the doors shall
remain unlocked for a minimum of 30 seconds.
4. Activation of the building fire alarm system, if
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.
1008.1.9.9 Electromagnetically locked egress doors.
Doors in the means of egress in buildings with an occu-
pancy in Group A, B, E, M, R-l or R-2, and doors to
tenant spaces in Group A, B, E, M, R-l or R-2, shall be
permitted to be electromagnetically locked if equipped
with listed hardware that incorporates a built-in switch
and meet the requirements below:
1 . The listed hardware that is affixed to the door leaf
has an obvious method of operation that is readily
operated under all lighting conditions.
2. The listed hardware is capable of being operated
with one hand.
3. Operation of the listed hardware directly inter-
rupts the power to the electromagnetic lock and
unlocks the door immediately.
4. Loss of power to the listed hardware automati-
cally unlocks the door.
5. Where panic or fire exit hardware is required by
Section 1008.1.10, operation of the listed panic
or fire exit hardware also releases the electro-
magnetic lock.
1008.1.9.10 Locking arrangements in correctional
facilities. In occupancies in Groups A-2, A-3, A-4, B,
E, F, 1-2, 1-3, M and S within correctional and detention
facilities, doors in means of egress serving rooms or
spaces occupied by persons whose movements are con-
trolled for security reasons shall be permitted to be
locked when equipped with egress control devices
which shall unlock manually and by at least one of the
following means:
1. Activation of an automatic sprinkler system
installed in accordance with Section 903.3.1.1;
2. Activation of an approved manual alarm box; or
3. A signal from a constantly attended location.
1008.1.9.11 Stairway doors. Interior stairway means
of egress doors shall be openable from both sides with-
out 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 403.5.3.
3. In stairways serving not more than four sto-
ries, 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.
4. Stairway exit doors shall be openable from the
egress side and shall only be locked from the
opposite side in Group B, F, M and S occu-
pancies where the only interior access to the
tenant space is from a single exit stair where
permitted in Section 1021.2.
5. Stairway exit doors shall be openable from the
egress side and shall only be locked from the
opposite side in Group R-2 occupancies where
the only interior access to the dwelling unit is
from a single exit stair where permitted in
Section 1021.2.
1008.1.10 Panic and fire exit hardware. Doors serving a
Group H occupancy and doors serving rooms or spaces
with an occupant load of 50 or more in a Group A or E
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
compliance with Section 1008.1.9.3, Item 2.
Electrical rooms with equipment rated 1,200 amperes
or more and over 6 feet (1 829 mm) wide that contain over-
current devices, switching devices or control devices with
exit or exit access doors shall be equipped with panic
hardware ox fire exit hardware. The doors shall swing in
the direction of egress travel.
1008.1.10.1 Installation. Where panic or fire exit
hardware is installed, it shall comply with the follow-
ing:
1. Panic hardware shall be listed in accordance
with UL 305;
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2. Fire exit hardware shall be listed in accordance
with UL IOC and UL 305;
3. The actuating portion of the releasing device
shall extend at least one-half of the door leaf
width; and
4. The maximum unlatching force shall not exceed
15 pounds (67 N).
1008.1.10.2 Balanced doors. If balanced doors axe,
used and panic hardware is required, the panic hard-
ware shall be the push-pad type and the pad shall not
extend more than one-half the width of the door mea-
sured 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 applica-
ble requirements for doors.
Exception: Horizontal sliding or swinging gates exceed-
ing 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 pres-
ent, and where safe dispersal areas based on 3 square feet
(0.28 m 2 ) 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 1027.5 for means of egress
from safe dispersal areas.
1008.3 Turnstiles. 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 cred-
ited with no more than a 50-person capacity where all of
the following provisions are met:
1 . Each device shall turn free in the direction of egress
travel when primary power is lost, and upon the
manual 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'/ 2 inches (419 mm) clear
width at and below a height of 39 inches (991 mm)
and at least 22 inches (559 mm) clear width at
heights above 39 inches (991 mm).
Where located as part of an accessible route, turnstiles
shall have at least 36 inches (914 mm) clear at and below a
height of 34 inches (864 mm), at least 32 inches (813 mm)
clear width between 34 inches (864 mm) and 80 inches (2032
mm) and shall consist of a mechanism other than a revolving
device.
1008.3.1 High 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 General. Stairways serving occupied portions of a
building shall comply with the requirements of this section.
1009.2 Interior exit stairways. Interior exit stairways shall
lead directly to the exterior of the building or shall be
extended to the exterior of the building with an exit passage-
way conforming to the requirements of Section 1023, except
as permitted in Section 1027.1.
1009.2.1 Where required. Interior exit stairways shall
be included, as necessary, to meet one or more means of
egress design requirements, such as required number of
exits or exit access travel distance.
1009.2.2 Enclosure. All interior exit stair-ways shall be
enclosed in accordance with the provisions of Section
1022.
1009.3 Exit access stairways. Floor openings between sto-
ries created by exit access stairways shall be enclosed.
Exceptions:
1. In other than Group 1-2 and 1-3 occupancies, exit
access stairways that serve, or atmospherically
communicate between, only two stories are not
required to be enclosed.
2. Exit access stairways serving and contained within
a single residential dwelling unit or sleeping unit
in Group R-l, R-2 or R-3 occupancies are not
required to be enclosed.
3. In buildings with only Group B or M occupancies,
exit access stairway openings are not required to
be enclosed provided that the building is equipped
throughout with an automatic sprinkler system in
accordance with Section 903.3.1.1, the area of the
floor opening between stories does not exceed
twice the horizontal projected area of the exit
access stairway, and the opening is protected by a
draft curtain and closely spaced sprinklers in
accordance with NFPA 13.
4. In other than Group B and M occupancies, exit
access stairway openings are not required to be
enclosed provided that the building is equipped
throughout with an automatic sprinkler system in
accordance with Section 903.3.1.1, the floor open-
ing does not connect more than four stories, the
area of the floor opening between stories does not
exceed twice the horizontal projected area of the
exit access stairway, and the opening is protected
by a draft curtain and closely spaced sprinklers in
accordance with NFPA 13.
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5. Exit access stairways within an atrium complying
with the provisions of Section 404 are not required
to be enclosed.
6. Exit access stairways and ramps in open parking
garages that serve only the parking garage are not
required to be enclosed.
7. Stairways serving outdoor facilities where all por-
tions of the means of egress are essentially open to
the outside are not required to be enclosed.
8. Exit access stairways serving stages, platforms
and technical production areas in accordance with
Sections 410.6.2 and 410.6.3 are not required to be
enclosed.
9. Stairways are permitted to be open between the
balcony, gallery or press box and the main assem-
bly floor in occupancies such as theaters, places of
religious worship, auditoriums and sports facili-
ties.
10. In Group 1-3 occupancies, exit access stairways
constructed in accordance with Section 408.5 are
not required to be enclosed.
1009.3.1 Construction. Where required, enclosures for
exit access stairways shall be constructed in accordance
with this section. Exit access stairway enclosures shall be
constructed as fire barriers in accordance with Section
707 or horizontal assemblies in accordance with Section
711, or both.
1009.3.1.1 Materials. Exit access stairway enclosures
shall be of materials permitted by the building type of
construction.
1009.3.1.2 Fire-resistance rating. Exit access stair-
way 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 exit access stairway enclosures shall include any
basements, but not any mezzanines. Exit access stair-
way enclosures shall have a fire-resistance rating not
less than the floor assembly penetrated, but need not
exceed 2 hours.
1009.3.1.3 Continuity. Exit access stairway enclosures
shall have continuity in accordance with Section 707.5
foxfire barriers or Section 711.4 for horizontal assem-
blies as applicable.
1009.3.1.4 Openings. Openings in an exit access stair-
way enclosure shall be protected in accordance with
Section 716 as required for fire barriers. Doors shall be
self- or automatic-closing by smoke detection in accor-
dance with Section 716.5.9.3.
1009.3.1.4.1 Prohibited openings. Openings other
than those necessary for the purpose of the exit
access stairway enclosure shall not be permitted in
exit access stairway enclosures.
1009.3.1.5 Penetrations. Penetrations in an exit access
stairway enclosure shall be protected in accordance
with Section 714 as required for fire barriers.
1009.3.1.5.1 Prohibited penetrations. Penetrations
other than those necessary for the purpose of the exit
access stairway enclosure shall not be permitted in
exit access stairway enclosures.
1009.3.1.6 Joints. Joints in an exit access stairway
enclosure shall comply with Section 715.
1009.3.1.7 Ducts and air transfer openings. Penetra-
tions of an exit access stairway enclosure by ducts and
air transfer openings shall comply with Section 717.
1009.3.1.8 Exterior walls. Where exterior walls serve
as a part of an exit access stairway enclosure, such
walls shall comply with the requirements of Section
705 for exterior walls and the fire-resistance-rated
enclosure requirements shall not apply.
1009.4 Width. The width of stairways shall be determined
as specified in Section 1005.1, but such width shall not be
less than 44 inches (1118 mm). See Section 1007.3 for acces-
sible 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 1 009. 12.
3. Aisle stairs complying with Section 1028.
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 mm) shall be provided. If the seat and
platform can be folded when not in use, the distance
shall be measured from the folded position.
1009.5 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 head-
room 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.
Exceptions:
1. Spiral stairways complying with Section 1009.12
are permitted a 78-inch (1981 mm) headroom clear-
ance.
2. In Group R-3 occupancies; within dwelling units in
Group R-2 occupancies; and in Group U occupan-
cies that are accessory to a Group R-3 occupancy or
accessory to individual dwelling units in Group R-2
occupancies; where the nosings of treads at the side
of a flight extend under the edge of a floor opening
through which the stair passes, the floor opening
shall be allowed to project horizontally into the
required headroom a maximum of 4 3 / 4 inches (121
mm).
1009.6 Walkline. The walkline across winder treads shall be
concentric to the direction of travel through the turn and
located 12 inches (305 mm) from the side where the winders
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are narrower. The 12-inch (305 mm) dimension shall be mea-
sured from the widest point of the clear stair width at the
walking surface of the winder. If winders are adjacent within
the flight, the point of the widest clear stair width of the adja-
cent winders shall be used.
1009.7 Stair treads and risers. Stair treads and risers shall
comply with Sections 1009.7.1 through 1009.7.5.3.
1009.7.1 Dimension reference surfaces. For the purpose
of this section, all dimensions are exclusive of carpets,
rugs or runners.
1009.7.2 Riser height and tread depth. Stair riser heights
shall be 7 inches (178 mm) maximum and 4 inches (102
mm) minimum. The riser height shall be measured verti-
cally between the nosings of adjacent treads. Rectangular
tread depths shall be 1 1 inches (279 mm) minimum mea-
sured horizontally between the vertical planes of the fore-
most projection of adjacent treads and at a right angle to
the tread's nosing. Winder treads shall have a minimum
tread depth of 1 1 inches (279 mm) between the vertical
planes of the foremost projection of adjacent treads at the
intersections with the walkline and a minimum tread depth
of 10 inches (254 mm) within the clear width of the stair.
Exceptions:
1. Alternating tread devices in accordance with Sec-
tion 1009.13.
2. Ship ladders in accordance with Section 1009.14.
3. Spiral stairways in accordance with Section
1009.12.
4. Aisle stairs in assembly seating areas where the
stair pitch or slope is set, for sightline reasons, by
the slope of the adjacent seating area in accor-
dance with Section 1028.11.2.
5. In Group R-3 occupancies; within dwelling units
in Group R-2 occupancies; and in Group U occu-
pancies that are accessory to a Group R-3 occu-
pancy or accessory to individual dwelling units in
Group R-2 occupancies; the maximum riser
height shall be 7 3 / 4 inches (197 mm); the mini-
mum tread depth shall be 10 inches (254 mm);
the minimum winder tread depth at the walkline
shall be 10 inches (254 mm); and the minimum
winder tread depth shall be 6 inches (152 mm). A
nosing projection not less than % inch (19.1 mm)
but not more than 1 7 4 inches (32 mm) shall be
provided on stairways with solid risers where the
tread depth is less than 1 1 inches (279 mm).
6. See Section 3404. 1 for the replacement of exist-
ing stairways.
7. In Group 1-3 facilities, stairways providing
access to guard towers, observation stations and
control rooms, not more than 250 square feet (23
m 2 ) in area, shall be permitted to have a maxi-
mum riser height of 8 inches (203 mm) and a
minimum tread depth of 9 inches (229 mm).
1009.7.3 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
1009.11.
2. Spiral stairways in accordance with Section
1009.12.
1009.7.4 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 3 / 8 inch (9.5 mm)
in any flight of stairs. The greatest winder tread depth at
the walkline within my flight of stairs shall not exceed the
smallest by more than 7 8 inch (9.5 mm).
Exceptions:
1. Nonuniform riser dimensions of aisle stairs com-
plying with Section 1028.1 1.2.
2. Consistently shaped winders, complying with
Section 1009.7, 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 permit-
ted 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 hori-
zontal (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 dis-
tinctive marking 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).
1009.7.5 Nosing and riser profile. The radius of curvature
at the leading edge of the tread shall be not greater than 9 / ]6
inch (14.3 mm). Beveling of nosings shall not exceed 9 / l6
inch (14.3 mm). Risers shall be solid and vertical or sloped
under the tread above from the underside of the nosing
above at an angle not more than 30 degrees (0.52 rad) from
the vertical.
1009.7.5.1 Nosing projection size. The leading edge
(nosings) of treads shall project not more than l'/ 4
inches (32 mm) beyond the tread below.
1009.7.5.2 Nosing projection uniformity. All nosing
projections of the leading edges shall be of uniform
size, including the projections of the nosings leading
edge of the floor at the top of a flight.
1009.7.5.3 Solid risers. Risers shall be solid.
Exceptions:
1. Solid risers are not required for stairways that
are not required to comply with Section
1007.3, provided that the opening between
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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 or in Group F, H and S occupancies
other than areas accessible to the public. There
are no restrictions on the size of the opening in
the riser.
3. Solid risers are not required for spiral stair-
ways constructed in accordance with Section
1009.12.
4. Solid risers are not required for alternating
tread devices constructed in accordance with
Section 1009.13.
1009.8 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 width measured perpendicular
to the direction of travel equal to the width of the stairway.
Where the stairway has a straight run the depth need not
exceed 48 inches (1219 mm). 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. When wheelchair spaces
are required on the stairway landing in accordance with Sec-
tion 1007.6. 1 , the wheelchair space shall not be located in the
required width of the landing and doors shall not swing over
the wheelchair spaces.
Exception: Aisle stairs complying with Section 1028.
1009.9 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.
1009.9.1 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.
Exceptions:
1. Openings in stair walking surfaces shall be a size
that does not permit the passage of V 2 -inch-diam-
eter (12.7 mm) sphere. Elongated openings shall
be placed so that the long dimension is perpen-
dicular to the direction of travel.
2. Tn Group F, H and S occupancies, other than
areas of parking structures accessible to the pub-
lic, openings in treads and landings shall not be
prohibited provided a sphere with a diameter of
l'/ g inches (29 mm) cannot pass through the
opening.
1009.9.2 Outdoor conditions. Outdoor stairways and out-
door approaches to stairways shall be designed so that
water will not accumulate on walking surfaces.
1009.9.3 Enclosures under interior stairways. The walls
and soffits within enclosed usable spaces under enclosed
and unenclosed stairways shall be protected by 1-hour
fire-resistance-rated construction or the fire-resistance rat-
ing of the stairway enclosure, whichever is greater. Access
to the 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 '/ 2 -inch (12.7 mm) gypsum board.
1009.9.4 Enclosures under exterior stairways. There
shall be no enclosed usable space under exterior exit stair-
ways 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.
1009.10 Vertical rise. A flight of stairs shall not have a verti-
cal rise greater than 12 feet (3658 mm) between floor levels
or landings.
Exceptions:
1. Aisle stairs complying with Section 1028.
2. Alternating tread devices used as a means of egress
shall not have a rise greater than 20 feet (6096 mm)
between floor levels or landings.
3. Spiral stairways used as a means of egress from
technical production areas.
1009.11 Curved stairways. Curved stairways with winder
treads shall have treads and risers in accordance with Section
1009.7 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 indi-
vidual dwelling units in occupancies in Group R-2.
1009.12 Spiral stairways. Spiral stairways are permitted to
be used as a component in the means of egress only within
dwelling units or from a space not more than 250 square feet
(23 m 2 ) in area and serving not more than five occupants, or
from technical production areas in accordance with Section
410.6.
A spiral stairway shall have a 7'/,-inch (191 mm) mini-
mum clear tread depth at a point 1 2 inches (305 mm) from the
narrow edge. The risers shall be sufficient to provide a head-
room of 78 inches (1981 mm) minimum, but riser height shall
not be more than 9'/ 2 inches (241 mm). The minimum stair-
way clear width at and below the handrail shall be 26 inches
(660 mm).
1009.13 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 2 ) in area and which serves not
more than five occupants; in buildings of Group 1-3 from a
guard tower, observation station or control room not more
than 250 square feet (23 m 2 ) in area and for access to unoccu-
pied roofs.
1009.13.1 Handrails of alternating tread devices. Hand-
rails shall be provided on both sides of alternating tread
devices and shall comply with Section 1012.
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1009.13.2 Treads of alternating tread devices. Alternat-
ing tread devices shall have a minimum tread depth of 5
inches (127 mm), a minimum projected tread depth of 8'/ 2
inches (216 mm), a minimum tread width of 7 inches (178
mm) and a maximum riser height of 9'/ 2 inches (241 mm).
The tread depth shall be measured horizontally between
the vertical planes of the foremost projections of adjacent
treads. The riser height shall be measured vertically
between the leading edges of adjacent treads. The riser
height and tread depth provided shall result in an angle of
ascent from the horizontal of between 50 and 70 degrees
(0.87 and 1 .22 rad). 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 ele-
ment of a means of egress in buildings from a mezza-
nine area not more than 250 square feet (23 m 2 ) in area
which serves not more than five occupants shall have a
minimum tread depth of 3 inches (76 mm) with a mini-
mum projected tread depth of 10 7 2 inches (267 mm).
The rise to the next alternating tread surface shall not
exceed 8 inches (203 mm).
1009.14 Ship ladders. Ship ladders are permitted to be used
in Group 1-3 as a component of a means of egress to and from
control rooms or elevated facility observation stations not
more than 250 square feet (23 m 2 ) with not more than three
occupants and for access to unoccupied roofs.
Ship ladders shall have a minimum tread depth of 5 inches
(127 mm). The tread shall be projected such that the total of
the tread depth plus the nosing projection is no less than 8V,
inches (216 mm). The maximum riser height shall be 9'/ 2
inches (241 mm).
Handrails shall be provided on both sides of ship ladders.
The minimum clear width at and below the handrails shall be
20 inches (508 mm).
1009.15 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. Handrails for aisle stairs provided in accordance
with Section 1028.13.
2. Stairways within dwelling units and spiral stairways
are permitted 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
consisting of a single riser at an entrance or egress
door does not require handrails.
5. Changes in room elevations of three or fewer risers
within dwelling units and sleeping units in Groups
R-2 and R-3 do not require handrails.
1009.16 Stairway to roof. In buildings four or more stories
above grade plane, one stairway shall extend to the roof sur-
face, unless the roof has a slope steeper than four units verti-
cal 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.
1009.16.1 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 2 ) in area
and having a minimum dimension of 2 feet (610 mm).
1009.16.2 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 accordance with the provisions of Section 1013.
1009.17 Stairway to elevator equipment. Roofs and pent-
houses containing elevator equipment that must be accessed
for maintenance are required to be accessed by a stairway.
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
1108.2 through 1108.2.4 and 1108.2.6, ramped
aisles within assembly rooms or spaces shall con-
form with the provisions in Section 1028.1 1.
2. Curb ramps shall comply with ICC Al 17. 1 .
3. Vehicle ramps in parking garages for pedestrian exit
access shall not be required to comply with Sections
1010.4 through 1010.10 when they are not an acces-
sible route serving accessible parking spaces, other
required accessible elements or part of an accessible
means of egress.
1010.2 Enclosure. All interior exit ramps shall be enclosed
in accordance with the applicable provisions of Section
1022. Exit access ramps shall be enclosed in accordance
with the provisions of Section 1009.3 for enclosure of stair-
ways.
1010.3 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: Aisle ramp slope in a room or space used for |
assembly purposes shall comply with Section 1028. 11. |
1010.4 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).
1010.5 Vertical rise. The rise for any ramp run shall be 30
inches (762 mm) maximum.
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1010.6 Minimum dimensions. The minimum dimensions of
means of egress ramps shall comply with Sections 1010.6.1
through 1010.6.3.
1010.6.1 Width. The minimum width of a means of egress
ramp shall not be less than that required for corridors by
Section 1018.2. The clear width of a ramp between hand-
rails, if provided, or other permissible projections shall be
36 inches (914 mm) minimum.
1010.6.2 Headroom. The minimum headroom in all parts
of the means of egress ramp shall not be less than 80
inches (2032 mm).
1010.6.3 Restrictions. Means of egress ramps shall not
reduce in width in the direction of egress travel. Projec-
tions into the required ramp and landing width are prohib-
ited. Doors opening onto a landing shall not reduce the
clear width to less than 42 inches (1067 mm).
1010.7 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 1010.7.1 through
1010.7.5.
1010.7.1 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.
1010.7.2 Width. The landing shall be at least as wide as
the widest ramp run adjoining the landing.
1010.7.3 Length. The landing length shall be 60 inches
(1525 mm) minimum.
Exceptions:
1. In Group R-2 and R-3 individual dwelling and
sleeping units that are not required to be Accessi-
ble units, Type A units or Type B units in accor-
dance with Section 1107, landings 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.
1010.7.4 Change in direction. Where changes in direc-
tion 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: In Group R-2 and R-3 individual dwelling
or sleeping units that are not required to be Accessible
units, Type A units or Type B units in accordance with
Section 1 107, landings are permitted to be 36 inches by
36 inches (914 mm by 914 mm) minimum.
1010.7.5 Doorways. Where doorways are located adjacent
to a ramp landing, maneuvering clearances required by
ICC A 1 17.1 are permitted to overlap the required landing
area.
1010.8 Ramp construction. All ramps shall be built of mate-
rials consistent with the types permitted for the type of con-
struction of the building, except that wood handrails shall be
permitted for all types of construction.
1010.8.1 Ramp surface. The surface of ramps shall be of
slip-resistant materials that are securely attached.
1010.8.2 Outdoor conditions. Outdoor ramps and out-
door approaches to ramps shall be designed so that water
will not accumulate on walking surfaces.
1010.9 Handrails. Ramps with a rise greater than 6 inches
(152 mm) shall have handrails on both sides. Handrails shall
comply with Section 1012.
Exception: Handrails for ramped aisles provided in
accordance with Section 1028.13.
1010.10 Edge protection. Edge protection complying with
Section 1010.10.1 or 1010.10.2 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 A 11 7.1 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 drop off of not more than
V 2 inch (12.7 mm) within 10 inches (254 mm) hori-
zontally of the required landing area.
4. In assembly spaces with fixed seating, edge protec-
tion is not required on the sides of ramps where the
ramps provide access to the adjacent seating and
aisle accessways.
1010.10.1 Curb, rail, wall or barrier. A curb, rail, wall
or barrier shall be provided to serve as edge protection. A
curb must be a minimum of 4 inches (102 mm) in height.
Barriers must be constructed so that the barrier 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.
1010.10.2 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.
1010.11 Guards. Guards shall be provided where required
by Section 1013 and shall be constructed in accordance with
Section 1013.
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
direction of egress travel. The path of egress travel to exits
and within exits shall be marked by readily visible exit signs
to clearly indicate the direction of egress travel in cases
where the exit or the path of egress travel is not immediately
visible to the occupants. Intervening means of egress doors
within exits shall be marked by exit signs. Exit sign place-
ment shall be such that no point in an exit access corridor or
exit passageway is more than 100 feet (30 480 mm) or the
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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 approvedby 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 dayrooms, sleeping
rooms or dormitories in occupancies 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
openings into seating areas where exit signs are pro-
vided in the concourse that are readily apparent from
the vomitories. Egress lighting is provided to iden-
tify each vomitory or opening within the seating
area in an emergency.
1011.2 Floor-level exit signs in Group R-l. Where exit
signs are required in Group R-l occupancies by Section
1011.1, additional low-level exit signs shall be provided in all
areas serving guestrooms in Group R-l occupancies and shall
comply with Section 1011.5.
The bottom of the sign shall be not less than 10 inches
(254 mm) nor more than 1 2 inches (305 mm) above the floor
level. The sign shall be flush mounted to the door or wall.
Where mounted on the wall, the edge of the sign shall be
within 4 inches (102 mm) of the door frame on the latch side.
1011.3 Illumination. Exit signs shall be internally or exter-
nally illuminated.
Exception: Tactile signs required by Section 1011.4 need
not be provided with illumination.
1011.4 Raised character and Braille exit signs. A sign stat-
ing EXIT in raised characters and Braille and complying with
ICC A117.1 shall be provided adjacent to each door to an
area of refuge, an exterior area for assisted rescue, an exit
stairway, an exit ramp, an exit passageway and the exit dis-
charge.
1011.5 Internally illuminated exit signs. Electrically pow-
ered, self-luminous and photoluminescent exit signs shall be
listed and labeled in accordance with UL 924 and shall be
installed in accordance with the manufacturer's instructions
and Chapter 27. Exit signs shall be illuminated at all times.
1011.6 Externally illuminated exit signs. Externally illumi-
nated exit signs shall comply with Sections 1011.6.1 through
1011.6.3.
1011.6.1 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 3 / 4 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 3 / 8 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.
The word "EXIT" shall be in high contrast with the
background 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.
1011.6.2 Exit sign illumination. The face of an exit sign
illuminated from an external source shall have an intensity
of not less than 5 footcandles (54 lux).
1011.6.3 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 emer-
gency power system provided from storage batteries, unit
equipment or an on-site generator. The installation of the
emergency power system shall be in accordance with
Chapter 27.
Exception: Approved exit sign illumination means that
provide continuous illumination independent of exter-
nal power sources for a duration of not less than 90
minutes, in case of primary power loss, are not required
to be connected 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 1607.8. Handrails required for stairways by
Section 1009.15 shall comply with Sections 1012.2 through
1012.9. Handrails required for ramps by Section 1010.9 shall
comply with Sections 1012.2 through 1012.8.
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). Handrail height of alternating tread devices and
ship ladders, measured above tread nosings, shall be uniform,
not less than 30 inches (762 mm) and not more than 34 inches
(864 mm).
Exceptions:
1 . When handrail fittings or bendings are used to pro-
vide continuous transition between flights, the fit-
tings or bendings shall be permitted to exceed the
maximum height.
2. In Group R-3 occupancies; within dwelling units in
Group R-2 occupancies; and in Group U occupan-
cies that are associated with a Group R-3 occupancy
or associated with individual dwelling units in
Group R-2 occupancies; when handrail fittings or
bendings are used to provide continuous transition
between flights, transition at winder treads, transi-
tion from handrail to guard, or when used at the
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start of a flight, the handrail height at the fittings or
bendings shall be permitted to exceed the maximum
height.
1012.3 Handrail graspability. All required handrails shall
comply with Section 1012.3.1 or shall provide equivalent
graspability.
Exception: In Group R-3 occupancies; within dwelling
units in Group R-2 occupancies; and in Group U occupan-
cies that are accessory to a Group R-3 occupancy or acces-
sory to individual dwelling units in Group R-2
occupancies; handrails shall be Type I in accordance with
Section 1012.3.1, Type II in accordance with Section
1012.3.2 or shall provide equivalent graspability.
1012.3.1 Type I. Handrails with a circular cross section
shall have an outside diameter of at least 1 7 4 inches (32
mm) and not greater than 2 inches (51 mm). Where the
handrail is not circular, it shall have a perimeter dimension
of at least 4 inches (102 mm) and not greater than 6'/ 4
inches (160 mm) with a maximum cross-sectional dimen-
sion of 2'/ 4 inches (57 mm) and minimum cross-sectional
dimension of 1 inch (25 mm). Edges shall have a minimum
radius of 0.01 inch (0.25 mm).
1012.3.2 Type II. Handrails with a perimeter greater than
6'/ 4 inches (160 mm) shall provide a graspable finger
recess area on both sides of the profile. The finger recess
shall begin within a distance of 3 / 4 inch (19 mm) measured
vertically from the tallest portion of the profile and
achieve a depth of at least 5 /, 6 inch (8 mm) within 7 8 inch
(22 mm) below the widest portion of the profile. This
required depth shall continue for at least 3 / s inch (10 mm)
to a level that is not less than l 3 / 4 inches (45 mm) below
the tallest portion of the profile. The minimum width of
the handrail above the recess shall be l'/ 4 inches (32 mm)
to a maximum of 2 3 / 4 inches (70 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 turn or landing.
2. Within a dwelling unit, the use of a volute, turnout,
starting easing or starting newel is allowed over the
lowest tread.
3. Handrail brackets or balusters attached to the bottom
surface of the handrail that do not project horizon-
tally beyond the sides of the handrail within l'/ 2
inches (38 mm) of the bottom of the handrail shall
not be considered obstructions. For each 7 2 inch
(12.7 mm) of additional handrail perimeter dimen-
sion above 4 inches (102 mm), the vertical clearance
dimension of 1 7 2 inches (38 mm) shall be permitted
to be reduced by 7 8 inch (3 mm).
4. Where handrails are provided along walking sur-
faces with slopes not steeper than 1:20, the bottoms
of the handrail gripping surfaces shall be permitted
to be obstructed along their entire length where they
are integral to crash rails or bumper guards.
1012.5 Fittings. Handrails shall not rotate within their fit-
tings.
1012.6 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. Where hand-
rails 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 handrails shall extend horizon-
tally above the landing 12 inches (305 mm) minimum beyond
the top and bottom of ramp runs. The extensions of handrails
shall be in the same direction of the stair flights at stairways
and the ramp runs at 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 rooms or spaces used for assem-
bly purposes in accordance with Section 1028. 13.
3. Handrails for alternating tread devices and ship lad-
ders are permitted to terminate at a location verti-
cally above the top and bottom risers. Handrails for
alternating tread devices and ship ladders are not
required to be continuous between flights or to
extend beyond the top or bottom risers.
1012.7 Clearance. Clear space between a handrail and a wall
or other surface shall be a minimum of 17 2 inches (38 mm). A
handrail and a wall or other surface adjacent to the handrail
shall be free of any sharp or abrasive elements.
1012.8 Projections. On ramps, the clear width between
handrails shall be 36 inches (914 mm) minimum. Projections
into the required width of stairways and ramps at each side
shall not exceed 47 2 inches (114 mm) at or below the hand-
rail height. Projections into the required width shall not be
limited above the minimum headroom height required in Sec-
tion 1009.5. Projections due to intermediate handrails shall
not constitute a reduction in the egress width.
1012.9 Intermediate handrails. Stairways shall have inter-
mediate handrails located in such a manner that all portions
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 General. Guards shall comply with the provisions of
Sections 1013.2 through 1013.7. Operable windows with
sills located more than 72 inches (1.83 m) above finished
grade or other surface below shall comply with Section
1013.8.
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1013.2 Where required. Guards shall be located along
open-sided walking surfaces, including mezzanines, equip-
ment platforms, stairs, ramps and landings that are located
more than 30 inches (762 ram) measured vertically to the
floor or grade below at any point within 36 inches (914 mm)
horizontally to the edge of the open side. Guards shall be ade-
quate in strength and attachment in accordance with Section
1607.8.
Exception: Guards are not required for the following
locations:
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
platforms.
3. On raised stage and platform floor areas, such as
runways, ramps and side stages used for entertain-
ment 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 pub-
lic.
7. In assembly seating where guards in accordance
with Section 1028.14 are permitted and provided.
1013.2.1 Glazing. Where glass is used to provide a guard
or as a portion of the guard system, the guard shall also
comply with Section 2407. Where the glazing provided
does not meet the strength and attachment requirements of
Section 1607.8, complying guards shall also be located
along glazed sides of open-sided walking surfaces.
1013.3 Height. Required guards shall not be less than 42
inches (1067 mm) high, measured vertically as follows:
1. From the adjacent walking surfaces;
2. On stairs, from the line connecting the leading edges
of the tread nosings; and
3. On ramps, from the ramp surface at the guard.
Exceptions:
1. For occupancies in Group R-3 not more than three
stories above grade in height and within individual
dwelling units in occupancies in Group R-2 not
more than three stories above grade in height with
separate means of egress, required guards shall not
be less than 36 inches (914 mm) in height measured
vertically above the adjacent walking surfaces or
adjacent fixed seating.
2. For occupancies in Group R-3, and within individual
dwelling units in occupancies in Group R-2, guards
on the open sides of stairs shall have a height not
less than 34 inches (864 mm) measured vertically
from a line connecting the leading edges of the
treads.
3. For occupancies in Group R-3, and within individual
dwelling units in occupancies in Group R-2, where
the top of the guard also serves as a handrail on the
open sides of stairs, the top of the guard shall not be
less than 34 inches (864 mm) and not more than 38
inches (965 mm) measured vertically from a line
connecting the leading edges of the treads.
4. The guard height in assembly seating areas shall I
comply with Section 1028.14. |
5. Along alternating tread devices and ship ladders,
guards whose top rail also serves as a handrail, shall
have height not less than 30 inches (762 mm) and
not more than 34 inches (864 mm), measured verti-
cally from the leading edge of the device tread nos-
ing.
1013.4 Opening limitations. Required guards shall not have
openings which allow passage of a sphere 4 inches (102 mm)
in diameter from the walking surface to the required guard
height.
Exceptions:
1. From a height of 36 inches (914 mm) to 42 inches
(1067 mm), guards shall not have openings which
allow passage of a sphere 4% inches (111 mm) in
diameter.
2. The triangular openings at the open sides of a stair,
formed by the riser, tread and bottom rail shall not
allow passage of a sphere 6 inches (152 mm) in
diameter.
3. At elevated walking surfaces for access to and use of
electrical, mechanical or plumbing systems or
equipment, guards shall not have openings which
allow passage of a sphere 21 inches (533 mm) in
diameter.
4. In areas that are not open to the public within occu-
pancies in Group 1-3, F, H or S, and for alternating
tread devices and ship ladders, guards shall not have
openings which allow passage of a sphere 21 inches
(533 mm) in diameter.
5. In assembly seating areas, guards at the end of aisles
where they terminate at a fascia of boxes, balconies
and galleries shall not have openings which allow
passage of a sphere 4 inches in diameter (102 mm)
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 walking surfaces, guards shall
not have openings which allow passage of a sphere 8
inches (203 mm) in diameter.
6. Within individual dwelling units and sleeping units
in Group R-2 and R-3 occupancies, guards on the
open sides of stairs shall not have openings which
allow passage of a sphere 4 3 / 8 (111 mm) inches in
diameter.
1013.5 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.
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1013.6 Mechanical equipment. Guards shall be provided
where appliances, equipment, fans, roof hatch openings or
other components that require service are located within 10
feet (3048 mm) of a roof edge or open side of a walking sur-
face 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
sphere 21 inches (533 mm) in diameter. The guard shall
extend not less than 30 inches (762 mm) beyond each end of
such appliance, equipment, fan or component.
1013.7 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 mm) above the floor,
roof or grade below. The guard shall be constructed so as to
prevent the passage of a sphere 21 inches (533 mm) in diame-
ter.
** 1013.8 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 finished
grade or other surface below, the lowest part of the clear
opening of the window shall be at a height not less than 36
inches (915 mm) above the finished floor surface of the room
in which the window is located. Operable sections of win-
dows shall not permit openings that allow passage of a 4-
inch-diameter (102 mm) sphere where such openings are
located within 36 inches (915 mm) of the finished floor.
Exceptions:
1. Operable windows where the sill portion of the
opening is located more than 75 feet (22 860 mm)
above the finished grade or other surface below and
that are provided with window fall prevention
devices that comply with ASTM F 2006.
2. Windows whose openings will not allow a 4-inch-
diameter (102 mm) sphere to pass through the open-
ing when the window is in its largest opened posi-
tion.
3. Openings that are provided with window fall pre-
vention devices that comply with ASTM F 2090.
4. Windows that are provided with window opening
control devices that comply with Section 1013.8. 1 .
1013.8.1 Window opening control devices. Window
opening control devices shall comply with ASTM F 2090.
The window opening control device, after operation to
release the control device allowing the window to fully
open, shall not reduce the minimum net clear opening area
of the window unit to less than the area required by Sec-
tion 1029.2.
SECTION 1014
EXIT ACCESS
1014.1 General. The exit access shall comply with the appli-
cable provisions of Sections 1003 through 1013. Exit access
arrangement shall comply with Sections 1014 through 1019.
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 and the area served are
accessory to one or the other, are not a Group H occu-
pancy 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. An exit access shall not pass through a room that can be
locked to prevent egress.
3. Means of egress from dwelling units or sleeping areas
shall not lead through other sleeping areas, toilet rooms
or bathrooms.
4. 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 consti-
tuting part of the same dwelling unit or sleep-
ing 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 classi-
fication 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 lock-
ing 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.
1014.2.1 Multiple tenants. Where more than one tenant
occupies any one floor of a building or structure, each ten-
ant space, dwelling unit and sleeping unit shall be pro-
vided with access to the required exits without passing
through adjacent tenant spaces, dwelling units and sleep-
ing units.
Exception: The means of egress from a smaller tenant
space shall not be prohibited from passing through a
larger adjoining tenant space where such rooms or
spaces of the smaller tenant occupy less than 10 percent
of the area of the larger tenant space through which
they pass; are the same or similar occupancy group; a
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discernable 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.
1014.3 Common path of egress travel. The common path of
egress travel shall not exceed the common path of egress
travel distances in Table 1014.3.
TABLE 1014.3
COMMON PATH OF EGRESS TRAVEL
OCCUPANCY
WITHOUT SPRINKLER SYSTEM
(feet)
WITH SPRINKLER
SYSTEM
(feet)
Occupant Load
<30
>30
B,S J
100
75
100 a
U
100
75
75"
F
75
75
100 a
H-l,H-2, H-3
Not Permitted
Not Permitted
25 a
R-2
75
75
125 b
R-3 e
75
75
125 b
1-3
100
100
100 a
All others M
75
75
75 "
For SI: 1 foot = 304.8 mm.
a. Buildings equipped throughout with an automatic sprinkler system in
accordance with Section 903.3.1.1.
b. Buildings equipped throughout with an automatic sprinkler system in
accordance with Section 903.3.1.1 or 903.3.1.2. See Section 903 for
occupancies where automatic sprinkler systems are permitted in
accordance with Section 903.3.1.2.
c. For a room or space used for assembly purposes having fixed seating, see
Section 1028.8.
d. The length of a common path of egress travel in a Group S-2 open parking
garage shall not be more than 100 feet (30 480 mm).
e. The length of a common path of egress travel in a Group R-3 occupancy
located in a mixed occupancy building.
f. For the distance limitations in Group 1-2, see Section 407.4.
SECTION 1015
EXIT AND EXIT ACCESS DOORWAYS
1015.1 Exits or exit access doorways from spaces. Two
exits or exit access doorways from any space shall be pro-
vided where one of the following conditions exists:
1 . The occupant load of the space exceeds one of the val-
ues in Table 1015.1.
Exceptions:
1. In Group R-2 and R-3 occupancies, one means
of egress is permitted within and from individ-
ual dwelling units with a maximum occupant
load of 20 where the dwelling unit is equipped
throughout with an automatic sprinkler system
in accordance with Section 903.3.1.1 or
903.3.1.2.
2. Care suites in Group 1-2 occupancies comply-
ing with Section 407.4.3.
2. The common path of egress travel exceeds one of the
limitations of Section 1014.3.
3. Where required by Section 1015.3, 1015.4, 1015.5, or
1015.6.
Where a building contains mixed occupancies, each indi-
vidual occupancy shall comply with the applicable require-
ments for that occupancy. Where applicable, cumulative
occupant loads from adjacent occupancies shall be consid-
ered in accordance with the provisions of Section 1004.1 .
TABLE 1015.1
SPACES WITH ONE EXIT OR EXIT ACCESS DOORWAY
OCCUPANCY
MAXIMUM OCCUPANT LOAD
A, B, E, F, M, U
49
H-l, H-2, H-3
3
H-4,H-5, 1-1,1-2, 1-3, 1-4, R
10
S
29
1015.1.1 Three or more exits or exit access doorways.
Three exits or exit access doorways shall be provided from
any space with an occupant load of 501 to 1,000. Four
exits or exit access doorways shall be provided from any
space with an occupant load greater than 1 ,000.
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 Sec-
tions 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 por-
tion of the exit access, the exit doors or exit access door-
ways 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 interior exit stairways are interconnected
by a 1-hour fire-resistance-rated corridor con-
forming to the requirements of Section 1018, 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 fur-
nace rooms where the area is over 500 square feet (46 m 2 ) and
any fuel-fired equipment exceeds 400,000 British thermal
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units (Btu) (422 000 KJ) input capacity. Where two exit
access doorways are required, one is permitted to be a fixed
ladder or an alternating tread device. Exit access doorways
shall be separated 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 2 ) shall have not less than
two exits or exit access doorways. 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 doorways 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, regard-
less of the occupant load served. Doors shall be tight fitting
and self-closing.
1015.5 Refrigerated rooms or spaces. Rooms or spaces
having a floor area larger than 1,000 square feet (93 m 2 ), con-
taining a refrigerant evaporator and maintained at a tempera-
ture below 68 °F (20 C C), shall have access to not less than two
exits or exit access doorways.
Travel distance shall be determined as specified in Section
1016.1, but all portions of a refrigerated room or space shall
be within 150 feet (45 720 mm) of an exit or exit access door-
way where such rooms are not protected by an approved
automatic sprinkler system. Egress is allowed through
adjoining refrigerated rooms or spaces.
Exception: Where using refrigerants in quantities limited
to the amounts based on the volume set forth in the Inter-
national Mechanical Code.
1015.6 Day care means of egress. Day care facilities, rooms
or spaces where care is provided for more than 10 children
that are 2'/, years of age or less, shall have access to not less
than two exits or exit access doorways.
SECTION 1016
EXIT ACCESS TRAVEL DISTANCE
1016.1 General. Travel distance within the exit access por-
tion of the means of egress system shall be in accordance
with this section.
1016.2 Limitations. Exit access travel distance shall not
exceed the values given in Table 1016.2.
1016.2.1 Exterior egress balcony increase. Exit access
travel distances specified in Table 1016.2 shall be
increased up to an additional 100 feet (30 480 mm) pro-
vided the last portion of the exit access leading to the exit
occurs on an exterior egress balcony constructed in accor-
dance with Section 1019. The length of such balcony shall
not be less than the amount of the increase taken.
TABLE 1016.2
EXIT ACCESS TRAVEL DISTANCE"
OCCUPANCY
WITHOUT SPRINKLER
SYSTEM
(feet)
WITH SPRINKLER
SYSTEM
(feet)
A,E.F-1,M.R,S-1
200
250"
1-1
Not Permitted
250 c
B
200
300 c
F-2, S-2, U
300
400 c
H-l
Not Permitted
75 c
H-2
Not Permitted
100 c
H-3
Not Permitted
150 c
H-4
Not Permitted
175"
H-5
Not Permitted
200°
1-2, 1-3, 1-4
Not Permitted
200 c
For SI: 1 foot = 304.8 mm.
a. See the following sections for modifications to exit access travel distance
requirements:
Section 402.8: For the distance limitation in malls.
Section 404.9: For the distance limitation through an atrium space.
Section 407.4: For the distance limitation in Group 1-2.
Sections 408.6. 1 and 408.8. 1 : For the distance limitations in Group 1-3.
Section 411.4: For the distance limitation in special amusement
buildings.
Section 1015.4: For the distance limitation in refrigeration machinery
rooms.
Section 1015.5: For the distance limitation in refrigerated rooms and
spaces.
Section 1021.2: For buildings with one exit.
Section 1028.7: For increased limitation in assembly seating.
Section 1028.7: For increased limitation for assembly open-air seating.
Section 3103.4: For temporary structures.
Section 3104.9: For pedestrian walkways.
b. Buildings equipped throughout with an automatic sprinkler system in
accordance with Section 903.3.1.1 or 903.3.1.2. See Section 903 for
occupancies where automatic sprinkler systems are permitted in
accordance with Section 903.3.1.2.
c. Buildings equipped throughout with an automatic sprinkler system in
accordance with Section 903 .3.1.1.
1016.3 Measurement. Exit access travel distance shall
be measured from the most remote point within a story along
the natural and unobstructed path of horizontal and verti-
cal egress travel to the entrance to an exit.
Exceptions:
1. In open parking garages, exit access travel distance
is permitted to be measured to the closest riser of an
exit access stairway or the closest slope of an exit
access ramp.
2. In outdoor facilities with open exit access compo-
nents, exit access travel distance is permitted to be
measured to the closest riser of an exit access stair-
way or the closest slope of an exit access ramp.
1016.3.1 Exit access stairways and ramps. Travel dis-
tance on exit access stairways or ramps shall be included
in the exit access travel distance measurement. The mea-
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MEANS OF EGRESS
surement along stairways shall be made on a plane parallel
and tangent to the stair tread nosings in the center of the
stair and landings. The measurement along ramps shall be
made on the walking surface in the center of the ramp and
landings.
SECTION 1017
AISLES
1017.1 General. Aisles and aisle accessways serving as a
portion of the exit access in the means of egress system shall
comply with the requirements of this section. Aisles or aisle
accessways shall be provided from all occupied portions of
the exit access which contain seats, tables, furnishings, dis-
plays and similar fixtures or equipment. The required width
of aisles shall be unobstructed.
Exception: Encroachments complying with Section
1005.7.
1017.2 Aisles in assembly spaces. Aisles and aisle access-
ways serving a room or space used for assembly purposes
shall comply with Section 1028.
1017.3 Aisles in Groups B and M. In Group B and M occu-
pancies, the minimum clear aisle width shall be determined
by Section 1005.1 for the occupant load served, but shall not
be less than 36 inches (914 mm).
Exception: Nonpublic aisles serving less than 50 people
and not required to be accessible by Chapter 1 1 need not
exceed 28 inches (71 1 mm) in width.
1017.4 Aisle accessways in Group M. An aisle accessway
shall be provided on at least one side of each element 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 elements and mer-
chandise 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 common path of
egress travel shall not exceed 30 feet (9144 mm) from any
point in the merchandise pad.
Exception: For areas serving not more than 50 occupants,
the common path of egress travel shall not exceed 75 feet
(22 860 mm).
1017.5 Aisles in other than assembly spaces and Groups B
and M. In other than rooms or spaces used for assembly pur-
poses and Group B and M occupancies, the minimum clear
aisle width shall be determined by Section 1005.1 for the
occupant load served, but shall not be less than 36 inches
(914 mm).
SECTION 1018
CORRIDORS
1018.1 Construction. Corridors shall be fire-resistance rated
in accordance with Table 1018.1. 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 opening
directly to the exterior and rooms for assembly pur-
poses have at least one-half of the required means of
egress doors opening directly to the exterior. Exte-
rior doors specified in this exception are required to
be at ground level.
2. Afire-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 requir-
ing only a single means of egress complying with
Section 1015.1.
5. Corridors adjacent to the exterior walls of buildings
shall be permitted to have unprotected openings on
unrated exterior walls where unrated walls are per-
mitted by Table 602 and unprotected openings are
permitted by Table 705.8.
TABLE 1018.1
CORRIDOR FIRE-RESISTANCE RATING
OCCUPANCY
OCCUPANT
LOAD SERVED
BY CORRIDOR
REQUIRED FIRE-RESISTANCE
RATING (hours)
Without
sprinkler system
With sprinkler
system"
H-l, H-2, H-3
All
Not Permitted
1
H-4, H-5
Greater than 30
Not Permitted
1
A, B, E, F, M, S, U
Greater than 30
1
R
Greater than 10
Not Permitted
0.5
I-2 a , 1-4
All
Not Permitted
1-1,1-3
All
Not Permitted
l b
a. For requirements for occupancies in Group 1-2, see Sections 407.2 and
407.3.
b. For a reduction in the fire-resistance rating for occupancies in Group 1-3,
see Section 408.8.
c. Buildings equipped throughout with an automatic sprinkler system in
accordance with Section 903.3.1.1 or 903.3.1.2 where allowed.
1018.2 Width. The minimum width of corridors specified in
Table 1018.2 shall be as determined in Section 1005.1.
1018.3 Obstrnction. The required width of corridors shall be
unobstructed.
Exception: Encroachments complying with Section
1005.7.
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TABLE 1018.2
MINIMUM CORRIDOR WIDTH
OCCUPANCY
WIDTH (minimum)
Any facilities not listed below
44 inches
Access to and utilization of mechanical,
plumbing or electrical systems or equipment
24 inches
With a required occupancy capacity less
than 50
36 inches
Within a dwelling unit
36 inches
In Group E with a corridor having a required
capacity of 1 00 or more
72 inches
In corridors and areas serving gurney traffic
in occupancies where patients receive out-
patient medical care, which causes the
patient to be incapable of self-preservation
72 inches
Group 1-2 in areas where required for bed
movement
96 inches
For SI: 1 inch = 25.4 mm.
1018.4 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 Condi-
tion 2, 3 or 4 (see Section 308.5), the dead end in a
corridor shall not exceed 50 feet (15 240 mm).
2. In occupancies in Groups B, E, F, 1-1, M, R-l, R-2,
R-4, S and U, where the building is equipped
throughout with an automatic sprinkler system in
accordance with Section 903.3.1.1, the length of the
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 corri-
dor.
1018.5 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 corridors, including toilet rooms, bathrooms,
dressing rooms, smoking lounges and janitor clos-
ets, shall be permitted, provided that each such cor-
ridor 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 cor-
ridors for conveying return air shall not be prohib-
ited.
3. Where located within tenant spaces of 1,000 square
feet (93 m 2 ) or less in area, utilization of corridors
for conveying return air is permitted.
4. Incidental air movement from pressurized rooms
within health care facilities, provided that the corri-
dor is not the primary source of supply or return to
the room.
1018.5.1 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 fol-
lowing conditions:
1. The corridor is not required to be of fire-resistance-
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
component of an approved engineered smoke con-
trol system.
1018.6 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. Where the path
of egress travel within a fire-resistance-rated corridor to the
exit includes travel along unenclosed exit access stairways or
ramps, the fire resistance-rating shall be continuous for the
length of the stairway or ramp and for the length of the con-
necting corridor on the adjacent floor leading to the exit.
Exception: Foyers, lobbies or reception rooms con-
structed as required for corridors shall not be construed as
intervening rooms.
SECTION 1019
EGRESS BALCONIES
1019.1 General. Balconies used for egress purposes shall
conform to the same requirements as corridors for width,
headroom, dead ends and projections.
1019.2 Wall separation. Exterior egress balconies shall be
separated from the interior of the building by walls and open-
ing 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 unpro-
tected opening to reach a stair.
1019.3 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 accumulation of
smoke or toxic gases.
1019.4 Location. Exterior egress balconies shall have a min-
imum fire separation distance of 10 feet (3048 mm) measured
from the exterior edge of the egress balcony to adjacent lot
lines and from other buildings on the same lot unless the adja-
cent building exterior walls and openings are protected in
2012 INTERNATIONAL BUILDING CODE®
265
MEANS OF EGRESS
accordance with Section 705 based on fire separation dis-
tance.
SECTION 1020
EXITS
1020.1 General. Exits shall comply with Sections 1020
through 1026 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 pro-
tection shall not be reduced until arrival at the exit discharge.
1020.2 Exterior exit doors. Buildings or structures used for
human occupancy shall have at least one exterior door that
meets the requirements of Section 1008.1.1.
1020.2.1 Detailed requirements. Exterior exit doors shall
comply with the applicable requirements of Section
1008.1.
1020.2.2 Arrangement. Exterior exit doors shall lead
directly to the exit discharge or the public way.
SECTION 1021
NUMBER OF EXITS AND EXIT CONFIGURATION
1021.1 General. Each story and occupied roof shall have the
minimum number of exits, or access to exits, as specified in
this section. The required number of exits, or exit access
stairways or ramps providing access to exits, from any story
shall be maintained until arrival at grade or a public way.
Exits or access to exits from any story shall be configured in
accordance with this section. Each story above the second
story of a building shall have a minimum of one interior or
exterior exit stairway, or interior or exterior exit ramp. At
each story above the second story that requires a minimum of
three or more exits, or access to exits, a minimum of 50 per-
cent of the required exits shall be interior or exterior exit
stairways, or interior or exterior exit ramps.
Exceptions:
1. Interior exit stairways and interior exit ramps are
not required in open parking garages where the
means of egress serves only the open parking
garage.
2. Interior exit stairways and interior exit ramp?, are
not required in outdoor facilities where all portions
of the means of egress are essentially open to the
outside.
1021.2 Exits from stories. Two exits, or exit access stair-
ways or ramps providing access to exits, from any story or
occupied roof shall be provided where one of the following
conditions exists:
1 . The occupant load or number of dwelling units exceeds
one of the values in Table 1021.2(1) or 1021.2(2).
2. The exit access travel distance exceeds that specified in
Table 1021.2(1) or 1021.2(2) as determined in accor-
dance with the provisions of Section 1016.1.
3. Helistop landing areas located on buildings or struc-
tures shall be provided with two exits, or exit access
stairways or ramps providing access to exits.
Exceptions:
1. Rooms, areas and spaces complying with Sec-
tion 1015.1 with exits that discharge directly
to the exterior at the level of exit discharge, are
permitted to have one exit.
2. Group R-3 occupancy buildings shall be per-
mitted to have one exit.
3. Parking garages where vehicles are mechani-
cally parked shall be permitted to have one
exit.
4. Air traffic control towers shall be provided
with the minimum number of exits specified in
Section 412.3.
5. Individual dwelling units in compliance with
Section 1021.2.3.
6. Group R-3 and R-4 congregate residences
shall be permitted to have one exit.
7. Exits serving specific spaces or areas need not
be accessed by the remainder of the story
when all of the following are met:
7.1. The number of exits from the entire
story complies with Section 1021.2.4;
7.2 . The access to exits from each individ-
ual space in the story complies with
Section 1015.1; and
7. 3. All spaces within each portion of a
story shall have access to the minimum
number of approved independent exits
based on the occupant load of that por-
tion of the story, but not less than two
exits.
1021.2.1 Mixed occupancies. Where one exit, or exit
access stairway or ramp providing access to exits at other
stories, is permitted to serve individual stories, mixed
occupancies shall be permitted to be served by single exits
provided each individual occupancy complies with the
applicable requirements of Table 1021.2(1) or Table
1021.2(2) for that occupancy. Where applicable, cumula-
tive occupant loads from adjacent occupancies shall be
considered in accordance with the provisions of Section
1004.1.
In each story of a mixed occupancy building, the maxi-
mum number of occupants served by a single exit shall be
such that the sum of the ratios of the calculated number of
occupants of the space divided by the allowable number of
occupants for each occupancy does not exceed one.
1021.2.2 Basements. A basement provided with one exit
shall not be located more than one story below grade
plane.
1021.2.3 Single-story or multiple-story dwelling units.
Individual single-story or multiple-story dwelling units
shall be permitted to have a single exit within and from the
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dwelling unit provided that all of the following criteria are
met:
1. The dwelling unit complies with Section 1015.1 as a
space with one means of egress and
2. Either the exit from the dwelling unit discharges
directly to the exterior at the level of exit discharge,
or the exit access outside the dwelling unit's
entrance door provides access to not less than two
approved independent exits.
1021.2.4 Three or more exits. Three exits, or exit access
stairways or ramps providing access to exits at other sto-
ries, shall be provided from any story or occupied roof
with an occupant load from 501 to and including 1,000.
Four exits, or exit access stairways or ramps providing
access to exits at other stories, shall be provided from any
story or occupied roof with an occupant load greater than
1,000.
1021.2.5 Additional exits. In buildings over 420 feet (128
m) in height, additional exits shall be provided in accor-
dance with Section 403.5.2.
1021.3 Exit configuration. Exits, or exit access stairways or
ramps providing access to exits at other stories, shall be
arranged in accordance with the provisions of Sections
1015.2 through 1015.2.2. Exits shall be continuous from the
point of entry into the exit to the exit discharge.
1021.3.1 Access to exits at adjacent levels. Access to
exits at other levels shall be by stairways or ramps. Where
access to exits occurs from adjacent building levels, the
horizontal and vertical exit access travel distance to the
closest exit shall not exceed that specified in Section
1016.1. Access to exits at other levels shall be from an
adjacent story.
Exception: Landing platforms or roof areas for heli-
stops that are less than 60 feet (18 288 mm) long, or
less than 2,000 square feet (186 m 2 ) in area, shall be
permitted to access the second exit by a fire escape,
alternating tread device or ladder leading to the story
or level below.
1021.4 Vehicular ramps. Vehicular ramps shall not be con-
sidered as an exit access ramp unless pedestrian facilities are
provided.
SECTION 1022
INTERIOR EXIT STAIRWAYS AND RAMPS
1022.1 General. Interior exit stairways and interior exit
ramps serving as an exit component in a means of egress sys-
tem shall comply with the requirements of this section. Inte-
rior exit stairways and ramps shall lead directly to the
exterior of the building or shall be extended to the exterior of
the building with an exit passageway conforming to the
TABLE 1021.2(1)
STORIES WITH ONE EXIT OR ACCESS TO ONE EXIT FOR R-2 OCCUPANCIES
STORY
OCCUPANCY
MAXIMUM NUMBER OF DWELLING
UNITS
MAXIMUM EXIT ACCESS TRAVEL
DISTANCE
Basement, first, second or third story
R-2"' b
4 dwelling units
125 feet
Fourth story and above
NP
NA
NA
For SI: I foot = 304.8 mm.
NP - Not Permitted
NA - Not Applicable
a. 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 provided
with emergency escape and rescue openings in accordance with Section 1029.
b. This table is used for R-2 occupancies consisting of dwelling units. For R-2 occupancies consisting of sleeping units, use Table 1021.2(2).
TABLE 1021.2(2)
STORIES WITH ONE EXIT OR ACCESS TO ONE EXIT FOR OTHER OCCUPANCIES
STORY
OCCUPANCY
MAXIMUM OCCUPANTS PER STORY
MAXIMUM EXIT ACCESS TRAVEL
DISTANCE
First story or basement
A, B b , E, F\ M, U, S b
49 occupants
75 feet
H-2, H-3
3 occupants
25 feet
H-4, H-5, 1, R-l,
R-2* c , R-4
10 occupants
75 feet
S
29 occupants
100 feet
Second story
B, F, M, S
29 occupants
75 feet
Third story and above
NP
NA
NA
For SI: 1 fool = 304.8 mm.
NP - Not Permitted
NA - Not Applicable
a. 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 provided
with emergency escape and rescue openings in accordance with Section 1029.
b. Group B, F and S occupancies in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 shall have a
maximum travel distance of 100 feet.
c. This table is used for R-2 occupancies consisting of sleeping units. For R-2 occupancies consisting of dwelling units, use Table 1021.2(1).
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requirements of Section 1023, except as permitted in Section
1027.1. An interior exit stairway or ramp shall not be used
for any purpose other than as a means of egress.
1022.2 Construction. Enclosures for interior exit stairways
and ramps shall be constructed as fire barriers in accordance
with Section 707 or horizontal assemblies constructed in
accordance with Section 711, or both. Interior exit stairway
and ramp enclosures shall have afire-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 interior exit stair-
ways or ramps shall include any basements, but not any mez-
zanines. Interior exit stairways and ramps shall have a fire-
resistance rating not less than the floor assembly penetrated,
but need not exceed 2 hours.
Exception: Interior exit stairways and ramps in Group 1-3
occupancies in accordance with the provisions of Section
408.3.8.
1022.3 Termination. Interior exit stairways and ramps shall
terminate at an exit discharge or a public way.
Exception: Interior exit stairways and ramps shall be per-
mitted to terminate at an exit passageway complying with
Section 1023, provided the exit passageway terminates at
an exit discharge or a public way.
1022.3.1 Extension. Where interior exit stairways and
ramps are extended to an exit discharge or a. public way by
an exit passageway, the interior exit stairway and ramp
shall be separated from the exit passageway by afire bar-
rier constructed in accordance with Section 707 or a hori-
zontal assembly constructed in accordance with Section
711, or both. The fire-resistance rating shall be at least
equal to that required for the interior exit stairway and
ramp. Afire door assembly complying with Section 716.5
shall be installed in the fire barrier to provide a means of
egress from the interior exit stairway and ramp to the exit
passageway. Openings in the fire barrier other than the
fire door assembly are prohibited. Penetrations of the fire
barrier are prohibited.
Exception: Penetrations of the fire barrier in accor-
dance with Section 1022.5 shall be permitted.
1022.4 Openings. Interior exit stairway and ramp opening
protectives shall be in accordance with the requirements of
Section 716.
Openings in interior exit stairways and ramps other than
unprotected exterior openings shall be limited to those neces-
sary for exit access to the enclosure from normally occupied
spaces and for egress from the enclosure.
Elevators shall not open into interior exit stairways and
ramps.
1022.5 Penetrations. Penetrations into and openings through
interior exit stairways and ramps are prohibited except for
required exit doors, equipment and ductwork necessary for
independent ventilation or pressurization, sprinkler piping,
standpipes, electrical raceway for fire department communi-
cation systems and electrical raceway serving the interior
exit stairway and ramp and terminating at a steel box not
exceeding 16 square inches (0.010 m 2 ). Such penetrations
shall be protected in accordance with Section 714. There shall
be no penetrations or communicating openings, whether pro-
tected or not, between adjacent interior exit stairways and
ramps.
Exception: Membrane penetrations shall be permitted on
the outside of the interior exit stairway and ramp. Such
penetrations shall be protected in accordance with Section
714.3.2.
1022.6 Ventilation. Equipment and ductwork for interior
exit stairway and ramp ventilation as permitted by Section
1022.5 shall comply with one of the following items:
1 . Such equipment and ductwork shall be located exterior
to the building and shall be directly connected to the
interior exit stairway and ramp by ductwork enclosed
in construction as required for shafts.
2. Where such equipment and ductwork is located within
the interior exit stairway and ramp, 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 construc-
tion 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 equipment, 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 in
accordance with Section 716 for shaft enclosures.
The interior exit stairway and ramp ventilation systems
shall be independent of other building ventilation systems.
1022.7 Interior exit stairway and ramp exterior walls.
Exterior walls of the interior exit stairway and ramp shall
comply with the requirements of Section 705 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 exterior walls within 10
feet (3048 mm) horizontally of a nonrated wall or unpro-
tected opening shall have & fire-resistance rating of not less
than 1 hour. Openings within such exterior walls shall be pro-
tected by opening protectives having a fire protection rating
of not less than 3 / 4 hour. This construction shall extend verti-
cally from the ground to a point 1 feet (3048 mm) above the
topmost landing of the stairway or to the roof line, whichever
is lower.
1022.8 Discharge identification. An interior exit stair-way
and ramp shall not continue below its level of exit discharge
unless an approved barrier is provided at the level of exit dis-
charge to prevent persons from unintentionally continuing
into levels below. Directional exit signs shall be provided as
specified in Section 101 1.
1022.9 Stairway identification signs. A sign shall be pro-
vided at each floor landing in an interior exit stairway and
ramp connecting more than three stories designating the floor
level, the terminus of the top and bottom of the interior
exit stairway and ramp and the identification of the stair or
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ramp. The signage shall also state the story of, and the direc-
tion to, the exit discharge and the availability of roof access
from the interior exit stairway and ramp for the fire depart-
ment. 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. In addition to the
stairway identification sign, a floor-level sign in raised char-
acters and Braille complying with ICC A117.1 shall be
located at each floor-level landing adjacent to the door lead-
ing from the interior exit stairway and ramp into the corridor
to identify the floor level.
1022.9.1 Signage requirements. Stairway identification
signs shall comply with all of the following requirements:
1 . The signs shall be a minimum size of 1 8 inches (457
mm) by 12 inches (305 mm).
2. The letters designating the identification of the inte-
rior exit stairway and ramp shall be a minimum of
1 V 2 inches (38 mm) in height.
3. The number designating the floor level shall be a
minimum of 5 inches (127 mm) in height and
located in the center of the sign.
4. All other lettering and numbers shall be a minimum
of 1 inch (25 mm) in height.
5. Characters and their background shall have a non-
glare finish. Characters shall contrast with their
background, with either light characters on a dark
background or dark characters on a light back-
ground.
6. When signs required by Section 1022.9 are installed
in the interior exit stairways and ramps of buildings
subject to Section 1024, the signs shall be made of
the same materials as required by Section 1024.4.
1022.10 Smokeproof enclosures and pressurized stair-
ways and ramps. Where required by Section 403.5.4 or
405.7.2, interior exit stairways and ramps shall be smoke-
proof enclosures or pressurized stairways or ramps in accor-
dance with Section 909.20.
1022.10.1 Termination and extension. A smokeproof
enclosure or pressurized stairway shall terminate at an exit
discharge or a public way. The smokeproof enclosure or
pressurized stair-way shall be permitted to be extended by
an exit passageway in accordance with Section 1022.3.
The exit passageway shall be without openings other than
the fire door assembly required by Section 1022.3.1 and
those necessary for egress from the exit passageway. The
exit passageway shall be separated from the remainder of
the building by 2-hour fire barriers constructed in accor-
dance with Section 707 or horizontal assemblies con-
structed in accordance with Section 711, or both.
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 pas-
sageway is protected and pressurized in the same
manner as the pressurized stairway.
3. The fire barrier separating the smokeproof enclo-
sure or pressurized stairway from the exit pas-
sageway is not required, provided the exit
passageway is protected and pressurized in the
same manner as the smokeproof enclosure or
pressurized stab-way.
4. A smokeproof enclosure or pressurized stairway
shall be permitted to egress through areas on the
level of exit discharge or vestibules as permitted
by Section 1027.
1022.10.2 Enclosure access. Access to the stair-way
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 1023
EXIT PASSAGEWAYS
1023.1 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.
1023.2 Width. The minimum width of exit passageways j
shall be determined 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 unobstructed.
Exception: Encroachments complying with Section
1005.7.
1023.3 Construction. Exit passageway enclosures shall have
walls, floors and ceilings of not less than a 1-h.ow fire-resis-
tance rating, and not less than that required for any connect-
ing interior exit stairway or ramp. Exit passageways shall be
constructed as fire barriers in accordance with Section 707 or
horizontal assemblies constructed in accordance with Section
711, or both.
1023.4 Termination. Exit passageways on the level of exit
discharge shall terminate at an exit discharge. Exit passage-
ways on other levels shall terminate at an exit.
1 023.5 Openings and penetrations. Exit passageway open-
ing protectives shall be in accordance with the requirements
of Section 716.
Except as permitted in Section 402.8.7, openings in exit
passageways other than exterior openings shall be limited to
those necessary for exit access to the exit passageway from
normally occupied spaces and for egress from the exit pas-
sageway.
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Where an interior exit stairway or ramp is extended to an
exit discharge or a public way by an exit passageway, the exit
passageway shall also comply with Section 1022.3.1.
Elevators shall not open into an exit passageway.
1023.6 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 race-
way for fire department communication and electrical race-
way serving the exit passageway and terminating at a steel
box not exceeding 16 square inches (0.010m 2 ). Such penetra-
tions shall be protected in accordance with Section 714.
There shall be no penetrations or communicating openings,
whether protected or not, between adjacent exit passageways.
Exception: Membrane penetrations shall be permitted on
the outside of the exit passageway. Such penetrations shall
be protected in accordance with Section 714.3.2.
SECTION 1024
LUMINOUS EGRESS PATH MARKINGS
1024.1 General. Approved luminous egress path markings
delineating the exit path shall be provided in high-rise build-
ings of Group A, B, E, I, M, and R-l occupancies in accor-
dance with Sections 1024.1 through 1024.5.
Exception: Luminous egress path markings shall not be
required on the level of exit discharge in lobbies that serve
as part of the exit path in accordance with Section 1027.1,
Exception 1.
1024.2 Markings within exit components. Egress path
markings shall be provided in interior exit stairways, interior
exit ramps and exit passageways, in accordance with Sections
1024.2.1 through 1024.2.6.
1024.2.1 Steps. A solid and continuous stripe shall be
applied to the horizontal leading edge of each step and
shall extend for the full length of the step. Outlining
stripes shall have a minimum horizontal width of 1 inch
(25 mm) and a maximum width of 2 inches (51 mm). The
leading edge of the stripe shall be placed at a maximum of
V 2 inch (13 mm) from the leading edge of the step and the
| stripe shall not overlap the leading edge of the step by not
more than V, inch (13 mm) down the vertical face of the
step.
Exception: The minimum width of 1 inch (25 mm)
shall not apply to outlining stripes listed in accordance
with UL 1994.
1024.2.2 Landings. The leading edge of landings shall be
marked with a stripe consistent with the dimensional
requirements for steps.
1024.2.3 Handrails. All handrails and handrail exten-
sions shall be marked with a solid and continuous stripe
having a minimum width of 1 inch (25 mm). The stripe
shall be placed on the top surface of the handrail for the
entire length of the handrail, including extensions and
newel post caps. Where handrails or handrail extensions
bend or turn corners, the stripe shall not have a gap of
more than 4 inches (102 mm).
Exception: The minimum width of 1 inch (25 mm)
shall not apply to outlining stripes listed in accordance
with UL 1994.
1024.2.4 Perimeter demarcation lines. Stair landings
and other floor areas within interior exit stairways, inte- 8
rior exit ramps and exit passageways, with the exception j
of the sides of steps, shall be provided with solid and con-
tinuous demarcation lines on the floor or on the walls or a
combination of both. The stripes shall be 1 to 2 inches (25
mm to 51 mm) wide with interruptions not exceeding 4
inches (102 mm).
Exception: The minimum width of 1 inch (25 mm)
shall not apply to outlining stripes listed in accordance
with UL 1994.
1024.2.4.1 Floor mounted demarcation lines. Perim-
eter demarcation lines shall be placed within 4 inches
(102 mm) of the wall and shall extend to within 2
inches (51 mm) of the markings on the leading edge of
landings. The demarcation lines shall continue across
the floor in front of all doors.
Exception: Demarcation lines shall not extend in
front of exit discharge doors that lead out of an exit
and through which occupants must travel to com-
plete the exit path.
1024.2.4.2 Wall mounted demarcation lines. Perime-
ter demarcation lines shall be placed on the wall with
the bottom edge of the stripe no more than 4 inches
(102 mm) above the finished floor. At the top or bottom
of the stairs, demarcation lines shall drop vertically to
the floor within 2 inches (51 mm) of the step or landing
edge. Demarcation lines on walls shall transition verti-
cally to the floor and then extend across the floor where
a line on the floor is the only practical method of outlin-
ing the path. Where the wall line is broken by a door,
demarcation lines on walls shall continue across the
face of the door or transition to the floor and extend
across the floor in front of such door.
Exception: Demarcation lines shall not extend in
front of exit discharge doors that lead out of an exit
and through which occupants must travel to com-
plete the exit path.
1024.2.4.3 Transition. Where a wall mounted demar-
cation line transitions to a floor mounted demarcation
line, or vice-versa, the wall mounted demarcation line
shall drop vertically to the floor to meet a complimen-
tary extension of the floor mounted demarcation line,
thus forming a continuous marking.
1024.2.5 Obstacles. Obstacles at or below 6 feet 6 inches
(1981 mm) in height and projecting more than 4 inches
(102 mm) into the egress path shall be outlined with mark-
ings no less than 1 inch (25 mm) in width comprised of a
pattern of alternating equal bands, of luminescent lumi-
nous material and black, with the alternating bands no
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more than 2 inches (51 mm) thick and angled at 45
degrees. Obstacles shall include, but are not limited to,
standpipes, hose cabinets, wall projections, and restricted
height areas. However, such markings shall not conceal
any required information or indicators including but not
limited to instructions to occupants for the use of stand-
pipes.
1024.2.6 Doors within the exit path. Doors through
which occupants must pass in order to complete the exit
path shall be provided with markings complying with Sec-
tions 1024.2.6.1 through 1024.2.6.3.
1024.2.6.1 Emergency exit symbol. The doors shall be
identified by a low-location luminous emergency exit
symbol complying with NFPA 170. The exit symbol
shall be a minimum of 4 inches (102 mm) in height and
shall be mounted on the door, centered horizontally,
with the top of the symbol no higher than 18 inches
(457 mm) above the finished floor.
1024.2.6.2 Door hardware markings. Door hardware
shall be marked with no less than 16 square inches (406
mm 2 ) of luminous material. This marking shall be
located behind, immediately adjacent to, or on the door
handle or escutcheon. Where a panic bar is installed,
such material shall be no less than 1 inch (25 mm) wide
for the entire length of the actuating bar or touchpad.
1024.2.6.3 Door frame markings. The top and sides of
the door frame shall be marked with a solid and contin-
uous 1-inch- to 2-inch-wide (25 mm to 51 mm) stripe.
Where the door molding does not provide sufficient flat
surface on which to locate the stripe, the stripe shall be
permitted to be located on the wall surrounding the
frame.
1024.3 Uniformity. Placement and dimensions of markings
shall be consistent and uniform throughout the same enclo-
sure.
1024.4 Self-luminous and photoluminescent. Luminous
egress path markings shall be permitted to be made of any
material, including paint, provided that an electrical charge is
not required to maintain the required luminance. Such materi-
als shall include, but not be limited to, self-luminous materi-
als and photoluminescent materials. Materials shall comply
with either:
1. UL 1994; or
2. ASTM E 2072, except that the charging source shall be
1 footcandle (1 1 lux) of fluorescent illumination for 60
minutes, and the minimum luminance shall be 30 mili-
candelas per square meter at 10 minutes and 5 milican-
delas per square meter after 90 minutes.
1024.5 Illumination. Where photoluminescent exit path
markings are installed, they shall be provided with the mini-
mum means of egress illumination required by Section 1006
for at least 60 minutes prior to periods when the building is
occupied.
SECTION 1025
HORIZONTAL EXITS
1025.1 Horizontal exits. Horizontal exits serving as an exit
in a means of egress system shall comply with the require-
ments 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 100 per-
cent of the exits required for occupancies in Group I-
3. At least 6 square feet (0.6 m 2 ) of accessible space
per occupant shall be provided on each side of the
horizontal exit for the total number of people in
adjoining compartments.
1025.2 Separation. The separation between buildings or ref-
uge areas connected by a horizontal exit shall be provided by
a fire wall complying with Section 706; or it shall be pro-
vided by afire barrier complying with Section 707 or a hori-
zontal assembly complying with Section 711, or both. The
minimum fire- resistance rating of the separation shall be 2
hours. Opening protectives in horizontal exits shall also com-
ply with Section 716. Duct and air transfer openings in afire
wall or fire barrier that serves as a horizontal exit shall also
comply with Section 717. The horizontal exit separation shall
extend vertically through all levels of the building unless
floor assemblies have afire-resistance rating of not less than
2 hours with no unprotected openings.
Exception: Afire-resistance rating is not required at hor-
izontal exits between a building area and an above-grade
pedestrian walkway constructed in accordance with Sec-
tion 3104, provided that the distance between connected
buildings is more than 20 feet (6096 mm).
Horizontal exits constructed as fire barriers shall be con-
tinuous from exterior wall to exterior wall so as to divide
completely the floor served by the horizontal exit.
1025.3 Opening protectives. Fire doors in horizontal exits
shall be self-closing or automatic-closing when activated by a
smoke detector in accordance with Section 716.5.9.3. Doors,
where located in a cross-corridor condition, shall be auto-
matic-closing by activation of a smoke detector installed in
accordance with Section 716.5.9.3.
1025.4 Capacity of refuge area. The refuge area of a hori-
zontal exit shall be a space occupied by the same tenant or a
public area and each such refuge area shall be adequate to
accommodate the original occupant load of the refuge area
plus the occupant load anticipated from the adjoining com-
partment. The anticipated occupant load from the adjoining
compartment shall be based on the capacity of the horizontal
exit doors entering the refuge area. The capacity of the refuge
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area shall be computed based on a net floor area allowance of
3 square feet (0.2787 m 2 ) for each occupant to be accommo-
dated therein.
Exception: The net floor area allowable per occupant
shall be as follows for the indicated occupancies:
1. Six square feet (0.6 m 2 ) per occupant for occupan-
cies in Group 1-3.
2. Fifteen square feet (1.4 m 2 ) per occupant for ambu-
latory occupancies in Group 1-2.
3. Thirty square feet (2.8 m 2 ) per occupant for nonam-
bulatory occupancies in Group 1-2.
The refuge area into which a horizontal exit leads shall be
provided with exits adequate to meet the occupant require-
ments of this chapter, but not including the added occupant
load imposed by persons entering it through horizontal exits
from other areas. At least one refuge area exit shall lead
directly to the exterior or to an interior exit stairway or ramp.
Exception: The adjoining compartment shall not be
required to have a stairway or door leading directly out-
side, provided the refuge area into which a horizontal exit
leads has 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 orig-
inates.
SECTION 1026
EXTERIOR EXIT STAIRWAYS AND RAMPS
1026.1 Exterior exit stairways and ramps. Exterior exit
stairways and ramps serving as an element of a required
means of egress shall comply with this section.
1026.2 Use in a means of egress. Exterior exit stairways
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 stairways and ramps shall be permit-
ted as an element of a required means of egress for buildings
not exceeding six stories above grade plane or which are not
high-rise buildings.
1026.3 Open side. Exterior exit stairways and ramps 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 2 ) 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.
1026.4 Side yards. The open areas adjoining exterior exit
stairways or ramps shall be either yards, courts or public
ways; the remaining sides are permitted to be enclosed by the
exterior walls of the building.
1026.5 Location. Exterior exit stairways and ramps shall
have a minimum fire separation distance of 10 feet (3048
mm) measured from the exterior edge of the stairway or
ramp, including landings, to adjacent lot lines and from other
buildings on the same lot unless the adjacent building exte-
rior walls and openings are protected in accordance with Sec-
tion 705 based on fire separation distance.
1026.6 Exterior stairway and ramp protection. Exterior
exit stairways and ramps shall be separated from the interior
of the building as required in Section 1022.2. Openings shall
be limited to those necessary for egress from normally occu-
pied spaces.
Exceptions:
1. Separation from the interior of the building is not
required for occupancies, other than those in Group
R-l or R-2, in buildings that are no more than two
stories above grade plane where a level of exit dis-
charge serving such occupancies is the first story
above grade plane.
2. Separation from the interior of the building is not
required where the exterior stairway or ramp is
served by an exterior ramp 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
minimum of 50 percent of the height of the enclos-
ing wall, with the top of the openings no less than 7
feet (2134 mm) above the top of the balcony.
3. Separation from the interior of the building is not
required for an exterior stairway or ramp located in
a building or structure that is permitted to have
unenclosed exit access stairways in accordance with
Section 1009.3.
4. Separation from the interior of the building is not
required for exterior stairways or ramps connected
to open-ended corridors, provided that Items 4.1
through 4.5 are met:
4.1. The building, including corridors, stair-
ways or ramps, shall be equipped through-
out with an automatic sprinkler system in
accordance with Section 903.3.1.1 or
903.3.1.2.
4.2. The open-ended corridors comply with
Section 1018.
4.3. The open-ended corridors are connected
on each end to an exterior exit stairway or
ramp complying with Section 1026.
4.4. The exterior walls and openings adjacent I
to the exterior exit stairway or ramp com- I
ply with Section 1022.7. |
4.5. At any location in an open-ended corridor
where a change of direction exceeding 45
degrees (0.79 rad) occurs, a clear opening
of not less than 35 square feet (3.3 m 2 ) or
an exterior stairway or ramp shall be pro-
vided. Where clear openings are provided,
they shall be located so as to minimize the
accumulation of smoke or toxic gases.
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SECTION 1027
EXIT DISCHARGE
1027.1 General. Exits shall discharge directly to the exterior
of the building. The exit discharge shall be at grade or shall
provide direct access to grade. The exit discharge shall not
reenter a building. The combined use of Exceptions 1 and 2
shall not exceed 50 percent of the number and capacity of the
required exits.
Exceptions:
1 . A maximum of 50 percent of the number and capac-
ity of interior exit stairways and ramps is permitted
to egress through areas on the level of exit discharge
provided all of the following are met:
1.1. Such enclosures egress to a free and unob-
structed path of travel to an exterior exit
door and such exit is readily visible and
identifiable from the point of termination
of the enclosure.
1.2. The entire area of the level of exit dis-
charge is separated from areas below by
construction conforming to the fire-resis-
tance rating for the enclosure.
1 .3. The egress path from the interior exit stair-
way and ramp on the level of exit discharge
is protected throughout by an approved
automatic sprinkler system. All portions of
the level of exit discharge with access to
the egress path shall either be protected
throughout with an automatic sprinkler
system installed in accordance with Section
903.3.1.1 or 903.3.1.2, or separated from
the egress path in accordance with the
requirements for the enclosure of interior
exit stairways or ramps.
1. A maximum of 50 percent of the number and capac-
ity of the interior exit stairways and ramps is per-
mitted 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 conform-
ing to the fire-resistance rating for the
enclosure.
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. Horizontal exits complying with Section 1025 shall
not be required to discharge directly to the exterior
of the building.
1027.2 Exit discharge capacity. The capacity of the exit dis-
charge shall be not less than the required discharge capacity
of the exits being served.
1027.3 Exit discharge components. Exit discharge compo-
nents shall be sufficiently open to the exterior so as to mini-
mize the accumulation of smoke and toxic gases.
1027.4 Egress courts. Egress courts serving as a portion of
the exit discharge in the means of egress system shall com-
ply with the requirements of Section 1027.
1027.4.1 Width. The minimum width of egress courts
shall be determined 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:
1005.7.
Encroachments complying with Section
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 create 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.
1027.4.2 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
3 / 4 hour.
Exceptions:
1. Egress courts serving an occupant load of less
than 10.
2. Egress courts serving Group R-3.
1027.5 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 (0.46 m 2 ) for each person.
2. 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 iden-
tified as a safe dispersal area.
4. The area shall be provided with a safe and unob-
structed path of travel from the building.
2012 INTERNATIONAL BUILDING CODE 8
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SECTION 1028
ASSEMBLY
1028.1 General. A room or space used for assembly pur-
poses which contains seats, tables, displays, equipment or
other material shall comply with this section.
1028.1.1 Bleachers. Bleachers, grandstands and folding
and telescopic seating, that are not building elements,
shall comply with ICC 300.
1028.1.1.1 Spaces under grandstands and bleachers.
When spaces under grandstands or bleachers are used
for purposes other than ticket booths less than 100
square feet (9.29 m 2 ) and toilet rooms, such spaces shall
be separated by fire barriers complying with Section
707 and horizontal assemblies complying with Section
711 with not less than 1-hour fire-resistance-rated con-
struction.
1028.2 Assembly main exit. In a building, room or space
used for assembly purposes that has an occupant load of
greater than 300 and is provided with a main exit, the main
exit shall be of sufficient width to accommodate 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 occu-
pancy, 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. In a building, room or
space used for assembly purposes where there is no well-
defined main exit or where multiple main exits are provided,
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.
1028.3 Assembly other exits. In addition to having access to
a main exit, each level in a building used for assembly pur-
poses having an occupant load greater than 300 and provided
with a main exit, 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 shall
comply with Section 1015.2. In a building used for assembly
purposes where there is no well-defined main exit or where
multiple main exits are provided, exits for each level shall be
permitted to be distributed around the perimeter of the build-
ing, provided that the total width of egress is not less than 100
percent of the required width.
1028.4 Foyers and lobbies. In Group A-l occupancies,
where persons are admitted to the building at times when
seats are not available, such persons shall be allowed to wait
in a lobby or similar space, provided such lobby or similar
space shall not encroach upon the required clear width of the
means of egress. Such foyer, if not directly connected 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.
1028.5 Interior balcony and gallery means of egress. For
balconies, galleries or press boxes having a seating capacity
of 50 or more located in a building, room or space used for
assembly purposes, at least two means of egress shall be pro-
vided, with one from each side of every balcony, gallery or
press box and at least one leading directly to an exit.
1028.6 Width of means of egress for assembly. The clear
width of aisles and other means of egress shall comply with
Section 1028.6.1 where smoke-protected seating is not pro-
vided and with Section 1028.6.2 or 1028.6.3 where smoke-
protected seating is provided. The clear width shall be mea-
sured to walls, edges of seating and tread edges except for
permitted projections.
1028.6.1 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 occu-
pant served shall be provided on stairs having riser
heights 7 inches (178 mm) or less and tread depths
11 inches (279 mm) or greater, measured horizon-
tally between tread nosings.
2. At least 0.005 inch (0.127 mm) of additional stair
width for each occupant shall be provided for each
0.10 inch (2.5 mm) of riser height above 7 inches
(178 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
having 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-per-
cent 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.
1028.6.2 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 element multiplied by the appropriate factor in
Table 1028.6.2. The total number of seats specified shall
be those within the space exposed to the same smoke-pro-
tected environment. Interpolation is permitted between the
specific values shown. A life safety evaluation, complying
with NFPA 101, shall be done for a facility utilizing the
reduced width requirements of Table 1028.6.2 for smoke-
protected assembly seating.
Exception: For an outdoor smoke-protected assembly
seating with an occupant load not greater than 1 8,000,
the clear width shall be determined using the factors in
Section 1028.6.3.
1028.6.2.1 Smoke control. Means of egress serving a
smoke-protected assembly seating area shall be pro-
vided with a smoke control system complying with
Section 909 or natural ventilation designed to maintain
the smoke level at least 6 feet (1829 mm) above the
floor of the means of egress.
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TABLE 1028.6.2
WIDTH OF AISLES FOR SMOKE-PROTECTED ASSEMBLY
TOTAL NUMBER OF SEATS IN
THE SMOKEPROTECTED
ASSEMBLY SEATING
INCHES OF CLEAR WIDTH PER SEAT SERVED
Stairs and aisle steps with
handrails within 30 inches
Stairs and aisle steps without
handrails within 30 inches
Passageways, doorways and
ramps not steeper than
1 in 10 in slope
Ramps steeper than
1 in 10 in slope
Equal to or less than 5,000
0.200
0.250
0.150
0.165
10,000
0.130
0.163
0.100
0.110
15,000
0.096
0.120
0.070
0.077
20,000
0.076
0.095
0.056
0.062
Equal to or greater than 25,000
0.060
0.075
0.044
0.048
For SI: I inch = 25.4 mm.
1028.6.2.2 Roof height. A smoke -protected assembly
seating area with a roof shall have the lowest portion of
the roof deck not less than 15 feet (4572 mm) above the
highest aisle or aisle accessway.
Exception: A roof canopy in an outdoor stadium
shall be permitted to be less than 15 feet (4572 mm)
above the highest aisle or aisle accessway provided
that there are no objects less than 80 inches (2032
mm) above the highest aisle or aisle accessway.
1028.6.2.3 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 construc-
tion 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 2 ) in area.
3. Outdoor seating facilities where seating and
the means of egress in the seating area are
essentially open to the outside.
1028.6.3 Width of means of egress for outdoor smoke-
protected assembly seating. The clear width in inches
(mm) of aisles and other means of egress shall be not less
than the total occupant load served by the egress element
multiplied by 0.08 (2.0 mm) where egress is by aisles and
stairs and multiplied by 0.06 (1.52 mm) where egress is by
ramps, corridors, tunnels or vomitories.
Exception: The clear width in inches (mm) of aisles
and other means of egress shall be permitted to comply
with Section 1028.6.2 for the number of seats in the
outdoor smoke-protected assembly seating where Sec-
tion 1028.6.2 permits less width.
1028.7 Travel distance. Exits and aisles shall be so located
that the travel distance to an exit door shall not be greater than
200 feet (60 960 mm) measured along the line of travel in
nonsprinklered buildings. Travel distance shall not be more
than 250 feet (76 200 mm) in sprinklered buildings. Where
aisles are provided for seating, the distance shall be measured
along the aisles and aisle accessway without travel over or on
the seats.
Exceptions:
1. Smoke-protected assembly seating: The travel dis-
tance from each seat to the nearest entrance to a
vomitory or concourse shall not exceed 200 feet (60
960 mm). The travel distance from the entrance to
the vomitory or concourse to a stair, ramp or walk
on the exterior of the building shall not exceed 200
feet (60 960 mm).
2. Open-air seating: The travel distance from each seat
to the building exterior shall not exceed 400 feet
(122 m). The travel distance shall not be limited in
facilities of Type I or II construction.
1028.8 Common path of egress 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 com-
mon 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).
1028.8.1 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
additional seat above seven in the row between aisles.
Exception: For smoke-protected assembly seating
there shall not be more than 40 seats between the two
aisles and the minimum clear width shall be 12 inches
(305 mm) plus 0.3 inch (7.6 mm) for each additional
seat.
1028.9 Assembly aisles are required. Every occupied por-
tion of any building, room or space used for assembly pur-
poses that contains seats, tables, displays, similar fixtures or
equipment shall be provided with aisles leading to exits or
exit access doorways in accordance with this section. Aisle
2012 INTERNATIONAL BUILDING CODE®
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MEANS OF EGRESS
accessways for tables and seating shall comply with Section
1028.10.1.
The minimum clear
1028.9.1 Minimum aisle width.
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.
Exception: 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.
3. Twenty-three inches (584 mm) between an aisle
stair handrail or guard and seating where the aisle is
subdivided 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 than 50 seats.
2. Thirty inches (762 mm) where the aisle
does not serve more than 14 seats.
5. Thirty-six inches (914 mm) for level or ramped
aisles having seating on only one side.
Exception: Thirty inches (762 mm) where the
aisle does not serve more than 14 seats.
1028.9.2 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
establishing catchment areas, the assumption shall be
made that there is a balanced use of all means of egress,
with the number of persons in proportion to egress capac-
ity.
1028.9.3 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 capacity of the converging aisles.
1028.9.4 Uniform width. Those portions of aisles, where
egress is possible in either of two directions, shall be uni-
form in required width.
1028.9.5 Assembly aisle termination. Each end of an
aisle shall terminate at cross aisle, foyer, doorway, vomi-
tory 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 having a minimum clear width of 12 inches
(305 mm) plus 0.6 inch (15.2 mm) for each addi-
tional 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 mm) for each additional seat above seven in
the row.
1028.9.6 Assembly aisle obstructions. There shall be no
obstructions in the required width of aisles except for
handrails as provided in Section 1028.13.
1028.10 Aisle accessways. Aisle accessways for seating at
tables shall comply with Section 1028.10.1. Aisle access-
ways for seating in rows shall comply with Section
1028.10.2.
1028.10.1 Seating at tables. Where seating is located at a
table or counter and is adjacent to an aisle or aisle access-
way, 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 seat-
ing and tread edges, except that handrail projections are
permitted.
Exception: Where tables or counters are served by
fixed seats, the width of the aisle accessway shall be
measured from the back of the seat.
1028.10.1.1 Aisle accessway width for seating at
tables. Aisle accessways serving arrangements of seat-
ing at tables or counters shall have sufficient clear
width to conform to the capacity requirements of Sec-
tion 1005.1 but shall not have less than a minimum of
12 inches (305 mm) of width plus V 2 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.
1028.10.1.2 Seating at table aisle accessway length.
The length of travel along the aisle accessway shall not
exceed 30 feet (9144 mm) from any seat to the point
where a person has a choice of two or more paths of
egress travel to separate exits.
1028.10.2 Clear width of aisle accessways serving seat-
ing in rows. Where seating rows have 14 or fewer seats,
the minimum clear aisle accessway width shall not be less
than 12 inches (305 mm) measured as the clear horizontal
#*
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distance from the back of the row ahead and the nearest
projection of the row behind. Where chairs have automatic
or self-rising seats, the measurement shall be made with
seats in the raised position. Where any chair in the row
does not have an automatic or self -rising seat, the mea-
surements 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 in the used position.
Exception: For seats with folding tablet arms, row
spacing is permitted to be determined with the tablet
arm in the stored position where the tablet arm when
raised manually to vertical position in one motion auto-
matically returns to the stored position by force of grav-
ity-
1028.10.2.1 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 1028.10.2.1.
TABLE 1028.10.2.1
SMOKE-PROTECTED ASSEMBLY AISLE ACCESSWAYS
TOTAL NUMBER OF
SEATS IN THE
SMOKEPROTECTED
ASSEMBLY SEATING
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
14
7
4,000
15
7
7,000
16
8
10,000
17
8
13,000
18
9
16,000
19
9
19,000
20
10
22,000 and greater
21
11
For SI: 1 inch = 25.4 mm.
1028.10.2.2 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).
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 1028.10.2.1.
1028.11 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-
resistant walking surface. Aisles with a slope exceeding one
unit vertical in eight units horizontal (12.5-percent slope)
shall consist of a series of risers and treads that extends across
the full width of aisles and complies with Sections 1028.11.1
through 1028.11.3.
1028.11.1 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 3 / l6 inch (4.8 mm).
1028.11.2 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 3 / 16
inch (4.8 mm) between adjacent risers, the exact
location of such nonuniformities shall be indi-
cated with a distinctive marking stripe on each
tread at the nosing or leading edge adjacent to the
nonuniform risers. Such stripe shall be a mini-
mum of 1 inch (25 mm), and a maximum of 2
inches (51 mm), wide. The edge marking stripe
shall be distinctively different from the contrast-
ing 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.
1028.11.3 Tread contrasting marking stripe. A contrast-
ing marking stripe shall be provided on each tread at the
nosing 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
location of each tread is readily apparent when viewed
in descent.
1028.12 Seat stability. In a building, room or space used for
assembly purposes, the seats shall be securely fastened to the
floor.
Exceptions:
1. In a building, room or space used for assembly pur-
poses or portions thereof without ramped or tiered
floors for seating and with 200 or fewer seats, the
seats shall not be required to be fastened to the floor.
2. In a building, room or space used for assembly pur-
poses or portions thereof without ramped or tiered
floors for seating, the seats shall not be required to
be fastened to the floor.
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3. In a building, room or space used for assembly pur-
poses 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 a building, room or space used for assembly pur-
poses where flexibility of the seating arrangement is
an integral part of the design and function of the
space and seating is on tiered levels, a maximum 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 building, room or space
used for assembly purposes 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.
1028.13 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 in compliance
with Section 1012 located either at one or both sides of the
aisle 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.
3. Handrail extensions are not required at the top and
bottom of aisle stair and aisle ramp runs to permit
crossovers within the aisles.
1028.13.1 Discontinuous handrails. Where there is seat-
ing on both sides of the aisle, the handrails shall be dis-
continuous with gaps or breaks at intervals not exceeding
five rows to facilitate access to seating and to permit
crossing from one side of the aisle to the other. These gaps
or breaks shall have a clear width of at least 22 inches (559
mm) and not greater than 36 inches (914 mm), measured
horizontally, and the handrail shall have rounded termina-
tions or bends.
1028.13.2 Intermediate handrails. Where handrails are
provided in the middle of aisle stairs, there shall be an
additional intermediate handrail located approximately 12
inches (305 mm) below the main handrail.
1028.14 Assembly guards. Guards adjacent to seating in a
building, room or space used for assembly purposes shall
comply with Sections 1028.14.1 through 1028.14.3.
1028.14.1 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 pro-
vided.
1028.14.2 Sightline-constrained guard heights. Unless
subject to the requirements of Section 1028.14.3, a fascia
or railing system in accordance with the guard require-
ments of Section 1013 and having a minimum height of 26
inches (660 mm) shall be provided where the floor or foot-
board elevation is more than 30 inches (762 mm) above
the floor or grade below and the fascia or railing would
otherwise interfere with the sightlines of immediately
adjacent seating. At bleachers, a guard must be provided
where required by ICC 300.
Exception: The height of the guard in front of seating
shall be measured from the adjacent walking surface.
1028.14.3 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 minimum of 36 inches (914 mm) high and shall pro-
vide a minimum 42 inches (1067 mm) measured diago-
nally between the top of the rail and the nosing of the
nearest tread.
SECTION 1029
EMERGENCY ESCAPE AND RESCUE
1029.1 General. In addition to the means of egress required
by this chapter, provisions shall be made for emergency
escape and rescue openings in Group R-2 occupancies in
accordance with Tables 1021.2(1) and 1021.2(2) and Group
R-3 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 escape and rescue openings 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. Basements with a ceiling height of less than 80
inches (2032 mm) shall not be required to have
emergency escape and rescue openings.
2. Emergency escape and rescue openings are not
required from basements or sleeping rooms that
have an exit door or exit access door that opens
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directly into a public way or to a yard, court or exte-
rior exit balcony that opens to a public way.
3. Basements without habitable spaces and having no
more than 200 square feet (18.6 m 2 ) in floor area
shall not be required to have emergency escape and
rescue openings.
1029.2 Minimum size. Emergency escape and rescue open-
ings shall have a minimum net clear opening of 5.7 square
feet (0.53 m 2 ).
Exception: The minimum net clear opening for grade-
floor emergency escape and rescue openings shall be 5
square feet (0.46 m 2 ).
1029.2.1 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.
1029.3 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.
1029.4 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 1029.2 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 nor-
mal operation of the escape and rescue opening. Where such
bars, grilles, grates or similar devices are installed in existing
buildings, smoke alarms shall be installed in accordance with
Section 907.2.1 1 regardless of the valuation of the alteration.
1029.5 Window wells. An emergency escape and rescue
opening with a finished sill height below the adjacent ground
level shall be provided with a window well in accordance
with Sections 1029.5.1 and 1029.5.2.
1029.5.1 Minimum size. The minimum horizontal area of
the window well shall be 9 square feet (0.84 m 2 ), with a
minimum dimension of 36 inches (914 mm). The area of
the window well shall allow the emergency escape and
rescue opening to be fully opened.
1029.5.2 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.
Ladders or rungs shall have an inside width of at least 12
inches (305 mm), shall project at least 3 inches (76 mm)
from the wall and shall be spaced not more than 18 inches
(457 mm) on center (o.c.) vertically for the full height of
the window well. The ladder or steps shall not encroach
into the required dimensions of the window well by more
than 6 inches (152 mm). The ladder or steps shall not be
obstructed by the emergency escape and rescue opening.
Ladders or steps required by this section are exempt from
the stairway requirements of Section 1009.
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280 2012 INTERNATIONAL BUILDING CODE®
CHAPTER 11
#%GGE§<5jiolLI I Y
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
ICC Al 17.1.
SECTION 1102
DEFINITIONS
1102.1 Definitions. The following terms are defined in Chap-
ter 2:
ACCESSIBLE.
ACCESSIBLE ROUTE.
ACCESSIBLE UNIT.
CIRCULATION PATH.
COMMON USE.
DETECTABLE WARNING.
EMPLOYEE WORK AREA.
FACILITY.
INTENDED TO BE OCCUPIED AS A RESIDENCE.
MULTILEVEL ASSEMBLY SEATING.
MULTISTORY UNIT.
PUBLIC ENTRANCE.
PUBLIC-USE AREAS
RESTRICTED ENTRANCE.
SELF-SERVICE STORAGE FACILITY.
SERVICE ENTRANCE.
SITE.
TYPE A UNIT.
TYPE B UNIT.
WHEELCHAIR SPACE.
SECTION 1103
SCOPING REQUIREMENTS
1103.1 Where required. Sites, buildings, structures, facili-
ties, elements and spaces, temporary or permanent, shall be
accessible to persons with physical disabilities.
1103.2 General exceptions. Sites, buildings, structures,
facilities, 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 1104 through 1 1 10.
1103.2.2 Existing buildings. Existing buildings shall
comply with Section 341 1.
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 1104.3.1 and shall
be designed and constructed so that individuals with dis-
abilities can approach, enter and exit the work area. Work
areas, or portions of work areas, that are less than 300
square feet (30 m 2 ) in area and located 7 inches (178 mm)
or more above or below the ground or finish floor where
the change in elevation is essential to the function of the
space shall be exempt from all requirements.
1103.2.4 Detached dwellings. Detached one- and two-
family dwellings and accessory structures, and their asso-
ciated 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 construc-
tion trailers are not required to be accessible.
1103.2.7 Raised areas. Raised areas used primarily for
purposes of security, life safety or fire safety including,
but not limited to, observation galleries, prison guard tow-
ers, 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 pent-
houses, mechanical, electrical or communications equip-
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ACCESSIBILITY
ment rooms, piping or equipment catwalks, water or
sewage treatment pump rooms and stations, electric sub-
stations 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-l. 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 propri-
etor are not required to be accessible.
1103.2.12 Day care facilities. Where a day care facility is
part of a dwelling unit, only the portion of the structure uti-
lized for the day care facility is required to be accessible.
1 103.2.13 Live/work units. In live/work units constructed
in accordance with Section 419, the portion of the unit uti-
lized for nonresidential use is required to be accessible.
The residential portion of the live/work unit is required to
be evaluated separately in accordance with Sections
1107.6.2 and 1107.7.
1103.2.14 Detention and correctional facilities. In
detention 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.
1103.2.15 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
facility entrance if the only means of access between them
is a vehicular way not providing for pedestrian access.
1104.2 Within a site. At least one accessible route shall con-
nect accessible buildings, accessible facilities, accessible ele-
ments and accessible spaces that are on the same site.
Exception: An accessible route is not required between
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
building entrances connecting accessible pedestrian walk-
ways and the public way.
Exceptions:
1. In a building, room or space used for assembly pur-
poses with fixed seating, an accessible route shall
not be required to serve levels where wheelchair
spaces are not provided.
2. In Group 1-2 facilities, doors to sleeping units shall
be exempted from the requirements for maneuvering
clearance at the room side provided the door is a
minimum of 44 inches (1118 mm) in width.
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 1,000
square feet (93 m 2 ) in size and defined by perma-
nently installed partitions, counters, casework or
furnishings, 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.
1104.3.2 Press boxes. Press boxes in a building, room or
space used for assembly purposes 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 2 ) max-
imum.
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 2 ) maximum.
1104.4 Multilevel buildings and facilities. At least one
accessible route shall connect each accessible level, includ-
ing mezzanines, in multilevel buildings and facilities.
Exceptions:
1. An accessible route is not required to stories and
mezzanines that have an aggregate area of not more
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than 3,000 square feet (278.7 m 2 ) and are located
above and below accessible levels. This exception
shall not apply to:
1.1. Multiple tenant facilities of Group M occu-
pancies containing five or more tenant
spaces;
1.2. Levels containing offices of health care pro-
viders (Group B or I); or
1 .3. Passenger transportation facilities and air-
ports (Group A- 3 or B).
2. Levels that do not contain accessible elements or
other spaces as determined by Section 1107 or 1108
are not required to be served by an accessible route
from an accessible 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 persons that
does not contain public use space, that story shall
not be required to be connected by an accessible
route to the story above or below.
5. Vertical access to elevated employee work stations
within a courtroom is not required at the time of ini-
tial construction, provided a ramp, lift or elevator
can be installed without requiring reconfiguration or
extension of the courtroom or extension of the elec-
trical system.
1 104.5 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 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
unit, Type A unit or Type B 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 cer-
tain metal detectors, fluoroscopes or other similar devices,
the accessible route shall be permitted to be provided adja-
cent to security screening devices. The accessible route
shall permit persons with disabilities passing around secu-
rity barriers 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
required 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
facility, at least one entrance to the building or facility
from each tunnel or walkway shall be accessible.
1105.1.3 Restricted entrances. Where restricted
entrances are provided to a building or facility, at least one
restricted entrance to the building or facility shall be
accessible.
1105.1.4 Entrances for inmates or detainees. Where
entrances used only by inmates or detainees and security
personnel are provided at judicial facilities, detention
facilities or correctional facilities, at least one such
entrance shall be accessible.
1105.1.5 Service entrances. If a service entrance is the
only entrance to a building or a tenant space in a facility,
that 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, dwelling 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.
SECTION 1106
PARKING AND PASSENGER LOADING FACILITIES
1106.1 Required. Where parking is provided, accessible
parking spaces shall be provided in compliance with Table
1106.1, except as required by Sections 1106.2 through
1106.4. 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.
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ACCESSIBILITY
TABLE 1106.1
ACCESSIBLE PARKING SPACES
TOTAL PARKING SPACES
PROVIDED
REQUIRED MINIMUM NUMBER OF
ACCESSIBLE SPACES
I to 25
1
26 to 50
2
51 to 75
3
76 to 100
4
101 to 150
5
151 to 200
6
201 to 300
7
301 to 400
8
401 to 500
9
501 to 1,000
2% of total
1,001 and over
20, plus one for each 100,
or fraction thereof, over 1 ,000
1106.2 Groups R-2 and R-3. At least 2 percent, but not less
than one, of each type of parking space provided for occupan-
cies in Groups R-2 and R-3, which are required to have
Accessible, Type A or Type B dwelling or sleeping units, shall
be accessible. 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. At least 10 percent,
but not less than one, of care recipient and visitor parking
spaces provided to serve hospital outpatient facilities shall be
accessible.
1106.4 Rehabilitation facilities and outpatient physical
therapy facilities. At least 20 percent, but not less than one,
of the portion of care recipient and visitor parking spaces
serving rehabilitation facilities specializing in treating condi-
tions that affect mobility and outpatient physical therapy
facilities shall be accessible.
1106.5 Van spaces. For every six or fraction of six accessible
parking spaces, at least one shall be a van-accessible parking
space.
Exception: In Group R-2 and R-3 occupancies, van-
accessible spaces located within private garages shall be
permitted to have vehicular routes, entrances, parking
spaces and access aisles with a minimum vertical clear-
ance of 7 feet (2134 mm).
1106.6 Location. Accessible parking spaces shall be located
on the shortest accessible route of travel from adjacent park-
ing 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
parking 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 accessible.
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
loading 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.
1106.7.4 Mechanical access parking garages. Mechani-
cal access parking garages shall provide at least one pas-
senger loading zone at vehicle drop-off and vehicle pick-
up areas.
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.
1 107.3 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 acces-
sible. Accessible spaces shall include toilet and bathing
rooms, kitchen, living and dining areas and any exterior
spaces, including patios, terraces and balconies.
Exceptions:
1. Recreational facilities in accordance with Section
1109.15.
2. In Group 1-2 facilities, doors to sleeping units shall
be exempted from the requirements for maneuvering
clearance at the room side provided the door is a
minimum of 44 inches (1118 mm) in width.
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 unit within the building or facility and with those exterior
and interior spaces and facilities that serve the units.
Exceptions:
1. If due to circumstances outside the control of the
owner, either the slope of the finished ground level
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ACCESSIBILITY
between accessible facilities and buildings exceeds
one unit vertical in 12 units horizontal (1:12), or
where physical barriers or legal restrictions prevent
the installation of an accessible route, a vehicular
route with parking that complies with Section 1106
at each public or common use facility or building is
permitted 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.
1107.5 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 1-1. Accessible units and Type B units
shall be provided in Group 1-1 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 structures with four or
more dwelling units or sleeping units intended to be
occupied as a residence, every dwelling unit and sleep-
ing 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.
1107.5.2 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 1107.5.2.1
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 units and
sleeping units shall be Accessible units.
1107.5.2.2 Type B units. In structures with four or
more dwelling units or sleeping units intended to be
occupied as a residence, every dwelling unit and sleep-
ing 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.
1107.5.3 Group 1-2 hospitals. Accessible units and Type
B units shall be provided in general-purpose hospitals,
psychiatric facilities and detoxification 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 units or sleeping units intended to be
occupied as a residence, every dwelling unit and sleep-
ing 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 condi-
tions that affect mobility, 100 percent of the dwelling units
and sleeping units shall be Accessible units.
1107.5.5 Group 1-3. Accessible units shall be provided in
Group 1-3 occupancies in accordance with Sections
1107.5.5.1 through 1107.5.5.3.
1107.5.5.1 Group 1-3 sleeping units. In Group 1-3
occupancies, 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 orien-
tation, protective custody, administrative or disciplin-
ary detention or segregation, detoxification and medical
isolation.
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
care facilities shall be provided in addition to any med-
ical isolation cells required to comply with Section
1107.5.5.2.
1107.6 Group R. Accessible units, Type A units and Type B
units shall be provided in Group R occupancies in accordance
with Sections 1107.6.1 through 1 107.6.4.
1107.6.1 Group R-l. Accessible units and Type B units
shall be provided in Group R- 1 occupancies in accordance
with Sections 1107.6.1.1 and 1107.6.1.2.
1107.6.1.1 Accessible units. Accessible dwelling units
and sleeping units shall be provided in accordance with
Table 1 107.6.1.1. All dwelling units and sleeping units
on a site shall be considered to determine the total num-
ber of Accessible units. Accessible units shall be dis-
persed among the various classes of units. Roll-in
showers provided in Accessible units shall include a
permanently mounted folding shower seat.
1107.6.1.1.1 Accessible unit facilities. All interior
and exterior spaces provided as part of or serving an
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Accessible dwelling unit or sleeping unit shall be
accessible and be located on an accessible route.
Exceptions:
1. Where multiple bathrooms are provided
within an Accessible unit, at least one full
bathroom shall be accessible.
2. Where multiple-family or assisted bath-
rooms serve an Accessible unit, at least 50
percent but not less than one room for each
use at each cluster shall be accessible.
3. Five percent, but not less than one bed shall
be accessible.
1107.6.1.2 Type B units. In structures with four or
more dwelling units or sleeping units intended to be
occupied as a residence, every dwelling unit and sleep-
ing 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
accordance 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 Group R-2 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 var-
ious classes of units.
Exceptions:
1. The number of Type A units is permitted to
be reduced
1107.7.
in accordance with Section
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 per-
mitted 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,
Accessible units and Type B units shall be provided in
accordance with Sections 1107.6.2.2.1 and
1107.6.2.2.2.
1107.6.2.2.1 Accessible units. Accessible dwelling
units and sleeping units shall be provided in accor-
dance with Table 1107.6.1.1.
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 per-
mitted to be reduced in accordance with Section
1107.7.
TABLE 1107.6.1.1
ACCESSIBLE DWELLING UNITS AND SLEEPING UNITS
TOTAL NUMBER OF
UNITS PROVIDED
MINIMUM REQUIRED NUMBER OF
ACCESSIBLE UNITS WITHOUT
ROLL-IN SHOWERS
MINIMUM REQUIRED NUMBER OF
ACCESSIBLE UNITS WITH
ROLL-IN SHOWERS
TOTAL NUMBER OF
REQUIRED ACCESSIBLE UNITS
lto25
1
1
26 to 50
2
2
51 to 75
3
1
4
76 to 100
4
1
5
101 to 150
5
2
7
151 to 200
6
2
8
201 to 300
7
3
10
301 to 400
8
4
12
401 to 500
9
4
13
501 to 1,000
2% of total
1% of total
3% of total
Over 1,000
20, plus 1 for each 100,
or fraction thereof, 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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1107.6.3 Group R-3. In Group R-3 occupancies where
there are four or more dwelling units or sleeping unit?,
intended to be occupied as a residence in a single struc-
ture, every dwelling unit 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.
1107.6.4 Group R-4. Accessible units and Type B units
shall be provided in Group R-4 occupancies in accordance
with Sections 1107.6.4.1 and 1107.6.4.2.
1107.6.4.1 Accessible units. At least one of the dwell-
ing or sleeping units shall be an Accessible unit.
1107.6.4.2 Type B units. In structures with four or
more dwelling units or sleeping units intended to be
occupied as a residence, every dwelling unit and sleep-
ing 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 1107.5 or 1107.6, the required number of Type A
units and Type B units is permitted to be reduced in accor-
dance with Sections 1 107.7.1 through 1107.7.5.
1107.7.1 Structures without elevator service. Where no
elevator service is provided in a structure, only the dwell-
ing units and sleeping units that are located on stories indi-
cated in Sections 1 107.7.1.1 and 1 107.7.1.2 are required to
be Type A units and Type B units, respectively. The num-
ber 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
provided with an accessible entrance from the exterior
of the structure and all units intended to be occupied as
a residence 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 prox-
imity 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 resi-
dence served by that entrance on that story shall be
Type B units.
1. Where the slopes of the undisturbed site mea-
sured between the planned entrance and all vehic-
ular or pedestrian arrival points within 50 feet (15
240 mm) 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
sleeping unit which is not provided with elevator service is
not required to be a Type B unit. Where a multistory unit is
provided with external elevator service to only one floor,
the floor provided with elevator service shall be the pri-
mary 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 acces-
sible 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 non-
elevator buildings, the number of units required by Section
1 107.7.1 to be Type B units is permitted to be reduced to a
percentage which is equal to the percentage of the entire
site having grades, prior to development, which are less
than 10 percent, provided that all of the following condi-
tions are met:
1. Not less than 20 percent of the units required by
Section 1107.7.1 on the site are Type B units;
2. Units required by Section 1 107.7.1, 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 units and Type B units shall not apply to a site
where the required elevation of the lowest floor or the low-
est horizontal structural building members of nonelevator
buildings are at or above the design flood elevation result-
ing in:
1. A difference in elevation between the minimum
required floor elevation at the primary entrances and
vehicular and pedestrian arrival points within 50 feet
(15 240 mm) exceeding 30 inches (762 mm), and
2. A slope exceeding 10 percent between the minimum
required floor elevation at the primary entrances and
vehicular and pedestrian arrival points within 50 feet
(15 240 mm).
Where no such arrival points are within 50 feet (15 240
mm) of the primary entrances, the closest arrival points
shall be used.
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SECTION 1108
SPECIAL OCCUPANCIES
1108.1 General. In addition to the other requirements of this
chapter, the requirements of Sections 1108.2 through 1 108.4
shall apply to specific occupancies.
1108.2 Assembly area seating. A building, room or space
used for assembly purposes with fixed seating shall comply
with Sections 1108.2.1 through 1108.2.5. Lawn seating shall
comply with Section 1108.2.6. Assistive listening systems
shall comply with Section 1108.2.7. Performance areas
viewed from assembly seating areas shall comply with Sec-
tion 1108.2.8. Dining areas shall comply with Section
1108.2.9.
1108.2.1 Services. If a service or facility is provided in an
area that is not accessible, the same service or facility shall
be provided on an accessible level and shall be accessible.
1108.2.2 Wheelchair spaces. In theaters, bleachers,
grandstands, stadiums, arenas and other fixed seating
assembly areas, accessible wheelchair spaces shall be pro-
vided 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 1 108.2.2.1 .
TABLE 1108.2.2.1
ACCESSIBLE WHEELCHAIR SPACES
CAPACITY OF
SEATING IN
ASSEMBLY AREAS
MINIMUM REQUIRED NUMBER OF
WHEELCHAIR SPACES
4 to 25
1
26 to 50
2
51 to 100
4
101 to 300
5
301 to 500
6
501 to 5,000
6, plus 1 for each 150, or fraction thereof,
between 501 through 5,000
5,001 and over
36 plus 1 for each 200, or fraction thereof,
over 5,000
1108.2.2.2 Luxury boxes, club boxes and suites. In
each luxury box, club box, and suite within arenas, sta-
diums and grandstands, wheelchair spaces shall be
provided in accordance with Table 1108.2.2.1.
1108.2.2.3 Other boxes. In boxes other than those
required to comply with Section 1 108.2.2.2, the total
number of wheelchair spaces provided shall be deter-
mined in accordance with Table 1108.2.2.1. Wheel-
chair spaces shall be located in not less than 20 percent
of all boxes provided.
1108.2.2.4 Team or player seating. At least one
wheelchair 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 acces-
sible route in accordance with Section 1109.15.4.1.
1108.2.3 Companion seats. At least one companion seat
shall be provided for each wheelchair space required by
Sections 1108.2.2.1 through 1108.2.2.3.
1108.2.4 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 mez-
zanine levels. Wheelchair spaces shall be provided in each
luxury box, club box and suite within assembly facilities.
Exceptions:
1. In multilevel assembly seating areas utilized for
worship services where the second floor or mez-
zanine 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 areas where the
second floor or mezzanine level provides 25 per-
cent or less of the total seating capacity and 300
or fewer seats, all wheelchair spaces shall be per-
mitted 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
dispersed.
1108.2.5 Designated aisle seats. At least 5 percent, but
not less than one, of the total number of aisle seats pro-
vided shall be designated aisle seats and shall be the aisle
seats located closest to accessible routes.
Exception: Designated aisle seats are not required in
team or player seating serving areas of sport activity.
1108.2.6 Lawn seating. Lawn seating areas and exterior
overflow seating areas, where fixed seats are not provided,
shall connect to an accessible route.
1108.2.7 Assistive listening systems. Each building, room
or space used for assembly purposes where audible com-
munications are integral to the use of the space shall have
an assistive listening system.
Exception: Other than in courtrooms, an assistive lis-
tening system is not required where there is no audio
amplification system.
1108.2.7.1 Receivers. Receivers shall be provided for
assistive listening systems in accordance with Table
1108.2.7.1.
Exceptions:
1. Where a building contains more than one
room or space used for assembly purposes, the
total number of required receivers shall be
permitted to be calculated according to the
total number of seats in the building, provided
that all receivers are usable with all systems
and if the rooms or spaces used for assembly
purposes required to provide assistive listen-
ing are under one management.
2. Where all seats in a building, room or space
used for assembly purposes are served by an
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induction loop assistive listening system, the
minimum number of receivers required by
Table 1108.2.7.1 to be hearing-aid compatible
shall not be required.
1108.2.7.2 Ticket windows. Where ticket windows are
provided in stadiums and arenas, at least one window at
each location shall have an assistive listening system.
1108.2.7.3 Public address systems. Where stadiums,
arenas and grandstands have 15,000 fixed seats or
more and provide audible public announcements, they
shall also provide prerecorded or real-time captions of
those audible public announcements.
1108.2.8 Performance areas. An accessible route shall
directly connect the performance area to the assembly
seating area where a circulation path directly connects a
performance area to an assembly seating area. An accessi-
ble route shall be provided from performance areas to
ancillary areas or facilities used by performers.
1108.2.9 Dining and drinking areas. In dining and drink-
ing areas, all interior and exterior floor areas shall be
accessible.
Exceptions:
1. An accessible route between accessible levels
and stories above or below is not required where
permitted by Section 1104.4, Exception 1.
2. In buildings or facilities not required to provide
an accessible route between stories, an accessible
route to a mezzanine is not required, provided
that the mezzanine contains less than 25 percent
of the total area and the same services, decor and
amenities are provided in the accessible area.
3. 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.
4. Employee-only work areas shall comply with
Sections 1 103.2.3 and 1104.3.1.
1108.2.9.1 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 dining surfaces
for the seating and standing spaces shall be accessible
and be distributed throughout the facility and located
on a level accessed by an accessible route.
1108.3 Self-service storage facilities. Self-service storage
facilities shall provide accessible individual self-storage
spaces in accordance with Table 1108.3.
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
1 0, plus 2% of total number of units over 200
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
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. Accessi-
ble spaces are permitted to be dispersed in a single build-
ing of a multibuilding facility.
1108.4 Judicial facilities. Judicial facilities shall comply
with Sections 1 108.4.1 through 1108.4.3.
1108.4.1 Courtrooms. Each courtroom shall be accessi-
ble and comply with Sections 1108.4.1.1 through
1108.4.1.5.
1108.4.1.1 Jury box. A wheelchair space shall be pro-
vided within the jury box.
Exception: Adjacent companion seating is not
required.
1108.4.1.2 Gallery seating. Wheelchair spaces shall be
provided in accordance with Table 1108.2.2.1. Desig-
nated aisle seats shall be provided in accordance with
Section 1108.2.5.
1108.4.1.3 Assistive listening systems. An assistive
listening system must be provided. Receivers shall be
provided for the assistive listening system in accor-
dance with Section 1 108.2.7.1 .
1108.4.1.4 Employee work stations. The judge's
bench, clerk's station, bailiff's station, deputy clerk's
station and court reporter's station shall be located on
an accessible route. The vertical access to elevated
TABLE 1108.2.7.1
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
2
2
51 to 200
2, plus 1 per 25 seats over 50 seats*
2
201 to 500
2, plus 1 per 25 seats over 50 seats*
1 per 4 receivers*
501 to 1,000
20, plus 1 per 33 seats over 500 seats*
1 per 4 receivers*
1,001 to 2,000
35, plus 1 per 50 seats over 1,000 seats*
1 per 4 receivers*
Over 2,000
55, plus 1 per 100 seats over 2,000 seats*
1 per 4 receivers*
Note: * = or fraction thereof
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employee work stations within a courtroom is not
required at the time of initial construction, provided a
ramp, lift or elevator can be installed without requiring
reconfiguration or extension of the courtroom or exten-
sion of the electrical system.
1108.4.1.5 Other work stations. The litigant's and
counsel stations, including the lectern, shall be accessi-
ble.
1108.4.2 Holding cells. Central holding cells and court-
floor holding cells shall comply with Sections 1108.4.2.1
and 1108.4.2.2.
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 1 108.4.3.1 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 accessi-
ble on both the visitor and detainee sides. Where coun-
ters 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 holding cells.
1108.4.3.2 Partitions. Where solid partitions or secu-
rity glazing separate visitors from detainees, at least
one of each type of cubicle or counter partition shall be
accessible.
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
1109.15.
Exception: Accessible units, Type A units and Type B
units shall comply with Chapter 10 of ICC A 117.1.
1109.2 Toilet and bathing facilities. Each toilet room and
bathing room shall be accessible. Where a floor level is not
required to be connected by an accessible route, the only toi-
let rooms or bathing rooms provided within the facility shall
not be located on the inaccessible floor. At least one of each
type of fixture, element, control or dispenser in each accessi-
ble toilet room and bathing room shall be accessible.
Exceptions:
1. In toilet rooms or bathing rooms 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 applicable;
1 .3. Grab bars are not required to be installed in a
toilet room, provided that reinforcement has
been installed in the walls and located so as
to permit the installation of such grab bars;
and
1 .4. The requirement for height, knee and toe
clearance shall not apply to a lavatory.
2. This section is not applicable to toilet and bathing
rooms 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
rooms 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 room, 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.
6. Where toilet facilities are primarily for children's
use, required accessible water closets, toilet com-
partments and lavatories shall be permitted to com-
ply with the children's provisions of ICC A117.1.
1109.2.1 Family or assisted-use toilet and bathing
rooms. In assembly and mercantile occupancies, an acces-
sible family or assisted-use 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 determine the family or
assisted-use toilet room requirement. In recreational facili-
ties where separate-sex bathing rooms are provided, an
accessible family or assisted-use bathing room shall be
provided. Fixtures located within family or assisted-use
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 family or
assisted-use bathing room is not required.
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1109.2.1.1 Standard. Family or assisted-use toilet and
bathing rooms shall comply with Sections 1109.2.1.2
through 1109.2.1.7.
1109.2.1.2 Family or assisted-use toilet rooms. Fam-
ily or assisted-use toilet rooms shall include only one
water closet and only one lavatory. A family or
assisted-use bathing room in accordance with Section
1109.2.1.3 shall be considered a family or assisted-use
toilet room.
Exception: A urinal is permitted to be provided in
addition to the water closet in a family or assisted-
use toilet room.
1109.2.1.3 Family or assisted-use bathing rooms.
Family or assisted-use bathing rooms shall include only
one shower or bathtub fixture. Family or assisted-use
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 family or assisted-use bathing
rooms.
1109.2.1.4 Location. Family or assisted-use toilet and
bathing rooms shall be located on an accessible route.
Family or assisted-use toilet rooms shall be located not
more than one story above or below separate-sex toilet
rooms. The accessible route from any separate-sex toi-
let room to a family or assisted-use 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 family or assisted-use toi-
let room shall not pass through security checkpoints.
1109.2.1.6 Clear floor space. Where doors swing into
a family or assisted-use 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 family or assisted-use toi-
let 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
room, at least one wheelchair-accessible compartment
shall be provided. Where the combined total water closet
compartments and urinals provided in a toilet room or
bathing room is six or more, at least one ambulatory-
accessible water closet compartment shall be provided in
addition to the wheelchair-accessible compartment.
1109.2.3 Lavatories. Where lavatories are provided, at
least 5 percent, but not less than one, shall be accessible.
Where the total lavatories provided in a toilet room or
bathing facility is six or more, at least one lavatory with
enhanced reach ranges shall be provided.
1109.3 Sinks. Where sinks are provided, at least 5 percent but
not less than one provided in accessible spaces shall be
accessible.
Exception: Mop or service sinks are not required to be
accessible.
1109.4 Kitchens and kitchenettes. Where kitchens and
kitchenettes are provided in accessible spaces or rooms, they
shall be accessible.
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.
Exceptions:
1 . A single drinking fountain that complies with the
requirements for people who use a wheelchair
and standing persons shall be permitted to be sub-
stituted for two separate drinking fountains.
2. Where drinking fountains are primarily for chil-
dren's use, drinking fountains for people using
wheelchairs shall be permitted to comply with the
children's provisions in ICC Al 17.1 and drinking
fountains for standing children shall be permitted
to provide the spout at 30 inches (762 mm) mini-
mum above the floor.
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.
Exceptions:
1 . 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 num-
ber of drinking fountains complying with this
section equals 100 percent of the drinking foun-
tains.
2. Where drinking fountains are primarily for chil-
dren's use, drinking fountains for people using
wheelchairs shall be permitted to comply with the
children's provisions in ICC Al 17.1 and drinking
fountains for standing children shall be permitted
to provide the spout at 30 inches (762 mm) mini-
mum above the floor.
1109.6 Saunas and steam rooms. Where provided, saunas
and steam rooms shall be accessible.
Exception: Where saunas or steam rooms are clustered at
a single location, at least 5 percent of the saunas and steam
rooms, but not less than one, of each type in each cluster
shall be accessible.
1109.7 Elevators. Passenger elevators on an accessible route
shall be accessible and comply with Chapter 30.
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1109.8 Lifts. Platform (wheelchair) lifts are permitted to be a
part of a required accessible route in new construction where
indicated in Items 1 through 10. Platform (wheelchair) lifts
shall be installed in accordance with ASME A18.1.
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 1 108.2.2 through 1 108.2.6.
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
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' 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.
1109.9 Storage. Where fixed or built-in storage elements
such as cabinets, coat hooks, shelves, medicine cabinets,
lockers, closets and drawers are provided in required accessi-
ble spaces, at least 5 percent, but not less than one of each
type shall be accessible.
1109.9.1 Equity. Accessible facilities and spaces shall be
provided with the same storage elements as provided in
the similar nonaccessible facilities and spaces.
1109.9.2 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.
1109.10 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.
1109.11 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 coun-
ter 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 1109.11.2 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.
1 109.11.1 Dispersion. Accessible fixed or built-in seating
at tables, counters or work surfaces shall be distributed
throughout the space or facility containing such elements
and located on a level accessed by an accessible route.
1109.12 Service facilities. Service facilities 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 pro-
vided, 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 check-out
aisles serve different functions, accessible check-out aisles
shall be provided in accordance with Table 1109.12.2 for
each function. Where check-out aisles are dispersed
throughout the building or facility, accessible check-out
aisles shall also be dispersed. Traffic control devices,
security devices and turnstiles located in accessible check-
out aisles or lanes shall be accessible.
TABLE 1109.12.2
ACCESSIBLE CHECK-OUT AISLES
TOTAL CHECK-OUT AISLES OF
EACH FUNCTION
MINIMUM NUMBER OF
ACCESSIBLE CHECK-OUT AISLES
OF EACH FUNCTION
lto4
1
5 to 8
2
9 to 15
3
Over 15
3, plus 20% of additional aisles
1109.12.3 Point of sale and service counters. Where
counters are provided for sales or distribution of goods or
services, at least one of each type provided shall be acces-
sible. Where such counters are dispersed throughout the
building or facility, accessible counters shall also be dis-
persed.
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 pro-
vided shall be accessible.
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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
accessible elements shall be accessible.
Exceptions:
1. Operable parts that are intended for use only by ser-
vice or maintenance personnel shall not be required
to be accessible.
2. Electrical or communication receptacles serving a
dedicated use shall not be required to be accessible.
3. Where two or more outlets are provided in a kitchen
above a length of counter top that is uninterrupted
by a sink or appliance, one outlet shall not be
required to be accessible.
4. Floor electrical receptacles shall not be required to
be accessible.
5. HVAC diffusers shall not be required to be accessi-
ble.
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.
1. Access doors or gates in barrier walls and fences
protecting pools, spas and hot tubs shall be permit-
ted 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
accordance with Sections 1107.5.1.1, 1107.5.2.1,
1107.5.3.1, 1107.5.4, 1107.6.1.1, 1107.6.2.1.1,
1 107.6.2.2.1 and 1 107.6.4.1, at least one window in each
room shall be accessible and each required operable win-
dow shall be accessible.
Exception: Accessible windows are not required in
bathrooms and kitchens.
1109.14 Fuel-dispensing systems. Fuel-dispensing systems
shall be accessible.
1109.15 Recreational and sports facilities. Recreational and
sports facilities shall be provided with accessible features in
accordance with Sections 1109.15.1 through 1109.15.4.
1109.15.1 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 rec-
reational facility of each type on a site shall be considered
to determine the total number of each type that is required
to be accessible.
1109.15.2 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 recreational facility that is required to be
accessible shall be determined by considering every recre-
ational facility of each type serving each building on the
site.
1109.15.3 Other occupancies. All recreational and sports
facilities not falling within the purview of Section
1109.15.1 or 1109.15.2 shall be accessible.
1109.15.4 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.
1109.15.4.1 Bowling lanes. An accessible route shall
be provided to at least 5 percent, but no less than one,
of each type of bowling lane.
1109.15.4.2 Court sports. In court sports, at least one
accessible route shall directly connect both sides of the
court.
1109.15.4.3 Raised boxing or wrestling rings. Raised
boxing or wrestling rings are not required to be accessi-
ble.
1109.15.4.4 Raised refereeing, judging and scoring
areas. Raised structures used solely for refereeing,
judging or scoring a sport are not required to be acces-
sible.
1109.15.4.5 Raised diving boards and diving plat-
forms. Raised diving boards and diving platforms are
not required to be accessible.
SECTION 1110
SIGNAGE
1110.1 Signs. Required accessible elements shall be identi-
fied by the International Symbol of Accessibility at the fol-
lowing 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 rooms where multiple single-user toilet or
bathing rooms are clustered at a single location.
4. Accessible entrances where not all entrances are acces-
sible.
5. 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.
6. Family or assisted-use toilet and bathing rooms. §
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ACCESSIBILITY
7. Accessible dressing, fitting and locker rooms where not
all such rooms are accessible.
8. Accessible areas of refuge in accordance with Section
1007.9.
9. Exterior areas for assisted rescue in accordance with
Section 1007.9.
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 family or assisted-use toilet
or bathing room where provided in accordance with
Section 1109.2.1.
5. At exits and exit stairways serving a required accessible
space, but not providing an approved accessible means
of egress, signage shall be provided in accordance with
Section 1007.10.
1110.3 Other signs. Signage indicating special accessibility
provisions shall be provided as shown:
1. Each assembly area required to comply with Section
1 108.2.7 shall provide a sign notifying patrons of the
availability of assistive listening systems.
Exception: Where ticket offices or windows are
provided, signs are not required at each assembly
area provided that signs are displayed at each ticket
office or window informing patrons of the availabil-
ity of assistive listening systems.
2. At each door to an area of refuge, an exterior area for
assisted rescue, an egress stairway, exit passageway
and exit discharge, signage shall be provided in accor-
dance with Section 101 1.4.
3. At areas of refuge, signage shall be provided in accor-
dance with Section 1007.1 1.
4. At exterior areas for assisted rescue, signage shall be
provided in accordance with Section 1007.11.
5. At two-way communication systems, signage shall be
provided in accordance with Section 1007.8.2.
6. Within interior exit stairways and ramps, signage shall
be provided in accordance with Section 1022.9.
1110.4 Variable message signs. Where provided in the loca-
tions in Sections 1110.4.1 and 1110.4.2, variable message
signs (VMS) shall comply with the VMS requirements of
ICC Al 17.1.
1110.4.1 Transportation facilities. Where provided in
transportation facilities, variable message signs conveying
transportation-related information shall comply with Sec-
tion 1110.4.
1110.4.2 Emergency shelters. Where provided in build-
ings that are designated as emergency shelters, variable
message signs conveying emergency-related information
shall comply with Section 11 10.4.
Exception: Where equivalent information is provided
in an audible manner, VMS signs are not required to
comply with ICC Al 17.1.
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CHAPTER 12
INTERIOR ENVIRONMENT
SECTION 1201
GENERAL
1201.1 Scope. The provisions of this chapter shall govern
ventilation, temperature control, lighting, yards and courts,
sound transmission, room dimensions, surrounding materials
and rodent proofing associated with the interior spaces of
buildings.
SECTION 1202
DEFINITIONS
1202.1 General. The following terms are defined in Chapter
2:
SUNROOM.
THERMAL ISOLATION.
SECTION 1203
VENTILATION
1.203.1 General. Buildings shall be provided with natural
ventilation in accordance with Section 1203.4, or mechanical
ventilation in accordance with the International Mechanical
Code.
Where the air infiltration rate in a dwelling unit is less than
5 air changes per hour when tested with a blower door at a
pressure 0.2 inch w.c. (50 Pa) in accordance with Section
402.4. 1 .2 of the International Energy Conservation Code, the
dwelling unit shall be ventilated by mechanical means in
accordance with Section 403 of 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 ventila-
tion for each separate space by ventilation 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. An airspace of not less than 1 inch (25 mm) shall be pro-
vided between the insulation and the roof sheathing. The net
free ventilating area shall not be less than 1/150* of the area
of the space ventilated.
Exceptions:
1 . The net free cross-ventilation area shall be permitted
to be reduced to V 300 provided that not less than 50
percent and not more than 80 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.
2. The net free cross-ventilation area shall be permitted
to be reduced to V 300 where a Class I or II vapor bar-
rier is installed on the warm-in-winter side of the
ceiling.
3. Attic ventilation shall not be required when deter-
mined not necessary by the building official due to
atmospheric or climatic conditions.
1203.2.1 Openings into attic. Exterior openings into the
attic space of any building intended for human occupancy
shall be protected to prevent the entry of birds, squirrels,
rodents, snakes and other similar creatures. Openings for
ventilation having a least dimension of not less than 7 I6
inch (1.6 mm) and not more than V 4 inch (6.4 mm) shall be
permitted. Openings for ventilation having a least dimen-
sion larger than V 4 inch (6.4 mm) shall be provided with
corrosion-resistant wire cloth screening, hardware cloth,
perforated vinyl or similar material with openings having a
least dimension of not less than V l6 inch (1.6 mm) and not
more than V 4 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 basements or cellars shall be provided
with ventilation openings through foundation walls or exte-
rior walls. Such openings shall be placed so as to provide
cross ventilation of the under-floor space.
1203.3.1 Openings for under-floor ventilation. The net
area of ventilation openings shall not be less than 1 square
foot for each 150 square feet (0.67 m 2 for each 100 m 2 ) of
crawl-space area. Ventilation openings shall be covered
for their height and width with any of the following mate-
rials, provided that the least dimension of the covering
shall be not greater than V 4 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 greater than 1/8 inch (3.2 mm).
1203.3.2 Exceptions. The following are exceptions to
Sections 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 V, 500 of the under-floor area where the
ground surface is covered with a Class I vapor
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295
INTERIOR ENVIRONMENT
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 prohibited.
3. Ventilation openings are not required where contin-
uously 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 2 ) of crawl
space floor area and the ground surface is covered
with a Class I vapor retarder.
4. Ventilation openings are not required where the
ground surface is covered with a Class I 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
openings are readily controllable by the building occupants.
1203.4.1 Ventilation area required. The openable area of
the openings to the outdoors shall be not less than 4 per-
cent 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 2 ). The
openable area of the openings 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 sunroom with
thermal isolation or a 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 2 ). The openable area of the openings 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 mea-
sured 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
ventilation 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 involv-
ing flammable or combustible hazards or other contaminant
sources as covered in the International Mechanical Code or
the International Fire Code shall be provided as required by
both codes.
SECTION 1204
TEMPERATURE CONTROL
1204.1 Equipment and systems. Interior spaces intended for
human occupancy shall be provided with active or passive
space-heating systems capable of maintaining an indoor tem-
perature of not less than 68°F (20°C) at a point 3 feet (914
mm) above the floor on the design heating day.
Exception: Space heating systems are not required for
interior spaces where the primary purpose of the space 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 provided 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 be
not 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 por-
tion of an adjoining room where one-half of the area of the
common 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 2 ), whichever is
greater.
Exception: Openings required for natural light shall be
permitted to open into a sunroom with thermal isola-
tion or a patio cover where the common wall provides a
glazed area of not less than one-tenth of the floor area
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2012 INTERNATIONAL BUILDING CODE®
INTERIOR ENVIRONMENT
of the interior room or 20 square feet (1.86 m 2 ), which-
ever 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); and
1.3. Has a longer side at least 65 percent open
and unobstructed.
2. Skylights are not required to open directly onto a
public way, yard or court.
1205.3 Artificial light. Artificial light shall be provided that
is adequate to provide an average illumination of 10 footcan-
dies (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 footcan-
dle (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
NFPA 70.
1205.5 Emergency egress lighting. The means of egress
shall be illuminated in accordance with Section 1006.1.
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
ventilation. Such yards and courts shall be on the same lot as
the building.
1206.2 Yards. Yards shall be not less than 3 feet (914 mm) in
width for buildings two stories or less above grade plane. For
buildings more than two stories above grade plane, the mini-
mum width of the yard shall be increased at the rate of 1 foot
(305 mm) for each additional story. For buildings exceeding
14 stories above grade plane, the required width of the yard
shall be computed on the basis of 14 stories above grade
plane.
1206.3 Courts. Courts shall be not less than 3 feet (914 mm)
in width. Courts having windows opening on opposite sides
shall be not less than 6 feet (1829 mm) in width. Courts shall
be not less than 10 feet (3048 mm) in length unless bounded
on one end by a public way or yard. For buildings more than
two stories above grade plane, the court shall be increased 1
foot (305 mm) in width and 2 feet (610 mm) in length for
each additional story. For buildings exceeding 14 stories
above grade plane, the required dimensions shall be com-
puted on the basis of 14 stories above grade plane.
1206.3.1 Court access. Access shall be provided to the
bottom 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 2 ) 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 Interna-
tional Plumbing Code.
SECTION 1207
SOUND TRANSMISSION
1207.1 Scope. This section shall apply to common interior
walls, partitions and floor/ceiling assemblies between adja-
cent dwelling units or between dwelling units and adjacent
public areas such as halls, corridors, stairs or service areas.
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. Penetra-
tions or openings in construction assemblies for piping; elec-
trical devices; recessed cabinets; bathtubs; soffits; or heating,
ventilating or exhaust ducts shall be sealed, lined, insulated or
otherwise 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.
1207.2.1 Masonry. The sound transmission class of con-
crete masonry and clay masonry assemblies shall be calcu-
lated in accordance with TMS 0302 or determined through
testing in accordance with ASTM E 90.
1207.3 Structure-borne sound. Floor/ceiling assemblies
between dwelling units or between a dwelling unit and a pub-
lic or service area within the structure shall have an impact
insulation class (IIC) rating of not less than 50 (45 if field
tested) when tested in accordance with ASTM E 492.
SECTION 1208
INTERIOR SPACE DIMENSIONS
1208.1 Minimum room widths. Habitable spaces, other
than a kitchen, shall be not 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,
kitchens, 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
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shall be permitted to project not more than 6 inches
(152 mm) below the required ceiling height.
2. If any room in a building has a sloped ceiling, the
prescribed 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. The height of mezzanines and spaces below mezza-
nines shall be 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 dwelling unit shall have no fewer
than one room that shall have not less than 120 square feet
(13.9 m 2 ) of net floor area. Other habitable rooms shall have
a net floor area of not less than 70 square feet (6.5 m 2 ).
Exception: Kitchens are not required to be of a minimum
floor area.
1208.4 Efficiency dwelling units. An efficiency living unit
shall conform to the requirements of the code except as mod-
ified herein:
1. The unit shall have a living room of not less than 220
square feet (20.4 m 2 ) of floor area. An additional 100
square feet (9.3 m 2 ) 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, cooking
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.
SECTION 1209
ACCESS TO UNOCCUPIED SPACES
1209.1 Crawl spaces. Crawl spaces shall be provided with
no fewer than one access opening which shall be 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). Clear
headroom of not less than 30 inches (762 mm) shall be pro-
vided in the attic space 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
International Mechanical Code.
SECTION 1210
TOILET AND BATHROOM REQUIREMENTS
[P] 1210.1 Required fixtures. The number and type of
plumbing fixtures provided in any occupancy shall comply
with Chapter 29.
1210.2 Finish materials. Walls, floors and partitions in toilet
and bathrooms shall comply with Sections 1210.2.1 through
1210.2.4.
1210.2.1 Floors and wall bases. In other than dwelling j
units, toilet, bathing and shower room floor finish materi-
als shall have a smooth, hard, nonabsorbent surface. The
intersections of such floors with walls shall have a smooth,
hard, nonabsorbent vertical base that extends upward onto
the walls not less than 4 inches (102 mm).
1210.2.2 Walls and partitions. Walls and partitions
within 2 feet (610 mm) of service sinks, urinals and water
closets shall have a smooth, hard, nonabsorbent surface, to
a height of not less than 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.
Exception: This section does not apply to the follow-
ing buildings and spaces:
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 mois-
ture.
1210.2.3 Showers. Shower compartments and walls above
bathtubs with installed shower heads shall be finished with
a smooth, nonabsorbent surface to a height not less than 70
inches (1778 mm) above the drain inlet.
1210.2.4 Waterproof joints. Built-in tubs with showers
shall have waterproof joints between the tub and adjacent
wall.
[P] 1210.3 Privacy. Privacy at water closets and urinals |
shall be provided in accordance with Sections 1210.3.1 and
1210.3.2.
[P] 1210.3.1 Water closet compartment. Each water
closet utilized by the public or employees shall occupy a
separate compartment with walls or partitions and a door
enclosing the fixtures to ensure privacy.
Exceptions:
1 . Water closet compartments shall not be required
in a single-occupant toilet room with a lockable
door.
2. Toilet rooms located in child day care facilities
and containing two or more water closets shall be
permitted to have one water closet without an
enclosing compartment.
**
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3. This provision is not applicable to toilet areas
located within Group 1-3 occupancy housing
areas.
[P] 1210.3.2 Urinal partitions. Each urinal utilized by
the public or employees shall occupy a separate area with
walls or partitions to provide privacy. The walls or parti-
tions shall begin at a height not more than 12 inches (305
mm) from and extend not less than 60 inches (1524 mm)
above the finished floor surface. The walls or partitions
shall extend from the wall surface at each side of the urinal
not less than 18 inches (457 mm) or to a point not less than
6 inches (152 mm) beyond the outermost front lip of the
urinal measured from the finished backwall surface,
whichever is greater.
Exceptions:
1. Urinal partitions shall not be required in a single-
occupant or family or assisted-use toilet room
with a lockable door.
2. Toilet rooms located in child day care facilities
and containing two or more urinals shall be per-
mitted to have one urinal without partitions.
1210.4 Toilet room location. Toilet rooms shall not open
directly into a room used for the preparation of food for ser-
vice to the public.
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CHAPTER 13
ENERGY EFFICIENT
SECTION 1301
GENERAL
[E] 1301.1 Scope. This chapter governs the design and con-
struction of buildings for energy efficiency.
[E] 1301.1.1 Criteria. Buildings shall be designed and
constructed in accordance with the International Energy
Conservation Code.
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302 2012 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
coverings; exterior wall openings; exterior windows and
doors; architectural trim; balconies and similar projections;
and bay and oriel windows.
SECTION 1402
DEFINITIONS
1402.1 Definitions. The following terms are defined in Chap-
ter 2:
ADHERED MASONRY VENEER.
ANCHORED MASONRY VENEER.
BACKING.
EXTERIOR INSULATION AND FINISH SYSTEMS
(EIFS).
EXTERIOR INSULATION AND FINISH SYSTEMS
(EIFS) WITH DRAINAGE.
EXTERIOR WALL.
EXTERIOR WALL COVERING.
EXTERIOR WALL ENVELOPE.
FIBER-CEMENT SIDING.
HIGH-PRESSURE DECORATIVE EXTERIOR-
GRADE COMPACT LAMINATE (HPL).
HIGH-PRESSURE DECORATIVE EXTERIOR-
GRADE COMPACT LAMINATE (HPL) SYSTEM.
METAL COMPOSITE MATERIAL (MCM).
METAL COMPOSITE MATERIAL (MCM) SYSTEM.
POLYPROPYLENE SIDING.
PORCELAIN TILE.
VENEER.
VINYL SIDING.
WATER-RESISTIVE BARRIER.
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 1405.4. 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 Section 1405.3.
Exceptions:
1 . A weather-resistant exterior wall envelope shall not
be required over concrete or masonry walls designed
in accordance with Chapters 19 and 21, respectively.
2. Compliance with the requirements for a means of
drainage, and the requirements of Sections 1404.2
and 1405.4, 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 representative of the intended end-
use configuration.
2.2. Exterior wall envelope test assemblies shall
be at least 4 feet by 8 feet (1219 mm by 2438
mm) in size.
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 ).
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 con-
trol joints in the exterior wall envelope, joints at the
perimeter of openings or intersections of termina-
tions with dissimilar materials.
3. Exterior insulation and finish systems (EIFS) com-
plying with Section 1408.4.1.
1403.3 Structural. Exterior walls, and the associated open-
ings, shall be designed and constructed to resist safely the
superimposed loads required by Chapter 1 6.
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 Vertical and lateral flame propagation. Exterior I
walls on buildings of Type 1, II, III or IV construction that are
greater than 40 feet (12 192 mm) in height above grade plane
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EXTERIOR WALLS
and contain a combustible water-resistive barrier shall be
tested in accordance with and comply with the acceptance
criteria of NFP A 285.
1403.6 Flood resistance. For buildings in flood hazard areas
as established in Section 1612.3, exterior walls extending
below the elevation required by Section 1612 shall be con-
structed with flood-damage-resistant materials. Wood shall
be pressure-preservative treated in accordance with AWPA
Ul for the species, product and end use using a preservative
listed in Section 4 of AWPA Ul or decay-resistant heartwood
of redwood, black locust or cedar.
1403.7 Flood resistance for high-velocity wave action
areas. For buildings in flood hazard areas subject to high-
velocity wave action as established in Section 1612.3, electri-
cal, 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 exte-
rior walls shall comply with the provisions of this section.
Materials 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 1405.4, in
such a manner as to provide a continuous water- resistive bar-
rier 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 con-
form to the requirements of AHA A 135.4.
1404.3.2 Hardboard siding. Hardboard siding shall con-
form to the requirements of AHA A 135.6 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 sec-
tion and Chapter 21. Masonry units, mortar and metal acces-
sories 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 1 6.
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 1 186, Type A, and shall
be so identified on labeling listing an approved quality con-
trol agency.
1404.11 Exterior insulation and finish systems. Exterior
insulation and finish systems (EIFS) and exterior insulation
and finish systems (EIFS) with drainage shall comply with
Section 1408.
1404.12 Polypropylene siding. Polypropylene siding shall
be certified and labeled as conforming to the requirements of
ASTM D 7254 and those of Section 1404.12.1 or 1404.12.2
by an approved quality control agency. Polypropylene siding
shall be installed in accordance with the requirements of Sec-
tion 1405.18 and in accordance with the manufacturer's
installation instructions. Polypropylene siding shall be
secured to the building so as to provide weather protection for
the exterior walls of the building.
1404.12.1 Flame spread index. The certification of the
flame spread index shall be accompanied by a test report
stating that all portions of the test specimen ahead of the
flame front remained in position during the test in accor-
dance with ASTM E 84 or UL 723.
1404.12.2 Fire separation distance. The fire separation
distance between a building with polypropylene siding and
the adjacent building shall be no less than 10 feet (3048
mm).
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 min-
imum nominal thickness specified in Table 1405.2 shall be
acceptable as approved weather coverings.
1405.3 Vapor retarders. Class I or II vapor retarders shall be
provided on the interior side of frame walls in Zones 5, 6, 7, 8
and Marine 4. The appropriate zone shall be selected in j
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accordance with Chapter 3 of the International Energy Con-
servation Code.
Exceptions:
1. Basement walls.
2. Below-grade portion of any wall.
3. Construction where moisture or its freezing will not
damage the materials.
1405.3.1 Class III vapor retarders. Class III vapor
retarders shall be permitted where any one of the condi-
tions in Table 1405.3.1 is met.
TABLE 1405.3.1
CLASS 111 VAPOR RETARDERS
TABLE 1405.2
MINIMUM THICKNESS OF WEATHER COVERINGS
ZONE
CLASS III VAPOR RETARDERS PERMITTED FOR: 8
Marine 4
Vented cladding over wood structural panels
Vented cladding over fiberboard
Vented cladding over gypsum
Insulated sheathing with /('-value > R2.5 over 2x4 wall
Insulated sheathing with fi-value > R3.75 over 2x6 wall
5
Vented cladding over wood structural panels
Vented cladding over fiberboard
Vented cladding over gypsum
Insulated sheathing with fl-value > R5 over 2x4 wall
Insulated sheathing with i?-value > R7.5 over 2x6 wall
6
Vented cladding over fiberboard
Vented cladding over gypsum
Insulated sheathing with fl-value > R7.5 over 2x4 wall
Insulated sheathing with i?-value > Rl 1 .25 over 2x6 wall
7 and 8
Insulated sheathing with fl-value > RIO over 2x4 wall
Insulated sheathing with R- value > R15 over 2x6 wall
For SI: 1 pound per cubic foot = 16 kg/m .
a. Spray foam with a minimum density of 2 lbs/ft 3 applied to the interior
cavity side of wood structural panels, fiberboard, insulating sheathing or
gypsum is deemed to meet the insulating sheathing requirement where the
spray foam R-value meets or exceeds the specified insulating sheathing R-
value.
1405.3.2 Material vapor retarder class. The vapor
retarder class shall be based on the manufacturer's certi-
fied testing or a tested assembly.
The following shall be deemed to meet the class speci-
fied:
Class I: Sheet polyethylene, nonperforated aluminum
foil.
Class II: Kraft-faced fiberglass batts or paint with a
perm rating greater than 0. 1 and less than or
equal to 1 .0.
Class III: Latex or enamel paint.
1405.3.3 Minimum clear airspaces and vented openings
for vented cladding. For the purposes of this section,
vented cladding shall include the following minimum
clear airspaces.
1. Vinyl lap or horizontal aluminum siding applied
over a weather-resistive barrier as specified in this
chapter.
COVERING TYPE
MINIMUM THICKNESS
(inches)
Adhered masonry veneer
0.25
Aluminum siding
0.019
Anchored masonry veneer
2.625
Asbestos-cement boards
0.125
Asbestos shingles
0.156
Cold-rolled copper d
0.0216 nominal
Copper shingles' 1
0.0162 nominal
Exterior plywood (with sheathing)
0.313
Exterior plywood (without sheathing)
See Section 2304.6
Fiber cement lap siding
0.25 c
Fiber cement panel siding
0.25 l;
Fiberboard siding
0.5
Glass-fiber reinforced concrete panels
0.375
Hardboard siding c
0.25
High-yield copper' 1
0.0162 nominal
Lead-coated copper* 1
0.0216 nominal
Lead-coated high-yield copper
0.01 62 nominal
Marble slabs
1
Particleboard (with sheathing)
See Section 2304.6
Particleboard (without sheathing)
See Section 2304.6
Porcelain tile
.025
Precast stone facing"
0.625
Steel (approved corrosion resistant)
0.0149
Stone (cast artificial, anchored)
1.5
Stone (natural)
2
Structural glass
0.344
Stucco or exterior cement plaster
Three-coat work over:
Metal plaster base
Unit masonry
Cast-in-place or precast concrete
0.875"
0.625"
0.625"
Two-coat work over:
Unit masonry
Cast-in-place or precast concrete
0.5"
0.375"
Terra cotta (anchored)
1
Terra cotta (adhered)
0.25
Vinyl siding
0.035
Wood shingles
0.375
Wood siding (without sheathing)"
0.5
For SI: 1 inch = 25.4 mm.
a. Wood siding of thicknesses less than 0.5 inch shall be placed over
sheathing that conforms to Section 2304.6.
b. Exclusive of texture.
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.
e. Includes scratch coat, setting bed, and precast stone.
2012 INTERNATIONAL BUILDING CODE®
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EXTERIOR WALLS
2. Brick veneer with a clear airspace as specified in this
code.
3. Other approved vented claddings.
1405.4 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 ter-
minations of exterior wall assemblies, exterior wall intersec-
tions with roofs, chimneys, porches, decks, balconies and
similar projections and at built-in gutters and similar loca-
tions where moisture could enter the wall. Flashing with pro-
jecting flanges shall be installed on both sides and the ends of
copings, under sills and continuously above projecting trim.
1405.4.1 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 prevent water damage.
1405.4.2 Masonry. Flashing and weep holes in anchored
veneer 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 1405.6.
1405.5 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) exte-
rior-type wood structural panels or particleboard and shall
conform to the following:
1. The veneer shall not exceed 40 feet (12 190 mm) in
height above grade. Where fire-retardant-treated wood
is used, the height shall not exceed 60 feet (18 290 mm)
in height above grade.
2. The veneer is attached to or furred from a noncombusti-
ble backing that is fire-resistance rated as required by
other provisions of this code.
3. Where open or spaced wood veneers (without con-
cealed spaces) are used, they shall not project more than
24 inches (610 mm) from the building wall.
1405.6 Anchored masonry veneer. Anchored masonry
veneer shall comply with the provisions of Sections 1405.6,
1405.7, 1405.8 and 1405.9 and Sections 6.1 and 6.2 of TMS
402/ACI 530/ASCE 5.
1405.6.1 Tolerances. Anchored masonry veneers in accor-
dance with Chapter 14 are not required to meet the toler-
ances in Article 3.3 Fl of TMS 602/ACI 530.1/ASCE 6.
1405.6.2 Seismic requirements. Anchored masonry
veneer located in Seismic Design Category C, D, E or F
shall conform to the requirements of Section 6.2.2.10 of
TMS 402/ACI 530/ASCE 5.
1405.7 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 fol-
lowing 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 2 ) of stone veneer. This tie
shall be a loop having legs not less than 15 inches (381
mm) in length bent so that it will lie in the stone veneer
mortar joint. The last 2 inches (51 mm) of each wire leg
shall have a right-angle bend. One-inch (25 mm) mini-
mum thickness of cement grout shall be placed between
the backing and the stone veneer.
2. With wood stud backing, a 2-inch by 2-inch (51 by 51
mm) 0.0625-inch (1.59 mm) zinc-coated or non-metal-
lic coated 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 mm) 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. pro-
viding a minimum 1.125-inch (29 mm) penetration into
each stud and with 8d annular threaded nails at 8 inches
(203 mm) o.c. into top and bottom plates or with equiv-
alent wire ties. There shall be not less than a 0.1055-
inch (2.68 mm zinc-coated or nonmetallic coated wire,
or approved equal, attached to the stud with a minimum
of an 8d (0.120 in. diameter) annular threaded nail for
every 2 square feet (0.2 m 2 ) 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) mini-
mum thickness of cement grout shall be placed between
the backing and the stone veneer.
3. With cold-formed steel stud backing, a 2-inch by 2-inch
(51 by 51 mm) 0.0625-inch (1.59 mm) zinc-coated or
nonmetallic coated wire mesh with two layers of water-
resistive barrier in accordance with Section 1404.2 shall
be applied directly to steel studs spaced a maximum of
16 inches (406 mm) o.c. The mesh shall be attached
with corrosion-resistant #8 self-drilling, tapping screws
at 4 inches (102 mm) o.c, and at 8 inches (203 mm) o.c.
into top and bottom tracks or with equivalent wire ties.
All screws shall extend through the steel connection a
minimum of three exposed threads. There shall be not
less than a 0.1055-inch (2.68 mm) corrosion-resistant
wire, or approved equal, attached to the stud with a
minimum of a #8 self-drilling, tapping screw extending
through the steel framing a minimum of three exposed
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EXTERIOR WALLS
threads for every 2 square feet (0.2 m 2 ) 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. The
cold-formed steel framing members shall have a mini-
mum bare steel thickness of 0.0428 inches (1.087 mm).
1405.8 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 mm) 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 2 ) 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 tension 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.
1405.9 Terra cotta. Anchored terra cotta or ceramic units not
less than l 5 / 8 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 l 5 / 8 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 7 4 -inch (6.4 mm) corrosion-
resistant pencil 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 (5 1
mm) space from the backing wall and the space shall be filled
solidly with Portland cement grout and pea gravel. Immedi-
ately 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.
1405.10 Adhered masonry veneer. Adhered masonry
veneer shall comply with the applicable requirements in Sec-
tion 1405.10 and Sections 6.1 and 6.3 of TMS 402/ ACI 530/
ASCE5.
1405.10.1 Exterior adhered masonry veneer. Exterior
adhered masonry veneer shall be installed in accordance
with Section 1405.10 and in accordance with the manufac-
turer's instructions.
1405.10.1.1 Water-resistive barriers. Water-resistive
barriers shall be installed as required in Section 2510.6.
1405.10.1.2 Flashing at foundation. A corrosion-
resistant screed or flashing of a minimum 0.019-inch
(0.48 mm) or 26 gauge galvanized or plastic with a
minimum vertical attachment flange of 3'/ 2 inches (89
mm) shall be installed to extend a minimum of 1 inch
(25 mm) below the foundation plate line on exterior
stud walls in accordance with Section 1405.4. The
water-resistive barrier shall lap over the exterior of the
attachment flange of the screed or flashing.
1405.10.1.3 Clearances. On exterior stud walls,
adhered masonry veneer shall be installed a minimum
of 4 inches (102 mm) above the earth, or a minimum of
2 inches (5 1 mm) above paved areas, or a minimum of
7 2 inch (12 mm) above exterior walking surfaces which
are supported by the same foundation that supports the
exterior wall.
1405.10.2 Exterior adhered masonry veneers — porce-
lain tile. Adhered units shall not exceed 5 / 8 inch (15.8
mm) thickness and a maximum of 24 inches (610 mm) in
any face dimension nor more than 3 square feet (0.28 m 2 )
in total face area and shall not weigh more than 9 pounds
psf (0.43 kN/m 2 ). Porcelain tile shall be adhered to an
approved backing system.
1405.10.3 Interior adhered masonry veneers. Interior
adhered masonry veneers shall have a maximum weight of
20 psf (0.958 kg/m 2 ) and shall be installed in accordance
with Section 1405. 1 0. Where the interior adhered masonry
veneer is supported by wood construction, the supporting
members shall be designed to limit deflection to 7 600 of the
span of the supporting members.
1405.11 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) nomi-
nal thickness sheet steel mounted on wood or metal furring
strips or approved sheathing on the wood construction.
1405.11.1 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 2 ) in area there shall be not less than four
attachments 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 1 609, but in no case less than 20
psf (0.958 kg/m 2 ).
1405.11.2 Weather protection. Metal supports for exte-
rior metal veneer shall be protected by painting, galvaniz-
ing or by other equivalent coating or treatment. Wood
studs, furring strips or other wood supports for exterior
metal veneer shall be approved pressure-treated wood or
2012 INTERNATIONAL BUILDING CODE*
307
EXTERIOR WALLS
protected as required in Section 1403.2. Joints and edges
exposed to the weather shall be caulked with approved
durable waterproofing material or by other approved
means to prevent penetration of moisture.
1405.11.3 Backup. Masonry backup shall not be required
for metal veneer except as is necessary to meet the fire-
resistance requirements of this code.
1405.11.4 Grounding. Grounding of metal veneers on
buildings shall comply with the requirements of Chapter
27 of this code.
1405.12 Glass veneer. The area of a single section of thin
exterior structural glass veneer shall not exceed 10 square
feet (0.93 m 2 ) 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 2 ) where it is more
than 15 feet (4572 mm) above that level.
1405.12.1 Length and height. The length or height of any
section of thin exterior structural glass veneer shall not
exceed 48 inches (1219 mm).
1405.12.2 Thickness. The thickness of thin exterior struc-
tural glass veneer shall be not less than 0.344 inch (8.7
mm).
1405.12.3 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 surface. 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 7 4 inch (6.4
mm) thick and not more than V 8 inch (15.9 mm) thick. The
bond coat and mastic shall be evaluated for compatibility
and shall bond firmly together.
1405.12.4 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 V 4 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.
1405.12.4.1 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.
1405.12.5 Joints. Unless otherwise specifically approved
by the building official, abutting edges of thin exterior
structural 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 struc-
tural glass veneer abuts nonresilient material at sides or
top, expansion joints not less than V 4 inch (6.4 mm) wide
shall be provided.
1405.12.6 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 fas-
tenings at each vertical or horizontal edge, or at the four
corners of each glass unit. Fastenings shall be secured to
the wall or backing with expansion bolts, toggle bolts or
by other methods. 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.
1405.12.7 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.
1405.13 Exterior windows and doors. Windows and doors
installed in exterior walls shall conform to the testing and
performance requirements of Section 1710.5.
1405.13.1 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 maxi-
mum loads and spacing used in the tests.
1405.14 Vinyl siding. Vinyl siding conforming to the
requirements of this section and complying with ASTM D
3679 shall be permitted on exterior walls of buildings located
in areas where V md as determined in accordance with Section 1
1609.3.1 does not exceed 100 miles per hour (45 m/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 V md 1
as determined in accordance with Section 1609.3.1 exceeds |
100 miles per hour (45 m/s), or building heights are in excess
of 40 feet (12 192 mm), tests or calculations indicating com-
pliance 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 building.
1405.14.1 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 bar-
rier requirements in Section 1403. Siding and accessories
shall be installed in accordance with approved manufac-
turer'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 7 s -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 % inch (19 mm). Where the siding is installed hori-
zontally, the fastener spacing shall not exceed 16 inches
308
2012 INTERNATIONAL BUILDING CODE®
EXTERIOR WALLS
(406 mm) horizontally and 12 inches (305 mm) vertically.
Where the siding is installed vertically, the fastener spac-
ing shall not exceed 12 inches (305 mm) horizontally and
12 inches (305 mm) vertically.
1405.15 Cement plaster. Cement plaster applied to exterior
walls shall conform to the requirements specified in Chapter
25.
1405.16 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 by the manu-
facturer's listing and label and approved installation instruc-
tions. 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 instruc-
tions. Unless otherwise specified in the approved manufac-
turer'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.
1405.16.1 Panel siding. Fiber-cement panels shall comply
with the requirements of ASTM C 1186, Type A, mini-
mum Grade II. Panels shall be installed with the long
dimension either parallel or perpendicular to framing. Ver-
tical and horizontal joints shall occur over framing mem-
bers and shall be sealed with caulking, covered with
battens or shall be designed to comply with Section
1403.2. Panel siding shall be installed with fasteners in
accordance with the approved manufacturer's instructions.
1405.16.2 Lap siding. Fiber-cement lap siding having a
maximum width of 12 inches (305 mm) shall comply with
the requirements of ASTM C 1186, Type A, minimum
Grade II. Lap siding shall be lapped a minimum of lV 4
inches (32 mm) and lap siding not having tongue-and-
groove end joints shall have the ends sealed with caulking,
covered with an H-section joint cover, located over a strip
of flashing or shall be designed to comply with Section
1403.2. Lap siding courses shall be installed with the fas-
tener heads exposed or concealed in accordance with the
approved manufacturer's instructions.
1405.17 Fastening. Weather boarding and wall coverings
shall be securely fastened with aluminum, copper, zinc, zinc-
coated or other approved corrosi on-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 appropri-
ate standard-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).
1405.18 Polypropylene siding. Polypropylene siding con-
forming to the requirements of this section and complying
with Section 1404.12 shall be limited to exterior walls of
Type VB construction located in areas where the wind speed
specified in Chapter 16 does not exceed 100 miles per hour
(45 m/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 building heights are in excess of
40 feet (12 192 mm), tests or calculations indicating compli-
ance with Chapter 1 6 shall be submitted. Polypropylene sid-
ing shall be installed in accordance with the manufacturer's
installation instructions. Polypropylene siding shall be
secured to the building so as to provide weather protection for
the exterior walls of the building.
SECTION 1406
COMBUSTIBLE MATERIALS ON THE EXTERIOR
SIDE OF EXTERIOR WALLS
1406.1 General. Section 1406 shall apply to exterior wall
coverings; 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 Type I, II, III and IV construction. On build-
ings of Type I, II, III and IV construction, exterior wall
coverings shall be permitted to be constructed of combus- |
tible materials, complying with the following limitations:
1. Combustible exterior wall coverings shall not
exceed 10 percent of an exterior wall surface area
where the fire separation distance is 5 feet (1524
mm) or less.
2. Combustible exterior wall coverings shall be limited I
to 40 feet (12 192 mm) in height above grade plane. |
3. Combustible exterior wall coverings constructed of
fire-retardant-treated wood complying with Section
2303.2 for exterior installation shall not be limited in
wall surface area where the fire separation distance
is 5 feet (1524 mm) or less and shall be permitted up
to 60 feet (18 288 mm) in height above grade plane
regardless of the fire separation distance.
4. Wood veneers shall comply with Section 1405.5.
1406.2.1.1 Ignition resistance. Where permitted by
Section 1406.2.1, 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
exterior covering other than vinyl sidings
listed in Table 1405.2.
3. Aluminum having a minimum thickness of
0.019 inch (0.48 mm).
1406.2.1.1.1 Fire separation 5 feet or less. Where
installed on exterior walls having a fire separation
distance of 5 feet (1524 mm) or less, combustible
exterior wall coverings shall not exhibit sustained
flaming as defined in NFPA 268.
2012 INTERNATIONAL BUILDING CODE®
309
EXTERIOR WALLS
1406.2.1.1.2 Fire separation greater than 5 feet.
For fire separation distances greater than 5 feet
(1524 mm), any exterior wall covering shall be per-
mitted that has been exposed to a reduced level of
incident radiant heat flux in accordance with the
NFPA 268 test method without exhibiting sustained
flaming. The minimum fire separation distance
required for the exterior wall covering shall be
determined from Table 1406.2.1.1.2 based on the
maximum tolerable level of incident radiant heat
flux that does not cause sustained flaming of the
exterior wall covering.
TABLE 1406.2.1.1.2
MINIMUM FIRE SEPARATION FOR COMBUSTIBLE
EXTERIOR WALL COVERINGS
FIRE
SEPARATION
DISTANCE
(feet)
TOLERABLE
LEVEL INCIDENT
RADIANT HEAT
ENERGY(kW/m 2 )
FIRE
SEPARATION
DISTANCE
(feet)
TOLERABLE
LEVEL INCIDENT
RADIANT HEAT
ENERGY(kW/m 2 )
5
12.5
16
5.9
6
11.8
17
5.5
7
11.0
18
5.2
8
10.3
19
4.9
9
9.6
20
4.6
10
8.9
21
4.4
11
8.3
22
4.1
12
7.7
23
3.9
13
7.2
24
3.7
14
6.7
25
3.5
15
6.3
For SI: I foot = 304.8 mm, I Btu/H 2 x °F = 0.0057 kW/nr x K.
1406.2.2 Location. Combustible exterior wall coverings
located along the top of exterior walls shall be completely
backed up by the exterior wall and shall not extend over or
above the top of the exterior wall.
1406.2.3 Fireblocking. Where the combustible exterior
wall covering is furred out from the exterior wall and
forms a solid surface, the distance between the back of the
exterior wall covering and the exterior wall shall not
exceed l 5 / 8 inches (41 mm). The concealed space thereby
created shall be fireblocked in accordance with Section
718.
Exception: The distance between the back of the exte-
rior wall covering and the exterior wall shall be permit-
ted to exceed l 5 / 8 inches (41 mm) where the concealed
space is not required to be fireblocked by Section 718.
1406.3 Balconies and similar projections. Balconies and
similar projections of combustible construction other than
fire-retardant-treated wood shall be fire-resistance rated
where required by Table 60 1 for floor construction or shall be
of Type IV construction in accordance with Section 602.4.
The aggregate length of the projections shall not exceed 50
percent of the building's perimeter on each floor.
Exceptions:
1 . On buildings of Type I and II construction, three sto-
ries or less above grade plane, fire-retardant-treated
wood shall be permitted for balconies, porches,
decks and exterior 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, IV and V construction shall be permitted to
be of Type V construction, and shall not be required
to have afire-resistance rating where sprinkler pro-
tection is extended to these areas.
4. Where sprinkler protection is extended to the bal-
cony areas, the aggregate length of the balcony on
each floor shall not be limited.
1406.4 Bay and oriel windows. Bay and oriel windows shall
conform to the type of construction required for the building
to which they are attached.
Exception: Fire-retardant-treated wood shall be permit-
ted on buildings three stories or less above grade plane of
Type I, II, III or IV construction.
SECTION 1407
METAL COMPOSITE MATERIALS (MCM)
1407.1 General. The provisions of this section shall govern
the materials, construction and quality of metal composite
materials (MCM) for use as exterior wall coverings in addi-
tion to other applicable 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 fin-
ish or as elements of balconies and similar projections and
bay and oriel windows to provide cladding or weather resis-
tance shall comply with Sections 1407.4 through 1407.14.
1407.3 Architectural trim and embellishments. MCM used
as architectural trim or embellishments shall comply with
Sections 1407.7 through 1407.14.
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 engineer-
ing analysis shall be submitted to the building official to ver-
ify 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
manufacturer's installation instructions.
1407.7 Durability. MCM systems shall be constructed of
approved materials that maintain the performance character-
istics 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 rat-
ing in accordance with Section 705, evidence shall be submit-
310
2012 INTERNATIONAL BUILDING CODE®
EXTERIOR WALLS
ted to the building official that the required fire-resistance
rating is maintained.
Exception: MCM systems not containing foam plastic
insulation, which are installed on the outer surface of a
fire-resistance-rated exterior wall in a manner such that
the attachments do not penetrate through the entire exte-
rior wall assembly, shall not be required to comply with
this section.
1407.9 Surface-burning characteristics. Unless otherwise
specified, MCM shall have aflame spread index of 75 or less
and a smoke-developed index of 450 or less when tested in
the maximum thickness intended for use in accordance with
ASTME84orUL723.
1407.10 Type I, II, III and IV construction. Where
installed on buildings of Type I, II, III and IV construction,
MCM systems shall comply with Sections 1407.10.1 through
1407.10.4, or Sectionl407. 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 or UL 723.
1407.10.2 Thermal barriers. MCM shall be separated
from the interior of a building by an approved thermal bar-
rier consisting of 7 2 -inch (12.7 mm) gypsum wallboard or
1a material that is tested in accordance with and meets the
acceptance criteria of both the Temperature Transmission
Fire Test and the Integrity Fire Test of NFPA 275.
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
I tests conducted in accordance with NFPA 286 and
with the acceptance criteria of Section 803.1.2.1, UL
1040 or UL 1715. Such testing shall be performed
with the MCM in the maximum thickness intended
for use. The MCM system shall include seams,
joints and other typical details used in the installa-
tion and shall be tested in the manner intended for
use.
2. The MCM is used as elements of balconies and sim-
ilar projections, architectural trim or embellish-
ments.
1407.10.4 Full-scale tests. The MCM system shall be
tested in accordance with, and comply with, the accep-
tance 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 Sec-
| tions 1407.11.1, 1407.11.2, 1407.11.3, or 1407.1 1.4.
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 grade where installed in accordance with
Sections 1407.11.1.1 and 1407.11.1.2.
1407.11.1.1 Fire separation distance of 5 feet or less.
Where the fire separation distance is 5 feet (1524 mm)
or less, the area of MCM shall not exceed 10 percent of
the exterior wall surface.
1407.11.1.2 Fire separation distance greater than 5
feet. Where the fire separation distance is greater than
5 feet (1524 mm), there shall be no limit on the area of
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 grade where installed in accordance with
Sections 1407.1 1.2.1 and 1407.11.2.2.
1407.11.2.1 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 2 ) in area and shall be
separated by a minimum of 4 feet (1219 mm) verti-
cally.
1407.11.3 Installations up to 75 feet in height (Option
1). MCM shall not be installed more than 75 feet (22 860
mm) in height above grade plane where installed in accor-
dance with Sections 1407.11.3.1 through 1407.11.3.5.
Exception: Buildings equipped throughout with an
automatic sprinkler system in accordance with Section
903.3.1.1 shall be exempt from the height limitation.
1407.11.3.1 Prohibited occupancies. MCM shall not
be permitted on buildings classified as Group A-l, A-2,
H, 1-2 or 1-3 occupancies.
1407.11.3.2 Nonfire-resistance-rated exterior walls.
MCM shall not be permitted on exterior walls required
to have afire-resistance rating by other provisions of
this code.
1407.11.3.3 Specifications. MCM shall be required to
comply with all of the following:
1. MCM shall have a self-ignition temperature of
650°F (343°C) or greater when tested in accor-
dance with ASTM D 1929.
2. MCM shall conform to one of the following com-
bustibility classifications when tested in accor-
dance with ASTM D 635:
Class CC1: Materials that have a burning extent
of 1 inch (25 mm) or less when tested at a
nominal thickness of 0.060 inch (1.5 mm) or
in the thickness intended for use.
Class CC2: Materials that have a burning rate of
2'/ 2 inches per minute (1.06 mm/s) or less
when tested at a nominal thickness of 0.060
inch (1.5 mm) or in the thickness intended for
use.
1407.11.3.4 Area limitation and separation. The
maximum area of a single MCM panel and the mini-
mum vertical and horizontal separation requirements
for MCM panels shall be as provided for in Table
1407.11 .3.4. The maximum percentage of exterior wall
2012 INTERNATIONAL BUILDING CODE®
311
EXTERIOR WALLS
area of any story covered with MCM panels shall not
exceed that indicated in Table 1407.11.3.4 or the per-
centage of unprotected openings permitted by Section
705.8, whichever is smaller.
Exception: In buildings provided with flame barri-
ers complying with Section 705.8.5 and extending
30 inches (760 mm) beyond the exterior wall in the
plane of the floor, a vertical separation shall not be
required at the floor other than that provided by the
vertical thickness of the flame barrier.
1407.11.3.5 Automatic sprinkler system increases.
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 of any story covered with MCM panels and the
maximum square footage of a single area of MCM
panels in Table 1407.1 1.3.4 shall be increased 100 per-
cent. The area of MCM panels shall not exceed 50 per-
cent of the exterior wall area of any story or the area
permitted by Section 704.8 for unprotected openings,
whichever is smaller.
1407.11.4 Installations up to 75 feet in height (Option
2). MCM shall not be installed more than 75 feet (22 860
mm) in height above grade plane where installed in accor-
dance with Sections 1407.11.4.1 through 1407.11.4.4.
Exception: Buildings equipped throughout with an
automatic sprinkler system in accordance with Section
903.3. 1 . 1 shall be exempt from the height limitation.
1407.11.4.1 Minimum fire separation distance.
MCM shall not be installed on any wall with a fire sep-
aration distance less than 30 feet (9 144 mm).
Exception: Where the building is equipped through-
out with an automatic sprinkler system in accor-
dance with Section 903.3.1.1, the fire separation
distance shall be permitted to be reduced to not less
than 20 feet (6096 mm).
1407.11.4.2 Specifications. MCM shall be required to
comply with all of the following:
1. MCM shall have a self-ignition temperature of
650°F (343°C) or greater when tested in accor-
dance with ASTM D 1929.
2. MCM shall conform to one of the following com-
bustibility classifications when tested in accor-
dance with ASTM D 635:
Class CC1: Materials that have a burning extent
of 1 inch (25 mm) or less when tested at a
nominal thickness of 0.060 inch (1.5 mm), or
in the thickness intended for use.
Class CC2: Materials that have a burning rate of
2'/ 2 inches per minute (1.06 mm/s) or less
when tested at a nominal thickness of 0.060
inch (1.5 mm), or in the thickness intended for
use.
1407.11.4.3 Area and size limitations. The aggregate
area of MCM panels shall not exceed 25 percent of the
area of any exterior wall face of the story on which it is
installed. The area of a single MCM panel installed
above the first story above grade plane shall not exceed
16 square feet (1.5 m 2 ) and the vertical dimension of a
single MCM panel shall not exceed 4 feet (1219 mm).
Exception: Where the building is equipped through-
out with an automatic sprinkler system in accor-
dance with Section 903.3.1.1, the maximum
aggregate area of MCM panels shall be increased to
50 percent of the exterior wall face of the story on
which it is installed and there shall not be a limit on
the maximum dimension or area of a single MCM
panel.
1407.11.4.4 Vertical separations. Flame barriers com-
plying with Section 705.8 and extending 30 inches (762
mm) beyond the exterior wall or a vertical separation of
not less than 4 feet (1219 mm) in height shall be pro-
TABLE 1407.11.3.4
AREA LIMITATION AND SEPARATION REQUIREMENTS FOR MCM PANELS
FIRE SEPARATION
DISTANCE
(feet)
COMBUSTIBILITY
CLASS OF MCM
MAXIMUM
PERCENTAGE
AREA OF EXTERIOR
WALL COVERED WITH
MCM PANELS
MAXIMUM SINGLE
AREAOFMCM
PANELS
(square feet)
MINIMUM SEPARATION OF MCM PANELS
(feet)
Vertical
Horizontal
Less than 6
—
Not Permitted
Not Permitted
—
6 or more but less than 1 1
CC1
10
50
8
4
CC2
Not Permitted
Not Permitted
—
1 1 or more but less than
or equal to 30
CC1
25
90
6
4 "1
CC2
15
70
8
4
More than 30
CC1
50
Not Permitted
3 a
l
CC2 | 50
100
6 a
3
a. For reductions in the minimum vertical separation, see Section 1407.1 1.3.4.
312
2012 INTERNATIONAL BUILDING CODE 8
EXTERIOR WALLS
vided to separate MCM panels located on the exterior
walls at one story intervals.
Exception: Buildings equipped throughout with an
automatic sprinkler system in accordance with Sec-
tion 903.3.1.1.
1407.12 Type V construction. MCM shall be permitted to be
installed on buildings of Type V construction.
1407.13 Foam plastic insulation. MCM systems containing
foam plastic insulation shall also comply with the require-
ments of Section 2603.
1407.14 Labeling. MCM shall be labeled in accordance with
Section 1703.5.
SECTION 1408
EXTERIOR INSULATION AND FINISH SYSTEMS
(EIFS)
1408.1 General. The provisions of this section shall govern
the materials, construction and quality of exterior insulation
and finish systems (EIFS) for use as exterior wall coverings
in addition to other applicable requirements of Chapters 7,
14, 16, 17 and 26.
1408.2 Performance characteristics. EIFS shall be con-
structed such that it meets the performance characteristics
required in ASTM E 2568.
1408.3 Structural design. The underlying structural framing
and substrate shall be designed and constructed to resist loads
as required by Chapter 16.
1408.4 Weather resistance. EIFS shall comply with Section
1403 and shall be designed and constructed to resist wind and
rain in accordance with this section and the manufacturer's
application instructions.
1408.4.1 EIFS with drainage. EIFS with drainage shall
have an average minimum drainage efficiency of 90 per-
cent when tested in accordance the requirements of ASTM
E 2273 and is required on framed walls of Type V con-
struction, Group Rl , R2, R3 and R4 occupancies.
1408.4.1.1 Water-resistive barrier. For EIFS with
drainage, the water-resistive barrier shall comply with
Section 1404.2 or ASTM E 2570.
1408.5 Installation. Installation of the EIFS and EIFS with
drainage shall be in accordance with the EIFS manufacturer' s
instructions.
1408.6 Special inspections. EIFS installations shall comply
with the provisions of Sections 1704.2 and 1705.15.
SECTION 1409
HIGH-PRESSURE DECORATIVE EXTERIOR-GRADE
COMPACT LAMINATES (HPL)
1409.1 General. The provisions of this section shall govern
the materials, construction and quality of High-Pressure Dec-
orative Exterior-Grade Compact Laminates (HPL) for use as
exterior wall coverings in addition to other applicable
requirements of Chapters 14 and 16.
1409.2 Exterior wall finish. HPL used as exterior wall cov-
ering or as elements of balconies and similar projections and
bay and oriel windows to provide cladding or weather resis-
tance shall comply with Sections 1409.4 and 1409.14.
1409.3 Architectural trim and embellishments. HPL used
as architectural trim or embellishments shall comply with
Sections 1409.7 through 1409.14.
1409.4 Structural design. HPL systems shall be designed
and constructed to resist wind loads as required by Chapter
16 for components and cladding.
1409.5 Approval. Results of approved tests or an engineer-
ing analysis shall be submitted to the building official to ver-
ify compliance with the requirements of Chapter 16 for wind
loads.
1409.6 Weather resistance. HPL systems shall comply with
Section 1403 and shall be designed and constructed to resist
wind and rain in accordance with this section and the manu-
facturer's installation instructions.
1409.7 Durability. HPL systems shall be constructed of
approved materials that maintain the performance character-
istics required in Section 1409 for the duration of use.
1409.8 Fire-resistance rating. Where HPL systems are used
on exterior walls required to have afire-resistance rating in
accordance with Section 705, evidence shall be submitted to
the building official that the required fire-resistance rating is
maintained.
Exception: HPL systems not containing foam plastic insu-
lation, which are installed on the outer surface of a fire-
resistance-rated exterior wall in a manner such that the
attachments do not penetrate through the entire exterior
wall assembly, shall not be required to comply with this
section.
1409.9 Surface-burning characteristics. Unless otherwise
specified, HPL shall have a flame spread index of 75 or less
and a smoke-developed index of 450 or less when tested in
the minimum and maximum thicknesses intended for use in
accordance with ASTM E 84 or UL 723.
1409.10 Type I, II, III and IV construction. Where
installed on buildings of Type I, II, III and IV construction,
HPL systems shall comply with Sections 1409.10.1 through
1409.10.4, or Section 1409.11.
1409.10.1 Surface-burning characteristics. HPL shall
have a flame spread index of not more than 25 and a
smoke-developed index of not more than 450 when tested
in the minimum and maximum thicknesses intended for
use in accordance with ASTM E 84 or UL 723.
1409.10.2 Thermal barriers. HPL shall be separated
from the interior of a building by an approved thermal bar-
rier consisting of 7 2 -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 119 or UL 263. The thermal barrier shall be
installed in such a manner that it will remain in place for
2012 INTERNATIONAL BUILDING CODE®
313
EXTERIOR WALLS
not less than 15 minutes based on a test conducted in
accordance with UL 1715.
1409.10.3 Thermal barrier not required. The thermal
barrier specified for HPL in Section 1409.10.2 is not
required where:
1. The HPL system is specifically approved based on
tests conducted in accordance with UL 1040 or UL
1715. Such testing shall be performed with the HPL
in the minimum and maximum thicknesses intended
for use. The HPL system shall include seams, joints
and other typical details used in the installation and
shall be tested in the manner intended for use.
2. The HPL is used as elements of balconies and simi-
lar projections, architectural trim or embellishments.
1409.10.4 Full-scale tests. The HPL system shall be
tested in accordance with, and comply with, the accep-
tance criteria of NFPA 285. Such testing shall be per-
formed on the HPL system with the HPL in the minimum
and maximum thicknesses intended for use.
1409.11 Alternate conditions. HPL and HPL systems shall
not be required to comply with Sections 1409.10.1 through
1409.10.4 provided such systems comply with Section
1409.11.1 or 1409.11.2.
1409.11.1 Installations up to 40 feet in height. HPL shall
not be installed more than 40 feet (12 190 mm) in height
above grade plane where installed in accordance with Sec-
tions 1409.11.1.1 and 1409.11.1.2.
1409.11.1.1 Fire separation distance of 5 feet or less.
Where the fire separation distance is 5 feet (1524 mm)
or less, the area of HPL shall not exceed 10 percent of
the exterior wall surface.
1409.11.1.2 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 HPL.
1409.11.2 Installations up to 50 feet in height. HPL shall
not be installed more than 50 feet ( 1 5 240 mm) in height
above grade plane where installed in accordance with Sec-
tions 1409.11.2.1 and 1409.11.2.2.
1409.11.2.1 Self-ignition temperature. HPL shall
have a self-ignition temperature of 650°F (343°C) or
greater when tested in accordance with ASTM D 1929.
1409.11.2.2 Limitations. Sections of HPL shall not
exceed 300 square feet (27.9 m 2 ) in area and shall be
separated by a minimum 4 feet (1219 mm) vertically.
1409.12 Type V construction. HPL shall be permitted to be
installed on buildings of Type V construction.
1409.13 Foam plastic insulation. HPL systems containing
foam plastic insulation shall also comply with the require-
ments of Section 2603.
1409.14 Labeling. HPL shall be labeled in accordance with
Section 1703.5.
314
2012 INTERNATIONAL BUILDING CODE®
CHAPTER 15
IF 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 Definitions. The following terms are defined in Chap-
ter 2:
AGGREGATE.
BALLAST.
BUILT-UP ROOF COVERING.
INTERLAYMENT.
MECHANICAL EQUIPMENT SCREEN.
METAL ROOF PANEL.
METAL ROOF SHINGLE.
MODIFIED BITUMEN ROOF COVERING.
PENTHOUSE.
| PHOTOVOLTAIC MODULES/SHINGLES.
POSITIVE ROOF DRAINAGE.
REROOFING.
ROOF ASSEMBLY.
ROOF COVERING.
ROOF COVERING SYSTEM.
ROOF DECK.
ROOF RECOVER.
ROOF REPAIR.
ROOF REPLACEMENT.
ROOF VENTILATION.
ROOFTOP STRUCTURE.
SCUPPER.
SINGLE-PLY MEMBRANE.
UNDERLAYMENT.
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 and installed 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).
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 Section 1503 of this code
and Sections 1106 and 1108, as applicable, of and the Inter-
national Plumbing Code.
|P] 1503.4.1 Secondary (emergency overflow) drains or
scuppers. Where roof drains are required, secondary
(emergency overflow) roof drains or scuppers shall be pro-
vided where the roof perimeter construction extends above
the roof in such a manner that water will be entrapped if
the primary drains allow buildup for any reason. The
installation and sizing of secondary emergency overflow
drains, leaders and conductors shall comply with Sections
1 106 and 1 108, as applicable, of the International Plumb-
ing Code.
1503.4.2 Scuppers. When scuppers are used for second-
ary (emergency overflow) roof drainage, the quantity,
size, location and inlet elevation of the scuppers shall be
sized to prevent the depth of ponding water from exceed-
ing that for which the roof was designed as determined by
Section 1611.1. Scuppers shall not have an opening
dimension of less than 4 inches (102 mm). The flow
through the primary system shall not be considered when
locating and sizing scuppers.
1503.4.3 Gutters. Gutters and leaders placed on the out-
side of buildings, other than Group R-3, private garages
and buildings of Type V construction, shall be of noncom-
bustible material or a minimum of Schedule 40 plastic
pipe.
1503.5 Roof ventilation. Intake and exhaust vents shall be
provided in accordance with Section 1203.2 and the manufac-
turer's installation instructions.
1503.6 Crickets and saddles. A cricket or saddle shall be
installed on the ridge side of any chimney or penetration
greater than 30 inches (762 mm) wide as measured perpen-
2012 INTERNATIONAL BUILDING CODE®
315
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
dicular to the slope. Cricket or saddle coverings shall be sheet
metal or of the same material as the roof covering.
Exception: Unit skylights installed in accordance with
Section 2405.5 and flashed in accordance with the manu-
facturer's instructions shall be permitted to be installed
without a cricket or saddle.
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
Chapter 16 and Sections 1504.2, 1504.3 and 1504.4.
1504.1.1 Wind resistance of asphalt shingles. Asphalt
shingles shall comply with Section 1507.2.7.
1504.2 Wind resistance of clay and concrete tile. Wind
loads on clay and concrete tile roof coverings shall be in
accordance with Section 1609.5.
1504.3 Wind resistance of nonballasted roofs. Roof cover-
ings installed on roofs in accordance with Section 1507 that
are mechanically attached or adhered to the roof deck shall be
designed to resist the design wind load pressures for compo-
nents and cladding in accordance with Section 1609.
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 4474, 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 2210.1.
1504.4 Ballasted low-slope roof systems. Ballasted low-
slope (roof slope < 2:12) single-ply roof system coverings
installed in accordance with Sections 1507.12 and 1507.13
shall be designed in accordance with Section 1504.8 and
ANSI/SPRI RP-4.
1504.5 Edge securement for low-slope roofs. Low-slope
built-up, modified bitumen and single-ply roof system metal
edge securement, except gutters, shall be designed and
installed for wind loads in accordance with Chapter 16 and
tested for resistance in accordance with Test Methods RE-1,
RE-2 and RE-3 of ANSI/SPRI ES-1, except V ull wind speed
shall be determined from Figure 1609 A, 1609B, or 1609C as
applicable.
1504.6 Physical properties. Roof coverings installed on
low-slope roofs (roof slope < 2:12) in accordance with Sec-
tion 1507 shall demonstrate physical integrity over the work-
ing 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 ten-
sile 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
1 507 shall resist impact damage based on the results of tests
conducted in accordance with ASTM D 3746, ASTM D
4272, CGSB 37-GP-52M or the "Resistance to Foot Traffic
Test" in Section 5.5 of FM 4470.
1504.8 Aggregate. Aggregate used as surfacing for roof cov-
erings and aggregate, gravel or stone used as ballast shall not
be used on the roof of a building located in a hurricane-prone
region as defined in Section 202, 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 site,
TABLE 1504.8
MAXIMUM ALLOWABLE MEAN ROOF HEIGHT PERMITTED FOR
BUILDINGS WITH AGGREGATE ON THE ROOF IN AREAS
OUTSIDE A HURRICANE-PRONE REGION
NOMINAL DESIGN WIND
SPEED, l/ asa (mph) bd
MAXIMUM MEAN ROOF HEIGHT (U) a ' c
Exposure category
B
C
D
85
170
60
30
90
no
35
15
95
75
20
NP
100
55
15
NP
105
40
NP
NP
110
30
NP
NP
115
20
NP
NP
120
15
NP
NP
Greater than 120
NP
NP
NP
For SI: 1 foot = 304.8 mm; I mile per hour = 0.447 m/s.
Mean roof height as defined in ASCE 7.
For intermediate values of V llsll , the height associated with the next higher
value of V asd shall be used, or direct interpolation is permitted.
NP = gravel and stone not permitted for any roof height.
V .... shall be determined in accordance with Section 1609.3. 1 .
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 addi-
tion, 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: Skylights and sloped glazing that comply with
Chapter 24 or Section 2610.
316
2012 INTERNATIONAL BUILDING CODE e
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
TABLE 1 505.1 a ' b
MINIMUM ROOF COVERING CLASSIFICATION
FOR TYPES OF CONSTRUCTION
IA
IB
IIA
IIB
IIIA
IIIB
IV
VA
VB
B
B
B
C c
B
C c
B
B
C
For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m 2 .
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
distance of 6 feet measured from the leading edge of the roof.
c. Buildings that are not more than two stories above grade plane and having
not more than 6,000 square feet of projected roof area and where there is a
minimum 10-foot fire-separation distance from the leading edge of the
roof to a lot line on all sides of the building, except for street fronts or
public ways, shall be permitted to have roofs of No. I cedar or redwood
shakes and No. I shingles.
1505.2 Class A roof assemblies. Class A roof assemblies are
those that are effective against severe fire test exposure. Class
A roof assemblies and roof coverings shall be listed and iden-
tified as Class A by an approved testing agency. Class A roof
assemblies shall be permitted for use in buildings or struc-
tures of all types of construction.
Exceptions:
1. Class A roof assemblies include those with cover-
ings of brick, masonry or an exposed concrete roof
deck.
2. Class A roof assemblies also include ferrous or cop-
per shingles or sheets, metal sheets and shingles,
clay or concrete roof tile or slate installed on non-
combustible decks or ferrous, copper or metal sheets
installed without a roof deck on noncombustible
framing.
3. Class A roof assemblies include minimum 16 oz/sq.
i ft. (0.0416 kg/m 2 ) copper sheets installed over com-
j bustible decks.
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.
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 iden-
tified 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.
1505.6 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
classification of the material in accordance with the testing
required in Section 1505.1, the treating company and the
quality control agency.
1505.7 Special 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
addition, an underlayment of 5 / 8 -inch (15.9 mm) Type X
water-resistant gypsum backing board or gypsum sheathing
shall be placed under minimum nominal V 2 -inch-thick (12.7
mm) wood structural panel solid sheathing or 1-inch (25 mm)
nominal spaced sheathing.
1505.8 Photovoltaic systems. Rooftop installed photovoltaic
systems that are adhered or attached to the roof covering or
photovoltaic modules/shingles installed as roof coverings
shall be labeled to identify their fire classification in accor-
dance with the testing required in Section 1505.1 .
SECTION 1506
MATERIALS
1506.1 Scope. The requirements set forth in this section shall
apply to the application of roof-covering materials specified
herein. Roof coverings shall be applied in accordance with
this chapter and the manufacturer's installation instructions.
Installation of roof coverings shall comply with the applica-
ble provisions of Section 1507.
1506.2 Compatibility of materials. Roofs and roof cover-
ings 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 characteris-
tics. Roof-covering materials shall conform to the applicable
standards listed in this chapter. In the absence of applicable
standards or where materials are of questionable suitability,
testing by an approved agency shall be required by the build-
ing code official to determine the character, quality and limi-
tations of application of the materials.
1506.4 Product identification. Roof-covering materials
shall be delivered in packages bearing the manufacturer's
identifying 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 manu-
facturer'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
fastened 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-
percent slope) or greater. For roof slopes from two units
2012 INTERNATIONAL BUILDING CODE®
317
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
vertical in 12 units horizontal (17-percent slope) up to four
units vertical 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
comply with ASTM D 1970.
1507.2.5 Asphalt shingles. Asphalt shingles shall comply
with ASTM D 225 or ASTM D 3462.
1507.2.6 Fasteners. Fasteners for asphalt shingles shall be
galvanized, stainless steel, aluminum or copper roofing
nails, minimum 12 gage [0.105 inch (2.67 mm)] shank
with a minimum % inch-diameter (9.5 mm) head, of a
length to penetrate through the roofing materials and a
minimum of % inch (19.1 mm) into the roof sheathing.
Where the roof sheathing is less than 3 / 4 inch (19.1 mm)
thick, the nails shall penetrate through the sheathing. Fas-
teners shall comply with ASTM F 1667.
1507.2.7 Attachment. Asphalt shingles shall have the
minimum number of fasteners required by the manufac-
turer, but not less than four fasteners per strip shingle or
two fasteners per individual shingle. Where the roof slope
exceeds 21 units vertical in 12 units horizontal (21:12),
shingles shall be installed as required by the manufacturer.
1507.2.7.1 Wind resistance. Asphalt shingles shall be
tested in accordance with ASTM D 7158. Asphalt shin-
gles shall meet the classification requirements of Table
1507.2.7.1(1) for the appropriate maximum basic wind
speed. Asphalt shingle packaging shall bear a label to
indicate compliance with ASTM D 7158 and the
required classification in Table 1507.2.7.1(1).
Exception: Asphalt shingles not included in the
scope of ASTM D 7158 shall be tested and labeled
to indicate compliance with ASTM D 3161 and the
required classification in Table 1507.2.7.1(2).
TABLE 1507.2.7.1(1)
CLASSIFICATION OF ASPHALT
ROOF SHINGLES PER ASTM D 7158"
NOMINAL DESIGN WIND SPEED, V„
(mph)
85
90
1 00
no
120
130
140
150
CLASSIFICATION REQUIREMENT
D, G or H
D, G or H
GorH
GorH
GorH
H
H
For SI: 1 foot = 304.8 mm; I mph = 0.447 m/s.
a. The standard calculations contained in ASTM D 7158 assume exposure
category B or C and building height of 60 feet or less. Additional
calculations are required for conditions outside of these assumptions.
b. V asJ shall be determined in accordance with Section 1609.3.1.
TABLE 1507.2.7.1(2)
CLASSIFICATION OF ASPHALT SHINGLES PER ASTM D 3161
NOMINAL DESIGN WIND SPEED, V as /
(mph)
CLASSIFICATION REQUIREMENT
85
A, D or F
90
A, D or F
100
A, D or F
110
F
120
F
130
F
140
F
150
F
For SI: 1 mph = 0.447 m/s.
a - v a.,d sna 'l be determined in accordance with Section 1609.3.1 .
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 1 2 units horizontal
(33-percent 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-per-
cent 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 (51 mm), fastened sufficiently to
hold in place. Distortions in the underlayment shall not
interfere with the ability of the shingles to seal.
1507.2.8.1 High wind attachment. Underlayment
applied in areas subject to high winds [V md greater than
110 mph (49 m/s) as determined in accordance with
Section 1609.3.1] shall be applied with corrosion-resis-
tant fasteners in accordance with the manufacturer's
instructions. Fasteners are to be applied along the over-
lap at a maximum spacing of 36 inches (914 mm) on
center.
Underlayment installed where V asd , in accordance
with Section 1609.3.1, equals or exceeds 120 mph (54
m/s) shall comply with ASTM D 226 Type II, ASTM D
4869 Type IV, or ASTM D 6757. The underlayment
shall be attached in a grid pattern of 12 inches (305 mm)
between side laps with a 6-inch (152 mm) spacing at the
side laps. Underlayment shall be applied in accordance
with Section 1507.2.8 except all laps shall be a mini-
mum of 4 inches (102 mm). Underlayment shall be
attached using metal or plastic cap nails with a head
diameter of not less than 1 inch (25 mm) with a thickness
of at least 32-gauge [0.0134 inch (0.34 mm)] sheet
metal. The cap nail shank shall be a minimum of 12
gauge [0.105 inch (2.67 mm)] with a length to penetrate
318
2012 INTERNATIONAL BUILDING CODE 8
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
through the roof sheathing or a minimum of 3 / 4 inch
(19.1 mm) into the roof sheathing.
Exception: As an alternative, adhered underlayment
complying with ASTM D 1970 shall be permitted.
1507.2.8.2 Ice barrier. 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 lay-
ers 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
lowest edges of all roof surfaces 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
accordance with this section and the asphalt shingle manu-
facturer'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 2 ). 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
applying shingles. Valley linings of the following types
shall be permitted:
1. For open valleys (valley lining exposed) lined
with metal, the valley lining shall be at least 24
inches (610 mm) wide and of any of the corro-
sion-resistant metals in Table 1507.2.9.2.
2. For open valleys, valley lining of two plies of
mineral-surfaced roll roofing complying with
ASTM D 3909 or ASTM D 6380 shall be permit-
ted. 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 shin-
gles), valley lining of one ply of smooth roll roof-
ing complying with ASTM D 6380, and at least
36 inches (914 mm) wide or types as described in
Item 1 or 2 above shall be permitted. Self-adher-
ing polymer modified bitumen underlayment
complying with ASTM D 1970 shall be permitted
in lieu of the lining material.
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 '/ 4 inch
(6.4 mm) below sheathing and extend back on the roof
a minimum of 2 inches (5 1 mm). Drip edge shall be
mechanically fastened a maximum of 12 inches (305
mm) ox.
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 solid sheathing or spaced structural
sheathing boards.
1507.3.2 Deck slope. Clay and concrete roof tile shall be
installed on roof slopes of 2'/ 2 units vertical in 12 units
horizontal (21-percent slope) or greater. For roof slopes
from 2 1 /, units vertical in 12 units horizontal (21-percent
slope) to four units vertical in 12 units horizontal (33-per-
cent 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 II; ASTM D 2626 or ASTM D 6380, Class M min-
eral-surfaced roll roofing.
1507.3.3.1 Low-slope roofs. For roof slopes from 2'/ 2
units vertical in 12 units horizontal (21 -percent slope),
up to four units vertical in 12 units horizontal (33-per-
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
0.01 62 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 terne
—
—
20 pounds
Stainless steel
—
28
—
Zinc alloy
0.027 in.
—
—
For SI: I inch = 25.4 mm, 1 pound = 0.454 kg, 1 ounce = 28.35 g, 1 square foot = 0.093 nr.
2012 INTERNATIONAL BUILDING CODE®
319
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
cent 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 over-
lapping successive sheets 19 inches (483 mm)
and fastened 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, par-
allel to, and starting from the eaves and lapped 2 inches
(51 mm), fastened only as necessary to hold in place.
1507.3.3.3 High wind attachment. Underlayment
applied in areas subject to high wind [V md greater than
110 mph (49 m/s) as determined in accordance with
Section 1609.3.1] shall be applied with corrosion-resis-
tant fasteners in accordance with the manufacturer's
installation instructions. Fasteners are to be applied
along the overlap not farther apart than 36 inches (914
mm) on center.
Underlayment installed where V asd , in accordance
with Section 1609.3.1, equals or exceeds 120 mph (54
m/s) shall be attached in a grid pattern of 12 inches
(305 mm) between side laps with a 6-inch (152 mm)
spacing at the side laps. Underlayment shall be applied
in accordance with Sections 1507.3.3.1 and 1507.3.3.2
except all laps shall be a minimum of 4 inches (102
mm). Underlayment shall be attached using metal or
plastic cap nails with a head diameter of not less than 1
inch (25 mm) with a thickness of at least 32-gauge
[0.0134 inch (0.34 mm)] sheet metal. The cap nail
shank shall be a minimum of 12 gauge [0.105 inch (2.67
mm)] with a length to penetrate through the roof
sheathing or a minimum of 3 / 4 inch (19.1 mm) into the
roof sheathing.
Exception: As an alternative, adhered underlayment
complying with ASTM D 1970 shall be permitted.
1507.3.4 Clay tile. Clay roof tile shall comply with ASTM
C1167.
1507.3.5 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, 5 /, 6 -inch (8.0 mm) head, and
of sufficient length to penetrate the deck a minimum of 3 / 4
inch (19.1 mm) or through the thickness of the deck,
whichever 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 applied according to
the manufacturer's installation instructions, based on the
following:
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 flash-
ing shall have an end lap of not less than 4 inches (102
mm). For roof slopes of three units vertical in 12 units hor-
izontal (25-percent 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 possibility of ice forming along the eaves
causing a backup of water, the metal valley flashing
underlayment shall be solid cemented to the roofing
underlayment for slopes under seven units vertical in 12
units horizontal (58-percent slope) or self-adhering poly-
mer-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 cov-
erings shall be applied to a solid or closely fitted deck,
except where the roof covering is specifically designed to
be applied to spaced supports.
1507.4.2 Deck slope. Minimum slopes for metal roof pan-
els 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
approved manufacturer's installation instructions.
3. The minimum slope for standing seam of roof sys-
tems shall be one-quarter unit vertical in 12 units
horizontal (2-percent slope).
320
2012 INTERNATIONAL BUILDING CODE®
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
TABLE 1507.3.7
CLAY AND CONCRETE TILE ATTACHMENT 8 b c
GENERAL - CLAY OR CONCRETE ROOF TILE
Maximum Nominal Design
Wind Speed, ^'(mph)
Mean roof height
(feet)
Roof slope < 3:12
Roof slope 3:12 and over
85
0-60
One fastener per tile. Flat tile
without vertical laps, two fas-
teners 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.
1 00
0-40
100
>40-60
The head of all tiles shall be nailed. The nose of all eave tiles shall be fastened with
approved clips. All rake tiles shall be nailed with two nails. The nose of all ridge, hip and
rake tiles shall be set in a bead of roofer's mastic.
110
0-60
The fastening system shall resist the wind forces in Section 1609.5.3.
120
0-60
The fastening system shall resist the wind forces in Section 1609.5.3.
130
0-60
The fastening system shall resist the wind forces in Section 1609.5.3.
All
>60
The fastening system shall resist the wind forces in Section 1609.5.3.
INTERLOCKING CLAY OR CONCRETE ROOF TILE WITH PROJECTING ANCHOR LUGS" '
(Installations on spaced/solid sheathing with battens or spaced sheathing)
Maximum Nominal Design
Wind Speed, V„ d '(mph)
Mean roof height
(feet)
Roof slope < 5:12
Roof slope 5:12 < 12:12
Roof slope
12:12 and over
85
0-60
Fasteners are not required.
Tiles with installed weight
less than 9 lbs./sq. ft. require
a minimum of one fastener
per tile.
One fastener per tile every
other row. All perimeter tiles
require one fastener. Tiles
with installed weight less than
9 lbs./sq. ft. require a mini-
mum of one fastener per tile.
One fastener required for
every tile. Tiles with installed
weight less than 9 lbs./sq. ft.
require a minimum of one
fastener per tile.
100
0-40
100
>40-60
The head of all tiles shall be nailed. The nose of all eave tiles shall be fastened with
approved clips. All rake tiles shall be nailed with two nails The nose of all ridge, hip and
rake tiles shall be set in a bead of roofer's mastic.
110
0-60
The fastening system shall resist the wind forces in Section 1609.5.3.
120
0-60
The fastening system shall resist the wind forces in Section 1609.5.3.
130
0-60
The fastening system shall resist the wind forces in Section 1609.5.3.
All
>60
The fastening system shall resist the wind forces in Section 1 609.5.3.
INTERLOCKING CLAY OR CONCRETE ROOF TILE WITH PROJECTING ANCHOR LUGS
(Installations on solid sheathing without battens)
Maximum Nominal Design
Wind Speed, ^'(mph)
Mean roof height
(feet)
All roof slopes
85
0-60
One fastener per tile.
100
0-40
One fastener per tile.
100
> 40-60
The head of all tiles shall be nailed. The nose of all eave tiles shall be fastened with
approved clips. All rake tiles shall be nailed with two nails The nose of all ridge, hip and
rake tiles shall be set in a bead of roofer's mastic.
110
0-60
The fastening system shall resist the wind forces in Section 1609.5.3.
120
0-60
The fastening system shall resist the wind forces in Section 1609.5.3.
130
0-60
The fastening system shall resist the wind forces in Section 1609.5.3.
All
>60
The fastening system shall resist the wind forces in Section 1609.5.3.
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/nr.
a. Minimum fastener size. Corrosion-resistant nails not less than No. 1 1 gage with V 16 -inch head. Fasteners shall be long enough to penetrate into the sheathing
3 / 4 inch or through the thickness of the sheathing, whichever is less. Attaching wire for clay and concrete tile shall not be smaller than 0.083 inch.
b. Snow areas. A minimum of two fasteners per tile are required or battens and one fastener.
c. Roof slopes greater than 24:1 2. The nose of all tiles shall be securely fastened.
d. Horizontal battens. Battens shall be not less than 1 inch by 2 inch nominal. Provisions shall be made for drainage by a minimum of V 8 -inch riser at each nail
or by 4-foot-long battens with at least a '/,-tnch separation between battens. Horizontal battens are required for slopes over 7: 12.
e. Perimeter fastening areas include three tile courses but not less than 36 inches from either side of hips or ridges and edges of eaves and gable rakes.
f. V mll shall be determined in accordance with Section 1609.3.1. j
2012 INTERNATIONAL BUILDING CODE®
321
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 thick-
ness 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 a .
Hard lead
2 lbs./sq. ft.
Lead-coated copper
ASTMB 101
Prepainted steel
ASTM A 755
Soft lead
3 lbs./sq. ft.
Stainless steel
ASTM A 240, 300 Series Alloys
Steel
ASTM A 924
Terne and terne-
coated stainless
Terne coating of 40 lbs. per double base
box, field painted where applicable in
accordance with manufacturer's installa-
tion instructions.
Zinc
0.027 inch minimum thickness; 99.995%
electrolytic high grade zinc with alloy addi-
tives of copper (0.08% - 0.20%), titanium
(0.07% - 0.12%) and aluminum (0.015%).
For SI: 1 ounce per square fool = 0.0026 kg/m 2 ,
1 pound per square foot = 4.882 kg/m 2 ,
1 inch = 25.4 mm, 1 pound = 0.454 kg.
a. For Group U buildings, Ihe minimum coating thickness for ASTM A 653
galvanized steel roofing shall be G-60.
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 A 875 GF60
Aluminum-coated steel
ASTM A 463 T2 65
Galvanized steel
ASTM A 653 G-90
Prepainted steel
ASTM A 755 a
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.
1507.4.3 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 recom-
mendations, the following fasteners shall be used:
1. Galvanized fasteners shall be used for steel roofs.
2. Copper, brass, bronze, copper alloy or 300 series
stainless-steel fasteners shall be used for copper
roofs.
3. Stainless-steel fasteners are acceptable for all types
of metal roofs.
1507.4.5 Underlayment and high wind. Underlayment
applied in areas subject to high winds [V asd greater than
110 mph (49 m/s) as determined in accordance with Sec-
tion 1609.3.1] shall be applied with corrosion-resistant
fasteners in accordance with the manufacturer's installa-
tion instructions. Fasteners are to be applied along the
overlap not farther apart than 36 inches (914 mm) on cen-
ter.
Underlayment installed where V asJ , in accordance with
Section 1609.3.1, equals or exceeds 120 mph (54 m/s)
shall comply with ASTM D 226 Type II, ASTM D 4869
Type IV, or ASTM D 1970. The underlayment shall be
attached in a grid pattern of 12 inches (305 mm) between
side laps with a 6-inch (152 mm) spacing at the side laps.
Underlayment shall be applied in accordance with the
manufacturer's installation instructions except all laps
shall be a minimum of 4 inches (102 mm). Underlayment
shall be attached using metal or plastic cap nails with a
head diameter of not less than 1 inch (25 mm) with a
thickness of at least 32-gauge [0.0134 inch (0.34 mm)]
sheet metal. The cap nail shank shall be a minimum of 12
gauge [0.105 inch (2.67 mm)] with a length to penetrate
through the roof sheathing or a minimum of 3 / 4 inch (19.1
mm) into the roof sheathing.
Exception: As an alternative, adhered underlayment
complying with ASTM D 1970 shall be permitted.
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 ASTM D 226, Type I or ASTM D 4869.
1507.5.3.1 Underlayment and high wind. Underlay-
ment applied in areas subject to high winds [V asd greater
than 1 1 mph (49 m/s) as determined in accordance
with Section 1609.3.1] shall be applied with corrosion-
resistant fasteners in accordance with the manufac-
322
2012 INTERNATIONAL BUILDING CODE®
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
hirer's installation instructions. Fasteners are to be
applied along the overlap not farther apart than 36
inches (914 mm) on center.
Underlayment installed where V asd , in accordance
with Section 1609.3.1, equals or exceeds 120 mph (54
m/s) shall comply with ASTM D 226 Type II or ASTM
D 4869 Type IV. The underlayment shall be attached
in a grid pattern of 12 inches (305 mm) between side
laps with a 6-inch spacing (152 mm) at the side laps.
Underlayment shall be applied in accordance with the
manufacturer's installation instructions except all laps
shall be a minimum of 4 inches (102 mm). Underlay-
ment shall be attached using metal or plastic cap nails
with a head diameter of not less than 1 inch (25 mm)
with a thickness of at least 32-gauge [0.0134 inch (0.34
mm)] sheet metal. The cap nail shank shall be a mini-
mum of 12 gauge [0.105 inch (2.67 mm)] with a length
to penetrate through the roof sheathing or a minimum
of % inch (19.1 mm) into the roof sheathing.
Exception: As an alternative, adhered underlayment
complying with ASTM D 1970 shall be permitted.
1507.5.4 Ice barrier. In areas where there has been a his-
tory 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 lowest edges of
all roof surfaces 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.
1507.5.5 Material standards. Metal roof shingle roof
coverings shall comply with Table 1507.4.3(1). The mate-
rials 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).
1507.5.6 Attachment. Metal roof shingles shall be
secured to the roof in accordance with the approved manu-
facturer's installation instructions.
1507.5.7 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 3 / 4 inch (19.1 mm)
high at the flow line formed as part of the flashing. Sec-
tions of flashing shall have an end lap of not less than 4
inches (102 mm). In areas where the average daily temper-
ature 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 con-
sisting of either one layer of underlayment running the full
length of the 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-per-
cent slope) or self-adhering polymer-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.
1507.6.3.1 Underlayment and high wind. Underlay-
ment applied in areas subject to high winds [V asd greater
than 110 mph (49 m/s) as determined in accordance
with Section 1609.3.1] shall be applied with corrosion-
resistant fasteners in accordance with the manufac-
turer's installation instructions. Fasteners are to be
applied along the overlap not farther apart than 36
inches (914 mm) on center.
Underlayment installed where V md , in accordance
with Section 1609.3.1, equals or exceeds 120 mph (54
m/s) shall comply with ASTM D 226 Type II. The
underlayment shall be attached in a grid pattern of 12
inches (305 mm) between side laps with a 6-inch (152
mm) spacing at the side laps. Underlayment shall be
applied in accordance with the manufacturer's installa-
tion instructions except all laps shall be a minimum of 4
inches (102 mm). Underlayment shall be attached using
metal or plastic cap nails with a head diameter of not
less than 1 inch (25 mm) with a thickness of at least 32-
gauge [0.0134 inch (0.34 mm)] sheet metal. The cap
nail shank shall be a minimum of 12 gauge [0.105 inch
(2.67 mm)] with a length to penetrate through the roof
sheathing or a minimum of 3 / 4 inch (19.1 mm) into the
roof sheathing.
Exception: As an alternative, adhered underlayment
complying with ASTM D 1970 shall be permitted.
1507.6.4 Ice barrier. In areas where there has been a his-
tory 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 lowest edges of
all roof surfaces 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.
1507.6.5 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.
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ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
1507.7.2 Deck slope. Slate shingles shall only be used on
slopes of four units vertical in 1 2 units horizontal (4:12) or
greater.
1507.7.3 Underlayment. Underlayment shall comply
with ASTM D 226, Type I or ASTM D 4869.
1507.7.3.1 Underlayment and high wind. Underlay-
ment applied in areas subject to high winds [V md greater
than 110 mph (49 m/s) as determined in accordance
with Section 1609.3.1] shall be applied with corrosion-
resistant fasteners in accordance with the manufac-
turer's installation instructions. Fasteners are to be
applied along the overlap not farther apart than 36
inches (914 mm) on center.
Underlayment installed where V asd , in accordance
with Section 1609.3.1, equals or exceeds 120 mph (54
m/s) shall comply with ASTM D 226 Type II or ASTM
D 4869 Type IV. The underlayment shall be attached
in a grid pattern of 12 inches (305 mm) between side
laps with a 6-inch (152 mm) spacing at the side laps.
Underlayment shall be applied in accordance with the
manufacturer's installation instructions except all laps
shall be a minimum of 4 inches (102 mm). Underlay-
ment shall be attached using metal or plastic cap nails
with a head diameter of not less than 1 inch (25 mm)
with a thickness of at least 32-gauge [0.0134 inch (0.34
mm)] sheet metal. The cap nail shank shall be a mini-
mum of 12 gauge [0.105 inch (2.67 mm)] with a length
to penetrate through the roof sheathing or a minimum
of 3 / 4 inch (19.1 mm) into the roof sheathing.
Exception: As an alternative, adhered underlayment
complying with ASTM D 1970 shall be permitted.
1507.7.4 Ice barrier. 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 caus-
ing 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 from the lowest edges of all roof surfaces 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.
1507.7.5 Material standards. Slate shingles shall comply
with ASTM C 406.
1507.7.6 Application. Minimum headlap for slate shin-
gles shall be in accordance with Table 1507.7.6. Slate
shingles shall be secured to the roof with two fasteners per
slate.
TABLE 1507.7.6
SLATE SHINGLE HEADLAP
SLOPE
HEADLAP
(inches)
4:12 < slope < 8:12
4
8:12 < slope < 20:12
3
slope > 20:12
2
For SI: 1 inch = 25.4 mm.
1507.7.7 Flashing. Flashing and counterflashing shall be
made with sheet metal. Valley flashing shall be a mini-
mum 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 (102 mm) strip of
felt set in plastic cement and extending 1 inch (25 mm)
above the first felt and a top coating of plastic cement. The
felt shall extend over the base flashing 2 inches (51 mm).
1507.8 Wood shingles. The installation of wood shingles
shall comply with the provisions of this section and Table
1507.8.
1507.8.1 Deck requirements. Wood shingles shall be
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 expo-
sure 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
possibility 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.
1507.8.3.1 Underlayment and high wind. Underlay-
ment applied in areas subject to high winds [V md greater
than 110 mph (49 m/s) as determined in accordance
with Section 1609.3.1] shall be applied with corrosion-
resistant fasteners in accordance with the manufac-
turer's installation instructions. Fasteners are to be
applied along the overlap not farther apart than 36
inches (914 mm) on center.
Underlayment installed where V md , in accordance
with Section 1609.3.1, equals or exceeds 120 mph (54
m/s) shall comply with ASTM D 226 Type II or ASTM
D 4869 Type IV. The underlayment shall be attached
in a grid pattern of 12 inches (305 mm) between side
laps with a 6-inch (152 mm) spacing at the side laps.
Underlayment shall be applied in accordance with the
manufacturer's installation instructions except all laps
shall be a minimum of 4 inches (102 mm). Underlay-
ment shall be attached using metal or plastic cap nails
with a head diameter of not less than 1 inch (25 mm)
with a thickness of at least 32-gauge [0.0134 inch (0.34
mm)] sheet metal. The cap nail shank shall be a mini-
mum of 12 gauge [0.105 inch (2.67 mm)] with a length
to penetrate through the roof sheathing or a minimum
of % inch (19.1 mm) into the roof sheathing.
Exception: As an alternative, adhered underlayment
complying with ASTM D 1970 shall be permitted.
324
2012 INTERNATIONAL BUILDING CODE®
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
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 1 2 units horizontal
(3:12) or greater.
Wood shakes shall be installed on slopes of
four units vertical in 12 units horizontal (4: 12)
or greater.
2. Deck requirement
Temperate climate
Shingles shall be applied to roofs with solid or
spaced sheathing. Where spaced sheathing is
used, sheathing boards shall not be less than 1"
x 4" nominal dimensions and shall be spaced
on center equal to the weather exposure to
coincide with the placement of fasteners.
Shakes shall be applied to roofs with solid or
spaced sheathing. Where spaced sheathing is
used, sheathing boards shall not be less than 1"
x 4" nominal dimensions and shall be spaced
on center equal to the weather exposure to
coincide with the placement of fasteners.
When 1" x 4" spaced sheathing is installed at
10 inches, boards must be installed between
the sheathing boards.
In areas where the average daily temperature
in January is 25°F or less or where there is a
possibility of ice forming along the eaves
causing a backup of water.
Solid sheathing required.
Solid sheathing is required.
3. Interlayment
No requirements.
Interlayment shall comply with ASTM D 226,
Type 1.
4. Underlayment
Temperate climate
Underlayment shall comply with ASTM D
226, Type 1.
Underlayment shall comply with ASTM D
226, Type 1.
In areas where there is a possibility of ice
forming along the eaves causing a backup of
water.
An ice barrier that consists of at least two lay-
ers 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 barrier that consists of at least two lay-
ers of underlayment cemented together or of a
self-adhering polymer-modified bitumen sheet
shall extend from the lowest edges of all roof
surfaces to a point at least 24 inches inside the
exterior wall line of the building.
5. Application
Attachment
Fasteners for wood shingles shall be hot-
dipped galvanized or Type 304 (Type 3 16 for
coastal areas) stainless steel 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 hot-dipped
galvanized or Type 304 (Type 316 for coastal
areas) 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 1507.8.7.
Weather exposures shall not exceed those set
forth in Table 1507.9.8.
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 taper sawn shakes of naturally
durable wood and shall be 0.25 to 0.375 inch
for preservative-treated taper sawn shakes.
Flashing
In accordance with Section 1507.8.8.
In accordance with Sectionl 507.9.9.
For SI: 1 inch = 25.4 mm, °C = [(°F) - 32]/l .8.
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325
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
1507.8.4 Ice barrier. In areas where there has been a his-
tory 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 lowest edges of
all roof surfaces 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.
1507.8.5 Material standards. Wood shingles shall be of
naturally durable wood and comply with the requirements
of Table 1507.8.5.
TABLE 1507.8.5
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
1507.8.6 Attachment. Fasteners for wood shingles shall
be corrosion resistant with a minimum penetration of 3 / 4
inch (19.1 mm) into the sheathing. For sheathing less than
V, inch (12.7 mm) in thickness, the fasteners shall extend
through the sheathing. Each shingle shall be attached with
a minimum of two fasteners.
1507.8.7 Application. Wood shingles shall be laid with a
side lap not less than 1 V 2 inches (38 mm) between joints in
adjacent courses, and not be in direct alignment in alter-
nate courses. Spacing between shingles shall be V 4 to 3 / 8
inches (6.4 to 9.5 mm). Weather exposure for wood shin-
gles shall not exceed that set in Table 1507.8.7.
TABLE 1507.8.7
WOOD SHINGLE WEATHER EXPOSURE AND ROOF SLOPE
ROOFING MATERIAL
LENGTH
(inches)
GRADE
EXPOSURE (inches)
3:12 pitch
to < 4:12
4:12 pitch
or steeper
Shingles of naturally
durable wood
16
No. 1
No. 2
No. 3
3.75
3.5
3
5
4
3.5
18
No. 1
No. 2
No. 3
4.25
4
3.5
5.5
4.5
4
24
No. 1
No. 2
No. 3
5.75
5.5
5
7.5
6.5
5.5
For SI: 1 inch = 25.4 mm.
1507.8.8 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 11
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 flash-
ing shall have an end lap of not less than 4 inches (102
mm). For roof slopes of three units vertical in 12 units hor-
izontal (25-percent 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 possibility 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 poly-
mer-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 solid or spaced sheathing. Where spaced sheath-
ing is used, sheathing boards shall not be less than 1-inch
by 4-inch (25 mm by 102 mm) nominal dimensions and
shall be spaced on centers equal to the weather exposure to
coincide with the placement of fasteners. Where Finch by
4-inch (25 mm by 102 mm) spaced sheathing is installed
at 10 inches (254 mm) o.c, additional 1-inch by 4-inch (25
mm by 102 mm) boards shall be installed between the
sheathing boards.
1507.9.1.1 Solid sheathing required. Solid sheathing
is required in areas where the average daily temperature
in January is 25°F (-4°C) or less or where there is a
possibility 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.
1507.9.3.1 Underlayment and high wind. Underlay-
ment applied in areas subject to high winds [V md greater
than 1 1 mph (49 m/s) as determined in accordance
with Section 1609.3.1] shall be applied with corrosion-
resistant fasteners in accordance with the manufac-
turer's installation instructions. Fasteners are to be
applied along the overlap not farther apart than 36
inches (914 mm) on center.
Underlayment installed where V usd , in accordance
with Section 1609.3.1, equals or exceeds 120 mph (54
m/s) shall comply with ASTM D 226 Type II or ASTM
D 4869 Type IV. The underlayment shall be attached
in a grid pattern of 12 inches (305 mm) between side
laps with a 6-inch (152 mm) spacing at the side laps.
Underlayment shall be applied in accordance with the
manufacturer's installation instructions except all laps
shall be a minimum of 4 inches (102 mm). Underlay-
ment shall be attached using metal or plastic cap nails
with a head diameter of not less than 1 inch (25 mm)
with a thickness of at least 32-gauge [0.0134 inch (0.34
mm)] sheet metal. The cap nail shank shall be a mini-
mum of 12 gauge [0.105 inch (2.67 mm)] with a length
326
2012 INTERNATIONAL BUILDING CODE" 5
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
to penetrate through the roof sheathing or a minimum
of % inch (19.1 mm) into the roof sheathing.
Exception: As an alternative, adhered underlayment
complying with ASTM D 1970 shall be permitted.
1507.9.4 Ice barrier. In areas where there has been a his-
tory 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 lowest edges of
all roof surfaces 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.
1507.9.5 Interlayment. Interlayment shall comply with
ASTM D 226, Type I.
1507.9.6 Material standards. Wood shakes shall comply
with the requirements of Table 1507.9.6.
TABLE 1507.9.6
WOOD SHAKE (MATERIAL REQUIREMENTS
MATERIAL
MINIMUM
GRADES
APPLICABLE
GRADING
RULES
Wood shakes of naturally durable wood
1
CSSB
Taper sawn shakes of naturally durable
wood
lor 2
CSSB
Preservative-treated shakes and shingles of
naturally durable wood
1
CSSB
Fire-retardant-treated shakes and shingles
of naturally durable wood
1
CSSB
Preservative- treated taper sawn shakes of
Southern pine treated in accordance with
AWPA Ul (Commodity Specification A,
Use Category 3B and Section 5.6)
1 or 2
TFS
CSSB = Cedar Shake and Shingle Bureau.
TFS = Forest Products Laboratory of the Texas Forest Services.
1507.9.7 Attachment. Fasteners for wood shakes shall be
corrosion resistant with a minimum penetration of 3 / 4 inch
(19.1 mm) into the sheathing. For sheathing less than V 2
inch (12.7 mm) in thickness, the fasteners shall extend
through the sheathing. Each shake shall be attached with a
minimum of two fasteners.
1507.9.8 Application. Wood shakes shall be laid with a
side lap not less than l l / 2 inches (38 mm) between joints in
adjacent courses. Spacing between shakes in the same
course shall be 3 / g to 5 / s inches (9.5 to 15.9 mm) for shakes
and taper sawn shakes of naturally durable wood and shall
be 7 4 to 3 / 8 inch (6.4 to 9.5 mm) for preservative taper
sawn shakes. Weather exposure for wood shakes shall not
exceed those set in Table 1507.9.8.
1507.9.9 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 11
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 flash-
ing shall have an end lap of not less than 4 inches (102
mm). For roof slopes of three units vertical in 1 2 units hor-
izontal (25-percent 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 1 970, 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 solidly cemented to the roofing
underlayment for slopes under seven units vertical in 12
units horizontal (58-percent slope) or self-adhering poly-
mer-modified bitumen sheet shall be installed.
1507.10 Built-up roof's. 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 hori-
zontal (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 or UL55A. §
1507.11 Modified bitumen roofing. The installation of mod-
ified bitumen roofing shall comply with the provisions of this
section.
1507.11.1 Slope. Modified bitumen membrane roofs shall
have a design slope of a minimum of one-fourth unit verti-
cal 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, ASTM D 6298 or ASTM D 6509.
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.
1507.12.3 Ballasted thermoset low-slope roofs. Bal-
lasted thermoset low-slope roofs (roof slope < 2: 1 2) shall
be installed in accordance with this section and Section
1504.4. Stone used as ballast shall comply with ASTM D
448.
2012 INTERNATIONAL BUILDING CODE®
327
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 D 1227; D 2823;
D 2824; 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 (perfo-
rated)
ASTM D 226
Asphalt used in roofing
ASTM D 312
Coal-tar cements used in roofing
ASTM D 4022; D 5643
Coal-tar saturated organic felt
ASTM D 227
Coal-tar pitch used in roofing
ASTM D 450; Type I or II
Coal-tar primer used in roofing,
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
1507.13 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.
1507.13.3 Ballasted thermoplastic low-slope roofs. Bal-
lasted thermoplastic low-slope roofs (roof slope < 2:12)
shall be installed in accordance with this section and Sec-
tion 1504.4. Stone used as ballast shall comply with
ASTM D448.
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 verti-
cal in 12 units horizontal (2-percent slope) for drainage.
1507.14.2 Material standards. Spray-applied polyure-
thane foam insulation shall comply with Type III or IV as
defined in 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 Table 1507.14.3 shall be applied no less than 2
hours nor more than 72 hours following the application of
the foam.
TABLE 1507.14.3
PROTECTIVE COATING MATERIAL STANDARDS
MATERIAL
Acrylic coating
Silicone coating
Moisture-cured polyurethane coating
STANDARD
ASTM D 6083
ASTM D 6694
ASTM D 6947
1507.14.4 Foam plastics. Foam plastic materials and
installation shall comply with Chapter 26.
1507.15 Liquid-applied roofing. The installation of liquid-
applied roofing shall comply with the provisions of this sec-
tion.
1507.15.1 Slope. Liquid-applied roofing 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 roofing
shall comply with ASTM C 836, ASTM C 957, ASTM D
1227 or ASTM D 3468, ASTM D 6083, ASTM D 6694 or
ASTM D 6947.
1507.16 Roof gardens and landscaped roofs. Roof gardens
and landscaped roofs shall comply with the requirements of
this chapter and Sections 1607.12.3 and 1607.12.3.1 and the
International Fire Code.
1507.16.1 Structural fire resistance. The structural
frame and roof construction supporting the load imposed
upon the roof by the roof gardens or landscaped roofs shall
comply with the requirements of Table 601.
1507.17 Photovoltaic modules/shingles. The installation of
photovoltaic modules/shingles shall comply with the provi-
sions of this section.
1507.17.1 Material standards. Photovoltaic modules/
shingles shall be listed and labeled in accordance with UL
1.703.
1507.17.2 Attachment. Photovoltaic modules/shingles
shall be attached in accordance with the manufacturer's
installation instructions.
1507.17.3 Wind resistance. Photovoltaic modules/shin-
gles shall be tested in accordance with procedures and
acceptance criteria in ASTM D 3161. Photovoltaic mod-
ules/shingles shall comply with the classification require-
ments of Table 1507.2.7.1(2) for the appropriate
maximum nominal design wind speed. Photovoltaic mod-
ules/shingle packaging shall bear a label to indicate com-
pliance with the procedures in ASTM D 3161 and the
required classification from Table 1507.2.7.1(2).
328
2012 INTERNATIONAL BUILDING CODE 8
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
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 f'iberboard. Cellulosic fiberboard
roof insulation shall conform to the material and installa-
tion requirements of Chapter 23.
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
ASTMC 1289, Type III, IV,
VorVI
Expanded polystyrene
ASTM C 578
Extruded polystyrene board
ASTM C 578
Mineral fiber insulation board
ASTM C 726
Perlite board
ASTM C 728
Polyisocyanurate board
ASTM C 1289, Type I or Type II
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. Penthouses in compliance with Sections
1509.2.1 through 1509.2.5 shall be considered as a portion of
the story directly below the roof deck on which such pent-
houses are located. All other penthouses shall be considered
as an additional story of the building.
1509.2.1 Height above roof deck. Penthouses con-
structed on buildings of other than Type I construction
shall not exceed 18 feet (5486 mm) in height above the
roof deck as measured to the average height of the roof of
the penthouse.
Exceptions:
1.
2.
Where used to enclose tanks or elevators that
travel to the roof level, penthouses shall be per-
mitted to have a maximum height of 28 feet
(8534 mm) above the roof deck.
Penthouses located on the roof of buildings of
Type I construction shall not be limited in height.
1509.2.2 Area limitation. The aggregate area of pent-
houses and other enclosed rooftop structures shall not
exceed one-third the area of the supporting roof deck.
Such penthouses and other enclosed rooftop structures
shall not be required to be included in determining the
building area or number of stories as regulated by Section
503.1. The area of such penthouses shall not be included
in determining the fire area specified in Section 901.7.
1509.2.3 Use limitations. Penthouses shall not be used for
purposes other than the shelter of mechanical or electrical
equipment, tanks, or vertical shaft openings in the roof
assembly.
1509.2.4 Weather protection. Provisions such as louvers,
louver blades or flashing shall be made to protect the
mechanical and electrical equipment and the building inte-
rior from the elements.
1509.2.5 Type of construction. Penthouses shall be con-
structed with walls, floors and roofs as required for the
type of construction of the building on which such pent-
houses are built.
Exceptions:
1 . On buildings of Type I construction, the exterior
walls and roofs of penthouses with afire separa-
tion distance greater than 5 feet (1524 mm) and
less than 20 feet (6096 mm) shall be permitted to
have not less than a 1-hour fire-resistance rating.
The exterior walls and roofs of penthouses with a
fire separation distance of 20 feet (6096 mm) or
greater shall not be required to have a fire-resis-
tance rating.
2. On buildings of Type I construction two stories
or less in height above grade plane or of Type II
construction, the exterior walls and roofs of pent-
houses with a fire separation distance greater
than 5 feet (1524 mm) and less than 20 feet (6096
mm) shall be permitted to have not less than a 1-
hour fire-resistance rating or a lesser fire-resis-
tance rating as required by Table 602 and be con-
structed of fire-retardant-treated wood. The
exterior walls and roofs of penthouses with a fire
separation distance of 20 feet (6096 mm) or
greater shall be permitted to be constructed of
fire-retardant-treated wood and shall not be
required to have a fire-resistance rating. Interior
framing and walls shall be permitted to be con-
structed of fire-retardant-treated wood.
3. On buildings of Type III, IV or V construction,
the exterior walls of penthouses with a fire sepa-
ration distance greater than 5 feet (1524 mm) and
less than 20 feet (6096 mm) shall be permitted to
have not less than a 1-hour fire-resistance rating
or a lesser fire-resistance rating as required by
Table 602. On buildings of Type III, IV or VA
construction, the exterior walls of penthouses
with a fire separation distance of 20 feet (6096
mm) or greater shall be permitted to be of Type
IV or noncombustible construction or fire-retar-
2012 INTERNATIONAL BUILDING CODE®
329
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
Idant-treated wood and shall not be required to
have a fire-resistance rating.
1509.3 Tanks. Tanks having a capacity of more than 500 gal-
| Ions (2 m 3 ) located on the roof deck of a building shall be
supported on masonry, reinforced concrete, steel or Type IV
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 IA construction.
11509.3.1 Valve and drain. In the bottom or on the side
near the bottom of the tank, a pipe or outlet, fitted with a
suitable quick-opening valve for discharging the contents
| into a drain in an emergency shall be provided.
1509.3.2 Location. Tanks shall not be placed over or near
| a stairway 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
covers sloping toward the perimeter of the tanks.
1509.4 Cooling towers. Cooling towers located on the roof
deck of a building and greater than 250 square feet (23.2 m 2 )
in base area or greater than 15 feet (4572 mm) in height
above the roof deck, as measured to the highest point on the
cooling tower, where the roof is greater than 50 feet (15 240
mm) in height above grade plane shall be constructed of non-
combustible materials. The base area of cooling towers shall
not exceed one-third the area of the supporting roof deck.
Exception: Drip boards and the enclosing construction
shall be permitted to be of wood not less than 1 inch (25
mm) nominal thickness, provided the wood is covered on
the exterior of the tower with noncombustible material.
1509.5 Towers, spires, domes and cupolas. Towers, spires,
domes and cupolas shall be of a type of construction having
fire-resistance ratings not less than required for the building
on top of which such tower, spire, dome or cupola is built.
Towers, spires, domes and cupolas greater than 85 feet (25
908 mm) in height above grade plane as measured to the
highest point on such structures, and either greater than 200
square feet (18.6 m 2 ) in horizontal area or used for any pur-
pose other than a belfry or an architectural embellishment,
shall be constructed of and supported on Type I or II con-
struction.
1509.5.1 Noncombustible construction required. Tow-
ers, spires, domes and cupolas greater than 60 feet (18 288
mm) in height above the highest point at which such struc-
ture contacts the roof as measured to the highest point on
such structure, or that exceeds 200 square feet (18.6 m 2 ) in
area at any horizontal section, or which is intended to be
used for any purpose other than a belfry or architectural
embellishment, or is located on the top of a building
greater than 50 feet (1524 mm) in building height shall be
constructed of and supported by noncombustible materials
and shall be separated from the building below by con-
struction having a fire-resistance rating of not less than 1 .5
hours with openings protected in accordance with Section
712. Such structures located on the top of a building
greater than 50 feet (15 240 mm) in building height shall
be supported by noncombustible construction.
1509.5.2 Towers and spires. Enclosed towers and spires
shall have exterior walls constructed as required for the
building on top of which such towers and spires are built.
The roof covering of spires shall not be less than the same
class of roof covering required for the building on top of
which the spire is located.
1509.6 Mechanical equipment screens. Mechanical equip-
ment screens shall be constructed of the materials specified
for the exterior walls in accordance with the type of construc-
tion of the building. Where the fire separation distance is
greater than 5 feet (1524 mm), mechanical equipment screens
shall not be required to comply with the fire-resistance rating
requirements.
1509.6.1 Height limitations. Mechanical equipment
screens shall not exceed 18 feet (5486 mm) in height
above the roof deck, as measured to the highest point on
the mechanical equipment screen.
Exception: Where located on buildings of Type IA
construction, the height of mechanical equipment
screens shall not be limited.
1509.6.2 Types I, II, III and IV construction. Regardless
of the requirements in Section 1509.6, mechanical equip-
ment screens shall be permitted to be constructed of com-
bustible materials where located on the roof decks of
building of Type I, II, III or IV construction in accordance
with any one of the following limitations:
1. The fire separation distance shall not be less than 20
feet (6096 mm) and the height of the mechanical
equipment screen above the roof deck shall not
exceed 4 feet (1219 mm) as measured to the highest
point on the mechanical equipment screen.
2. The fire separation distance shall not be less than 20
feet (6096 mm) and the mechanical equipment
screen shall be constructed of fire-retardant-treated
wood complying with Section 2303.2 for exterior
installation.
3. Where exterior wall covering panels are used, the
panels shall have a flame spread index of 25 or less
when tested in the minimum and maximum thick-
nesses intended for use with each face tested inde-
pendently in accordance with ASTM E 84 or UL
723. The panels shall be tested in the minimum and
maximum thicknesses intended for use in accor-
dance with, and shall comply with the acceptance
criteria of, NFPA 285 and shall be installed as
tested. Where the panels are tested as part of an exte-
rior wall assembly in accordance with NFPA 285,
the panels shall be installed on the face of the
mechanical equipment screen supporting structure in
the same manner as they were installed on the tested
exterior wall assembly.
1509.6.3 Type V construction. The height of mechanical
equipment screens located on the roof decks of buildings
of Type V construction, as measured from grade plane to
the highest point on the mechanical equipment screen,
shall be permitted to exceed the maximum building height
330
2012 INTERNATIONAL BUILDING CODE®
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
allowed for the building by other provisions of this code
where complying with any one of the following limita-
tions, provided the fire separation distance is greater than
5 feet (1524 mm):
1. Where the fire separation distance is not less than 20
feet (6096 mm), the height above grade plane of the
mechanical equipment screen shall not exceed 4 feet
(1219 mm) more than the maximum building height
allowed;
2. The mechanical equipment screen shall be con-
structed of noncombustible materials;
3. The mechanical equipment screen shall be con-
structed of fire-retardant-treated wood complying
with Section 2303.2 for exterior installation; or
4. Where the fire separation distance is not less than 20
feet (6096 mm), the mechanical equipment screen
shall be constructed of materials having a flame
spread index of 25 or less when tested in the mini-
mum and maximum thicknesses intended for use
with each face tested independently in accordance
with ASTM E 84 or UL 723.
1509.7 Photovoltaic systems. Rooftop mounted photovoltaic
systems shall be designed in accordance with this section.
1509.7.1 Wind resistance. Rooftop mounted photovoltaic
systems shall be designed for wind loads for component
and cladding in accordance with Chapter 16 using an
effective wind area based on the dimensions of a single
unit frame.
1509.7.2 Fire classification. Rooftop mounted photovol-
taic systems shall have the same fire classification as the
roof assembly required by Section 1505.
1509.7.3 Installation. Rooftop mounted photovoltaic sys-
tems shall be installed in accordance with the manufac-
turer's installation instructions.
1509.7.4 Photovoltaic panels and modules. Photovoltaic
panels and modules mounted on top of a roof shall be
listed and labeled in accordance with UL 1703 and shall
be installed in accordance with the manufacturer's instal-
lation instructions.
1509.8 Other rooftop structures. Rooftop structures not
regulated by Sections 1509.2 through 1509.7 shall comply
with Sections 1509.8.1 through 1509.8.5 as applicable.
1509.8.1 Aerial supports. Aerial supports shall be con-
structed of noncombustible materials.
Exception: Aerial supports not greater than 12 feet
(3658 mm) in height as measured from the roof deck to
the highest point on the aerial supports shall be permit-
ted to be constructed of combustible materials.
1509.8.2 Bulkheads. Bulkheads used for the shelter of
mechanical or electrical equipment or vertical shaft open-
ings in the roof assembly shall comply with Section
1509.2 as penthouses. Bulkheads used for any other pur-
pose shall be considered as an additional story of the
building.
1509.8.3 Dormers. Dormers shall be of the same type of
construction as required for the roof in which such dor-
mers are located or the exterior walls of the building.
1509.8.4 Fences. Fences and similar structures shall com-
ply with Section 1509.6 as mechanical equipment screens.
1509.8.5 Flagpoles. Flagpoles and similar structures shall
not be required to be constructed of noncombustible mate-
rials and shall not be limited in height or number.
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 1 5.
Exception: Reroofing shall not be required to meet the
minimum 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 cover-
ings shall not be installed without first removing all existing
layers of roof coverings down to the roof deck 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 addi-
tional 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.
4. Where the existing roof assembly includes an ice
barrier membrane that is adhered to the roof deck,
the existing ice barrier membrane shall be permitted
to remain in place and covered with an additional
2012 INTERNATIONAL BUILDING CODE®
331
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
layer of ice barrier membrane in accordance with
Section 1507.
1510.4 Roof recovering. Where the application of a new roof
covering over wood shingle or shake roofs creates a combus-
tible concealed space, the entire existing surface shall be cov-
ered 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 rein-
stalled. Existing vent flashing, metal edgings, drain outlets,
collars and metal counterflashings shall not be reinstalled
where rusted, damaged or deteriorated. Aggregate surfacing
materials shall not be reinstalled.
1510.6 Flashings. Flashings shall be reconstructed in accor-
dance with approved manufacturer's installation instructions.
Metal flashing to which bituminous materials are to be
adhered shall be primed prior to installation.
SECTION 1511
SOLAR PHOTOVOLTAIC PANELS/MODULES
1511.1 Solar photovoltaic panels/modules. Solar photovol-
taic panels/modules installed upon a roof or as an integral
part of a roof assembly shall comply with the requirements of
this code and the International Fire Code.
1511.1.1 Structural fire resistance. The structural frame
and roof construction supporting the load imposed upon
the roof by the photovoltaic panels/modules shall comply
with the requirements of Table 601.
332 2012 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 terms are defined in Chap-
ter 2:
ALLOWABLE STRESS DESIGN.
DEAD LOADS.
DESIGN STRENGTH.
DIAPHRAGM.
Diaphragm, blocked.
Diaphragm boundary.
Diaphragm chord.
Diaphragm flexible.
Diaphragm, rigid.
DURATION OF LOAD.
ESSENTIAL FACILITIES.
FABRIC PARTITION.
FACTORED LOAD.
(HELIPAD.
ICE-SENSITIVE STRUCTURE.
IMPACT LOAD.
LIMIT STATE.
I LIVE LOAD.
LIVE LOAD (ROOF).
LOAD AND RESISTANCE FACTOR DESIGN (LRFD).
LOAD EFFECTS.
LOAD FACTOR.
LOADS.
NOMINAL LOADS.
OTHER STRUCTURES.
PANEL (PART OF A STRUCTURE).
RESISTANCE FACTOR.
| RISK CATEGORY.
STRENGTH, NOMINAL.
STRENGTH, REQUIRED.
STRENGTH DESIGN.
SUSCEPTIBLE BAY. I
VEHICLE BARRIER. I
NOTATIONS.
D = Dead load.
D i = Weight of ice in accordance with Chapter 10 of ASCE |
7.
E = Combined effect of horizontal and vertical earthquake
induced forces as defined in Section 12.4.2 of ASCE 7.
F - Load due to fluids with well-defined pressures and
maximum heights.
F a = Flood load in accordance with Chapter 5 of ASCE 7.
H - Load due to lateral earth pressures, ground water
pressure or pressure of bulk materials.
L = Roof live load greater than 20 psf (0.96 kN/m 2 ) and
floor live load.
L r = Roof live load of 20 psf (0.96 kN/m 2 ) or less.
R = Rain load.
S = Snow load.
T = Self-straining load.
y aK/ = Nominal design wind speed (3-second gust), miles per
hour (mph) (km/hr) where applicable.
V all - Ultimate design wind speeds (3-second gust), miles per
hour (mph) (km/hr) determined from Figures 1609 A,
1609B, or 1609C or ASCE 7.
W = Load due to wind pressure.
W, = Wind-on-ice in accordance with Chapter 10 of ASCE
7.
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 1603.1.9 shall
be indicated 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, P g .
3. Ultimate design wind speed, V ull , (3-second gust),
miles per hour (mph) (km/hr) and nominal design
wind speed, V aH/ , as determined in accordance with
Section 1609.3.1 and wind exposure.
2012 INTERNATIONAL BUILDING CODE®
333
STRUCTURAL DESIGN
4. Seismic design category and site class.
5. Flood design data, if located in flood hazard areas
established in Section 1612.3.
6. Design load-bearing values of soils.
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 reduc-
tion in accordance with Section 1607.10 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 1607.12).
1603.1.3 Roof snow load data. The ground snow load, P ,
shall be indicated. In areas where the ground snow load,
P s , exceeds 10 pounds per square foot (psf) (0.479 kN/m 2 ),
the following additional information shall also be pro-
vided, regardless of whether snow loads govern the design
of the roof:
1 . Flat-roof snow load, P f .
2. Snow exposure factor, C e .
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 wind loads govern the design of the lateral force-
resisting system of the structure:
1. Ultimate design wind speed, V ull , (3-second gust),
miles per hour (km/hr) and nominal design wind
speed, V w , as determined in accordance with Sec-
tion 1609.3.1.
2. Risk category.
3. Wind exposure.Where more than one wind exposure
is utilized, the wind exposure and applicable wind
direction shall be indicated.
4. The applicable internal pressure coefficient.
5. Components and cladding. The design wind pres-
sures in terms of psf (kN/m 2 ) to be used for the
design of exterior component and cladding materials
not specifically designed by the registered design
professional.
1603.1.5 Earthquake design data. The following infor-
mation related to seismic loads shall be shown, regardless
of whether seismic loads govern the design of the lateral
force-resisting system of the structure:
1 . Risk category.
2. Seismic importance factor, l e .
3. Mapped spectral response acceleration parameters,
S s and Sj.
4. Site class.
5. Design spectral response acceleration parameters,
S os and V
6. Seismic design category.
7. Basic seismic force-resisting system(s).
8. Design base shear(s).
9. Seismic response coefficient(s), C s .
10. Response modification coefficient(s), R.
1 1 . Analysis procedure used.
1603.1.6 Geotechnical information. The design load-
bearing values of soils shall be shown on the construction
documents.
1603.1.7 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 fol-
lowing information, referenced to the datum on the com-
munity'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 flood proofed.
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.
1603.1.8 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.
1603.1.9 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 1705.11 by the regis-
tered design professional responsible for their design and
shall be submitted for approval in accordance with Section
107.1. Reference to seismic standards in lieu of detailed
drawings is acceptable.
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 meth-
ods, as permitted 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
without exceeding the appropriate strength limit states for the
materials of construction. Alternatively, buildings and other
structures, and parts thereof, shall be designed and con-
structed to support safely the nominal loads in load combina-
tions defined in this code without exceeding the appropriate
specified allowable stresses for the materials of construction.
334
2012 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
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 12.12.1 of ASCE 7
for 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.
1604.3.3 Steel. The deflection of steel structural members
shall not exceed that permitted by AISC 360, AISI S100,
ASCE 8, SJI CJ-1.0, SJI JG-1.1, SJI K-l.l or SJI LH/
DLH-1.1, as applicable.
1604.3.4 Masonry. The deflection of masonry structural
members shall not exceed that permitted by TMS 402/ ACI
530/ASCE 5.
1604.3.5 Aluminum. The deflection of aluminum struc-
tural members shall not exceed that permitted by AA
ADM1.
1604.3.6 Limits. The deflection limits of Section 1604.3.1
shall be used unless more restrictive deflection limits are
required by a referenced standard for the element or finish
material.
1604.4 Analysis. Load effects on structural members and
their connections shall be determined by methods of struc-
tural analysis that take into account equilibrium, general sta-
bility, geometric 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 anal-
ysis the added eccentricities expected to occur during their
service life.
Any system or method of construction to be used shall be
based on a rational analysis in accordance with well-estab-
lished principles of mechanics. Such analysis shall result in a
system that provides a complete load path capable of transfer-
ring loads from their point of origin to the load-resisting ele-
ments.
The total lateral force shall be distributed to the various
vertical elements of the lateral force-resisting system in pro-
portion to their rigidities, considering the rigidity of the hori-
zontal bracing system or diaphragm. Rigid elements assumed
not to be a part of the lateral force-resisting system are per-
mitted 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 per-
mitted to be analyzed as flexible, provisions shall be made for
the increased forces induced on resisting elements of the
TABLE 1604.3
DEFLECTION LIMITS* "'
CONSTRUCTION
L
Sor W'
D + L"- 9
Roof members:'
Supporting plaster or stucco ceiling
Supporting nonplaster ceiling
Not supporting ceiling
1/360
1/240
//180
Z/360
//240
Z/180
Z/240
in so
Z/120
Floor members
//360
—
Z/240
Exterior walls and interior partitions:
With plaster or stucco finishes
With other brittle finishes
With flexible finishes
—
Z/360
Z/240
Z/120
—
Farm buildings
—
—
Z/180
Greenhouses
—
—
Z/120
For SI
a
1 foot = 304.8 mm.
For structural roofing and siding made of formed metal sheets, the total load deflection shall not exceed //60. For secondary roof structural members
supporting formed metal roofing, the live load deflection shall not exceed Z/150. For secondary wall members supporting formed metal siding, the design
wind load deflection shall not exceed Z/90. For roofs, this exception only applies when the metal sheets have no roof covering.
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 1607.14.
See Section 2403 for glass supports.
For wood structural members having a moisture content of less than 1 6 percent 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.
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 Section 1 503.4 for roof drainage requirements.
The wind load is permitted to be taken as 0.42 times the "component and cladding" loads for the purpose of determining deflection limits herein.
For steel structural members, the dead load shall be taken as zero.
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 Z/60. For continuous aluminum structural members
supporting edge of glass, the total load deflection shall not exceed //1 75 for each glass lite or Z/60 for the entire length of the member, whichever is more
stringent. For aluminum sandwich panels used in roofs or walls of sunroom additions or patio covers, the total load deflection shall not exceed III 20.
For cantilever members, / shall be taken as twice the length of the cantilever.
2012 INTERNATIONAL BUILDING CODE®
335
STRUCTURAL DESIGN
structural system resulting from torsion due to eccentricity
between the center of application of the lateral forces and the
center of rigidity 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 Risk category. Each building and structure shall be
assigned a risk category in accordance with Table 1604.5.
Where a referenced standard specifies an occupancy cate-
gory, the risk category shall not be taken as lower than the
occupancy category specified therein.
1604.5.1 Multiple occupancies. Where a building or
structure is occupied by two or more occupancies not
included in the same risk category, it shall be assigned the
classification of the highest risk category corresponding to
the various occupancies. Where buildings or structures
have two or more portions that are structurally separated,
each portion shall be separately classified. Where a sepa-
rated portion of a building or structure provides required
TABLE 1604.5
RISK CATEGORY OF BUILDINGS AND OTHER STRUCTURES
RISK CATEGORY
II
111
NATURE OF OCCUPANCY
Buildings and other structures that represent a low hazard to human life in the event of failure, including but not limited to:
• Agricultural facilities.
• Certain temporary facilities.
• Minor storage facilities.
Buildings and other structures except those listed in Risk Categories I, III and IV
Buildings and other structures that represent a substantial hazard to human life in the event of failure, including but not
limited to:
• Buildings and other structures whose primary occupancy is public assembly with an occupant load greater than 300.
• Buildings and other structures containing elementary school, secondary school or day care facilities with an occupa load
greater than 250.
• Buildings and other structures containing adult education facilities, such as colleges and universities, with an
occupant load greater than 500.
• Group 1-2 occupancies with an occupant load of 50 or more resident care recipients but not having surgery or
emergency treatment facilities.
• Group 1-3 occupancies.
• Any other occupancy with an occupant load greater than 5,000 a .
• Power-generating stations, water treatment facilities for potable water, waste water treatment facilities and other public
utility facilities not included in Risk Category IV.
• Buildings and other structures not included in Risk Category IV containing quantities of toxic or explosive materials
that:
Exceed maximum allowable quantities per control area as given in Table 307.1(1) or 307.1(2) or per outdoor control
area in accordance with the International Fire Code; and
Are sufficient to pose a threat to the public if released b .
IV
Buildings and other structures designated as essential facilities, including but not limited to:
• Group 1-2 occupancies having surgery or emergency treatment facilities.
• Fire, rescue, ambulance and police stations and emergency vehicle garages.
• Designated earthquake, hurricane or other emergency shelters.
• Designated emergency preparedness, communications and operations centers and other facilities required for
emergency response.
• Power-generating stations and other public utility facilities required as emergency backup facilities for Risk Category
IV structures.
• Buildings and other structures containing quantities of highly toxic materials that:
Exceed maximum allowable quantities per control area as given in Table 307.1(2) or per outdoor control area in
accordance with the International Fire Code; and
Are sufficient to pose a threat to the public if released b .
• Aviation control towers, air traffic control centers and emergency aircraft hangars.
• Buildings and other structures having critical national defense functions.
» Water storage facilities and pump structures required to maintain water pressure for fire suppression.
For purposes of occupant load calculation, occupancies required by Table 1004.1 .2 to use gross floor area calculations shall be permitted to use net floor areas
to determine the total occupant load.
Where approved by the building official, the classification of buildings and other structures as Risk Category III or IV based on their quantit.es of toxic
highly tox.c or explosive materials is permitted to be reduced to Risk Category II, provided it can be demonstrated by a hazard assessment in accordance with
section 1 .5 J of ASCE 7 that a release of the toxic, highly toxic or explosive materials is not sufficient to pose a threat to the public.
336
2012 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
access to, required egress from or shares life safety com-
ponents with another portion having a higher risk cate-
gory, both portions shall be assigned to the higher risk
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. Engi-
neering analysis and load tests shall be conducted in accor-
dance with Section 1709.
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 referenced standards, or alternative test procedures
in accordance with Section 1707, shall be load tested in
accordance with Section 1710.
11604.8 Anchorage. Buildings and other structures, and por-
tions thereof, shall be provided with anchorage in accordance
with Sections 1604.8.1 through 1604.8.3, as applicable.
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 uplift and sliding forces that result
from the application of the prescribed loads.
1604.8.2 Structural walls. Walls that provide vertical
load-bearing resistance or lateral shear resistance for a
portion of the structure shall be anchored to the roof and to
all floors and members that provide lateral support for the
wall or that are supported by the wall. The connections
shall be capable of resisting the horizontal forces specified
in Section 1 .4.4 of ASCE 7 for walls of structures assigned
to Seismic Design Category A and to Section 12.11 of
ASCE 7 for walls of structures assigned to all other seis-
mic design categories. Required anchors in masonry walls
of hollow units or cavity walls shall be embedded in a
reinforced grouted structural element of the wall. See Sec-
tions 1609 for wind design requirements and 1613 for
earthquake design requirements.
1604.8.3 Decks. Where supported by attachment to an
exterior wall, decks shall be positively anchored to the pri-
mary structure and designed for both vertical and lateral
loads as applicable. Such attachment shall not be accom-
plished by the use of toenails or nails subject to with-
drawal. Where positive connection to the primary building
structure cannot be verified during inspection, decks shall
be self-supporting. Connections of decks with cantilevered
framing members to exterior walls or other framing mem-
bers shall be designed for both of the following:
1 . The reactions resulting from the dead load and live
load specified in Table 1607.1, or the snow load
specified in Section 1608, in accordance with Sec-
tion 1605, acting on all portions of the deck.
2. The reactions resulting from the dead load and live
load specified in Table 1607.1, or the snow load
specified in Section 1608, in accordance with Sec-
tion 1605, acting on the cantilevered portion of the
deck, and no live load or snow load on the remaining
portion of the deck.
1604.9 Counteracting structural actions. Structural mem-
bers, systems, components and cladding shall be designed to
resist forces due to earthquakes and wind, with consideration
of overturning, sliding and uplift. Continuous load paths shall
be provided for transmitting these forces to the foundation.
Where sliding 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 detailing requirements and limita-
tions prescribed in this code and ASCE 7, excluding Chapter
14 and Appendix 11 A, even when wind 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:
1. The load combinations specified in Section 1605.2,
1605.3.1 or 1605.3.2;
2. The load combinations specified in Chapters 18
through 23; and
3. The seismic load effects including overstrength factor
in accordance with Section 12.4.3 of ASCE 7 where
required by Section 12.2.5.2, 12.3.3.3 or 12.10.2.1 of
ASCE 7. With the simplified procedure of ASCE 7
Section 12.14, the seismic load effects including over-
strength factor in accordance with Section 12.14.3.2 of
ASCE 7 shall be used.
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.
Where the load combinations with overstrength factor in
Section 12.4.3.2 of ASCE 7 apply, they shall be used as fol-
lows:
1 . The basic combinations for strength design with over-
strength factor in lieu of Equations 16-5 and 16-7 in
Section 1605.2.
2. The basic combinations for allowable stress design
with overstrength factor in lieu of Equations 16-12, 16-
14 and 16-16 in Section 1605.3.1.
3. The basic combinations for allowable stress design
with overstrength factor in lieu of Equations 16-21 and
16-22 in Section 1605.3.2.
1605.1.1 Stability. Regardless of which load combina-
tions are used to design for strength, where overall struc-
ture stability (such as stability against overturning, sliding,
or buoyancy) is being verified, use of the load combina-
tions specified in Section 1605.2 or 1605.3 shall be per-
mitted. Where the load combinations specified in Section
1605.2 are used, strength reduction factors applicable to
soil resistance shall be provided by a registered design
professional. The stability of retaining walls shall be veri-
fied in accordance with Section 1807.2.3.
2012 INTERNATIONAL BUILDING CODE®
337
STRUCTURAL DESIGN
1605.2 Load combinations using strength design or load
and resistance factor design. Where strength design or load
and resistance factor design is used, buildings and other struc-
tures, and portions thereof, shall be designed to resist the
most critical effects resulting from the following combina-
tions of factored loads:
1 A(D +F) (Equation 16-1)
| 1 2(D + F) + \ .6(L + H) + 0.5(L r or S or R)
(Equation 16-2)
| l.2(D + F)+ 1.6(L,.orSor/?) + L6H + (f,L or 0.5W)
(Equation 16-3)
1 1 2(D + F) + 1 .0W +f ] L+l .6H + 0.5(L r or S or R)
(Equation 16-4)
1 2(D + F)+l.0E+ f t L + 1.6H + f 2 S (Equation 16-5)
0.9D+ 1 .0W+ 1 .6// (Equation 16-6)
0.9(0 + F) + 1 .0E+ 1 .6// (Equation 16-7)
where:
/, = 1 for places of public assembly live loads in excess of
100 pounds per square foot (4.79 kN/nf), and parking
garages; and 0.5 for other live loads.
f 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.
Exceptions:
1 . Where other factored load combinations are specifi-
cally required by other provisions of this code, such
combinations shall take precedence.
2. Where the effect of H resists the primary variable
load effect, a load factor of 0.9 shall be included
with H where H is permanent and H shall be set to
zero for all other conditions.
1605.2.1 Other loads. Where flood loads, F a , are to be
considered in the design, the load combinations of Section
2.3.3 of ASCE 7 shall be used. Where self-straining loads,
T, are considered in design, their structural effects in com-
bination with other loads shall be determined in accor-
dance with Section 2.3.5 of ASCE 7. Where an ice-
sensitive structure is subjected to loads due to atmospheric
icing, the load combinations of Section 2.3.4 of ASCE 7
shall be considered.
1605.3 Load combinations using allowable stress design.
1605.3.1 Basic load combinations. Where allowable-
stress design (working stress design), as permitted by this
code, is used, structures and portions thereof shall resist
the most critical effects resulting from the following com-
binations of loads:
(Equation 16-8
(Equation 16-9
(Equation 16-10
D + F
| D+H+F+L
D + H + F + (L r orSor R)
| D + H + F+0J5(L) + 0J5(L r orSoxR)
| D + H + F + (0.6Wox0.1E)
(Equation 16-11
(Equation 16-12
D + H + F + 0.75(0.6W) + 0.75L + 0.75(L r orSortf) |
(Equation 16-13)
D + H + F + 0.75 (0.7 E) + 0.75 L + 0.75 S
(Equation 16-14)
0.6D + 0.6W+H (Equation 16-15)
0.6(D + F) + 0JE+H (Equation 16-16)
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 2 ) or
less and roof live loads of 30 psf (1.44 kN/m 2 ) or
less need not be combined with seismic loads.
Where flat roof snow loads exceed 30 psf (1.44
kN/m 2 ), 20 percent shall be combined with seis-
mic loads.
3. Where the effect of H resists the primary variable
load effect, a load factor of 0.6 shall be included
with H where H is permanent and H shall be set
to zero for all other conditions.
4. In Equation 16-15, the wind load, W, is permitted
to be reduced in accordance with Exception 2 of
Section 2.4.1 of ASCE 7.
5. In Equation 16-16, 0.6 D is permitted to be
increased to 0.9 D for the design of special rein-
forced masonry shear walls complying with
Chapter 21.
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 increases
shall be permitted in accordance with Chapter 23.
1605.3.1.2 Other loads. Where flood loads, F a , are to §
be considered in design, the load combinations of Sec-
tion 2.4.2 of ASCE 7 shall be used. Where self-strain-
ing loads, T, are considered in design, their structural
effects in combination with other loads shall be deter-
mined in accordance with Section 2.4.4 of ASCE 7.
Where an ice-sensitive structure is subjected to loads
due to atmospheric icing, the load combinations of Sec-
tion 2.4.3 of ASCE 7 shall be considered.
1605.3.2 Alternative basic load combinations. In lieu of
the basic load combinations specified in Section 1605.3.1,
structures and portions thereof shall be permitted to be
designed for the most critical effects resulting from the
following combinations. When using these alternative
basic load combinations that include wind or seismic
loads, allowable stresses are permitted to be increased or
load combinations reduced where permitted by the mate-
rial chapter of this code or the referenced standards. For
load combinations that include the counteracting effects of
dead and wind loads, only two-thirds of the minimum
dead load likely to be in place during a design wind event
shall be used. When using allowable stresses which have
been increased or load combinations which have been
reduced as permitted by the material chapter of this code
338
2012 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
or the referenced standards, where wind loads are calcu-
lated in accordance with Chapters 26 through 31 of ASCE
7, the coefficient (co) in the following equations shall be
taken as 1.3. For other wind loads, (co) shall be taken as 1.
When allowable stresses have not been increased or load
combinations have not been reduced as permitted by the
material chapter of this code or the referenced standards,
(co) shall be taken as 1. When using these alternative load
combinations to evaluate sliding, overturning and soil
bearing at the soil-structure 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 foundations for loadings,
which include seismic loads, the vertical seismic load
effect, E v , in Equation 12.4-4 of ASCE 7 is permitted to be
taken equal to zero.
D + L + (L r or S or R) (Equation 16-17)
D + L + 0.6(oW (Equation 16-18)
(Equation 16-19)
D + L + 0.6 coW+S/2
D + L + S + 0.6 coW/2
D + L + S + EIIA
0.9D + £/1.4
(Equation 16-20)
(Equation 16-21)
(Equation 16-22)
. 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 2 ) or
less and roof live loads of 30 psf (1.44 kN/m 2 ) or
less need not be combined with seismic loads.
Where flat roof snow loads exceed 30 psf (1.44
kN/m 2 ), 20 percent shall be combined with seis-
mic loads.
1605.3.2.1 Other loads. Where F, H or T are to be con-
sidered in the design, each applicable load shall be
added to the combinations specified in Section
1605.3.2. Where self-straining loads, T, are considered
in design, their structural effects in combination with
other loads shall be determined in accordance with Sec-
tion 2.4.4 of ASCE 7.
SECTION 1606
DEAD LOADS
1606.1 General. Dead loads are those loads defined in Sec-
tion 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,
values used shall be subject to the approval of the building
official.
SECTION 1607
LIVE LOADS
1607.1 General. Live loads are those loads defined in Sec-
tion 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 live
loads given in Table 1607.1.
1607.4 Concentrated live loads. Floors and other similar
surfaces shall be designed to support the uniformly distrib-
uted live loads prescribed in Section 1607.3 or the concen-
trated live loads, in pounds (kiloNewtons), given in Table
1607.1, whichever produces the greater load effects. Unless
otherwise specified, the indicated concentration shall be
assumed to be uniformly distributed over an area of 2 l / 2 feet
by 2'/ 2 feet (762 mm by 762 mm) 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
buildings where partition locations are subject to change, pro-
visions for partition weight shall be made, whether or not par-
titions are shown on the construction documents, unless the
specified live load exceeds 80 psf (3.83 kN/m 2 ). The partition
load shall not be less than a uniformly distributed live load of
15 psf (0.72 kN/m 2 ).
1607.6 Helipads. Helipads shall be designed for the follow-
ing live loads:
1. A uniform live load, L, as specified below. This load
shall not be reduced.
1.1. 40 psf (1.92 kN/m 2 ) where the design basis
helicopter has a maximum take-off weight of
3,000 pounds (13.35 kN) or less.
1.2. 60 psf (2.87 kN/m 2 ) where the design basis
helicopter has a maximum take-off weight
greater than 3,000 pounds (13.35 kN).
2. A single concentrated live load, L, of 3,000 pounds
(13.35 kN) applied over an area of 4.5 inches by 4.5
inches (114 mm by 114 mm) and located so as to pro-
duce the maximum load effects on the structural ele-
ments under consideration. The concentrated load is not
required to act concurrently with other uniform or con-
centrated live loads.
3. Two single concentrated live loads, L, 8 feet (2438
mm) apart applied on the landing pad (representing the
helicopter's two main landing gear, whether skid type
or wheeled type), each having a magnitude of 0.75
times the maximum take-off weight of the helicopter,
and located so as to produce the maximum load effects
on the structural elements under consideration. The
concentrated loads shall be applied over an area of 8
inches by 8 inches (203 mm by 203 mm) and are not
required to act concurrently with other uniform or con-
centrated live loads.
Landing areas designed for a design basis helicopter with
maximum take-off weight of 3,000 pounds (13.35 kN) shall
be identified with a 3,000 pound (13.34 kN) weight limita-
tion. The landing area weight limitation shall be indicated by
**
2012 INTERNATIONAL BUILDING CODE®
339
STRUCTURAL DESIGN
the numeral "3" (kips) located in the bottom right corner of
the landing area as viewed from the primary approach path.
The indication for the landing area weight limitation shall be
a minimum 5 feet (1524 mm) in height.
1607.7 Heavy vehicle loads. Floors and other surfaces that
are intended to support vehicle loads greater than a 10,000
pound (4536 kg) gross vehicle weight rating shall comply
with Sections 1607.7.1 through 1607.7.5.
1607.7.1 Loads. Where any structure does not restrict
access for vehicles that exceed a 10,000-pound (4536 kg)
gross vehicle weight rating, those portions of the structure
subject to such loads shall be designed using the vehicular
live loads, including consideration of impact and fatigue,
in accordance with the codes and specifications required
by the jurisdiction having authority for the design and con-
struction of the roadways and bridges in the same location
of the structure.
1607.7.2 Fire truck and emergency vehicles. Where a
structure or portions of a structure are accessed and loaded
by fire department access vehicles and other similar emer-
gency vehicles, the structure shall be designed for the
greater of the following loads:
1. The actual operational loads, including outrigger
reactions and contact areas of the vehicles as stipu-
lated and approved by the building official; or
2. The live loading specified in Section 1607.7.1 .
1607.7.3 Heavy vehicle garages. Garages designed to
accommodate vehicles that exceed a 10,000 pound (4536
kg) gross vehicle weight rating, shall be designed using
the live loading specified by Section 1607.7.1. For
garages the design for impact and fatigue is not required.
Exception: The vehicular live loads and load place-
ment are allowed to be determined using the actual
vehicle weights for the vehicles allowed onto the
garage floors, provided such loads and placement are
based on rational engineering principles and are
approved by the building official, but shall not be less
than 50 psf (2.9 kN/m 2 ). This live load shall not be
reduced.
1607.7.4 Forklifts and movable equipment. Where a
structure is intended to have forklifts or other movable
equipment present, the structure shall be designed for the
total vehicle or equipment load and the individual wheel
loads for the anticipated vehicles as specified by the owner
of the facility. These loads shall be posted per Section
1607.7.5.
1607.7.4.1 Impact and fatigue. Impact loads and
fatigue loading shall be considered in the design of the
supporting structure. For the purposes of design, the
vehicle and wheel loads shall be increased by 30 per-
cent to account for impact.
1607.7.5 Posting, The maximum weight of the vehicles
allowed into or on a garage or other structure shall be
posted by the owner in accordance with Section 106. 1 .
TABLE 1607.1
MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, L
MINIMUM CONCENTRATED LIVE LOADS 9
AND
OCCUPANCY OR USE
UNIFORM
(psf)
CONCENTRATED
(lbs.)
1. Apartments (see residential)
—
^_
2. Access floor systems
Office use
Computer use
50
100
2,000
2,000
3. Armories and drill rooms
150 m
1
4. Assembly areas
Fixed seats (fastened to floor)
Follow spot, projections and
control rooms
Lobbies
Movable seats
Stage floors
Platforms (assembly)
Other assembly areas
60 m
50
1 00 '"
1 00 m
150™
100" 1
100 m
I
1
5. Balconies and decks"
Same as
occupancy
served
i
6. Catwalks
40
300
7. Cornices
60
—
8. Corridors
First floor
Other floors
100
Same as
occupancy
served
except as
indicated
—
9. Dining rooms and restaurants
1 00 m
1
10. Dwellings (see residential)
—
—
1 1 . Elevator machine room grating
(on area of 2 inches by 2 inches)
—
300 B
12. Finish light floor plate construction
(on area of 1 inch by 1 inch)
—
200 1
13. Fire escapes
On single-family dwellings only
100
40
—
14. Garages (passenger vehicles only)
Trucks and buses
40 m Note a j
See Section 1607.7
15. Handrails, guards and grab bars
See Section 1607.8
16. Helipads
See Section 1 607.6 j
17. Hospitals
Corridors above first floor
Operating rooms, laboratories
Patient rooms
80
60
40
1,000
1,000
1,000
18. Hotels (see residential)
—
—
19. Libraries
Corridors above first floor
Reading rooms
Stack rooms
80
60
150 b - m
1,000
1,000
1,000 |
20. Manufacturing
Heavy
Light
250"'
125 m
3,000 I
2,000 1
21. Marquees
75
—
22. Office buildings
Corridors above first floor
File and computer rooms shall
be designed for heavier loads
based on anticipated occupancy
Lobbies and first-floor corridors
Offices
80
100
50
2,000
2,000
2,000
(continued)
340
2012 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
TABLE 1607.1— continued
MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, L ,
MINIMUM CONCENTRATED LIVE LOADS 9
AND
OCCUPANCY OR USE
23. Penal institutions
Cell blocks
Corridors
24. Recreational uses:
Bowling alleys, poolrooms and
similar uses
Dance halls and ballrooms
Gymnasiums
Reviewing stands, grandstands and
bleachers
Stadiums and arenas with fixed seats
(fastened to floor)
25. Residential
One- and two-family dwellings
Uninhabitable attics without storage 1
Uninhabitable attics with storage ljk
Habitable attics and sleeping areas 1 '
All other areas
Hotels and multifamily dwellings
Private rooms and corridors serving
them
Public rooms'" and corridors serving
them
26. Roofs
All roof surfaces subject to main
tenance workers
Awnings and canopies:
Fabric construction supported by a
skeleton structure
All other construction
Ordinary flat, pitched, and curved
roofs (that are not occupiable)
Where primary roof members are
exposed to a work floor, at single
panel point of lower chord of roof
trusses or any point along primary
structural members supporting roofs:
Over manufacturing, storage ware-
houses, and repair garages
All other primary roof members
Occupiable roofs:
Roof gardens
Assembly areas
All other similar areas
UNIFORM
(psf)
40
100
75 m
100 m
100"'
100 c.,„
60 c - m
10
20
30
40
•10
100
nonreducible
20
20
27. Schools
Classrooms
Corridors above first floor
First-floor corridors
28. Scuttles, skylight ribs and accessible
ceilings
29. Sidewalks, vehicular drive ways and
yards, subject to trucking
CONCENTRATED
(lbs.)
300
100
I00 nl
Note 1
40
80
100
250"
2,000
300
Note 1
1,000
1,000
1,000
200
8,000 c
(continued)
TABLE 1607.1— continued
MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, L a
MINIMUM CONCENTRATED LIVE LOADS 9
AND
OCCUPANCY OR USE
UNIFORM
(psf)
CONCENTRATED
(lbs.)
30. Stairs and exits
One- and two-family dwellings
All other
40
100
300 r
300 r
31. Storage warehouses (shall be designed
for heavier loads if required for
anticipated storage)
Heavy
Light
250"'
125 m
—
32. Stores
Retail
First floor
Upper floors
Wholesale, all floors
100
75
125°'
1,000
1,000
1.000
33. Vehicle barriers
See Section 1607.8.3
34. Walkways and elevated platforms
(other than exitways)
60
—
35. Yards and terraces, pedestrians
100 m
—
For SI: 1 inch = 25.4 mm, I square inch = 645.16 mm 2 ,
1 square foot = 0.0929 m 2 ,
1 pound per square foot = 0.0479 kN/m 2 , I pound = 0.004448 kN,
1 pound per cubic foot = 16 kg/W.
a. Floors in garages or portions of buildings used for the storage of motor
vehicles shall be designed for the uniformly distributed live loads of Table
1607.1 or the following concentrated loads: (1) for garages restricted to
passenger vehicles accommodating not more than nine passengers, 3,000
pounds acting on an area of 4.5 inches by 4.5 inches; (2) for mechanical
parking structures without slab or deck that are used for storing passenger
vehicles only, 2,250 pounds per wheel.
b. The loading applies to stack room floors that support nonmobile, double-
faced library book stacks, 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 book stacks shall be separated by aisles
not less than 36 inches wide.
c. Design in accordance with ICC 300.
d. Other uniform loads in accordance with an approved method containing
provisions for truck loadings shall also be considered where appropriate.
e. The concentrated wheel load shall be applied on an area of 4.5 inches by
4.5 inches.
f. The minimum concentrated load on stair treads shall be applied on an area
of 2 inches by 2 inches. This load need not be assumed to act concurrently
with the uniform load.
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).
h. See Section 1604.8.3 for decks attached to exterior walls.
i. Uninhabitable attics without storage are those where the maximum clear
height between the joists and rafters is less than 42 inches, or where there
are not two or more adjacent trusses with web configurations capable of
accommodating an assumed rectangle 42 inches in height by 24 inches in
width, or greater, within the plane of the trusses. This live load need not
be assumed to act concurrently with any other live load requirements.
(continued)
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STRUCTURAL DESIGN
TABLE 1607.1— continued
MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, L , AND
MINIMUM CONCENTRATED LIVE LOADS 9
j. Uninhabitable attics with storage are those where the maximum clear
height between the joists and ratters is 42 inches or greater, or where there
are two or more adjacent trusses with web configurations capable of
accommodating an assumed rectangle 42 inches in height by 24 inches in
width, or greater, within the plane of the trusses.
The live load need only be applied to those portions of the joists or truss
bottom chords where both of the following conditions are met:
i. The attic area is accessible from an opening not less than 20 inches in
width by 30 inches in length that is located where the clear height in
the attic is a minimum of 30 inches; and
ii. The slopes of the joists or truss bottom chords are no greater than two
units vertical in 12 units horizontal.
The remaining portions of the joists or truss bottom chords shall be
designed for a uniformly distributed concurrent live load of not less than
101b./ft 2 .
k. Attic spaces served by stairways other than the pull-down type shall be
designed to support the minimum live load specified for habitable attics
and sleeping rooms.
1. Areas of occupiable roofs, other than roof gardens and assembly areas,
shall be designed for appropriate loads as approved by the building
official. Unoccupied landscaped areas of roofs shall be designed in
accordance with Section 1607.12.3.
m.Live load reduction is not permitted unless specific exceptions of Section
1607.10 apply.
1607.8 Loads on handrails, guards, grab bars, seats and
vehicle barriers. Handrails, guards, grab bars, accessible
seats, accessible benches and vehicle barriers shall be
designed and constructed to the structural loading conditions
set forth in this section.
1607.8.1 Handrails and guards. Handrails and guards
shall be designed to resist a linear load of 50 pounds per
linear foot (plf) (0.73 kN/m) in accordance with Section
4.5.1 of ASCE 7. Glass handrail assemblies and guards
shall also comply with Section 2407.
Exceptions:
1. For one- and two-family dwellings, only the sin-
gle concentrated load required by Section
1607.8.1.1 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 mini-
mum load shall be 20 pounds per foot (0.29 kN/
m).
1607.8.1.1 Concentrated load. Handrails and guards
shall also be designed to resist a concentrated load of
200 pounds (0.89 kN) in accordance with Section 4.5.1
of ASCE 7.
1607.8.1.2 Intermediate rails. Intermediate rails (all
those except the handrail), balusters and panel fillers
shall be designed to resist a concentrated load of 50
pounds (0.22 kN) in accordance with Section 4.5.1 of
ASCE 7.
1607.8.2 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-
L = LA 0.25 +
15
J^At
(Equation 16-23)
For SI: L = LA 0.25 +
4.57
where:
L = Reduced design live load per square foot (m 2 ) of
area supported by the member.
L = Unreduced design live load per square foot (m 2 ) of
area supported by the member (see Table 1607.1).
K LL = Live load element factor (see Table 1607.10.1).
A T - Tributary area, in square feet (m 2 ).
L shall not be less than 0.50L o for members supporting
one floor and L shall not be less than 0.40L o for members
supporting two or more floors.
centrated load of 250 pounds (1.11 kN) applied in any
direction at any point on the grab bar or seat so as to pro-
duce the maximum load effects.
1607.8.3 Vehicle barriers. Vehicle barriers for passenger
vehicles shall be designed to resist a concentrated load of
6,000 pounds (26.70 kN) in accordance with Section 4.5.3
of ASCE 7. Garages accommodating trucks and buses
shall be designed in accordance with an approved method
that contains provisions for traffic railings.
1607.9 Impact loads. The live loads specified in Sections 1
1607.3 through 1607.8 shall be assumed to include adequate 1
allowance for ordinary impact conditions. Provisions shall be |
made in the structural design for uses and loads that involve
unusual vibration and impact forces.
1607.9.1 Elevators. Members, elements and components I
subject to dynamic loads from elevators shall be designed 1
for impact loads and deflection limits prescribed by 1
ASMEA17.1.
1607.9.2 Machinery. For the purpose of design, the
weight of machinery and moving loads shall be increased
as follows to allow for impact: (1) light machinery, shaft- I
or motor-driven, 20 percent; and (2) reciprocating machin- I
ery or power-driven units, 50 percent. Percentages shall be |
increased where specified by the manufacturer.
1607.10 Reduction in uniform live loads. Except for uni- |
form live loads at roofs, all other minimum uniformly distrib-
uted live loads, L , in Table 1607.1 are permitted to be
reduced in accordance with Section 1607.10.1 or 1607.10.2.
Uniform live loads at roofs are permitted to be reduced in |
accordance with Section 1607.12.2.
1607.10.1 Basic uniform live load reduction. Subject to |
the limitations of Sections 1607.10.1.1 through
1607.10.1.3 and Table 1607.1, members for which a value
of K LL A T is 400 square feet (37.16 m 2 ) or more are permit-
ted to be designed for a reduced uniformly distributed live |
load, L, in accordance with the following equation:
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2012 INTERNATIONAL BUILDING CODE®
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TABLE 1607.10.1
LIVE LOAD ELEMENT FACTOR, K,
ELEMENT
*lu
Interior columns
Exterior columns without cantilever slabs
4
4
Edge columns with cantilever slabs
3
Corner 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
One-way slabs
Two-way slabs
Members without provisions for continuous shear
transfer normal to their span
1
1607.10.1.1 One-way slabs. The tributary area, A r , for
use in Equation 16-23 for one-way slabs shall not
exceed an area defined by the slab span times a width
normal to the span of 1 .5 times the slab span.
1607.10.1.2 Heavy live loads. Live loads that exceed
100 psf (4.79 kN/m 2 ) 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
1607.10.1.
2. For uses other than storage, where approved,
additional live load reductions shall be permit-
ted where shown by the registered design pro-
fessional that a rational approach has been
used and that such reductions are warranted.
1607.10.1.3 Passenger vehicle garages. The live loads
shall not be reduced in passenger vehicle garages.
Exception: 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 1607.10.1.
1607.10.2 Alternative uniform live load reduction. As
an alternative to Section 1607.10.1 and subject to the limi-
tations of Table 1607.1, uniformly distributed live loads
are permitted to be reduced in accordance with the follow-
ing provisions. Such reductions shall apply to slab sys-
tems, beams, girders, columns, piers, walls and
foundations.
I . A reduction shall not be permitted where the live
load exceeds 100 psf (4.79 kN/m 2 ) except that the
design live load for members supporting two or
more floors is permitted to be reduced by a maxi-
mum of 20 percent.
Exception: For uses other than storage, where
approved, additional live load reductions shall be
permitted where shown by the registered design
professional that a rational approach has been
used and that such reductions are warranted.
2. A reduction shall not be permitted in passenger
vehicle parking garages except that the live loads for
members supporting two or more floors are permit-
ted to be reduced by a maximum of 20 percent.
3. For live loads not exceeding 100 psf (4.79 kN/m 2 ),
the design live load for any structural member sup-
porting 150 square feet (13.94 m 2 ) or more is per-
mitted to be reduced in accordance with Equation
16-24.
4. For one-way slabs, the area, A, for use in Equation
16-24 shall not exceed the product of the slab span
and a width normal to the span of 0.5 times the slab
span.
R = 0.08(A - 150) (Equation 16-24)
For ST. fl = 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. R as determined by the following equation.
R = 23.1(1+ D/L ) (Equation 16-25)
where:
A =
Area of floor supported by the member, square
feet (m 2 ).
D =
L =
R
Dead load per square foot (m ) of area
supported.
Unreduced live load per square foot (m 2 ) of
area supported.
Reduction in percent.
1607.11 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 load effect at each location under consideration.
Floor live loads are permitted to be reduced in accordance
with Section 1607.10.
1607.12 Roof loads. The structural supports of roofs and
marquees shall be designed to resist wind and, where applica-
ble, snow and earthquake loads, in addition to the dead load
of construction 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 horizontal projection of that surface.
1607.12.1 Distribution of roof loads. Where uniform
roof live loads are reduced to less than 20 psf (0.96 kN/m 2 )
in accordance with Section 1607.12.2.1 and are applied to
the design of structural members arranged so as to create
continuity, the reduced roof live load shall be applied to
adjacent spans or to alternate spans, whichever produces
the most unfavorable load effect. See Section 1607.12.2
for reductions in minimum roof live loads and Section 7.5
of ASCE 7 for partial snow loading.
2012 INTERNATIONAL BUILDING CODE®
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STRUCTURAL DESIGN
1607.12.2 General. The minimum uniformly distributed
live loads of roofs and marquees, L , in Table 1607.1 are
permitted to be reduced in accordance with Section
1607.12.2.1.
1607.12.2.1 Ordinary roof's, awnings and canopies.
Ordinary flat, pitched and curved roofs, and awnings
and canopies other than of fabric construction sup-
ported by a skeleton structure, are permitted to be
designed for a reduced uniformly distributed roof live
load, L r , as specified in the following equations or other
controlling combinations of loads as specified in Sec-
tion 1605, whichever produces the greater load effect.
In structures such as greenhouses, where special
scaffolding is used as a work surface for workers and
materials during maintenance and repair operations, a
lower roof load than specified in the following equa-
tions shall not be used unless approved by the building
official. Such structures shall be designed for a mini-
mum roof live load of 12 psf (0.58 kN/m 2 ).
L r = L t) R t R 2 (Equation 16-26)
where: 12<L,.<20
For SI: L r = LJR X R 2
where: 0.58 <L r < 0.96
L = Unreduced roof live load per square foot (m 2 ) of
horizontal projection supported by the member
(see Table 1607.1).
L, = Reduced roof live load per square foot (m 2 ) of
horizontal projection supported by the member.
The reduction factors J?, and R 2 shall be determined as
follows:
R, = 1 for A y < 200 square feet (18.58 m 2 )
(Equation 16-27)
R, = l.2- 0.001 A, for 200 square feet
< A, < 600 square feet (Equation 16-28)
For SI: 1.2 - 0.01 1A, for 18.58 square meters < A, <
55.74 square meters
R, = 0.6 for A, > 600 square feet (55.74 m 2 )
(Equation 16-29)
where:
A, = Tributary area (span length multiplied by
effective width) in square feet (m 2 ) supported by
the member, and
R 2 = 1 for F < 4 (Equation 16-30)
R 2 = 1 .2 - 0.05 F for 4 < F < 12 (Equation 16-31)
R 2 = 0.6 for F > 1 2 (Equation 16-32)
where:
F = For a sloped roof, the number of inches of rise
per foot (for SI: F = 0.12 x slope, with slope
expressed as a percentage), or for an arch or
dome, the rise-to-span ratio multiplied by 32.
1607.12.3 Occupiable roofs. Areas of roofs that are occu-
piable, such as roof gardens, or for assembly or other sim-
ilar purposes, and marquees are permitted to have their
uniformly distributed live loads reduced in accordance
with Section 1607.10.
1607.12.3.1 Landscaped roofs. The uniform design
live load in unoccupied landscaped areas on roofs shall
be 20 psf (0.958 kN/m 2 ). The weight of all landscaping
materials shall be considered as dead load and shall be
computed on the basis of saturation of the soil.
1607.12.4 Awnings and canopies. Awnings and canopies
shall be designed for uniform live loads as required in
Table 1607.1 as well as for snow loads and wind loads as
specified in Sections 1608 and 1609.
1607.13 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 longitu-
dinal forces induced by the moving crane.
1607.13.1 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 capac-
ity and the weight of the trolley with the trolley positioned
on its runway at the location where the resulting load
effect is maximum.
1607.13.2 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:
Monorail cranes (powered) 25 percent
Cab-operated or remotely operated bridge
cranes (powered) 25 percent
Pendant-operated bridge cranes
(powered) 10 percent
Bridge cranes or monorail cranes with
hand-geared bridge, trolley and hoist percent
1607.13.3 Lateral force. The lateral force on crane run-
way beams with electrically powered trolleys shall be cal-
culated as 20 percent of the sum of the rated capacity of
the crane and the weight of the hoist and trolley. The lat-
eral force shall be assumed to act horizontally at the trac-
tion surface of a runway beam, in either direction
perpendicular to the beam, and shall be distributed with
due regard to the lateral stiffness of the runway beam and
supporting structure.
1607.13.4 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
344
2012 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
shall be assumed to act horizontally at the traction surface
of a runway beam, in either direction parallel to the beam.
1607.14 Interior walls and partitions. Interior walls and
partitions 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 hori-
zontal load of 5 psf (0.240 kN/m 2 ).
Exception: Fabric partitions complying with Section
1607.14.1 shall not be required to resist the minimum hor-
izontal load of 5 psf (0.24 kN/m 2 ).
1607.14.1 Fabric partitions. Fabric partitions that exceed
6 feet (1829 mm) in height, including their finish materi-
als, shall have adequate strength to resist the following
load conditions:
1. A horizontal distributed load of 5 psf (0.24 kN/m 2 )
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 mem-
ber.
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 2 )] 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
determined 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 probability of
being exceeded (50-year mean recurrence interval). Snow
loads are zero for Hawaii, except in mountainous regions as
approved by the building official.
1608.3 Ponding instability. Susceptible bays of roofs shall
be evaluated for ponding instability in accordance with Sec-
tion7.11 of ASCE 7.
TABLE 1608.2
GROUND SNOW LOADS, p g , FOR ALASKAN LOCATIONS
LOCATION
POUNDS PER
SQUARE FOOT
LOCATION
POUNDS PER
SQUARE FOOT
LOCATION
POUNDS PER
SQUARE FOOT
Adak
30
Galena
60
Petersburg
150
Anchorage
50
Gulkana
70
St. Paul Islands
40
Angoon
70
Homer
40
Seward
50
Barrow
25
Juneau
60
Sbemya
25
Barter Island
35
Kenai
70
Sitka
50
Bethel
40
Kodiak
30
Talkeetna
120
Big Delta
50
Kotzebue
60
Unalakleet
50
Cold Bay
25
McGrath
70
Valdez
160
Cordova
100
Nenana
80
Whittier
300
Fairbanks
60
Nome
70
Wrangell
60
Fort Yukon
60
Palmer
50
Yakutat
150
For SI: I pound per square foot = 0.0479 kN/m 2 .
2012 INTERNATIONAL BUILDING CODE®
345
STRUCTURAL DESIGN
10
(100)
(400)
10
(300)
!n CS areas, site-specific Case Studies are required to
establish ground snow loads. Extreme local variations in
ground snow loads in these areas preclude mapping at
this scale.
Numbers in parentheses represent the upper elevation
limits in feet for the ground snow load values presented
below. Site -specific case studies are required to establish
ground snow loads at elevations not covered.
To convert Ib/sq ft to kNm 2 , multiply by 0.0479.
To convert feet to meters, multiply by 0.3048.
j i i_
100
200
300 miles
FIGURE 1608.2— continued
GROUND SNOW LOADS, p g , FOR THE UNITED STATES (psf)
346
2012 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
W
(500)
70
FIGURE 1608.2— continued
GROUND SNOW LOADS, p g> FOR THE UNITED STATES (psf)
2012 INTERNATIONAL BUILDING CODE"
347
STRUCTURAL DESIGN
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.
1609.1.1 Determination of wind loads. Wind loads on
every building or structure shall be determined in accor-
dance with Chapters 26 to 30 of ASCE 7 or provisions of
the alternate all-heights method in Section 1609.6. The
type of opening protection required, the ultimate design
wind speed, V ulr and the exposure category for a site is
permitted to be determined in accordance 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 ICC 600 shall be permitted 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
AF&PA WFCM.
3. Subject to the limitations of Section 1609.1.1.1,
residential structures using the provisions of AISI
S230.
4. Designs using NAAMM FP 1001.
5. Designs using TIA-222 for antenna-supporting
structures and antennas, provided the horizontal
extent of Topographic Category 2 escarpments in
Section 2.6.6.2 of TIA-222 shall be 16 times the
height of the escarpment.
6. Wind tunnel tests in accordance with Chapter 3 1
of ASCE 7.
The wind speeds in Figures 1609 A, 1609B and 1609C
are ultimate design wind speeds, V ull , and shall be con-
verted in accordance with Section 1609.3.1 to nominal
design wind speeds, V nsll , when the provisions of the stan-
dards referenced in Exceptions 1 through 5 are used.
1609.1.1.1 Applicability. The provisions of ICC 600
are applicable only to buildings located within Expo-
sure B or C as defined in Section 1609.4. The provi-
sions of ICC 600, AF&PA WFCM and AISI S230 shall
not apply to buildings sited on the upper half of an iso-
lated hill, ridge or escarpment meeting the following
conditions:
1. The hill, ridge or escarpment is 60 feet (18 288
mm) or higher if located in Exposure B or 30 feet
(9144 mm) or higher if located in Exposure C;
2. The maximum average slope of the hill exceeds
10 percent; and
3. The hill, ridge or escarpment is unobstructed
upwind by other such topographic features for a
distance from the high point of 50 times the
height of the hill or 1 mile (1.61 km), whichever
is 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-resistant standard or
ASTM E 1996 and ASTM E 1886 referenced herein as
follows:
1. Glazed openings located within 30 feet (9144 mm)
of grade shall meet the requirements of the large
missile test of ASTM E 1 996.
2. Glazed openings located more than 30 feet (9144
mm) above grade shall meet the provisions of the
small missile test of ASTM E 1 996.
Exceptions:
1. Wood structural panels with a minimum thick-
ness of 7 / ]6 inch (11.1 mm) and maximum panel
span of 8 feet (2438 mm) shall be permitted for
opening protection in one- and two-story build-
ings classified as Group R-3 or R-4 occupancy.
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 predrilled as required for the
anchorage method and shall be secured with the
attachment hardware provided. Attachments shall
be designed to resist the components and clad-
ding loads determined in accordance with the
provisions of ASCE 7, with corrosion-resistant
attachment hardware provided and anchors per-
manently installed on the building. Attachment in
accordance with Table 1609.1.2 with corrosion-
resistant attachment hardware provided and
anchors permanently installed on the building is
permitted for buildings with a mean roof height
of 45 feet (13 716 mm) or less where V asd deter-
mined in accordance with Section 1609.3.1 does
not exceed 140 mph (63 m/s).
2. Glazing in Risk Category I buildings as defined
in Section 1604.5, including greenhouses that are
occupied for growing plants on a production or
research basis, without public access shall be per-
mitted to be unprotected.
3. Glazing in Risk Category II, III or IV buildings
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 the requirements of AMCA 54.
348
2012 INTERNATIONAL BUILDING CODE 09
STRUCTURAL DESIGN
TABLE 1609.1.2
WIND-BORNE DEBRIS PROTECTION FASTENING SCHEDULE
FOR WOOD STRUCTURAL PANELS 3 ' "■'■ d
FASTENER TYPE
FASTENER SPACING (inches)
Panel Span
< 4 feet
4 feet < Panel
Span < 6 feet
6 feet < Panel
Span < 8 feet
No. 8 wood-screw-
based anchor with 2-
inch embedment
length
16
10
8
No. 10 wood-screw-
based anchor with 2-
inch embedment
length
16
12
9
V 4 -inch diameter lag-
screw-based anchor
with 2-inch embed-
ment length
16
16
16
For SI: I inch = 25.4 mm, 1 foot =
hour = 0.447 m/s.
304.8 mm, 1 pound = 4.448 N, 1 mile per
This table is based on 140 mph wind speeds and a 45-foot mean roof
height.
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.
Anchors shall penetrate through the exterior wall covering with an
embedment length of 2 inches minimum into the building frame. Fasteners
shall be located a minimum of 2 V 2 inches from the edge of concrete block
or concrete.
Where panels are attached to masonry or masonry/stucco, they shall be
attached using vibration-resistant anchors having a minimum ultimate
withdrawal capacity of 1,500 pounds.
1609.1.2.2. Application of ASTM E 1996. The text of
Section 6.2.2 of ASTM E 1996 shall be substituted as
follows:
6.2.2 Unless otherwise specified, select the wind
zone based on the strength design wind speed, V ull ,
as follows:
6.2.2.1 Wind Zone 1 — 130 mph < ultimate design
wind speed, V ult < 140 mph.
6.2.2.2 Wind Zone 2 — 140 mph < ultimate design
wind speed, V„„ < 150 mph at greater than one mile
(1.6 km) from the coastline. The coastline shall be
measured from the mean high water mark.
6.2.2.3 Wind Zone 3 — 150 mph (58 m/s) < ultimate
design wind speed, V llh < 160 mph (63 m/s), or 140
mph (54 m/s) < ultimate design wind speed, V ull <
160 mph (63 m/s) and within one mile(1.6 km) of
the coastline. The coastline shall be measured from
the mean high water mark.
6.2.2.4 Wind Zone 4 — ultimate design wind speed,
V„ ;f >160tnph(63m/s).
1609.1.2.3 Garage doors. Garage door glazed opening
protection for wind-borne debris shall meet the require-
ments of an approved impact-resisting standard or
ANS1/DASMA 115.
1609.2 Definitions. For the purposes of Section 1609 and as
used elsewhere in this code, the following terms are defined
in Chapter 2.
HURRICANE-PRONE REGIONS.
WIND-BORNE DEBRIS REGION.
WIND SPEED, y„„.
WIND SPEED, V asd .
1609.3 Basic wind speed. The ultimate design wind speed,
V u „, in mph, for the determination of the wind loads shall be
determined by Figures 1609A, 1609B and 1609C. The ulti-
mate design wind speed, V ll/t , for use in the design of Risk
Category II buildings and structures shall be obtained from
Figure 1 609A. The ultimate design wind speed, V ull , for use in
the design of Risk Category III and IV buildings and struc-
tures shall be obtained from Figure 1609B. The ultimate
design wind speed, V alt , for use in the design of Risk Category
I buildings and structures shall be obtained from Figure
1609C. The ultimate design wind speed, V ull , for the special
wind regions indicated near mountainous terrain and near
gorges shall be in accordance with local jurisdiction require-
ments. The ultimate design wind speeds, V uil , determined by
the local jurisdiction shall be in accordance with Section
26.5.1ofASCE7.
In nonhurricane-prone regions, when the ultimate design
wind speed, V u „, is estimated from regional climatic data, the
ultimate design wind speed, V ull , shall be determined in accor-
dance with Section 26.5.3 of ASCE 7.
1609.3.1 Wind speed conversion. When required, the
ultimate design wind speeds of Figures 1609A, 1609B and
1609C shall be converted to nominal design wind speeds,
609.3.1 or Equation 16-33.
V md , using Table
where:
(Equation 16-33)
V asd = nominal design wind speed applicable to methods
specified in Exceptions 1 through 5 of Section
1609.1.1.
V ul = ultimate
design wind speeds determined from
Figures 1609A, 1609B or 1609C.
TABLE 1609.3.1
WIND SPEED CONVERSIONS 3 " c
K,„
100
110
120
130
140
150
160
170
180
190
200
v
"tad
78
85
93
101
108
116
124
132
139
147
155
For SI: 1 mile per hour = 0.44 m/s.
a. Linear interpolation is permitted.
b - v md = nominal design wind speed applicable to methods specified in Exceptions 1 through 5 of Section 1 609. 1.1.
c. V„„ = ultimate design wind speeds determined from Figures 1609A, 1609B, or 1609C.
2012 INTERNATIONAL BUILDING CODE®
349
STRUCTURAL DESIGN
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352
2012 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
1609.4 Exposure category. For each wind direction consid-
ered, an exposure category that adequately reflects the char-
acteristics of ground surface irregularities shall be determined
for the site at which the building or structure is to be con-
structed. Account shall be taken of variations in ground sur-
face roughness 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 deter-
mined 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 sur-
face 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,
and grasslands.
Surface Roughness D. Flat, unobstructed areas and
water surfaces. This category 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. For buildings with a mean roof height of
less than or equal to 30 feet (9144 mm), Exposure B
shall apply where the ground surface roughness, as
defined by Surface Roughness B, prevails in the
upwind direction for a distance of at least 1,500 feet
(457 m). For buildings with a mean roof height greater
than 30 feet (9144 mm), Exposure B shall apply where
Surface Roughness B prevails in the upwind direction
for a distance of at least 2,600 feet (792 m) or 20 times
the height of the building, whichever is greater.
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
building, whichever is greater. Exposure D shall also
apply where the ground surface roughness immediately
upwind of the site is B or C, and the site is within a dis-
tance of 600 feet (183 m) or 20 times the building
height, whichever is greater, from an exposure D condi-
tion as defined in the previous sentence.
1609.5 Roof systems. Roof systems shall be designed and
constructed in accordance with Sections 1609.5.1 through
1609.5.3, as applicable.
1609.5.1 Roof deck. The roof deck shall be designed to
withstand the wind pressures determined in accordance
with ASCE 7.
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 comply-
ing with Section 1609.5.1 shall comply with the wind-
resistance requirements of Section 1507.2.7.1.
1609.5.3 Rigid tile. Wind loads on rigid tile roof cover-
ings shall be determined in accordance with the following
equation:
M a = q h C L bLL a { 1.0- GC p ] (Equation 1 6-34)
q h C L bLL a [l.0-GC p ]
For SI: M„
1,000
where:
b - Exposed width, feet (mm) of the roof tile.
C L = Lift coefficient. The lift coefficient for concrete and
clay tile shall be 0.2 or shall be determined by test in
accordance with Section 1711.2.
GC p - Roof pressure coefficient for each applicable roof
zone determined from Chapter 30 of ASCE 7. Roof
coefficients shall not be adjusted for internal
pressure.
L = Length, feet (mm) of the roof tile.
L a = Moment arm, feet (mm) from 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
batten 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 a = Aerodynamic uplift moment, feet-pounds (N-mm)
acting to raise the tail of the tile.
q h = Wind velocity pressure, psf (kN/m 2 ) determined
from Section 27.3.2 of ASCE 7.
2012 INTERNATIONAL BUILDING CODE 8
353
STRUCTURAL DESIGN
Concrete and clay roof tiles complying with the following
limitations shall be designed to withstand the aerodynamic
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.
1609.6 Alternate all-heights method. The alternate wind
design provisions in this section are simplifications of the
| ASCE 7 Directional Procedure.
1609.6.1 Scope. As an alternative to ASCE 7 Chapters 27
and 30, the following provisions are permitted to be used
to determine the wind effects on regularly shaped build-
ings, or other structures that are regularly shaped, which
meet all of the following conditions:
1 . The building or other structure is less than or equal
to 75 feet (22 860 mm) in height with a height-to-
least- width ratio of 4 or less, or the building or other
structure has a fundamental frequency greater than
or equal to 1 hertz.
2. The building or other structure is not sensitive to
dynamic effects.
3. The building or other structure is not located on a
site for which channeling effects or buffeting in the
wake of upwind obstructions warrant special consid-
eration.
4. The building shall meet the requirements of a simple
diaphragm building as defined in ASCE 7 Section
26.2, where wind loads are only transmitted to the
main windforce-resisting system (MWFRS) at the
diaphragms.
5. For open buildings, multispan gable roofs, stepped
roofs, sawtooth roofs, domed roofs, roofs with
slopes greater than 45 degrees (0.79 rad), solid free-
standing walls and solid signs, and rooftop equip-
ment, apply ASCE 7 provisions.
1609.6.1.1 Modifications. The following modifica-
tions shall be made to certain subsections in ASCE 7: in
Section 1609.6.2, symbols and notations that are spe-
cific to this section are used in conjunction with the
symbols and notations in ASCE 7 Section 26.3.
1609.6.2 Symbols and notations. Coefficients and vari-
ables used in the alternative all-heights method equations
are as follows:
C na = Net-pressure coefficient based on K d [(G) (C ) -
(GC pi )], in accordance with Table 1609.6.2.
G = Gust effect factor for rigid structures in accordance
with ASCE 7 Section 26.9.1.
K d = Wind directionality factor in accordance with ASCE
7 Table 26-6.
P m ,= Design wind pressure to be used in determination of
wind loads on buildings or other structures or their
components and cladding, in psf (kN/m 2 ).
1609.6.3 Design equations. When using the alternative
all-heights method, the MWFRS, and components and
cladding of every structure shall be designed to resist the
effects of wind pressures on the building envelope in
accordance with Equation 16-35.
P ne , = 0.00256^^,,^, (Equation 16-35) |
Design wind forces for the MWFRS shall not be less
than 16 psf (0.77 kN/m 2 ) multiplied by the area of the j
structure projected on a plane normal to the assumed wind
direction (see ASCE 7 Section 27.4.7 for criteria). Design
net wind pressure for components and cladding shall not
be less than 16 psf (0.77 kN/m 2 ) acting in either direction j
normal to the surface.
1609.6.4 Design procedure. The MWFRS and the com-
ponents and cladding of every building or other structure
shall be designed for the pressures calculated using Equa-
tion 16-35.
1609.6.4.1 Main windforce-resisting systems. The
MWFRS shall be investigated for the torsional effects
identified in ASCE 7 Figure 27.4.6.
1609.6.4.2 Determination of A", and K zt . Velocity pres-
sure exposure coefficient, K v shall be determined in
accordance with ASCE 7 Section 27.3.1 and the topo-
graphic factor, K g , shall be determined in accordance
with ASCE 7 Section 26.8.
1 . For the windward side of a structure, K,, and K_
shall be based on height z.
2. For leeward and sidewalls, and for windward and
leeward roofs, K zl and K. shall be based on mean
roof height h.
354
2012 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
TABLE 1609.6.2
NET PRESSURE COEFFICIENTS, CJ-
STRUCTURE OR
PART THEREOF
DESCRIPTION
C M FACTOR
1. Main windforce-
resisting frames and
systems
Walls:
Enclosed
Partially enclosed
+ Internal
pressure
- Internal
pressure
+ Internal
pressure
- Internal
pressure
Windward wall
0.43
0.73
0.11
1.05
Leeward wall
-0.51
-0.21
-0.83
0.11
Sidewall
-0.66
-0.35
-0.97
-0.04
Parapet wall
Windward
1.28
1.28
Leeward
-0.85
-0.85
Roofs:
Enclosed
Partially enclosed
Wind perpendicular to ridge
+ Internal
pressure
- Internal
pressure
+ Internal
pressure
- Internal
pressure
Leeward roof or flat roof
-0.66
-0.35
-0.97
-0.04
Windward roof slopes:
Slope < 2:12 (10°)
Condition 1
-1.09
-0.79
-1.41
-0.47
Condition 2
-0.28
0.02
-0.60
0.34
Slope -4:12 (18°)
Condition 1
-0.73
-0.42
-1.04
-0.11
Condition 2
-0.05
0.25
-0.37
0.57
Slope -5: 12 (23°)
Condition 1
-0.58
-0.28
-0.90
0.04
Condition 2
0.03
0.34
-0.29
0.65
Slope -6:12 (27°)
Condition 1
-0.47
-0.16
-0.78
0.15
Condition 2
0.06
0.37
-0.25
0.68
Slope -7:12 (30")
Condition 1
-0.37
-0.06
-0.68
0.25
Condition 2
0.07
0.37
-0.25
0.69
Slope -9:12 (37°)
Condition 1
-0.27
0.04
-0.58
0.35
Condition 2
0.14
0.44
-0.18
0.76
Slope =12:12(45°)
0.14
0.44
-0.18
0.76
Wind parallel to ridge and flat roofs
-1.09
-0.79
-1.41
-0.47
Nonbuilding Structures: Chimneys, Tanks and Sin
nilar Structures:
h/D
1
7
25
Square (Wind normal to face)
0.99
1.07
1.53
Square (Wind on diagonal)
0.77
0.84
1.15
Hexagonal or Octagonal
0.81
0.97
1.13
Round
0.65
0.81
0.97
Open signs and lattice frameworks
Ratio of solid to gross area
<0.1
0.1 to 0.29
0.3 to 0.7
Flat
1.45
1.30
1.16
Round
0.87
0.94
1.08
(continued)
2012 INTERNATIONAL BUILDING CODE®
355
STRUCTURAL DESIGN
TABLE 1609.6.2— continued
NET PRESSURE COEFFICIENTS, C ne , ab
STRUCTURE OR PART
THEREOF
DESCRIPTION
^ne
FACTOR
2. Components and
cladding not in areas
of discontinuity —
roofs and overhangs
Roof elements and slopes
Enclosed
Partially enclosed
Gable of hipped configurations (Zone 1)
Flat < Slope < 6:12 (27°) See ASCE 7 Figure 30.4-2B Zone 1 j
Positive
10 square feet or less
0.58
0.89
100 square feet or more
0.41
0.72
Negative
10 square feet or less
-1.00
-1.32
100 square feet or more
-0.92
-1.23
Overhang: Flat < Slope < 6:12 (27°) See ASCE 7 Figure 30.4-2A Zone 1
Negative
10 square feet or less
-1.45
100 square feet or more
-1.36
500 square feet or more
-0.94
6:12 (27°) < Slope < 12:12 (45°) See ASCE 7 Figure 30.4-2C Zone 1
Positive
1 square feet or less
0.92
1.23
100 square feet or more
0.83
1.15
Negative
10 square feet or less
-1.00
-1.32
100 square feet or more
-0.83
-1.15
Monosloped configurations (Zone 1)
Enclosed
Partially enclosed
Flat < Slope < 7:12 (30°) See ASCE 7 Figure 30.4-5B Zone 1
Positive
10 square feet or less
0.49
0.81
100 square feet or more
0.41
0.72
Negative
10 square feet or less
-1.26
-1.57
100 square feet or more
-1.09
-1.40
Tall flat-topped roofs h > 60 feet
Enclosed
Partially enclosed
Flat < Slope < 2:12 (10°) (Zone 1) See ASCE 7 Figure 30.8-1 Zone 1
Negative
10 square feet or less
-1.34
-1.66
500 square feet or more
-0.92
-1.23
3. Components and
cladding in areas of
discontinuities —
roofs and overhangs
(continued)
Gable or hipped configurations at ridges, eaves and rakes (Zone 2)
Flat < Slope < 6:12 (27°) See ASCE 7 Figure 30.4-2B Zone 2
Positive
10 square feet or less
0.58
0.89
100 square feet or more
0.41
10.72
Negative
10 square feet or less
-1.68
-2.00
100 square feet or more
-1.17
-1.49
Overhang for Slope Flat < Slope < 6: 12 (27°) See ASCE 7 Figure 30.4-2B Zone 2
Negative
10 square feet or less
-1.87
100 square feet or more
-1.87
6:12 (27°) < Slope < 12:12 (45°) Figure 30.4-2C
Enclosed
Partially enclosed
Positive
10 square feet or less
0.92
1.23
100 square feet or more
0.83
1.15
Negative
10 square feet or less
-1.17
-1.49
100 square feet or more
-1.00
-1.32
Overhang for 6:12 (27°) < Slope < 12:12 (45°) See ASCE 7 Figure 30.4-2
2 Zone 2
Negative
10 square feet or less
-1.70
500 square feet or more
-1.53
(continued)
356
2012 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
TABLE 1609.6.2— continued
NET PRESSURE COEFFICIENTS,
/^ a. b
STRUCTURE OR PART
THEREOF
DESCRIPTION
C n8 , FACTOR
3. Components and clad-
ding in areas of discontinu-
ities — roofs and overhangs
Roof elements and slopes
Enclosed
Partially enclosed
Monosloped configurations at ridges, eaves and rakes (Zone 2)
Flat < Slope < 7: 1 2 (30°) See ASCE 7 Figure 30.4-5B Zone 2
Positive
10 square feet or less
0.49
0.81
100 square feet or more
0.41
0.72
Negative
10 square feet or less
-1.51
-1.83
100 square feet or more
-1.43
-1.74
Tall flat topped roofs h > 60 feet
Enclosed
Partially enclosed
Flat < Slope < 2: 12 (1 0°) (Zone 2) See ASCE 7 Figure 30.8- 1 Zone 2
Negative
10 square feet or less
-2.11
-2.42
500 square feet or more
-1.51
-1.83
Gable or hipped configurations at corners (Zone 3) See ASCE 7 Figure 30.4-2B Zone 3
Flat < Slope < 6:12 (27°) _J
Enclosed
Partially enclosed
Positive
10 square feet or less
0.58
0.89
1 00 square feet or more
0.41
0.72
Negative
1 square feet or less
-2.53
-2.85
100 square feet or more
-1.85
-2.17
Overhang for Slope Flat < Slope < 6:12 (27°) See ASCE 7 Figure 30.4-2B Zone 3
Negative
10 square feet or less
-3.15
100 square feet or more
-2.13
6:12 (27°) < 12:12 (45°) See ASCE 7 Figure 30.4-2C Zone 3
Positive
10 square feet or less
0.92
1.23
1 00 square feet or more
0.83
1.15
Negative
1 square feet or less
-1.17
-1.49
100 square feet or more
-1.00
-1.32
Overhang for 6:12 (27°) < Slope < 12: 12 (45°)
Enclosed
Partially enclosed
Negative
10 square feet or less
-1.70
100 square feet or more
-1.53
Monosloped Configurations at corners (Zone 3) See ASCE 7 Figure 30.4-5B Zone 3
Flat < Slope < 7:12 (30°)
Positive
10 square feet or less
0.49
0.81
100 square feet or more
0.41
0.72
Negative
10 square feet or less
-2.62
-2.93
100 square feet or more
-1.85
-2.17
Tall flat topped roofs h > 60 feet
Enclosed
Partially enclosed
Flat < Slope < 2:12 (10°) (Zone 3) See ASCE 7 Figure 30.8-1 Zone 3
Negative
10 square feet or less
-2.87
-3.19
500 square feet or more
-2.11
-2.42
4. Components and clad-
ding not in areas of discon-
tinuity — walls and
parapets
(continued)
Wall Elements: h = 60 feet (Zone 4) Figure 30.4-1
Enclosed
Partially enclosed
Positive
10 square feet or less
1.00
1.32
500 square feet or more
0.75
1.06
Negative
1 square feet or less
-1.09
-1.40
500 square feet or more
-0.83
-1.15
Wall Elements: h > 60 feet (Zone 4) See ASCE 7 Figure 30.8-1 Zone 4
Positive
20 square feet or less
0.92
1.23
500 square feet or more
0.66
0.98
(continued)
2012 INTERNATIONAL BUILDING CODE®
357
STRUCTURAL DESIGN
TABLE 1609.6.2— continued
NET PRESSURE COEFFICIENTS, C ne , a b
STRUCTURE OR
PART THEREOF
DESCRIPTION
C„ e , FACTOR
4. Components and clad-
ding not in areas of discon-
tinuity-walls and parapets
Negative
20 square feet or less
-0.92
-1.23
500 square feet or more
-0.75
-1.06
Parapet Walls
Positive
2.87
3.19
Negative
-1.68
-2.00
5. Components and
cladding in areas of
discontinuity — walls and
parapets
Wall elements
h < 60 feet (Zone 5) Figure 30.4-1
Enclosed
Partially enclosed
Positive
10 square feet or less
1.00
1.32
500 square feet or more
0.75
1.06
Negative
10 square feet or less
-1.34
-1.66
500 square feet or more
-0.83
-1.15
Wall elements:
h > 60 feet (Zone 5) See ASCE 7 Figure
30.8-1 Zone 4
Positive
20 square feet or less
0.92
1.23
500 square feet or more
0.66
0.98
Negative
20 square feet or less
-1.68
-2.00
500 square feet or more
-1.00
-1.32
Parapet walls
Positive
3.64
3.95
Negative
-2.45
-2.76
For SI: 1 foot = 304.8 mm, ] square foot = 0.0929m 2 , 1 degree = 0.0175 rad.
a. Linear interpolation between values in the table is permitted.
b. Some C„„ values have been grouped together. Less conservative results may be obtained by applying ASCE 7 provisions.
1609.6.4.3 Determination of net pressure coeffi-
cients, C net . For the design of the MWFRS and for com-
ponents and cladding, the sum of the internal and
external net pressure shall be based on the net pressure
coefficient, C na .
1. The pressure coefficient, C na for walls and roofs
shall be determined from Table 1609.6.2.
2. Where C rm has more than one value, the more
severe wind load condition shall be used for
design.
1609.6.4.4 Application of wind pressures. When
using the alternative all-heights method, wind pressures
shall be applied simultaneously on, and in a direction
normal to, all building envelope wall and roof surfaces.
1609.6.4.4.1 Components and cladding. Wind
pressure for each component or cladding element is
applied as follows using C net values based on the
effective wind area, A, contained within the zones in
areas of discontinuity of width and/or length "a,"
"2a" or "4a" at: corners of roofs and walls; edge
strips for ridges, rakes and eaves; or field areas on
walls or roofs as indicated in figures in tables in
ASCE 7 as referenced in Table 1609.6.2 in accor-
dance with the following:
1. Calculated pressures at local discontinuities
acting over specific edge strips or corner
boundary areas.
Include "field" (Zone 1 , 2 or 4, as applicable)
pressures applied to areas beyond the bound-
aries of the areas of discontinuity.
Where applicable, the calculated pressures at
discontinuities (Zone 2 or 3) shall be com-
bined with design pressures that apply specifi-
cally on rakes or eave overhangs.
SECTION 1610
SOIL LATERAL LOADS
1610.1 General. Foundation walls 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 determined otherwise by a geotechnical investi-
gation in accordance with Section 1803. Foundation 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 shall be 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 at the
site are expansive. Foundation walls shall be designed to sup-
port the weight of the full hydrostatic pressure of undrained
backfill unless a drainage system is installed in accordance
with Sections 1 805.4.2 and 1805.4.3.
Exception: Foundation walls extending not more than 8
feet (2438 mm) below grade and laterally supported at the
358
2012 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
top by flexible diaphragms 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. The design rainfall shall be based on the 100-year
hourly rainfall rate indicated in Figure 1611.1 or on other
rainfall rates determined from approved local weather data.
R = 5.2(d s + d h ) (Equation 16-36)
For SI: R = 0.0098(rf s + d h )
where:
<i h = 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 2 ).
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. Susceptible bays of roofs shall
be evaluated for ponding instability in accordance with Sec-
tion 8.4 of ASCE 7.
1611.3 Controlled drainage. Roofs equipped with hardware
to control the rate of drainage shall be equipped with a sec-
ondary drainage system at a higher elevation that limits accu-
mulation of water on the roof above that elevation. Such roofs
shall be designed to sustain the load of rainwater that will
accumulate on them to the elevation of the secondary drain-
age system plus the uniform load caused by water that rises
above the inlet of the secondary drainage system at its design
flow determined from Section 1611.1. Such roofs shall also
be checked for ponding instability in accordance with Section
1611.2.
TABLE 1610.1
LATERAL SOIL 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
GW
30
60
Poorly graded clean gravels; gravel-sand mixes
GP
30
60
Silty gravels, poorly graded gravel-sand mixes
GM
40
60
Clayey gravels, poorly graded gravel-and-clay mixes
GC
45
60
Well-graded, clean sands; gravelly sand mixes
SW
30
60
Poorly graded clean sands; sand-gravel mixes
SP
30
60
Silty sands, poorly graded sand-silt mixes
SM
45
60
Sand-silt clay mix with plastic fines
SM-SC
45
100
Clayey sands, poorly graded sand-clay mixes
SC
60
100
Inorganic silts and clayey silts
ML
45
100
Mixture of inorganic silt and clay
ML-CL
60
100
Inorganic clays of low to medium plasticity
CL
60
100
Organic silts and silt clays, low plasticity
OL
Noteb
Noteb
Inorganic clayey silts, elastic silts
MH
Noteb
Noteb
Inorganic clays of high plasticity
CH
Noteb
Noteb
Organic clays and silty clays
OH
Noteb
Noteb
For SI: I pound per square foot per foot of depth = 0.157 kPa/m, 1 foot = 304.8 mm.
a. Design lateral soil loads are given for moist conditions for the specified soils at their optimum densities. Actual field conditions shall govern. Submerged or
saturated soil pressures shall include the weight of the buoyant soil plus the hydrostatic loads.
b. Unsuitable as backfill material.
c. The definition and classification of soil materials shall be in accordance with ASTM D 2487.
2012 INTERNATIONAL BUILDING CODE®
359
STRUCTURAL DESIGN
1 J .1 1
[P] FIGURE 1611.1
100-YEAR, 1-HOUR RAINFALL (INCHES) WESTERN UNITED STATES
For SI: 1 inch = 25.4 mm.
Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.
360
2012 INTERNATIONAL BUILDING CODE 8
STRUCTURAL DESIGN
[P] FIGURE 1611.1— continued
100-YEAR, 1-HOUR RAINFALL (INCHES) CENTRAL UNITED STATES
For SI: 1 inch = 25.4 mm.
Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.
2012 INTERNATIONAL BUILDING CODE®
361
STRUCTURAL DESIGN
4.28 j* '
[P] FIGURE 1611.1— continued
100-YEAR, 1-HOUR RAINFALL (INCHES) EASTERN UNITED STATES
For SI: I inch = 25.4 mm.
Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.
362
2012 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
170° 175° 180° 175° 170° t
[P] FIGURE 1611.1— continued
100-YEAR, 1-HOUR RAINFALL (INCHES) ALASKA
For SI: 1 inch = 25.4 mm.
Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.
2012 INTERNATIONAL BUILDING CODE®
363
STRUCTURAL DESIGN
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364
2012 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
SECTION 1612
FLOOD LOADS
1612.1 General. Within flood hazard areas as established in
Section 1612.3, all new construction of buildings, structures
and portions of buildings and structures, including substantial
improvement and restoration of substantial damage to build-
ings and structures, shall be designed and constructed to resist
the effects of flood hazards and flood loads. For buildings
that are located in more than one flood hazard area, the pro-
visions associated with the most restrictive flood hazard area
shall apply.
1612.2 Definitions. The following terms are defined in Chap-
ter 2:
BASE FLOOD.
BASE FLOOD ELEVATION.
BASEMENT.
DESIGN FLOOD.
DESIGN FLOOD ELEVATION.
DRY FLOODPROOFING.
EXISTING CONSTRUCTION.
EXISTING STRUCTURE.
FLOOD or FLOODING.
FLOOD DAMAGE-RESISTANT MATERIALS.
FLOOD HAZARD AREA.
FLOOD HAZARD AREA SUBJECT TO HIGH-
VELOCITY WAVE ACTION.
FLOOD INSURANCE RATE MAP (FIRM).
FLOOD INSURANCE STUDY.
FLOODWAY.
LOWEST FLOOR.
SPECIAL FLOOD HAZARD AREA.
START OF CONSTRUCTION.
SUBSTANTIAL DAMAGE.
SUBSTANTIAL IMPROVEMENT.
1612.3 Establishment of flood hazard areas. To establish
flood hazard areas, the applicable governing authority shall
adopt a flood hazard map and supporting data. The flood haz-
ard map shall include, at a minimum, areas of special flood
hazard as identified by the Federal Emergency Management
Agency in an engineering report entitled "The Flood Insur-
ance Study for [INSERT NAME OF JURISDICTION]," dated
[INSERT DATE OF ISSUANCE], as amended or revised with the
accompanying Flood Insurance Rate Map (FIRM) and Flood
Boundary and Flood way Map (FBFM) and related supporting
data along with any revisions thereto. The adopted flood haz-
ard map and supporting data are hereby adopted by reference
and declared to be part of this section.
1612.3.1 Design flood elevations. Where design flood
elevations are not included in the flood hazard areas
established in Section 1612.3, or where floodways are not
designated, the building official is authorized to require
the applicant to:
1. Obtain and reasonably utilize any design flood ele-
vation and floodway data available from a federal,
state or other source; or
2. Determine the design flood elevation and/or flood-
way in accordance with accepted hydrologic and
hydraulic engineering practices used to define spe-
cial flood hazard areas. Determinations shall be
undertaken by a registered design professional who
shall document that the technical methods used
reflect currently accepted engineering practice.
1612.3.2 Determination of impacts. In riverine flood
hazard areas where design flood elevations are specified
but floodways have not been designated, the applicant
shall provide a floodway analysis that demonstrates that
the proposed work will not increase the design flood ele-
vation more than 1 foot (305 mm) at any point within the
jurisdiction of the applicable governing authority.
1612.4 Design and construction. The design and construc-
tion of buildings and structures located in flood hazard areas,
including flood hazard areas subject to high-velocity wave
action, shall be in accordance with Chapter 5 of ASCE 7 and
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 110.3.3.
1.2. For fully enclosed areas below the design flood
elevation where provisions to allow for the
automatic 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 equalization 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 state-
ment that the dry floodproofing is designed in
accordance 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
lowest floor elevation inspection in Section
110.3.3.
2.2. Construction documents shall include a state-
ment that the building is designed in accor-
dance with ASCE 24, including that the pile or
column foundation and building or structure to
be attached thereto is designed to be anchored
2012 INTERNATIONAL BUILDING CODE®
365
STRUCTURAL DESIGN
to resist flotation, collapse and lateral move-
ment due to the effects of wind and flood loads
acting simultaneously on all building compo-
nents, and other load requirements of Chapter
16.
2.3. For breakaway walls designed to have a resistance
of more than 20 psf (0.96 kN/m 2 ) determined
using allowable stress design, construction docu-
ments 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 1 1 A. The seismic design category for a struc-
ture 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
acceleration, S s , 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
incidental 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 terms are defined in Chap-
ter 2:
DESIGN EARTHQUAKE GROUND MOTION.
MECHANICAL SYSTEMS.
ORTHOGONAL.
RISK-TARGETED MAXIMUM CONSIDERED
EARTHQUAKE (MCE R ) GROUND MOTION
RESPONSE ACCELERATION.
SEISMIC DESIGN CATEGORY.
SEISMIC FORCE-RESISTING SYSTEM.
SITE CLASS.
SITE COEFFICIENTS.
1613.3 Seismic ground motion values. Seismic ground
motion values shall be determined in accordance with this
section.
1613.3.1 Mapped acceleration parameters. The parame-
ters S s and S t shall be determined from the 0.2 and 1-sec-
ond spectral response accelerations shown on Figures
1613.3.1(1) through 1613.3.1(6). Where S, is less than or
equal to 0.04 and S s is less than or equal to 0.15, the struc-
ture is permitted to be assigned to Seismic Design Cate-
gory A. The parameters S s and S, shall be, respectively,
1.5 and 0.6 for Guam and 1.0 and 0.4 for American
Samoa.
1613.3.2 Site class definitions. Based on the site soil
properties, the site shall be classified as Site Class A, B, C,
D, E or F in accordance with Chapter 20 of ASCE 7.
Where the soil properties are not known in sufficient detail
to determine the site class, Site Class D shall be used
unless the building official or geotechnical data deter-
mines Site Class E or F soils are present at the site.
1613.3.3 Site coefficients and adjusted maximum con-
sidered earthquake spectral response acceleration
parameters. The maximum considered earthquake spec-
tral response acceleration for short periods, S MS , and at 1-
second period, S m , adjusted for site class effects shall be
determined by Equations 16-37 and 16-38, respectively:
where
■■FA
■FS,
(Equation 16-37)
(Equation 16-38)
F a - Site coefficient defined in Table 1613.3.3(1).
F v = Site coefficient defined in Table 1613.3.3(2).
S s = The mapped spectral accelerations for short periods
as determined in Section 1613.3.1.
TABLE 1613.3.3(1)
VALUES OF SITE COEFFICIENT F a a
SITE CLASS
MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIOD
S s <0.25
S s = 0.50
S s = 0.75
S 5 = 1.00
S 8 >1.25
A
0.8
0.8
0.8
0.8
0.8
B
1.0
1.0
1.0
1.0
1.0
C
1.2
1.2
1.1
1.0
1.0
D
1.6
1.4
1.2
1.1
1.0
E
2.5
1.7
1.2
0.9
0.9
F
Noteb
Noteb
Noteb
Noteb
Noteb
a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at short period, S s .
b. Values shall be determined in accordance with Section ] 1.4.7 of ASCE 7.
366
2012 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
S, = The mapped spectral accelerations for a 1- second
period as determined in Section 1613.3.1.
1613.3.4 Design spectral response acceleration parame-
ters. Five-percent damped design spectral response accel-
eration at short periods, S DS and at 1 -second period, S DS
shall be determined from Equations 16-39 and 16-40,
respectively:
$DS ~ y^MS
>D]
where:
2 -S
(Equation 16-39)
(Equation 16-40)
S MS = The maximum considered earthquake spectral
response accelerations for
determined in Section 1613.3.3.
short period as
The maximum considered earthquake spectral
response accelerations for 1 -second period as
determined in Section 1613.3.3.
1613.3.5 Determination of seismic design category.
Structures classified as Risk Category I, II or III that are
located where the mapped spectral response acceleration
parameter at 1-second period, S,, is greater than or equal to
0.75 shall be assigned to Seismic Design Category E.
Structures classified as Risk Category IV that are located
where the mapped spectral response acceleration parame-
ter at 1 -second period, S,, 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 risk category and the design spectral
response acceleration parameters, S DS and S D] , determined
in accordance with Section 1613.3.4 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 1613.3.5(1) or 1613.5.5(2), irre-
spective of the fundamental period of vibration of the
structure,
TABLE 1613.3.3(2)
VALUES OF SITE COEFFICIENT F„ a
SITE CLASS
MAPPED SPECTRAL RESPONSE ACCELERATION AT 1-SECOND PERIOD
S, < 0.1
S, = 0.2
S, = 0.3
S, = 0.4
S, > 0.5
A
0.8
0.8
0.8
0.8
0.8
B
1.0
1.0
1.0
1.0
1.0
C
1.7
1.6
1.5
1.4
1.3
D
2.4
2.0
1.8
1.6
1.5
E
3.5
3.2
2.8
2.4
2.4
F
Noteb
Noteb
Noteb
Noteb
Noteb
a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at 1-second period, S t .
b. Values shall be determined in accordance with Section 1 1 .4.7 of ASCE 7.
TABLE 1613.3.5(1)
SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATIONS
VALUE OF S DS
RISK CATEGORY
I or II
III
IV
S DS <0A67g
A
A
A
0.167g<S DS <0.33g
B
B
C
0.33g < S DS < 0.50g
C
C
D
0.50g<S M
D
D
D
TABLE 1613.3.5(2)
SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION
VALUE OF S m
RISK CATEGORY
I or II
III
IV
S DI < 0.067g
A
A
A
0.067g<S o; <0.133g
B
B
C
0.133g<S Dy <0.20g
C
C
D
0.20g<S D ,
D
D
D
2012 INTERNATIONAL BUILDING CODE®
367
STRUCTURAL DESIGN
incorporate:
j in 50 years
DISCUSSION
Maps prepared by Un::?d Stsies Geological Purvey {TTSG.~j iii
collaboration 'with the Federal Emergency Management Agency
(fEMA)-fundedBuiSdirig Seismic Safety Coimcil.CJEi.SSC) and
the Am en can Society of Civil Engineers (ASCE). The basis i s
explained in commentaries prepared by BSS.C and ASCE and in
the references..
Ground motion values contoured on these map:
* a target risk of jtruch.irsi collapse equal to 1'
based upon n generic ;trucp.iral fragility
* a factor '.of 1.1 to. adjust from a geometric mt
regardies:
* determimstic upper limits imposed near laige, active, faults,
which are taken as 1,8 times the estimated median response
to the. characteristic earthquake for. the fault (1.8 is used to
represent the 84th percentile i espouse), but not less than
150% g.
As such, the '.'dues sr; drier crit from .those on the uniform -
hasard 2008 USGS National Seismic Hasard Maps posted at
http://?arthqurfe uses gov/h.
"•argcr. more detailed versions of these m.jps are not provide;
because it is recommended that trie corresc-ondiric TJSGS wefc
tool (http //earthquake us^s.^ov/de^gnrrtap: or
ht.tp:i7conteiit seiristitute org) beuse-lto determine the mapped
.value for a specified location,
Building Seismic Safety Council. 2003, HEHPvP Esr.ommended
Seismic Provisions for New .Buildings, and Other Stryctures: EEMA
P-750;:>()09 Edition. Federal Emergency 'ivl'.^gemrnt Agency,
. Washington, DC.
Huang, Yin-Nan, Whittaker, A.S., and.Luco, Nicolas, 2008,
Maximimi spectral demands in the- rjcar-tYalt region, Earthqjake
Spectra, Vohirne 24, Issue l.pp 319-341.
Luco, Nicolas, Elliiig'.vood, B.R., Hamburger, S...O.. Hooper, J.D.,
Kimball, 3YK.', and Kircher, C.A., 2007, Risk-Targeted. versus
■Current Seismic Design Maps for the Conterminous United States..
Structural Engineers A^sociati^i of California 2007 Convention
Proceedings, pp 163-175
Petersen, MD.Erankel, A .D., Ham sen, 5 C.Mueller, C.S.,
Haller,KM, Wlieeler, EL, Wesson, R.L , Zeng, Yuehua,
Boyd, 6.S., Per kins, D.M.. Luco. Nicolas, Field, E.H.,\VilLs, C.J,
aid Ruks tales, KS., 2003, Documentauoaforthe 2008 Update of
the United States National Seismic Hazsrd.Maps: U S. .Geological
Survey Open-Eile Report 2008-1128, 61 p.
FIGURE 1613.3.1(1)
RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCE R ) GROUND MOTION RESPONSE ACCELERATIONS
FOR THE CONTERMINOUS UNITED STATES OF 0.2-SECOND SPECTRAL RESPONSE ACCELERATION
(5% OF CRITICAL DAMPING), SITE CLASS B
(continued)
368
2012 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
w *
100
I ' ' ' '
100 200 300 400 500 Miles
l I I I 1
(TTTTTTmT 1 1 1 1 |
100 100 200 300 400 500 Kilometers
Explanation
Contour intervals, %g
300
200
150
125
100 —
90
70
60
50
40
35
31
Z5
20
^15
10
5
Areas with a constant spe ctral
response acceleration of 150% g
10 —
Contours of spectral response
- Li -1I"'
acceleration express ed as apercent
[[>
of gravity. Hachures point in
■■■'~' l ~10^-^
direction of decreasing values
+
16.9
Point value of spectral response
acceleration depressed as apercent
of gravity
FIGURE 1613.3.1(1)— continued
RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCE R ) GROUND MOTION RESPONSE ACCELERATIONS
FOR THE CONTERMINOUS UNITED STATES OF 0.2-SECOND SPECTRAL RESPONSE ACCELERATION
(5% OF CRITICAL DAMPING), SITE CLASS B
2012 INTERNATIONAL BUILDING CODE®
369
STRUCTURAL DESIGN
Map: spared by United States Geological Survey (VSOS) m .Emldm.g Se:
col! a torchon with the Federal Emergency Management Agency
{FEJ,iA)-furide--J3--i!>liri3 Seistr.iu Safety Ccuncii (BSSCi and'
the American Society of Civil Engineers (ASCE). The basis is
explained in commentaries prepared by B.SSC.and ASCE andii
the refer i
Ground iiK-i:on vmes contoured on these maps incorporate:
* a target risk of structural cllaose equal to 1% in 50 year:
based upon a generic structural fragility
■ a fact or of 1.3 to adjust from a geometric mean to the
maximum r^ponse regardless of direction
upper hmits uripo!;-;: rrzz* large, active fault:
iriic Provisions for Nf.v Building iiid Other Stru.c tares: FEMA
P-750/2009 Edition, Federal Emergency Management Agency,
Wa:hii:gro:i, DC
Huang. Yin-Nan. Whiftaker, AS. ^andLuco, Nicolas, 200S.
.MaHimum spectral demands in the neti-fault region. Earthquake
Spectra, Volume 24, true 1. pp. 319-341.
Luco, Nicolas, Ellingwood, E R , Hamburger, R.O., Hooper, JD.,
Kimball,J.K.,andKircher, C.A., 2007, Risk-Targeted versus
Ojrrent Seism: cE'esiga Maps for the Conterminous United States,
Structural Fnjineers Association of California 2007 Convention
Proceedings, pp. 163-175.
which are taken as 1.8 times the esumatedrnedianresponse Petersen, M.D., Frankel, A. D , Harmsen, S.C, Mueller, C.S.
to the cJiajTtf.tenine earthquake for the fault (1
represent the 84th percentile response), tut not less than
60% B .
As such, the values are different from Him; ;.n the unifviin-
hanarci 200CUSGS National Seismic Hazard Maps posted at:
htLp.-//c3-thqiJtJ-;i jsgsgovmasinaps.
Larger, more detailed versions of these maps are not p
because it is- recommended that -the corresponding USGS ',veb
tool (littp;//e:irthqual;e.u;g.-,5ov/de.v]g:
http://content.sunstifc.itf org; be used to determine the.mapp.ed
value.far aspeafiedlocanon
Haller, K.M, Wheeler, R.L., Wesson, R.L., Zeng. Yuehua
Boyd, OS, Perkins, D.M., Lues, M colas, Field, E.H., Wills. C.J.,
and Eukstal.es, K 3. 20.0-3, Bocyrnsiitadon tor the 20QS Update of
the United Scutes National Seismic Hazard Map;: TT.S Geological
Survey Open-File Report 2003-1128. 6.1 p.
FIGURE 1613.3.1(2)
RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCE R ) GROUND MOTION RESPONSE ACCELERATIONS
FOR THE CONTERMINOUS UNITED STATES OF 1-SECOND SPECTRAL RESPONSE ACCELERATION
(5% OF CRITICAL DAMPING), SITE CLASS B
(continued)
370
2012 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
FIGURE 1613.3.1(2)— continued
RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCE R ) GROUND MOTION RESPONSE ACCELERATIONS
FOR THE CONTERMINOUS UNITED STATES OF 1-SECOND SPECTRAL RESPONSE ACCELERATION
(5% OF CRITICAL DAMPING), SITE CLASS B
2012 INTERNATIONAL BUILDING CODE®
371
STRUCTURAL DESIGN
Contour intervals, °/og
Areas with a con slant spectral
response acceleration of 150% g
Deterministic, zone boundary.- The
ground motion inside the zone shall
be taken a; the number ?b</z;n
inside the jione
—10
Contours of spectral response
acceleration expressed as a percent
of gravity. Hacbures pcantin
direction of .decreasing values
0.2 Second Spectral Response Acceleration (5% of Critical Damping)
153 a 15B" 157" 156° 155° 154
Areas with a constant spectral
response acceleration of 60% g
Deter mini stit zone boundary.. The
ground motion inside the zone shall
be taken as the number. shown
inside the zone.
10
■.-!_*. a. ■[Q.-L T :_(.
Contour:; of spectral, response
acceleration expressed as a percent
of gravity. Hachures point in
direction of decreasing values
1.0 Second Spectral Response Acceleration (5% of Critical Damping)
DISCUSSION
Mnps prepared by United States Geological Purvey (TISGS) in
collaboration y/itli the Federal Emergency Management Agency
(FEMA)-fundedBuilding Seismic Safety Council (BSSC) and
the American Society of Ci~d Engine-errs (AS.CE). The basis is
explained in commentaries prepared by BSSC andASCE and in
the references
Ground motion values contoured en these maps incorporate
■ a target risk of structural collapse equal to 1% in 50 years
based upon a generic structural fragility
■ deterministic upper limits imposed near large, active faults,
which are taken as. 1. Slimes the estimated median response
to the characteristic earthquake for the fault (1 8 is used to
represent the. 84th per-- entile response), but not less than
150% and 60% g for 2 and 1 sec, respectively
As such, the values are different from those on the urnfomi-
hazard 1S93USGS National Seismic Hazard Maps for Hawaii
posted at h ftp j'/earLlicuske usgagoy/hasmaps.
Larger, more detailed veiiions of liieL-e in-.ipL- are not provided
because it is recommended that the corresponding ''JSGSwcb
tool (http://8arthci.iake us;!s gov.'desicjiimsps or
ht.tp://cotitr:rit '(institute, or?) be used to- determine lbs mapped
value for a specified location
REFERENCES
Building Seismic Safety Council, 20Qi>, NEHRP Recommended
Seismic Provisions for New Buildings and Cither Structures: FEMA
P -750/2009 Edition, Federal Emergency Management Agency,
Washington. DC.
Huang, Yin-Nan, Whittaker, AS., andLuco, Nicolas, 2008,
Maximum spectral demand-: in the near -fault region. Earthquake
Spectra, Volume 2d, Issue l,pp. 319-341.
Klein, F., Frankel, AD , Mueller, C.S : , "Wesson, E..L,, and Gkubo, P.,
2001, Seismic hazard in Hawaii: high rate of large earthquakes and
probabilistic ground-motion maps. Bulletin of the Seism ological
Society ofAmenca, Volume 91, pp 479-498.
Luco, Nicolas, Elling'-vood, B.R.. Hamburger, R.O., Hooper, ID.,
Kimball. IE , and Kircher, C A, 2007. Risk-Targeted versus
Current Seismic Design Maps for iris Conterminous United States,
Structural Engineers Association of California 2007 Convention.
Proceedings, pp.. 163-175.
^y
FIGURE 1613.3.1(3)
RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCE R ) GROUND MOTION RESPONSE ACCELERATIONS
FOR HAWAII OF 0.2- AND 1 -SECOND SPECTRAL RESPONSE ACCELERATION
(5% OF CRITICAL DAMPING), SITE CLASS B
372
2012 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
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2012 INTERNATIONAL BUILDING CODE®
373
STRUCTURAL DESIGN
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374
2012 INTERNATIONAL BUILDING CODE®
STRUCTURAL DESIGN
17S-
150-
125-
100-
30-
T£D ST*iTEe}}
■ *r- '"•[-■. i.
r:-:....-< '■-■-.;
SAiNT THpMAS ., ,.. -
(UNITED f>1Al..ti) ufJ1TE[) STWE3
0.2 Second Spectral Response Acceleration (5% of Critical Damping)
S7W 66*30' 6BW 65°30' 65°0u'
Contour intervals, '
-100-
-90-
PL o^tO RICO :
■rrjTolTELl STATES.
ISLA : DE |ylEQUE
7unjte_d!..skTEj
T Ihl
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: : ■va.Alf.'l THOMAS' q i, ; ^ ,„•;;
1 ,tr ' Tt .elites
!Ut..-fl".'£0 STATE'S:.
1.0 Second Spectral Response Acceleration (5% of Critical Damping)
Explanation
Contours of spectral response
acceleration expressed as aper/cent
of .lyrtvity Hachuies feint in
.i rex h on of cl: creasing vti.rif 1 ^
+
53.7
Point value of spectral respra
acceleration expressed as a
of gravity
DISCUSSION
Maps preparedby United States Geo) ogical Survey (USGS) in
collaboration with the Federal Era ergency Management Agency
'(FEMA.)-EundedBiiildiiig Seismic Safety Council (BSSC) and
the American Society of Civil Engineers (ASCE). The basis is
esplanedincemfnentariespirepaicdby ESSC and ASCE andin
the references
'Ground motion vwlues contoured- oil Ther.e maps incorporate
• a target risk of structural coli;ip;e eoualto 1% in :"0 years
based upon a generic structural fragility
•a factor of 1.1 and 1.3 for 0.2 and 1.0 sec, respectively, to
adjust from a geometric mean to the it- a;f i.mv.ni ie:oori5e
regardless of direction
• deterministic upper limits imposed near large, active faults,
which are taken as 1 Shines the estimated median' response
to the characteristic earthquake for the fault (1.8 is used to
represent the 84th percentile response), but not less than
150% and 60% g for 0.2 and 10 sec, respectively.
A? such, the values are different' from those on the uniform -
hazard 2003 X7SGS National Seismic Hazard Maps for Puerto
lacoandtheUS "Virgin Islands posted at
littp://^.\rtli^ual--e.u;g;;gov.''iij.z:i-iaps
Larger, more detailed versions of these maps are not provided
because it is recommended that the corre spotiding USGS web
tool (l'.ttp://earthqu?ke nsgt goWdesignmaps or'
littp./'content seinstitute.org) be used to determine the mapped
^alue for a f.pecif ie-d locaii on. y
50
50 Miles
_l
50
1
50 Kilometers
KEFEKEFCES
Building Seismic Safety Council, 2009, HEHRP Recommended
Seismic Provisions for New Buildings and Other Structures: PEMA
P-750r2009 Edition, Federal Emergency Management Agency,
"oia.-hmotc.n, DC
Huang, Yin -Nan, Whittaker, A.S , and Luco, Nicolas, 2002,
Maximum spectral demands in the near -fault region, Earthcpiake
Spectra, Volume 24,Issue l.pp 319-341
Luco, Ni colas, Ellmgwood, B.R., Hamburger, 10„ Hooper, J ,D„
Kimball. IE., and Kircher, C.A., 2007, Basic-Targeted versus
Current Seismic Design Maps for the Conterminous United States,
Structural Engineers Association of California2007 Contention
Proceedings, pp. 163-175,
Mueller, O S , Frarikel. AD..Psirrseri. MD . ondLeyendecker, h V,
2003, Documentor, on tor die 2003 U3GS Seismic Hazard Maps for
Puerto Rico and tire US. Virgin islands: U S Geological Survey
Open-File Report 03-379.
FIGURE 1613.3.1(6)
RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCE R ) GROUND MOTION RESPONSE ACCELERATIONS
FOR PUERTO RICO AND THE UNITED STATES VIRGIN ISLANDS OF 0.2- AND 1-SECOND SPECTRAL RESPONSE ACCELERATION (5%
OF CRITICAL DAMPING), SITE CLASS B
2012 INTERNATIONAL BUILDING CODE®
375
STRUCTURAL DESIGN
1613.3.5.1 Alternative seismic design category deter-
mination. Where S, is less than 0.75, the seismic
design category is permitted to be determined from
Table 1613.3.5(1) alone when all of the following
apply:
1. In each of the two orthogonal directions, the
approximate fundamental period of the structure,
Ta, in each of the two orthogonal directions
determined in accordance with Section 12.8.2.1
of ASCE 7, is less than 0.8 T s determined in
accordance 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 s .
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 of ASCE 7 or, for diaphragms that are
flexible, the distances between vertical elements
of the seismic force-resisting system do not
exceed 40 feet ( 1 2 1 92 mm) .
1613.3.5.2 Simplified design procedure. Where the
alternate simplified design procedure of ASCE 7 is
used, the seismic design category shall be determined
in accordance with ASCE 7.
1613.4 Alternatives to ASCE 7. The provisions of Section
1613.4 shall be permitted as alternatives to the relevant provi-
sions of ASCE 7.
1613.4.1 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 11 and ordinary
moment frames (OMFs) as defined in Chapter 1 1 are
permitted to be taken as 160 feet (48 768 mm) for struc-
tures assigned to Seismic Design Category D, E or F,
provided that the following conditions are satisfied:
1. The value of 7?, as defined in Chapter 17 is taken
as 1.
2. For OMFs and OCBFs, design is in accordance
with AISC 341.
SECTION 1614
ATMOSPHERIC ICE LOADS
1614.1 General. Ice-sensitive structures shall be designed for
atmospheric ice loads in accordance with Chapter 10 of
ASCE 7.
SECTION 1615
STRUCTURAL INTEGRITY
1615.1 General. High-rise buildings that are assigned to Risk
Category III or IV shall comply with the requirements of this
section. Frame structures shall comply with the requirements
of Section 1615.3. Bearing wall structures shall comply with
the requirements of Section 1615.4.
1615.2 Definitions. The following words and terms are
defined in Chapter 2:
BEARING WALL STRUCTURE.
FRAME STRUCTURE.
1615.3 Frame structures. Frame structures shall comply
with the requirements of this section.
1615.3.1 Concrete frame structures. Frame structures
constructed primarily of reinforced or prestressed con-
crete, either cast-in-place or precast, or a combination of
these, shall conform to the requirements of ACI 318 Sec-
tions 7.13, 13.3.8.5, 13.3.8.6, 16.5, 18.12.6, 18.12.7 and
18.12.8 as applicable. Where ACI 318 requires that non-
prestressed reinforcing or prestressing steel pass through
the region bounded by the longitudinal column reinforce-
ment, that reinforcing or prestressing steel shall have a
minimum nominal tensile strength equal to two-thirds of
the required one-way vertical strength of the connection of
the floor or roof system to the column in each direction of
beam or slab reinforcement passing through the column.
Exception: Where concrete slabs with continuous rein-
forcement having an area not less than 0.0015 times the
concrete area in each of two orthogonal directions are
present and are either monolithic with or equivalently
bonded to beams, girders or columns, the longitudinal
reinforcing or prestressing steel passing through the
column reinforcement shall have a nominal tensile
strength of one-third of the required one-way vertical
strength of the connection of the floor or roof system to
the column in each direction of beam or slab reinforce-
ment passing through the column.
1615.3.2 Structural steel, open web steel joist or joist
girder, or composite steel and concrete frame struc-
tures. Frame structures constructed with a structural steel
frame or a frame composed of open web steel joists, joist
girders with or without other structural steel elements or a
frame composed of composite steel or composite steel
joists and reinforced concrete elements shall conform to
the requirements of this section.
1615.3.2.1 Columns. Each column splice shall have
the minimum design strength in tension to transfer the
design dead and live load tributary to the column
between the splice and the splice or base immediately
below.
1615.3.2.2 Beams. End connections of all beams and
girders shall have a minimum nominal axial tensile
376
2012 INTERNATIONAL BUILDING CODE 8
STRUCTURAL DESIGN
strength equal to the required vertical shear strength for
allowable stress design (ASD) or two-thirds of the
required shear strength for load and resistance factor
design (LRFD) but not less than 10 kips (45 kN). For
the purpose of this section, the shear force and the axial
tensile force need not be considered to act simultane-
ously.
Exception: Where beams, girders, open web joist
and joist girders support a concrete slab or concrete
slab on metal deck that is attached to the beam or
girder with not less than V 8 -inch-diameter (9.5 mm)
headed shear studs, at a spacing of not more than 12
inches (305 mm) on center, averaged over the length
of the member, or other attachment having equiva-
lent shear strength, and the slab contains continuous
distributed reinforcement in each of two orthogonal
directions with an area not less than 0.0015 times the
concrete area, the nominal axial tension strength of
the end connection shall be permitted to be taken as
half the required vertical shear strength for ASD or
one-third of the required shear strength for LRFD,
but not less than 10 kips (45 kN).
1615.4 Bearing wall structures. Bearing wall structures
shall have vertical ties in all load-bearing walls and longitudi-
nal ties, transverse ties and perimeter ties at each floor level
in accordance with this section and as shown in Figure
1615.4.
1615.4.1 Concrete wall structures. Precast bearing wall
structures constructed solely of reinforced or prestressed
concrete, or combinations of these shall conform to the
requirements of Sections 7.13, 13.3.8.5 and 16.5 of ACI
318.
1615.4.2 Other bearing wall structures. Ties in bearing
wall structures other than those covered in Section
1615.4.1 shall conform to this section.
1615.4.2.1 Longitudinal ties. Longitudinal ties shall
consist of continuous reinforcement in slabs; continu-
ous or spliced decks or sheathing; continuous or spliced
members framing to, within or across walls; or connec-
tions of continuous framing members to walls. Longi-
tudinal ties shall extend across interior load-bearing
walls and shall connect to exterior load-bearing walls
and shall be spaced at not greater than 10 feet (3038
mm) on center. Ties shall have a minimum nominal
tensile strength, T r , given by Equation 16-41. For ASD
the minimum nominal tensile strength shall be permit-
ted to be taken as 1.5 times the allowable tensile stress
times the area of the tie.
(Equation 16-41)
T T - w LS <a T S
where:
L = The span of the horizontal element in the
direction of the tie, between bearing walls, feet
(m).
w - The weight per unit area of the floor or roof in the
span being tied to or across the wall, psf (N/m 2 ).
S = The spacing between ties, feet (m).
a r = A coefficient with a value of 1,500 pounds per
foot (2.25 kN/m) for masonry bearing wall
structures and a value of 375 pounds per foot (0.6
kN/m) for structures with bearing walls of cold-
formed steel light-frame construction.
1615.4.2.2 Transverse ties. Transverse ties shall con-
sist of continuous reinforcement in slabs; continuous or
spliced decks or sheathing; continuous or spliced mem-
bers framing to, within or across walls; or connections
of continuous framing members to walls. Transverse
ties shall be placed no farther apart than the spacing of
load-bearing walls. Transverse ties shall have minimum
nominal tensile strength Tj, given by Equation 16-46.
For ASD the minimum nominal tensile strength shall
be permitted to be taken as 1 .5 times the allowable ten-
sile stress times the area of the tie.
1615.4.2.3 Perimeter ties. Perimeter ties shall consist
of continuous reinforcement in slabs; continuous or
spliced decks or sheathing; continuous or spliced mem-
bers framing to, within or across walls; or connections
of continuous framing members to walls. Ties around
the perimeter of each floor and roof shall be located
within 4 feet (1219 mm) of the edge and shall provide a
nominal strength in tension not less than T , given by
Equation 16-42. For ASD the minimum nominal tensile
strength shall be permitted to be taken as 1 .5 times the
allowable tensile stress times the area of the tie.
T p = 200w <p r (Equation 16-42)
For SI: T= 90.7w<f3 T
where:
w - As defined in Section 1615.4.2.1.
jS r = A coefficient with a value of 16,000 pounds
(7200 kN) for structures with masonry bearing
walls and a value of 4,000 pounds (1300 kN) for
structures with bearing walls of cold-formed steel
light-frame construction.
1615.4.2.4 Vertical ties. Vertical ties shall consist of
continuous or spliced reinforcing, continuous or spliced
members, wall sheathing or other engineered systems.
Vertical tension ties shall be provided in bearing walls
and shall be continuous over the height of the building.
The minimum nominal tensile strength for vertical ties
within a bearing wall shall be equal to the weight of the
wall within that story plus the weight of the diaphragm
tributary to the wall in the story below. No fewer than
two ties shall be provided for each wall. The strength of
each tie need not exceed 3,000 pounds per foot (450
kN/m) of wall tributary to the tie for walls of masonry
construction or 750 pounds per foot (140 kN/m) of wall
tributary to the tie for walls of cold-formed steel light-
frame construction.
2012 INTERNATIONAL BUILDING CODE®
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STRUCTURAL DESIGN
T = Transverse
L = Longitudinal
V = Vertical
P = Perimeter
FIGURE 1615.4
LONGITUDINAL, PERIMETER, TRANSVERSE AND VERTICAL TIES
378
2012 INTERNATIONAL BUILDING CODE®
CHAPTER 17
SPECIAL INSPECTIONS AND TESTS
SECTION 1701
GENERAL
1701.1 Scope. The provisions of this chapter shall govern the
quality, workmanship and requirements for materials cov-
ered. Materials of construction and tests shall conform to the
applicable 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
proposed 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 limita-
tions 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 Definitions. The following terms are defined in Chap-
ter 2:
APPROVED AGENCY.
APPROVED FABRICATOR.
CERTIFICATE OF COMPLIANCE.
DESIGNATED SEISMIC SYSTEM.
FABRICATED ITEM.
INSPECTION CERTIFICATE.
INTUMESCENT FIRE-RESISTANT COATINGS.
MAIN WINDFORCE-RESISTING SYSTEM.
MASTIC FIRE-RESISTANT COATINGS.
SPECIAL INSPECTION.
Continuous special inspection.
Periodic special inspection.
SPECIAL INSPECTOR.
SPRAYED FIRE-RESISTANT MATERIALS.
STRUCTURAL OBSERVATION.
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 Independence. An approved agency shall be
objective, competent and independent from the contractor
responsible for the work being inspected. The agency shall
also disclose possible conflicts of interest so that objectiv-
ity can be confirmed.
1703.1.2 Equipment. An approved agency shall have
adequate equipment to perform required tests. The equip-
ment shall be periodically calibrated.
1703.1.3 Personnel. An approved agency shall employ
experienced personnel educated in conducting, supervis-
ing 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,
equipment, 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
building official's office and shall be open to public inspec-
tion at appropriate times.
1703.4 Performance. Specific information consisting of test
reports conducted by an approved testing agency in accor-
dance with the appropriate referenced standards, or other j
such information as necessary, shall be provided for the
building official to determine that the material meets the
applicable code requirements.
1703.4.1 Research and investigation. Sufficient techni-
cal data shall be submitted to the building official to sub-
stantiate 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 investigations required under these provisions shall be
paid by the applicant.
1703.4.2 Research reports. Supporting data, where nec-
essary 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 1703.5.4.
1703.5.1 Testing. An approved agency shall test a repre-
sentative sample of the product or material being labeled
to the relevant standard or standards. The approved
agency shall maintain a record of the tests performed. The
record shall provide sufficient detail to verify compliance
with the test standard.
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SPECIAL INSPECTIONS AND TESTS
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 material 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.
1703.5.4 Method of labeling. Information required to be
permanently identified on the product shall be acid etched,
sand blasted, ceramic fired, laser etched, embossed or of a
type that, once applied, cannot be removed without being
destroyed.
1703.6 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 pre-
fabricated assembly, the 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 informa-
tion and other data as necessary for the building official to
determine conformance to this code. Such a report shall be
approved by the building official.
1703.6. 1 Follow-up inspection. The applicant shall pro-
vide for special inspections of fabricated items in accor-
dance with Section 1704.2.5.
1703.6.2 Test and inspection records. Copies of neces-
sary test and inspection records shall be filed with the
building official.
SECTION 1704
SPECIAL INSPECTIONS, CONTRACTOR
RESPONSIBILITY AND STRUCTURAL
OBSERVATIONS
1704.1 General. This section provides minimum require-
ments for special inspections, the statement of special inspec-
tions, contractor responsibility and structural observations.
1704.2 Special inspections. Where application is made for
construction as described in this section, the owner or the reg-
istered design professional in responsible charge acting as
the owner's agent shall employ one or more approved agen-
cies to perform inspections during construction on the types
of work listed under Section 1705. These inspections are in
addition to the inspections identified in Section 1 10.
Exceptions:
1. Special inspections are not required for construction
of a minor nature or as warranted by conditions in
the jurisdiction as approved by the building official.
2. Unless otherwise required by the building official,
special inspections are not required for Group U
occupancies that are accessory to a residential occu-
pancy including, but not limited to, those listed in
Section 312.1.
3. Special inspections are not required for portions of
structures designed and constructed in accordance
with the cold-formed steel light-frame construction
provisions of Section 2211.7 or the conventional
light-frame construction provisions of Section 2308.
1704.2.1 Special inspector qualifications. The special
inspector shall provide written documentation to the build-
ing official demonstrating his or her competence and rele-
vant experience or training. Experience or training shall be
considered relevant when the documented experience or
training is related in complexity to the same type of spe-
cial inspection activities for projects of similar complexity
and material qualities. These qualifications are in addition
to qualifications specified in other sections of this code.
The registered design professional in responsible
charge and engineers of record involved in the design of
the project are permitted to act as the approved agency and
their personnel are permitted to act as the special inspector
for the work designed by them, provided they qualify as
special inspectors.
1704.2.2 Access for special inspection. The construction
or work for which special inspection is required shall
remain accessible and exposed for special inspection pur-
poses until completion of the required special inspections.
1704.2.3 Statement of special inspections. The applicant
shall submit a statement of special inspections in accor-
dance with Section 107.1 as a condition for permit issu-
ance. This statement shall be in accordance with Section
1704.3.
Exception: A statement of special inspections is not
required for portions of structures designed and con-
structed in accordance with the cold-formed steel light-
frame construction provisions of Section 2211.7 or the
conventional light-frame construction provisions of
Section 2308.
1704.2.4 Report requirement. Special inspectors shall
keep records of inspections. The special inspector shall
furnish inspection reports to the building official, and to
the registered design professional in responsible charge.
Reports shall indicate that work inspected was or was not
completed in conformance to approved construction docu-
ments. Discrepancies shall be brought to the immediate
attention of the contractor for correction. If they are not
corrected, the discrepancies shall be brought to the atten-
tion of the building official and to the registered design
professional in responsible charge prior to the completion
of that phase of the work. A final report documenting
required special inspections and correction of any discrep-
ancies noted in the inspections shall be submitted at a
point in time agreed upon prior to the start of work by the
applicant and the building official.
1704.2.5 Inspection of fabricators. Where fabrication of
structural load-bearing members and assemblies is being
performed on the premises of a fabricator's shop, special
380
2012 INTERNATIONAL BUILDING CODE®
SPECIAL INSPECTIONS AND TESTS
C*
inspection of the fabricated items shall be required by this
section and as required elsewhere in this code.
1704.2.5.1 Fabrication and implementation proce-
dures. The special inspector shall verify that the fabri-
cator maintains detailed fabrication and quality control
procedures that provide a basis for inspection control of
the workmanship and the fabricator's ability to con-
form to approved construction documents and refer-
enced standards. The special inspector shall review the
procedures for completeness and adequacy relative to
the code requirements for the fabricator's scope of
work.
Exception: Special inspections as required by Sec-
tion 1704.2.5 shall not be required where the fabri-
cator is approved in accordance with Section
1704.2.5.2.
1704.2.5.2 Fabricator approval. Special inspections
required by Section 1705 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 procedural and quality control man-
uals and periodic auditing of fabrication practices by an
approved special inspection agency. At completion of
fabrication, the approved fabricator shall submit a cer-
tificate of compliance to the building official stating
that the work was performed in accordance with the
approved construction documents.
1704.3 Statement of special inspections. Where special
inspection or testing is required by Section 1705, the regis-
tered design professional in responsible charge shall prepare
a statement of special inspections in accordance with Section
1704.3.1 for submittal by the applicant in accordance with
Section 1704.2.3.
Exception: The statement of special inspections is permit-
ted to be prepared by a qualified person approved by the
building official for construction not designed by a regis-
tered design professional.
1704.3.1 Content of statement of special inspections.
The statement of special inspections shall identify the fol-
lowing:
1. The materials, systems, components and work
required to have special inspection or testing by the
building official or by the registered design profes-
sional responsible for each portion of the work.
2. The type and extent of each special inspection.
3. The type and extent of each test.
4. Additional requirements for special inspection or
testing for seismic or wind resistance as specified in
Sections 1705.10, 1705.11 and 1705.12.
5. For each type of special inspection, identification as
to whether it will be continuous special inspection
or periodic special inspection.
1704.3.2 Seismic requirements in the statement of spe-
cial inspections. Where Section 1705.1 1 or 1705.12 spec-
ifies special inspection, testing or qualification for seismic
resistance, the statement of special inspections shall iden-
tify the designated seismic systems and seismic force-
resisting systems that are subject to special inspections.
1704.3.3 Wind requirements in the statement of special
inspections. Where Section 1705.10 specifies special
inspection for wind requirements, the statement of special
inspections shall identify the main windforce-resisting
systems and wind-resisting components subject to special
inspection.
1704.4 Contractor responsibility. Each contractor responsi-
ble for the construction of a main wind- or seismic force-
resisting 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 commence-
ment of work on the system or component. The contractor' s
statement of responsibility shall contain acknowledgement of
awareness of the special requirements contained in the state-
ment of special inspection.
1704.5 Structural observations. Where required by the pro-
visions of Section 1704.5.1 or 1704.5.2, the owner shall
employ a registered design professional to perform structural
observations as defined in Section 1702.
Prior to the commencement of observations, the structural
observer shall submit to the building official a written state-
ment identifying the frequency and extent of structural obser-
vations.
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 which, to the best of the structural
observer's knowledge, have not been resolved.
1704.5.1 Structural observations for seismic resistance.
Structural observations shall be provided for those struc-
tures assigned to Seismic Design Category D, E or F
where one or more of the following conditions exist:
1. The structure is classified as Risk Category III or IV
in accordance with Table 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 Cate-
gory E, is classified as Risk Category I or II in accor-
dance with Table 1604.5, and is greater than two
stories above grade plane.
4. When so designated by the registered design profes-
sional responsible for the structural design.
5. When such observation is specifically required by
the building official.
1704.5.2 Structural observations for wind require-
ments. Structural observations shall be provided for those
structures sited where V asd as determined in accordance
with Section 1609.3.1 exceeds 110 mph (49 m/sec), where
one or more of the following conditions exist:
1. The structure is classified as Risk Category III or IV
in accordance with Table 1604.5.
**
**
2012 INTERNATIONAL BUILDING CODE®
381
SPECIAL INSPECTIONS AND TESTS
**
2. The building height of the structure is greater than
75 feet (22 860 mm).
3. When so designated by the registered design profes-
sional responsible for the structural design.
4. When such observation is specifically required by
the building official.
SECTION 1705
REQUIRED VERIFICATION AND INSPECTION
1705.1 General. Verification and inspection of elements of
buildings and structures shall be as required by this section.
1705.1.1 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 lim-
ited to, the following examples:
1. Construction materials and systems that are alterna-
tives 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
accordance with additional manufacturer's instruc-
tions that prescribe requirements not contained in
this code or in standards referenced by this code.
1705.2 Steel construction. The special inspections for steel
elements of buildings and structures shall be as required in
this section.
Exception: Special inspection of the steel fabrication pro-
cess shall not be required where the fabricator does not
perform any welding, thermal cutting or heating operation
of any kind as part of the fabrication process. In such
cases, the fabricator shall be required to submit a detailed
procedure for material control that demonstrates the fabri-
cator's ability to maintain suitable records and procedures
such that, at any time during the fabrication process, the
material specification, and grade for the main stress-carry-
ing elements are capable of being determined. Mill test
reports shall be identifiable to the main stress-carrying ele-
ments when required by the approved construction docu-
ments.
1705.2.1 Structural steel. Special inspection for struc-
tural steel shall be in accordance with the quality assur-
ance inspection requirements of AISC 360.
1705.2.2 Steel construction other than structural steel.
Special inspection for steel construction other than struc-
tural steel shall be in accordance with Table 1705.2.2 and
this section.
1705.2.2.1 Welding. Welding inspection and welding
inspector qualification shall be in accordance with this
section.
**
TABLE 1705.2.2
REQUiRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL
VERIFICATION AND INSPECTION
CONTINUOUS
PERIODIC
REFERENCED
STANDARD"
1. Material verification of cold-formed steel deck:
a. Identification markings to conform to ASTM standards specified
in the approved construction documents.
—
X
Applicable ASTM
material standards
b. Manufacturer's certified test reports.
—
X
2. Inspection of welding:
a. Cold-formed steel deck:
1) Floor and roof deck welds.
—
X
AWSD1.3
b. Reinforcing steel:
l)Verification of weldability of
reinforcing steel other than ASTM
A 706.
—
X
AWSD1.4
ACI318:
Section 3.5.2
2) Reinforcing steel resisting flexural and axial forces in
intermediate and special moment frames, and boundary
elements of special structural walls of concrete and shear
reinforcement.
X
—
3) Shear reinforcement.
X
—
4) Other reinforcing steel.
—
X
For SI: I inch = 25.4 mm.
a. Where applicable, see also Section 1705.1 1, Special inspections for seismic resistance.
382
2012 INTERNATIONAL BUILDING CODE®
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1705.2.2.1.1 Cold-formed steel. Welding inspec-
tion and welding inspector qualification for cold-
formed steel floor and roof decks shall be in accor-
dance with AWS D 1.3.
1705.2.2.1.2 Reinforcing steel. Welding inspection
and welding inspector qualification for reinforcing
steel shall be in accordance with AWS D1.4 and
ACI318.
1705.2.2.2 Cold-formed steel trusses spanning 60
feet or greater. Where a cold-formed steel truss clear
span is 60 feet (18 288 mm) or greater, the special
inspector shall verify that the temporary installation
restraint/bracing and the permanent individual truss
member restraint/bracing are installed in accordance
with the approved truss submittal package.
1705.3 Concrete construction. The special inspections and
verifications for concrete construction shall be as required by
this section and Table 1705.3.
Exception: Special inspections shall not be required for:
1 . Isolated spread concrete footings of buildings three
stories or less above grade plane that are fully sup-
ported on earth or rock.
TABLE 1705.3
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION
VERIFICATION AND
INSPECTION
CONTINUOUS
PERIODIC
REFERENCED
STANDARD 3
IBC
REFERENCE
1. Inspection of reinforcing steel, including
prestressing tendons, and placement.
—
X
ACI 318: 3.5, 7.1-7.7
1910.4
2. Inspection of reinforcing steel welding
in accordance with Table 1705.2.2, Item
2b.
—
—
AWS D1.4
ACI 318: 3.5.2
—
3. Inspection of anchors cast in concrete
where allowable loads have been
increased or where strength design is
used.
—
X
ACI 318:
8.1.3,21.2.8
1908.5,
1909.1
4. Inspection of anchors post-installed in
hardened concrete members' 3 .
—
X
ACI 318:
3.8.6,8.1.3,21.2.8
1909.1
5. Verifying use of required design mix.
—
X
ACI 318: Ch. 4, 5.2-5.4
1904.2, 1910.2, 1910.3
6. 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 con-
crete.
X
—
ASTM C 172
ASTMC31
ACI 318: 5.6, 5.8
1910.10
7. Inspection of concrete and shotcrete
placement for proper application tech-
niques.
X
—
ACI 318: 5.9, 5.10
1910.6, 1910.7, 1910.8
8. Inspection for maintenance of specified
curing temperature and techniques.
—
X
ACI 318: 5.1 1-5.13
1910.9
9. Inspection of prestressed concrete:
a. Application of prestressing forces.
b. Grouting of bonded prestressing ten-
dons in the seismic force-resisting
system.
X
X
—
ACI 318: 18.20
ACI 318: 18.18.4
—
10. Erection of precast concrete members.
—
X
ACI 318: Ch. 16
—
11. Verification of in-situ concrete strength,
prior to stressing of tendons in post-ten-
sioned concrete and prior to removal of
shores and forms from beams and struc-
tural slabs.
—
X
ACI 3 18: 6.2
—
1 2. Inspect formwork for shape, location
and dimensions of the concrete member
being formed.
-
X
ACI 318: 6.1.1
—
For SI: 1 inch = 25.4 mm.
a. Where applicable, see also Section 1705.1 1, Special inspections for seismic resistance.
b. Specific requirements for special inspection shall be included in the research report for the anchor issued by an approved source in accordance with ACI 355.2 §
or other qualification procedures. Where specific requirements are not provided, special inspection requirements shall be specified by the registered design 1
professional and shall be approved by the building official prior to the commencement of the work.
2012 INTERNATIONAL BUILDING CODE®
383
SPECIAL INSPECTIONS AND TESTS
2. Continuous concrete footings supporting walls of
buildings three stories or less above grade plane that
are fully supported on earth or rock where:
2.1. The footings support walls of light-frame
construction;
2.2. The footings are designed in accordance
with Table 1809.7; or
2.3. The structural design of the footing is based
on a specified compressive strength,/',., 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 accor-
dance with Table 1807.1.6.2.
5. Concrete patios, driveways and sidewalks, on grade.
1705.3.1 Materials. In the absence of sufficient data or
documentation providing evidence of conformance to
quality standards for materials in Chapter 3 of ACI 318,
the building official shall require testing of materials in
accordance with the appropriate standards and criteria for
the material in Chapter 3 of ACI 318. Weldability of rein-
forcement, except that which conforms to ASTM A 706,
shall be determined in accordance with the requirements
of Section 3.5.2 of ACI 318.
1705.4 Masonry construction. Masonry construction shall
be inspected and verified in accordance with TMS 402/ACI
530/ASCE 5 and TMS 602/ACI 530.1/ASCE 6 quality assur-
ance program requirements.
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, where they are part of
structures classified as Risk Category I, II or III in
accordance with Section 1604.5.
2 Masonry foundation walls constructed in accordance
with Table 1807.1.6.3(1), 1807.1.6.3(2), 1807.1.6.3(3)
or 1807.1.6.3(4).
3. Masonry fireplaces, masonry heaters or masonry
chimneys installed or constructed in accordance
with Section 21 1 1, 2112 or 21 13, respectively.
1705.4.1 Empirically designed masonry, glass unit
masonry and masonry veneer in Risk Category IV. The
minimum special inspection program for empirically
designed masonry, glass unit masonry or masonry veneer
designed by Section 2109, 2110 or Chapter 14, respec-
tively, in structures classified as Risk Category IV, in
accordance with Section 1604.5, shall comply with TMS
402/ACI 530/ASCE 5 Level B Quality Assurance.
1705.4.2 Vertical masonry foundation elements. Special
inspection shall be performed in accordance with Section
1705.4 for vertical masonry foundation elements.
1705.5 Wood construction. Special inspections of the fabri-
cation process of prefabricated wood structural elements and
assemblies shall be in accordance with Section 1704.2.5. Spe-
cial inspections of site-built assemblies shall be in accor-
dance with this section.
1705.5.1 High-load diaphragms. High-load diaphragms
designed in accordance with Section 2306.2 shall be
installed with special inspections as indicated in Section
1704.2. 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.
Additionally, the special inspector must verify the nominal
size of framing members at adjoining panel edges, the nail
or staple diameter and length, the number of fastener lines
and that the spacing between fasteners in each line and at
edge margins agrees with the approved building plans.
1705.5.2 Metal-plate-connected wood trusses spanning
60 feet or greater. Where a truss clear span is 60 feet (18
288 mm) or greater, the special inspector shall verify that
the temporary installation restraint/bracing and the perma-
nent individual truss member restraint/bracing are
installed in accordance with the approved truss submittal
package.
1705.6 Soils. Special inspections for existing site soil condi-
tions, fill placement and load-bearing requirements shall be
as required by this section and Table 1705.6. The approved
**
TABLE 1705.6
REQUIRED VERIFICATION AND INSPECTION OF SOILS
VERIFICATION AND INSPECTION
TASK
1. Verify materials below shallow foundations 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 compacted fill materials.
4. Verify use of proper materials, densities and lift thicknesses
during placement and compaction of compacted fill.
5. Prior to placement of compacted fill, observe subgrade and
verify that site has been prepared properly.
CONTINUOUS DURING TASK LISTED
PERIODICALLY DURING TASK LISTED
X
X
X
X
384
2012 INTERNATIONAL BUILDING CODE®
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*
geotechnical report, and the construction documents prepared
by the registered design professionals shall be used to deter-
mine compliance. During fill placement, the special inspector
shall determine that proper materials and procedures are used
in accordance with the provisions of the approved geotechni-
cal report.
Exception: Where Section 1803 does not require report-
ing of materials and procedures for fill placement, the spe-
cial inspector shall verify that the in-place dry density of
the compacted fill is not less than 90 percent of the maxi-
mum dry density at optimum moisture content determined
in accordance with ASTM D 1557.
1705.7 Driven deep foundations. Special inspections shall
be performed during installation and testing of driven deep
foundation elements as required by Table 1705.7. The
approved instruction documents prepared by the registered
design professionals, shall be used to determine compliance.
1705.8 Cast-in-place deep foundations. Special inspections
shall be performed during installation and testing of cast-in-
place deep foundation elements as required by Table 1705.8.
The approved geotechnical report, and the construction docu-
ments prepared by the registered design professionals, shall
be used to determine compliance.
1705.9 Helical pile foundations. Special inspections shall be
performed continuously during installation of helical pile
foundations. The information recorded shall include installa-
tion equipment used, pile dimensions, tip elevations, final
depth, final installation torque and other pertinent installation
data as required by the registered design professional in
responsible charge. The approved geotechnical report and
the construction documents prepared by the registered design
professional shall be used to determine compliance.
1705.10 Special inspections for wind resistance. Special
inspections itemized in Sections 1705.10.1 through
1705.10.3, unless exempted by the exceptions to Section
1704.2, are required for buildings and structures constructed
in the following areas:
1 . In wind Exposure Category B, where V md as determined
in accordance with Section 1609.3.1 is 120 miles per
hour (52.8 m/sec) or greater.
2. In wind Exposure Category C or D, where V mcl as deter-
mined in accordance with Section 1609.3.1 is 1 10 mph
(49 m/sec) or greater.
1705.10.1 Structural wood. Continuous special inspec-
tion is required during field gluing operations of elements
of the main windforce-resisting system. Periodic special
inspection is required for nailing, bolting, anchoring and
other fastening of components within the main windforce-
resisting system, including wood shear walls, wood dia-
phragms, drag struts, braces 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 main windforce-resisting system,
where the fastener spacing of the sheathing is more
than 4 inches (102 mm) on center.
1705.10.2 Cold-formed steel light-frame construction.
Periodic special inspection is required during welding
operations of elements of the main windforce-resisting
system. Periodic special inspection is required for screw
attachment, bolting, anchoring and other fastening of com-
ponents within the main windforce-resisting system,
including shear walls, braces, diaphragms, collectors (drag
struts) and hold-downs.
Exception: Special inspection is not required for cold-
formed steel light-frame shear walls, braces, dia-
TABLE 1705.7
REQUIRED VERIFICATION AND INSPECTION OF DRIVEN DEEP FOUNDATION ELEMENTS
VERIFICATION AND INSPECTION TASK
CONTINUOUS DURING TASK LISTED
PERIODICALLY DURING TASK LISTED
1 . Verify element materials, sizes and lengths comply
with the requirements.
X
—
2. Determine capacities of test elements and conduct
additional load tests, as required.
X
—
3. Observe driving operations and maintain complete and
accurate records for each element.
X
—
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 damage to foundation element.
X
—
5. For steel elements, perform additional inspections in
accordance with Section 1705.2.
—
—
6. For concrete elements and concrete-filled elements,
perform additional inspections in accordance with
Section 1705.3.
—
—
7. For specialty elements, perform additional inspections
as determined by the registered design professional in
responsible charge.
—
—
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SPECIAL INSPECTIONS AND TESTS
phragms, collectors (drag struts) and hold-downs where
either of the following apply:
1 . The sheathing is gypsum board or fiberboard.
2. The sheathing is wood structural panel or steel
sheets on only one side of the shear wall, shear
panel or diaphragm assembly and the fastener
spacing of the sheathing is more than 4 inches
(102 mm) on center (o.c).
1705.10.3 Wind-resisting components. Periodic special
inspection is required for the following systems and com-
ponents:
1. Roof cladding.
2. Wall cladding.
1705.11 Special inspections for seismic resistance. Special
inspections itemized in Sections 1705.11.1 through
1705.11.8, unless exempted by the exceptions of Section
1704.2, are required for the following:
1. The seismic force-resisting systems in structures
assigned to Seismic Design Category C, D, E or F in
accordance with Sections 1705.11.1 through 1705.11.3,
as applicable.
2. Designated seismic systems in structures assigned to
Seismic Design Category C, D, E or F in accordance
with Section 1705.11.4.
3. Architectural, mechanical and electrical components in
accordance with Sections 1705.11.5 and 1705.11.6.
4. Storage racks in structures assigned to Seismic Design
Category D, E or F in accordance with Section
1705.11.7.
5. Seismic isolation systems in accordance with Section
1705.11.8.
Exception: Special inspections itemized in Sections
1705.11.1 through 1705.11.8 are not required for struc-
tures designed and constructed in accordance with one of
the following:
1. The structure consists of light-frame construction;
the design spectral response acceleration at short
periods, S DS , as determined in Section 1613.3.4, does
not exceed 0.5; and the building height of the struc-
ture does not exceed 35 feet (10 668 mm).
2. The seismic force-resisting system of the structure
consists of reinforced masonry or reinforced con-
crete; the design spectral response acceleration at
short periods, S DS , as determined in Section
1613.3.4, does not exceed 0.5; and the building
height of the structure does not exceed 25 feet (7620
mm).
3. The structure is a detached one- or two-family
dwelling not exceeding two stories above grade
plane and does not have any of the following hori-
zontal or vertical irregularities in accordance with
Section 12.3 of ASCE7:
3.1. Torsional or extreme torsional irregularity.
3.2. Nonparallel systems irregularity.
3.3. Stiffness-soft story or stiffness-extreme soft
story irregularity.
3.4. Discontinuity in lateral strength-weak story
irregularity.
1705.11.1 Structural steel. Special inspection for struc-
tural steel shall be in accordance with the quality assur-
ance requirements of AISC 341.
Exception: Special inspections of structural steel in
structures assigned to Seismic Design Category C that
are not specifically detailed for seismic resistance, with
a response modification coefficient, R, of 3 or less,
excluding cantilever column systems.
1705.11.2 Structural wood. Continuous special inspec-
tion is required during field gluing operations of elements
of the seismic force-resisting system. Periodic special
inspection is required for nailing, bolting, anchoring and
other fastening of components within the seismic force-
resisting system, including wood shear walls, wood dia-
phragms, 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).
1705.11.3 Cold-formed steel light-frame construction.
Periodic special inspection is required during welding
operations of elements of the seismic force-resisting sys-
tem. Periodic special inspection is required for screw
attachment, bolting, anchoring and other fastening of com-
ponents within the seismic force-resisting system, includ-
TABLE 1705.8
REQUIRED VERIFICATION AND INSPECTION OF CAST-IN-PLACE DEEP FOUNDATION ELEMENTS
VERIFICATION AND INSPECTION TASK
1. Observe drilling operations and maintain complete
and accurate records for each element.
2. Verify placement locations and plumbness, confirm
element diameters, bell diameters (if applicable),
lengths, embedment into bedrock (if applicable)
and adequate end-bearing strata capacity. Record
concrete or grout volumes.
3. For concrete elements, perform additional inspec-
tions in accordance with Section 1705.3.
CONTINUOUS DURING TASK LISTED
X
PERIODICALLY DURING TASK LISTED
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SPECIAL INSPECTIONS AND TESTS
ing shear walls, braces, diaphragms, collectors (drag
struts) and hold-downs.
Exception: Special inspection is not required for cold-
formed steel light-frame shear walls, braces, dia-
phragms, collectors (drag struts) and hold-downs where
either of the following apply:
1. The sheathing is gypsum board or fiberboard.
2. The sheathing is wood structural panel or steel
sheets on only one side of the shear wall, shear
panel or diaphragm assembly and the fastener
spacing of the sheathing is more than 4 inches
(102 mm) ox.
** | 1705.11.4 Designated seismic systems. The special
inspector shall examine designated seismic systems
requiring seismic qualification in accordance with Section
1705. 12.3 and verify that the label, anchorage or mounting
conforms to the certificate of compliance .
1705.11.5 Architectural components. Periodic special
inspection 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 exterior
cladding, interior and exterior nonbearing walls
and interior and exterior veneer 30 feet (9144
mm) or less in height above grade or walking sur-
face.
2. Special inspection is not required for exterior
cladding and interior and exterior veneer weigh-
ing 5 psf (24.5 N/m 2 ) or less.
3. Special inspection is not required for interior
nonbearing walls weighing 15 psf (73.5 N/m 2 ) or
less.
11705.11.5.1 Access floors. Periodic special inspection-
is required for the anchorage of access floors in struc-
tures assigned to Seismic Design Category D, E or F.
1705.11.6 Mechanical and electrical components. Spe-
| cial inspection for mechanical and electrical components
shall be as follows:
1. Periodic special inspection is required during the
anchorage 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
anchorage of other electrical equipment in structures
assigned to Seismic Design Category E or F;
3. Periodic special inspection is required during the
installation and anchorage of piping systems
designed to carry hazardous materials and their
associated mechanical units in structures assigned to
Seismic Design Category C, D, E or F;
4. Periodic special inspection is required during the
installation and anchorage of ductwork designed to
carry hazardous materials in structures assigned to
Seismic Design Category C, D, E or F; and
5. Periodic special inspection is required during the
installation and anchorage of vibration isolation sys-
tems in structures assigned to Seismic Design Cate-
gory C, D, E or F where the construction documents
require a nominal clearance of V 4 inch (6.4 mm) or
less between the equipment support frame and
restraint.
1705.11.7 Storage racks. Periodic special inspection is
required during the anchorage of storage racks 8 feet
(2438 mm) or greater in height in structures assigned to
Seismic Design Category D, E or F.
1705.11.8 Seismic isolation systems. Periodic special
inspection shall be provided for seismic isolation systems |
during the fabrication and installation of isolator units and
energy dissipation devices. |
1705.12 Testing and qualification for seismic resistance.
The testing and qualification specified in Sections 1705.12.1
through 1705.12.4, unless exempted from special inspections
by the exceptions of Section 1704.2 are required as follows:
1. The seismic force-resisting systems in structures
assigned to Seismic Design Category C, D, E or F shall |
meet the requirements of Sections 1705.12.1 and j
1705.12.2, as applicable.
2. Designated seismic systems in structures assigned to
Seismic Design Category C, D, E or F and subject to 1
the certification requirements of ASCE 7 Section 1
13.2.2 shall comply with Section 1705.12.3. |
3. Architectural, mechanical and electrical components in
structures assigned to Seismic Design Category C, D, E
or F and where the requirements of ASCE 7 Section
13.2.1 are met by submittal of manufacturer's certifica-
tion, in accordance with Item 2 therein, shall comply
with Section 1705.12.3.
4. The seismic isolation system in seismically isolated
structures shall meet the testing requirements of Sec-
tion 1705.12.4.
1705.12.1 Concrete reinforcement. Where reinforcement
complying with ASTM A 615 is used to resist earthquake-
induced flexural and axial forces in special moment
frames, special structural walls and coupling beams con-
necting special structural walls, in structures assigned to
Seismic Design Category B, C, D, E or F, the reinforce- §
ment shall comply with Section 21.1.5.2 of ACI 318. Cer-
tified mill test reports shall be provided for each shipment
of such reinforcement. Where reinforcement complying
with ASTM A 615 is to be welded, chemical tests shall be
performed to determine weldability in accordance with
Section 3.5.2 of ACI 318.
1705.12.2 Structural steel. Testing for structural steel
shall be in accordance with the quality assurance require- I
mentsofAISC341. 1
Exception: Testing for structural steel in structures
assigned to Seismic Design Category C that are not spe-
cifically detailed for seismic resistance, with a response
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SPECIAL INSPECTIONS AND TESTS
modification coefficient, R, of 3 or less, excluding can-
tilever column systems.
1705.12.3 Seismic certification of nonstructural compo-
nents. The registered design professional shall specify on
the construction documents the requirements for certifica-
tion by analysis, testing or experience data for nonstruc-
tural components and designated seismic systems in
accordance with Section 13.2 of ASCE 7, where such cer-
tification is required by Section 1705.12.
1705.12.4 Seismic isolation systems. Seismic isolation
systems shall be tested in accordance with Section 17.8 of
ASCE 7.
1705.13 Sprayed fire-resistant materials. Special inspec-
tions for sprayed fire-resistant materials applied to floor, roof
and wall assemblies and structural members shall be in accor-
dance with Sections 1705.13.1 through 1705.13.6. Special
inspections shall be based on the fire-resistance design as
designated in the approved construction documents. The tests
set forth in this section shall be based on samplings from spe-
cific floor, roof and wall assemblies and structural members.
Special inspections shall be performed after the rough instal-
lation of electrical, automatic sprinkler, mechanical and
plumbing systems and suspension systems for ceilings, where
applicable.
1705.13.1 Physical and visual tests. The special inspec-
tions shall include the following tests and observations to
demonstrate compliance with the listing and the fire-resis-
tance rating:
1 . Condition of substrates.
2. Thickness of application.
3. Density in pounds per cubic foot (kg/m 3 ).
4. Bond strength adhesion/cohesion.
5. Condition of finished application.
1705.13.2 Structural member surface conditions. The
surfaces shall be prepared in accordance with the
approved fire-resistance design and the written instruc-
tions of approved manufacturers. The prepared surface of
structural members to be sprayed shall be inspected before
the application of the sprayed fire-resistant material.
1705.13.3 Application. The substrate shall have a mini-
mum ambient temperature before and after application as
specified in the written instructions of approved manufac-
turers. The area for application shall be ventilated during
and after application as required by the written instructions
of approved manufacturers.
1705.13.4 Thickness. No more than 10 percent of the
thickness measurements of the sprayed fire-resistant mate-
rials applied to floor, roof and wall assemblies and struc-
tural members shall be less than the thickness required by
the approved fire-resistance design, but in no case less
than the minimum allowable thickness required by Section
1705.13.4.1.
1705.13.4.1 Minimum allowable thickness. For
design thicknesses 1 inch (25 mm) or greater, the mini-
mum allowable individual thickness shall be the design
thickness minus 7 4 inch (6.4 mm). For design thick-
nesses less than 1 inch (25 mm), the minimum allow-
able 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 1705.13.4.2 and 1705.13.4.3.
1705.13.4.2 Floor, roof and wall assemblies. The
thickness of the sprayed fire-resistant material applied
to floor, roof and wall assemblies shall be determined
in accordance with ASTM E 605, making not less than
four measurements for each 1,000 square feet (93 m 2 )
of the sprayed area, or portion thereof, in each story.
1705.13.4.3 Cellular decks. Thickness measurements
shall be selected from a square area, 12 inches by 12
inches (305 mm by 305 mm) in size. A minimum of
four measurements shall be made, located symmetri-
cally within the square area.
1705.13.4.4 Fluted decks. Thickness measurements
shall be selected from a square area, 12 inches by 12
inches (305 mm by 305 mm) in size. A minimum of
four measurements shall be made, located symmetri-
cally within the square area, including one each of the
following: valley, crest and sides. The average of the
measurements shall be reported.
1705.13.4.5 Structural members. The thickness 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.
1705.13.4.6 Beams and girders. At beams and girders
thickness measurements shall be made at nine locations
around the beam or girder at each end of a 12-inch (305
mm) length.
1705.13.4.7 Joists and trusses. At joists and trusses,
thickness measurements shall be made at seven loca-
tions around the joist or truss at each end of a 12-inch
(305 mm) length.
1705.13.4.8 Wide-flanged columns. At wide- flanged
columns, thickness measurements shall be made at 12
locations around the column at each end of a 12-inch
(305 mm) length.
1705.13.4.9 Hollow structural section and pipe col-
umns. At hollow structural section and pipe columns,
thickness measurements shall be made at a minimum of
four locations around the column at each end of a 12-
inch (305 mm) length.
1705.13.5 Density. The density of the sprayed fire-resis-
tant material shall not be less than the density specified in
the approved fire-resistance design. Density of the sprayed
fire-resistant material shall be determined in accordance
with ASTM E 605. The test samples for determining the
density of the sprayed fire-resistant materials shall be
selected as follows:
1 . From each floor, roof and wall assembly at the rate
of not less than one sample for every 2,500 square
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2012 INTERNATIONAL BUILDING CODE 8
SPECIAL INSPECTIONS AND TESTS
feet (232 m 2 ) or portion thereof of the sprayed area
in each story.
2. From beams, girders, trusses and columns at the rate
of not less than one sample for each type of struc-
tural member for each 2,500 square feet (232 m 2 ) of
floor area or portion thereof in each story.
1705.13.6 Bond strength. The cohesive/adhesive bond
strength of the cured sprayed fire-resistant material
applied to floor, roof and wall assemblies and structural
members shall not be less than 150 pounds per square foot
(psf) (7.18 kN/m 2 ). The cohesive/adhesive bond strength
shall be determined in accordance with the field test speci-
fied in ASTM E 736 by testing in-place samples of the
sprayed fire-resistant material selected in accordance with
Sections 1705.13.6.1 through 1705.13.6.3.
1705.13.6.1 Floor, roof and wail 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 2,500 square
feet (232 m 2 ) of the sprayed area, or portion thereof, in
each story.
1705.13.6.2 Structural members. The test samples for
determining the cohesive/adhesive bond strength of the
sprayed fire-resistant materials shall be selected from
beams, girders, trusses, columns and other structural
members at the rate of not less than one sample for each
type of structural member for each 2,500 square feet
(232 m 2 ) of floor area or portion thereof in each story.
1705.13.6.3 Primer, paint and encapsulant bond
tests. Bond tests to qualify a primer, paint or encapsu-
lant shall be conducted when the sprayed fire-resistant
material is applied to a primed, painted or encapsulated
surface for which acceptable bond-strength perfor-
mance between these coatings and the fire-resistant
material has not been determined. A bonding agent
approved by the SFRM manufacturer shall be applied
to a primed, painted or encapsulated surface where the
bond strengths are found to be less than required val-
ues.
1705.14 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.
1705.15 Exterior insulation and finish systems (EIFS).
Special inspections shall be required for all EIFS applica-
tions.
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.
1705.15.1 Water-resistive barrier coating. A water-
resistive barrier coating complying with ASTM E 2570
requires special inspection of the water-resistive barrier
coating when installed over a sheathing substrate.
1705.16 Fire-resistant penetrations and joints. In high-rise
buildings or in buildings assigned to Risk Category III or IV
in accordance with Section 1604.5, special inspections for
through-penetrations, membrane penetration firestops, fire-
resistant joint systems, and perimeter fire barrier systems that
are tested and listed in accordance with Sections 714.3.1.2,
714.4.1.2, 715.3 and 715.4 shall be in accordance with Sec-
tion 1705.16.1 or 1705.16.2.
1705.16.1 Penetration firestops. Inspections of penetra-
tion firestop systems that are tested and listed in accor-
dance with Sections 714.3.1.2 and 714.4.1.2 shall be
conducted by an approved inspection agency in accor-
dance with ASTM E 2174.
1705.16.2 Fire-resistant joint systems. Inspection of fire-
resistant joint systems that are tested and listed in accor-
dance with Sections 715.3 and 715.4 shall be conducted by
an approved inspection agency in accordance with ASTM
E2393.
[F] 1705.17 Special inspection for smoke control. Smoke
control systems shall be tested by a special inspector.
[F] 1705.17.1 Testing scope. The test scope shall be as
follows:
1. During erection of ductwork and prior to conceal-
ment for the purposes of leakage testing and record-
ing of device location.
2. Prior to occupancy and after sufficient completion
for the purposes of pressure difference testing, flow
measurements and detection and control verifica-
tion.
[F] 1705.17.2 Qualifications. Special inspection agencies
for smoke control shall have expertise in fire protection
engineering, mechanical engineering and certification as
air balancers.
SECTION 1706
DESIGN STRENGTHS OF MATERIALS
1706.1 Conformance to standards. The design strengths
and permissible stresses of any structural material that are
identified by a manufacturer's designation as to manufacture
and grade by mill tests, or the strength and stress grade is oth-
erwise confirmed to the satisfaction of the building official,
shall conform to the specifications and methods of design of
accepted engineering practice or the approved rules in the
absence of applicable standards.
1706.2 New materials. For materials that are not specifically
provided for in this code, the design strengths and permissible
stresses shall be established by tests as provided for in Sec-
tion 1707.
**
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SPECIAL INSPECTIONS AND TESTS
SECTION 1707
ALTERNATIVE TEST PROCEDURE
1707.1 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
building 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 appli-
cant.
SECTION 1708
TEST SAFE LOAD
1708.1 Where required. Where proposed construction is not
capable of being designed by approved engineering analysis,
or where proposed construction design method does not 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 1710. 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 proce-
dures.
SECTION 1709
IN-SITU LOAD TESTS
1709.1 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 engi-
neering assessment shall be required. The engineering assess-
ment shall involve either a structural analysis or an in-situ
load test, or both. The structural analysis shall be based on
actual material properties and other as-built conditions that
affect stability or load-bearing capacity, and shall be con-
ducted in accordance with the applicable design standard. If
the structural assessment determines that the load-bearing
capacity is less than that required by the code, load tests shall
be conducted in accordance with Section 1709.2. If the build-
ing, structure or portion thereof is found to have inadequate
stability or load-bearing capacity for the expected loads,
modifications to ensure structural adequacy or the removal of
the inadequate construction shall be required.
1709.2 Test standards. Structural components and assem-
blies shall be tested in accordance with the appropriate refer-
enced standards. In the absence of a standard that contains 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
application that the completed structure or portion thereof
will be subjected to in normal use.
1709.3 In-situ load tests. In-situ load tests shall be con-
ducted in accordance with Section 1709.3.1 or 1709.3.2 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.
1709.3.1 Load test procedure specified. Where a refer- I
enced standard contains an applicable load test procedure |
and acceptance criteria, the test procedure and acceptance
criteria in the standard shall apply. In the absence of spe-
cific load factors or acceptance criteria, the load factors
and acceptance criteria in Section 1709.3.2 shall apply.
1709.3.2 Load test procedure not specified. In the
absence of applicable load test procedures contained
within a standard referenced by this code or acceptance
criteria for a specific material or method of construction,
such existing structure shall be subjected to a test proce-
dure 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 con-
sidered to have successfully met the test requirements
where the following criteria are satisfied:
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 per-
cent of the maximum deflection.
3. During and immediately after the test, the structure
shall not show evidence of failure.
SECTION 1710
PRECONSTRUCTION LOAD TESTS
1710.1 General. In evaluating the physical properties of
materials and methods of construction that are not capable of
being designed by approved engineering analysis or do not
comply with the applicable referenced standards, the struc- j
tural adequacy shall be predetermined based on the load test
criteria established in this section.
1710.2 Load test procedures specified. Where specific load
test procedures, load factors and acceptance criteria are
included in the applicable referenced standards, such test pro- |
cedures, load factors and acceptance criteria shall apply. In
the absence of specific test procedures, load factors or accep-
tance criteria, the corresponding provisions in Section 1710.3
shall apply.
1710.3 Load test procedures not specified. Where load test
procedures are not specified in the applicable referenced stan- I
dards, 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 profes-
sional that simulates applicable loading and deformation con-
ditions. For components and assemblies that are not a part of
the seismic force-resisting system, the test shall be as speci-
fied in Section 1710.3.1. Load tests shall simulate the appli-
cable loading conditions specified in Chapter 16.
1710.3.1 Test procedure. The test assembly shall be sub-
jected to an increasing superimposed load equal to not less
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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 1710.3.2 were reached, or the load is equal to two
and one-half times the superimposed design load. In the
case of structural components and assemblies for which
deflection limitations are not specified in Section
1710.3.2, the test specimen shall be subjected to an
increasing superimposed load until structural failure
occurs or the load is equal to two and one-half times the
desired superimposed design load. The allowable superim-
posed design load shall be taken as the lesser of:
1 . The load at the deflection limitation given in Section
1710.3.2.
2. The failure load divided by 2.5.
3. The maximum load applied divided by 2.5.
1710.3.2 Deflection. The deflection of structural members
under the design load shall not exceed the limitations in
Section 1604.3.
1710.4 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.
1710.5 Exterior window and door assemblies. The design
pressure rating of exterior windows and doors in buildings
shall be determined in accordance with Section 1710.5.1 or
1710.5.2.
Exception: Structural wind load design pressures for win-
dow units smaller than the size tested in accordance with
Section 1710.5.1 or 1710.5.2 shall be permitted to be
higher than the design value of the tested unit provided
such higher pressures are determined by accepted engi-
neering analysis. All components of the small unit shall be
the same as the tested unit. Where such calculated design
pressures are used, they shall be validated by an additional
test of the window unit having the highest allowable
design pressure.
1710.5.1 Exterior windows and doors. Exterior windows
and sliding doors shall be tested and labeled as conforming
to AAMA/WDMA/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
AAMA/WDMA/CSA101/I.S.2/A440 or comply with Sec-
tion 1710.5.2. Products tested and labeled as conforming
to AAMA/WDMA/CSA 101/I.S.2/A440 shall not be sub-
ject to the requirements of Sections 2403.2 and 2403.3.
1710.5.2 Exterior windows and door assemblies not
provided for in Section 1710.5.1. Exterior window and
door assemblies shall be tested in accordance with ASTM
E 330. Structural performance of garage doors and rolling 1
doors shall be determined in accordance with either §
ASTM E 330 or ANSI/DASMA 108, and shall meet the
acceptance criteria of ANSI/DASMA 108. Exterior win-
dow 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.
1710.6 Skylights and sloped glazing. Unit skylights and
tubular daylighting devices (TDDs) shall comply with the
requirements of Section 2405. All other skylights and sloped
glazing shall comply with the requirements of Chapter 24.
1710.7 Test specimens. Test specimens and construction
shall be representative of the materials, workmanship and
details normally used in practice. The properties of the mate-
rials used to construct the test assembly shall be determined
on the basis of tests on samples taken from the load assembly
or on representative samples of the materials used to con-
struct the load test assembly. Required tests shall be con-
ducted or witnessed by an approved agency.
SECTION 1711
MATERIAL AND TEST STANDARDS
1711.1 Joist hangers. Testing of joist hangers shall be in 1
accordance with Sections 1711.1.1 through 1711.1.3, as 1
applicable. 1
1711.1.1 General. The vertical load-bearing capacity, tor-
sional moment capacity and deflection characteristics of
joist hangers shall be determined in accordance with
ASTM D 1761 using lumber having a specific gravity of
0.49 or greater, but not greater than 0.55, as determined in
accordance with AF&PA NDS for the joist and headers.
Exception: The joist length shall not be required to
exceed 24 inches (610 mm).
1711.1.2 Vertical load capacity for joist hangers. The
vertical load-bearing 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-bearing of the joist hanger shall be the lowest §
value determined from the following:
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).
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3. The average from all tests of the vertical loads that
produce a vertical movement of the joist with
respect to the header of 7 g 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
contribute to the capacity of the hanger.
5. The allowable design load for the wood members
forming the connection.
1711.1.2.1 Design value modifications for joist hang-
ers. Allowable design values for joist hangers that are
determined by Item 4 or 5 in Section 1711.1.2 shall be
permitted to be modified by the appropriate load dura-
tion factors as specified in AF&PA NDS but shall not
exceed the direct loads as determined by Item 1, 2 or 3
in Section 1711.1.2. Allowable design values deter-
mined by Item 1, 2 or 3 in Section 1711.1.2 shall not be
modified by load duration factors.
1711.1.3 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 bot-
tom of the joist with respect to the original position of the
joist is '/j, inch (3.2 mm).
1711.2 Concrete and clay roof tiles. Testing of concrete and
clay roof tiles shall be in accordance with Sections 1711.2.1
and 171 1.2.2, as applicable.
1711.2.1 Overturning resistance. Concrete and clay roof
tiles shall be tested to determine their resistance to over-
turning due to wind in accordance with SBCCI SSTD 1 1
and Chapter 15.
1711.2.2 Wind tunnel testing. Where concrete and clay
roof tiles do not satisfy 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 cover-
ing in accordance with SBCCI SSTD 1 1 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.
1801.2 Design basis. Allowable bearing pressures, allowable
stresses and design formulas provided in this chapter shall be
used with the allowable stress design load combinations
specified in Section 1605.3. The quality and design of materi-
als used structurally in excavations and foundations shall
comply with the requirements specified in Chapters 16, 19,
21, 22 and 23 of this code. Excavations and fills shall also
comply with Chapter 33.
SECTION 1802
DEFINITIONS
1802.1 Definitions. The following words and terms are
defined in Chapter 2:
DEEP FOUNDATION.
DRILLED SHAFT.
Socketed drilled shaft.
HELICAL PILE.
MICROPILE.
SHALLOW FOUNDATION.
SECTION 1803
GEOTECHNICAL INVESTIGATIONS
1803.1 General. Geotechnical investigations shall be con-
ducted in accordance with Section 1803.2 and reported in
accordance with Section 1803.6. Where required by the
building official or where geotechnical investigations involve
in-situ testing, laboratory testing or engineering calculations,
such investigations shall be conducted by a registered design
professional.
1803.2 Investigations required. Geotechnical investiga-
tions shall be conducted in accordance with Sections 1803.3
through 1803.5.
Exception: The building official shall be permitted to
waive the requirement for a geotechnical investigation
where satisfactory data from adjacent areas is available
that demonstrates an investigation is not necessary for any
of the conditions in Sections 1803.5.1 through 1803.5.6
and Sections 1803.5.10 and 1803.5.11.
1803.3 Basis of 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 necessary 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.
1803.3.1 Scope of investigation. The scope of the geo-
technical investigation including the number and types of
borings or soundings, the equipment used to drill or sam-
ple, the in-situ testing equipment and the laboratory testing
program shall be determined by a registered design pro-
fessional.
1803.4 Qualified representative. The investigation proce-
dure and apparatus shall be in accordance with generally
accepted engineering practice. The registered design profes-
sional shall have a fully qualified representative on site dur-
ing all boring or sampling operations.
1 803.5 Investigated conditions. Geotechnical investigations
shall be conducted as indicated in Sections 1803.5.1 through
1803.5.12.
1803.5.1 Classification. Soil materials shall be classified
in accordance with ASTM D 2487.
1803.5.2 Questionable soil. Where the classification,
strength or compressibility of the soil is in doubt or where
a load-bearing value superior to that specified in this code
is claimed, the building official shall be permitted to
require that a geotechnical investigation be conducted.
1803.5.3 Expansive soil. In areas likely to have expansive
soil, the building official shall require soil tests to deter-
mine where such soils do exist.
Soils meeting all four of the following provisions shall
be considered expansive, except that tests to show compli-
ance with Items 1, 2 and 3 shall not be required if the test
prescribed in Item 4 is conducted:
1. Plasticity index (PI) of 15 or greater, determined in
accordance with ASTM D 4318.
2. More than 10 percent of the soil particles pass a No.
200 sieve (75 um), 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 accor-
dance with ASTM D 422.
4. Expansion index greater than 20, determined in
accordance with ASTM D 4829.
1803.5.4 Ground-water table. A subsurface soil investi-
gation shall be performed to determine whether the exist-
ing 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 adja-
cent to the foundation.
Exception: A subsurface soil investigation to deter-
mine the location of the ground-water table shall not be
required where waterproofing is provided in accor-
dance with Section 1 805.
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1803.5.5 Deep foundations. Where deep foundations will
be used, a geotechnical investigation shall be conducted
and shall include all of the following, unless sufficient
data upon which to base the design and installation is oth-
erwise available:
1 . Recommended deep foundation types and installed
capacities.
2. Recommended center-to-center spacing of deep
foundation elements.
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. Load test requirements.
7. Suitability of deep foundation materials for the
intended environment.
8. Designation of bearing stratum or strata.
9. Reductions for group action, where necessary.
1803.5.6 Rock strata. Where subsurface explorations at
the project site indicate variations or doubtful characteris-
tics 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.
1803.5.7 Excavation near foundations. Where excava-
tion will remove lateral support from any foundation, an
investigation shall be conducted to assess the potential
consequences and address mitigation measures.
1803.5.8 Compacted fill material. Where shallow foun-
dations will bear on compacted fill material more than 12
inches (305 mm) in depth, a geotechnical investigation
shall be conducted and shall include all of 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 methods 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 com-
pacted fill material.
5. Field test method for determining the in-place dry
density of the compacted fill.
6. Minimum acceptable in-place dry density expressed
as a percentage of the maximum dry density deter-
mined in accordance with Item 3.
7. Number and frequency of field tests required to
determine compliance with Item 6.
1803.5.9 Controlled low-strength material (CLSM).
Where shallow foundations will bear on controlled low-
strength material (CLSM), a geotechnical investigation
shall be conducted and shall include all of 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
determine the compressive strength or bearing
capacity of the CLSM.
4. Test methods for determining the acceptance of the
CLSM in the field.
5. Number and frequency of field tests required to
determine compliance with Item 4.
1803.5.10 Alternate setback and clearance. Where set-
backs or clearances other than those required in Section
1808.7 are desired, the building official shall be permitted
to require a geotechnical investigation by a registered
design professional to demonstrate that the intent of Sec-
tion 1808.7 would be satisfied. Such an investigation shall
include consideration of material, height of slope, slope
gradient, load intensity and erosion characteristics of slope
material.
1803.5.11 Seismic Design Categories C through F. For
structures assigned to Seismic Design Category C, D, E or
F, a geotechnical investigation shall be conducted, and |
shall include an evaluation of all of the following potential
geologic and seismic hazards:
1 . Slope instability.
2. Liquefaction.
3. Total and differential settlement.
4. Surface displacement due to faulting or seismically
induced lateral spreading or lateral flow.
1803.5.12 Seismic Design Categories D through F. For
structures assigned to Seismic Design Category D, E or F,
the geotechnical investigation required by Section
1803.5.11 shall also include all of the following as appli-
cable:
1. The determination of dynamic seismic lateral earth
pressures on foundation walls and retaining walls
supporting more than 6 feet (1.83 m) of backfill
height due to design earthquake ground motions.
2. The potential for liquefaction and soil strength loss
evaluated for site peak ground acceleration, earth-
quake magnitude, and source characteristics consis-
tent with the maximum considered earthquake
ground motions. Peak ground acceleration shall be
determined based on:
2. 1 A site-specific study in accordance with Sec-
tion 21.5 of ASCE 7; or
2.2 In accordance with Section 11.8.3 of ASCE
7.
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3. An assessment of potential consequences of lique-
faction and soil strength loss, including, but not lim-
ited to:
3.1. Estimation of total and differential settle-
ment;
3.2. Lateral soil movement;
3.3. Lateral soil loads on foundations;
3.4. Reduction in foundation soil-bearing capac-
ity and lateral soil reaction;
3.5. Soil downdrag and reduction in axial and lat-
eral soil reaction for pile foundations;
3.6. Increases in soil lateral pressures on retain-
ing walls; and
3.7. Flotation of buried structures.
4. Discussion of mitigation measures such as, but not
limited to:
4.1. Selection of appropriate foundation type and
depths;
4.2. Selection of appropriate structural systems to
accommodate anticipated displacements and
forces;
4.3. Ground stabilization; or
4.4. Any combination of these measures and how
they shall be considered in the design of the
structure.
1803.6 Reporting. Where geotechnical investigations are
required, a written report of the investigations shall be sub-
mitted to the building official by the owner or authorized
agent at the time of permit application. This geotechnical
report shall include, but need not be limited to, the following
information:
1 . A plot showing the location of the soil investigations.
2. A complete record of the soil boring and penetration
test logs and soil samples.
3. A record of the soil profile.
4. Elevation of the water table, if encountered.
5. Recommendations for foundation type and design cri-
teria, including but not limited to: bearing capacity of
natural or compacted soil; provisions to mitigate the
effects of expansive soils; mitigation of the effects of
liquefaction, differential settlement and varying soil
strength; and the effects of adjacent loads.
6. Expected total and differential settlement.
7. Deep foundation information in accordance with Sec-
tion 1803.5.5.
8. Special design and construction provisions for foun-
dations of structures founded on expansive soils, as
necessary.
9. Compacted fill material properties and testing in
accordance with Section 1803.5.8.
10. Controlled low-strength material properties and test-
ing in accordance with Section 1803.5.9.
SECTION 1804
EXCAVATION, GRADING AND FILL
1804.1 Excavation near foundations. Excavation for any
purpose shall not remove lateral support from any foundation
without first underpinning or protecting the foundation
against settlement or lateral translation.
1804.2 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 with a
controlled 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: CLSM need not be compacted.
1804.3 Site grading. The ground immediately adjacent to the
foundation shall be sloped away from the building at a slope
of not less than one unit vertical in 20 units horizontal (5-per-
cent slope) for a minimum distance of 10 feet (3048 mm)
measured perpendicular to the face of the wall. If physical
obstructions or lot lines prohibit 10 feet (3048 mm) of hori-
zontal distance, a 5-percent slope shall be provided to an
approved alternative method of diverting water away from
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 foundation. 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
shall be 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
adjacent to the foundation shall account for additional settle-
ment of the backfill.
1804.4 Grading and fill in flood hazard areas. In flood haz-
ard areas established in Section 1612.3, grading and/or fill
shall not be approved:
1. Unless such fill is placed, compacted and sloped to
minimize 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 reg-
istered design professional in accordance with standard
engineering practice that the proposed grading or fill, or
both, will not result in any increase in flood levels dur-
ing 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 build-
ing or structure.
4. Where design flood elevations are specified but flood-
ways have not been designated, unless it has been dem-
onstrated that the cumulative effect of the proposed
flood hazard area encroachment, when combined with
all other existing and anticipated flood hazard area
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encroachment, will not increase the design flood eleva-
tion more than 1 foot (305 mm) at any point.
1804.5 Compacted fill material. Where shallow foundations
will bear on compacted fill material, the compacted fill shall
comply with the provisions of an approved geotechnical
report, as set forth in Section 1803.
Exception: Compacted fill material 12 inches (305 mm)
in depth or less need not comply with an approved report,
provided the in-place dry density is not less than 90 per-
cent of the maximum dry density at optimum moisture
content determined in accordance with ASTM D 1557.
The compaction shall be verified by special inspection in
accordance with Section 1705.6.
1804.6 Controlled low-strength material (CLSM). Where
shallow foundations will bear on controlled low-strength
material (CLSM), the CLSM shall comply with the provi-
sions of an approved geotechnical report, as set forth in Sec-
tion 1803.
SECTION 1805
DAMPPROOFING AND WATERPROOFING
1805.1 General. 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.
1805.1.1 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
perimeter, the floor and walls shall be dampproofed in
accordance with Section 1805.2 and a foundation drain
shall be installed in accordance with Section 1805.4.2. The
foundation drain shall be installed around the portion of
the perimeter where the basement floor is below ground
level. The provisions of Sections 1803.5.4, 1805.3 and
1805.4.1 shall not apply in this case.
1805.1.2 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
evidence that the ground-water table rises to within 6
inches (152 mm) of the ground level at the outside build-
ing perimeter, 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 1803.5.4, 1805.2, 1805.3 and
1805.4 shall not apply in this case.
1805.1.2.1 Flood hazard areas. For buildings and
structures in flood hazard areas as established in Sec-
tion 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 on at least one
side.
Exception: Under-floor spaces of Group R-3 build-
ings that meet the requirements of FEMA/FIA-TB-
11.
1805.1.3 Ground-water control. Where the ground-water
table is lowered and maintained at an elevation not less
than 6 inches (152 mm) below the bottom of the lowest
floor, the floor and walls shall be dampproofed in accor-
dance with Section 1 805.2. The design of the system to
lower the ground-water table shall be based on accepted
principles of engineering that shall consider, but not nec-
essarily be limited to, permeability of the soil, rate at
which water enters the drainage system, rated capacity of
pumps, head against which pumps are to operate and the
rated capacity of the disposal area of the system.
1805.2 Dampproofing. Where hydrostatic pressure will not
occur as determined by Section 1803.5.4, floors and walls for
other than wood foundation systems shall be dampproofed in
accordance with this section. Wood foundation systems shall
be constructed in accordance with AF&PA PWF.
1805.2.1 Floors. Dampproofing materials for floors shall
be installed between the floor and the base course required
by Section 1805.4.1, 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 per-
mitted 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 accordance with the manufacturer's
installation instructions.
1805.2.2 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 2 ) of acrylic modified
cement, V 8 inch (3.2 mm) coat of surface-bonding mortar
complying with ASTM C 887, any of the materials permit-
ted for waterproofing by Section 1805.3.2 or other
approved methods or materials.
1805.2.2.1 Surface preparation of walls. Prior to
application 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 3 / 8 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
application to the masonry.
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1805.3 Waterproofing. Where the ground-water investiga-
tion required by Section 1803.5.4 indicates that a hydrostatic
pressure condition exists, and the design does not include a
ground-water control system as described in Section
1805.1.3, walls and floors shall be waterproofed in accor-
dance with this section.
1805.3.1 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
membrane or not less than 6-mil [0.006 inch (0.152 mm)]
polyvinyl chloride with joints lapped not less than 6 inches
(152 mm) or other approved materials under the slab.
Joints in the membrane shall be lapped and sealed in
accordance with the manufacturer's installation instruc-
tions.
1805.3.2 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
lateral 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 Sec-
tion 1805.2.2. 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) poly-
mer-modified asphalt, 6-mil (0.006 inch; 0.152 mm) poly-
ethylene or other approved methods or materials capable
of bridging nonstructural cracks. Joints in the membrane
shall be lapped and sealed in accordance with the manu-
facturer's installation instructions.
1805.3.2.1 Surface preparation of walls. Prior to the
application of waterproofing materials on concrete or
masonry walls, the walls shall be prepared in accor-
dance with Section 1805.2.2.1.
1805.3.3 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.
1805.4 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
1805.1.3 shall be deemed adequate for lowering the ground-
water table.
1805.4.1 Floor base course. Floors of basements, except
as provided for in Section 1805.1.1, shall be placed over a
floor base course not less than 4 inches (102 mm) in thick-
ness 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.
1805.4.2 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-per-
cent material that passes through a No. 4 (4.75 mm) sieve.
The drain shall extend a minimum of 12 inches (305 mm)
beyond the outside edge of the footing. The thickness shall
be such that the bottom of the drain is not higher than the
bottom of the base under the floor, and that the top of the
drain is not less than 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 elevation. 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 (51 mm) of gravel or crushed
stone complying with Section 1805.4.1, and shall be cov-
ered with not less than 6 inches (152 mm) of the same
material.
1805.4.3 Drainage discharge. The floor base and founda-
tion perimeter drain shall discharge by gravity or mechan-
ical means into an approved drainage system that complies
with the International Plumbing Code.
Exception: Where a site is located in well-drained
gravel or sand/gravel mixture soils, a dedicated drain-
age system is not required.
SECTION 1806
PRESUMPTIVE LOAD-BEARING VALUES OF
SOILS
1806.1 Load combinations. The presumptive load-bearing
values provided in Table 1806.2 shall be used with the allow-
able stress design load combinations specified in Section
1605.3. The values of vertical foundation pressure and lateral
bearing pressure given in Table 1806.2 shall be permitted to
be increased by one-third where used with the alternative
basic load combinations of Section 1605.3.2 that include
wind or earthquake loads.
1806.2 Presumptive load-bearing values. The load-bearing
values used in design for supporting soils near the surface
shall not exceed the values specified in Table 1806.2 unless
data to substantiate the use of higher values are submitted and
approved. Where the building official has reason to doubt the
classification, strength or compressibility of the soil, the
requirements of Section 1803.5.2 shall be satisfied.
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
2012 INTERNATIONAL BUILDING CODE®
397
SOILS AND FOUNDATIONS
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 shall be
permitted 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 or temporary
structures.
1806.3 Lateral load resistance. Where the presumptive val-
ues of Table 1806.2 are used to determine resistance to lateral
loads, the calculations shall be in accordance with Sections
1806.3.1 through 1806.3.4.
1806.3.1 Combined resistance. The total resistance to lat-
eral loads shall be permitted to be determined by combin-
ing the values derived from the lateral bearing pressure
and the lateral sliding resistance specified in Table 1806.2.
1806.3.2 Lateral sliding resistance limit. For clay, sandy
clay, silty clay, clayey silt, silt and sandy silt, in no case
shall the lateral sliding resistance exceed one-half the dead
load.
1806.3.3 Increase for depth. The lateral bearing pres-
sures specified in Table 1 806.2 shall be 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.
1806.3.4 Increase for poles. Isolated poles for uses such
as flagpoles or signs and poles used to support buildings
that are not adversely affected by a 7 2 inch (12.7 mm)
motion at the ground surface due to short-term lateral
loads shall be permitted to be designed using lateral bear-
ing pressures equal to two times the tabular values.
SECTION 1807
FOUNDATION WALLS, RETAINING WALLS AND
EMBEDDED POSTS AND POLES
1807.1 Foundation walls. Foundation walls shall be
designed and constructed in accordance with Sections
1807.1.1 through 1807.1.6. Foundation walls shall be sup-
ported by foundations designed in accordance with Section
1808.
1807.1.1 Design lateral soil loads. Foundation walls shall
be designed for the lateral soil loads set forth in Section
1610.
1807.1.2 Unbalanced backfill height. Unbalanced back-
fill 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 foundation wall or the interior
finish ground level. Where an interior concrete slab on
grade is provided and is in contact with the interior surface
of the foundation wall, the unbalanced backfill height shall
be permitted to be measured from the exterior finish
ground level to the top of the interior concrete slab.
1807.1.3 Rubble stone foundation walls. 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 foundation walls of structures assigned to Seismic
Design Category C, D, E or F.
1807.1.4 Permanent wood foundation systems. Perma-
nent wood foundation systems shall be designed and
installed in accordance with AF&PA PWF. Lumber and
plywood shall be treated in accordance with AWPA Ul
(Commodity Specification A, Use Category 4B and Sec-
tion 5.2) and shall be identified in accordance with Section
2303.1.8.1.
1807.1.5 Concrete and masonry foundation walls. Con-
crete and masonry foundation walls shall be designed in
accordance with Chapter 19 or 21, as applicable.
Exception: Concrete and masonry foundation walls
shall be permitted to be designed and constructed in
accordance with Section 1807.1.6.
1807.1.6 Prescriptive design of concrete and masonry
foundation walls. Concrete and masonry foundation walls
that are laterally supported at the top and bottom shall be
permitted to be designed and constructed in accordance
with this section.
1807.1.6.1 Foundation wall thickness. The thickness
of prescriptively designed foundation walls shall not be
less than the thickness of the wall supported, except
TABLE 1806.2
PRESUMPTIVE LOAD-BEARING VALUES
CLASS OF MATERIALS
. Crystalline bedrock
2. Sedimentary and foliated rock
3. Sandy gravel and/or gravel (GW
and GP)
4. Sand, silty sand, clayey sand,
silty gravel and clayey gravel
(SW, SP, SM, SC, GM and GC)
5. Clay, sandy clay, silty clay,
clayey silt, silt and sandy silt
(CL, ML, MH and CH)
VERTICAL FOUNDATION
PRESSURE (psf)
12,000
4,000
3.000
2,000
,500
LATERAL BEARING
PRESSURE
(psf/ft below natural grade)
1,200
400
200
150
100
For SI: 1 pound per square foot = 0.0479kPa, I pound per square foot per foot = 0. 157 kPa/m.
a. Coefficient to be multiplied by the dead load.
b. Cohesion value to be multiplied by the contact area, as limited by Section 1806.3.2.
LATERAL SLIDING RESISTANCE
Coefficient of friction"
0.70
0.35
0.35
0.25
Cohesion (psf) b
130
398
2012 INTERNATIONAL BUILDING CODE®
that foundation walls of at least 8-inch (203 mm) nomi-
nal width shall be permitted to support brick-veneered
frame walls and 10-inch-wide (254 mm) cavity walls
provided the requirements of Section 1807.1.6.2 or
1807.1.6.3 are met.
1807.1.6.2 Concrete foundation walls. Concrete foun-
dation walls shall comply with the following:
1 . The thickness shall comply with the requirements
of Table 1807.1.6.2.
2. The size and spacing of vertical reinforcement
shown in Table 1807.1.6.2 is based on the use of
reinforcement with a minimum yield strength of
60,000 pounds per square inch (psi) (414 MPa).
Vertical reinforcement with a minimum yield
strength of 40,000 psi (276 MPa) or 50,000 psi
(345 MPa) shall be 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.
SOILS AND FOUNDATIONS
3. Vertical reinforcement, when required, shall be
placed nearest the inside face of the wall a dis-
tance, d, from the outside face (soil face) of the
wall. The distance, d, is equal to the wall thick-
ness, t, minus 1.25 inches (32 mm) plus one-half
the bar diameter, d h , [ d = t - (1.25 + d b I 2) ]. The
reinforcement shall be placed within a tolerance of
± 3 / 8 inch (9.5 mm) where d is less than or equal to
8 inches (203 mm) or ± 7 2 inch (12.7 mm) where d
is greater than 8 inches (203 mm).
4. In lieu of the reinforcement shown in Table
1807.1.6.2, smaller reinforcing bar sizes with
closer spacings that provide an equivalent cross-
sectional area of reinforcement per unit length
shall be permitted.
5. Concrete cover for reinforcement measured from
the inside face of the wall shall not be less than V 4
inch (19.1 mm). Concrete cover for reinforcement
measured from the outside face of the wall shall
TABLE 1807.1.6.2
CONCRETE FOUNDATION WALLS bc
MAXIMUM
WALL
HEIGHT
(feet)
MAXIMUM
UNBALANCED
BACKFILL
HEIGHT" (feet)
MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)
Design lateral soil load" (psf per foot of depth)
30 d | 45"
60
Minimum wall thickness (inches)
7.5
9.5
11.5
7.5
9.5
11.5
7.5
9.5
11.5
5
4
5
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
6
4
5
6
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
7
4
5
6
7
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
#5 at 46
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
#5 at 48
#6 at 48
PC
PC
PC
PC
PC
PC
PC
PC
8
4
5
6
7
8
PC
PC
PC
PC
#5 at 47
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
#5 at 41
#6 at 43
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
#5 at 43
#6 at 43
#6 at 32
PC
PC
PC
PC
#6 at 44
PC
PC
PC
PC
PC
9
4
5
6
7
8
9 d
PC
PC
PC
PC
#5 at 41
#6 at 46
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
#5 at 37
#6 at 38
#7 at 41
PC
PC
PC
PC
#5 at 37
#6 at 41
PC
PC
PC
PC
PC
PC
PC
PC
#5 at 39
#6 at 38
#7 at 39
#7 at 31
PC
PC
PC
#5 at 37
#6 at 39
#7 at 41
PC
PC
PC
PC
#4 at 48
#6 at 39
10
4
5
6
7
8
9"
10"
PC
PC
PC
PC
#5 at 38
#6 at 41
#7 at 45
PC
PC
PC
PC
PC
#4 at 48
#6 at 45
PC
PC
PC
PC
PC
PC
PC
PC
PC
PC
#6 at 48
#7 at 47
#7 at 37
#7 at 31
PC
PC
PC
PC
#6 at 47
#7 at 48
#7 at 40
PC
PC
PC
PC
PC
#4 at 48
#6 at 38
PC
PC
#5 at 37
#6 at 35
#7 at 35
#6 at 22
#6 at 22
PC
PC
PC
#6 at 48
#7 at 47
#7 at 37
#7 at 30
PC
PC
PC
PC
#6 at 45
#7 at 47
#7 at 38
For SI: I inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0. 1 57 kPa/m.
a. For design lateral soil loads, see Section 1610.
b. Provisions for this table are based on design and construction requirements specified in Section 1807.1.6.2.
c. "PC" means plain concrete.
d. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1610. 1 are used, the requirements for 30 and 45 psf per foot of depth
are not applicable (see Section 1610).
e. For height of unbalanced backfill, see Section 1807.1.2.
2012 INTERNATIONAL BUILDING CODE®
399
SOILS AND FOUNDATIONS
not be less than 1 V 2 inches (38 mm) for No. 5 bars
and smaller, and not less than 2 inches (51 mm)
for larger bars.
6. Concrete shall have a specified compressive
strength, /' ' c , of not less than 2,500 psi (17.2
MPa).
7. The unfactored axial load per linear foot of wall
shall not exceed 1.2 tf' ( . where t is the specified
wall thickness in inches.
1807.1.6.2.1 Seismic requirements. Based on the
seismic design category assigned to the structure in
accordance with Section 1613, concrete foundation
walls designed using Table 1807.1.6.2 shall be sub-
ject to the following limitations:
1. Seismic Design Categories A and B. Not less
than one No. 5 bar shall be provided around
window, door and similar sized openings. The
bar shall be anchored to develop f y in tension
at the corners of openings.
2. Seismic Design Categories C, D, E and F.
Tables shall not be used except as allowed for
plain concrete members in Section 1905.1 .8.
1807.1.6.3 Masonry foundation walls. Masonry foun-
dation walls shall comply with the following:
1. The thickness shall comply with the require-
ments of Table 1807.1.6.3(1) for plain masonry
walls or Table 1807.1.6.3(2), 1807.1.6.3(3) or
1807.1.6.3(4) for masonry walls with reinforce-
ment.
2. Vertical reinforcement shall have a minimum
yield strength of 60,000 psi (414 MPa).
3. The specified location of the reinforcement
shall equal or exceed the effective depth dis-
tance, d, noted in Tables 1807.1.6.3(2),
1807.1.6.3(3) and 1807.1.6.3(4) and shall be
measured from the face of the exterior (soil)
side of the wall to the center of the vertical rein-
forcement. The reinforcement shall be placed
within the tolerances specified in TMS 602/ ACI
530.1/ASCE 6, Article 3.4.B.8 of the specified
location.
4. Grout shall comply with Section 2103.13.
5. Concrete masonry units shall comply with
ASTM C 90.
6. Clay masonry units shall comply with ASTM C
652 for hollow brick, except compliance with
ASTM C 62 or ASTM C 216 shall be permitted
where solid masonry units are installed in
accordance with Table 1807.1.6.3(1) for plain
masonry.
7. Masonry units shall be laid in running bond and
installed with Type M or S mortar in accor-
dance with Section 2103.9.
8. The unfactored axial load per linear foot of wall
shall not exceed 1.2 tf' m where t is the speci-
fied wall thickness in inches and/'„, is the spec-
ified compressive strength of masonry in
pounds per square inch.
TABLE 1807.1.6.3(1)
PLAIN MASONRY FOUNDATION WALLS 8 bc
MAXIMUM WALL HEIGHT
(feet)
MAXIMUM UNBALANCED
BACKFILL HEIGHT 6 (feet)
MINIMUM NOMINAL WALL THICKNESS (inches)
Design lateral soil load 3 (psf per foot of depth)
30*
45'
60
7
4 (or less)
5
6
7
8
8
10
12
8
10
12
10 (solid')
8
10
10 (solid')
10 (solid')
8
4 (or less)
5
6
7
8
8
8
10
12
10 (solid')
8
10
12
12 (solid')
12 (solid')
8
12
12 (solid )
Noted
Noted
9
4 (or less)
5
6
7
8
9 f
8
8
12
12 (solid')
12 (solid')
Noted
8
10
12
12 (solid')
Noted
Noted
8
12
12 (solid')
Noted
Noted
Note d
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kPa/m.
a. For design lateral soil loads, see Section 1610.
b. Provisions for this table are based on design and construction requirements specified in Section 1 807.1 .6.3.
c. Solid grouted hollow units or solid masonry units.
d. A design in compliance with Chapter 21 or reinforcement in accordance with Table 1807.1 .6.3(2) is required.
e. For height of unbalanced backfill, see Section 1807.1.2.
f. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1610.1 are used, the requirements for 30 and 45 psf per foot of depth
are not applicable (see Section 1610).
e. For height of unbalanced backfill, see Section 1 807. 1 .2.
f. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1 610. 1 are used, the requirements for 30 and 45 psf per foot of depth
are not applicable (see Section 1610).
400
2012 INTERNATIONAL BUILDING CODE®
SOILS AND FOUNDATIONS
9. At least 4 inches (102 mm) of solid masonry
shall be provided at girder supports at the top of
hollow masonry unit foundation walls.
10. Corbeling of masonry shall be in accordance
with Section 2104.2. Where an 8-inch (203
mm) wall is corbeled, the top corbel shall not
extend higher than the bottom of the floor fram-
ing 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 projec-
tion. 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 cor-
belled masonry shall be filled with mortar or
grout.
1807.1.6.3.1 Alternative foundation wall rein-
forcement. In lieu of the reinforcement provisions
for masonry foundation walls in Table
1807.1.6.3(2), 1807.1.6.3(3) or 1807.1.6.3(4), alter-
native reinforcing bar sizes and spacings having an
equivalent cross-sectional area of reinforcement per
linear foot (mm) of wall shall be 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.
1807.1.6.3.2 Seismic requirements. Based on the
seismic design category assigned to the structure in
accordance with Section 1613, masonry foundation
walls designed using Tables 1807.1.6.3(1) through
1807.1.6.3(4) shall be subject to the following limi-
tations:
1 . Seismic Design Categories A and B. No addi-
tional seismic requirements.
2. Seismic Design Category C. A design using
Tables 1807.1.6.3(1) through 1807.1.6.3(4) is
subject to the seismic requirements of Section
1.18.4.3 of TMS 402/ACI 530/ASCE 5.
3. Seismic Design Category D. A design using
Tables 1807.1.6.3(2) through 1807.1.6.3(4) is
TABLE 1807.1.6.3(2)
8-INCH MASONRY FOUNDATION WALLS WITH REINFORCEMENT WHERE d > 5 INCHES"
MAXIMUM WALL HEIGHT
(feet-inches)
MAXIMUM UNBALANCED
BACKFILL HEIGHT"
(feet-inches)
MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)
Design lateral soil load 9
(psf per foot of depth)
30°
45"
60
7-4
4-0 (or less)
5-0
6-0
7-4
#4 at 48
#4 at 48
#4 at 48
#5 at 48
#4 at 48
#4 at 48
#5 at 48
#6 at 48
#4 at 48
#4 at 48
#5 at 48
#7 at 48
8-0
4-0 (or less)
5-0
6-0
7-0
8-0
#4 at 48
#4 at 48
#4 at 48
#5 at 48
#5 at 48
#4 at 48
#4 at 48
#5 at 48
#6 at 48
#6 at 48
#4 at 48
#4 at 48
#5 at 48
#7 at 48
#7 at 48
8-8
4-0 (or less)
5-0
6-0
7-0
8-8 c
#4 at 48
#4 at 48
#4 at 48
#5 at 48
#6 at 48
#4 at 48
#4 at 48
#5 at 48
#6 at 48
#7 at 48
#4 at 48
#5 at 48
#6 at 48
#7 at 48
#8 at 48
9-4
4-0 (or less)
5-0
6-0
7-0
8-0
9-4=
#4 at 48
#4 at 48
#4 at 48
#5 at 48
#6 at 48
#7 at 48
#4 at 48
#4 at 48
#5 at 48
#6 at 48
#7 at 48
#8 at 48
#4 at 48
#5 at 48
#6 at 48
#7 at 48
#8 at 48
#9 at 48
10-0
4-0 (or less)
5-0
6-0
7-0
8-0
9-0 c
10-0 C
#4 at 48
#4 at 48
#4 at 48
#5 at 48
#6 at 48
#7 at 48
#7 at 48
#4 at 48
#4 at 48
#5 at 48
#6 at 48
#7 at 48
#8 at 48
#9 at 48
#4 at 48
#5 at 48
#6 at 48
#7 at 48
#8 at 48
#9 at 48
#9 at 48
For SI: 1 inch = 25.4 mm, I foot = 304.8 mm, 1 pound per square foot per foot = 0. 1 57 kPa/m.
a. For design lateral soil loads, see Section 1610.
b. Provisions for this table are based on design and construction requirements specified in Section 1807.1.6.3.
c. For alternative reinforcement, see Section 1807.1.6.3.1
d. For height of unbalanced backfill, see Section 1807.1.2
e. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1610.1 are used, the requirements for 30 and 45 psf per foot of depth
are not applicable. See Section 1610.
2012 INTERNATIONAL BUILDING CODE®
401
SOILS AND FOUNDATIONS
subject to the seismic requirements of Section
1.18.4.4 of TMS 402/ AC1 530/ASCE 5.
4. Seismic Design Categories E and F. A design
using Tables 1807.1.6.3(2) through
1 807.1 .6.3(4) is subject to the seismic require-
ments of Section 1.18.4.5 of TMS 402/ACI
530/ASCE 5.
1807.2 Retaining walls. Retaining walls shall be designed in
accordance with Sections 1807.2.1 through 1807.2.3.
1807.2.1 General. Retaining walls shall be designed to
ensure stability against overturning, sliding, excessive
foundation pressure and water uplift. Where a keyway is
extended below the wall base with the intent to engage
passive pressure and enhance sliding stability, lateral soil
pressures on both sides of the keyway shall be considered
in the sliding analysis.
1807.2.2 Design lateral soil loads. Retaining walls shall
be designed for the lateral soil loads set forth in Section
1610.
1807.2.3 Safety factor. Retaining walls shall be designed
to resist the lateral action of soil to produce sliding and
overturning with a minimum safety factor of 1.5 in each
case. The load combinations of Section 1605 shall not
apply to this requirement. Instead, design shall be based on
0.7 times nominal earthquake loads, 1.0 times other nomi-
nal loads, and investigation with one or more of the vari-
able loads set to zero. The safety factor against lateral
sliding shall be taken as the available soil resistance at the
base of the retaining wall foundation divided by the net
lateral force applied to the retaining wall.
Exception: Where earthquake loads are included, the
minimum safety factor for retaining wall sliding and
overturning shall be 1.1.
1807.3 Embedded posts and poles. Designs to resist both
axial and lateral loads employing posts or poles as columns
embedded in earth or in concrete footings in earth shall be in
accordance with Sections 1807.3.1 through 1807.3.3.
1807.3.1 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
TABLE 1807.1.6.3(3)
10-INCH MASONRY FOUNDATION WALLS WITH REINFORCEMENT WHERE d > 6.75 INCHES a b c
MAXIMUM WALL HEIGHT
(feet-inches)
MAXIMUM UNBALANCED
BACKFILL HEIGHT"
(feet-inches)
MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)
Design lateral soil load"(psf per foot of depth)
30"
45"
60
7-4
4-0 (or less)
5-0
6-0
7-4
#4 at 56
#4 at 56
#4 at 56
#4 at 56
#4 at 56
#4 at 56
#4 at 56
#5 at 56
#4 at 56
#4 at 56
#5 at 56
#6 at 56
8-0
4-0 (or less)
5-0
6-0
7-0
8-0
#4 at 56
#4 at 56
#4 at 56
#4 at 56
#5 at 56
#4 at 56
#4 at 56
#4 at 56
#5 at 56
#6 at 56
#4 at 56
#4 at 56
#5 at 56
#6 at 56
#7 at 56
8-8
4-0 (or less)
5-0
6-0
7-0
8-8 e
#4 at 56
#4 at 56
#4 at 56
#4 at 56
#5 at 56
#4 at 56
#4 at 56
#4 at 56
#5 at 56
#7 at 56
#4 at 56
#4 at 56
#5 at 56
#6 at 56
#8 at 56
9-4
4-0 (or less)
5-0
6-0
7-0
8-0
9.4=
#4 at 56
#4 at 56
#4 at 56
#4 at 56
#5 at 56
#6 at 56
#4 at 56
#4 at 56
#5 at 56
#5 at 56
#6 at 56
#7 at 56
#4 at 56
#4 at 56
#5 at 56
#6 at 56
#7 at 56
#7 at 56
10-0
4-0 (or less)
5-0
6-0
7-0
8-0
9-0 e
10-0 e
#4 at 56
#4 at 56
#4 at 56
#5 at 56
#5 at 56
#6 at 56
#7 at 56
#4 at 56
#4 at 56
#5 at 56
#6 at 56
#7 at 56
#7 at 56
#8 at 56
#4 at 56
#4 at 56
#5 at 56
#7 at 56
#8 at 56
#9 at 56
#9 at 56
For SI: 1 inch = 25.4 mm, 1 foot = 304.8, 1 pound per square foot per foot = 1.157 kPa/m.
a. For design lateral soil loads, see Section 1 610.
b. Provisions for this table are based on design and construction requirements specified in Section 1807.1 .6.3
c. For alternative reinforcement, see Section 1807.1.6.3.1.
d. For height of unbalanced backfill, See Section 1807.1.2.
e. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1610. 1 are used, the requirements for 30 and 45 psf per foot of depth
are not applicable. See Section 1610.
402
2012 INTERNATIONAL BUILDING CODE®
SOILS AND FOUNDATIONS
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).
1807.3.2 Design criteria. The depth to resist lateral loads
shall be determined using the design criteria established in
Sections 1807.3.2.1 through 1807.3.2.3, or by other meth-
ods approved by the building official.
1807.3.2.1 Nonconstrained. The following formula
shall be used in determining the depth of embedment
required to resist lateral loads where no lateral con-
straint is provided at the ground surface, such as by a
rigid floor or rigid ground surface pavement, and where
no lateral constraint is provided above the ground sur-
face, such as by a structural diaphragm.
d = 0.5A{ 1 + [1 + (4.36/i/A)]" 2 } (Equation 18-1)
where:
A = 2.34P/(S l b)
b - Diameter of round post or footing or diagonal
dimension of square post or footing, feet (m).
d = Depth of embedment in earth in feet (m) but not
over 12 feet (3.658 m) for purpose of computing
lateral pressure.
h - Distance in feet (m) from ground surface to point
of application of "P."
P = Applied lateral force in pounds (kN).
S, = Allowable lateral soil-bearing pressure as set
forth in Section 1 806.2 based on a depth of one-
third the depth of embedment in pounds per
square foot (psf) (kPa).
1807.3.2.2 Constrained. The following formula shall
be used to determine the depth of embedment required
TABLE 1807.1.6.3(4)
12-INCH MASONRY FOUNDATION WALLS WITH REINFORCEMENT WHERE d > 8.75 INCHES" bc
MAXIMUM WALL HEIGHT
(feet-inches)
7-4
MAXIMUM UNBALANCED
BACKFILL HEIGHT"
(feet-inches)
4 (or less)
5-0
6-0
7-4
4 (or less)
5-0
6-0
7-0
8-0
4 (or less)
5-0
6-0
7-0
MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)
Design lateral soil load" (psf per foot of depth)
30 e
#4 at 72
#4 at 72
#4 at 72
#4 at 72
#4 at 72
#4 at 72
#4 at 72
#4 at 72
#5 at 72
#4 at 72
#4 at 72
#4 at 72
#4 at 72
#5 at 72
#4 at 72
#4 at 72
#4 at 72
#4 at 72
#5 at 72
#6 at 72
#4 at 72
#4 at 72
#4 at 72
#4 at 72
#5 at 72
#6 at 72
#7 at 72
For SI
25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kPa/m.
45 e
#4 at 72
#4 at 72
#4 at 72
#5 at 72
#4 at 72
#4 at 72
#4 at 72
#5 at 72
#6 at 72
#4 at 72
#4 at 72
#4 at 72
#5 at 72
#7 at 72
#4 at 72
#4 at 72
#5 at 72
#5 at 72
#6 at 72
#7 at 72
#4 at 72
#4 at 72
#5 at 72
#6 at 72
#6 at 72
#7 at 72
#8 at 72
60
#4 at 72
#4 at 72
#5 at 72
#6 at 72
#4 at 72
#4 at 72
#5 at 72
#6 at 72
#8 at 72
#4 at 72
#4 at 72
#5 at 72
#6 at 72
#8 at 72
#4 at 72
#4 at 72
#5 at 72
#6 at 72
#7 at 72
#8 at 72
#4 at 72
#4 at 72
#5 at 72
#6 at 72
#7 at 72
#8 at 72
#9 at 72
For design lateral soil loads, see Section 1610.
Provisions for this table are based on design and construction requirements specified in Section 1807. 1 .6.3.
For alternative reinforcement, see Section 1807.1.6.3.1.
For height of unbalanced backfill, see Section 1807.1.2.
Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1610.1 are used, the requirements for 30 and 45 psf per toot of depth
are not applicable. See Section 1610.
2012 INTERNATIONAL BUILDING CODE®
403
SOILS AND FOUNDATIONS
to resist lateral loads where lateral constraint is pro-
vided at the ground surface, such as by a rigid floor or
pavement.
d =
4.25 Ph
S 3 b
or alternatively
d- ^
S 3 b
(Equation 18-2)
(Equation 18-2)
where:
M g = Moment in the post at grade, in foot-pounds
(kN-m).
S 3 = Allowable lateral soil-bearing pressure as set
forth in Section 1 806.2 based on a depth equal to
the depth of embedment in pounds per square
foot (kPa).
1807.3.2.3 Vertical load. The resistance to vertical
loads shall be determined using the vertical foundation
pressure set forth in Table 1806.2.
1807.3.3 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 a specified com-
pressive strength of not less than 2,000 psi (13.8
MPa). The hole shall not be less than 4 inches (102
mm) larger than the diameter of the column at its
bottom or 4 inches (102 mm) larger than the diago-
nal dimension of a square or rectangular column.
2. Backfill shall be of clean sand.The sand shall be
thoroughly compacted by tamping in layers not
more than 8 inches (203 mm) in depth.
3. Backfill shall be of controlled low-strength material
(CLSM).
SECTION 1808
FOUNDATIONS
1808.1 General. Foundations shall be designed and con-
structed in accordance with Sections 1808.2 through 1808.9.
Shallow foundations shall also satisfy the requirements of
Section 1809. Deep foundations shall also satisfy the require-
ments of Section 1810.
1808.2 Design for capacity and settlement. Foundations
shall be so designed that the allowable bearing capacity of the
soil is not exceeded, and that differential settlement is mini-
mized. Foundations in areas with expansive soils shall be
designed in accordance with the provisions of Section
1808.6.
1808.3 Design loads. Foundations 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 per-
mitted to include the weight of foundations and overlying fill.
Reduced live loads, as specified in Sections 1607.10 and
1607.12, shall be permitted to be used in the design of foun-
dations.
1808.3.1 Seismic overturning. Where foundations are
proportioned using the load combinations of Section
1605.2 or 1605.3.1, and the computation of seismic over-
turning effects is by equivalent lateral force analysis or
modal analysis, the proportioning shall be in accordance
with Section 12.13.4 of ASCE 7.
1808.4 Vibratory loads. Where machinery operations or
other vibrations are transmitted through the foundation, con-
sideration shall be given in the foundation design to prevent
detrimental disturbances of the soil.
1808.5 Shifting or moving soils. Where it is known that the
shallow subsoils are of a shifting or moving character, foun-
dations shall be carried to a sufficient depth to ensure stabil-
ity.
1808.6 Design for expansive soils. Foundations for buildings
and structures founded on expansive soils shall be designed
in accordance with Section 1808.6.1 or 1808.6.2.
Exception: Foundation design need not comply with Sec-
tion 1808.6.1 or 1808.6.2 where one of the following con-
ditions is satisfied:
1. The soil is removed in accordance with Section
1808.6.3; or
2. The building official approves stabilization of the
soil in accordance with Section 1808.6.4.
1808.6.1 Foundations. Foundations placed on or within
the active zone of expansive soils shall be designed to
resist differential volume changes and to prevent structural
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 fol-
lowing 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.
1808.6.2 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 or 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 foun-
dations 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 founda-
tions 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
404
2012 INTERNATIONAL BUILDING CODE®
SOILS AND FOUNDATIONS
other methods that account for soil-structure interaction,
the deformed shape of the soil support, the plate or stiff-
ened 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.
1808.6.3 Removal of expansive soil. Where expansive
soil is removed in lieu of designing foundations in accor-
dance with Section 1808.6.1 or 1808.6.2, the soil shall be
removed to a depth sufficient to ensure a constant moisture
content in the remaining soil. Fill material shall not con-
tain expansive soils and shall comply with Section 1804.5
or 1804.6.
Exception: Expansive soil need not be removed to the
depth of constant moisture, provided the confining
pressure in the expansive soil created by the fill and
supported structure exceeds the swell pressure.
1808.6.4 Stabilization. Where the active zone of expan-
sive soils is stabilized in lieu of designing foundations in
accordance with Section 1808.6.1 or 1808.6.2, the soil
shall be stabilized by chemical, dewatering, presaturation
or equivalent techniques.
1808.7 Foundations on or adjacent to slopes. The place-
ment of buildings and structures on or adjacent to slopes
steeper than one unit vertical in three units horizontal (33.3-
percent slope) shall comply with Sections 1808.7.1 through
1808.7.5.
1808.7.1 Building clearance from ascending slopes. In
general, buildings below slopes shall be set a sufficient
distance from the slope to provide protection from slope
drainage, erosion and shallow failures. Except as provided
in Section 1808.7.5 and Figure 1808.7.1, the following cri-
teria will be assumed to provide this protection. Where the
existing slope is steeper than one unit vertical in one unit
horizontal (100-percent slope), the toe of the slope shall be
assumed to be at the intersection of a horizontal plane
drawn from the top of the foundation and a plane drawn
tangent to the slope at an angle of 45 degrees (0.79 rad) to
the horizontal. Where a retaining wall is constructed at the
toe of the slope, the height of the slope shall be measured
from the top of the wall to the top of the slope.
1808.7.2 Foundation setback from descending slope
surface. Foundations 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 lateral support for the foundation without detrimental
settlement. Except as provided for in Section 1808.7.5 and
Figure 1 808.7.1, the following setback is deemed adequate
to meet the criteria. Where the slope is steeper than 1 unit
vertical in 1 unit horizontal (100-percent slope), the
required setback shall be measured from an imaginary
plane 45 degrees (0.79 rad) to the horizontal, projected
upward from the toe of the slope.
1808.7.3 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
(2134 mm) from the top of the slope shall be capable of
supporting the water in the pool without soil support.
1808.7.4 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
subject to the approval of the building official, provided it
can be demonstrated that required drainage to the point of
discharge and away from the structure is provided at all
locations on the site.
1808.7.5 Alternate setback and clearance. Alternate set-
backs and clearances are permitted, subject to the approval
of the building official. The building official shall be per-
mitted to require a geotechnical investigation as set forth
in Section 1803.5.10.
1808.8 Concrete foundations. The design, materials and
construction of concrete foundations shall comply with Sec-
tions 1808.8.1 through 1808.8.6 and the provisions of Chap-
ter 19.
Exception: Where concrete footings supporting walls of
light-frame construction are designed in accordance with
Table 1809.7, a specific design in accordance with Chap-
ter 19 is not required.
FACE OF
FOOTING
FACE OF
STRUCTURE
For SI: I foot = 304.8 ram.
AT LEAST THE SMALLER OF H/2 AND 15 FEET
FIGURE 1808.7.1
FOUNDATION CLEARANCES FROM SLOPES
2012 INTERNATIONAL BUILDING CODE®
405
SOILS AND FOUNDATIONS
1808.8.1 Concrete or grout strength and mix propor-
tioning. Concrete or grout in foundations shall have a
specified compressive strength (f' c ) not less than the larg-
est applicable value indicated in Table 1808.8.1.
Where concrete is placed through a funnel hopper at the
top of a deep foundation element, 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 8 inches (204 mm). Where
concrete or grout is to be pumped, the mix design includ-
ing slump shall be adjusted to produce a pumpable mix-
ture.
1808.8.2 Concrete cover. The concrete cover provided
for prestressed and nonprestressed reinforcement in foun-
dations shall be no less than the largest applicable value
specified in Table 1808.8.2. Longitudinal bars spaced less
than 1 V 2 inches (38 mm) clear distance apart shall be con-
sidered bundled bars for which the concrete cover pro-
vided shall also be no less than that required by Section
7.7.4 of ACI 318. Concrete cover shall be measured from
the concrete surf ace to the outermost surface of the steel to
which the cover requirement applies. Where concrete is
placed in a temporary or permanent casing or a mandrel,
the inside face of the casing or mandrel shall be considered
the concrete surface.
1808.8.3 Placement of concrete. Concrete shall be placed
in such a manner as to ensure the exclusion of any foreign
matter and to secure a full-size foundation. Concrete 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 minimum seg-
regation of the mix and negligible turbulence of the water.
Where depositing concrete from the top of a deep founda-
tion element, the concrete shall be chuted directly into
smooth-sided pipes or tubes or placed in a rapid and con-
tinuous operation through a funnel hopper centered at the
top of the element.
1808.8.4 Protection of concrete. Concrete foundations
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.
1808.8.5 Forming of concrete. Concrete foundations are
permitted to be cast against the earth where, in the opinion
TABLE 1808.8.1
MINIMUM SPECIFIED COMPRESSIVE STRENGTH f ' OF CONCRETE OR GROUT
FOUNDATION ELEMENT OR CONDITION
SPECIFIED COMPRESSIVE STRENGTH, f' c
1. Foundations for structures assigned to Seismic Design Category A, B or C
2,500 psi
2a. Foundations for Group R or U occupancies of light-frame construction, two stories or less in
height, assigned to Seismic Design Category D, E or F
2,500 psi
2b. Foundations for other structures assigned to Seismic Design Category D, E or F
3,000 psi
3. Precast nonprestressed driven piles
4,000 psi
4. Socketed drilled shafts
4,000 psi
5. Micropiles
4,000 psi
6. Precast prestressed driven piles
5,000 psi
For SI:1 pound per square inch = 0.00689 MPa.
TABLE 1808.8.2
MINIMUM CONCRETE COVER
FOUNDATION ELEMENT OR CONDITION
MINIMUM COVER
1. Shallow foundations
In accordance with Section 7.7 of ACI 318
2. Precast nonprestressed deep foundation elements
Exposed to seawater
Not manufactured under plant conditions
Manufactured under plant control conditions
3 inches
2 inches
In accordance with Section 7.7.3 of ACI 318
3. Precast prestressed deep foundation elements
Exposed to seawater
Other
2.5 inches
In accordance with Section 7.7.3 of ACI 318
4. Cast-in-place deep foundation elements not enclosed by a steel pipe, tube or permanent
casing
2.5 inches
5. Cast-in-place deep foundation elements enclosed by a steel pipe, tube or permanent casing
1 inch
6. Structural steel core within a steel pipe, tube or permanent casing
2 inches
7. Cast-in-place drilled shafts enclosed by a stable rock socket
1 .5 inches
For SI: 1 inch = 25.4 mm.
406
2012 INTERNATIONAL BUILDING CODE 9
SOILS AND FOUNDATIONS
of the building official, soil conditions do not require
formwork. Where formwork is required, it shall be in
accordance with Chapter 6 of ACI 318.
1808.8.6 Seismic requirements. See Section 1908 for
additional requirements for 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 21.12.1 through
21.12.4, shall apply where not in conflict with the provi-
sions of Sections 1808 through 1810.
Exceptions:
1 . Detached one- and two-family dwellings of light-
frame construction and two stories or less above
grade plane are not required to comply with the
provisions of ACI 318, Sections 21.12.1 through
21.12.4.
2. Section 21.12.4.4(a) of ACI 318 shall not apply.
1808.9 Vertical masonry foundation elements. Vertical
masonry foundation elements that are not foundation piers as
defined in Section 202 shall be designed as piers, walls or
columns, as applicable, in accordance with TMS 402/ACI
530/ASCE5.
SECTION 1809
SHALLOW FOUNDATIONS
1809.1 General. Shallow foundations shall be designed and
constructed in accordance with Sections 1809.2 through
1809.13.
1809.2 Supporting soils. Shallow foundations shall be built
on undisturbed soil, compacted fill material or controlled
low-strength material (CLSM). Compacted fill material shall
be placed in accordance with Section 1804.5. CLSM shall be
placed in accordance with Section 1804.6.
1809.3 Stepped footings. The top surface of footings shall be
level. The bottom surface of footings shall be permitted to
have a slope not exceeding one unit vertical in 10 units hori-
zontal (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).
1809.4 Depth and width of footings. The minimum depth of
footings below the undisturbed ground surface shall be 12
inches (305 mm). Where applicable, the requirements of Sec-
tion 1809.5 shall also be satisfied. The minimum width of
footings shall be 12 inches (305 mm).
1809.5 Frost protection. Except where otherwise protected
from frost, foundations and other permanent supports of
buildings and structures shall be protected from frost by one
or more of the following methods:
1. Extending below the frost line of the locality;
2. Constructing in accordance with ASCE 32; or
3. Erecting on solid rock.
Exception: Free-standing buildings meeting all of the
following conditions shall not be required to be pro-
tected:
1 . Assigned to Risk Category I, in accordance with
Section 1604.5;
2. Area of 600 square feet (56 m 2 ) or less for light-
frame construction or 400 square feet (37 m 2 ) or
less for other than light-frame construction; and
3. Eave height of 10 feet (3048 mm) or less.
Shallow foundations shall not bear on frozen soil unless
such frozen condition is of a permanent character.
1809.6 Location of footings. Footings on granular soil shall
be so located that the line drawn between the lower edges of
adjoining footings shall not have a slope steeper than 30
degrees (0.52 rad) with the horizontal, unless the material
supporting the higher footing is braced or retained or other-
wise laterally supported in an approved manner or a greater
slope has been properly established by engineering analysis.
1809.7 Prescriptive footings for light-frame construction.
Where a specific design is not provided, concrete or masonry-
unit footings supporting walls of light-frame construction shall
be permitted to be designed in accordance with Table 1809.7.
TABLE 1809.7
PRESCRIPTIVE FOOTINGS SUPPORTING WALLS OF
LIGHT-FRAME CONSTRUCTION 3 ' "■ c < a e
NUMBER OF FLOORS
SUPPORTED BY THE FOOTING*
WIDTH OF
FOOTING (inches)
THICKNESS OF
FOOTING (inches)
1
12
6
2
15
6
3
18
8 6
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Depth of footings shall be in accordance with Section 1809.4.
b. The ground under the floor shall be permitted to be excavated to the
elevation of the top of the footing.
c. Interior stud-bearing walls shall be permitted to be supported by isolated
footings. The footing width and length shall be twice the width shown in
this table, and footings shall be spaced not more than 6 feet on center.
d. See Section 1905 for additional requirements for concrete footings of
structures assigned to Seismic Design Category C, D, E or F.
e. For thickness of foundation walls, see Section 1807.1.6.
f. Footings shall be 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 shall be permitted to
be 6 inches thick.
1809.8 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 or rock.
Exception: For plain concrete footings supporting Group
R-3 occupancies, the edge thickness is permitted 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.
2012 INTERNATIONAL BUILDING CODE
407
SOILS AND FOUNDATIONS
1809.9 Masonry-unit footings. The design, materials and
construction of masonry-unit footings shall comply with Sec-
tions 1809.9.1 and 1809.9.2, and the provisions of Chapter
21.
Exception: Where a specific design is not provided,
masonry-unit footings supporting walls of light-frame
construction shall be permitted to be designed in accor-
dance with Table 1 809.7.
1809.9.1 Dimensions. Masonry-unit footings shall be laid
in Type M or S mortar complying with Section 2103.9 and
the depth shall not be less than twice the projection
beyond the wall, pier or column. The width shall not be
less than 8 inches (203 mm) wider than the wall supported
thereon.
1809.9.2 Offsets. The maximum offset of each course in
brick foundation walls stepped up from the footings shall
be l'/ 2 inches (38 mm) where laid in single courses, and 3
inches (76 mm) where laid in double courses.
1809.10 Pier and curtain wall foundations. Except in Seis-
mic Design Categories D, E and F, pier and curtain wall
foundations shall be permitted to be used to support light-
frame construction not more than two stories above grade
plane, 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 5 / 8 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 dimension.
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 mor-
tar.
Exception: Unfilled hollow piers shall be 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 (102
mm) of solid masonry or concrete or the cavi-
ties of the top course shall be filled with con-
crete or grout.
4. The maximum height of a 4-inch (102 mm) load-bear-
ing masonry foundation wall supporting wood frame
walls and floors shall not be more than 4 feet (1219
mm) in height.
5. The unbalanced fill for 4-inch (102 mm) foundation
walls shall not exceed 24 inches (610 mm) for solid
masonry, nor 12 inches (305 mm) for hollow masonry.
1809.11 Steel grillage footings. Grillage footings of struc-
tural steel shapes shall be separated with approved steel spac-
ers 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 com-
pletely filled with concrete or cement grout.
1809.12 Timber footings. Timber footings shall be 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-
cation A, Use Category 4B). Treated timbers are not required
where placed entirely below permanent water level, or where
used as capping for wood piles that project above the water
level over submerged or marsh lands. The compressive
stresses perpendicular to grain in untreated timber footings
supported upon treated piles shall not exceed 70 percent of
the allowable stresses for the species and grade of timber as
specified in the AF&PA NDS.
1809.13 Footing seismic ties. Where a structure is assigned
to Seismic Design Category D, E or F, individual spread foot- |
ings founded on soil defined in Section 1613.3.2 as Site Class
E or F shall be interconnected by ties. Unless it is demon-
strated that equivalent restraint is provided by reinforced con-
crete beams within slabs on grade or reinforced concrete
slabs on grade, ties shall be capable of carrying, in tension or
compression, a force equal to the lesser of the product of the
larger footing design gravity load times the seismic coeffi-
cient, S os , divided by 10 and 25 percent of the smaller footing
design gravity load.
SECTION 1810
DEEP FOUNDATIONS
1810.1 General. Deep foundations shall be analyzed,
designed, detailed and installed in accordance with Sections
1810.1 through 1810.4.
1810.1.1 Geotechnical investigation. Deep foundations
shall be designed and installed on the basis of a geotechni-
cal investigation as set forth in Section 1 803.
1810.1.2 Use of existing deep foundation elements.
Deep foundation elements 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 indicates that the elements
are sound and meet the requirements of this code. Such
elements shall be load tested or redriven to verify their
capacities. The design load applied to such elements shall
be the lowest allowable load as determined by tests or
redriving data.
1810.1.3 Deep foundation elements classified as col-
umns. Deep foundation elements standing unbraced in air,
water or fluid soils shall be classified as columns and
designed as such in accordance with the provisions of this
code from their top down to the point where adequate lat-
eral support is provided in accordance with Section
1810.2.1.
Exception: Where the unsupported height to least hori-
zontal dimension of a cast-in-place deep foundation
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element does not exceed three, it shall be permitted to
design and construct such an element as a pedestal in
accordance with AC1 318.
1810.1.4 Special types of deep foundations. The use of
types of deep foundation elements not specifically men-
tioned 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 elements.
The allowable stresses for materials shall not in any case
exceed the limitations specified herein.
1810.2 Analysis. The analysis of deep foundations for design
shall be in accordance with Sections 1810.2.1 through
1810.2.5.
1810.2.1 Lateral support. Any soil other than fluid soil
shall be deemed to afford sufficient lateral support to pre-
vent buckling of deep foundation elements and to permit
the design of the elements in accordance with accepted
engineering practice and the applicable provisions of this
code.
Where deep foundation elements stand unbraced in air,
water or fluid soils, it shall be permitted to consider them
laterally supported at a point 5 feet (1524 mm) into stiff
soil or 10 feet (3048 mm) into soft soil unless otherwise
approved by the building official on the basis of a geotech-
nical investigation by a registered design professional.
1810.2.2 Stability. Deep foundation elements shall be
braced to provide lateral stability in all directions. Three or
more elements connected by a rigid cap shall be consid-
ered braced, provided that the elements are located in
radial directions from the centroid of the group not less
than 60 degrees (1 rad) apart. A two-element group in a
rigid cap shall be considered to be braced along the axis
connecting the two elements. Methods used to brace deep
foundation elements shall be subject to the approval of the
building official.
Deep foundation elements supporting walls shall be
placed alternately in lines spaced at least 1 foot (305 mm)
apart and located symmetrically under the center of grav-
ity of the wall load carried, unless effective measures are
taken to provide for eccentricity and lateral forces, or the
foundation elements are adequately braced to provide for
lateral stability.
Exceptions:
1. Isolated cast-in-place deep foundation elements
without lateral bracing shall be permitted where
the least horizontal dimension is no less than 2
feet (610 mm), adequate lateral support in accor-
dance with Section 1810.2.1 is provided for the
entire height and the height does not exceed 12
times the least horizontal dimension.
2. A single row of deep foundation elements with-
out lateral bracing is permitted for one- and two-
family dwellings and lightweight construction
not exceeding two stories above grade plane or
35 feet (10 668 mm) in building height, provided
the centers of the elements are located within the
width of the supported wall.
1810.2.3 Settlement. The settlement of a single deep
foundation element or group thereof shall be estimated
based on approved methods of analysis. The predicted set-
tlement shall cause neither harmful distortion of, nor insta-
bility in, the structure, nor cause any element to be loaded
beyond its capacity.
1810.2.4 Lateral loads. The moments, shears and lateral
deflections used for design of deep foundation elements
shall be established considering the nonlinear interaction
of the shaft and soil, as determined by a registered design
professional. Where the ratio of the depth of embedment
of the element to its least horizontal dimension is less than
or equal to six, it shall be permitted to assume the element
is rigid.
1810.2.4.1 Seismic Design Categories D through F.
For structures assigned to Seismic Design Category D,
E or F, deep foundation elements on Site Class E or F
sites, as determined in Section 1613.3.2, shall be
designed and constructed to withstand maximum
imposed curvatures from earthquake ground motions
and structure response. Curvatures shall include free-
field soil strains modified for soil-foundation-structure
interaction coupled with foundation element deforma-
tions associated with earthquake loads imparted to the
foundation by the structure.
Exception: Deep foundation elements that satisfy
the following additional detailing requirements shall
be deemed to comply with the curvature capacity
requirements of this section.
1. Precast prestressed concrete piles detailed in
accordance with Section 1810.3.8.3.3.
2. Cast-in-place deep foundation elements with a
minimum longitudinal reinforcement ratio of
0.005 extending the full length of the element
and detailed in accordance with Sections
21.6.4.2,21.6.4.3 and 21.6.4.4 of ACI 318 as
required by Section 1810.3.9.4.2.2.
1810.2.5 Group effects. The analysis shall include group
effects on lateral behavior where the center-to-center spac-
ing of deep foundation elements in the direction of lateral
force is less than eight times the least horizontal dimen-
sion of an element. The analysis shall include group
effects on axial behavior where the center-to-center spac-
ing of deep foundation elements is less than three times
the least horizontal dimension of an element.
1810.3 Design and detailing. Deep foundations shall be
designed and detailed in accordance with Sections 1810.3.1
through 1810.3.12.
1810.3.1 Design conditions. Design of deep foundations
shall include the design conditions specified in Sections
1810.3.1.1 through 1810.3.1.6, as applicable.
1810.3.1.1 Design methods for concrete elements.
Where concrete deep foundations are laterally sup-
ported in accordance with Section 1810.2.1 for the
entire height and applied forces cause bending moments
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SOILS AND FOUNDATIONS
no greater than those resulting from accidental eccen-
tricities, structural design of the element using the load
combinations of Section 1605.3 and the allowable
stresses specified in this chapter shall be permitted. Oth-
erwise, the structural design of concrete deep founda-
tion elements shall use the load combinations of Section
1605.2 and approved strength design methods.
1810.3.1.2 Composite elements. Where a single deep
foundation element comprises two or more sections of
different materials or different types spliced together,
each section of the composite assembly shall satisfy the
applicable requirements of this code, and the maximum
allowable load in each section shall be limited by the
structural capacity of that section.
1810.3.1.3 Mislocation. The foundation or superstruc-
ture shall be designed to resist the effects of the mislo-
cation of any deep foundation element by no less than 3
inches (76 mm). To resist the effects of mislocation,
compressive overload of deep foundation elements to
1 10 percent of the allowable design load shall be per-
mitted.
1810.3.1.4 Driven piles. Driven piles shall be designed
and manufactured in accordance with accepted engi-
neering practice to resist all stresses induced by han-
dling, driving and service loads.
1810.3.1.5 Helical piles. Helical piles shall be designed
and manufactured in accordance with accepted engi-
neering practice to resist all stresses induced by instal-
lation into the ground and service loads.
1810.3.1.6 Casings. Temporary and permanent casings
shall be of steel and shall be sufficiently strong to resist
collapse and sufficiently water tight to exclude any for-
eign materials during the placing of concrete. Where a
permanent casing is considered reinforcing steel, the
steel shall be protected under the conditions specified
in Section 1810.3.2.5. Horizontal joints in the casing
shall be spliced in accordance with Section 1810.3.6.
1810.3.2 Materials. The materials used in deep founda-
tion elements shall satisfy the requirements of Sections
1810.3.2.1 through 1810.3.2.8, as applicable.
1810.3.2.1 Concrete. Where concrete is cast in a steel
pipe or where an enlarged base is formed by compact-
ing concrete, the maximum size for coarse aggregate
shall be 3 / 4 inch (19.1 mm). Concrete to be compacted
shall have a zero slump.
1810.3.2.1.1 Seismic hooks. For structures assigned
to Seismic Design Category C, D, E or F, the ends of
hoops, spirals and ties used in concrete deep founda-
tion elements shall be terminated with seismic
hooks, as defined in ACI 318, and shall be turned
into the confined concrete core.
1810.3.2.1.2 ACI 318 Equation (10-5). Where this
chapter requires detailing of concrete deep founda-
tion elements in accordance with Section 21.6.4.4 of
ACI 318, compliance with Equation (10-5) of ACI
318 shall not be required.
1810.3.2.2 Prestressing steel. Prestressing steel shall
conform to ASTM A 4 1 6 .
1810.3.2.3 Structural steel. 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 91 3 or ASTM A 992.
1810.3.2.4 Timber. Timber deep foundation elements
shall be designed as piles or poles in accordance with
AF&PA NDS. Round timber elements shall conform to
ASTM D 25. Sawn timber elements shall conform to
DOC PS-20.
1810.3.2.4.1 Preservative treatment. Timber deep
foundation elements used to support permanent
structures shall be treated in accordance with this
section unless it is established that the tops of the
untreated timber elements 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 elements and AWPA Ul (Commodity
Specification A, Use Category 4B) for sawn timber
elements. Preservative-treated timber elements shall
be subject to a quality control program administered
by an approved agency. Element cutoffs shall be
treated in accordance with AWPA M4.
1810.3.2.5 Protection of materials. Where boring
records or site conditions indicate possible deleterious
action on the materials used in deep foundation ele-
ments because of soil constituents, changing water lev-
els or other factors, the elements shall be adequately
protected by materials, methods or processes approved
by the building official. Protective materials shall be
applied to the elements so as not to be rendered ineffec-
tive by installation. The effectiveness of such protective
measures for the particular purpose shall have been
thoroughly established by satisfactory service records
or other evidence.
1810.3.2.6 Allowable stresses. The allowable stresses
for materials used in deep foundation elements shall not
exceed those specified in Table 1810.3.2.6.
1810.3.2.7 Increased allowable compressive stress
for cased cast-in-place elements. The allowable com-
pressive stress in the concrete shall be permitted to be
increased as specified in Table 1810.3.2.6 for those
portions of permanently cased cast-in-place elements
that satisfy all of the following conditions:
1 . The design shall not use the casing to resist any
portion of the axial load imposed.
2. The casing shall have a sealed tip and be mandrel
driven.
3. The thickness of the casing shall not be less than
manufacturer's standard gage No. 14 (0.068 inch)
(1.75 mm).
4. The casing shall be seamless or provided with
seams of strength equal to the basic material and
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SOILS AND FOUNDATIONS
be of a configuration that will provide confine-
ment to the cast-in-place concrete.
5. The ratio of steel yield strength (F ) to specified
compressive strength (f ',,) shall not be less than
six.
6. The nominal diameter of the element shall not be
greater than 16 inches (406 mm).
1810.3.2.8 Justification of higher allowable stresses.
Use of allowable stresses greater than those specified in
Section 1810.3.2.6 shall be permitted where supporting
data justifying such higher stresses is filed with the
building official. Such substantiating data shall include:
1. A geotechnical investigation in accordance with
Section 1803; and
2. Load tests in accordance with Section
1810.3.3.1.2, regardless of the load supported by
the element.
The design and installation of the deep foundation
elements shall be under the direct supervision of a reg-
istered design professional knowledgeable in the field
of soil mechanics and deep foundations who shall sub-
mit a report to the building official stating that the ele-
ments as installed satisfy the design criteria.
1810.3.3 Determination of allowable loads. The allow-
able axial and lateral loads on deep foundation elements
shall be determined by an approved formula, load tests or
method of analysis.
1810.3.3.1 Allowable axial load. The allowable axial
load on a deep foundation element shall be determined
in accordance with Sections 1810.3.3.1.1 through
1810.3.3.1.9.
1810.3.3.1.1 Driving criteria. The allowable com-
pressive load on any driven deep foundation element
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 driveability for both driving stresses and
net displacement per blow at the ultimate load.
Allowable loads shall be verified by load tests in
accordance with Section 1810.3.3.1.2. The formula
or wave equation load shall be determined for grav-
ity-drop or power-actuated hammers and the ham-
mer energy used shall be the maximum consistent
with the size, strength and weight of the driven ele-
ments. The use of a follower is permitted only with
the approval of the building official. The introduc-
tion of fresh hammer cushion or pile cushion mate-
rial just prior to final penetration is not permitted.
1810.3.3.1.2 Load tests. Where design compressive
loads are greater than those determined using the
allowable stresses specified in Section 1810.3.2.6,
where the design load for any deep foundation ele-
ment is in doubt, or where cast-in-place deep foun-
dation elements have an enlarged base formed either
by compacting concrete or by driving a precast base,
TABLE 1810.3.2.6
ALLOWABLE STRESSES FOR MATERIALS USED IN DEEP FOUNDATION ELEMENTS
MATERIAL TYPE AND CONDITION
MAXIMUM ALLOWABLE STRESS 9
1 . Concrete or grout in compression b
Cast-in-place with a permanent casing in accordance with Section 1810.3.2.7
Cast-in-place in a pipe, tube, other permanent casing or rock
Cast-in-place without a permanent casing
Precast nonprestressed
Precast prestressed
0.4 /',
0.33 /',
03/',
0.33/'.
0.33/',- 0.27 f pc
2. Nonprestressed reinforcement in compression
0.4/ y < 30,000 psi
3. Structural steel in compression
Cores within concrete-filled pipes or tubes
Pipes, tubes or H-piles, where justified in accordance with Section 1810.3.2.8
Pipes or tubes for micropiles
Other pipes, tubes or H-piles
Helical piles
0.5 F v < 32,000 psi
0.5 F v < 32,000 psi
0.4 F v < 32,000 psi
0.35 F y < 16,000 psi
0.6 F <0.5F
> «
4. Nonprestressed reinforcement in tension
Within micropiles
Other conditions
0.6/.
0.5/, < 24,000 psi
5. Structural steel in tension
Pipes, tubes or H-piles, where justified in accordance with Section 1810.3.2.8
Other pipes, tubes or H-piles
Helical piles
0.5 F y < 32,000 psi
0.35 F y < 16,000 psi
0.6 F v < 0.5 F„
6. Timber
In accordance with the AF&PA NDS
/',is the specified compressive strength of the concrete or grout; f is the compressive stress on the gross concrete section due to effective prestress forces
only;/ is the specified yield strength of reinforcement; F v is the specified minimum yield stress of structural steel; F u is the specified minimum tensile stress
of structural steel.
The stresses specified apply to the gross cross-sectional area within the concrete surface. Where a temporary or permanent casing is used, the inside face of
the casing shall be considered the concrete surface.
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SOILS AND FOUNDATIONS
control test elements shall be tested in accordance
with ASTM D 1 143 or ASTM D 4945. At least one
element shall be load tested in each area of uniform
subsoil conditions. Where required by the building
official, additional elements shall be load tested
where necessary to establish the safe design capac-
ity. The resulting allowable loads shall not be more
than one-half of the ultimate axial load capacity of
the test element as assessed by one of the published
methods listed in Section 1810.3.3.1.3 with consid-
eration 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 1810.2.3. In
subsequent installation of the balance of deep foun-
dation elements, all elements shall be deemed to
have a supporting capacity equal to that of the con-
trol element where such elements are of the same
type, size and relative length as the test element; are
installed using the same or comparable methods and
equipment as the test element; are installed in simi-
lar subsoil conditions as the test element; and, for
driven elements, where the rate of penetration (e.g.,
net displacement per blow) of such elements is equal
to or less than that of the test element driven with the
same hammer through a comparable driving dis-
tance.
18 10.3.3.!. 3 Load test evaluation methods. It shall
be permitted to evaluate load tests of deep founda-
tion elements using 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.
1810.3.3.1.4 Allowable frictional resistance. The
assumed frictional resistance developed by any
uncased cast-in-place deep foundation element shall
not exceed one-sixth of the bearing value of the soil
material at minimum depth as set forth in Table
1 806.2, up to a maximum of 500 psf (24 kPa), unless
a greater value is allowed by the building official on
the basis of a geotechnical investigation as specified
in Section 1 803 or a greater value is substantiated by
a load test in accordance with Section 1810.3.3.1.2.
Frictional resistance and bearing resistance shall not
be assumed to act simultaneously unless determined
by a geotechnical investigation in accordance with
Section 1803.
1810.3.3.1.5 Uplift capacity of a single deep foun-
dation element. Where required by the design, the
uplift capacity of a single deep foundation element
shall be determined by an approved method of anal-
ysis based on a minimum factor of safety of three or
by load tests conducted in accordance with ASTM D
3689. The maximum allowable uplift load shall not
exceed the ultimate load capacity as determined in
Section 1810.3.3.1.2, using the results of load tests
conducted in accordance with ASTM D 3689,
divided by a factor of safety of two.
Exception: Where uplift is due to wind or seis-
mic loading, the minimum factor of safety shall
be two where capacity is determined by an analy-
sis and one and one-half where capacity is deter-
mined by load tests.
1810.3.3.1.6 Uplift capacity of grouped deep
foundation elements. For grouped deep foundation
elements subjected to uplift, the allowable working
uplift load for the group shall be calculated by an
approved method of analysis where the deep foun-
dation elements in the group are placed at a center-
to-center spacing of at least 2.5 times the least hori-
zontal dimension of the largest single element, the
allowable working uplift load for the group is per-
mitted to be calculated as the lesser of:
1. The proposed individual uplift working load
times the number of elements in the group.
2. Two-thirds of the effective weight of the
group and the soil contained within a block
defined by the perimeter of the group and the
length of the element, plus two-thirds of the 1
ultimate shear resistance along the soil block. |
1810.3.3.1.7 Load-bearing capacity. Deep founda-
tion elements shall develop ultimate load capacities
of at least twice the design working loads in the des-
ignated 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.
1810.3.3.1.8 Bent deep foundation elements. The
load-bearing capacity of deep foundation elements
discovered to have a sharp or sweeping bend shall
be determined by an approved method of analysis or
by load testing a representative element.
1810.3.3.1.9 Helical piles. The allowable axial
design load, P a , of helical piles shall be determined
as follows:
P a = 0.5 P u (Equation 18-4)
where P u is the least value of:
1. Sum of the areas of the helical bearing plates
times the ultimate bearing capacity of the soil
or rock comprising the bearing stratum.
2. Ultimate capacity determined from well-docu-
mented correlations with installation torque.
3. Ultimate capacity determined from load tests.
4. Ultimate axial capacity of pile shaft.
5. Ultimate axial capacity of pile shaft couplings.
6. Sum of the ultimate axial capacity of helical
bearing plates affixed to pile.
1810.3.3.2 Allowable lateral load. Where required by
the design, the lateral load capacity of a single deep
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foundation element or a group thereof shall be deter-
mined by an approved method of analysis or by lateral
load tests to at least twice the proposed design working
load. The resulting allowable load shall not be more
than one-half of the load that produces a gross lateral
movement of 1 inch (25 mm) at the lower of the top of
foundation element and the ground surface, unless it
can be shown that the predicted lateral movement shall
cause neither harmful distortion of, nor instability in,
the structure, nor cause any element to be loaded
beyond its capacity.
1810.3.4 Subsiding soils. Where deep foundation ele-
ments are installed through subsiding fills or other subsid-
ing strata and derive support from underlying firmer
materials, consideration shall be given to the downward
frictional forces that may be imposed on the elements by
the subsiding upper strata.
Where the influence of subsiding fills is considered as
imposing loads on the element, the allowable stresses
specified in this chapter shall be permitted to be increased
where satisfactory substantiating data are submitted.
1810.3.5 Dimensions of deep foundation elements. The
dimensions of deep foundation elements shall be in accor-
dance with Sections 1810.3.5.1 through 1810.3.5.3, as
applicable.
1810.3.5.1 Precast. The minimum lateral dimension of
precast concrete deep foundation elements shall be 8
inches (203 mm). Corners of square elements shall be
chamfered.
1810.3.5.2 Cast-in-place or grouted-in-place. Cast-
in-place and grouted-in-place deep foundation elements
shall satisfy the requirements of this section.
1810.3.5.2.1 Cased. Cast-in-place deep foundation
elements with a permanent casing shall have a nom-
inal outside diameter of not less than 8 inches (203
mm).
1810.3.5.2.2 Uncased. Cast-in-place deep founda-
tion elements without a permanent casing shall have
a diameter of not less than 12 inches (305 mm). The
element length shall not exceed 30 times the average
diameter.
Exception: The length of the element is permit-
ted to exceed 30 times the diameter, provided the
design and installation of the deep foundations
are under the direct supervision of a registered
design professional knowledgeable in the field of
soil mechanics and deep foundations. The regis-
tered design professional shall submit a report to
the building official stating that the elements
were installed in compliance with the approved
construction documents.
1810.3.5.2.3 Micropiles. Micropiles shall have an
outside diameter of 12 inches (305 mm) or less. The
minimum diameter set forth elsewhere in Section
1 810.3.5 shall not apply to micropiles.
1810.3.5.3 Steel. Steel deep foundation elements shall
satisfy the requirements of this section.
1810.3.5.3.1 H-piles. Sections of H-piles shall com-
ply 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 nomi-
nal thickness of % inch (9.5 mm).
1810.3.5.3.2 Steel pipes and tubes. Steel pipes and
tubes used as deep foundation elements shall have a
nominal outside diameter of not less than 8 inches
(203 mm). Where steel pipes or tubes are driven
open ended, they shall have a minimum of 0.34
square inch (219 mm 2 ) of steel in cross section to
resist each 1,000 foot-pounds (1356 Nm) 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 com-
pression stresses induced by driving to evaluate if
the pile section is appropriate for the selected ham-
mer. Where a pipe or tube with wall thickness less
than 0.179 inch (4.6 mm) is driven open ended, a
suitable cutting shoe shall be provided. Concrete-
filled steel pipes or tubes in structures assigned to
Seismic Design Category C, D, E or F shall have a
wall thickness of not less than 3 / 16 inch (5 mm). The
pipe or tube casing for socketed drilled shafts shall
have a nominal outside diameter of not less than 18
inches (457 mm), a wall thickness of not less than 3 / 8
inch (9.5 mm) and a suitable steel driving shoe
welded to the bottom; the diameter of the rock
socket shall be approximately equal to the inside
diameter of the casing.
Exceptions:
1. There is no minimum diameter for steel
pipes or tubes used in micropiles.
2. For mandrel-driven pipes or tubes, the min-
imum wall thickness shall be V 10 inch (2.5
mm).
1810.3.5.3.3 Helical piles. Dimensions of the cen-
tral shaft and the number, size and thickness of heli-
cal bearing plates shall be sufficient to support the
design loads.
1810.3.6 Splices. Splices shall be constructed so as to pro-
vide and maintain true alignment and position of the com-
ponent parts of the deep foundation element during
installation and subsequent thereto and shall be designed
to resist the axial and shear forces and moments occurring
at the location of the splice during driving and for design
load combinations. Where deep foundation elements of
the same type are being spliced, splices shall develop not
less than 50 percent of the bending strength of the weaker
section. Where deep foundation elements of different
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SOILS AND FOUNDATIONS
materials or different types are being spliced, splices shall
develop the full compressive strength and not less than 50
percent of the tension and bending strength of the weaker
section. Where structural steel cores are to be spliced, the
ends shall be milled or ground to provide full contact and
shall be full-depth welded.
Splices occurring in the upper 10 feet (3048 mm) of the
embedded portion of an element shall be designed to resist
at allowable stresses the moment and shear that would
result from an assumed eccentricity of the axial load of 3
inches (76 mm), or the element shall be braced in accor-
dance with Section 1810.2.2 to other deep foundation ele-
ments that do not have splices in the upper 10 feet (3048
mm) of embedment.
1810.3.6.1 Seismic Design Categories C through F.
For structures assigned to Seismic Design Category C,
D, E or F splices of deep foundation elements shall
develop the lesser of the following:
1 . The nominal strength of the deep foundation ele-
ment; and
2. The axial and shear forces and moments from the
seismic load effects including overstrength factor
in accordance with Section 12.4.3 or 12.14.3.2 of
ASCE 7.
1810.3.7 Top of element detailing at cutoffs. Where a
minimum length for reinforcement or the extent of closely
spaced confinement reinforcement is specified at the top
of a deep foundation element, provisions shall be made so
that those specified lengths or extents are maintained after
cutoff.
1810.3.8 Precast concrete piles. Precast concrete piles
shall be designed and detailed in accordance with Sections
1810.3.8.1 through 1810.3.8.3.
1810.3.8.1 Reinforcement. Longitudinal steel shall be
arranged in a symmetrical pattern and be laterally tied
with steel ties or wire spiral spaced center to center as
follows:
1 . At not more than 1 inch (25 mm) for the first five
ties or spirals at each end; then
2. At not more than 4 inches (102 mm), for the
remainder of the first 2 feet (610 mm) from each
end; and then
3. At not more than 6 inches (152 mm) elsewhere.
The size of ties and spirals shall be as follows:
1 . For piles having a least horizontal dimension
of 16 inches (406 mm) or less, wire shall not
be smaller than 0.22 inch (5.6 mm) (No. 5
gage).
2. For piles having a least horizontal dimension
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).
3. For piles having a least horizontal dimension
of 20 inches (508 mm) and larger, wire shall
not be smaller than 7 4 inch (6.4 mm) round or
0.259 inch (6.6 mm) (No. 3 gage).
1810.3.8.2 Precast nonprestressed piles. Precast non-
prestressed concrete piles shall comply with the
requirements of Sections 1810.3.8.2.1 through
1810.3.8.2.3.
1810.3.8.2.1 Minimum reinforcement. Longitudi-
nal reinforcement shall consist of at least four bars
with a minimum longitudinal reinforcement ratio of
0.008.
1810.3.8.2.2 Seismic reinforcement in Seismic
Design Categories C through F. For structures
assigned to Seismic Design Category C, D, E or F, |
precast nonprestressed piles shall be reinforced as
specified in this section. The minimum longitudinal
reinforcement ratio shall be 0.01 throughout the
length. Transverse reinforcement shall consist of
closed ties or spirals with a minimum 3 / 8 inch (9.5
mm) diameter. Spacing of transverse reinforcement
shall not exceed the smaller of eight times the diam-
eter of the smallest longitudinal bar or 6 inches (1 52
mm) within a distance of three times the least pile
dimension from the bottom of the pile cap. Spacing
of transverse reinforcement shall not exceed 6
inches ( 1 52 mm) throughout the remainder of the
pile.
1810.3.8.2.3 Additional seismic reinforcement in
Seismic Design Categories D through F. For struc-
tures assigned to Seismic Design Category D, E or
F, transverse reinforcement shall be in accordance 1
with Section 1810.3.9.4.2.
1810.3.8.3 Precast prestressed piles. Precast pre-
stressed concrete piles shall comply with the require-
ments of Sections 1810.3.8.3.1 through 1810.3.8.3.3.
1810.3.8.3.1 Effective prestress. The effective pre-
stress in the pile shall not be less than 400 psi (2.76
MPa) for piles up to 30 feet (9144 mm) in length,
550 psi (3.79 MPa) for piles up to 50 feet (15 240
mm) in length and 700 psi (4.83 MPa) for piles
greater than 50 feet (15 240 mm) in length.
Effective prestress shall be based on an assumed
loss of 30,000 psi (207 MPa) in the prestressing
steel. The tensile stress in the prestressing steel shall
not exceed the values specified in ACI 318.
1810.3.8.3.2 Seismic reinforcement in Seismic
Design Category C. For structures assigned to Seis-
mic Design Category C, precast prestressed piles j
shall have transverse reinforcement in accordance
with this section. The volumetric ratio of spiral rein-
forcement shall not be less than the amount required
by the following formula for the upper 20 feet (6096
mm) of the pile.
(Equation 18-5)
9=Q.\2f'Jf yh
where:
f' c = Specified compressive strength of concrete,
psi (MPa).
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f h = Yield strength of spiral reinforcement < 85,000
psi (586 MPa).
p t = Spiral reinforcement index (vol. spiral/vol.
core).
At least one-half the volumetric ratio required by
Equation 18-5 shall be provided below the upper 20
feet (6096 mm) of the pile.
1810.3.8.3.3 Seismic reinforcement in Seismic
Design Categories D through F. For structures
assigned to Seismic Design Category D, E or F, pre-
cast prestressed piles shall have transverse reinforce-
ment in accordance with the following:
1. Requirements in ACI 318, Chapter 21, 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
reinforcement in the ductile region shall occur
through the length of the pile. Where the pile
length exceeds 35 feet (10 668 mm), the duc-
tile 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
curvature plus three times the least pile dimen-
sion.
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 dimen-
sion, six times the diameter of the longitudinal
strand or 8 inches (203 mm), whichever is
smallest.
4. Circular spiral reinforcement shall be spliced
by lapping one full turn and bending the end
of each spiral to a 90-degree hook or by use of
a mechanical or welded splice complying with
Section 12.14.3 of ACI 318.
5. Where the transverse reinforcement consists
of circular spirals, the volumetric ratio of spi-
ral transverse reinforcement in the ductile
region shall comply with the following:
p t = 0.25(T,// v „XA ? /A r ,-1.0)
[0.5 + 1.4P/(/',.A g )]
(Equation 18-6)
but not less than
p s = 0.l2(f\Vf rl )
[0.5 + lAP/(f' c A g )] 3 0.\2f'Jf yh
(Equation 18-7)
and need not exceed:
p s = 0.021 (Equation 18-8)
where:
A , = Pile cross-sectional area, square inches
(mm 2 ).
A rh -Core area defined by spiral outside
diameter, square inches (mm 2 ).
/',. = Specified compressive strength of
concrete, psi (MPa).
f yh = Yield strength of spiral reinforcement <
85,000 psi (586 MPa).
P = Axial load on pile, pounds (kN), as
determined from Equations 1 6-5 and 1 6-
7.
p s - Volumetric ratio (vol. spiral/vol. core).
This required amount of spiral reinforce-
ment is permitted to be obtained by providing
an inner and outer spiral.
6. Where transverse reinforcement consists of
rectangular hoops and cross ties, the total
cross-sectional area of lateral transverse rein-
forcement in the ductile region with spacing,
s, and perpendicular dimension, h c , shall con-
form to:
A,= 03sh,(f' c (fJ(AJA ch -].0)
[0.5 + 1.4>/(f r A,)]
Equation 18-9)
but not less than:
A„ - 0.125 h,. (/',. If J [0.5 + 1 API(f\ A)]
(Equation 18-10)
where:
f = yield strength of transverse
reinforcement < 70,000 psi (483 MPa).
h r - Cross-sectional dimension of pile core
measured center to center of hoop
reinforcement, inch (mm).
s = Spacing of transverse reinforcement
measured along length of pile, inch (mm).
A h = Cross-sectional area of tranverse reinforce-
ment, square inches (mm 2 ).
f' c = Specified compressive strength of concrete,
psi (MPa).
The hoops and cross ties shall be equivalent to
deformed bars not less than No. 3 in size. Rectangu-
lar hoop ends shall terminate at a corner with seis-
mic 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 rein-
forcing shall be provided.
1810.3.9 Cast-in-place deep foundations. Cast-in-place
deep foundation elements shall be designed and detailed in
accordance with Sections 1810.3.9.1 through 1810.3.9.6.
1810.3.9.1 Design cracking moment. The design
cracking moment (0M„) for a cast-in-place deep foun-
dation element not enclosed by a structural steel pipe or
tube shall be determined using the following equation:
<pM„ = 3#X
(Equation 18-11)
2012 INTERNATIONAL BUILDING CODE®
415
SOILS AND FOUNDATIONS
For SI: yM„ = 0.25 Jf c S m
where:
/',. = Specified compressive strength of concrete or
grout, psi (MPa).
S m = Elastic section modulus, neglecting reinforcement
and casing, cubic inches (mm 3 ).
1810.3.9.2 Required reinforcement. Where subject to
uplift or where the required moment strength deter-
mined using the load combinations of Section 1605.2
exceeds the design cracking moment determined in
accordance with Section 1810.3.9.1, cast-in-place deep
foundations not enclosed by a structural steel pipe or
tube shall be reinforced.
1810.3.9.3 Placement of reinforcement. Reinforce-
ment where required shall be assembled and tied
together and shall be placed in the deep foundation ele-
ment as a unit before the reinforced portion of the ele-
ment is filled with concrete.
Exceptions:
1. Steel dowels embedded 5 feet (1524 mm) or
less shall be permitted to be placed after con-
creting, while the concrete is still in a semi-
fluid state.
2. For deep foundation elements installed with a
hollow-stem auger, tied reinforcement shall be
placed after elements are concreted, while the
concrete is still in a semifluid state. Longitudi-
nal reinforcement without lateral ties shall be
placed either through the hollow stem of the
auger prior to concreting or after concreting,
while the concrete is still in a semifluid state.
3. For Group R-3 and U occupancies not exceed-
ing two stories of light-frame construction,
reinforcement is permitted to be placed after
concreting, while the concrete is still in a
semifluid state, and the concrete cover
requirement is permitted to be reduced to 2
inches (51 mm), provided the construction
method can be demonstrated to the satisfac-
tion of the building official.
1810.3.9.4 Seismic reinforcement. Where a structure
is assigned to Seismic Design Category C, reinforce-
ment shall be provided in accordance with Section
1810.3.9.4.1. Where a structure is assigned to Seismic
Design Category D, E or F, reinforcement shall be pro-
vided in accordance with Section 1810.3.9.4.2.
Exceptions:
1 . Isolated deep foundation elements supporting
posts of Group R-3 and U occupancies not
exceeding two stories of light-frame construc-
tion shall be permitted to be reinforced as
required by rational analysis but with not less
than one No. 4 bar, without ties or spirals,
where detailed so the element is not subject to
lateral loads and the soil provides adequate
lateral support in accordance with Section
1810.2.1.
2. Isolated deep foundation elements supporting
posts and bracing from decks and patios
appurtenant to Group R-3 and U occupancies
not exceeding two stories of light-frame con-
struction shall be permitted to be reinforced as
required by rational analysis but with not less
than one No. 4 bar, without ties or spirals,
where the lateral load, E, to the top of the ele-
ment does not exceed 200 pounds (890 N) and
the soil provides adequate lateral support in
accordance with Section 1810.2.1.
3. Deep foundation elements supporting the con-
crete foundation wall of Group R-3 and U
occupancies not exceeding two stories of
light-frame construction shall be permitted to
be reinforced as required by rational analysis
but with not less than two No. 4 bars, without
ties or spirals, where the design cracking
moment determined in accordance with Sec-
tion 1810.3.9.1 exceeds the required moment
strength determined using the load combina-
tions with overstrength factor in Section
12.4.3.2 or 12.14.3.2 of ASCE 7 and the soil
provides adequate lateral support in accor-
dance with Section 1810.2.1.
4. Closed ties or spirals where required by Sec-
tion 1810.3.9.4.2 shall be permitted to be lim-
ited to the top 3 feet (914 mm) of deep
foundation elements 10 feet (3048 mm) or less
in depth supporting Group R-3 and U occu-
pancies of Seismic Design Category D, not
exceeding two stories of light-frame construc-
tion.
1810.3.9.4.1 Seismic reinforcement in Seismic
Design Category C. For structures assigned to Seis-
mic Design Category C, cast-in-place deep founda-
tion elements shall be reinforced as specified in this
section. Reinforcement shall be provided where
required by analysis.
A minimum of four longitudinal bars, with a
minimum longitudinal reinforcement ratio of
0.0025, shall be provided throughout the minimum
reinforced length of the element as defined below
starting at the top of the element. The minimum
reinforced length of the element shall be taken as the
greatest of the following:
1. One-third of the element length;
2. A distance of 10 feet (3048 mm);
3. Three times the least element dimension; and
4. The distance from the top of the element to the
point where the design cracking moment
determined in accordance with Section
1810.3.9.1 exceeds the required moment
strength determined using the load combina-
tions of Section 1605.2.
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SOILS AND FOUNDATIONS
Transverse reinforcement shall consist of closed
ties or spirals with a minimum 3 / 8 inch (9.5 mm)
diameter. Spacing of transverse reinforcement shall
not exceed the smaller of 6 inches (152 mm) or 8-
longitudinal-bar diameters, within a distance of
three times the least element dimension from the
bottom of the pile cap. Spacing of transverse rein-
forcement shall not exceed 16 longitudinal bar
diameters throughout the remainder of the rein-
forced length.
Exceptions:
1 . The requirements of this section shall not
apply to concrete cast in structural steel
pipes or tubes.
2. A spiral-welded metal casing of a thickness
not less than manufacturer's standard gage
No. 14 gage (0.068 inch) is permitted to
provide concrete confinement in lieu of the
closed ties or spirals. Where used as such,
the metal casing shall be protected against
possible deleterious action due to soil con-
stituents, changing water levels or other
factors indicated by boring records of site
conditions.
1810.3.9.4.2 Seismic reinforcement in Seismic
Design Categories D through F. For structures
assigned to Seismic Design Category D, E or F, cast-
in-place deep foundation elements shall be rein-
forced as specified in this section. Reinforcement
shall be provided where required by analysis.
A minimum of four longitudinal bars, with a
minimum longitudinal reinforcement ratio of 0.005,
shall be provided throughout the minimum rein-
forced length of the element as defined below start-
ing at the top of the element. The minimum
reinforced length of the element shall be taken as the
greatest of the following:
1 . One-half of the element length;
2. A distance of 10 feet (3048 mm);
3. Three times the least element dimension; and
4. The distance from the top of the element to the
point where the design cracking moment
determined in accordance with Section
1810.3.9.1 exceeds the required moment
strength determined using the load combina-
tions of Section 1605.2.
Transverse reinforcement shall consist of closed
ties or spirals no smaller than No. 3 bars for ele-
ments with a least dimension up to 20 inches (508
mm), and No. 4 bars for larger elements. Through-
out the remainder of the reinforced length outside
the regions with transverse confinement reinforce-
ment, as specified in Section 1810.3.9.4.2.1 or
1810.3.9.4.2.2, the spacing of transverse reinforce-
ment shall not exceed the least of the following:
1 . 12 longitudinal bar diameters;
2. One-half the least dimension of the element;
and
3. 12 inches (305 mm).
Exceptions:
1 . The requirements of this section shall not
apply to concrete cast in structural steel
pipes or tubes.
2. A spiral- welded metal casing of a thickness
not less than manufacturer's standard gage
No. 14 gage (0.068 inch) is permitted to
provide concrete confinement in lieu of the
closed ties or spirals. Where used as such,
the metal casing shall be protected against
possible deleterious action due to soil con-
stituents, changing water levels or other
factors indicated by boring records of site
conditions.
1810.3.9.4.2.1 Site Classes A through D. For
Site Class A, B, C or D sites, transverse confine-
ment reinforcement shall be provided in the ele-
ment in accordance with Sections 21.6.4.2,
21.6.4.3 and 21.6.4.4 of ACI 318 within three
times the least element dimension of the bottom
of the pile cap. A transverse spiral reinforcement
ratio of not less than one-half of that required in
Section 21.6.4.4(a) of ACI 318 shall be permit-
ted.
1810.3.9.4.2.2 Site Classes E and F. For Site
Class E or F sites, transverse confinement rein-
forcement shall be provided in the element in
accordance with Sections 21.6.4.2, 21.6.4.3 and
21.6.4.4 of ACI 318 within seven times the least
element dimension of the pile cap and within
seven times the least element dimension of the
interfaces of strata that are hard or stiff and strata
that are liquefiable or are composed of soft- to
medium-stiff clay.
1810.3.9.5 Belled drilled shafts. Where drilled shafts
are belled at the bottom, the edge thickness of the bell
shall not be less than that required for the edge of foot-
ings. Where the sides of the bell slope at an angle less
than 60 degrees (1 rad) from the horizontal, the effects
of vertical shear shall be considered.
1810.3.9.6 Socketed drilled shafts. Socketed drilled
shafts shall have a permanent pipe or tube casing that
extends down to bedrock and an uncased socket drilled
into the bedrock, both filled with concrete. Socketed
drilled shafts shall have reinforcement or a structural
steel core for the length as indicated by an approved
method of analysis.
The depth of the rock socket shall be sufficient to
develop the full load-bearing capacity of the element
with a minimum safety factor of two, but the depth
shall not be less than the outside diameter of the pipe or
tube casing. The design of the rock socket is permitted
to be predicated on the sum of the allowable load-bear-
2012 INTERNATIONAL BUILDING CODE®
417
SOILS AND FOUNDATIONS
ing pressure on the bottom of the socket plus bond
along the sides of the socket.
Where a structural steel core is used, the gross
cross-sectional area of the core shall not exceed 25 per-
cent of the gross area of the drilled shaft.
1810.3.10 Micropiles. Micropiles shall be designed and
detailed in accordance with Sections 1810.3.10.1 through
1810.3.10.4.
1810.3.10.1 Construction. Micropiles shall develop
their load-carrying capacity by means of a bond zone in
soil, bedrock or a combination of soil and bedrock.
Micropiles shall be grouted and have either a steel pipe
or tube or steel reinforcement at every section along the
length. It shall be permitted to transition from deformed
reinforcing bars to steel pipe or tube reinforcement by
extending the bars into the pipe or tube section by at
least their development length in tension in accordance
with ACI 318.
1810.3.10.2 Materials. Reinforcement shall consist of
deformed reinforcing bars in accordance with ASTM A
615 Grade 60 or 75 or ASTM A 722 Grade 150.
The steel pipe or tube shall have a minimum wall
thickness of 3 / ]6 inch (4.8 mm). Splices shall comply
with Section 1810.3.6. The steel pipe or tube shall have
a minimum yield strength of 45,000 psi (310 MPa) and
a minimum elongation of 15 percent as shown by mill
certifications or two coupon test samples per 40,000
pounds (18 1 60 kg) of pipe or tube.
1810.3.10.3 Reinforcement. For micropiles or portions
thereof grouted inside a temporary or permanent casing
or inside a hole drilled into bedrock or a hole drilled
with grout, the steel pipe or tube or steel reinforcement
shall be designed to carry at least 40 percent of the
design compression load. Micropiles or portions
thereof grouted in an open hole in soil without tempo-
rary 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
reinforcing steel. Where a steel pipe or tube is used for
reinforcement, the portion of the grout enclosed within
the pipe is permitted to be included in the determination
of the allowable stress in the grout.
1810.3.10.4 Seismic reinforcement. For structures
assigned to Seismic Design Category C, a permanent
steel casing shall be provided from the top of the micro-
pile down to the point of zero curvature. For structures
assigned to Seismic Design Category D, E or F, the
micropile shall be considered as an alternative system
in accordance with Section 104.1 1. The alternative sys-
tem design, supporting documentation and test data
shall be submitted to the building official for review
and approval.
1810.3.11 Pile caps. Pile caps shall be of reinforced con-
crete, and shall include all elements to which vertical deep
foundation elements 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 vertical deep foundation elements 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 the elements. The tops of elements shall be cut or
chipped back to sound material before capping.
1810.3.11.1 Seismic Design Categories C through F.
For structures assigned to Seismic Design Category C,
D, E or F, concrete deep foundation elements shall be |
connected to the pile cap by embedding the element
reinforcement or field-placed dowels anchored in the
element into the pile cap for a distance equal to their
development length in accordance with ACI 318. It
shall be permitted to connect precast prestressed piles
to the pile cap by developing the element prestressing
strands into the pile cap provided the connection is duc-
tile. For deformed bars, the development length is the
full development length for compression, or tension in
the case of uplift, without reduction for excess rein-
forcement in accordance with Section 12.2.5 of ACI
318. Alternative measures for laterally confining con-
crete and maintaining toughness and ductile-like
behavior at the top of the element shall be permitted
provided the design is such that any hinging occurs in
the confined region.
The minimum transverse steel ratio for confinement
shall not be less than one-half of that required for col-
umns.
For resistance to uplift forces, anchorage of steel
pipes, tubes or H-piles to the pile cap shall be made by
means other than concrete bond to the bare steel sec-
tion. Concrete-filled steel pipes or tubes shall have
reinforcement of not less than 0.01 times the cross-sec-
tional area of the concrete fill developed into the cap
and extending into the fill a length equal to two times
the required cap embedment, but not less than the
development length in tension of the reinforcement.
1810.3.1 1.2 Seismic Design Categories D through F.
For structures assigned to Seismic Design Category D,
E or F, deep foundation element resistance to uplift |
forces or rotational restraint shall be provided by
anchorage into the pile cap, designed considering the
combined effect of axial forces due to uplift and bend-
ing moments due to fixity to the pile cap. Anchorage
shall develop a minimum of 25 percent of the strength
of the element in tension. Anchorage into the pile cap
shall comply with the following:
1 . In the case of uplift, the anchorage shall be capa-
ble of developing the least of the following:
1.1. The nominal tensile strength of the lon-
gitudinal reinforcement in a concrete ele-
ment;
1.2. The nominal tensile strength of a steel
element; and
1.3. The frictional force developed between
the element and the soil multiplied by
1.3.
Exception: The anchorage is permitted to be
designed to resist the axial tension force
418
2012 INTERNATIONAL BUILDING CODE®
SOILS AND FOUNDATIONS
resulting from the seismic load effects includ-
ing overstrength factor in accordance with
Section 12.4.3 or 12.14.3.2 of ASCE 7.
2. In the case of rotational restraint, the anchorage
shall be designed to resist the axial and shear
forces, and moments resulting from the seismic
load effects including overstrength factor in
accordance with Section 12.4.3 or 12.14.3.2 of
ASCE 7; or shall be capable of developing the
full axial, bending and shear nominal strength of
the element.
Where the vertical lateral force-resisting elements
are columns, the pile cap flexural strengths shall exceed
the column flexural strength. The connection between
batter piles and pile caps shall be designed to resist the
nominal strength of the pile acting as a short column.
Batter piles and their connection shall be designed to
resist forces and moments that result from the applica-
tion of seismic load effects including overstrength fac-
tor in accordance with Section 12.4.3 or 12.14.3.2 of
ASCE 7.
1810.3.12 Grade beams. For structures assigned to Seis-
| mic Design Category D, E or F, grade beams shall comply
with the provisions in Section 21.12.3 of ACI 318 for
I grade beams, except where they are designed to resist the
seismic load effects including overstrength factor in accor-
dance with Section 12.4.3 or 12.14.3.2 of ASCE 7.
1810.3.13 Seismic ties. For structures assigned to Seismic
I Design Category C, D, E or F, individual deep foundations
shall be interconnected by ties. Unless it can be demon-
strated that equivalent restraint is provided by reinforced
concrete beams within slabs on grade or reinforced con-
crete slabs on grade or confinement by competent rock,
hard cohesive soils or very dense granular soils, ties shall
be capable of carrying, in tension or compression, a force
equal to the lesser of the product of the larger pile cap or
column design gravity load times the seismic coefficient,
S DS , divided by 10, and 25 percent of the smaller pile or
column design gravity load.
Exception: In Group R-3 and U occupancies of light-
frame construction, deep foundation elements support-
ing foundation walls, isolated interior posts detailed so
the element is not subject to lateral loads or exterior
decks and patios are not subject to interconnection
where the soils are of adequate stiffness, subject to the
approval of the building official.
1810.4 Installation. Deep foundations shall be installed in
accordance with Section 1810.4. Where a single deep founda-
tion element comprises two or more sections of different
materials or different types spliced together, each section
shall satisfy the applicable conditions of installation.
1810.4.1 Structural integrity. Deep foundation elements
shall be installed in such a manner and sequence as to pre-
vent distortion or damage that may adversely affect the
structural integrity of adjacent structures or of foundation
elements being installed or already in place and as to avoid
compacting the surrounding soil to the extent that other
foundation elements cannot be installed properly.
1810.4.1.1 Compressive strength of precast concrete
piles. A precast concrete pile shall not be driven before the
concrete has attained a compressive strength of at least 75
percent of the specified compressive strength (f\), but not
less than the strength sufficient to withstand handling and
driving forces.
1810.4.1.2 Casing. Where cast-in-place deep founda-
tion elements are formed through unstable soils and
concrete is placed in an open -drilled hole, a casing shall
be inserted in the hole prior to placing the concrete.
Where the casing is withdrawn during concreting, the
level of concrete shall be maintained above the bottom
of the casing at a sufficient height to offset any hydro-
static or lateral soil pressure. Driven casings shall be
mandrel driven their full length in contact with the sur-
rounding soil.
1810.4.1.3 Driving near uncased concrete. Deep
foundation elements shall not be driven within six ele-
ment diameters center to center in granular soils or
within one-half the element length in cohesive soils of
an uncased element filled with concrete less than 48
hours old unless approved by the building official. If
the concrete surface in any completed element rises or
drops, the element shall be replaced. Driven uncased
deep foundation elements shall not be installed in soils
that could cause heave.
1810.4.1.4 Driving near cased concrete. Deep foun-
dation elements shall not be driven within four and one-
half average diameters of a cased element filled with
concrete less than 24 hours old unless approved by the
building official. Concrete shall not be placed in cas-
ings within heave range of driving.
1810.4.1.5 Defective timber 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 penetration cannot be correlated to
soil strata, the pile shall be removed for inspection or
rejected.
1810.4.2 Identification. Deep foundation materials shall
be identified for conformity to the specified grade with
this identity maintained continuously from the point of
manufacture to the point of installation or shall be tested
by an approved agency to determine conformity to the
specified grade. The approved agency shall furnish an
affidavit of compliance to the building official.
1810.4.3 Location plan. A plan showing the location and
designation of deep foundation elements by an identifica-
tion system shall be filed with the building official prior to
installation of such elements. Detailed records for ele-
ments shall bear an identification corresponding to that
shown on the plan.
1810.4.4 Preexcavation. The use of jetting, augering or
other methods of preexcavation shall be subject to the
approval of the building official. Where permitted, preex-
cavation shall be carried out in the same manner as used
for deep foundation elements subject to load tests and in
such a manner that will not impair the carrying capacity of
the elements already in place or damage adjacent struc-
2012 INTERNATIONAL BUILDING CODE®
419
SOILS AND FOUNDATIONS
tures. Element tips shall be driven below the preexcavated
depth until the required resistance or penetration is
obtained.
1810.4.5 Vibratory driving. Vibratory drivers shall only
be used to install deep foundation elements where the ele-
ment load capacity is verified by load tests in accordance
with Section 1810.3.3.1.2. The installation of production
elements shall be controlled according to power consump-
tion, rate of penetration or other approved means that
ensure element capacities equal or exceed those of the test
elements.
1810.4.6 Heaved elements. Deep foundation elements
that have heaved during the driving of adjacent elements
shall be redriven as necessary to develop the required
capacity and penetration, or the capacity of the element
shall be verified by load tests in accordance with Section
1810.3.3.1.2.
1810.4.7 Enlarged base cast-in-place elements.
Enlarged bases for cast-in-place deep foundation elements
formed by compacting concrete or by driving a precast
base shall be formed in or driven into granular soils. Such
elements shall be constructed in the same manner as suc-
cessful prototype test elements driven for the project.
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 shaft shall
be filled sufficiently to reestablish lateral support by the
soil. Where heave occurs, the element shall be replaced
unless it is demonstrated that the element is undamaged
and capable of carrying twice its design load.
1810.4.8 Hollow-stem augered, cast-in-place elements.
Where concrete or grout is placed by pumping through a
hollow-stem auger, the auger shall be permitted to rotate
in a clockwise direction during withdrawal. As the auger is
withdrawn at a steady rate or in increments not to exceed 1
foot (305 mm), concreting or grouting pumping pressures
shall be measured and maintained high enough at all times
to offset hydrostatic and lateral earth pressures. Concrete
or grout volumes shall be measured to ensure that the vol-
ume of concrete or grout placed in each element is equal to
or greater than the theoretical volume of the hole created
by the auger. Where the installation process of any ele-
ment is interrupted or a loss of concreting or grouting
pressure occurs, the element shall be redrilled to 5 feet
(1524 mm) below the elevation of the tip of the auger
when the installation was interrupted or concrete or grout
pressure was lost and reformed. Augered cast-in-place ele-
ments shall not be installed within six diameters center to
center of an element filled with concrete or grout less than
12 hours old, unless approved by the building official. If
the concrete or grout level in any completed element drops
due to installation of an adjacent element, the element
shall be replaced.
1810.4.9 Socketed drilled shafts. The rock socket and
pipe or tube casing of socketed drilled shafts shall be thor-
oughly cleaned of foreign materials before filling with
concrete. Steel cores shall be bedded in cement grout at
the base of the rock socket.
1810.4.10 Micropiles. Micropile deep foundation ele-
ments shall be permitted to be formed in holes advanced
by rotary or percussive drilling methods, with or without
casing. The elements shall be grouted with a fluid cement
grout. The grout shall be pumped through a tremie pipe
extending to the bottom of the element until grout of suit-
able quality returns at the top of the element. The follow-
ing requirements apply to specific installation methods:
1. For micropiles grouted inside a temporary casing,
the reinforcing bars shall be inserted prior to with-
drawal of the casing.The casing shall be withdrawn
in a controlled manner with the grout level main-
tained at the top of the element to ensure that the
grout completely fills the drill hole. During with-
drawal of the casing, the grout level inside the cas-
ing shall be monitored to verify that the flow of
grout inside the casing is not obstructed.
2. For a micropile or portion thereof grouted in an open
drill hole in soil without temporary casing, the mini-
mum design diameter of the drill hole shall be veri-
fied by a suitable device during grouting.
3. For micropiles designed for end bearing, a suitable
means shall be employed to verify that the bearing
surface is properly cleaned prior to grouting.
4. Subsequent micropiles shall not be drilled near ele-
ments that have been grouted until the grout has had
sufficient time to harden.
5. Micropiles shall be grouted as soon as possible after
drilling is completed.
6. For micropiles designed with a full-length casing,
the casing shall be pulled back to the top of the bond
zone and reinserted or some other suitable means
employed to assure grout coverage outside the cas-
ing.
1810.4.11 Helical piles. Helical piles shall be installed to
specified embedment depth and torsional resistance crite-
ria as determined by a registered design professional. The
torque applied during installation shall not exceed the
maximum allowable installation torque of the helical pile.
1810.4.12 Special inspection. Special inspections in
accordance with Sections 1705.7 and 1705.8 shall be pro-
vided for driven and cast-in-place deep foundation ele-
ments, respectively. Special inspections in accordance
with Section 1705.9 shall be provided for helical piles.
420
2012 INTERNATIONAL BUILDING CODE®
CHAPTER 19
CONCRETE
Italics are used for text within Sections 1903 through 1905 of this code to indicate provisions that differ from ACI 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 3 1 8 as amended in Sec-
tion 1905 of this code. Except for the provisions of Sections
1904 and 1 907, the design and construction of slabs on grade
shall not be governed by this chapter unless they transmit ver-
tical loads or lateral forces from other parts of the structure to
the soil.
1901.3 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, rein-
forcement 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 post- tensioning tendons.
11. For structures assigned to Seismic Design Categoiy
D, E or F, a statement if slab on grade is designed as a
structural diaphragm.
1901.4 Special inspection. The special inspection of con-
crete 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 as modified by Section 1905.1.1.
SECTION 1903
SPECIFICATIONS FOR TESTS AND MATERIALS
1903.1 General. Materials used to produce concrete, con-
crete itself and testing thereof shall comply with the applica-
ble standards listed in ACI 318. Where required, special
inspections and tests shall be in accordance with Chapter 1 7.
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 PCI MNL 128 standard.
1903.3 Flat wall insulating concrete form (ICF) systems.
Insulating concrete form material used for forming flat con-
crete walls shall conform to ASTM E 2634.
SECTION 1904
DURABILITY REQUIREMENTS
1904.1 Exposure categories and classes. Concrete shall be
assigned to exposure classes in accordance with the durability
requirements of ACI 318 based on:
1 . Exposure to freezing and thawing in a moist condition
or deicer chemicals;
2. Exposure to sulfates in water or soil;
3. Exposure to water where the concrete is intended to
have low permeability; and
4. Exposure to chlorides from deicing chemicals, salt,
saltwater, brackish water, seawater or spray from these
sources, where the concrete has steel reinforcement.
1904.2 Concrete properties. Concrete mixtures shall con-
form to the most restrictive maximum water-cementitious
materials ratios, maximum cementitious admixtures, mini-
mum air-entrainment and minimum specified concrete com-
pressive strength requirements of ACI 318 based on the
exposure classes assigned in Section 1904.1.
Exception: For occupancies and appurtenances thereto in
Group R occupancies that are in buildings less than four
stories above grade plane, normal-weight aggregate con-
crete is permitted to comply with the requirements of
Table 1904.2 based on the weathering classification
(freezing and thawing) determined from Figure 1904.2 in
lieu of the durability requirements of ACI 318.
2012 INTERNATIONAL BUILDING CODE®
421
CONCRETE
TABLE 1904.2
MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f" c )
TYPE OR LOCATION OF CONCRETE CONSTRUCTION
MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f ' c at 28 days, psi)
Negligible exposure
Moderate exposure
Severe exposure
Basement walls" and foundations not exposed to the weather
2,500
2,500
2,500 a
Basement slabs and interior slabs on grade, except garage floor slabs
2,500
2,500
2,500"
Basement walls € , foundation walls, exterior walls and other vertical
concrete surfaces exposed to the weather
2,500
3,000"
3,000"
Driveways, curbs, walks, patios, porches, carport slabs, steps and
other flatwork exposed to the weather, and garage floor slabs
2,500
3,000"' d
3,500 bd
For SI: 1 pound per square inch = 0.00689 MPa.
a. Concrete in these locations that can be subjected to freezing and thawing during construction shall be of air-entrained concrete in accordance with Section
1904.2.
| b. Concrete shall be air entrained in accordance with ACI 318.
c. Structural plain concrete basement walls are exempt from the requirements for exposure conditions of Section 1904.2.
| d. For garage floor slabs where a steel trowel finish is used, the total air content required by ACI 318 is permitted to be reduced to not less than 3 percent,
provided the minimum specified compressive strength of the concrete is increased to 4,000 psi.
NEGLIGIBLE
FIGURE 1904.2
WEATHERING PROBABILITY MAP FOR CONCRETE 3 ' bc
a. Lines defining areas are approximate only. Local areas can be more or less severe than indicated by the region classification.
b. A "severe" classification is where weather conditions encourage or require the use of deicing chemicals or where there is potential for a continuous presence
of moisture during frequent cycles of freezing and thawing. A "moderate" classification is where weather conditions occasionally expose concrete in the
presence of moisture to freezing and thawing, but where deicing chemicals are not generally used. A "negligible" classification is where weather conditions
rarely expose concrete in the presence of moisture to freezing and thawing.
c. Alaska and Hawaii are classified as severe and negligible, respectively.
422
2012 INTERNATIONAL BUILDING CODE®
CONCRETE
SECTION 1905
MODIFICATIONS TO ACI 318
1905.1 General. The text of ACI 318 shall be modified as
indicated in Sections 1905.1.1 through 1905.1.10.
1905.1.1 ACI 318, Section 2.2. Modify existing defini-
tions and add the following definitions to ACI 318, Sec-
tion 2.2.
DESIGN DISPLACEMENT. Total lateral displacement
expected for the design-basis earthquake, as specified by Sec-
tion 12.8.6 of ASCE 7.
DETAILED PLAIN CONCRETE STRUCTURAL WALL.
A wall complying with the requirements of Chapter 22,
including 22.6.7.
ORDINARY PRECAST STRUCTURAL WALL. A precast
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.
SPECIAL STRUCTURAL WALL. A cast-in-place or pre-
cast wall complying with the requirements of 21.1.3 through
21.1.7, 21.9 and 21.10, as applicable, in addition to the
requirements for ordinary reinforced concrete structural walls
or ordinary precast structural walls, as applicable. Where
ASCE 7 refers to a "special reinforced concrete structural
wall, " it shall be deemed to mean a "special structural wall. "
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.
1905.1.2 ACI 318, Section 21.1.1. Modify ACI 318 Sec-
tions 21.1.1.3 and 21.1.1.7 to read as follows:
21.1.1.3 - Structures assigned to Seismic Design Cate-
gory A shall satisfy requirements of Chapters 1 to 19
and 22; Chapter 21 does not apply. Structures assigned
to Seismic Design Category B, C, D, E or F also shall
satisfy 21.1.1.4 through 21.1.1.8, as applicable. Except
for structural elements of plain concrete complying
with Section 1905.1.8 of the International Building
Code, structural elements of plain concrete are prohib-
ited in structures assigned to Seismic Design Category
C, D, E or F.
21.1.1.7 - Structural systems designated as part of the
seismic force-resisting system shall be restricted to
those permitted by ASCE 7. Except for Seismic Design
Category A, for which Chapter 21 does not apply, the
following provisions shall be satisfied for each struc-
tural system designated as part of the seismic force-
resisting system, regardless of the Seismic Design Cate-
gory:
(a) Ordinary moment frames shall satisfy 21 .2.
(b) Ordinary reinforced concrete structural walls
and ordinary precast structural walls need not
satisfy any provisions in Chapter 21.
(c) Intermediate moment frames shall satisfy 21.3.
(d) Intermediate precast structural walls shall sat-
isfy 21.4.
(e) Special moment frames shall satisfy 21.5
through 21.8.
(f) Special structural walls shall satisfy 21.9.
(g) Special structural walls constructed using pre-
cast concrete shall satisfy 21.10.
All special moment frames and special structural
walls shall also satisfy 21.1.3 through 21.1.7.
1905.1.3 ACI 318, Section 21.4. Modify ACI 318, Sec-
tion 21.4, by renumbering Section 21 .4.3 to become 21 .4.4
and adding new Sections 21.4.3, 21.4.5, 21.4.6 and 21.4.7 j
to read as follows:
21.4.3 - Connections that are designed to yield shall be
capable of maintaining 80 percent of their design
strength at the deformation induced by the design dis-
placement or shall use Type 2 mechanical splices.
21.4.4 - Elements of the connection that are not
designed to yield shall develop at least 1 .5 S v .
21.4.5 - Wall piers in Seismic Design Category D, E or I
F shall comply with Section 1905.1.4 of the Interna- 1
tional Building Code. j
21.4.6 - Wall piers not designed as part of a moment
frame in buildings assigned to Seismic Design Cate- 1
gory C shall have transverse reinforcement designed to 1
resist the shear forces determined from 21.3.3. 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 21.13.
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 stiffnesses of all the wall piers.
21.4.7 - Wall segments with a horizontal length-to-
thickness ratio less than 2.5 shall be designed as col-
umns.
1905.1.4 ACI 318, Section 21.9. Modify ACI 318, Sec-
tion 21.9, by deleting Section 21.9.8 and replacing with
the following:
21.9.8 - Wall piers and wall segments.
21.9.8.1 - Wall piers not designed as a part of a special
moment frame shall have transverse reinforcement
designed to satisfy the requirements in 21.9.8.2.
Exceptions:
1. Wall piers that satisfy 21.13.
2012 INTERNATIONAL BUILDING CODE®
423
CONCRETE
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 stiffnesses of all the wall piers.
21.9.8.2 - Transverse reinforcement with seismic hooks
at both ends shall be designed to resist the shear forces
determined from 21.6.5.1. 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).
21.9.8.3 - Wall segments with a horizontal length-to-
thickness ratio less than 2.5 shall be designed as col-
umns.
1905.1.5 ACI 318, Section 21.10. Modify ACT 318, Sec-
tion 21.10.2, to read as follows:
21.10.2 - Special structural walls constructed using pre-
cast concrete shall satisfy all the requirements of 21.9
for cast-in-place special structural walls in addition to
Sections 21.4.2 through 2 1 .4.4.
1905.1.6 ACI 318, Section 21.12.1.1. Modify ACI 318,
Section 21.12.1.1, to read as follows:
21.12.1.1 - Foundations resisting earthquake-induced
forces or transferring earthquake-induced forces
between a structure and ground shall comply with the
requirements of Section 21.12 and other applicable pro-
visions of ACI 318 unless modified by Chapter 18 of
the International Building Code.
1905.1.7 ACI 318, Section 22.6. Modify ACI 318, Sec-
tion 22.6, by adding new Section 22.6.7 to read as follows:
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 2 ) in cross-sectional area shall be
provided continuously from support to support
at each corner, at each side of each opening
and at the ends of walls. The continuous verti-
cal bar required beside an opening is permitted
to substitute 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 2 ) in cross-sectional area shall be
provided:
1. Continuously at structurally connected roof
and floor levels and at the top of walls;
2. At the bottom of load-bearing walls or in
the top of foundations where doweled to the
wall; and
3. At a maximum spacing of 120 inches (3048
mm).
Reinforcement at the top and bottom of open-
ings, where used in determining the maximum
spacing specified in Item 3 above, shall be con-
tinuous in the wall.
1905.1.8 ACI 318, Section 22.10. Delete ACI 318, Sec-
tion 22.10, and replace with the following:
22.70 - 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.EorF 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 Seismic
Design Category D or E, the height of the wall
shall not exceed 8 feet (2438 mm), the thickness
shall not be less than 7'/ 2 inches (190 mm), and
the wall shall retain no more than 4 feet (1219
mm) of unbalanced fill. Walls shall have rein-
forcement 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 foot-
ing thickness.
Exception: In detached one- and two-family
dwellings three stories or less in height, the
projection of the footing beyond the face of the
supported member is permitted to exceed the
footing thickness.
(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 pro-
vided at the top and bottom of the footing. Con-
tinuity of reinforcement shall be provided at
comers and intersections.
Exceptions:
1. In Seismic Design Categories A, B and C,
detached one- and two-family dwellings
three stories or less in height constructed
with stud-bearing walls, are permitted to
have plain concrete footings without
longitudinal reinforcement.
2. For foundation systems consisting of a
plain concrete footing and a plain
concrete stemwall, a minimum of one
bar shall be provided at the top of the
stemwall and at the bottom of the
footing.
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2012 INTERNATIONAL BUILDING CODE®
CONCRETE
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.
1905.1.9 ACI 318, Section D.3.3. Delete ACI 318 Sec-
tions D. 3.3.4 through D. 3.3.7 and replace with the follow-
ing:
D.3.3.4 - The anchor design strength associated with
concrete failure modes shall be taken as 0.75tj>N n and
0.75 </)V n , where <p is given in D4.3 or D4.4 and N n and
V n are determined in accordance with D5.2, D5.3,
D5.4, D6.2 and D6.3, assuming the concrete is cracked
unless it can be demonstrated that the concrete remains
uncracked.
D.3.3.5 - Anchors shall be designed to be governed by
the steel strength of a ductile steel element as deter-
mined in accordance with D.5.1 and D.6.1, unless
either D.3.3. 6 or D.3.3. 7 is satisfied.
Exceptions:
1. Anchors designed to resist wall out-of-plane
forces with design strengths equal to or
greater than the force determined in accor-
dance with ASCE 7 Equation 12.11-1 or
12.14-10 need not satisfy Section D.3.3.5.
2. D.3.3.5 need not apply and the design shear
strength in accordance with D. 6.2.1(c) need
not be computed for anchor bolts attaching
wood sill plates of bearing or nonbearing
walls of light-frame wood structures to foun-
dations or foundation stem walls provided all
of the following are satisfied:
2.1. The allowable in-plane shear strength
of the anchor is determined in
accordance with AF&PA NDS Table
HE for lateral design values parallel
to grain.
2.2. The maximum anchor nominal dia-
meter is 5 / 8 inches (16 mm).
2.3. Anchor bolts are embedded into
concrete a minimum of 7 inches (178
mm).
2.4. Anchor bolts are located a minimum of
l 3 / 4 inches (45 mm) from the edge of
the concrete parallel to the length of
the wood sill plate.
2.5. Anchor bolts are located a minimum of
15 anchor diameters from the edge of
the concrete perpendicular to the
length of the wood sill plate.
2.6. The sill plate is of 2-inch or 3-inch
nominal thickness.
3. Section D.3.3.5 need not apply and the design
shear strength in accordance with Section
D.6.2.1(c) need not be computed for anchor
bolts attaching cold-formed steel track of
bearing or nonbearing walls of light-frame
construction to foundations or foundation
stem walls provided all of the following are
satisfied:
3.1. The maximum anchor nominal dia-
meter is 5 / s inches (16 mm).
3.2. Anchors are embedded into concrete a
minimum of 7 inches (1 78 mm).
3.3. Anchors are located a minimum of l 3 / 4
inches (45 mm) from the edge of the
concrete parallel to the length of the
track.
3.4. Anchors are located a minimum of 15
anchor diameters from the edge of the
concrete perpendicular to the length of
the track.
3.5. The track is 33 to 68 mil designation
thickness.
Allowable in-plane shear strength
of exempt anchors, parallel to the
edge of concrete shall be permitted to
be determined in accordance with
AISIS100 Section E3.3.1.
4. In light-frame construction, design of anchors
in concrete shall be permitted to satisfy
D.3.3.8.
D.3.3.6 - Instead of D.3.3.5, the attachment that the
anchor is connecting to the structure shall be designed
so that the attachment will undergo ductile yielding at a
force level corresponding to anchor forces no greater
than the design strength of anchors specified in
D.3.3.4.
Exceptions:
1. Anchors in concrete designed to support non-
structural components in accordance with
ASCE 7 Section 13.4.2 need not satisfy Section
D.3.3.6.
2. Anchors designed to resist wall out-of-plane
forces with design strengths equal to or
greater than the force determined in accor-
dance with ASCE 7 Equation 12.11-1 or
12.14-10 need not satisfy Section D.3.3.6.
D.3.3.7 - As an alternative to D.3.3.5 and D.3.3.6, it
shall be permitted to take the design strength of the
anchors as 0.4 times the design strength determined in
accordance with D.3.3.4.
D.3.3.8 - In light-frame construction, bearing or non-
bearing walls, shear strength of concrete anchors less
than or equal to 1 inch (25 mm) in diameter of sill plate
or track to foundation or foundation stem wall need not
2012 iNTERNATIONAL BUILDING CODE®
425
CONCRETE
satisfy D.3.3.7 when the design strength of the anchors
is determined in accordance with D. 6.2. 1(c).
1905.1.10 ACI 318, Section D.4.2.2. Delete ACI 318,
Section D.4.2.2, and replace with the following:
D.4.2.2 - The concrete breakout strength requirements for
anchors in tension shall be considered satisfied by the
design procedure of D. 5.2 provided Equation D-7 is not
used for anchor embedments exceeding 25 inches. The
concrete breakout strength requirements for anchors in
shear with diameters not exceeding 2 inches shall be con-
sidered satisfied by the design procedure of D.6.2. For
anchors in shear with diameters exceeding 2 inches, shear
anchor reinforcement shall be provided in accordance
with the procedures of D.6.2. 9.
SECTION 1906
STRUCTURAL PLAIN CONCRETE
1906.1 Scope. The design and construction of structural plain
concrete, both cast-in-place and precast, shall comply with
the minimum requirements of ACI 318, as modified in Sec-
tion 1905.
Exception: For Group R-3 occupancies and buildings of
other occupancies less than two stories above grade plane
of light-frame construction, the required footing 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.
SECTION 1907
MINIMUM SLAB PROVISIONS
1907.1 General. The thickness of concrete floor slabs sup-
ported directly on the ground shall not be less than 3'/ 2 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 2 ) 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 build-
ing.
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 1908
ANCHORAGE TO CONCRETE— ALLOWABLE
STRESS DESIGN
1908.1 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 1909.
Bolts shall conform to ASTM A 307 or an approved equiva-
lent.
1908.2 Allowable service load. The allowable service load
for headed anchors in shear or tension shall be as indicated in
Table 1908.2. Where anchors are subject to combined shear
and tension, the following relationship shall be satisfied:
(P s I P, f 3 + (V, I V, ) M < 1 (Equation 19-1)
where:
P s - Applied tension service load, pounds (N).
P, - Allowable tension service load from Table 1908.2,
pounds (N).
K = Applied shear service load, pounds (N).
V, = Allowable shear service load from Table 1908.2,
pounds (N).
1908.3 Required edge distance and spacing. The allowable
service loads in tension and shear specified in Table 1908.2
are for the edge distance and spacing specified. The edge dis-
tance and spacing are permitted to be reduced to 50 percent of
the values specified with an equal reduction in allowable ser-
vice load. Where edge distance and spacing are reduced less
than 50 percent, the allowable service load shall be deter-
mined by linear interpolation.
1908.4 Increase in allowable load. Increase of the values in
Table 1908.2 by one-third is permitted where the provisions
of Section 1605.3.2 permit an increase in allowable stress for
wind loading.
1908.5 Increase for special inspection. Where special
inspection is provided for the installation of anchors, a 100-
percent increase in the allowable tension values of Table
1908.2 is permitted. No increase in shear value is permitted.
SECTION 1909
ANCHORAGE TO CONCRETE— STRENGTH
DESIGN
1909.1 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
426
2012 INTERNATIONAL BUILDING CODE®
CONCRETE
accordance with Appendix D of ACI 318 as modified by Sec-
tions 1905.1.9 and 1905.1.10, provided they are within the
scope of Appendix D.
The strength design of anchors that are not within the
scope of Appendix D of ACI 318, and as amended in Sections
1905.1.9 and 1905.1.10, shall be in accordance with an
approved procedure.
SECTION 1910
SHOTCRETE
1910.1 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
requirements of this chapter for plain or reinforced concrete.
1910.2 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
requirements of this code.
1910.3 Aggregate. Coarse aggregate, if used, shall not
exceed 3 / 4 inch (19.1 mm).
1910.4 Reinforcement. Reinforcement used in shotcrete
construction shall comply with the provisions of Sections
1910.4.1 through 1910.4.4.
1910.4.1 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.
1910.4.2 Clearance. When No. 5 or smaller bars are used,
there shall be a minimum clearance between parallel rein-
forcement bars of 2'/ 2 inches (64 mm). When bars larger
than No. 5 are permitted, there shall be a minimum clear-
ance between parallel bars equal to six diameters of the
bars used. When two curtains of steel are provided, the
curtain nearer the nozzle shall have a minimum spacing
equal to 12 bar diameters and the remaining curtain shall
have a minimum 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.
1910.4.3 Splices. Lap splices of reinforcing bars shall uti-
lize the noncontact lap splice method with a minimum
clearance of 2 inches (51 mm) between bars. The use of
contact lap splices necessary for support of the reinforcing
is permitted when approved by the building official, based
on satisfactory preconstruction tests that show that ade-
quate encasement of the bars will be achieved, and pro-
vided that the splice is oriented so that a plane through the
center of the spliced bars is perpendicular to the surface of
the shotcrete.
1910.4.4 Spirally tied columns. Shotcrete shall not be
applied to spirally tied columns.
1910.5 Preconstruction tests. When required by the building
official, a test panel shall be shot, cured, cored or sawn,
examined 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 concrete mix design that will be used on the project.
The equipment used in preconstruction testing shall be the
same equipment used in the work requiring such testing,
unless substitute equipment is approved by the building offi-
cial.
1910.6 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.
TABLE 1908.2
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
X
27,
17 2
3
200
500
200
500
200
500
%
3
2V 4
47,
500
1,100
500
1,100
500
1,100
X.
4
4
3
5
6
6
950
1,450
1,250
1,600
950
1,500
1,250
1,650
950
1,550
1 ,250
1,750
%
4V,
4'A
3 3 / 4
67 4
77,
77,;
1,500
2,125
2,750
2,950
1,500
2,200
2,750
3,000
1,500
2,400
2,750
3,050
X
5
5
47 2
77 2
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
X
6
57 4
107 2
2,550
3,700
2.550
4,050
2,550
4,050
1
7
6
12
3,050
4,125
3,250
4,500
3,650
5,300
iv 8
8
6 3 / 4
137 2
3,400
4,750
3,400
4,750
3,400
4,750
iv 4
9
1%
15
4,000
5,800
4,000
5,800
4,000
5,800
For SI: 1 inch = 25.4 mm, 1 pound per square inch = 0.00689 MPa, 1 pound = 4.45 N.
2012 INTERNATIONAL BUILDING CODE®
427
CONCRETE
1910.7 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
previously applied work, sloping and square edges shall be
cleaned and wetted.
1910.8 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.
1910.9 Curing. During the curing periods specified herein,
shotcrete shall be maintained above 40°F (4°C) and in moist
condition.
1910.9.1 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.
1910.9.2 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.
1910.9.3 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.
1910.10 Strength tests. Strength tests for shotcrete shall be
made by an approved agency on specimens that are represen-
tative 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 V 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 3 / 8 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.
1910.10.1 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 3 ) of shotcrete.
1910.10.2 Panel criteria. When the maximum-size aggre-
gate is larger than 3 / 8 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 3 / 8
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.
1910.10.3 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/' c . 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 f' c . To check accuracy, locations represented by
erratic core or cube strengths shall be retested.
SECTION 1911
REINFORCED GYPSUM CONCRETE
1911.1 General. Reinforced gypsum concrete shall comply
with the requirements of ASTM C 3 17 and ASTM C 956.
1911.2 Minimum thickness. The minimum thickness of
reinforced gypsum concrete shall be 2 inches (51 mm) except
the minimum required thickness shall be reduced to l'/ 2
inches (38 mm), provided the following conditions are satis-
fied:
1. The overall thickness, including the formboard, is not
less than 2 inches (51 mm).
2. The clear span of the gypsum concrete between sup-
ports 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 1912
CONCRETE-FILLED PIPE COLUMNS
1912.1 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
complete filling of the pipe without voids.
1912.2 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.
1912.3 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 weld-
ing to ensure hooping action of the composite section.
1912.4 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 mm) to the exterior steel shell. Structural shapes
used as reinforcement shall be milled to ensure bearing on
cap and base plates.
1912.5 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 protective covering, the
shell shall not be included in the calculations for strength of
the column section. The minimum diameter of pipe columns
shall be 4 inches (102 mm) except that in structures of Type
428
2012 INTERNATIONAL BUILDING CODE®
CONCRETE
V construction not exceeding three stories above grade plane
or 40 feet (12 192 mm) in building height, pipe columns used
in basements and as secondary steel members shall have a
minimum diameter of 3 inches (76 mm).
1912.6 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 rules. Shop-fabricated concrete-filled pipe columns
shall be inspected by the building official or by an approved
representative of the manufacturer at the plant.
2012 INTERNATIONAL BUILDING CODE® 429
430 201 2 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.
2012 INTERNATIONAL BUILDING CODE® 431
432 2012 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, the prestressed masonry provisions of Section
| 2101.2.3, or the direct design requirements of Section
2101.2.7 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 Chapters 1 and 8 of TMS 402/ACI
530/ASCE 5.
2101.2.3 Prestressed masonry. Prestressed masonry shall
be designed in accordance with Chapters I and 4 of TMS
402/ACI 530/ASCE 5 and Section 2106. Special inspec-
tion during construction shall be provided as set forth in
Section 1705.4.
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 TMS 402/ACI
530/ASCE 5.
2101.2.5 Glass unit masonry. Glass unit masonry shall
comply with the provisions of Section 2110 or Chapter 7
of TMS 402/ACI 530/ASCE 5.
2101.2.6 Masonry veneer. Masonry veneer shall comply
with the provisions of Chapter 14 or Chapter 6 of TMS
402/ACI 530/ASCE 5.
12101.2.7 Direct design. Masonry designed by the direct
design method shall comply with the provisions of TMS
403.
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.
2. Reinforcing bars to be welded and welding procedure.
3. Size and location of structural elements.
4. Provisions for dimensional changes resulting from elas-
tic deformation, creep, shrinkage, temperature and
moisture.
5. Loads used in the design of masonry.
6. Specified compressive strength of masonry at stated
ages or stages of construction for which masonry is
designed, except where specifically exempted by this
code.
7. Details of anchorage of masonry to structural members,
frames and other construction, including the type, size
and location of connectors.
8. Size and permitted location of conduits, pipes and |
sleeves.
9. The minimum level of testing and inspection as defined
in Chapter 17, or an itemized testing and inspection
program that meets or exceeds the requirements of
Chapter 17.
2101.3.1 Fireplace drawings. The construction docu-
ments shall describe in sufficient detail the location, size
and construction of masonry fireplaces. The thickness and
characteristics of materials and the clearances from walls,
partitions and ceilings shall be indicated.
SECTION 2102
DEFINITIONS AND NOTATIONS
2102.1 General. The following terms are defined in Chapter
2:
AAC MASONRY.
ADOBE CONSTRUCTION.
Adobe, stabilized.
Adobe, unstabilized.
ANCHOR.
ARCHITECTURAL TERRA COTTA.
AREA.
Gross cross-sectional.
Net cross-sectional.
AUTOCLAVED AERATED CONCRETE (AAC).
BED JOINT.
BOND BEAM.
BRICK.
Calcium silicate (sand lime brick).
Clay or shale.
Concrete.
CAST STONE.
CELL.
CHIMNEY.
2012 INTERNATIONAL BUILDING CODE®
433
MASONRY
CHIMNEY TYPES.
High-heat appliance type.
Low-heat appliance type.
Masonry type.
Medium-heat appliance type.
CLEANOUT.
COLLAR JOINT.
COMPRESSIVE STRENGTH OF MASONRY.
DIMENSIONS.
Nominal.
Specified.
FIREPLACE.
FIREPLACE THROAT.
FOUNDATION PIER.
HEAD JOINT.
MASONRY.
Ashlar masonry.
Coursed ashlar.
Glass unit masonry.
Plain masonry.
Random ashlar.
Reinforced masonry.
Solid masonry.
Unreinforced (plain) masonry.
MASONRY UNIT.
Hollow.
Solid.
MORTAR.
MORTAR, SURFACE-BONDING.
PRESTRESSED MASONRY.
PRISM.
RUBBLE MASONRY.
Coursed rubble.
Random rubble.
Rough or ordinary rubble.
RUNNING BOND.
SHEAR WALL.
Detailed plain masonry shear wall.
Intermediate prestressed masonry shear wall.
Intermediate reinforced masonry shear wall.
Ordinary plain masonry shear wall.
Ordinary plain prestressed masonry shear wall.
Ordinary reinforced masonry shear wall.
Special prestressed masonry shear wall.
Special reinforced masonry shear wall.
SPECIFIED.
SPECIFIED COMPRESSIVE STRENGTH OF
MASONRY,/ '„.
STACK BOND.
STONE MASONRY.
Ashlar stone masonry.
Rubble stone masonry.
STRENGTH.
Design strength.
Nominal strength.
Required strength.
THIN-BED MORTAR.
TIE, WALL.
TILE, STRUCTURAL CLAY.
WALL.
Cavity wall.
Composite wall.
Dry-stacked, surface-bonded wall.
Masonry-bonded hollow wall.
Parapet wall.
WYTHE.
NOTATIONS.
d b = Diameter of reinforcement, inches (mm).
F s = Allowable tensile or compressive stress in
reinforcement, psi (MPa).
f r - Modulus of rupture, psi (MPa).
f' MC = Specified compressive strength of AAC masonry, the
minimum compressive strength for a class of AAC
masonry as specified in ASTM C 1386, psi (MPa).
f' m = Specified compressive strength of masonry at age of
28 days, psi (MPa).
f' m . = Specified compressive strength of masonry at the
time of prestress transfer, psi (MPa).
K = The lesser of the masonry cover, clear spacing
between adjacent reinforcement, or five times d b ,
inches (mm).
L s = Distance between supports, inches (mm).
l d = Required development length or lap length of
reinforcement, inches (mm).
P - The applied load at failure, pounds (N).
S, - Thickness of the test specimen measured parallel to
the direction of load, inches (mm).
S K = Width of the test specimen measured parallel to the
loading cylinder, inches (mm).
434
2012 INTERNATIONAL BUILDING CODE®
MASONRY
SECTION 2103
MASONRY CONSTRUCTION MATERIALS
2103.1 Concrete masonry units. Concrete masonry units
shall conform to the following standards: ASTM C 55 for
concrete 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 fac-
ing tile; ASTM C 216 for facing brick (solid masonry units
made from clay or shale); ASTM C 652 for hollow brick
(hollow masonry units made from clay or shale) or ASTM C
1405 for glazed brick (single-fired solid brick units).
Exception: Structural clay tile for nonstructural use in
fireproofing of structural members and in wall furring
shall not be required to meet the compressive strength
specifications. The fire-resistance rating shall be deter-
mined in accordance with ASTM E 119 or UL 263 and
shall comply with the requirements of Table 602.
2103.3 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 build-
ing stone; ASTM C 615 for granite building stone; ASTM C
616 for sandstone building stone; or ASTM C 629 for slate
building stone.
Architectural cast stone
2103.5 Architectural cast stone.
shall conform to ASTM C 1364.
2103.6 Ceramic tile. Ceramic tile shall be as defined in, and
shall conform to the requirements of, ANSI A137.1.
2103.7 Glass unit masonry. Hollow glass units shall be par-
tially evacuated and have a minimum average glass face
thickness of 3 / lfi 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.
2103.8 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.
2103.9 Mortar. Mortar for use in masonry construction shall
conform to ASTM C 270 and Articles 2.1 and 2.6 A of TMS
602/ACI 530.1/ASCE 6, except for mortars listed in Sections
2103.10, 2103.11 and 2103.12. Type S or N mortar conform-
ing to ASTM C 270 shall be used for glass unit masonry.
2103.10 Surface-bonding mortar. Surface-bonding mortar
shall comply with ASTM C 887. Surface bonding of concrete
masonry units shall comply with ASTM C 946.
2103.11 Mortars for ceramic wall and floor tile. Portland
cement mortars for installing ceramic wall and floor tile shall
comply with ANSI A 108.1 A and ANSI A 108. IB and be of
the compositions indicated in Table 2103.1 1.
TABLE 2103.11
CERAMIC TILE MORTAR COMPOSITIONS
LOCATION
MORTAR
COMPOSITION
Walls
Scratchcoat
] cement;'/, hydrated lime;
4 dry or 5 damp sand
Setting bed and leveling
coat
1 cement;7 2 hydrated lime;
5 damp sand to 1 cement
1 hydrated lime, 7 damp sand
Floors
Setting bed
1 cement; 7 I0 hydrated lime;
5 dry or 6 damp sand; or 1
cement; 5 dry or 6 damp sand
Ceilings
Scratchcoat and sand
bed
1 cement; 7 2 hydrated lime;
27, dry sand or 3 damp sand
2103.11.1 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 Al 18.1. The shear
bond strength for tile set in such mortar shall be as
required in accordance with ANSI Al 18.1. Tile set in dry-
set Portland cement mortar shall be installed in accordance
with ANSI A108.5.
2103.11.2 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 Al 18.4. Tile set in
latex-modified Portland cement shall be installed in accor-
dance with ANSI A 108.5.
2103.11.3 Epoxy mortar. Ceramic tile set and grouted
with chemical -resistant epoxy shall comply with ANSI
Al 18.3. Tile set and grouted with epoxy shall be installed
in accordance with ANSI A108.6.
2103.11.4 Furan mortar and grout. Chemical-resistant
furan mortar and grout that are used to install ceramic tile
shall comply with ANSI Al 18.5. Tile set and grouted with
furan shall be installed in accordance with ANSI A108.8.
2103.11.5 Modified epoxy-emulsion mortar and grout.
Modified epoxy-emulsion mortar and grout that are used
to install ceramic tile shall comply with ANSI A118.8.
Tile set and grouted with modified epoxy-emulsion mortar
and grout shall be installed in accordance with ANSI
A 108.9.
2103.11.6 Organic adhesives. Water-resistant organic
adhesives used for the installation of ceramic tile shall
comply with ANSI A 1 36. 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 adhesive when tested in accordance with ANSI
2012 INTERNATIONAL BUILDING CODE®
435
MASONRY
A 136.1. Tile set in organic adhesives shall be installed in
accordance with ANSI A 108 .4.
2103.11.7 Portland cement grouts. Portland cement
grouts used for the installation of ceramic tile shall comply
with ANSI A118.6. Portland cement grouts for tile work
shall be installed in accordance with ANSI A108.10.
2103.12 Mortar for AAC masonry. Thin-bed mortar for
AAC masonry shall comply with Article 2.1 C.l of TMS 602/
ACI 530.1/ASCE 6. Mortar used for the leveling courses of
AAC masonry shall comply with Article 2.1 C.2 of TMS 602/
ACI 530.1/ASCE 6.
2103.13 Grout. Grout shall comply with Article 2.2 of TMS
602/ACI 530.1/ASCE 6.
2103.14 Metal reinforcement and accessories. Metal rein-
forcement and accessories shall conform to Article 2.4 of
TMS 602/ACI 530.1/ASCE 6. Where unidentified reinforce-
ment is approved for use, not less than three tension and three
bending tests shall be made on representative specimens of
the reinforcement from each shipment and grade of reinforc-
ing steel proposed for use in the work.
SECTION 2104
CONSTRUCTION
2104.1 Masonry construction. Masonry construction shall
comply with the requirements of Sections 2104.1.1 through
2104.4 and with TMS 602/ACI 530.1/ASCE 6.
2104.1.1 Tolerances. Masonry, except masonry veneer,
shall be constructed within the tolerances specified in
TMS 602/ACI 530.1/ASCE 6.
2104.1.2 Placing mortar and units. Placement of mortar,
grout, and clay, concrete, glass, and AAC masonry units
shall comply with TMS 602/ACI 530.1/ASCE 6.
2104.1.3 Installation of wall ties. Wall ties shall be
installed in accordance with TMS 602/ACI 530. 1/ASCE 6.
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 lintels shall be in accor-
dance with the masonry design provisions of either Sec-
tion 2107 or 2108.
2104.1.6 Support on wood. Masonry shall not be sup-
ported on wood girders or other forms of wood construc-
tion except as permitted in Section 2304.12.
2104.2 Corbeled masonry. Corbeled masonry shall comply
with the requirements of Section 1.12 of TMS 402/ACI 530/
ASCE5.
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 support-
ing wall. Terra cotta and metal cornices shall be provided
with a structural frame of approved noncombustible mate-
rial anchored in an approved manner.
2104.3 Cold weather construction. The cold weather con-
struction provisions of TMS 602/ACI 530.1/ASCE 6, Article
1.8 C, shall be implemented when the ambient temperature
falls below 40°F (4°C).
2104.4 Hot weather construction. The hot weather con-
struction provisions of TMS 602/ACI 530.1/ASCE 6, Article
1.8 D, shall be implemented when the ambient air tempera-
ture exceeds 100°F (37.8°C), or 90°F (32.2°C) with a wind
velocity greater than 8 mph (12.9 km/hr).
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.
Where required by Chapter 17, verification of the strength of
masonry shall be in accordance with Sections 2105.2.1 and
2105.2.2.
2105.2.1 Compliance with/' m and/'^. Compressive
strength of masonry shall be considered satisfactory if the
compressive strength of each masonry wythe and grouted
collar joint equals or exceeds the value of/',,, for clay and
concrete masonry and / ' AAC for AAC masonry. For par-
tially 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
specified herein.
2105.2.2.1 Unit strength method. The determination
of compressive strength by the unit strength method
shall be in accordance with Section 2105.2.2.1.1 for
clay masonry, Section 2105.2.2.1.2 for concrete
masonry and Section 2105.2.2.1.3 for AAC masonry.
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 spec-
ified using Table 2105.2.2.1.1, provided:
1 . Units are sampled and tested to verify compli-
ance with ASTM C 62, ASTM C 216 or
ASTM C 652.
2. Thickness of bed joints does not exceed 5 / s
inch (15.9 mm).
3. For grouted masonry, the grout meets one of
the following requirements:
3.1. Grout conforms to Article 2.2 of TMS
602/ACI 530.1/ASCE 6.
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MASONRY
3.2. Minimum grout compressive strength
equals or exceeds/ ' m but not less than
2,000 psi (13.79 MPa). The
compressive strength of grout shall be
determined in accordance with ASTM
C 1019.
TABLE 2105.2.2.1.1
COMPRESSIVE STRENGTH OF CLAY MASONRY
NET AREA COMPRESSIVE STRENGTH
OF CLAY MASONRY UNITS (psi)
NET AREA COMPRESSIVE
STRENGTH OF MASONRY (psi)
Type M or S mortar
Type N mortar
1,700
2,100
1,000
3,350
4,150
1,500
4,950
6,200
2,000
6,600
8,250
2,500
8,250
10,300
3,000
9,900
—
3,500
11,500
—
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 are sampled and tested to verify compli-
ance with ASTM C 55 or ASTM C 90.
2. Thickness of bed joints does not exceed 5 / 8
inch (15.9 mm).
3. For grouted masonry, the grout meets one of
the following requirements:
3.1. Grout conforms to Article 2.2 of TMS
602/ACI530.1/ASCE6.
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
C1019.
TABLE 2105.2.2.1.2
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 listed.
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 7 8
inch (3.2 mm).
3. For grouted masonry, the grout meets one of
the following requirements:
3.1. Grout conforms to Article 2.2 of TMS
602/ACI 530.1/ASCE 6.
3.2. Minimum grout compressive strength
equals or exceeds f' MC but not less
than 2,000 psi (13.79 MPa). The
compressive strength of grout shall be
determined in accordance with ASTM
C 1019.
2105.2.2.2 Prism test method. The determination of
compressive strength by the prism test method shall be
in accordance with Sections 2105.2.2.2.1 and
2105.2.2.2.2.
2105.2.2.2.1 General. The compressive strength of
clay and concrete masonry shall be determined by
the prism test method:
1. Where specified in the construction docu-
ments.
2. Where masonry does not meet the require-
ments 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 Sec-
tions 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 2 )
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
bedded area.
2105.3.3 Compliance. Compliance with the requirement
for the specified compressive strength of masonry, / ',„,
2012 INTERNATIONAL BUILDING CODE®
437
MASONRY
shall be considered satisfied provided the modified com-
pressive strength equals or exceeds the specified / ' m .
Additional testing of specimens cut from locations in
question shall be permitted.
SECTION 2106
SEISMIC DESIGN
2106.1 Seismic design requirements for masonry. Masonry
structures and components shall comply with the require-
ments in Section 1.18 of TMS 402/ACI 530/ASCE 5 depend-
| ing on the structure's seismic design category.
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 TMS 402/ACI 530/
ASCE 5 except as modified by Sections 2107.2 through
2107.4.
2107.2 TMS 402/ACI 530/ASCE 5, Section 2.1.8.7.1.1, lap
splices. In lieu of Section 2.1.8.7.1.1, it shall be permitted to
design lap splices in accordance with Section 2107.2.1 .
2107.2.1 Lap splices. The minimum length of lap splices
for reinforcing bars in tension or compression, l d , shall be
l d = 0.002dJ s (Equation 21-1)
For SI: l d = 0.29dJ s
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:
d h = Diameter of reinforcement, inches (mm).
f s - 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
allowable steel tension stress, F s , 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 accomplish the same 50 percent increase shall be per-
mitted. Where epoxy coated bars are used, lap length shall
be increased by 50 percent.
2107.3 TMS 402/ACI 530/ASCE 5, Section 2.1.8.7, splices
of reinforcement. Modify Section 2.1.8.7 as follows:
2.1.8.7 Splices of reinforcement. Lap splices, welded
splices or mechanical splices are permitted in accordance
with the provisions of this section. All welding shall conform
to AWS D1.4. Welded splices shall be of ASTM A 706 steel
reinforcement. Reinforcement larger than No. 9 (M #29) shall
be spliced using mechanical connections in accordance with
Section 2.1.8.7.3.
2107.4 TMS 402/ACI 530/ASCE 5, Section 2.3.7, maxi-
mum bar size. Add the following to Chapter 2:
2.3.7 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.
SECTION 2108
STRENGTH DESIGN OF MASONRY
2108.1 General. The design of masonry structures using
strength design shall comply with Section 2106 and the
requirements of Chapters 1 and 3 of TMS 402/ACI 530/
ASCE 5, except as modified by Sections 2108.2 through
2108.3.
Exception: AAC masonry shall comply with the require-
ments of Chapters 1 and 8 of TMS 402/ACI 530/ASCE 5.
2108.2 TMS 402/ACI 530/ASCE 5, Section 3.3.3.3 devel-
opment. Modify the second paragraph of Section 3.3.3.3 as
follows:
The required development length of reinforcement shall be
determined by Equation (3-16), but shall not be less than 12
inches (305 mm) and need not be greater than 72 d b .
2108.3 TMS 402/ACI 530/ASCE 5, Section 3.3.3.4, splices.
Modify items (c) and (d) of Section 3.3.3.4 as follows:
3.3.3.4 (c). A welded splice shall have the bars butted and
welded to develop at least 125 percent of the yield strength,
f y , 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 inter-
mediate or special reinforced walls or special moment frames
of masonry.
3.3.3.4 (d). Mechanical splices 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 special
reinforced masonry shear walls or special moment frames.
Type 2 mechanical splices are permitted in any location
within a member.
SECTION 2109
EMPIRICAL DESIGN OF MASONRY
2109.1 General. Empirically designed masonry shall con-
form to the requirements of Chapter 5 of TMS 402/ACI 530/
ASCE 5, except where otherwise noted in this section.
2109.1.1 Limitations. The use of empirical design of
masonry shall be limited as noted in Section 5.1.2 of TMS
402/ACI 530/ASCE 5. The use of dry-stacked, surface-
bonded masonry shall be prohibited in Risk Category IV §
structures. In buildings that exceed one or more of the lim-
itations of Section 5.1.2 of TMS 402/ACI 530/ASCE 5,
masonry shall be designed in accordance with the engi-
neered design provisions of Section 2101.2.1, 2101.2.2 or
2101.2.3 or the foundation wall provisions of Section
1807.1.5.
Section 5.1.2.2 of TMS 402/ACI 530/ASCE 5 shall be
modified as follows:
5.1.2.2 Wind - Empirical requirements shall not apply
to the design or construction of masonry for buildings,
parts of buildings, or other structures to be located in
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2012 INTERNATIONAL BUILDING CODE®
MASONRY
areas where V md as determined in accordance with Sec-
tion 1609.3.1 of the International Building Code
exceeds 110 mph.
2109.2 Surface-bonded walls. Dry-stacked, surface-bonded
concrete masonry walls shall comply with the requirements
of Chapter 5 of TMS 402/ACI 530/ASCE 5, except where
otherwise noted in this section.
2109.2.1 Strength. Dry-stacked, surface-bonded concrete
masonry walls shall be of adequate strength and propor-
tions to support all superimposed loads without exceeding
the allowable stresses listed in Table 2109.2.1. Allowable
stresses not specified in Table 2109.2.1 shall comply with
the requirements of TMS 402/ACI 530/ASCE 5.
TABLE 2109.2.1
ALLOWABLE STRESS GROSS CROSS-SECTIONAL
AREA FOR DRY-STACKED, SURFACE-BONDED
CONCRETE MASONRY WALLS
DESCRIPTION
MAXIMUM ALLOWABLE STRESS (psi)
Compression standard block
45
Flexural tension
Horizontal span
Vertical span
30
18
Shear
10
For SI: I pound per square inch = 0.006895 MPa.
2109.2.2 Construction. Construction of dry-stacked, sur-
face-bonded masonry walls, including stacking and level-
ing of units, mixing and application of mortar and curing
and protection shall comply with ASTM C 946.
2109.3 Adobe construction. Adobe construction shall com-
ply with this section and shall be subject to the requirements
of this code for Type V construction, Chapter 5 of TMS 402/
ACI 530/ASCE 5, and this section.
2109.3.1 Unstabilized adobe. Unstabilized adobe shall
comply with Sections 2109.3.1.1 through 2109.3.1.4.
2109.3.1.1 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).
2109.3.1.2 Modulus of rupture. Adobe units shall
have an average modulus of rupture of 50 psi (345 kPa)
when tested in accordance with the following proce-
dure. Five samples shall be tested and no individual
unit shall have a modulus of rupture of less than 35 psi
(241 kPa).
2109.3.1 .2.1 Support conditions. A cured unit shall
be simply supported by 2-inch-diameter (51 mm)
cylindrical supports located 2 inches (51 mm) in
from each end and extending the full width of the
unit.
2109.3.1.2.2 Loading conditions. A 2-inch-diame-
ter (5 I mm) cylinder shall be placed at midspan par-
allel to the supports.
2109.3.1.2.3 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.
2109.3.1.2.4 Modulus of rupture determination.
The modulus of rupture shall be determined by the
equation:
f,. = 3 PL S 12 S w (S, 2 ) (Equation 21-2)
where, for the purposes of this section only:
S w = Width of the test specimen measured parallel
to the loading cylinder, inches (mm).
f r = Modulus of rupture, psi (MPa).
L t = Distance between supports, inches (mm).
S t - Thickness of the test specimen measured
parallel to the direction of load, inches (mm).
P = The applied load at failure, pounds (N).
2109.3.1.3 Moisture content requirements. Adobe
units shall have a moisture content not exceeding 4 per-
cent by weight.
2109.3.1.4 Shrinkage cracks. Adobe units shall not
contain more than three shrinkage cracks and any sin-
gle shrinkage crack shall not exceed 3 inches (76 mm)
in length or V 8 inch (3.2 mm) in width.
2109.3.2 Stabilized adobe. Stabilized adobe shall comply
with Section 2109.3.1 for unstabilized adobe in addition to
Sections 2109.3.2.1 and 2109.3.2.2.
2109.3.2.1 Soil requirements. Soil used for stabilized
adobe units shall be chemically compatible with the
stabilizing material.
2109.3.2.2 Absorption requirements. A 4-inch (102
mm) cube, cut from a stabilized adobe unit dried to a
constant weight in a ventilated oven at 212°F to 239°F
(100°C to 115°C), shall not absorb more than 2'/ 2 per-
cent moisture by weight when placed upon a constantly
water-saturated, porous surface for seven days. A mini-
mum of five specimens shall be tested and each speci-
men shall be cut from a separate unit.
2109.3.3 Allowable stress. The allowable compressive
stress based on gross cross-sectional area of adobe shall
not exceed 30 psi (207 kPa).
2109.3.3.1 Bolts. Bolt values shall not exceed those set
forth in Table 2109.3.3.1.
2109.3.4 Detailed requirements. Adobe construction
shall comply with Sections 2109.3.4.1 through 2109.3.4.9.
2109.3.4.1 Number of stories. Adobe construction
shall be limited to buildings not exceeding one story,
except that two-story construction is allowed when
designed by a registered design professional.
2109.3.4.2 Mortar. Mortar for adobe construction
shall comply with Sections 2109.3.4.2.1 and
2109.3.4.2.2.
2012 INTERNATIONAL BUILDING CODE®
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MASONRY
TABLE 2109.3.3.1
ALLOWABLE SHEAR ON BOLTS IN ADOBE MASONRY
DIAMETER OF BOLTS
(inches)
MINIMUM EMBEDMENT
(inches)
SHEAR
(pounds)
%
—
—
5 / s
12
200
%
15
300
7 / s
18
400
1
21
500
1'/,
24
600
For SI: 1 inch = 25.4 mm, 1 pound = 4.448 N.
2109.3.4.2.1 General. Mortar for stabilized adobe
units shall comply with Chapter 21 or adobe soil.
Adobe soil used as mortar shall comply with mate-
rial requirements for stabilized adobe. Mortar for
unstabilized adobe shall be Portland cement mortar.
2109.3.4.2.2 Mortar joints. Adobe units shall be
laid with full head and bed joints and in full running
bond.
2109.3.4.3 Parapet walls. Parapet walls constructed of
adobe units shall be waterproofed.
2109.3.4.4 Wall thickness. The minimum thickness of
exterior walls in one-story buildings shall be 1 inches
(254 mm). The walls shall be laterally supported at
intervals not exceeding 24 feet (7315 mm). The mini-
mum 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.
2109.3.4.5 Foundations. Foundations for adobe con-
struction shall be in accordance with Sections
2109.3.4.5.1 and 2109.3.4.5.2.
2109.3.4.5.1 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.
2109.3.4.5.2 Lower course requirements. Stabi-
lized adobe units shall be used in adobe walls for the
first 4 inches (102 mm) above the finished first-floor
elevation.
2109.3.4.6 Isolated piers or columns. Adobe units
shall not be used for isolated piers or columns in a load-
bearing capacity. Walls less than 24 inches (610 mm)
in length shall be considered isolated piers or columns.
2109.3.4.7 Tie beams. Exterior walls and interior load-
bearing waits constructed of adobe units shall have a
continuous tie beam at the level of the floor or roof
bearing and meeting the following requirements.
2109.3.4.7.1 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
specified compressive strength of concrete shall be
at least 2,500 psi (17.2 MPa).
2109.3.4.7.2 Wood tie beams. Wood tie beams
shall be solid or built up of lumber having a mini-
mum nominal thickness of 1 inch (25 mm), and shall
have a minimum depth of 6 inches ( 1 52 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
preservative-treated wood.
2109.3.4.8 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 3 / 4 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.
2109.3.4.9 Lintels. Lintels shall be considered struc-
tural members and shall be designed in accordance with
the applicable provisions of Chapter 16.
SECTION 2110
GLASS UNIT MASONRY
2110.1 General. Glass unit masonry construction shall com-
ply with Chapter 7 of TMS 402/AC1 530/ASCE 5 and this
section.
2110.1.1 Limitations. Solid or hollow approved glass
block shall not be used in fire walls, party walls, fire barri-
ers, fire partitions or smoke barriers, or for load-bearing
construction. Such blocks shall be erected with mortar and
reinforcement in metal channel-type frames, structural
frames, masonry or concrete recesses, embedded panel
anchors as provided for both exterior and interior walls or
other approved joint materials. Wood strip framing shall
not be used in walls required to have a fire-resistance rat-
ing by other provisions of this code.
Exceptions:
1. Glass-block assemblies having a fire protection
rating of not less than 3 / 4 hour shall be permitted
as opening protectives in accordance with Sec-
tion 716 in fire barriers, fire partitions and smoke
barriers that have a required fire-resistance rating
of 1 hour or less and do not enclose exit stair-
ways, exit ramps or exit passageways.
2. Glass-block assemblies as permitted in Section
404.6, Exception 2.
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2012 INTERNATIONAL BUILDING CODE®
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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
fireplaces 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.
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 mate-
rials.
12111.3 Seismic reinforcing. In structures assigned to Seismic
Design Category A or B, reinforcement and seismic anchor-
age are not required. Masonry or concrete fireplaces shall be
constructed, anchored, supported and reinforced as required
I in this chapter. In structures assigned to Seismic Design Cate-
gory C or D, masonry and concrete fireplaces shall be rein-
forced and anchored as detailed in Sections 2111.3.1,
2111.3.2, 2111.4 and 2111.4.1 for chimneys serving fire-
| places. In structures assigned to Seismic Design Category E
or F, masonry and concrete chimneys shall be reinforced in
accordance 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 continu-
ous 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 7 4 -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 1 8 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 structures assigned to Seismic Design Category C or 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 con-
form to the following requirements.
2111.4.1 Anchorage. Two 7 16 -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 mini-
mum of four floor joists with two 7 2 -inch (12.7 mm) bolts.
2111.5 Firebox walls. Masonry fireboxes shall be con-
structed of solid masonry units, hollow masonry units grouted
solid, stone or concrete. When a lining of firebrick at least 2
inches (5 1 mm) in thickness or other approved lining is pro-
vided, 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 7 4 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
permitted 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 section. Steel fireplace units incorporating a steel
firebox lining shall be constructed with steel not less than
7 4 inch (6.4 mm) in thickness, and an air-circulating cham-
ber which is ducted to the interior of the building. The fire-
box 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 con-
structed 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-sec-
tional 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 pro-
vided that the depth of the fireplace is at least 12 inches
(305 mm) and at least one-third of the width of the fire-
place opening, and the throat is at least 12 inches (305
mm) above the lintel, and at least 7 20 the cross-sectional
area of the fireplace opening.
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
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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. The total minimum thickness
of front, back and sidewalls shall be 8 inches (203 mm) of
solid masonry. The inside surface shall be parged smooth
with refractory mortar conforming to ASTM C 199. When a
lining of firebrick at least 2 inches (51 mm) thick, or a lining
of vitrified clay at least V 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 lining.
Firebrick shall conform to ASTM C 1261 and shall be laid
with refractory mortar conforming to ASTM C 199. Vitrified
clay linings shall conform to ASTM C 315.
21 11,8.1 Smoke chamber dimensions. The inside height
of the smoke chamber from the fireplace throat to the
beginning of the flue shall not be greater than the inside
width of the fireplace opening. The inside surface of the
smoke chamber shall not be inclined more than 45 degrees
(0.76 rad) from vertical when prefabricated smoke cham-
ber linings are used or when the smoke chamber walls are
rolled or sloped rather than corbeled. When the inside sur-
face of the smoke chamber is formed by corbeled
masonry, the walls shall not be corbeled more than 30
degrees (0.52 rad) from vertical.
2111.9 Hearth and hearth extension. Masonry fireplace
hearths and hearth extensions shall be constructed of concrete
or masonry, supported by noncombustible materials, and
reinforced to carry their own weight and all imposed loads.
No combustible material shall remain against the underside
of hearths or hearth extensions after construction.
2111.9.1 Hearth thickness. The minimum thickness of
fireplace hearths shall be 4 inches (102 mm).
2111.9.2 Hearth extension thickness. The minimum
thickness of hearth extensions shall be 2 inches (51 mm).
Exception: When the bottom of the firebox opening is
raised at least 8 inches (203 mm) above the top of the
hearth extension, a hearth extension of not less than 3 / s -
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 2 ) or larger, the hearth extension shall extend at least 20
inches (508 mm) in front of, and at least 12 inches (305 mm)
beyond, each side of the fireplace opening.
2111.11 Fireplace clearance. Any portion of a masonry fire-
place located in the interior of a building or within the exte-
rior 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 accor-
dance with Section 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 sheath-
ing materials, such as wood siding, flooring and dry-
wall, are permitted to abut the masonry fireplace
sidewalls and hearth extension, in accordance with
Figure 2111.11, provided such combustible trim or
sheathing is a minimum of 12 inches (306 mm) from
the inside surface of the nearest firebox lining.
4. Exposed combustible mantels or trim is permitted to
be placed directly on the masonry fireplace front
surrounding the fireplace opening, provided such
combustible materials shall not be placed within 6
inches (153 mm) of a fireplace opening. Combusti-
ble material directly above and within 12 inches
(305 mm) of the fireplace opening shall not project
more than 7 g 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 V 2 inches (38 mm) from the face
of the fireplace shall have an additional clearance
equal to the projection.
COMBUSTIBLE SHEATHING
EDGE ABUTTING MASONRY
2* MIN. FROM FIREBOX
2" CLEARANCE (AIRSPACE)
y^TO COMBUSTIBLE FRAMING
FRAME WALL
"- WOOD MANTEL
For SI: 1 inch = 25.4 mm
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
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MASONRY
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.
2111.13 Exterior air. Factory-built or masonry fireplaces
covered in this section shall be equipped with an exterior air
supply to ensure proper fuel combustion unless the room is
mechanically 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 a garage, attic, basement or crawl space of
the dwelling nor shall the air intake be located at an eleva-
tion higher than the firebox. The exterior air intake shall
be covered with a corrosion-resistant screen of 7 4 -inch
(6.4 mm) mesh.
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 2 ) and not
more than 55 square inches (0.035 m 2 ), except that com-
bustion air systems for listed fireplaces or for fireplaces
tested for emissions shall be constructed according to the
fireplace manufacturer's instructions.
21 11.13.6 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 appliance
constructed of concrete or solid 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
accordance with this section and comply with one of the fol-
lowing:
1. Masonry heaters shall comply with the requirements of
ASTME1602;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 21 13.2.
2112.4 Seismic reinforcing. In structures assigned to Seismic j
Design Category D, E or F, masonry heaters shall be
anchored to the masonry foundation in accordance with Sec-
tion 2113.3. 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 chimney por-
tion 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, combusti-
ble 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
provided between the gas-tight capping slab of the
heater and a combustible ceiling.
2. Masonry heaters listed 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 solid masonry units, hollow masonry units grouted I
solid, stone or concrete, hereinafter referred to as "masonry." j
Masonry chimneys shall be constructed, anchored, supported
and reinforced as required in this chapter.
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MASONRY
2113.2 Footings and foundations. Footings for masonry
chimneys 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 undis-
turbed 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 structures assigned to Seismic
Design Category C or D, masonry and concrete chimneys
shall be reinforced and anchored as detailed in Sections
| 2113.3.1, 2113.3.2 and 2113.4. In structures assigned to Seis-
mic Design Category A or B, reinforcement and seismic
| anchorage is not required. In structures assigned to Seismic
Design Category 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 con-
crete between wythes of solid masonry or within the cells
of hollow 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 chimneys greater than 40 inches
(1016 mm) wide, two additional No. 4 vertical bars shall
be provided for each additional 40 inches (1016 mm) in
width or fraction thereof.
2113.3.2 Horizontal reinforcing. Vertical reinforcement
shall be placed enclosed within V 4 -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 1 8 inches (457 mm) of vertical height. Two such
ties shall be provided at each bend in the vertical bars.
2113.4 Seismic anchorage. Masonry and concrete chimneys
| and foundations in structures assigned to Seismic Design Cat-
egory C or 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.
2113.4.1 Anchorage. Two 3 / 16 -inch by 1-inch (4.8 mm by
25 mm) straps shall be embedded a minimum of 1 2 inches
(305 mm) into the chimney. Straps shall be hooked around
the outer bars and extend 6 inches (152 mm) beyond the
bend. Each strap shall be fastened to a minimum of four
floor joists with two V 2 -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
chimneys 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 chim-
ney 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 com-
ponents.
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 chimney wall below the offset. Where the chimney off-
set is supported 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 projection limitations specified in Section 21 13.5.
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
concrete 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 Chimney caps. Masonry chimneys shall have a
concrete, metal or stone cap, sloped to shed water, a drip
edge and a caulked bond break around any flue liners in
accordance with ASTM C 1283.
2113.9.2 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
having a diameter greater than V 2 inch (12.7 mm)
nor block the passage of spheres having a diameter
less than % inch (9.5 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.
2113.9.3 Rain caps. Where a masonry or metal rain cap is
installed on a masonry chimney, the net free area under the
cap shall not be less than four times the net free area of the
outlet of the chimney flue it serves.
2113.10 Wall thickness. Masonry chimney walls shall be
constructed of concrete, solid masonry units or hollow
masonry units grouted solid with not less than 4 inches (102
mm) nominal thickness.
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2012 INTERNATIONAL BUILDING CODE®
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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
ASTMC315.
2. Listed chimney lining systems complying with UL
1777.
3. Factory-built chimueys 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 2113.11.1.2 through 2113.11.1.4 and
Sections 21 13.1 1.2 and 21 13. 1 1.3.
2113.11.1.2 Gas appliances. Flue lining systems for
gas appliances shall be in accordance with the Interna-
tional Fuel Gas Code.
2113.11.1.3 Pellet fuel-burning appliances. Flue lin-
ing and vent systems for use in masonry chimneys with
pellet fuel-burning appliances shall be limited to flue
lining systems complying with Section 2113.11.1 and
pellet vents listed for installation within masonry chim-
neys (see Section 2113.11.1.5 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
2113.1 1.1.5 for marking).
2113.11.1.5 Notice of usage. When a flue is relined
with a material not complying with Section 2113.1 1.1,
the chimney shall be plainly and permanently identified
by a label attached to a wall, ceiling or other conspicu-
ous location adjacent to where the connector enters the
chimney. The label shall include the following message
or equivalent language: "This chimney is for use only
with (type or category of appliance) that burns (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 2113.5.
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 mm) thick.
2113.11.2.3 Lining. Concrete and masonry chimneys
shall be lined with an approved medium-duty refrac-
tory brick a minimum of 4'/ 2 inches (114 mm) thick
laid on the 4'/ 2 -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 con-
nector entrance. Chimneys terminating 25 feet (7620
mm) or less above a chimney connector entrance shall
be lined to the top.
2113.11.2.4 Multiple passageway. Concrete and
masonry chimneys 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
minimum of 8 inches (203 mm) thick with a minimum
airspace 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 4'/ 2 inches (114 mm) thick laid on the 472-
inch bed (1 14 mm) in an approved high-duty refractory
mortar. The lining shall start at the base of the chimney
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 mm) 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
clearance from buildings and structures to prevent
overheating combustible materials, permit inspection
and maintenance operations on the chimney and pre-
vent danger of bums to persons.
2113.12 Clay flue lining (installation). Clay flue liners shall
be installed in accordance with ASTM C 1283 and extend
from a point not less than 8 inches (203 mm) below the low-
est inlet or, in the case of fireplaces, from the top of the
smoke chamber to a point above the enclosing walls. The lin-
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MASONRY
ing 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 nonwater-
soluble refractory mortar 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 separating the flue liners from the interior
face of the chimney masonry walls. Flue lining shall be sup-
ported on all sides. Only enough mortar shall be placed to
make the joint and hold the liners in position.
2113.13 Additional requirements.
21 13.13.1 Listed materials. Listed materials used as flue
linings shall be installed in accordance with the terms of
their listings and the manufacturer's instructions.
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 instructions.
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 3 1 .
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
chimneys serving fireplaces shall be in accordance with Sec-
tion 21 13. 16.1 or 21 13.16.2.
2113.16.1 Minimum area. Round chimney flues shall
have a minimum net cross-sectional area of at least 7 ]2 of
the fireplace opening. Square chimney flues shall have a
minimum net cross-sectional area of at least V l0 of the fire-
place opening. Rectangular chimney flues with an aspect
ratio less than 2 to 1 shall have a minimum net cross-sec-
tional area of at least '/ 10 of the fireplace opening. Rectan-
gular chimney flues with an aspect ratio of 2 to 1 or more
shall have a minimum net cross-sectional area of at least V g
of the fireplace opening.
2113.16.2 Determination of minimum area. The mini-
mum net cross-sectional area of the flue shall be deter-
mined 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 fire-
box 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)
6
28
7
38
8
50
10
78
10%
90
12
113
15
176
18
254
For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 mm 2 ,
a. Flue sizes are based on ASTM C 315.
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
23
4.5x13
34
8x8
42
8.5x8.5
49
8x12
67
8.5 x 13
76
12x12
102
8.5x18
101
13x13
127
12x16
131
13x18
173
16x16
181
16x20
222
18 x 18
233
20x20
298
20x24
335
24x24
431
For SI: I inch = 25.4 mm, 1 square inch = 645.16 mm 2 .
2113.17 Inlet. Inlets to masonry chimneys shall enter from
the side. Inlets shall have a thimble of fireclay, rigid refrac-
tory 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
446
2012 INTERNATIONAL BUILDING CODE®
MASONRY
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 airspace shall not be filled, except to provide fireblock-
ing in accordance with Section 21 13.20.
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
material 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
For SI: 1 inch = 25.4 mm, 1 square inch = 645 mm 2
FIGURE 2113.16
FLUE SIZES FOR MASONRY CHIMNEYS
2012 INTERNATIONAL BUILDING CODE 18
447
MASONRY
wall less than 12 inches (305 mm) from the inside
surface of the nearest flue lining.
3. Exposed combustible trim and the edges of sheath-
ing 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 lin-
ing. Combustible material and trim shall not overlap
the corners of the chimney by more than 1 inch (25
mm).
t^^E^E^
¥\
MASONRY ABUTTING
COMBUSTIBLE SHEATHING
12" FROM FLUE LINING
i
i
K
1" CLEARANCE (AIRSPACE)
TO COMBUSTIBLE SHEATHING
FIGURE 2113.19
ILLUSTRATION OF EXCEPTION THREE CHIMNEY
CLEARANCE PROVISION
2113.20 Chimney fireblocking. All spaces between chim-
neys 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 self-supporting or be placed
on strips of metal or metal lath laid across the spaces between
combustible material and the chimney.
448
2012 INTERNATIONAL BUILDING CODE®
CHAPTER £.&.
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 terms are defined in Chap-
ter 2:
STEEL CONSTRUCTION, COLD-FORMED.
STEEL JOIST.
STEEL MEMBER, STRUCTURAL.
SECTION 2203
IDENTIFICATION AND PROTECTION OF STEEL
FOR STRUCTURAL PURPOSES
2203.1 Identification. Identification of structural steel mem-
bers shall comply with the requirements contained in AISC
360. Identification of cold-formed steel members shall com-
ply with the requirements contained in AISI SI 00. Identifica-
tion of cold-formed steel light-frame construction shall also
comply with the requirements contained in AISI S200. Other
steel furnished for structural load-carrying purposes shall be
properly identified for conformity to the ordered grade in
accordance with the specified ASTM standard or other speci-
fication 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 members shall
comply with the requirements contained in AISC 360. Paint-
ing of open-web steel joists and joist girders shall comply
with the requirements of SJI CJ-1.0, SJI JG-1.1, SJI K-l.l
and SJI LH/DLH-1.1. Individual structural members and
assembled panels of cold-formed steel construction shall be
protected against corrosion in accordance with the require-
ments contained in AISI S100. Protection of cold-formed
steel light-frame construction shall also comply with the
requirements contained in AISI S200.
2204.2 Bolting. The design, installation and inspection of
bolts shall be in accordance with the requirements of the
specifications listed in Sections 2205, 2206, 2207, 2210 and
2211. Special inspection of the installation of high-strength
bolts shall be provided where required by Section 1705.
2204.2.1 Anchor rods. Anchor rods shall be set in accor-
dance with the construction documents. The protrusion of
the threaded ends through the connected material shall
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
structural steel for buildings and structures shall be in accor-
dance with AISC 360. Where required, the seismic design of
structural steel structures shall be in accordance with the
additional provisions of Section 2205.2.
2205.2 Seismic requirements for structural steel struc-
tures. The design of structural steel structures to resist seis-
mic forces shall be in accordance with the provisions of
Section 2205.2.1 or 2205.2.2, as applicable.
2205.2.1 Seismic Design Category B or C. Structural
steel structures assigned to Seismic Design Category B or
C shall be of any construction permitted in Section 2205.
Where a response modification coefficient, R, in accor-
dance with ASCE 7, Table 12.2-1 is used for the design of
structural steel structures assigned to Seismic Design Cate-
gory B or C, the structures shall be designed and detailed
in accordance with the requirements of AISC 341.
Exception: The response modification coefficient, R,
designated for "Steel systems not specifically detailed
for seismic resistance, excluding cantilever column sys-
tems" in ASCE 7, Table 12.2-1 shall be permitted for
systems designed and detailed in accordance with
AISC 360, and need not be designed and detailed in
accordance with AISC 341.
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, except as permitted in ASCE 7, Table 15.4-1.
SECTION 2204
CONNECTIONS
2204.1 Welding. The details of design, workmanship and
technique for welding, inspection of welding and qualifica-
tion of welding operators shall conform to the requirements
of the specifications listed in Sections 2205, 2206, 2207,
2208, 2210 and 221 1. Special inspection of welding shall be
provided where required by Section 1705.
SECTION 2206
COMPOSITE STRUCTURAL STEEL AND
CONCRETE STRUCTURES
2206.1 General. Systems of structural steel acting compos-
itely with reinforced concrete shall be designed in accordance
with AISC 360 and ACI 318, excluding ACI 318 Chapter 22.
Where required, the seismic design of composite steel and
2012 INTERNATIONAL BUILDING CODE®
449
STEEL
concrete systems shall be in accordance with the additional
provisions of Section 2206.2.
2206.2 Seismic requirements for composite structural
steel and concrete construction. Where a response modifi-
cation coefficient, R, in accordance with ASCE 7, Table 12.2-
1 is used for the design of systems of structural steel acting
compositely with reinforced concrete, the structures shall be
designed and detailed in accordance with the requirements of
AISC341.
SECTION 2207
STEEL JOISTS
2207.1 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. SJI CJ- 1.0
2. SJIK-1.1
3. SJILH/DLH-1.1
4. SJI JG- 1.1
Where required, the seismic design of buildings shall be in
accordance with the additional provisions of Section 2205.2
or 221 1.6.
2207.2 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 2207.1 and shall indicate the requirements for joist and
joist girder design, layout, end supports, anchorage, non-SJI
standard bridging, bridging termination connections and
bearing connection design to resist uplift and lateral loads.
These documents shall indicate special requirements as fol-
lows:
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.
2207.3 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 2207.2. The reg-
istered design professional may require submission of the
steel joist and joist girder calculations as prepared by a regis-
tered 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 letter bearing the seal and signature of the joist manu-
facturer's registered design professional. In addition to stan-
dard calculations 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.
2207.4 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
installation in accordance with specific project requirements
as stated in Section 2207.2. Steel placement plans shall
include, at a minimum, the following:
1. Listing of all applicable loads as stated in Section
2207.2 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 sig-
nature of the joist manufacturer's registered design profes-
sional.
2207.5 Certification. At completion of manufacture, the
steel joist manufacturer shall submit a certificate of compli-
ance in accordance with Section 1704.2.5.2 stating that work
was performed in accordance with approved construction
documents and with SJI standard specifications.
SECTION 2208
STEEL CABLE STRUCTURES
2208. J 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.
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2012 INTERNATIONAL BUILDING CODE®
STEEL
■J
2208.2 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 3 and T 4 as defined in Section 3.12.
2. In Section 3.2.1, Item (c) shall be replaced with "1.5 T"
and Item (d) shall be replaced with "1.5 T 4 ."
SECTION 2209
STEEL STORAGE RACKS
2209.1 Storage racks. The design, testing and utilization of
industrial steel storage racks made of cold-formed or hot-
rolled steel structural members, shall be in accordance with
RMI/ANSI MH 16.1. Where required by ASCE 7, the seismic
design of storage racks shall be in accordance with the provi-
sions of Section 15.5.3 of ASCE 7, except that the mapped
acceleration parameters, S s and S,, shall be determined in
accordance with Section 1613.3.1.
SECTION 2210
COLD-FORMED STEEL
2210.1 General. The design of cold-formed carbon and low-
alloy steel structural members shall be in accordance with
AISI S100. The design of cold-formed stainless-steel struc-
tural members shall be in accordance with ASCE 8. Cold-
formed steel light-frame construction shall also comply with
Section 2211. Where required, the seismic design of cold-
formed steel structures shall be in accordance with the addi-
tional provisions of Section 2210.2.
2210.1.1 Steel decks. The design and construction of cold-
formed steel decks shall be in accordance with this section.
2210.1.1.1 Noncomposite steel floor decks. Noncom-
posite steel floor decks shall be permitted to be designed
and constructed in accordance with ANSI/SDI-NC1.0.
2210.1.1.2 Steel roof deck. Steel roof decks shall be
permitted to be designed and constructed in accordance
withANSI/SDI-RD1.0.
2210.2 Seismic requirements for cold-formed steel struc-
tures. Where a response modification coefficient, R, in accor-
dance with ASCE 7, Table 12.2-1 is used for the design of
cold-formed steel structures, the structures shall be designed
and detailed in accordance with the requirements of AISI
SI 00, ASCE 8, and, for cold- formed steel special-bolted
moment frames, AISI SI 10.
2211.2 Header design. Headers, including box and back- to-
back headers, and double and single L-headers shall be
designed in accordance with AISI S212 or AISI SI 00.
2211.3 Truss design. Cold-formed steel trusses shall be
designed in accordance with AISI S214, Sections 2211.3.1
through 221 1 .3.4 and accepted engineering practice.
2211.3.1 Truss design drawings. The truss design draw-
ings shall conform to the requirements of Section B2.3 of
AISI S214 and shall be provided with the shipment of
trusses delivered to the job site. The truss design drawings
shall include the details of permanent individual truss
member restraint/bracing in accordance with Section B6(a)
or B 6(c) of AISI S214 where these methods are utilized to
provide restraint/bracing.
2211.3.2 Deferred submittals. AISI S214 Section B4.2
shall be deleted.
2211.3.3 Trussses spanning 60 feet or greater. The
owner shall contract with a registered design professional
for the design of the temporary installation restraint/brac-
ing and the permanent individual truss member restraint/
bracing for trasses with clear spans 60 feet (18 288 mm) or
greater. Special inspection of trusses over 60 feet (18 288
mm) in length shall conform to Section 1705.
2211.3.4 Truss quality assurance. Trusses not part of a
manufacturing process that provides requirements for qual-
ity control done under the supervision of a third-party qual-
ity control agency, shall be manufactured in compliance
with Sections 1704.2.5 and 1705.2, as applicable.
2211.4 Wall stud design. Wall studs shall be designed in
accordance with either AISI S2 1 1 or AISI S 100.
2211.5 Floor and roof system design. Framing for floor and
roof systems in buildings shall be designed in accordance with
either AISI S2 1 or AISI S 1 00.
2211.6 Lateral design. Light-frame shear walls, diagonal
strap bracing that is part of a structural wall and diaphragms
used to resist wind, seismic and other in-plane lateral loads
shall be designed in accordance with AISI S213.
2211.7 Prescriptive framing. Detached one- and two-family
dwellings and townhouses, less than or equal to three stories
above grade plane, shall be permitted to be constructed in
accordance with AISI S230 subject to the limitations therein.
SECTION 2211
COLD-FORMED STEEL LIGHT-FRAME
CONSTRUCTION
2211.1 General. The design and installation of structural
members and nonstructural members utilized in cold-formed
steel light-frame construction where the specified minimum
base steel thickness is between 0.0179 inches (0.455 mm) and
0.1180 inches (2.997 mm) shall be in accordance with AISI
S200 and Sections 2211.2 through 221 1.7, as applicable.
2012 INTERNATIONAL BUILDING CODE®
451
452 2012 INTERNATIONAL BUILDING CODE®
CHAPTER 23
ana i#% a £3*3%
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.
4. The design and construction of log structures shall be in
accordance with the provisions of ICC 400.
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 desig-
nated as actual dimensions (see Section 2304.2).
SECTION 2302
DEFINITIONS
2302.1 Definitions. The following terms are defined in Chap-
ter 2:
ACCREDITATION BODY.
BRACED WALL LINE.
BRACED WALL PANEL.
COLLECTOR.
CONVENTIONAL LIGHT-FRAME CONSTRUCTION.
CRIPPLE WALL.
DIAPHRAGM, UNBLOCKED.
DRAG STRUT.
FIBERBOARD.
GLUED BUILT-UP MEMBER.
GRADE (LUMBER).
HARDBOARD.
NAILING, BOUNDARY.
NAILING, EDGE.
NAILING, FIELD.
NOMINAL SIZE (LUMBER).
PARTICLEBOARD.
PERFORMANCE CATEGORY. i
PREFABRICATED WOOD I-JOIST.
SHEAR WALL.
Shear wall, perforated.
Shear wall segment, perforated.
STRUCTURAL COMPOSITE LUMBER.
Laminated strand lumber (LSL). 1
Laminated veneer lumber (LVL).
Oriented strand lumber (OSL). j
Parallel strand lumber (PSL).
STRUCTURAL GLUED-LAMINATED TIMBER.
SUBDIAPHRAGM.
TIE-DOWN (HOLD-DOWN).
TREATED WOOD.
Fire-retardant-treated wood.
Preservative-treated wood.
WOOD SHEAR PANEL.
WOOD STRUCTURAL PANEL.
Composite panels.
Oriented strand board (OSB).
Plywood.
SECTION 2303
MINIMUM STANDARDS AND QUALITY
2303.1 General. Structural sawn lumber; end-jointed lumber;
prefabricated wood I-joists; structural glued-laminated tim-
ber; wood structural panels, fiberboard sheathing (when used
structurally); hardboard siding (when used structurally); par-
ticleboard; 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
lumber, machine stress-rated or machine-evaluated lum-
ber, shall be identified by the grade mark of a lumber grad-
ing or inspection agency that has been approved by an
accreditation body that complies with DOC PS 20 or
equivalent. Grading practices and identification shall com-
ply with rules published by an agency approved in accor-
dance with the procedures of DOC PS 20 or equivalent
procedures.
2012 INTERNATIONAL BUILDING CODE 8
453
WOOD
I
2303.1.1.1 Certificate of inspection. 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
permitted to be accepted for precut, remanufactured or
rough-sawn lumber and for sizes larger than 3 inches
(76 mm) nominal thickness.
2303.1.1.2 End-jointed lumber. Approved end-jointed
lumber is permitted to be used interchangeably with
solid-sawn members of the same species and grade.
End-jointed lumber used in an assembly required to
have a fire-resistance rating shall have the designation
"Heat Resistant Adhesive" or "HRA" included in its
grade mark.
2303.1.2 Prefabricated wood I-joists. Structural capaci-
ties and design provisions for prefabricated wood I-joists
shall be established and monitored in accordance with
ASTM D 5055.
2303.1.3 Structural glued-laminated timber. Glued-
laminated timbers shall be manufactured and identified as
required in ANSI/AITC A 190.1 and ASTM D 3737.
2303.1.4 Wood structural panels. Wood structural pan-
els, when used structurally (including those used for sid-
ing, roof and wall sheathing, subflooring, diaphragms and
built-up members), shall conform to the requirements for
their type in DOC PS 1, DOC PS 2 or ANSI/APA PRP
210. Each panel or member shall be identified for grade,
bond classification, and Performance Category by the
trademarks of an approved testing and grading agency.
The Performance Category value shall be used as the
"nominal panel thickness" or "panel thickness" whenever
referenced in this code. Wood structural panel components
shall be designed and fabricated in accordance with the
applicable standards listed in Section 2306.1 and identi-
fied by the trademarks of an approved testing and inspec-
tion agency indicating conformance to the applicable
standard. In addition, wood structural panels when perma-
nently exposed in outdoor applications shall be of Exterior
type, except that wood structural panel roof sheathing
exposed to the outdoors on the underside is permitted to be
Exposure 1 type.
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 fire-
blocked to comply with Chapter 7, fiberboards are per-
mitted 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
coating.
2303.1.6 Hardboard. Hardboard siding used structurally
shall be identified by an approved agency conforming to
CPA/ANSI A135.6. Hardboard underlayment shall meet
the strength requirements of 7 / 32 -inch (5.6 mm) or V 4 -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 CPA/ANSI A135.5. Other basic hard-
board products shall meet the requirements of CPA/ANSI
A135.4. Hardboard products shall be installed in accor-
dance with manufacturer's recommendations.
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
2306.3.
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
V 4 -inch (6.4 mm) thick and shall be installed in accor-
dance with the instructions of the Composite Panel
Association.
2303.1.8 Preservative-treated wood. Lumber, timber,
plywood, piles and poles supporting permanent structures
required by Section 2304.11 to be preservative treated
shall conform to the requirements of the applicable AWPA
Standard 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 founda-
tion systems shall conform to Chapter 18.
2303.1.8.1 Identification. Wood required by Section
2304.1 1 to be preservative treated shall bear the quality
mark of an inspection agency that maintains continuing
supervision, testing and inspection over the quality of
the preservative-treated wood. Inspection agencies for
preservative-treated wood shall be listed by an accredi-
tation body that complies with the requirements of the
American Lumber Standards Treated Wood Program,
or equivalent. 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.
454
2012 INTERNATIONAL BUILDING CODE®
WOOD
5. AWPA standard to which the product was
treated.
6. Identity of the accredited inspection agency.
2303.1.8.2 Moisture content. Where preservative-
treated wood is used in enclosed locations where dry-
ing 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 cov-
ering or other materials.
2303.1.9 Structural composite lumber. Structural capac-
ities 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 iden-
tified 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
requirements 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 or UL 723, a listed flame spread index of 25 or less and
show no evidence of significant progressive combustion
when the test is continued for an additional 20-minute period.
Additionally, the flame front shall not progress more than
10V 2 feet (3200 mm) beyond the centerline of the burners at
any time during the test.
2303.2.1 Pressure process. For wood products impreg-
nated with chemicals by a pressure process, the process
shall be performed in closed vessels under pressures not
less than 50 pounds per square inch gauge (psig) (345
kPa).
2303.2.2 Other means during manufacture. For wood
products produced by other means during manufacture,
the treatment shall be an integral part of the manufacturing
process of the wood product. The treatment shall provide
permanent protection to all surfaces of the wood product.
2303.2.3 Testing. For wood products produced by other
means during manufacture, other than a pressure process,
all sides of the wood product shall be tested in accordance
with and produce the results required in Section 2303.2.
Wood structural panels shall be permitted to test only the
front and back faces.
2303.2.4 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).
2303.2.5 Strength adjustments. Design values for
untreated lumber and wood structural panels, as specified
in Section 2303.1, shall be adjusted for fire-retardant-
treated wood. Adjustments to design values shall be based
on an approved method of investigation that takes into
consideration the effects of the anticipated temperature
and humidity to which the fire-retardant-treated wood
will be subjected, the type of treatment and redrying pro-
cedures.
2303.2.5.1 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 1 6 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.
2303.2.5.2 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
temperature and at elevated temperatures and humidity
in accordance with ASTM D 6841. Each manufacturer
shall publish the modification factors for service at
temperatures of not less than 80°F (27°C) and for roof
framing. The roof framing modification factors shall
take into consideration the climatological location.
2303.2.6 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.
2303.2.7 Interior applications. Interior fire-retardant-
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 2303.2.5.1 or 2303.2.5.2. Interior fire-retardant-
2012 INTERNATIONAL BUILDING CODE®
455
WOOD
treated wood designated as Type A shall be tested in
accordance with the provisions of this section.
2303.2.8 Moisture content. Fire-retardant-treated wood
shall be dried to a moisture content of 1 9 percent or less
for lumber and 1 5 percent or less for wood structural pan-
els 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 2303.2.5.1 for plywood and
2303.2.5.2 for lumber.
2303.2.9 Type I and II construction applications. See
Section 603.1 for limitations on the use of fire-retardant-
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. Wood trusses shall comply with Sections
2303.4.1 through 2303.4.7.
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 design drawings. The written,
graphic and pictorial depiction of each individual truss
shall be provided to the building official for approval
prior to installation. Truss design drawings shall also be
provided with the shipment of trusses delivered to the
job site. Truss design drawings shall include, at a mini-
mum, the information specified below:
1. Slope or depth, span and spacing;
2. Location of all joints and support locations;
3. Number of plies if greater than one;
4. Required bearing widths;
5. Design loads as applicable, including;
5.1. Top chord live load;
5.2. Top chord dead load;
5.3. Bottom chord live load;
5.4. Bottom chord dead load;
5.5. Additional loads and locations; and
5.6. Environmental design criteria and loads
(wind, rain, snow, seismic, etc.).
6. Other lateral loads, including drag strut loads;
7. Adjustments to wood member and metal connec-
tor plate design value for conditions of use;
8. Maximum reaction force and direction, including
maximum uplift reaction forces where applica-
ble;
9. Metal-connector-plate type, size and thickness or
gage, and the dimensioned location of each metal
connector plate except where symmetrically
located relative to the joint interface;
10. Size, species and grade for each wood member;
11. Truss-to-truss connections and truss field
assembly requirements;
12. Calculated span-to-deflection ratio and maxi-
mum vertical and horizontal deflection for live
and total load as applicable;
13. Maximum axial tension and compression forces
in the truss members; and
14. Required permanent individual trass member
restraint location and the method and details of
restraint/bracing to be used in accordance with
Section 2303.4.1.2.
2303.4.1.2 Permanent individual truss member
restraint. Where permanent restraint of truss members
is required on the truss design drawings, it shall be
accomplished by one of the following methods:
1. Permanent individual truss member restraint/
bracing shall be installed using standard industry
lateral restraint/bracing details in accordance
with generally accepted engineering practice.
Locations for lateral restraint shall be identified
on the truss design drawing.
2. The trusses shall be designed so that the buckling
of any individual truss member is resisted inter-
nally by the individual truss through suitable
means (i.e., buckling reinforcement by T-rein-
forcement or L-reinforcement, proprietary rein-
forcement, etc.). The buckling reinforcement of
individual members of the trusses shall be
installed as shown on the truss design drawing or
on supplemental truss member buckling rein-
forcement details provided by the truss designer.
3. A project-specific permanent individual truss
member restraint/bracing design shall be permit-
ted to be specified by any registered design pro-
fessional.
2303.4.1.3 Trusses spanning 60 feet or greater. The
owner shall contract with any qualified registered
design professional for the design of the temporary
installation restraint/bracing and the permanent individ-
ual truss member restraint/bracing for all trusses with
clear spans 60 feet (18 288 mm) or greater.
2303.4.1.4 Truss designer. The individual or organiza-
tion responsible for the design of trusses.
2303.4.1.4.1 Truss design drawings. Where
required by the registered design professional, the
building official or the statutes of the jurisdiction in
which the project is to be constructed, each individ-
ual truss design drawing shall bear the seal and sig-
nature of the truss designer.
Exceptions:
1. Where a cover sheet and truss index sheet
are combined into a single sheet and
attached to the set of truss design drawings,
the single cover/truss index sheet is the
456
2012 INTERNATIONAL BUILDING CODE®
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only document required to be signed and
sealed by the truss designer.
2. When a cover sheet and a truss index sheet
are separately provided and attached to the
set of truss design drawings, the cover
sheet and the truss index sheet are the only
documents required to be signed and sealed
by the truss designer.
2303.4.2 Truss placement diagram. The truss manufac-
turer shall provide a truss placement diagram that identi-
fies the proposed location for each individually designated
truss and references the corresponding truss design draw-
ing. 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
that serve only as a guide for installation and do not devi-
ate from the permit submittal drawings shall not be
required to bear the seal or signature of the truss designer.
2303.4.3 Truss submittal package. The truss submittal
package provided by the truss manufacturer shall consist
of each individual truss design drawing, the truss place-
ment diagram, the permanent individual truss member
restraint/bracing method and details and any other struc-
tural details germane to the trusses; and, as applicable, the
cover/truss index sheet.
2303.4.4 Anchorage. The design for the transfer of loads
and anchorage of each truss to the supporting structure is
the responsibility of the registered design professional.
2303.4.5 Alterations to trusses. Truss members and com-
ponents shall not be cut, notched, drilled, spliced or other-
wise altered in any way without written concurrence and
approval of a registered design professional. Alterations
resulting in the addition of loads to any member (e.g.,
HVAC equipment, piping, additional roofing or insula-
tion, etc.) shall not be permitted without verification that
the truss is capable of supporting such additional loading.
2303.4.6 TPI 1 specifications. In addition to Sections
2303.4.1 through 2303.4.5, the design, manufacture and
quality assurance of metal -plate-connected wood trusses
shall be in accordance with TPI 1. Job-site inspections
shall be in compliance with Section 110.4, as applicable.
2303.4.7 Truss quality assurance. Trusses not part of a
manufacturing process in accordance with either Section
| 2303.4.6 or a referenced standard, which provides require-
ments for quality control done under the supervision of a
third-party quality control agency, shall be manufactured
in compliance with Sections 1704.2.5 and 1705.5, as
applicable.
| 2303.5 Test standard for joist hangers. For the required test
standards for joist hangers see Section 1711.1.
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 (2.51 mm) but not
larger than 0.142 inch (3.61 mm).
2303.7 Shrinkage. Consideration shall be given in design to
the possible effect of cross-grain dimensional changes con-
sidered 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 V 2 -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 excessive shrinkage or differential movements
caused by shrinkage. The analysis shall also show that the
roof drainage system and the foregoing systems or equip-
ment will not be adversely affected or, as an alternate,
such systems shall be designed to accommodate the differ-
ential 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 spe-
cific 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 21 1 1 and
2113 and the International Mechanical Code, from flues,
chimneys and fireplaces, and 6 inches (152 mm) away from
flue openings.
2304.6 Wall sheathing. Except as provided for in Section
1405 for weatherboarding or where stucco construction that
complies 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.
2012 INTERNATIONAL BUILDING CODE®
457
WOOD
2304.6.1 Wood structural panel sheathing. Where wood
structural panel sheathing is used as the exposed finish on
the outside of exterior walls, it shall have an exterior expo-
sure durability classification. Where wood structural panel
sheathing is used elsewhere, but not as the exposed finish,
it shall be of a type manufactured with exterior glue (Expo-
sure 1 or Exterior). Wood structural panel wall sheathing or
siding used as structural sheathing shall be capable of
resisting wind pressures in accordance with Section 1609.
Maximum wind speeds for wood structural panel sheathing
used to resist wind pressures shall be in accordance with
Table 2304.6.1 for enclosed buildings with a mean roof
height not greater than 30 feet (9144 mm) and a topo-
graphic factor (K z ,) of 1 .0.
2304.6.2 Interior paneling. Softwood wood structural
panels used for interior paneling shall conform to the pro-
visions of Chapter 8 and shall be installed in accordance
with Table 2304.9.1. Panels shall comply with DOC PS 1,
DOC PS 2 or ANS1/APA PRP 210. Prefinished hardboard
paneling shall meet the requirements of CPA/ANSI
A135.5. Hardwood plywood shall conform to HPVA HP- 1.
2304.7 Floor and roof sheathing. Structural floor sheathing
and structural roof sheathing shall comply with Sections
2304.7.1 and 2304.7.2, respectively.
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
section.
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
sheathing shall be designed in accordance with the general
provisions 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
Wood boards
TABLE 2304.6
MINIMUM THICKNESS OF WALL SHEATHING
SHEATHING TYPE
Fiberboard
Wood structural panel
M-S "Exterior Glue" and M-2 "Exterior Glue" Particleboard
Gypsum sheathing
Gypsum wallboard
Reinforced cement mortar
MINIMUM THICKNESS
5 / 8 inch
V, inch
In accordance with Tables 2308.9.3(2) and 2308.9.3(3)
In accordance with Section 2306.3 and Table 2308.9.3(4)
V 2 inch
7, inch
1 inch
MAXIMUM WALL
STUD SPACING
24 inches on center
16 inches on center
1 6 inches on center
24 inches on center
24 inches on center
For SI: 1 inch = 25.4 mm.
TABLE 2304.6.1
MAXIMUM NOMINAL DESIGN WIND SPEED, \/ asd PERMITTED FOR
WOOD STRUCTURAL PANEL WALL SHEATHING USED TO RESIST WIND PRESSURES 3 "''
MINIMUM NAIL
MINIMUM
WOOD
STRUCTURAL
PANEL SPAN
RATING
MINIMUM
NOMINAL
PANEL
THICKNESS
(inches)
MAXIMUM
WALL STUD
SPACING
(inches)
PANEL NAIL
SPACING
MAXIMUM NOMINAL
DESIGN WIND SPEED, V asd d (MPH)
Size
Penetration
(inches)
Edges
(inches
o.c.)
Field
(inches
o.c.)
Wind exposure
category
B
c
D
6d common
(2.0" x
0.113")
1.5
24/0
%
16
6
12
110
90
85
24/16
? / 16
16
6
12
110
100
90
6
150
125
110
8d common
(2.5" x
0.131")
1.75
24/16
? /, 6
16
6
12
130
110
105
6
150
125
110
24
6
12
110
90
85
6
110
90
85
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
a. Panel strength axis shall be parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be
applied with panel strength axis perpendicular to supports.
b. The table is based on wind pressures acting toward and away from building surfaces in accordance with Section 30.7 of ASCE 7. Lateral requirements shall
be in accordance with Section 2305 or 2308.
c Wood structural panels with span ratings of wall- 16 or wall-24 shall be permitted as an alternative to panels with a 24/0 span rating. Plywood siding rated 16
o.c. or 24 o.c. shall be permitted as an alternative to panels with a 24/16 span rating. Wall- 16 and plywood siding 16 o.c. shall be used with studs spaced a
maximum of 16 inches o.c.
I d. V asd shall be determined in accordance with Section 1609.3.1.
458
2012 INTERNATIONAL BUILDING CODE®
WOOD
deemed to meet the requirements of this section. Wood
structural panel roof sheathing shall be bonded by exterior
glue.
2304.8 Lumber decking. Lumber decking shall be designed
and installed in accordance with the general provisions of this
code and Sections 2304.8.1 through 2304.8.5.3.
2304.8.1 General. Each piece of lumber decking 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 are 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
the vertical with the exposed face of the piece slightly lon-
ger than the opposite face 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 provided they are sub-
stantiated through engineering analysis.
2304.8.2.1 Simple span pattern. All pieces shall be
supported on their ends (i.e., 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 alternating supports. Supporting
members shall be designed to accommodate the load
redistribution caused by this pattern.
2304.8.2.3 Combination simple and two-span con-
tinuous pattern. Courses in end spans shall be alter-
nating simple-span pattern and two-span continuous
pattern. End joints shall be staggered in adjacent
courses and shall bear on supports.
2304.8.2.4 Cantileveretl pieces intermixed pattern.
The decking shall extend across a minimum of three
spans. Pieces in each starter course and every third
course shall be simple span pattern. Pieces in other
courses shall be cantilevered over the supports with end
joints at alternating quarter or third points of the spans.
Each piece shall bear on at least one support.
2304.8.2.5 Controlled random pattern. The decking
shall extend across a minimum of three spans. End
joints of pieces within 6 inches (152 mm) of the end
joints of the adjacent pieces 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
support for at least 24 inches (610 mm). The details of
the controlled random pattern shall be as specified for
each decking material in Section 2304.8.3.3, 2304.8.4.3
or 2304.8.5.3.
Decking that cantilevers beyond a support for a hor-
izontal distance greater than 18 inches (457 mm), 24
inches (610 mm) or 36 inches (914 mm) for 2-inch (51
mm), 3-inch (76 mm) and 4-inch (102 mm) nominal
thickness decking, respectively, shall comply with the
following:
1. The maximum cantilevered length shall be 30
percent of the length of the first adjacent interior
span.
2. A structural fascia shall be fastened to each deck-
ing piece to maintain a continuous, straight line.
3. There shall be no end joints in the decking
between the cantilevered end of the decking and
the centerline of the first adjacent interior span.
SPAN (inches)
24
16
24
TABLE 2304.7(1)
ALLOWABLE SPANS FOR LUMBER FLOOR AND ROOF SHEATHING 3 b
MINIMUM NET THICKNESS (inches) OF LUMBER PLACED
Perpendicular to supports
Surfaced dry c
Surfaced unseasoned
Diagonally to supports
Surfaced dry c
Surfaced unseasoned
Floors
%
X
25
X
X
Roofs
7.
' If
X
For SI: l inch = 25.4 mm.
a. Installation details shall conform to Sections 2304.7. 1 and 2304.7.2 for floor and roof sheathing, respectively.
b. Floor or roof sheathing conforming with this table shall be deemed to meet the design criteria of Section 2304.7.
c. Maximum 1 9-percent moisture content.
TABLE 2304.7(2)
SHEATHING LUMBER, MINIMUM GRADE REQUIREMENTS: BOARD GRADE
SOLID FLOOR OR ROOF SHEATHING
Utility
4 common or utility
No. 3
Merchantable
SPACED ROOF SHEATHING
Standard
3 common or standard
No. 2
Construction common
GRADING RULES
NLGA, WCLIB, WWPA
NLGA, WCLIB, WWPA, NSLB or NELMA
SPIB
RIS
2012 INTERNATIONAL BUILDING CODE®
459
WOOD
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 3 ' b
SHEATHING GRADES
ROOF
FLOOR"
Panel span rating roof/
floor span
Panel thickness
(inches)
Maximum span (inches)
Load"(psf)
Maximum span
(inches)
With edge support'
Without edge support
Total load
Live load
16/0
%
16
16
40
30
20/0
\
20
20
40
30
24/0
WA
24
20 e
40
30
24/16
V 7
'I6> '2
24
24
50
40
16
32/16
15, 1, 5/
'32' '2' 'S
32
28
40
30
16 h
40/20
19, 5, 3, 7,
'32' '8' '4' '8
40
32
40
30
20 w
48/24
23, 3/ 7,
'32' ; 4> '»
48
36
45
35
24
54/32
7 / 8 ,l
54
40
45
35
32
60/32
V.
60
48
45
35
32
SINGLE FLOOR GRADES
ROOF c
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 ox.
7 '7 V
'2' '32' '8
24
24
50
40
16"
20 ox.
19, 5, 3,
'32' '8' '4
32
32
40
30
20 lu
24 ox.
23 / 3 2' 3 /4
48
36
35
25
24
32 ox.
7 / 8 'l
48
40
50
40
32
48 ox.
I 3 / 1 V
i ; 32 , i ; 8
60
48
50
40
48
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m 2 .
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 '/ ]g0 of span under live load plus dead load, V 24l] under live load only.
d. Panel edges shall have approved tongue-and-groove joints or shall be supported with blocking unless V 4 -inch minimum thickness underlayment or 1 7, inches of
approved cellular or lightweight concrete is placed over the subfloor, or finish floor is 3 / 4 -inch wood strip. Allowable uniform load based on deflection of 7 M(I of
span is 1 00 pounds per square foot except the span rating of 48 inches on center is based on a total load of 65 pounds per square foot.
e. Allowable load at maximum span.
f. Tongue-and-groove edges, panel edge clips (one midway between each support, except two equally spaced between supports 48 inches on center), lumber
blocking or other. Only lumber blocking shall satisfy blocked diaphragm requirements.
g. For 7,-inch panel, maximum span shall be 24 inches.
h. Span is permitted to be 24 inches on center where J / 4 -inch wood strip flooring is installed at right angles to joist.
i. Span is permitted to be 24 inches on center for floors where 1 7, inches of cellular or lightweight concrete is applied over the panels.
TABLE 2304.7(4)
ALLOWABLE SPAN FOR WOOD STRUCTURAL PANEL COMBINATION SUBFLOOR-UNDERLAYMENT (SINGLE FLOOR) 3 b
(Panels Continuous Over Two or More Spans and Strength Axis Perpendicular to Supports)
IDENTIFICATION
MAXIMUM SPACING OF JOISTS (inches)
16
20
24
32
48
Species group 1
Thickness (inches)
1
v 2
%
%
—
—
2,3
%
%
X
—
—
4
%
X
1
—
—
Single floor span rating* 1
16 ox.
20 ox.
24 ox.
32 ox.
48 ox.
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m 2 .
a. Spans limited to value shown because of possible effects of concentrated loads. Allowable uniform loads based on deflection of 7 160 of span is 100 pounds per
square foot except allowable total uniform load for 1 7 8 -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 7 4 -inch minimum thickness underlayment or 1 7, inches of
approved cellular or lightweight concrete is placed over the subfloor, or finish floor is Y,-inch wood strip.
b. Floor panels conforming with this table shall be deemed to meet the design criteria of Section 2304.7.
c. Applicable to all grades of sanded exterior-type plywood. See DOC PS 1 for plywood species groups.
d. Applicable to Underlayment grade, C-C (Plugged) plywood, and Single Floor grade wood structural panels.
460
2012 INTERNATIONAL BUILDING CODE®
WOOD
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) ab
PANEL GRADE
THICKNESS (inch)
MAXIMUM SPAN (inches)
LOAD AT MAXIMUM SPAN (psf)
Live
Total
7 /, 6
24
20
30
15,
'32
24
35 c
45 c
Structural I sheathing
Vj
24
40 c
50 c
19, 5,
'32' '8
24
70
80
vu
24
90
100
7 /„
16
40
50
15,
'32
24
20
25
Sheathing, other grades covered
%
24
25
30
in DOC PS lor DOC PS 2
19,
32
24
40 c
50°
5 /
's
24
45 c
55 c
23, 3,
'32' M
24
60 c
65 c
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 7 180 of span under live load plus dead load, 7 24 „ 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.
2304.8.3 Mechanically laminated decking. Mechani-
cally laminated decking shall comply with Sections
2304.8.3.1 through 2304.8.3.3.
2304.8.3.1 General. Mechanically laminated decking
consists of square-edged dimension lumber laminations
set on edge and nailed to the adjacent pieces and to the
supports.
2304.8.3.2 Nailing. The length of nails connecting lam-
inations shall not be less than two and one-half times
the net thickness of each lamination. Where decking
supports are 48 inches (1219 mm) on center (o.c.) or
less, side nails shall be installed not more than 30
inches (762 mm) o.c. alternating between top and bot-
tom 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
installed not more than 18 inches (457 mm) o.c. alter-
nating between top and bottom edges and staggered
one-third of the spacing in adjacent laminations. Two
side nails shall be installed 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, alter-
nate 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 second courses shall bear on at least two supports
with end joints in these two courses occurring on alter-
nate supports. A maximum of seven intervening
courses shall be permitted before this pattern is
repeated.
2304.8.4 Two-inch sawn tongue-and-groove decking.
Two-inch (5 1 mm) sawn tongue-and-groove decking shall
comply with Sections 2304.8.4.1 through 2304.8.4.3.
2304.8.4.1 General. Two-inch (51 mm) decking shall
have a maximum moisture content of 1 5 percent. Deck-
ing shall be machined with a single tongue-and-groove
pattern. Each decking piece shall be nailed to each sup-
port.
2304.8.4.2 Nailing. Each piece of decking shall be toe-
nailed 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 second courses shall bear on at least two supports
with end joints in these two courses occurring on alter-
nate supports. A maximum of seven intervening
courses shall be permitted before this pattern is
repeated.
2304.8.5 Three- and four-inch sawn tongue-and-groove
decking. Three- and four-inch (76 mm and 102 mm) sawn
tongue-and-groove decking shall comply with Sections
2304.8.5.1 through 2304.8.5.3.
2304.8.5.1 General. Three-inch (76 mm) and four-inch
(102 mm) decking shall have a maximum moisture
content of 1 9 percent. Decking shall be machined with
a double tongue-and-groove pattern. Decking pieces
shall be interconnected and nailed to the supports.
2304.8.5.2 Nailing. Each piece shall be toenailed at
each support with one 40d common nail and face-
2012 INTERNATIONAL BUILDING CODE®
461
WOOD
nailed with one 60d common nail. Courses shall be
spiked to each other with 8-inch (203 mm) spikes at
maximum intervals of 30 inches (762 mm) through pre-
drilled edge holes penetrating to a depth of approxi-
mately 4 inches (102 mm). One spike shall be installed
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 on a
support are permitted to be located in interior bays pro-
vided 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 Connectors and fasteners. Connectors and fasteners
shall comply with the applicable provisions of Sections
2304.9.1 through 2304.9.7.
2304.9.1 Fastener requirements. Connections for wood
members shall be designed in accordance with the appro-
priate 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
capacity, torsional moment capacity and deflection char-
acteristics of joist hangers shall be determined in accor-
dance with Section 1716.1.
2304.9.4 Other fasteners. Clips, staples, glues and other
approved methods of fastening are permitted where
approved.
2304.9.5 Fasteners and connectors in contact with pre-
servative-treated and fire-retardant-treated wood. Fas-
teners, including nuts and washers, and connectors in
contact with preservative-treated and fire-retardant-
treated wood shall be in accordance with Sections
2304.9.5.1 through 2304.9.5.4. The coating weights for
zinc-coated fasteners shall be in accordance with ASTM A
153.
2304.9.5.1 Fasteners and connectors for preserva-
tive-treated wood. Fasteners, including nuts and wash-
ers, in contact with preservative-treated wood shall be
of hot-dipped zinc-coated galvanized steel, stainless
steel, silicon bronze or copper. 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 minimum. Connectors that are
used in exterior applications and in contact with preser-
vative-treated wood shall have coating types and
weights in accordance with the treated wood or connec-
tor manufacturer's recommendations. In the absence of
manufacturer's recommendations, a minimum of
ASTM A 653, type G185 zinc-coated galvanized steel,
or equivalent, shall be used.
Exception: Plain carbon steel fasteners, including I
nuts and washers, in SBX/DOT and zinc borate pre- j
servative-treated wood in an interior, dry environ-
ment shall be permitted.
2304.9.5.2 Fastenings for wood foundations. Fasten-
ings, including nuts and washers, for wood foundations j
shall be as required in AF&PA PWF.
2304.9.5.3 Fasteners for fire-retardant-treated wood
used in exterior applications or wet or damp loca-
tions. Fasteners, including nuts and washers, for fire- |
retardant-treated wood used in exterior applications or
wet or damp locations shall be of hot-dipped zinc-
coated galvanized steel, stainless steel, silicon bronze
or copper. 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
minimum.
2304.9.5.4 Fasteners for Fire-retardant-treated wood
used in interior applications. Fasteners, including i
nuts and washers, for fire-retardant-treated wood used |
in interior locations shall be in accordance with the
manufacturer's recommendations. In the absence of
manufacturer's recommendations, Section 2304.9.5.3
shall apply.
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
material not less than 0.040 inch (1.01 mm) nominal thick-
ness.
2304.9.7 Framing requirements. Wood columns and
posts shall be framed to provide full end bearing. Alterna-
tively, 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 fas-
tened to resist lateral and net induced uplift forces.
2304.10 Heavy timber construction. Where a structure or
portion thereof is required to be of Type IV construction by
other provisions of this code, the building elements therein
shall comply with the applicable provisions of Sections
2304.10.1 through 2304.10.5.
2304.10.1 Columns. Columns shall be continuous or
superimposed throughout all stories by means of rein-
forced concrete or metal caps with brackets, or shall be
connected by properly designed steel or iron caps, with
pintles and base plates, or by timber splice plates affixed
to the columns by metal connectors housed within the con-
tact faces, or by other approved methods.
462
2012 INTERNATIONAL BUILDING CODE®
WOOD
TABLE 2304.9.1
FASTENING SCHEDULE
CONNECTION
FASTENING 31 "
LOCATION
1 . Joist to sill or girder
3 - 8d common (2'/," x 0.131")
3 - 3" x 0.131" nails
3-3" 14 gage staples
toenail
2. Bridging to joist
2 - 8d common (2'/ 2 " x 0.131")
2 - 3" x 0.131" nails
2-3" 14 gage staples
toenail each end
3. 1 " x 6" subfloor or less to each joist
2- 8d common (2V 2 " x 0.131")
face nail
4. Wider than 1" x 6" subfloor to each joist
3 - 8d common (2'/ 2 " x 0.131")
face nail
5. 2" subfloor to joist or girder
2 - 16d common (3'/ 2 " 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(37 2 "x0.135")atl6"o.c.
3" x 0.131" nails at 8" o.c.
3" 14 gage staples at 12" o.c.
3-16d(37 2 " x 0.135") at 16" o.c.
4 - 3" x 0.131" nails at 16" o.c.
4 - 3" 14 gage staples at 16" o.c.
typical face nail
braced wall panels
7. Top plate to stud
2 - 16d common (3'/ 2 " x 0.162")
3 - 3" x 0.131" nails
3-3" 14 gage staples
end nail
8. Stud to sole plate
4 - 8d common (2'/ 2 " x 0. 1 3 1 ")
4 - 3" x 0.131" nails
3-3" 14 gage staples
toenail
2 - 16d common (3'/ 2 " x 0.162")
3 - 3" x 0.131" nails
3-3" 14 gage staples
end nail
9. Double studs
16d(37 2 "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 (3V," x 0.135") at 16" o.c.
3" x 0.131" nail at 12" o.c.
3" 14 gage staple at 12" o.c.
8 - 16d common (37," x 0.162")
12- 3" x 0.131" nails
12-3" 14 gage staples
typical face nail
lap splice
11. Blocking between joists or rafters to top plate
3 - 8d common (27 2 " x 0.131")
3 - 3" x 0.131 "nails
3-3" 14 gage staples
toenail
12. Rim joist to top plate
8d(27 2 "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 (37," x 0.162")
3 - 3" x 0.131" nails "
3-3" 14 gage staples
face nail
14. Continuous header, two pieces
16d common (37," x 0.162")
16" o.c. along edge
15. Ceiling joists to plate
3 - 8d common (27," x 0.131")
5 -3" x 0.131" nails
5-3" 14 gage staples
toenail
16. Continuous header to stud
i - 8d common (27 2 " x 0.131")
oenail
(continued)
2012 INTERNATIONAL BUILDING CODE®
463
WOOD
CONNECTION
17. Ceiling joists, laps over partitions
(see Section 2308.10.4.1, Table 2308.10.4.1)
18. Ceiling joists to parallel rafters
(see Section 2308.10.4.1, Table 2308.10.4.1)
19. Rafter to plate
(see Section 2308.10.1, Table 2308.10.1)
20. 1" diagonal brace to each stud and plate
21 . 1" x 8" sheathing to each bearing
22. Wider than 1" x 8" sheathing to each bearing
23. Built-up corner studs
24. Built-up girder and beams
25. 2" planks
26. Collar tie to rafter
27. Jack rafter to hip
TABLE 2304.9.1— continued
FASTENING SCHEDULE
FASTENING 3
3 - 16d common (37," x 0.162") minimum,
Table 2308. 10.4.1
4-3" x 0.131" nails
4- 3" 14 gage staples
28. Roof rafter to 2-by ridge beam
29. Joist to band joist
3 - 16d common (3'/ 2 " x 0.162") minimum,
Table 2308.10.4.1
4-3" x 0.131" nails
4 - 3" 14 gage staples
3 -8d common (2V," x 0.131"
3 - 3" x 0.131" nails
3-3" 14 gage staples
2 - 8d common (27 2 " x 0.131")
2-3" x 0.131" nails
3-3" 14 gage staples
3 - 8d common (2 7 2 " x 0.131")
3 - 8d common (27," x 0.131")
16d common (37 2 "x 0.162")
3" x 0.131" nails
3" 14 gage staples
20d common (4" x 0.192") 32" ox.
3" x 0.131" nail at 24" ox.
3" 14 gage staple at 24" ox.
2 - 20d common (4" x 0.192")
3 - 3" x 0.131" nails
3 - 3" 14 gage staples
16d common (37 2 " x 0.162")
3 -lOd common (3" x 0.148")
4-3" x 0.131" nails
4 - 3" 14 gage staples
3 -lOd common (3" x 0.148")
4 - 3" x 0.131" nails
4-3" 14 gage staples
2 - 16d common (37," x 0.162")
3-3" x 0.131" nails
3-3" 14 gage staples
2 - 16d common (37 2 " x 0.162")
3 - 3" x 0.131" nails
3 - 3" 14 gage staples
2 -16d common (37 2 " x 0.162")
3 - 3" x 0.131" nails
3 - 3" 14 gage staples
3 -16d common (37 2 "x 0.162")
4-3" x 0.131" nails
4-3" 14 gage staples
(continued)
LOCATION
face nail
face nail
toenail
face nail
face nail
face nail
24" o.c.
16" o.c.
16" o.c.
face nail at top and bottom stag
gered on opposite sides
face nail at ends and at each
splice
at each bearing
face nail
toenail
face nail
toenail
face nail
face nail
464
2012 INTERNATIONAL BUILDING CODE
WOOD
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 interme-
diate beams are used to support a floor, they shall rest on
top of girders, or shall be supported by ledgers or blocks
securely fastened to the sides of the girders, or they shall
be supported by an approved metal hanger into which the
ends of the beams shall be closely fitted.
2304.10.3 Roof framing. Every roof girder and at least
every alternate roof beam shall be anchored to its support-
ing member; and every monitor and every sawtooth con-
struction shall be anchored to the main roof construction.
Such anchors shall consist of steel or iron bolts of suffi-
cient strength to resist vertical uplift of the roof.
TABLE 2304.9.1— continued
FASTENING SCHEDULE
CONNECTION
30. Ledger strip
31. Wood structural panels and particleboard b
Subfloor, roof and wall sheathing (to framing)
FASTENING"
3 - 16d common (37," x 0.162")
4-3" x 0.131" nails"
4 - 3" 14 gage staples
face nail at each joist
Single floor (combination subfloor-underlay-
ment to framing)
32. Panel siding (to framing)
33. Fiberboard sheathing 6
34. Interior paneling
V," and less
7 - to 7/
7 8 "tol"
l7 8 "tol7 4 "
7 4 " and less
7 8 "tol"
l7 8 "to 17 4 "
6d°
27 8 "x 0.113" nail"
l7 4 "16gage°
8d d or6d e
27 g "x 0.113"
2" 16 gage"
8d c
10d d or8d e
6d i:
8d e
10d"or8d e
nail"
7 2 " or less
V
6d r
8d f
No. 1 1 gage roofing nail 11
6d common nail (2" x 0.113")
7 "
No. 16 gage staple'
No. 11 gage roofing nail h
8d common nail (27 2 " x 0.131")
No. 16 gage staple 1
4d j
6d k
LOCATION
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 nailing of
wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or
casing.
Common or deformed shank (6d - 2" x 0.1 13"; 8d - 27 2 " x 0.131 "; lOd - 3" x 0.148").
Common (6d - 2" x 0.113"; 8d - 27 2 " x 0.131"; lOd - 3" x 0.148").
Deformed shank (6d - 2" x 0.113"; 8d - 27 2 " x 0.131"; lOd - 3" x 0.148").
Corrosion-resistant siding (6d - 17," x 0.106"; 8d - 27 8 " x 0.128") or casing (6d - 2" x 0.099"; 8d - 27," x 0.1 13") 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 1 2 inches on center at intermediate supports for nonstructural applications,
h. Corrosion-resistant roofing nails with 7 lfl -inch-diameter head and 1 7 2 -inch length for 7,-inch sheathing and l7 4 -inch length for 2 7 32 -inch sheathing. ^
i. Corrosion-resistant staples with nominal 7 16 -inch crown or 1-inch crown and l7 4 -inch length for 7 2 -inch sheathing and l7 2 -inch length for 2 7 32 -lnch
sheathing. Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked),
j. Casing (1 7," x 0.080") or finish (1 7 2 " 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 applications, 8d nails (27," x 0.1 13") are the minimum required for wood structural panels,
m. Staples shall have a minimum crown width of 7 / 16 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
intermediate supports for roof sheathing,
p. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports.
2012 INTERNATIONAL BUILDING CODE 8
465
WOOD
2304.10.4 Floor decks. Floor decks and covering shall not
extend closer than 7 2 inch (12.7 mm) to walls. Such 72-
inch (12.7 mm) spaces shall be covered by a molding fas-
tened to the wall either above or below the floor and
arranged such that the molding will not obstruct the expan-
sion or contraction 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
determined 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. Wood shall
be protected from decay and termites in accordance with the
applicable provisions of Sections 2304.11.1 through
2304.11.9.
2304.11.1 General. Where required by this section, pro-
tection 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, 2304.11.3 and 2304.11.5 shall be
naturally 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
girders are closer than 12 inches (305 mm) to the
exposed ground in crawl spaces or unexcavated areas
located within the perimeter of the building foundation,
the floor construction (including posts, girders, joists
and subfloor) shall be of naturally durable or preserva-
tive-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 mm) 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 naturally durable or preservative-
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
provided with a 7 2 -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
siding and earth on the exterior of a building shall not
be less than 6 inches (152 mm) or less than 2 inches (51
mm) vertical from concrete steps, porch slabs, patio
slabs and similar horizontal surfaces exposed to the
weather except where siding, sheathing and wall fram-
ing are of naturally durable or preservative-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,
supported by concrete piers or metal pedestals
projected 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 impervious moisture barrier.
2. Posts or columns in enclosed crawl spaces or
unexcavated areas located within the periph-
ery 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-
laminated timbers that form the structural supports of a
building or other structure and are exposed to weather and
not fully protected from moisture by a roof, eave or similar
covering shall be pressure treated with preservative or be
manufactured from naturally durable or preservative-
treated wood.
2304.11.4 Wood 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 preservatives in accordance with
AWPA Ul (Commodity Specifications 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
contact 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 con-
crete or masonry slabs, shall be of naturally durable or
preservative-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
466
2012 INTERNATIONAL BUILDING CODE®
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 protection from a roof, eave, overhang or other
covering to prevent moisture or water accumulation on the
surface or at joints between members.
Exception: When a building is located in a geographi-
cal region where experience has demonstrated that cli-
matic 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 in the locations specified in
Section 2304.11.2.1 and exposed framing of exterior
decks or balconies 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 preserva-
tive treated in accordance with AWPA Ul (Commodity
Specifications 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
concrete, 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 Sec-
tion 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-frame shear walls or
wood-frame diaphragms to resist wind, seismic or other lat-
eral loads shall be designed and constructed in accordance
with AF&PA SDPWS and the applicable provisions of Sec-
tions 2305, 2306 and 2307.
2305.1.1 Openings in shear panels. Openings in shear
panels that materially affect their strength shall be detailed
on the plans, and shall have their edges adequately rein-
forced to transfer all shearing stresses.
2305.2 Diaphragm deflection. The deflection of wood-
frame diaphragms shall be determined in accordance with
AF&PA SDPWS. The deflection (A) of a blocked wood
structural panel diaphragm uniformly fastened throughout
with staples is permitted to be calculated in accordance with
Equation 23-1. If not uniformly fastened, the constant 0.188
(For SI: 1/1627) in the third term shall be modified by an
approved method.
%EAb AGr " 2b
For SI: A =
0.052vL
EAb
AGr 1627
(Equation 23-1)
S(A C X)
2b
where:
A
B
E
= Area of chord cross section, in square inches (mm 2 ).
= Diaphragm width, in feet (mm).
= Elastic modulus of chords, in pounds per square inch (N/
mm 2 ).
= Staple deformation,
2305.2(1)].
in inches (mm) [see Table
G, = Panel rigidity through the thickness, in pounds per inch
(N/ram) of panel width or depth [see Table 2305.2(2)].
L = Diaphragm length, in feet (mm).
v = Maximum shear due to design loads in the direction
under consideration, in pounds per linear foot (plf) (N/
mm).
A = The calculated deflection, in inches (mm).
Z(A t 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(1)
e„ VALUES (inches) FOR USE IN CALCULATING DIAPHRAGM
AND SHEAR WALL DEFLECTION DUE TO FASTENER SLIP
(Structural I) ao
LOAD PER FASTENER"
(pounds)
FASTENER DESIGNATIONS
14-Ga staple x 2 inches long
60
0.011
80
0.018
100
0.028
120
0.04
140
0.053
160
0.068
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N.
a. Increase e r values 20 percent for plywood grades other than Structural I.
b. Load per fastener = maximum shear per foot divided by the number of
fasteners per foot at interior panel edges.
c. Decrease e n values 50 percent for seasoned lumber (moisture content < 19
percent).
2305.3 Shear wall deflection. The deflection of wood-frame
shear walls shall be determined in accordance with AF&PA
SDPWS. The deflection (A) of a blocked wood structural
panel shear wall uniformly fastened throughout with staples
is permitted to be calculated in accordance with Equation 23-
2.
A =
ivh , vh , mc , . h
+ — + 0.75he„ + d-
EAb Gt
(Equation 23-2)
2012 INTERNATIONAL BUILDING CODE®
467
WOOD
For SI: A
vh , vh i he n
3EAb Gt 407.6
"b
where
A =
E =
e n —
Gt =
Area of boundary element cross section in square inches
(mm 2 ) (vertical member at shear wall boundary).
Wall width, in feet (mm).
Vertical elongation of overturning anchorage (including
fastener slip, device elongation, anchor rod elongation, etc.)
at the design shear load (v).
Elastic modulus of boundary element (vertical member at
shear wall boundary), in pounds per square inch (N/mm 2 ).
Staple deformation, in inches (mm) [see Table 2305.2(1)].
Panel rigidity through the thickness, in pounds per inch (N/
mm) of panel width or depth [see Table 2305.2(2)].
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).
SECTION 2306
ALLOWABLE STRESS DESIGN
2306.1 Allowable stress design. The design and construction |
of wood elements in structures using allowable stress design
shall be in accordance with the following applicable stan-
dards:
American Forest & Paper Association.
NDS National Design Specification for
SDPWS
Wood Construction
Special Design Provisions for Wind
and Seismic
TABLE 2305.2(2)
VALUES OF Gt FOR USE IN CALCULATING DEFLECTION OF WOOD STRUCTURAL PANEL SHEAR WALLS AND DIAPHRAGMS
PANEL
TYPE
SPAN
RATING
VALUES OF Gt (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,
AC
Marine
All Other
Grades
Sanded Plywood
X
24,000
31,000
24,000
31,000
31,000
31,000
%
25.500
33,000
25,500
33,000
33,000
33,000
%
26,000
34,000
26,000
34,000
34,000
34,000
%
38,000
49,500
38,000
49,500
49,500
49,500
%
38,500
50,000
38,500
50,000
50,000
50,000
%
49,000
63,500
49,000
63,500
63,500
63,500
%
49,500
64,500
49,500
64,500
64,500
64,500
%
50,500
65,500
50,500
65,500
65,500
65,500
%
51,000
66,500
51,000
66,500
66,500
66,500
X
52,500
68,500
52,500
68,500
68,500
68,500
1
73,500
95,500
73,500
95,500
95,500
95,500
l'/ s
75,000
97,500
75,000
97,500
97,500
97,500
For SI: 1 inch = 25.4 mm, 1 pound/inch = 0.1751 N/mm.
a. Applies to plywood with five or more layers; for five-ply/three-layer plywood, use values for four ply.
468
2012 INTERNATIONAL BUILDING CODE®
WOOD
American Institute of Timber Construction.
AITC 104
AITC 110
AITC 113
AITC 117
Typical Construction Details
Standard Appearance Grades for Struc-
tural Glued Laminated Timber
Standard for Dimensions of Structural
Glued Laminated Timber
Standard Specifications for Structural
Glued Laminated Timber of Softwood
Species
AITC 119 Standard Specifications for Structural
Glued Laminated Timber of Hardwood
Species
ANS1/AITC A 1 90. 1 Structural Glued Laminated Timber
AITC 200 Inspection Manual
American Society of Agricultural and Biological
Engineers.
Diaphragm Design of Metal-clad, Post-
Frame Rectangular Buildings
Shallow Post Foundation Design
ASABE EP 484.2
ASABEEP 486.1
ASABE 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 Drilling of Glued
Laminated Timber Beams
EWS S475 Glued Laminated Beam Design Tables
EWS X450 Glulam in Residential Construction
EWS X440 Product and Application Guide: Glulam
EWS R540 Builders Tips: Proper Storage and Han-
dling of Glulam Beams
Truss Plate Institute, Inc.
TPI 1 National Design Standard for Metal
Plate Connected Wood Truss Construc-
tion
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 allow-
able unit stresses for preservative-treated wood need no
adjustment for treatment, but are subject to other adjust-
ments.
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 deck-
ing 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.
2306.2 Wood-frame diaphragms. Wood-frame diaphragms
shall be designed and constructed in accordance with
AF&PA SDPWS. Where panels are fastened to framing
members with staples, requirements and limitations of
AF&PA SDPWS shall be met and the allowable shear values
set forth in Table 2306.2(1) or 2306.2(2) shall be permitted.
The allowable shear - values in Tables 2306.2(1) and
2306.2(2) are permitted to be increased 40 percent for wind
design.
2306.2.1 Gypsum board diaphragm ceilings. Gypsum
board diaphragm ceilings shall be in accordance with Sec-
tion 2508.5.
2306.3 Wood-frame shear walls. Wood-frame shear walls
shall be designed and constructed in accordance with
AF&PA SDPWS. Where panels are fastened to framing
members with staples, requirements and limitations of
AF&PA SDPWS shall be met and the allowable shear values
set forth in Table 2306.3(1), 2306.3(2) or 2306.3(3) shall be
permitted. The allowable shear values in Tables 2306.3(1)
and 2306.3(2) are permitted to be increased 40 percent for
wind design. Panels complying with ANSI/ APA PRP-210
shall be permitted to use design values for Plywood Siding in
the AF&PA SDPWS.
2012 INTERNATIONAL BUILDING CODE®
469
WOOD
TABLE 2306.1.4
ALLOWABLE LOADS FOR LUMBER DECKING
PATTERN
ALLOWABLE AREA LOAD"' 6
Flexure
Deflection
Simple span
Vb
%F b d 2
3&4AE'd 3
Two-span continuous
°b
\S5AE'd 3
°A- f 12
Combination simple- and
two-span continuous
C b
%F b d 2
l 2 6
131A£"d 3
°a- f ,2
Cantilevered pieces
intermixed
°b
20F b d 2
3/ 2 6
\05AE'd 3
a *= } 4 12
Controlled random layup
Mechanically laminated
decking
°b
20F b d 2
lOOAE'd 3
3/ 2 6
2-inch decking
v b
20F b d 2
3/ 2 6
100A£'d 3
°*~ t 12
3-inch and 4-inch decking
G b
20F, 7 d 2
116A£'d 3
3/ 2 6
For SI: 1 inch = 25.4 mm.
a. a b - Allowable total uniform load limited by bending.
o A = Allowable total uniform load limited by deflection.
b. d = Acutal decking thickness.
/ = Span of decking.
F,' = Allowable bending stress adjusted by applicable factors.
£' = Modulus of elasticity adjusted by applicable factors.
SECTION 2307
LOAD AND RESISTANCE FACTOR DESIGN
2307.1 Load and resistance factor design. The design and |
construction of wood elements and structures using load and
resistance factor design shall be in accordance with AF&PA
NDS and AF&PA SDPWS. 4
SECTION 2308
CONVENTIONAL LIGHT-FRAME CONSTRUCTION
2308.1 General. The requirements of this section are
intended for conventional light-frame construction. Other
methods are permitted to be used, provided a satisfactory
design is submitted showing compliance with other provi-
sions of this code. Interior nonload-bearing partitions, ceil-
ings and curtain walls of conventional light-frame
construction are not subject to the limitations of this section.
Alternatively, compliance with AF&PA WFCM shall be per-
mitted subject to the limitations therein and the limitations of
this code. Detached one- and two-family dwellings and multi-
ple 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 prac-
tice and the provisions of this code. For the purposes of
this section, the term "portions" shall mean parts of build-
ings containing volume and area such as a room or a series
of rooms.
470
2012 INTERNATIONAL BUILDING CODE®
WOOD
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MINIMUM NOMINAL
WIDTH OF
FRAMING
MEMBERS AT
ADJOINING PANEL
EDGES AND
BOUNDARIES"
(inches)
tN
en
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m
CN
m
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MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)
^
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MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)
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2012 INTERNATIONAL BUILDING CODE®
471
WOOD
TABLE 2306.2(1)— continued
ALLOWABLE SHEAR VALUES (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL DIAPHRAGMS UTILIZING STAPLES
WITH FRAMING OF DOUGLAS FIR-LARCH, OR SOUTHERN P!NE a FOR WIND OR SEISMIC LOADING'
m
II* "O
m a
w
CASH
Load
*y <j/ *i r T(L-
Blocking typical,
if used
I I
CASE 2
Load
4^. -x -w *....
Framing
typical
CASE 6
Load
_a:
HITS v
4- 4- 4- J-
] .., - : .. .... ..
V
N :
"^
\
I
1-
-Continuous panel joints
Diaphragm boundary
Continuous panel joints
Framing
Blocking
For SI: 1 inch = 25.4 mm, I 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.
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.
d. Staples shall have a minimum crown width of 7 / l6 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
e. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.
f. 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.
472
2012 INTERNATIONAL BUILDING CODE®
WOOD
TABLE 2306.2(2)
ALLOWABLE SHEAR VALUES (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL BLOCKED DIAPHRAGMS
UTILIZING MULTIPLE ROWS OF STAPLES (HIGH-LOAD DIAPHRAGMS) WITH FRAMING OF
DOUGLAS FIR-LARCH OR SOUTHERN PINE a FOR WIND OR SEISMIC LOADING" 9 h
PANEL GRADE'
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 9
LINES OF
FASTENERS
BLOCKED DIAPHRAGMS
Cases 1 and 2 d
Fastener Spacing Per Line at
Boundaries
(inches)
4
27,
2
Fastener Spacing Per Line at
Other Panel Edges (inches)
6
4
4
3
3
2
Structural I grades
14 gage
staples
2
%
3
2
600
600
860
960
1,060
1,200
4
3
860
900
1,160
1,295
1,295
1,400
%
3
2
600
600
875
960
1,075
1,200
4
3
875
900
1,175
1,440
1,475
1,795
Sheathing single
floor and other
grades covered in
DOC PS 1 and PS 2
14 gage
staples
2
%
3
2
540
540
735
865
915
1,080
4
3
735
810
1,005
1,105
1,105
1,195
19/
'32
3
2
600
600
865
960
1,065
1,200
4
3
865
900
1,130
1,430
1,370
1,485
23;
'32
4
3
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
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.
b. Fastening along intermediate framing 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 2306.2(1). The values shown are applicable to Cases 3, 4, 5 and 6 as shown in Table
2306.2(1), providing fasteners at all continuous panel edges are spaced in accordance with the boundary fastener 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 7 /, 6 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 1705.5.1 .
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.
(continued)
2012 INTERNATIONAL BUILDING CODE®
473
WOOD
TABLE 2306.2(2)— continued
ALLOWABLE SHEAR VALUES (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL BLOCKED DIAPHRAGMS
UTILIZING MULTIPLE ROWS OF STAPLES (HIGH-LOAD DIAPHRAGMS) WITH FRAMING OF
DOUGLAS FIR-LARCH OR SOUTHERN PINE FOR WIND OR SEISMIC LOADING
2 1/2"
1 1/4"
1 1/4"
ML.
1/2"
3/8"
m
N>
1/2"
3/8"
A-
'ANEL JOINT
^
TABLE
31/2"
1 3/4"
1 3/4"
3/8"
1/2'
1/2"
3/8"
3/8:
■"<
1/2"
1/2"
3/8"
SPACING
3" NOMINAL— TWO LINES
■V
:.::::^
'ANEL JOINT
TABLE
SPACING
4" NOMINAL— THREE LINES
V
/-PANEL EDGE
31/2"
1 3/4"
1/2"
3/4"
>
"/-PANEL JOINT
CO
®
<:
• /
1/2"
^ay J>
"<,
13/4"
1/2"^
^ in
3/4"
A
1- — -
, <L
1/2"
A
V
TABLE
V
TABLE
SPACING
4" NOMIN/
SPACING
VL— TWO LINES
TYPICAL BOUNDARY FASTENING
(Shown is two lines staggered.)
NOTE: SPACE PANEL END AND EDGE JOINT 1/8-INCH. REDUCE SPACING BETWEEN LINES OF NAILS AS NECESSARY TO
MAINTAIN MINIMUM 3/8-INCH FASTENER EDGE MARGINS, MINIMUM SPACING BETWEEN LINES IS 3/8-INCH
474
2012 INTERNATIONAL BUILDING CODE®
WOOD
TABLE 2306.3(1)
ALLOWABLE SHEAR VALUES (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS UTILIZING STAPLES WITH
FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE a FOR WIND OR SEISMIC LOADING" ■'•<'•'
PANEL GRADE
MINIMUM NOMINAL
PANEL THICKNESS
(inch)
MINIMUM
FASTENER
PENETRATION IN
FRAMING (inches)
PANELS APPLIED DIRECT TO FRAMING
PANELS APPLIED OVER 7 2 " OR %"
GYPSUM SHEATHING
Staple size"
Fastener spacing at panel
edges (inches)
Staple size h
Fastener spacing at panel
edges (inches)
6
4
3
2 d
6
4
3
2 d
Structural I
sheathing
3 / 8
1
17,16
Gage
155
235
315
400
2 16 Gage
155
235
310
400
X
170
260
345
440
155
235
310
400
%2
185
280
375
475
155
235
300
400
Sheathing, ply-
wood siding 6
except Group 5
Species,
ANSI/APA PRP
210 siding
\°oiV
1
17,16
Gage
145
220
295
375
2 16 Gage
110
165
220
285
%
140
210
280
360
140
210
280
360
7 /, 6
155
230
310
395
140
210
280
360
%2
170
255
335
430
140
210
280
360
%
17 4 16
Gage
185
280
375
475
—
—
—
—
—
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.
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 3 / s -inch and '/^-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. 3 / s -inch panel thickness or siding with a span rating of 16 inches on center is the minimum recommended where applied directly to framing as exterior siding.
For grooved panel siding, the nominal panel thickness is the thickness of the panel measured at the point of fastening.
d. Framing at adjoining panel edges shall be 3 inches nominal or wider.
e. Values apply to all-veneer plywood. Thickness at point of fastening on panel edges governs shear values.
f. Where panels are applied on both faces of a wall and fastener 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 inches nominal or thicker at adjoining panel edges.
g. In Seismic Design Category D, E or F, where shear design values exceed 350 pounds per linear foot, all framing members receiving edge fastening 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 at all panel edges. See AF&PA
SDPWS for sill plate size and anchorage requirements.
h. Staples shall have a minimum crown width of 7 / i6 inch and shall be installed with their crowns parallel to the long dimension of the framing members,
i. 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.
I:
TABLE 2306.3(2)
ALLOWABLE SHEAR VALUES (plf) FOR WIND OR SEISMIC LOADING ON SHEAR WALLS OF FIBERBOARD
SHEATHING BOARD CONSTRUCTION UTILIZING STAPLES FOR TYPE V CONSTRUCTION ONLY 3 '"- d •'
THICKNESS AND GRADE
FASTENER SIZE
ALLOWABLE SHEAR VALUE
(pounds per linear foot)
STAPLE SPACING AT PANEL EDGES (inches) 8
4
3
2
7 2 " or 25 /, 2 " Structural
No. 1 1 gage galvanized staple, 7 / 16 " crown r
150
200
225
No. 11 gage galvanized staple, l"crown f
220
290
325
For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. Fiberboard sheathing 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. For framing of other species: (I ) Find specific gravity for
species of framing lumber in AF&PA NDS. (2) For staples, multiply the shear value from the table above by 0.82 for species with specific gravity of 0.42 or
greater, or 0.65 for all other species.
c. Values shown are for fiberboard sheathing on one side only with long panel dimension either parallel or perpendicular to studs.
d. Fastener shall be spaced 6 inches on center along intermediate framing members.
e. Values are not permitted in Seismic Design Category D, E or F.
f. Staple length shall not be less than 1 7 2 inches for 25 / 32 -inch sheathing or 1 7 4 inches for V 2 -inch sheathing.
2012 INTERNATIONAL BUILDING CODE®
475
WOOD
TABLE 2306.3(3)
ALLOWABLE SHEAR VALUES FOR WIND OR SEISMIC FORCES FOR SHEAR WALLS OF LATH AND PLASTER OR GYPSUM BOARD
WOOD FRAMED WALL ASSEMBLIES UTILIZING STAPLES
J
TYPE OF MATERIAL
THICKNESS
OF MATERIAL
WALL
CONSTRUCTION
STAPLE SPACING"
MAXIMUM (inches)
SHEAR
VALUE"
(P«)
MINIMUM STAPLE SIZE* 9
1 . Expanded metal or woven wire lath
and Portland cement plaster
7"
'8
Unblocked
6
180
No. 16 gage galv. staple, 7 8 " legs
2. Gypsum lath, plain or perforated
V 8 " lath and
7 2 " plaster
Unblocked
5
100
No. 16 gage galv. staple, 1 V 8 " long
3. Gypsum sheating
V 2 " x 2' x 8'
Unblocked
4
75
No. 16 gage galv. staple, 1 V 4 " long
7,"x4'
Blocked"
Unblocked
4
7
175
100
4. Gypsum board, gypsum veneer
base or water-resistant gypsum
backing board
7"
2
Unblocked"
7
75
No. 16 gage galv. staple, 1 V 2 " long
Unblocked 11
4
110
Unblocked
7
100
Unblocked
4
125
Blocked
7
125
Blocked'
4
150
7"
'a
Unblocked^
7
115
No. 16 gage galv. staple, l'/ 2 "
legs, 1%" long
4
145
Blocked 6
7
145
4
175
Blocked 6
Two-ply
Base ply: 9
Face ply: 7
250
No. 16 gage galv. staple l7 8 " long
No. 15 gage galv. staple, 2'/ 4 "long
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 walls (see AF & PA SDPWS). Values shown are for short-term loading
due to wind or seismic loading. Walls resisting seismic loads shall be subject to the limitations in Section 12.2.1 of ASCE7. Values shown shall be reduced
25 percent for normal loading.
b. Applies to fastening at studs, top and bottom plates and blocking.
c. Except as noted, shear values are based on a maximum framing spacing of 16 inches on center.
d. Maximum framing spacing of 24 inches on center.
e. All edges are blocked, and edge fastening is provided at all supports and all panel edges.
f. Staples shall have a minimum crown width of 7 / l6 inch, measured outside the legs, and shall be installed with their crowns parallel to the long dimension of the
framing members.
g. Staples for the attachment of gypsum lath and woven-wire lath shall have a minimum crown width of 7, inch, measured outside the legs.
2308.2 Limitations. Buildings are permitted to be con-
structed in accordance with the provisions of conventional
light-frame construction, subject to the following limitations,
and to further limitations of Sections 2308.1 1 and 2308.12.
1 . Buildings shall be limited to a maximum of three sto-
ries above grade plane. For the purposes of this sec-
tion, for buildings assigned to Seismic Design Category
D or E, cripple stud walls shall be considered to be a
story.
Exception: Solid blocked cripple walls not exceed-
ing 14 inches (356 mm) in height need not be con-
sidered a story.
2. Maximum floor-to-floor height shall not exceed 11
feet, 7 inches (3531 mm). Bearing wall height shall not
exceed a stud height of 10 feet (3048 mm).
3. Loads as determined in Chapter 16 shall not exceed the
following:
3.1. Average dead loads shall not exceed 1 5 psf (718
N/m 2 ) for combined roof and ceiling, exterior
walls, floors and partitions.
Exceptions:
1. Subject to the limitations of Sections
2308.1 1.2 and 2308.12.2, stone or masonry
veneer up to the lesser of 5 inches (127
mm) thick or 50 psf (2395 N/m 2 ) and
installed in accordance with Chapter 14 is
permitted to a height of 30 feet (9144 mm)
above a noncombustible foundation, with
an additional 8 feet (2438 mm) permitted
for gable ends.
2. Concrete or masonry fireplaces, heaters
and chimneys shall be permitted in accor-
dance with the provisions of this code.
3.2. Live loads shall not exceed 40 psf (1916 N/m 2 )
for floors.
3.3. Ground snow loads shall not exceed 50 psf
(2395 N/m 2 ).
476
2012 INTERNATIONAL BUILDING CODE®
WOOD
I
4. V md as determined in accordance with Section 1609.3.1
shall not exceed 100 miles per hour (mph) (44 m/s) (3-
second gust).
Exception: V md as determined in accordance with
Section 1609.3.1 shall not exceed 1 10 mph (48.4 ml
s) (3-second gust) for buildings in Exposure Cate-
gory B that are not located in a hurricane-prone
region.
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
Risk Category IV buildings assigned to Seismic Design
Category B, C, D, E or F.
7. Conventional light-frame construction is limited in
irregular structures assigned to Seismic Design Cate-
gory D or E, as specified in Section 2308.12.6.
2308.2.1 Nominal design wind speed greater than 100
mph (3-second gust). Where V md as determined in accor-
dance with Section 1609.3.1 exceeds 100 mph (3-second
gust), the provisions of either AF&PA WFCM or ICC 600
are permitted to be used. Wind speeds in Figures 1609A,
1609B, and 1609C shall be converted in accordance with
Section 1609.3.1 for use with AF&PA WFCM or ICC
600.
2308.2.2 Buildings in Seismic Design Category B, C, D
or E. Buildings of conventional light-frame construction
and assigned to Seismic Design Category B or C shall
comply with the additional requirements in Section
2308.11.
Buildings of conventional light-frame construction and
assigned to Seismic Design Category D or E shall comply
with the additional requirements in Section 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 line connections. Wind and seismic
lateral forces shall be transferred from the roof and floor
diaphragms to braced wall lines and from the braced wall
lines in upper stories to the braced wall lines in the story
below in accordance with Sections 2308.3.2.1 and
2308.3.2.2.
2308.3.2.1 Bottom plate connection. Braced wall line
bottom plates shall be connected to joists or full-depth
blocking below in accordance with Table 2304.9.1,
Item 6, or to foundations in accordance with Section
2308.3.3.
2308.3.2.2 Top plate connection. Where joists and/or
rafters are used, braced wall line top plates shall be fas-
tened over the full length of the braced wall line to
joists, rafters, rimboards or blocking above in accor-
dance with Table 2304.9.1, Items 11, 12, 15 or 19, as
applicable, based on the orientation of the joists or raf-
ters to the braced wall line. Blocking at joists with
walls above shall be equal to the depth of the joist at the
braced wall line. Blocking at rafters need not be full
depth but shall extend to within 2 inches (51 mm) from
the roof sheathing above. Blocking shall be a minimum
of 2 inches (5 1 mm) nominal thickness and shall be fas-
tened to the braced wall line top plate as specified in
Table 2304.9.1, Item 11. Notching or drilling of holes
in blocking in accordance with the requirements of Sec-
tion 2308.8.2 or Section 2308.10.4.2 shall be permitted.
At exterior gable end walls braced wall panel
sheathing in the top story shall be extended and fas-
tened to roof framing where the spacing between paral-
lel exterior braced wall lines is greater than 50 feet (15
240 mm).
Where roof trusses are used and are installed per-
pendicular to an exterior braced wall line, lateral forces
shall be transferred from the roof diaphragm to the
braced wall over the full length of the braced wall line
by blocking of the ends of the trusses or by other
approved methods providing equivalent lateral force
transfer. Blocking shall be minimum 2 inches (51 mm)
nominal thickness and shall extend to within 2 inches
(51 mm) from the roof sheathing above and shall be
fastened to the braced wall line top plate as specified in
Table 2304.9.1, Item 11. Notching or drilling of holes
in blocking in accordance with the requirements of Sec-
tion 2308.8.2 or Section 2308.10.4.2 shall be permitted.
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 above grade plane. The anchors shall be distrib-
uted along the length of the braced wall line. Other
anchorage devices having equivalent capacity are permit-
ted.
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
calculation 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
dimension not over 50 feet (15 240 mm), continuous
foundations are required at exterior walls only.
2308.4 Design of elements. Combining of engineered ele-
ments or systems and conventionally specified elements or
systems is permitted subject to the following limits:
2308.4.1 Elements exceeding limitations of conven-
tional construction. When a building of otherwise con-
ventional construction contains structural elements
exceeding the limits of Section 2308.2, these elements and
the supporting load path shall be designed in accordance
2012 INTERNATIONAL BUILDING CODE®
477
WOOD
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 noncon-
ventional elements with other applicable provisions of this
code and shall be compatible with the performance of the
conventionally framed system.
2308.5 Connectors and fasteners. Connectors and fasteners
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 '^-inch-diame-
ter (12.7 mm) steel bolts or approved anchors spaced to pro-
vide equivalent anchorage as the steel bolts. 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 mm) o.c. Spans for built-up 2-inch (51 mm)
girders shall be in accordance with Table 2308.9.5 or
2308.9.6. Other girders shall be designed to support the loads
specified in this code. Girder end joints shall occur over sup-
ports.
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
Rafters.
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 l'/ 2 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 (51mm) 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 (51 mm)
of the top or bottom 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 man-
ner.
Joists framing into the side of a wood girder shall be
supported by framing anchors or on ledger strips not less
than 2 inches by 2 inches (5 1 mm by 5 1 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 manufac-
turer's recommendations or where the effects of such
alterations are specifically considered in the design of
the member by a registered design professional.
2308.8.3 Framing around openings. Trimmer and header
joists shall be doubled, or of lumber of equivalent cross
section, 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 mm) long shall be supported at
the header by framing anchors or on ledger strips not less
than 2 inches by 2 inches (51 mm by 51 mm).
2308.8.4 Supporting bearing partitions. Bearing parti-
tions parallel to joists shall be supported on beams, gird-
ers, doubled joists, walls or other bearing partitions.
Bearing partitions perpendicular to joists shall not be off-
set 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 l-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
otherwise 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 venti-
lation, see Section 1203.3.
2308.9 Wall framing. Walls and partitions shall be con-
structed in accordance with the applicable provisions of Sec-
tions 2308.9.1 through 2308.9.4.2.
478
2012 INTERNATIONAL BUILDING CODE®
WOOD
TABLE 2308.8(1)
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
2x8
2x10
2x12
2x6
2x8
2x10
2x12
Maximum floor joist spans
(ft. -in.)
(ft. - in.)
(ft. -in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
Douglas Fir-Larch
SS
12-6
16-6
21-0
25-7
12-6
16-6
21-0
25-7
Douglas Fir-Larch
#1
12-0
15-10
20-3
24-8
12-0
15-7
19-0
22-0
Douglas Fir-Larch
#2
11-10
15-7
19-10
23-0
11-6
14-7
17-9
20-7
Douglas Fir-Larch
#3
9-8
12-4
15-0
17-5
8-8
11-0
13-5
15-7
Hem-Fir
SS
11-10
15-7
19-10
24-2
11-10
15-7
19-10
24-2
Hem-Fir
#1
11-7
15-3
19-5
23-7
11-7
15-2
18-6
21-6
Hem-Fir
#2
11-0
14-6
18-6
22-6
11-0
14-4
17-6
20-4
12
Hem-Fir
#3
9-8
12-4
15-0
17-5
8-8
11-0
13-5
15-7
Southern Pine
SS
12-3
16-2
20-8
25-1
12-3
16-2
20-8
25-1
Southern Pine
#1
12-0
15-10
20-3
24-8
12-0
15-10
20-3
24-8
Southern Pine
#2
11-10
15-7
19-10
24-2
11-10
15-7
18-7
21-9
Southern Pine
#3
10-5
13-3
15-8
18-8
9-4
11-11
14-0
16-8
Spruce-Pine-Fir
SS
11-7
15-3
19-5
23-7
11-7
15-3
19-5
23-7
Spruce-Pine-Fir
#1
11-3
14-11
19-0
23-0
11-3
14-7
17-9
20-7
Spruce-Pine-Fir
#2
11-3
14-11
19-0
23-0
11-3
14-7
17-9
20-7
Spruce-Pine-Fir
#3
9-8
12-4
15-0
17-5
8-8
11-0
13-5
15-7
Douglas Fir-Larch
SS
11-4
15-0
19-1
23-3
11-4
15-0
19-1
23-0
Douglas Fir-Larch
#1
10-11
14-5
18-5
21-4
10-8
13-6
16-5
19-1
Douglas Fir-Larch
#2
10-9
14-1
17-2
19-11
9-11
12-7
15-5
17-10
Douglas Fir-Larch
#3
8-5
10-8
13-0
15-1
7-6
9-6
11-8
13-6
Hem-Fir
SS
10-9
14-2
18-0
21-11
10-9
14-2
18-0
21-11
Hem-Fir
#1
10-6
13-10
17-8
20-9
10-4
13-1
16-0
18-7
Hem-Fir
#2
10-0
13-2
16-10
19-8
9-10
12-5
15-2
17-7
16
Hem-Fir
#3
8-5
10-8
13-0
15-1
7-6
9-6
11-8
13-6
Southern Pine
SS
11-2
14-8
18-9
22-10
11-2
14-8
18-9
22-10
Southern Pine
#1
10-11
14-5
18-5
22-5
10-11
14-5
17-11
21-4
Southern Pine
#2
10-9
14-2
18-0
21-1
10-5
13-6
16-1
18-10
Southern Pine
#3
9-0
11-6
13-7
16-2
8-1
10-3
12-2
14-6
Spruce-Pine-Fir
SS
10-6
13-10
17-8
21-6
10-6
13-10
17-8
21-4
Spruce-Pine-Fir
#1
10-3
13-6
17-2
19-11
9-11
12-7
15-5
17-10
Spruce-Pine-Fir
#2
10-3
13-6
17-2
19-11
9-11
12-7
15-5
17-10
Spruce-Pine-Fir
#3
8-5
10-8
13-0
15-1
7-6
9-6
11-8
13-6
Douglas Fir-Larch
SS
10-8
14-1
18-0
21-10
10-8
14-1
18-0
21-0
Douglas Fir-Larch
#1
10-4
13-7
16-9
19-6
9-8
12-4
15-0
17-5
Douglas Fir-Larch
#2
10-1
12-10
15-8
18-3
9-1
11-6
14-1
16-3
19.2
Douglas Fir-Larch
#3
7-8
9-9
11-10
13-9
6-10
8-8
10-7
12-4
Hem-Fir
SS
10-1
13-4
17-0
20-8
10-1
13-4
17-0
20-7
Hem-Fir
#1
9-10
13-0
16-4
19-0
9-6
12-0
14-8
17-0
Hem-Fir
#2
9-5
12-5
15-6
17-1
8-11
11-4
13-10
16-1
Hem-Fir
#3
7-8
9-9
11-10
13-9
6-10
8-8
10-7
12-4
(continued)
2012 INTERNATIONAL BUILDING CODE®
479
WOOD
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
2x8
2x10
2x12
2x6
2x8
2x10
2x12
Maximum floor joist spans
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
Southern Pine
SS
10-6
13-10
17-8
21-6
10-6
13-10
17-8
21-6
Southern Pine
#1
10-4
13-7
17-4
21-1
10-4
13-7
16-4
19-6
Southern Pine
#2
10-1
13-4
16-5
19-3
9-6
12-4
14-8
17-2
19.2
Southern Pine
#3
8-3
10-6
12-5
14-9
7-4
9-5
11-1
13-2
Spruce-Pine-Fir
SS
9-10
13-0
16-7
20-2
9-10
13-0
16-7
19-6
Spruce-Pine-Fir
#1
9-8
12-9
15-8
18-3
9-1
11-6
14-1
16-3
Spruce-Pine-Fir
#2
9-8
12-9
15-8
18-3
9-1
11-6
14-1
16-3
Spruce-Pine-Fir
#3
7-8
9-9
11-10
13-9
6-10
8-8
10-7
12-4
Douglas Fir-Larch
SS
9-11
13-1
16-8
20-3
9-11
13-1
16-2
18-9
Douglas Fir-Larch
#1
9-7
12-4
15-0
17-5
8-8
11-0
13-5
15-7
Douglas Fir-Larch
#2
9-1
11-6
14-1
16-3
8-1
10-3
12-7
14-7
Douglas Fir-Larch
#3
6-10
8-8
10-7
12-4
6-2
7-9
9-6
11-0
Hem-Fir
SS
9-4
12-4
15-9
19-2
9-4
12-4
15-9
18-5
Hem-Fir
#1
9-2
12-0
14-8
17-0
8-6
10-9
13-1
15-2
Hem-Fir
#2
8-9
11-4
13-10
16-1
8-0
10-2
12-5
14-4
24
Hem-Fir
#3
6-10
8-8
10-7
12-4
6-2
7-9
9-6
11-0
Southern Pine
SS
9-9
12-10
16-5
19-11
9-9
12-10
16-5
19-11
Southern Pine
#1
9-7
12-7
16-1
19-6
9-7
12-4
14-7
17-5
Southern Pine
#2
9-4
12-4
14-8
17-2
8-6
11-0
13-1
15-5
Southern Pine
#3
7-4
9-5
11-1
13-2
6-7
8-5
9-11
11-10
Spruce-Pine-Fir
SS
9-2
12-1
15-5
18-9
9-2
12-1
15-0
17-5
Spruce-Pine-Fir
#1
8-11
11-6
14-1
16-3
8-1
10-3
12-7
14-7
Spruce-Pine-Fir
#2
8-11
11-6
14-1
16-3
8-1
10-3
12-7
14-7
Spruce-Pine-Fir
#3
6-10
8-8
10-7
12-4
6-2
7-9
9-6
11-0
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 N/m 2 .
480
2012 INTERNATIONAL BUILDING CODE®
WOOD
TABLE 2308.8(2)
FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES
(Residential Living Areas, Live Load = 40 psf, L/A = 360)
JOIST SPACING
(inches)
SPECIES AND GRADE
DEAD LOAD = 10 psf
DEAD LOAD = 20 psf
2x6
2x8 1
2x10 2x12
2x6
2x8
2x10
2x12
Maximum floor joist spans
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
Douglas Fir-Larch
SS
11-4
15-0
19-1
23-3
11-4
15-0
19-1
23-3
Douglas Fir-Larch
#1
10-11
14-5
18-5
22-0
10-11
14-2
17-4
20-1
Douglas Fir-Larch
#2
10-9
14-2
17-9
20-7
10-6
13-3
16-3
18-10
Douglas Fir-Larch
#3
8-8
11-0
13-5
15-7
7-11
10-0
12-3
14-3
Hem-Fir
SS
10-9
14-2
18-0
21-11
10-9
14-2
18-0
21-11
Hem-Fir
#1
10-6
13-10
17-8
21-6
10-6
13-10
16-11
19-7
Hem-Fir
#2
10-0
13-2
16-10
20-4
10-0
13-1
16-0
18-6
12
Hem-Fir
#3
8-8
11-0
13-5
15-7
7-11
10-0
12-3
14-3
Southern Pine
SS
11 -2
14-8
18-9
22-10
11-2
14-8
18-9
22-10
Southern Pine
#1
10-11
14-5
18-5
22-5
10-11
14-5
18-5
22-5
Southern Pine
#2
10-9
14-2
18-0
21-9
10-9
14-2
16-11
19-10
Southern Pine
#3
9-4
11-11
14-0
16-8
8-6
10-10
12-10
15-3
Spruce-Pine-Fir
SS
10-6
13-10
17-8
21-6
10-6
13-10
17-8
21-6
Spruce-Pine-Fir
#1
10-3
13-6
17-3
20-7
10-3
13-3
16-3
18-10
Spruce-Pine-Fir
#2
10-3
13-6
17-3
20-7
10-3
13-3
16-3
18-10
Spruce-Pine-Fir
#3
8-8
11-0
13-5
15-7
7-11
10-0
12-3
14-3
Douglas Fir-Larch
SS
10-4
13-7
17-4
21-1
10-4
13-7
17-4
21-0
Douglas Fir-Larch
#1
9-11
13-1
16-5
19-1
9-8
12-4
15-0
17-5
Douglas Fir-Larch
#2
9-9
12-7
15-5
17-10
9-1
11-6
14-1
16-3
Douglas Fir-Larch
#3
7-6
9-6
11-8
13-6
6-10
8-8
10-7
12-4
Hem-Fir
SS
9-9
12-10
16-5
19-11
9-9
12-10
16-5
19-11
Hem -Fir
#1
9-6
12-7
16-0
18-7
9-6
12-0
14-8
17-0
Hem-Fir
#2
9-1
12-0
15-2
17-7
8-11
11-4
13-10
16-1
16
Hem-Fir
#3
7-6
9-6
11-8
13-6
6-10
8-8
10-7
12-4
Southern Pine
SS
10-2
13-4
17-0
20-9
10-2
13-4
17-0
20-9
Southern Pine
#1
9-11
13-1
16-9
20-4
9-11
13-1
16-4
19-6
Southern Pine
#2
9-9
12-10
16-1
18-10
9-6
12-4
14-8
17-2
Southern Pine
#3
8-1
10-3
12-2
14-6
7-4
9-5
11-1
13-2
Spruce-Pine-Fir
SS
9-6
12-7
16-0
19-6
9-6
12-7
16-0
19-6
Spruce-Pine-Fir
#1
9-4
12-3
15-5
17-10
9-1
11-6
14-1
16-3
Spruce-Pine-Fir
#2
9-4
12-3
15-5
17-10
9-1
11-6
14-1
16-3
Spruce-Pine-Fir
#3
7-6
9-6
11-8
13-6
6-10
8-8
10-7
12-4
Douglas Fir-Larch
SS
9-8
12-10
16-4
19-10
9-8
12-10
16-4
19-2
Douglas Fir-Larch
#1
9-4
12-4
15-0
17-5
8-10
11-3
13-8
15-11
Douglas Fir-Larch
#2
9-1
11-6
14-1
16-3
8-3
10-6
12-10
14-10
Douglas Fir-Larch
#3
6-10
8-8
10-7
12-4
6-3
7-11
9-8
11-3
Hem-Fir
SS
9-2
12-1
15-5
18-9
9-2
12-1
15-5
18-9
Hem-Fir
#1
9-0
11-10
14-8
17-0
8-8
10-11
13-4
15-6
Hem-Fir
#2
8-7
11-3
13-10
16-1
8-2
10-4
12-8
14-8
19.2
Hem-Fir
#3
6-10
8-8
10-7
12-4
6-3
7-11
9-8
11-3
Southern Pine
SS
9-6
12-7
16-0
19-6
9-6
12-7
16-0
19-6
Southern Pine
#1
9-4
12-4
15-9
19-2
9-4
12-4
14-11
17-9
Southern Pine
#2
9-2
12-1
14-8
17-2
8-8
11-3
13-5
15-8
Southern Pine
#3
7-4
9-5
11-1
13-2
6-9
8-7
10-1
12-1
Spruce-Pine-Fir
SS
9-0
11-10
15-1
18-4
9-0
11-10
15-1
17-9
Spruce-Pine-Fir
#1
8-9
11-6
14-1
16-3
8-3
10-6
12-10
14-10
Spruce-Pine-Fir
#2
8-9
11-6
14-1
16-3
8-3
10-6
12-10
14-10
Spruce-Pine-Fir
#3
6-10
8-8
10-7
12-4
6-3
7-11
9-8
11-3
(continued)
2012 INTERNATIONAL BUILDING CODE®
481
WOOD
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
Maximum floe
r joist spar
s
(ft. - in.)
(ft. -in.)
(ft. -in.)
(ft. -in.)
(ft. - in.)
(ft. - in.)
(ft. -in.)
(ft. -in.)
Douglas Fir-Larch
SS
9-0
ll-ll
15-2
18-5
9-0
11-11
14-9
17-1
Douglas Fir-Larch
#1
8-8
11-0
13-5
15-7
7-11
10-0
12-3
14-3
Douglas Fir-Larch
#2
8-1
10-3
12-7
14-7
7-5
9-5
11-6
13-4
Douglas Fir-Larch
#3
6-2
7-9
9-6
11-0
5-7
7-1
8-8
10-1
Hem-Fir
SS
8-6
11-3
14-4
17-5
8-6
11-3
14-4
16-10°
Hem-Fir
#1
8-4
10-9
13-1
15-2
7-9
9-9
11-11
13-10
Hem-Fir
#2
7-11
10-2
12-5
14-4
7-4
9-3
11-4
13-1
24
Hem-Fir
#3
6-2
7-9
9-6
11-0
5-7
7-1
8-8
10-1
Southern Pine
SS
8-10
11-8
14-11
18-1
8-10
11-8
14-11
18-1
Southern Pine
#1
8-8
11-5
14-7
17-5
8-8
11-3
13-4
15-11
Southern Pine
#2
8-6
11-0
13-1
15-5
7-9
10-0
12-0
14-0
Southern Pine
#3
6-7
8-5
9-11
11-10
6-0
7-8
9-1
10-9
Spruce-Pine-Fir
SS
8-4
11-0
14-0
17-0
8-4
11-0
13-8
15-11
Spruce-Pine-Fir
#1
8-1
10-3
12-7
14-7
7-5
9-5
11-6
13-4
Spruce-Pine-Fir
#2
8-1
10-3
12-7
14-7
7-5
9-5
11-6
13-4
Spruce-Pine-Fir
#3
6-2
7-9
9-6
11-0
5-7
7-1
8-8
10-1
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 N/m 2 .
a. End bearing length shall be increased to 2 inches.
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 1 6 inches (406 mm) o.c, or support more than a
roof and ceiling, or exceed 8 feet (2438 mm) in height for
exterior walls and load-bearing walls or 10 feet (3048 mm)
for interior nonload-bearing walls. Studs shall be continu-
ous from a support at the sole plate to a support at the top
plate to resist loads perpendicular to the wall. The support
shall be a foundation or floor, ceiling or roof diaphragm or
shall be designed in accordance with accepted engineering
practice.
Exception: Jack studs, trimmer studs and cripple studs
at openings in walls that comply with Table 2308.9.5.
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 corner of an exterior
wall.
Exception: At corners, two studs are permitted, pro-
vided wood spacers or backup cleats of 3 / 8 -inch-thick
(9.5 mm) wood structural panel, 3 / 8 -inch (9.5 mm) Type
M "Exterior Glue" particleboard, 1 -inch-thick (25 mm)
lumber or other approved devices that will serve as an
adequate backing for the attachment of facing materials
are used. Where fire-resistance ratings or shear values
are involved, wood spacers, backup cleats or other
devices shall not be used unless specifically approved
for such use.
2308.9.2.1 Top plates. Bearing and exterior wall studs
shall be capped with double top plates installed to pro-
vide overlapping at corners and at intersections with
other partitions. End joints in double top plates shall be
offset at least 48 inches (1219 mm), and shall be nailed
with not less than eight 16d face nails on each side of
the joint. Plates shall be a nominal 2 inches (51 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, corners and
intersecting walls by at least the equivalent of 3-inch
by 6-inch (76 mm by 152 mm) by 0.036-inch-thick
(0.914 mm) galvanized steel that is nailed to each
wall or segment of wall by six 8d nails or equivalent,
provided the rafters, joists or trusses are centered
over the studs with a tolerance of no more than 1
inch (25 mm).
2308.9.2.2 Top plates for studs spaced at 24 inches
(610 mm). Where bearing studs are spaced at 24-inch
(610 mm) intervals and top plates are less than two 2-
inch by 6-inch (51 mm by 152 mm) or two 3-inch by 4-
inch (76 mm by 102 mm) members and where the floor
joists, floor trusses or roof trusses that they support are
spaced at more than 16-inch (406 mm) intervals, such
joists or trusses shall bear within 5 inches (127 mm) of
the studs beneath or a third plate shall be installed.
482
2012 INTERNATIONAL BUILDING CODE®
WOOD
2308.9.2.3 Nonbearing walls and partitions. In non-
bearing walls and partitions, studs shall be spaced not
more than 28 inches (711 mm) o.c. and in interior non-
bearing walls and partitions, are permitted to be set
with the long dimension parallel to the wall. Interior
nonbearing partitions shall be capped with no less than
a single top plate installed to provide overlapping at
corners 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 7 2 -inch by l'/ 2 -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
thickness 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 12'/ 2 feet
(3810 mm) from each end of a braced wall line. Braced
wall panels shall be clearly indicated on the plans. Con-
struction of braced wall panels shall be by one of the fol-
lowing methods:
1. Nominal 1-inch by 4-inch (25 mm by 102 mm) con-
tinuous diagonal braces let into top and bottom
plates and intervening studs, placed at an angle not
more than 60 degrees (1.0 rad) or less than 45
degrees (0.79 rad) from the horizontal and attached
to the framing in conformance with Table 2304.9.1.
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 3 / 8 inch (9.5 mm) for 16-inch (406 mm)
or 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 V 2 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 2306.6 and Table 2306.6.
5. Gypsum board [sheathing 7 2 -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 2306.7.
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 accor-
dance 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 cov-
ering two stud spaces where studs are spaced 24 inches
(610 mm) apart.
For Method 5, each panel must be at least 96 inches
(2438 mm) in length where applied to one face of a panel
and 48 inches (1219 mm) where applied to both faces. All
vertical joints of panel sheathing shall occur over studs
and adjacent panel joints shall be nailed to common fram-
ing members. Horizontal joints shall occur over blocking
or other framing equal in size to the studding except where
waived by the installation requirements for the specific
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.
TABLE 2308.9.1
SIZE, HEIGHT AND SPACING OF WOOD STUDS
STUD SIZE
(inches)
BEARING WALLS
NONBEARING WALLS
Laterally unsupported
stud height" (feet)
Supporting roof
and ceiling only
Supporting one floor,
roof and ceiling
Supporting two floors,
roof and ceiling
Laterally unsupported
stud height" (feet)
Spacing
(inches)
Spacing (inches)
2x3"
—
—
—
—
10
16
2x4
10
24
16
—
14
24
3x4
10
24
24
16
14
24
2x5
10
24
24
—
16
24
2x6
10
24
24
16
20
24
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Increases in unsupported height are permitted
where justified by an analysis.
b. Shall not be used in exterior walls.
2012 INTERNATIONAL BUILDING CODE®
483
WOOD
SEISMIC DESIGN CATEGORY
A, B and C
DandE
MAXIMUM WALL SPACING
(feet)
35'-0"
25'-0"
REQUIRED BRACING LENGTH, b
Table 2308.9.3(1) and Section 2308.9.3
Table 2308.12.4
UPTCM'-O"
OFFSET ALLOWED IN
BRACED WALL LINE
BRACED WALL
LINE NO. 4
12' 6" MAX TO
FIRST BRACED
WALL PANEL
BRACED
WALL
LINE NO. 1
BRACED
WALL
LfNEY
BRACED
WALL
PANELS
BRACED
WALL LINE Z
BRACED WALL
LINE NO. 7 DOES
NOT NEED TO
ALIGN WITH NO.3
AS LONG AS IT
HAS A BRACED
WALL PANEL
AT EACH END
BRACED WALL LINE
NO. 2
BRACED
WALL LINE
BRACED WALL
LINE NO. 1 •
EXTERIOR
BRACED WALL
PANELS ARE
IN ONE PLANE
VERTICALLY
EXCEPT AS
PROVIDED FOR
IN SECTION
2308.12.6
UPTO4'-0"
OFFSET ALLOWED IN
BRACED WALL LINE
NOTES;
|1) SUM OF BRACED WALL PANEL
LENGTHS FOR BRACED WALL
LINE NO. 1=-A' + "B" + "C"
CONTINUOUS
FOUNDATION AND
BRACED CRIPPLE
WALL RECOMMENDED
UNDER LOWER STORY
BRACED WALL PANELS
BRACED
WALL
PANELS = b
1 BRACED PANEL ABOVE MAY EXTEND UP TO
V-0" OVER WINDOW OR DOOR BELOW
For SI: 1 foot = 304.8 mm.
FIGURE 2308.9.3
BASIC COMPONENTS OF THE LATERAL BRACING SYSTEM
484
2012 INTERNATIONAL BUILDING CODE®
WOOD
TABLE 2308.9.3(1)
BRACED WALL PANELS 3
SEISMIC DESIGN
CATEGORY
CONDITION
CONSTRUCTION METHODS"
BRACED PANEL LOCATION
AND LENGTH"
1
2
3
4
5
6
7
8
AandB
One story, top of two or
three story
X
X
X
X
X
X
X
X
Located in accordance with Sec-
tion 2308.9.3 and not more than
25 feet on center.
First story of two story or
second story of three story
X
X
X
X
X
X
X
X
First story of three story
—
X
X
X
x e
X
X
X
C
One story or top of two
story
—
X
X
X
X
X
X
X
Located in accordance with Sec-
tion 2308.9.3 and not more than
25 feet on center.
First story of two story
—
X
X
X
X c
X
X
X
Located in accordance with Sec-
tion 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 exterior 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.
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
%
3
16"
%
4
24
For SI: 1 inch = 25.4 mm.
a. Thickness of grooved panels is measured at bottom of grooves.
b. Spans are permitted to be 24 inches if plywood siding applied with face grain perpendicular to studs or over one of the following: (1) 1-inch board sheathing,
(2) 7 /, 6 -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
3, 15, 1,
'8> '32' '2
16/0, 20/0, 24/0, 32/16
Wall— 24" o.c.
24
16
24
7 'V V
'16' '32' '2
24/0,24/16,32/16
Wall— 24" o.c.
24
24 a
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 2306.3 and 2308. 1 2.4.
2012 INTERNATIONAL BUILDING CODE®
485
WOOD
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"
%
16
—
%
16
16
For SI: 1 inch = 25.4 mm.
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.
8d
16" ox.
Not applicable
Over sheathing
%
16" ox.
lOd
16" ox.
Not applicable
2. Square edge panel siding
Direct to studs
%
24" ox.
6d
6" ox. edges;
12" ox. at intermediate supports
4" ox. edges;
8" ox. at intermediate supports
Over sheathing
X
24" ox.
8d
6" ox. edges;
12" ox. at intermediate supports
4" ox. edges;
8" ox. at intermediate supports
3. Shiplap edge panel siding
Direct to studs
%
16" ox.
6d
6" ox. edges;
1 2" ox. at intermediate supports
4" ox. edges;
8" ox. at intermediate supports
Over sheathing
%
16" ox.
8d
6" ox. edges;
12" ox. at intermediate supports
4" ox. edges;
8" ox. at intermediate supports
For SI: I 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 1 '/, inches.
486
2012 INTERNATIONAL BUILDING CODE®
WOOD
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 1 feet (3048 mm).
Each panel shall be sheathed on one face with 3 / 8 -
inch-minimum-thickness (9.5 mm) wood struc-
tural panel sheathing nailed with 8d common or
galvanized 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 founda-
tion, capable of providing an approved uplift
capacity of not less than 1,800 pounds (8006 N).
The tie-down device shall be installed in accor-
dance with the manufacturer's recommendations.
The panels shall be supported directly on a foun-
dation or on floor framing supported directly on a
foundation that is continuous 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 rein-
forcement shall be lapped 15 inches (381 mm)
with the reinforcement required in the continu-
ous foundation 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 Section
2308.9.3.1, Item 1, except that the wood struc-
tural panel sheathing shall be provided on both
faces, three anchor bolts shall be placed at one-
quarter points, and tie-down device uplift capac-
ity shall not be less than 3,000 pounds (13 344
N).
2308.9.3.2 Alternate bracing wall panel adjacent to
a door or window opening. Any bracing required by
Section 2308.9.3 is permitted to be replaced by the fol-
lowing when used adjacent to a door or window open-
ing 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 V 8 inch (9.5 mm) 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 fastened 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 uplift 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 5 / 8 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
opening, 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 man-
ufacturer's recommendations. The panels shall
be supported directly on a foundation that is con-
tinuous 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 rein-
forcement shall be lapped not less than 15 inches
(381 mm) with the reinforcement required in the
continuous foundation 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).
2012 INTERNATIONAL BUILDING CODE 8
487
WOOD
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
mm) 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) in structures assigned to Seismic Design Cat-
egory A, B or C shall be considered a story and shall be
braced in accordance with Table 2308.9.3(1). See Sec-
tion 2308. 1 2.4 for cripple walls in structures assigned
to 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 (1 52
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 spe-
cific bracing material used.
2308.9.5 Openings in exterior walls. Openings in exte-
rior walls shall be constructed in accordance with Sections
2308.9.5.1 and 2308.9.5.2.
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 solid 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 bearing of not less than lV 2 inches (38 mm)
for the full width of the lintel.
MAX.
HEIGHT
10'
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
1000 LB
STRAP
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
3/8" MIN. THICKNESS WOOD
STRUCTURAL PANEL SHEATHING
MIN.
DOUBLE
2x4 POST
MIN. 4200 LB TIE-DOWN DEVICE (EMBEDDED INTO
CONCRETE AND NAILED INTO FRAMING)
SEE SECTION 2308.9.3.2
t
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. SHEATHING-TO-
FRAMING NAILING IS
REQUIRED.
IF 2X4 BLOCKING IS
USED, THE 2X4'S MUST
BE NAILED TOGETHER
WITH 3 16D 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
488
2012 INTERNATIONAL BUILDING CODE®
WOOD
TABLE 2308.9.5
HEADER AND GIRDER SPANS" FOR EXTERIOR BEARING WALLS
(Maximum Spans for Douglas Fir-
Larch, Hem
-Fir, bo
utnern
pine a
ia s>pru
ce-rint
;-nr a
SIZE
GROUND SNOW LOAD (psf) e
HEADERS
SUPPORTING
30
50
Building width" (feet)
20
26
)
36
20
28
3e
Span
NJ a
Span
NJ"
Span
NJ d
Span
NJ d
Span
NJ d
Span
NJ"
Roof & Ceiling
2-2x4
3-6
1
3-2
1
2-10
1
3-2
1
2-9
1
2-6
1
2-2x6
5-5
1
4-8
1
4-2
1
4-8
1
4-1
1
3-8
2
2-2x8
6-10
1
5-11
2
5-4
2
5-11
2
5-2
2
4-7
2
2-2x10
8-5
2
7-3
2
6-6
2
7-3
2
6-3
2
5-7
2
2-2x12
9-9
2
8-5
2
7-6
2
8-5
2
7-3
2
6-6
2
3-2x8
8-4
1
7-5
1
6-8
1
7-5
1
6-5
2
5-9
2
3-2x10
10-6
1
9-1
2
8-2
2
9-1
2
7-10
2
7-0
2
3-2x12
12-2
2
10-7
2
9-5
2
10-7
2
9-2
2
8-2
2
4-2x8
9-2
1
8-4
1
7-8
1
8-4
1
7-5
1
6-8
1
4-2x10
11-8
1
10-6
1
9-5
2
10-6
1
9-1
2
8-2
2
4-2x12
14-1
1
12-2
2
10-11
2
12-2
2
10-7
2
9-5
2
Roof, Ceiling & 1 Center-Bearing Floor
2-2x4
3-1
1
2-9
1
2-5
1
2-9
1
2-5
1
2-2
1
2-2x6
4-6
1
4-0
1
3-7
2
4-1
1
3-7
2
3-3
2
2-2x8
5-9
2
5-0
2
4-6
2
5-2
2
4-6
2
4-1
2
2-2x10
7-0
2
6-2
2
5-6
2
6-4
2
5-6
2
5-0
2
2-2x12
8-1
2
7-1
2
6-5
2
7-4
2
6-5
2
5-9
3
3-2x8
7-2
1
6-3
2
5-8
2
6-5
2
5-8
2
5-1
2
3-2x10
8-9
2
7-8
2
6-11
2
7-11
2
6-11
2
6-3
2
3-2x12
10-2
2
8-11
2
8-0
2
9-2
2
8-0
2
7-3
2
4-2x8
8-1
1
7-3
1
6-7
1
7-5
1
6-6
1
5-11
2
4-2x10
10-1
1
8-10
2
8-0
2
9-1
2
8-0
2
7-2
2
4-2x12
11-9
2
10-3
2
9-3
2
10-7
2
9-3
2
8-4
2
Roof, Ceiling & 1 Clear Span Floor
2-2x4
2-8
1
2-4
1
2-1
1
2-7
1
2-3
1
2-0
1
2-2x6
3-11
1
3-5
2
3-0
2
3-10
2
3-4
2
3-0
2
2-2x8
5-0
2
4-4
2
3-10
2
4-10
2
4-2
2
3-9
2
2-2x10
6-1
2
5-3
2
4-8
2
5-11
2
5-1
2
4-7
3
2-2x12
7-1
2
6-1
3
5-5
3
6-10
2
5-11
3
5-4
3
3-2x8
6-3
2
5-5
2
4-10
2
6-1
2
5-3
2
4-8
2
3-2x10
7-7
2
6-7
2
5-11
2
7-5
2
6-5
2
5-9
2
3-2x12
8-10
2
7-8
2
6-10
2
8-7
2
7-5
2
6-8
2
4-2x8
7-2
1
6-3
2
5-7
2
7-0
1
6-1
2
5-5
2
4-2x10
8-9
2
7-7
2
6-10
2
8-7
2
7-5
2
6-7
2
4-2x12
10-2
2
8-10
2
7-11
2
9-11
2
8-7
2
7-8
2
(continued)
2012 INTERNATIONAL BUILDING CODE®
489
WOOD
TABLE 2308.9.5— continued
HEADER AND GIRDER SPANS 3 FOR EXTERIOR BEARING WALLS
(Maximum Spans for Douglas Fir-Larch, Hem-Fir, Southern Pine and Spruce-Pine-Fir b and Required Number of Jack Studs)
HEADERS SUPPORTING
SIZE
GROUND SNOW LOAD
(psf) e
30
50
Building width (fee
t)
20
28
36
20
28
36
Span
NJ d
Span
NJ"
Span
NJ"
Span
NJ d
Span
NJ d
Span
NJ d
Roof, Ceiling & 2 Center-
Bearing Floors
2-2x4
2-7
1
2-3
1
2-0
1
2-6
1
2-2
1
1-11
1
2-2x6
3-9
2
3-3
2
2-11
2
3-8
2
3-2
2
2-10
2
2-2x8
4-9
2
4-2
2
3-9
2
4-7
2
4-0
2
3-8
2
2-2x10
5-9
2
5-1
2
4-7
3
5-8
2
4-11
2
4-5
3
2-2x12
6-8
2
5-10
3
5-3
3
6-6
2
5-9
3
5-2
3
3-2x8
5-11
2
5-2
2
4-8
2
5-9
2
5-1
2
4-7
2
3-2x10
7-3
2
6-4
2
5-8
2
7-1
2
6-2
2
5-7
2
3-2x12
8-5
2
7-4
2
6-7
2
8-2
2
7-2
2
6-5
3
4-2x8
6-10
1
6-0
2
5-5
2
6-8
1
5-10
2
5-3
2
4-2x10
8-4
2
7-4
2
6-7
2
8-2
2
7-2
2
6-5
2
4-2x12
9-8
2
8-6
2
7-8
2
9-5
2
8-3
2
7-5
2
Roof, Ceiling & 2 Clear Span
Floors
2-2x4
2-1
1
1-8
1
1-6
2
2-0
1
1-8
1
1-5
2
2-2x6
3-1
2
2-8
2
2-4
2
3-0
2
2-7
2
2-3
2
2-2x8
3-10
2
3-4
2
3-0
3
3-10
2
3-4
2
2-11
3
2-2x10
4-9
2
4-1
3
3-8
3
4-8
2
4-0
3
3-7
3
2-2x12
5-6
3
4-9
3
4-3
3
5-5
3
4-8
3
4-2
3
3-2x8
4-10
2
4-2
2
3-9
2
4-9
2
4-1
2
3-8
2
3-2x10
5-11
2
5-1
2
4-7
3
5-10
2
5-0
2
4-6
3
3-2x12
6-10
2
5-11
3
5-4
3
6-9
2
5-10
3
5-3
3
4-2x8
5-7
2
4-10
2
4-4
2
5-6
2
4-9
2
4-3
2
4-2x10
6-10
2
5-11
2
5-3
2
6-9
2
5-10
2
5-2
2
4-2x12
7-11
2
6-10
2
6-2
3
7-9
2
6-9
2
6-0
3
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 N/m 2 .
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. ~
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.
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 V 2
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
piping. Where a partition containing such piping runs par-
allel to the floor joists, the joists underneath such parti-
tions 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, necessi-
tating the cutting of the soles or plates, a metal tie not less
than 0.058 inch (1.47 mm) (16 galvanized gage) and l'/ 2
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 hav-
ing 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
490
2012 INTERNATIONAL BUILDING CODE®
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 exceeding 50 with the height of the stud measured
between horizontal framing and bridging or between
bridging, whichever 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 parti-
tions or in any wall where each bored stud is doubled, pro-
vided not more than two such successive doubled studs are
so bored.
WOOD
In no case shall the edge of the bored hole be nearer
than V 8 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 1 2 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.
2308.10.1 Wind uplift. The roof construction shall have
rafter and truss ties to the wall below. Resultant uplift
loads shall be transferred to the foundation using a contin-
uous 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
TABLE 2308 9 6
HEADER AND GIRDER SPANS 3 FOR INTERIOR BEARING WALLS
(Maximum Spans for Douglas Fir-Larch, Hem-Fir, Southern Pine and Spruce-Pine-Fir b and Required Number of Jack Studs)
HEADERS AND GIRDERS
SUPPORTING
SIZE
BUILDING width 1 (feet)
20
28
36
Span
NJ"
Span
NJ"
Span
NJ"
One Floor Only
2-2x4
3-1
1
2-8
1
2-5
1
2-2x6
4-6
1
3-11
1
3-6
1
2-2x8
5-9
1
5-0
2
4-5
2
2-2x10
7-0
2
6-1
2
5-5
2
2-2x12
8-1
2
7-0
2
6-3
2
3-2x8
7-2
1
6-3
1
5-7
2
3-2x10
8-9
1
7-7
2
6-9
2
3-2x12
10-2
2
8-10
2
7-10
2
4-2x8
9-0
1
7-8
1
6-9
1
4-2x10
10-1
1
8-9
1
7-10
2
4-2x12
11-9
1
10-2
2
9-1
2
Two Floors
2-2x4
2-2
1
1-10
1
1-7
1
2-2x6
3-2
2
2-9
2
2-5
2
2-2x8
4-1
2
3-6
2
3-2
2
2-2x10
4-11
2
4-3
2
3-10
3
2-2x12
5-9
2
5-0
3
4-5
3
3-2x8
5-1
2
4-5
2
3-11
2
3-2x10
6-2
2
5-4
2
4-10
2
3-2x12
7-2
2
6-3
2
5-7
3
4-2x8
6-1
1
5-3
2
4-8
2
4-2x10
7-2
2
6-2
2
5-6
2
4-2x12
8-4
2
7-2
2
6-5
2
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Spans are given in feet and inches (ft-in).
b. Tabulated values are for No. 2 grade lumber.
c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated.
d. NJ - Number of jack studs required to support each end. Where the number of required jack studs equals one, the headers are permitted to be supported by an
approved framing anchor attached to the full-height wall stud and to the header.
2012 INTERNATIONAL BUILDING CODE®
491
WOOD
TABLE 2308.10.1
REQUIRED RATING OF APPROVED UPLIFT CONNECTORS (pounds) 8 b ' c '
e, f , g, h
NOMINAL DESIGN WIND
SPEED,V as ;
ROOF SPAN (feet)
OVERHANGS
(pounds/feet) d
12
20
24
28
32
36
40
85
-72
-120
-145
-169
-193
-217
-241
-38.55
90
-91
-151
-181
-212
-242
-272
-302
-43.22
100
-131
-281
-262
-305
-349
-393
-436
-53.36
110
-175
-292
-351
-409
-467
-526
-584
-64.56
For SI: I inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 1.61 km/hr, 1 pound = 0.454 Kg, 1 pound/foot = 14.5939 N/m.
a. The uplift connection requirements are based on a 30-foot mean roof height located in Exposure B. For Exposure C or D and for other mean roof heights,
Mean Roof Height (feet)
EXPOSURE
15
20
25
30
35
40
45
50
55
60
B
1.00
1.00
1.00
1.00
1.05
1.09
1.12
1.16
1.19
1.22
C
1.21
1.29
1.35
1.40
1.45
1.49
1.53
1.56
1.59
1.62
D
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 16 inches on center and
multiply by 0.5 for framing spaced 1 2 inches on center.
c. The uplift connection requirements include an allowance for 10 pounds of dead load.
d. The uplift connection requirements do not account for the effects of overhangs. The magnitude of the above loads shall be increased by adding the overhang
loads found in the table. The overhang loads are also based on framing spaced 24 inches on center. The overhang loads given shall be multiplied by the
overhang projection 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 28.6.3 of ASCE 7. Connection loads for connections
located a distance of 20 percent of the least horizontal dimension of the building from the corner of the building are permitted to be reduced by multiplying the
table connection value by 0.7 and multiplying the overhang load by 0.8.
f. For wall-to-wall and wall-to-foundation connections, the capacity of the uplift connector is permitted to be reduced by 100 pounds for each full wall above.
(For example, if a 500-pound rated connector is used on the roof framing, a 400-pound rated connector is permitted at the next floor level down).
g. Interpolation is permitted for intermediate values of V asd 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,
i. V ..shall be determined in accordance with Section 1609.3.1.
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
thickness at ridges and not less in depth than the cut end of
the rafter. At valleys and hips, there shall be a single val-
ley or hip rafter not less than 2-inch (51 mm) nominal
thickness and not less in depth than the cut end of the raf-
ter.
2308.10.4.1 Ceiling joist and rafter connections.
Ceiling joists and rafters shall be nailed to each other
and the assembly shall be nailed to the top wall plate in
accordance with Tables 2304.9.1 and 2308.10.1. Ceil-
ing joists shall be continuous or securely joined where
they meet over interior partitions and fastened to adja-
cent rafters in accordance with Tables 2308.10.4.1 and
2304.9.1 to provide 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 1 7 2 inches (38 mm) on the top plate at each end.
Where ceiling joists are not parallel to rafters, an
equivalent rafter tie shall be installed in a manner to
provide a continuous tie across the building, at a spac-
ing of not more than 4 feet (1219 mm) o.c. The connec-
tions 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 provided 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 rafter ties are spaced at 32 inches (813 mm) o.c,
the number of 16d common nails shall be two times the
number specified for rafters spaced 16 inches (406 mm)
o.c, with a minimum of four 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 mini-
mum of six 16d common nails where no snow loads are
indicated. Rafter/ceiling joist connections and rafter/tie
connections shall be of sufficient size and number to
prevent splitting from nailing.
492
2012 INTERNATIONAL BUILDING CODE®
WOOD
TABLE 2308.10.2(1)
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 pounds per square foot
2x4 1 2x6 | 2x8 | 2x10
Maximum ceiling joist spans
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. -in.)
12
Douglas Fir-Larch SS
Douglas Fir-Larch #1
Douglas Fir-Larch #2
Douglas Fir-Larch #3
13-2
12-8
12-5
10-10
20-8
19-11
19-6
15-10
26-0
26-0
25-8
20-1
26-0
26-0
26-0
24-6
Hem-Fir SS
Hem-Fir #1
Hem-Fir #2
Hem-Fir #3
12-5
12-2
11-7
10-10
19-6
19-1
18-2
15-10
25-8
25-2
24-0
20-1
26-0
26-0
26-0
24-6
Southern Pine SS
Southern Pine #1
Southern Pine #2
Southern Pine #3
12-11
12-8
12-5
11-6
20-3
19-11
19-6
17-0
26-0
26-0
25-8
21-8
26-0
26-0
26-0
25-7
Spruce-Pine-Fir SS
Spruce-Pine-Fir #1
Spruce-Pine-Fir #2
Spruce-Pine-Fir #3
12-2
11-10
11-10
10-10
19-1
18-8
18-8
15-10
25-2
24-7
24-7
20-1
26-0
26-0
26-0
24-6
16
Douglas Fir-Larch SS
Douglas Fir-Larch #1
Douglas Fir-Larch #2
Douglas Fir-Larch #3
11-11
11-6
11-3
9-5
18-9
18-1
17-8
13-9
24-8
23-10
23-0
17-5
26-0
26-0
26-0
21-3
Hem-Fir SS
Hem-Fir #1
Hem-Fir #2
Hem-Fir #3
11-3
11-0
10-6
9-5
17-8
17-4
16-6
13-9
23-4
22-10
21-9
17-5
26-0
26-0
26-0
21-3
Southern Pine SS
Southern Pine #1
Southern Pine #2
Southern Pine #3
11-9
11-6
11-3
10-0
18-5
18-1
17-8
14-9
24-3
23-1
23-4
18-9
26-0
26-0
26-0
22-2
Spruce-Pine-Fir SS
Spruce-Pine-Fir #1
Spruce-Pine-Fir #2
Spruce-Pine-Fir #3
11-0
10-9
10-9
9-5
17-4
16-11
16-11
13-9
22-10
22-4
22-4
17-5
26-0
26-0
26-0
21-3
(continued)
2012 INTERNATIONAL BUILDING CODE®
493
WOOD
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 pounds per square foot
2x4
| 2x6 ! 2x8
1 2x10
Maximum ceiling joist spans
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
Douglas Fir-Larch
SS
11-3
17-8
23-3
26-0
Douglas Fir-Larch
#1
10-10
17-0
22-5
26-0
Douglas Fir-Larch
#2
10-7
16-7
21-0
25-8
Douglas Fir-Larch
#3
8-7
12-6
15-10
19-5
Hem-Fir
SS
10-7
16-8
21-11
26-0
Hem-Fir
#1
10-4
16-4
21-6
26-0
Hem-Fir
#2
9-11
15-7
20-6
25-3
19.2
Hem-Fir
#3
8-7
12-6
15-10
19-5
Southern Pine
SS
11-0
17-4
22-10
26-0
Southern Pine
#1
10-10
17-0
22-5
26-0
Southern Pine
#2
10-7
16-8
21-11
26-0
Southern Pine
#3
9-1
13-6
17-2
20-3
Spruce-Pine-Fir
SS
10-4
16-4
21-6
26-0
Spruce-Pine-Fir
#1
10-2
15-11
21-0
25-8
Spruce-Pine-Fir
#2
10-2
15-11
21-0
25-8
Spruce-Pine-Fir
#3
8-7
12-6
15-10
19-5
Douglas Fir-Larch
SS
10-5
16-4
21-7
26-0
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
26-0
Hem-Fir
#1
9-8
15-2
19-7
23-11
Hem-Fir
#2
9-2
14-5
18-6
22-7
24
Hem-Fir
#3
7-8
11-2
14-2
17-4
Southern Pine
SS
10-3
16-1
21-2
26-0
Southern Pine
#1
10-0
15-9
20-10
26-0
Southern Pine
#2
9-10
15-6
20-1
23-11
Southern Pine
#3
8-2
12-0
15-4
18-1
Spruce-Pine-Fir
SS
9-8
15-2
19-11
25-5
Spruce-Pine-Fir
#1
9-5
14-9
18-9
22-11
Spruce -Pine-Fir
#2
9-5
14-9
18-9
22-11
| Spruce-Pine-Fir
#3
7-8
11-2
14-2
17-4
For SI: I inch = 25.4 mm, 1 toot = 304.8 mm, 1 pound per square foot = 47.8 N/nr.
494
2012 INTERNATIONAL BUILDING CODE®
WOOD
TABLE 2308.10.2(2)
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 square foot
2x4 | 2x6 | 2x8 j 2x10
Maximum ceiling joist spans
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
Douglas Fir-Larch
SS
10-5
16-4
21-7
26-0
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
26-0
Hem-Fir
#1
9-8
15-2
19-7
23-11
Hem-Fir
#2
9-2
14-5
18-6
22-7
12
Hem-Fir
#3
7-8
11-2
14-2
17-4
Southern Pine
SS
10-3
16-1
21-2
26-0
Southern Pine
#1
10-0
15-9
20-10
26-0
Southern Pine
#2
9-10
15-6
20-1
23-11
Southern Pine
#3
8-2
12-0
15-4
18-1
Spruce-Pine-Fir
SS
9-8
15-2
19-11
25-5
Spruce-Pine-Fir
#1
9-5
14-9
18-9
22-11
Spruce-Pine-Fir
#2
9-5
14-9
18-9
22-11
Spruce-Pine-Fir
#3
7-8
11-2
14-2
17-4
Douglas Fir-Larch
SS
9-6
14-1 1
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
16
Hem-Fir
#3
6-8
9-8
12-4
15-0
Southern Pine
SS
9-4
14-7
19-3
24-7
Southern Pine
#1
9-1
14-4
18-11
23-1
Southern Pine
#2
8-11
13-6
17-5
20-9
Southern Pine
#3
7-1
10-5
13-3
15-8
Spruce-Pine-Fir
SS
8-9
13-9
18-1
23-1
Spruce-Pine-Fir
#1
8-7
12-10
16-3
19-10
Spruce-Pine-Fir
#2
8-7
12-10
16-3
19-10
Spruce-Pine-Fir
#3
6-8
9-8
12-4
15-0
(continued)
2012 INTERNATIONAL BUILDING CODE®
495
WOOD
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, UA = 240)
CEILING JOIST SPACING
(inches)
SPECIES AND GRADE
DEAD LOAD = 10 pounds per square foot
2x4
2x6
2x8
2x10
Maximum ceiling joist spans
(ft. - in.)
(ft. - in.)
(ft. -in.)
(ft. - in.)
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
19.2
Hem-Fir
#3
6-1
8-10
11-3
13-8
Southern Pine
SS
8-9
13-9
1.8-1
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 -Fir
SS
7-10
12-3
16-2
20-6
Hem-Fir
#1
7-6
10-11
13-10
16-11
Hem-Fir
#2
7-1
10-4
13-1
16-0
24
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 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 N/m 2 .
496
2012 INTERNATIONAL BUILDING CODE®
WOOD
TABLE 2308.10.3(1)
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Roof Live Load = 20 pounds per square foot, Ceiling Not Attached to Rafters, UA = 180)
RAFTER
SPACING
(inches)
SPECIES AND GRADE
DEAD LOAD =
pounds per square foot
DEAD LOAD =
>0 pounds
per square foot
2x4
2x6
2x8
2x10
2x12
2x4
2x6
2x8
2x 10
2x12
Maximum rafter spans
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. -in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
Douglas Fir-Larch
SS
11-6
18-0
23-9
26-0
26-0
11-6
18-0
23-5
26-0
26-0
Douglas Fir-Larch
#1
11-1
17-4
22-5
26-0
26-0
10-6
15-4
19-5
23-9
26-0
Douglas Fir-Larch
#2
10-10
16-7
21-0
25-8
26-0
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
26-0
26-0
10-10
17-0
22-5
26-0
26-0
Hem-Fir
#1
10-7
16-8
21-10
26-0
26-0
10-3
14-11
18-11
23-2
26-0
Hem-Fir
#2
10-1
15-11
20-8
25-3
26-0
9-8
14-2
17-11
21-11
25-5
12
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
26-0
26-0
11-3
17-8
23-4
26-0
26-0
Southern Pine
#1
11-1
17-4
22-11
26-0
26-0
11-1
17-3
21-9
25-10
26-0
Southern Pine
#2
10-10
17-0
22-5
26-0
26-0
10-6
15-1
19-5
23-2
26-0
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
26-0
26-0
10-7
16-8
21-9
26-0
26-0
Spruce-Pine-Fir
#1
10-4
16-3
21-0
25-8
26-0
9-10
14-4
18-2
22-3
25-9
Spruce-Pine-Fir
#2
10-4
16-3
21-0
25-8
26-0
9-10
14-4
18-2
22-3
25-9
Spruce-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
26-0
26-0
10-5
16-0
20-3
24-9
26-0
Douglas Fir-Larch
#1
10-0
15-4
19-5
23-9
26-0
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
26-0
26-0
9-10
15-6
19-11
24-4
26-0
Hem-Fir
#1
9-8
14-11
18-11
23-2
26-0
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
16
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
26-0
26-0
10-3
16-1
21-2
26-0
26-0
Southern Pine
#1
10-0
15-9
20-10
25-10
26-0
10-0
15-0
18-10
22-4
26-0
Southern Pine
#2
9-10
15-1
19-5
23-2
26-0
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
26-0
9-8
14-10
18-10
23-0
26-0
Spruce-Pine-Fir
#1
9-5
14-4
18-2
22-3
25-9
8-6
12-5
15-9
19-3
22-4
Spruce-Pine-Fir
#2
9-5
14-4
18-2
22-3
25-9
8-6
12-5
15-9
19-3
22-4
Spruce-Pine-Fir
#3
7-5
10-10
13-9
16-9
19-6
6-5
9-5
11-11
14-6
16-10
(continued)
2012 INTERNATIONAL BUILDING CODE®
497
WOOD
(Roof Live Load
TABLE 2308.10.3(1)— continued
RAFTER SPANS FOR COMMON LUMBER SPECIES
; 20 pounds per square foot, Ceiling Not Attached to Rafters, UA ■■
180)
RAFTER
SPACING
(inches)
SPECIES AND GRADE
DEAD LOAD = 1 pounds per square foot
DEAD LOAD = 20 pounds per square
foot
2x4
2x6
2x8
2x10
2x12
2x4
2x6
2x8
2x10
2x12
Maximum rafter spans
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
Douglas Fir-Larch
SS
9-10
15-5
20-4
25-11
26-0
9-10
14-7
18-6
22-7
26-0
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
1 1-4
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
26-0
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
19.2
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
26-0
9-8
15-2
19-11
25-5
26-0
Southern Pine
#1
9-5
14-10
19-7
23-7
26-0
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
26-0
9-1
13-7
17-2
21-0
24-4
Spruce-Pine-Fir
#1
8-10
13-1
16-7
20-3
23-6
7-9
11-4
14-4
17-7
20-4
Spruce-Pine-Fir
#2
8-10
13-1
16-7
20-3
23-6
7-9
11-4
14-4
17-7
20-4
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
26-0
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
26-0
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
24
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
26-0
8-11
14-1
18-6
22-11
26-0
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 mm, 1 pound per square foot = 47.9 N/nr.
498
2012 INTERNATIONAL BUILDING CODE®
WOOD
TABLE 2308.10.3(2)
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Roof Live Load = 20 pounds per square foot, Ceiling Attached to Rafters, UA = 240)
RAFTER
SPACING
(inches)
SPECIES AND GRADE
DEAD LOAD = 10 pounds per square
foot
DEAD LOAD = 20 pounds
Der square
foot
2x4
2x6
2x8
2x10
2x12
2x4
2x6
2x8
2x10
2x12
Maximum rafter span:
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
Douglas Fir-Larch
SS
10-5
16-4
21-7
26-0
26-0
10-5
16-4
21-7
26-0
26-0
Douglas Fir-Larch
#1
10-0
15-9
20-10
26-0
26-0
10-0
15-4
19-5
23-9
26-0
Douglas Fir-Larch
#2
9-10
15-6
20-5
25-8
26-0
9-10
14-4
18-2
22-3
25-9
Douglas Fir-Larch
#3
8-7
12-6
15-10
19-5
22-6
7-5
10-10
13-9
16-9
19-6
Hem-Fir
SS
9-10
15-6
20-5
26-0
26-0
9-10
15-6
20-5
26-0
26-0
Hem-Fir
#1
9-8
15-2
19-11
25-5
26-0
9-8
14-11
18-11
23-2
26-0
Hem-Fir
#2
9-2
14-5
19-0
24-3
26-0
9-2
14-2
17-11
21-11
25-5
12
Hem-Fir
#3
8-7
12-6
15-10
19-5
22-6
7-5
10-10
13-9
16-9
19-6
Southern Pine
SS
10-3
16-1
21-2
26-0
26-0
10-3
16-1
21-2
26-0
26-0
Southern Pine
#1
10-0
15-9
20-10
26-0
26-0
10-0
15-9
20-10
25-10
26-0
Southern Pine
#2
9-10
15-6
20-5
26-0
26-0
9-10
15-1
19-5
23-2
26-0
Southern Pine
#3
9-1
13-6
17-2
20-3
24-1
7-11
11-8
14-10
17-6
20-11
Spruce-Pine-Fir
SS
9-8
15-2
19-11
25-5
26-0
9-8
15-2
19-11
25-5
26-0
Spruce-Pine-Fir
#1
9-5
14-9
19-6
24-10
26-0
9-5
14-4
18-2
22-3
25-9
Spruce-Pine-Fir
#2
9-5
14-9
19-6
24-10
26-0
9-5
14-4
18-2
22-3
25-9
Spruce-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
9-6
14-11
19-7
25-0
26-0
9-6
14-11
19-7
24-9
26-0
Douglas Fir-Larch
#1
9-1
14-4
18-11
23-9
26-0
9-1
13-3
16-10
20-7
23-10
Douglas Fir-Larch
#2
8-11
14-1
18-2
22-3
25-9
8-6
12-5
15-9
19-3
22-4
Douglas Fir-Larch
#3
7-5
10-10
13-9
16-9
19-6
6-5
9-5
11-11
14-6
16-10
Hem-Fir
SS
8-11
14-1
18-6
23-8
26-0
8-11
14-1
18-6
23-8
26-0
Hem-Fir
#1
8-9
13-9
18-1
23-1
26-0
8-9
12-11
16-5
20-0
23-3
Hem-Fir
#2
8-4
13-1
17-3
21-11
25-5
8-4
12-3
15-6
18-11
22-0
16
Hem-Fir
#3
7-5
10-10
13-9
16-9
19-6
6-5
9-5
11-11
14-6
16-10
Southern Pine
SS
9-4
14-7
19-3
24-7
26-0
9-4
14-7
19-3
24-7
26-0
Southern Pine
#1
9-1
14-4
18-11
24-1
26-0
9-1
14-4
18-10
22-4
26-0
Southern Pine
#2
8-11
14-1
18-6
23-2
26-0
8-11
13-0
16-10
20-1
23-7
Southern Pine
#3
7-11
11-8
14-10
17-6
20-11
6-10
10-1
12-10
15-2
18-1
Spruce-Pine-Fir
SS
8-9
13-9
18-1
23-1
26-0
8-9
13-9
18-1
23-0
26-0
Spruce-Pine-Fir
#1
8-7
13-5
17-9
22-3
25-9
8-6
12-5
15-9
19-3
22-4
Spruce-Pine-Fir
#2
8-7
13-5
17-9
22-3
25-9
8-6
12-5
15-9
19-3
22-4
Spruce-Pine-Fir
#3
7-5
10-10
13-9
16-9
19-6
6-5
9-5
11-11
14-6
16-10
(continued)
2012 INTERNATIONAL BUILDING CODE®
499
WOOD
TABLE 2308.10.3(2)— continued
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Roof Live Load = 20 pounds per square foot, Ceiling Attached to Rafters, U& = 240)
RAFTER
SPACING
(inches)
SPECIES AND GRADE
DEAD LOAD =
10 pounds per square foot
DEAD LOAD =
20 pounds per square foot
2x4
2x6
2x8
2x10
2x 12
2x4
2x6
2x8
2x10
2x12
Maximum
after spans
i
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. -in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
Douglas Fir-Larch
SS
8-11
14-0
18-5
23-7
26-0
8-11
14-0
18-5
22-7
26-0
Douglas Fir-Larch
#1
8-7
13-6
17-9
21-8
25-2
8-4
12-2
15-4
18-9
21-9
Douglas Fir-Larch
#2
8-5
13-1
16-7
20-3
23-6
7-9
11-4
14-4
17-7
20-4
1
Douglas Fir-Larch
#3
6-9
9-11
12-7
15-4
17-9
5-10
8-7
10-10
13-3
15-5
Hem-Fir
SS
8-5
13-3
17-5
22-3
26-0
8-5
13-3
17-5
22-3
25-9
Hem-Fir
#1
8-3
12-11
17-1
21-1
24-6
8-1
11-10
15-0
18-4
21-3
Hem-Fir
#2
7-10
12-4
16-3
20-0
23-2
7-8
11-2
14-2
17-4
20-1
19.2
Hem-Fir
#3
6-9
9-11
12-7
15-4
17-9
5-10
8-7
10-10
13-3
15-5
B
Southern Pine
SS
8-9
13-9
18-1
23-1
26-0
8-9
13-9
18-1
23-1
26-0
E
Southern Pine
#1
8-7
13-6
17-9
22-8
26-0
8-7
13-6
17-2
20-5
24-4
Southern Pine
#2
8-5
13-3
17-5
21-2
24-10
8-4
11-11
15-4
18-4
21-6
I
Southern Pine
#3
7-3
10-8
13-7
16-0
19-1
6-3
9-3
11-9
13-10
16-6
Spruce-Pine-Fir
SS
8-3
12-11
17-1
21-9
26-0
8-3
12-11
17-1
21-0
24-4
Spruce-Pine-Fir
#1
8-1
12-8
16-7
20-3
23-6
7-9
11-4
14-4
17-7
20-4
Spruce-Pine-Fir
#2
8-1
12-8
16-7
20-3
23-6
7-9
11-4
14-4
17-7
20-4
1
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
8-3
13-0
17-2
21-10
26-0
8-3
13-0
16-7
20-3
23-5
Douglas Fir-Larch
#1
8-0
12-6
15-10
19-5
22-6
7-5
10-10
13-9
16-9
19-6
Douglas Fir-Larch
#2
7-10
11-9
14-10
18-2
21-0
6-11
10-2
12-10
15-8
18-3
Douglas Fir-Larch
#3
6-1
8-10
11-3
13-8
15-11
5-3
7-8
9-9
11-10
13-9
Hem-Fir
SS
7-10
12-3
16-2
20-8
25-1
7-10
12-3
16-2
19-10
23-0
Hem-Fir
#1
7-8
12-0
15-6
18-11
21-11
7-3
10-7
13-5
16-4
19-0
Hem-Fir
#2
7-3
11-5
14-8
17-10
20-9
6-10
10-0
12-8
15-6
17-11
24
Hem-Fir
#3
6-1
8-10
11-3
13-8
15-11
5-3
7-8
9-9
11-10
13-9
1
Southern Pine
SS
8-1
12-9
16-10
21-6
26-0
8-1
12-9
16-10
21-6
26-0
Southern Pine
#1
8-0
12-6
16-6
21-1
25-2
8-0
12-3
15-4
18-3
21-9
Southern Pine
#2
7-10
12-3
15-10
18-11
22-2
7-5
10-8
13-9
16-5
19-3
Southern Pine
#3
6-5
9-6
12-1
14-4
17-1
5-7
8-3
10-6
12-5
14-9
Spruce-Pine-Fir
SS
7-8
12-0
15-10
20-2
24-7
7-8
12-0
15-4
18-9
21-9
Spruce-Pine-Fir
#1
7-6
11-9
14-10
18-2
21-0
6-11
10-2
12-10
15-8
18-3
Spruce-Pine-Fir
#2
7-6
11-9
14-10
18-2
21-0
6-11
10-2
12-10
15-8
18-3
Spruce-Pine-Fir
#3
6-1
8-10 J
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 2 .
500
2012 INTERNATIONAL BUILDING CODE®
WOOD
TABLE 2308.10.3(3)
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Ground Snow Load = 30 pounds per square foot, Ceiling Not Attached to Rafters, UA = 180)
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
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
Douglas Fir-Larch
SS
10-0
15-9
20-9
26-0
26-0
10-0
15-9
20-1
24-6
26-0
Douglas Fir-Larch
#1
9-8
14-9
18-8
22-9
26-0
9-0
13-2
16-8
20-4
23-7
Douglas Fir-Larch
#2
9-5
13-9
17-5
21-4
24-8
8-5
12-4
15-7
19-1
22-1
Douglas Fir-Larch
#3
7-1
10-5
13-2
16-1
18-8
6-4
9-4
11-9
14-5
16-8
Hem-Fir
SS
9-6
14-10
19-7
25-0
26-0
9-6
14-10
19-7
24-1
26-0
Hem-Fir
#1
9-3
14-4
18-2
22-2
25-9
8-9
12-10
16-3
19-10
23-0
Hem-Fir
#2
8-10
13-7
17-2
21-0
24-4
8-4
12-2
15-4
18-9
21-9
12
Hem-Fir
#3
7-1
10-5
13-2
16-1
18-8
6-4
9-4
11-9
14-5
16-8
Southern Pine
SS
9-10
15-6
20-5
26-0
26-0
9-10
15-6
20-5
26-0
26-0
Southern Pine
#1
9-8
15-2
20-0
24-9
26-0
9-8
14-10
18-8
22-2
26-0
Southern Pine
#2
9-6
14-5
18-8
22-3
26-0
9-0
12-11
16-8
19-11
23-4
Southern Pine
#3
7-7
11-2
14-3
16-10
20-0
6-9
10-0
12-9
15-1
17-11
Spruce-Pine-Fir
SS
9-3
14-7
19-2
24-6
26-0
9-3
14-7
18-8
22-9
26-0
Spruce-Pine-Fir
#1
9-1
13-9
17-5
21-4
24-8
8-5
12-4
15-7
19-1
22-1
Spruce-Pine-Fir
#2
9-1
13-9
17-5
21-4
24-8
8-5
12-4
15-7
19-1
22-1
Spruce-Pine-Fir
#3
7-1
10-5
13-2
16-1
18-8
6-4
9-4
11-9
14-5
16-8
Douglas Fir-Larch
SS
9-1
14-4
18-10
23-9
26-0
9-1
13-9
17-5
21-3
24-8
Douglas Fir-Larch
#1
8-9
12-9
16-2
19-9
22-10
7-10
11-5
14-5
17-8
20-5
Douglas Fir-Larch
#2
8-2
11-11
15-1
18-5
21-5
7-3
10-8
13-6
16-6
19-2
Douglas Fir-Larch
#3
6-2
9-0
11-5
13-11
16-2
5-6
8-1
10-3
12-6
14-6
Hem-Fir
SS
8-7
13-6
17-10
22-9
26-0
8-7
13-6
17-1
20-10
24-2
Hem-Fir
#1
8-5
12-5
15-9
19-3
22-3
7-7
11-1
14-1
17-2
19-11
Hem-Fir
#2
8-0
11-9
14-11
18-2
21-1
7-2
10-6
13-4
16-3
18-10
16
Hem-Fir
#3
6-2
9-0
11-5
13-11
16-2
5-6
8-1
10-3
12-6
14-6
Southern Pine
SS
8-11
14-1
18-6
23-8
26-0
8-11
14-1
18-6
23-8
26-0
Southern Pine
#1
8-9
13-9
18-1
21-5
25-7
8-8
12-10
16-2
19-2
22-10
Southern Pine
#2
8-7
12-6
16-2
19-3
22-7
7-10
11-2
14-5
17-3
20-2
Southern Pine
#3
6-7
9-8
12-4
14-7
17-4
5-10
8-8
11-0
13-0
15-6
Spruce-Pine-Fir
SS
8-5
13-3
17-5
22-1
25-7
8-5
12-9
16-2
19-9
22-10
Spruce-Pine-Fir
#1
8-2
11-11
15-1
18-5
21-5
7-3
10-8
13-6
16-6
19-2
Spruce-Pine-Fir
#2
8-2
11-11
15-1
18-5
21-5
7-3
10-8
13-6
16 6
19-2
Spruce-Pine-Fir
#3
6-2
9-0
11-5
13-11
16-2
5-6
8-1
10-3
12-6
14-6
(continued)
2012 INTERNATIONAL BUILDING CODE®
501
WOOD
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, UA = 180)
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
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. -in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. -in.)
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
19.2
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
26-0
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
1 1 -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
24
Hem-Fir
#3
5-0
7-4
9-4
11-5
13-2
4-6
6-7
8-4
10-2
11-10
Southern Pine
SS
7-10
12-3
16-2
20-8
25-1
7-10
12-3
16-2
19-8
23-0
Southern Pine
#1
7-8
11-9
14-9
17-6
20-11
7-1
10-6
13-2
15-8
18-8
Southern Pine
#2
7-1
10-2
13-2
15-9
18-5
6-4
9-2
11-9
14-1
16-6
Southern Pine
#3
5-4
7-11
10-1
11-11
14-2
4-9
7-1
9-0
10-8
12-8
Spruce-Pine-Fir
SS
7-4
11-7
14-9
18-0
20-11
7-1
10-5
13-2
16-1
18-8
Spruce-Pine-Fir
#1
6-8
9-9
12-4
15-1
17-6
5-11
8-8
11-0
13-6
15-7
Spruce-Pine-Fir
#2
6-8
9-9
12-4
15-1
17-6
5-11
8-8
11-0
13-6
15-7
Spruce-Pine-Fir
#3
5-0
7-4
9-4
11-5
13-2
4-6
6-7
8-4
10-2
11-10
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.9 N/m 2 .
502
2012 INTERNATIONAL BUILDING CODE®
WOOD
TABLE 2308.10.3(4)
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Ground Snow Load
= 50 pounds per square
foot, Ceiling Not Attached to Rafters, L/A =
180)
RAFTER
SPACING
(inches)
SPECIES AND GRADE
DEAD LOAD =
pounds per square foot
DEAD LOAD = 20 pounds per square foot
2x4
2x6
2x8
2x10
2x12
2x4
2x6
2x8
2x10
2x12
Maximum rafter spans
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
Douglas Fir-Larch
SS
8-5
13-3
17-6
22-4
26-0
8-5
13-3
17-0
20-9
24-10
Douglas Fir-Larch
#1
8-2
12-0
15-3
18-7
21-7
7-7
11-2
14-1
17-3
20-0
Douglas Fir-Larch
#2
7-8
11-3
14-3
17-5
20-2
7-1
10-5
13-2
16-1
18-8
Douglas Fir-Larch
#3
5-10
8-6
10-9
13-2
15-3
5-5
7-10
10-0
12-2
14-1
Hem-Fir
SS
8-0
12-6
16-6
21-1
25-6
8-0
12-6
16-6
20-4
23-7
Hem-Fir
#1
7-10
11-9
14-10
18-1
21-0
7-5
10-10
13-9
16-9
19-5
Hem-Fir
#2
7-5
11-1
14-0
17-2
19-11
7-0
10-3
13-0
15-10
18-5
12
Hem-Fir
#3
5-10
8-6
10-9
13-2
15-3
5-5
7-10
10-0
12-2
14-1
Southern Pine
SS
8-4
13-0
17-2
21-11
26-0
8-4
13-0
17-2
21-11
26-0
Southern Pine
#1
8-2
12-10
16-10
20-3
24-1
8-2
12-6
15-9
18-9
22-4
Southern Pine
#2
8-0
11-9
15-3
18-2
21-3
7-7
10-11
14-1
16-10
19-9
Southern Pine
#3
6-2
9-2
11-8
13-9
16-4
5-9
8-5
10-9
12-9
15-2
Spruce-Pine-Fir
SS
7-10
12-3
16-2
20-8
24-1
7-10
12-3
15-9
19-3
22-4
Spruce-Pine-Fir
#1
7-8
11-3
14-3
17-5
20-2
7-1
10-5
13-2
16-1
18-8
Spruce-Pine-Fir
#2
7-8
11-3
14-3
17-5
20-2
7-1
10-5
13-2
16-1
18-8
Spruce-Pine-Fir
#3
5-10
8-6
10-9
13-2
15-3
5-5
7-10
10-0
12-2
14-1
Douglas Fir-Larch
SS
7-8
12-1
15-10
19-5
22-6
7-8
11-7
14-8
17-11
20-10
Douglas Fir-Larch
#1
7-1
10-5
13-2
16-1
18-8
6-7
9-8
12-2
14-11
17-3
Douglas Fir-Larch
#2
6-8
9-9
12-4
15-1
17-6
6-2
9-0
11-5
13-11
16-2
Douglas Fir-Larch
#3
5-0
7-4
9-4
11-5
13-2
4-8
6-10
8-8
10-6
12-3
Hem-Fir
SS
7-3
11-5
15-0
19-1
22-1
7-3
11-5
14-5
17-8
20-5
Hem-Fir
#1
6-11
10-2
12-10
15-8
18-2
6-5
9-5
11-11
14-6
16-10
Hem-Fir
#2
6-7
9-7
12-2
14-10
17-3
6-1
8-11
11-3
13-9
15-11
16
Hem-Fir
#3
5-0
7-4
9-4
11-5
13-2
4-8
6-10
8-8
10-6
12-3
Southern Pine
SS
7-6
11-10
15-7
19-11
24-3
7-6
11-10
15-7
19-11
23-10
Southern Pine
#1
7-5
11-7
14-9
17-6
20-11
7-4
10-10
13-8
16-2
19-4
Southern Pine
#2
7-1
10-2
13-2
15-9
18-5
6-7
9-5
12-2
14-7
17-1
Southern Pine
#3
5-4
7-11
10-1
11-11
14-2
4-11
7-4
9-4
11-0
13-1
Spruce-Pine-Fir
SS
7-1
11-2
14-8
18-0
20-11
7-1
10-9
13-8
16-8
19-4
Spruce-Pine-Fir
#1
6-8
9-9
12-4
15-1
17-6
6-2
9-0
11-5
13-11
16-2
Spruce-Pine-Fir
#2
6-8
9-9
12-4
15-1
17-6
6-2
9-0
11-5
13-11
16-2
Spruce-Pine-Fir
#3
5-0
7-4
9-4
11-5
13-2
4-8
6-10
8-8
10-6
12-3
(continued)
2012 INTERNATIONAL BUILDING CODE®
503
WOOD
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, UA ■■
180)
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
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. -in.)
(ft. - in.)
(ft. - in.)
Douglas Fir-Larch
SS
7-3
11-4
14-6
17-8
20-6
7-3
10-7
13-5
16-5
19-0
Douglas Fir-Larch
#1
6-6
9-6
12-0
14-8
17-1
6-0
8-10
11-2
13-7
15-9
Douglas Fir-Larch
#2
6-1
8-11
11-3
13-9
15-11
5-7
8-3
10-5
12-9
14-9
Douglas Fir-Larch
#3
4-7
6-9
8-6
10-5
12-1
4-3
6-3
7-11
9-7
11-2
Hem-Fir
SS
6-10
10-9
14-2
17-5
20-2
6-10
10-5
1 3-2
16-1
18-8
Hem-Fir
#1
6-4
9-3
11-9
14-4
16-7
5-10
8-7
10-10
13-3
15-5
Hem-Fir
#2
6-0
8-9
11-1
13-7
15-9
5-7
8-1
10-3
12-7
14-7
19.2
Hem-Fir
#3
4-7
6-9
8-6
10-5
12-1
4-3
6-3
7-11
9-7
11-2
Southern Pine
SS
7-1
11-2
14-8
18-9
22-10
7-1
11-2
14-8
18-7
21-9
Southern Pine
#1
7-0
10-8
13-5
16-0
19-1
6-8
9-11
12-5
14-10
17-8
Southern Pine
#2
6-6
9-4
12-0
14-4
16-10
6-0
8-8
11-2
13-4
15-7
Southern Pine
#3
4-11
7-3
9-2
10-10
12-11
4-6
6-8
8-6
10-1
12-0
Spruce-Pine-Fir
SS
6-8
10-6
13-5
16-5
19-1
6-8
9-10
12-5
15-3
17-8
Spruce-Pine-Fir
#1
6-1
8-11
11-3
13-9
15-11
5-7
8-3
10-5
12-9
14-9
Spruce-Pine-Fir
#2
6-1
8-11
11-3
13-9
15-11
5-7
8-3
10-5
12-9
14-9
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
6-8
10-3
13-0
15-10
18-4
6-6
9-6
12-0
14-8
17-0
Douglas Fir-Larch
#1
5-10
8-6
10-9
13-2
15-3
5-5
7-10
10-0
12-2
14-1
Douglas Fir-Larch
#2
5-5
7-11
10-1
12-4
14-3
5-0
7-4
9-4
11-5
13-2
Douglas Fir-Larch
#3
4-1
6-0
7-7
9-4
10-9
3-10
5-7
7-1
8-7
10-0
Hem-Fir
SS
6-4
9-11
12-9
15-7
18-0
6-4
9-4
11-9
14-5
16-8
Hem-Fir
#1
5-8
8-3
10-6
12-10
14-10
5-3
7-8
9-9
11-10
13-9
Hem-Fir
#2
5-4
7-10
9-11
12-1
14-1
4-11
7-3
9-2
11-3
13-0
24
Hem-Fir
#3
4-1
6-0
7-7
9-4
10-9
3-10
5-7
7-1
8-7
10-0
Southern Pine
SS
6-7
10-4
13-8
17-5
21-0
6-7
10-4
13-8
16-7
19-5
Southern Pine
#1
6-5
9-7
12-0
14-4
17-1
6-0
8-10
11-2
13-3
15-9
Southern Pine
#2
5-10
8-4
10-9
12-10
15-1
5-5
7-9
10-0
11-11
13-11
Southern Pine
#3
4-4
6-5
8-3
9-9
11-7
4-1
6-0
7-7
9-0
10-8
Spruce-Pine-Fir
SS
6-2
9-6
12-0
14-8
17-1
6-0
8-10
11-2
13-7
15-9
Spruce-Pine-Fir
#1
5-5
7-11
10-1
12-4
14-3
5-0
7-4
9-4
11-5
13-2
Spruce-Pine-Fir
#2
5-5
7-11
10-1
12-4
14-3
5-0
7-4
9-4
11-5
13-2
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, I foot = 304.8 mm, 1 pound per square foot = 47.9 N/m 2 .
504
2012 INTERNATIONAL BUILDING CODE®
WOOD
TABLE 2308.10.3(5)
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Ground Snow Load = 30 pounds per square foot, Ceiling Attached to Rafters, UA = 240)
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
(ft. - in.)
(ft. -in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
Douglas Fir-Larch
SS
9-1
14-4
18-10
24-1
26-0
9-1
14-4
18-10
24-1
26-0
Douglas Fir-Larch
#1
8-9
13-9
18-2
22-9
26-0
8-9
13-2
16-8
20-4
23-7
Douglas Fir-Larch
#2
8-7
13-6
17-5
21-4
24-8
8-5
12-4
15-7
19-1
22-1
Douglas Fir-Larch
#3
7-1
10-5
13-2
16-1
18-8
6-4
9-4
11-9
14-5
16-8
Hem-Fir
SS
8-7
13-6
17-10
22-9
26-0
8-7
13-6
17-10
22-9
26-0
Hem-Fir
#1
8-5
13-3
17-5
22-2
25-9
8-5
12-10
16-3
19-10
23-0
Hem-Fir
#2
8-0
12-7
16-7
21-0
24-4
8-0
12-2
15-4
18-9
21-9
12
Hem-Fir
#3
7-1
10-5
13-2
16-1
18-8
6-4
9-4
11-9
14-5
16-8
Southern Pine
SS
8-11
14-1
18-6
23-8
26-0
8-11
14-1
18-6
23-8
26-0
Southern Pine
#1
8-9
13-9
18-2
23-2
26-0
8-9
13-9
18-2
22-2
26-0
Southern Pine
#2
8-7
13-6
17-10
22-3
26-0
8-7
12-11
16-8
19-11
23-4
Southern Pine
#3
7-7
11-2
14-3
16-10
20-0
6-9
10-0
12-9
15-1
17-11
Spruce-Pine-Fir
SS
8-5
13-3
17-5
22-3
26-0
8-5
13-3
17-5
22-3
26-0
Spruce-Pine-Fir
#1
8-3
12-11
17-0
21-4
24-8
8-3
12-4
15-7
19-1
22-1
Spruce-Pine-Fir
#2
8-3
12-11
17-0
21-4
24-8
8-3
12-4
15-7
19-1
22-1
Spruce-Pine-Fir
#3
7-1
10-5
13-2
16-1
18-8
6-4
9-4
11-9
14-5
16-8
Douglas Fir-Larch
SS
8-3
13-0
17-2
21-10
26-0
8-3
13-0
17-2
21-3
24-8
Douglas Fir-Larch
#1
8-0
12-6
16-2
19-9
22-10
7-10
11-5
14-5
17-8
20-5
Douglas Fir-Larch
#2
7-10
11-11
15-1
18-5
21-5
7-3
10-8
13-6
16-6
19-2
Douglas Fir-Larch
#3
6-2
9-0
11-5
13-11
16-2
5-6
8-1
10-3
12-6
14-6
Hem-Fir
SS
7-10
12-3
16-2
20-8
25-1
7-10
12-3
16-2
20-8
24-2
Hem-Fir
#1
7-8
12-0
15-9
19-3
22-3
7-7
11-1
14-1
17-2
19-11
Hem-Fir
#2
7-3
11-5
14-11
18-2
21-1
7-2
10-6
13-4
16-3
18-10
16
Hem-Fir
#3
6-2
9-0
11-5
13-11
16-2
5-6
8-1
10-3
12-6
14-6
Southern Pine
SS
8-1
12-9
16-10
21-6
26-0
8-1
12-9
16-10
21-6
26-0
Southern Pine
#1
8-0
12-6
16-6
21-1
25-7
8-0
12-6
16-2
19-2
22-10
Southern Pine
#2
7-10
12-3
16-2
19-3
22-7
7-10
11-2
14-5
17-3
20-2
Southern Pine
#3
6-7
9-8
12-4
14-7
17-4
5-10
8-8
11-0
13-0
15-6
Spruce-Pine-Fir
SS
7-8
12-0
15-10
20-2
24-7
7-8
12-0
15-10
19-9
22-10
Spruce-Pine-Fir
#1
7-6
11-9
15-1
18-5
21-5
7-3
10-8
13-6
16-6
19-2
Spruce-Pine-Fir
#2
7-6
11-9
15-1
18-5
21-5
7-3
10-8
13-6
16-6
19-2
Spruce-Pine-Fir
#3
6-2
9-0
11-5
13-11
16-2
5-6
8-1
10-3
12-6
14-6
(continued)
2012 INTERNATIONAL BUILDING CODE®
505
WOOD
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 pounds per square foot
DEAD LOAD =
20 pounds per square foot
2x4
2x6
2x8
2x10
2x12
2x4
2x6
2x8
2x10
2x12
Maximum rafter spans
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. -in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. -in.)
Douglas Fir-Larch
SS
7-9
12-3
16-1
20-7
25-0
7-9
12-3
15-10
19-5
22-6
Douglas Fir-Larch
#1
7-6
11-8
14-9
18-0
20-11
7-1
10-5
13-2
16-1
18-8
Douglas Fir-Larch
#2
7-4
10-11
13-9
16-10
19-6
6-8
9-9
12-4
15-1
17-6
Douglas Fir-Larch
#3
5-7
8-3
10-5
12-9
14-9
5-0
7-4
9-4
11-5
13-2
Hem-Fir
SS
7-4
11-7
15-3
19-5
23-7
7-4
11-7
15-3
19-1
22-1
Hem-Fir
#1
7-2
11-4
14-4
17-7
20-4
6-11
10-2
12-10
15-8
18-2
Hem-Fir
#2
6-10
10-9
13-7
16-7
19-3
6-7
9-7
12-2
14-10
17-3
19.2
Hem-Fir
#3
5-7
8-3
10-5
12-9
14-9
5-0
7-4
9-4
11-5
13-2
Southern Pine
SS
7-8
12-0
15-10
20-2
24-7
7-8
12-0
15-10
20-2
24-7
Southern Pine
#1
7-6
11-9
15-6
19-7
23-4
7-6
11-9
14-9
17-6
20-11
Southern Pine
#2
7-4
11-5
14-9
17-7
20-7
7-1
10-2
13-2
15-9
18-5
Southern Pine
#3
6-0
8-10
11-3
13-4
15-10
5-4
7-11
10-1
11-11
14-2
Spruce-Pine-Fir
SS
7-2
11-4
14-11
19-0
23-1
7-2
11-4
14-9
18-0
20-11
Spruce-Pine-Fir
#1
7-0
10-11
13-9
16-10
19-6
6-8
9-9
12-4
15-1
17-6
Spruce-Pine-Fir
#2
7-0
10-11
13-9
16-10
19-6
6-8
9-9
12-4
15-1
17-6
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
24
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 J
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 do
und Der sql
47 9 N/m 2
506
2012 INTERNATIONAL BUILDING CODE®
WOOD
TABLE 2308.10.3(6)
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Ground Snow Load = 50 pounds per square foot, Ceiling Attached to Rafters, Uk ■■
240)
RAFTER
SPACING
(inches)
SPECIES AND GRADE
DEAD LOAD =
pounds per square
foot
DEAD LOAD =
>0 pounds
per square
foot
2x4
2x6
2x8
2x10
2x12
2x4
2x6
2x8
2x10
2x12
Maximum rafter span
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
Douglas Fir-Larch
SS
7-8
12-1
15-11
20-3
24-8
7-8
12-1
15-11
20-3
24-0
Douglas Fir-Larch
#1
7-5
11-7
15-3
18-7
21-7
7-5
11-2
14-1
17-3
20-0
Douglas Fir-Larch
#2
7-3
11-3
14-3
17-5
20-2
7-1
10-5
13-2
16-1
18-8
Douglas Fir-Larch
#3
5-10
8-6
10 9
13-2
15-3
5-5
7-10
10-0
12-2
14-1
Hem-Fir
SS
7-3
11-5
15-0
19-2
23-4
7-3
11-5
15-0
19-2
23-4
Hem-Fir
#1
7-1
11-2
14-8
18-1
21-0
7-1
10-10
13-9
16-9
19-5
Hem-Fir
#2
6-9
10-8
14-0
17-2
19-11
6-9
10-3
13-0
15-10
18-5
12
Hem-Fir
#3
5-10
8-6
10-9
13-2
15-3
5-5
7-10
10-0
12-2
14-1
Southern Pine
SS
7-6
11-0
15-7
19-11
24-3
7-6
11-10
15-7
19-11
24-3
Southern Pine
#1
7-5
11-7
15-4
19-7
23-9
7-5
11-7
15-4
18-9
22-4
Southern Pine
#2
7-3
11-5
15-0
18-2
21-3
7-3
10-11
14-1
16-10
19-9
Southern Pine
#3
6-2
9-2
11-8
13-9
16-4
5-9
8-5
10-9
12-9
15-2
Spruce-Pine-Fir
SS
7-1
11-2
14-8
18-9
22-10
7-1
11-2
14-8
18-9
22-4
Spruce-Pine-Fir
#1
6-11
10-11
14-3
17-5
20-2
6-11
10-5
13-2
16-1
18-8
Spruce-Pine-Fir
#2
6-11
10-11
14-3
17-5
20-2
6-11
10-5
13-2
16-1
18-8
Spruce-Pine-Fir
#3
5-10
8-6
10-9
13-2
15-3
5-5
7-10
10-0
12-2
14-1
Douglas Fir-Larch
SS
7-0
11-0
14-5
18-5
22-5
7-0
11-0
14-5
17-11
20-10
Douglas Fir-Larch
#1
6-9
10-5
13-2
16-1
18-8
6-7
9-8
12-2
14-11
17-3
Douglas Fir-Larch
#2
6-7
9-9
12-4
15-1
17-6
6-2
9-0
11-5
13-11
16-2
Douglas Fir-Larch
#3
5-0
7-4
9-4
11-5
13-2
4-8
6-10
8-8
10-6
12-3
Hem-Fir
SS
6-7
10-4
13-8
17-5
21-2
6-7
10-4
13-8
17-5
20-5
Hem-Fir
#1
6-5
10-2
12-10
15-8
18-2
6-5
9-5
11-11
14-6
16-10
Hem-Fir
#2
6-2
9-7
12-2
14-10
17-3
6-1
8-11
11-3
13-9
15-11
16
Hem-Fir
#3
5-0
7-4
9-4
11-5
13-2
4-8
6-10
8-8
10-6
12-3
Southern Pine
SS
6-10
10-9
14-2
18-1
22-0
6-10
10-9
14-2
18-1
22-0
Southern Pine
#1
6-9
10-7
13-11
17-6
20-11
6-9
10-7
13-8
16-2
19-4
Southern Pine
#2
6-7
10-2
13-2
15-9
18-5
6-7
9-5
12-2
14-7
17-1
Southern Pine
#3
5-4
7-11
10-1
11-11
14-2
4-11
7-4
9-4
11-0
13-1
Spruce-Pine-Fir
SS
6-5
10-2
13-4
17-0
20-9
6-5
10-2
13-4
16-8
19-4
Spruce-Pine-Fir
#1
6-4
9-9
12-4
15-1
17-6
6-2
9-0
11-5
13-11
16-2
Spruce-Pine-Fir
#2
6-4
9-9
12-4
15-1
17-6
6-2
9-0
11-5
13-11
16-2
Spruce-Pine-Fir
#3
5-0
7-4
9-4
11-5
13-2
4-8
6-10
8-8
10-6
12-3
(continued)
2012 INTERNATIONAL BUILDING CODE®
507
WOOD
TABLE 2308.10.3(6)— continued
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Ground Snow Load = 50 pounds per square foot, Ceiling Attached to Rafters, L/A :
240)
RAFTER
SPACING
(inches)
SPECIES AND GRADE
DEAD LOAD = 1
pounds per square
foot
DEAD LOAD = 20 pounds per square foot
2x4
2x6
2x8
2x10
2x12
2x4
2x6
2x8
2x10
2x12
Maximum rafter spans
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
(ft. -in.)
(ft. - in.)
(ft. -in.)
(ft. - in.)
(ft. - in.)
(ft. - in.)
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
19.2
Hem-Fir
#3
4-7
6-9
8-6
10-5
12-1
4-3
6-3
7-11
9-7
11-2
Southern Pine
SS
6-5
10-2
13-4
17-0
20-9
6-5
10-2
13-4
17-0
20-9
Southern Pine
#1
6-4
9-11
13-1
16-0
19-1
6-4
9-11
12-5
14-10
17-8
Southern Pine
#2
6-2
9-4
12-0
14-4
16-10
6-0
8-8
11-2
13-4
15-7
Southern Pine
#3
4-11
7-3
9-2
10-10
12-11
4-6
6-8
8-6
10-1
12-0
Spruce-Pine-Fir
SS
6-1
9-6
12-7
16-0
19-1
6-1
9-6
12-5
15-3
17-8
Spruce-Pine-Fir
#1
5-11
8-11
11-3
13-9
15-11
5-7
8-3
10-5
12-9
14-9
Spruce- Pine-Fir
#2
5-11
8-11
11-3
13-9
15-11
5-7
8-3
10-5
12-9
14-9
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
24
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-Fir
#1
5-5
7-11
10-1
12-4
14-3
5-0
7-4
9-4
11-5
13-2
Spruce-Pine-Fir
#2
5-5
7-11
10-1
12-4
14-3
5-0
7-4
9-4
11-5
13-2
Spruce-Pine-Fir
#3
4-1
6-0
7-7
9-4
10-9
3-10
5-7
7-1
8-7
10-0
For SI: 1 inch = 25.4 ram, 1 foot = 304.8 mm, 1 pound per square foot = 47.9 N/m 2 .
508
2012 INTERNATIONAL BUILDING CODE®
WOOD
TABLE 2308.10.4.1
RAFTER TIE CONNECTIONS 9
TIE SPACING (inches)
GROUND SNOW LOAD (pound per square foot)
RAFTER SLOPE
NO SNOW LOAD
30 pounds per square foot
50 pounds per square foot
Roof span (feet)
12
20
28
36
12
20
28
36 1 12
20
28
36
Required number of 16d common (3V 2 " x 0.162") nails ab per connection" def
3:12
12
4
6
8
10
4
6
8
11
5
8
12
15
16
5
7
10
13
5
8
11
14
6
11
15
20
24
7
11
15
19
7
11
16
21
9
16
23
30
32
10
14
19
25
10
16
22
28
12
27
30
40
48
14
21
29
37
14
32
36
42
18
32
46
60
4:12
12
3
4
5
6
3
5
6
8
4
6
9
11
16
3
5
7
8
4
6
8
11
5
8
12
15
24
4
7
10
12
5
9
12
16
7
12
17
22
32
6
9
13
16
8
12
16
22
10
16
24
30
48
8
14
19
24
10
18
24
32
14
24
34
44
5:12
12
3
3
4
5
3
4
5
7
3
5
7
9
16
3
4
5
7
3
5
7
9
4
7
9
12
24
4
6
8
10
4
7
10
13
6
10
14
18
32
5
8
10
13
6
10
14
18
8
14
18
24
48
7
11
15
20
8
14
20
26
12
20
28
36
7:12
12
3
3
3
4
3
3
4
5
3
4
5
7
16
3
3
4
5
3
4
5
6
3
5
7
9
24
3
4
6
7
3
5
7
9
4
7
10
13
32
4
6
8
10
4
8
10
12
6
10
14
18
48
5
8
11
14
6
10
14
18
9
14
20
26
9:12
12
3
3
3
3
3
3
3
4
3
3
4
5
16
3
3
3
4
3
3
4
5
3
4
5
7
24
3
3
5
6
3
4
6
7
3
6
8
10
32
3
4
6
8
4
6
8
10
5
8
10
14
48
4
6
9
11
5
8
12
14
7
12
16
20
12:12
12
3
3
3
3
3
3
3
3
3
3
3
4
16
3
3
3
3
3
3
3
4
3
3
4
5
24
3
3
3
4
3
3
4
6
3
4
6
8
32
3
3
4
5
3
5
6
8
4
6
8
10
48
3
4
6
7
4
7
8
12
6
8
12
16
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 N/m 2 .
a. 40d box (5" x 0.162") or 16d sinker (37/' x 0.148") nails are permitted to be substituted for 16d common (3 7," 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 load4iearing wall, header or ridge beam.
d. When intermediate support of the rafter is provided by vertical struts or purlins to a load4jearing wall, the tabulated heel joint connection requirements are
permitted to be reduced proportionally to the reduction in span.
e. Equivalent nailing patterns are required for ceiling joist to ceiling joist lap splices.
f. Connected members shall be of sufficient size to prevent splitting due to nailing.
g. For snow loads less than 30 pounds per square foot, the required number of nails is permitted to be reduced by multiplying by the ratio of actual snow load
plus 10 divided by 40, but not less than the number required for no snow load.
2012 INTERNATIONAL BUILDING CODE®
509
WOOD
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
ceiling joist shall not exceed one-sixth the depth and
shall not be located in the middle one-third of the span,
except that a notch not exceeding one-third of the depth
is permitted in the top of the rafter or ceiling joist not
further from the face of the support than the depth of
the member.
Holes bored in rafters or ceiling joists shall not be
within 2 inches (5 1 mm) of the top and bottom and their
diameter shall not exceed one-third the depth of the
member.
2308.10.4.3 Framing around openings. Trimmer and
header rafters shall be doubled, or of lumber of equiva-
lent cross section, where the span of the header exceeds
4 feet (1219 mm). The ends of header rafters more than
6 feet (1829 mm) long shall be supported by framing
anchors or rafter hangers unless bearing on a beam,
partition or wall.
2308.10.5 Purlins. Purlins to support roof loads are per-
mitted to be installed to reduce the span of rafters within
allowable limits and shall be supported by struts to bearing
walls. The maximum span of 2-inch by 4-inch (51 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) mem-
bers. 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 dis-
placement 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 support, 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.
2308.10.11 Attic ventilation. For attic ventilation, see
Section 1203.2.
2308.11 Additional requirements for conventional con-
struction in Seismic Design Category B or C. Structures of
conventional light-frame construction and assigned to Seis- I
mic Design Category B or C shall comply with Sections j
2308.11.1 through 2308.1 1.3, in addition to the provisions of
Sections 2308.1 through 2308.10.
2308.11.1 Number of stories. Structures of conventional
light-frame construction and assigned to Seismic Design I
Category C shall not exceed two stories above grade
plane. '
2308.11.2 Concrete or masonry. Concrete or masonry
walls and stone or masonry veneer shall not extend above
a basement.
Exceptions:
1. In structures assigned to Seismic Design Cate-
gory B, stone and masonry veneer is permitted to
be used in the first two stories above grade plane
or the first three stories above grade plane where
the lowest story has concrete or masonry walls,
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 deter-
mined in Table 2308.9.3(1).
2. In structures assigned to Seismic Design Cate-
gory B or C, stone and masonry veneer is permit-
ted to be used in the first story above grade plane
or the first two stories above grade plane where
the lowest story has concrete or masonry walls.
3. In structures assigned to Seismic Design Cate-
gory B or C, stone and masonry veneer is permit-
ted to be used in both stories of buildings with
two stories above grade plane, provided the fol-
lowing criteria are met:
3.1. Type of brace per Section 2308.9.3 shall
be Method 3 and the allowable shear
capacity in accordance with Section
2306.3 shall be a minimum of 350 plf
(5108 N/m).
3.2. Braced wall panels in the second story
shall be located in accordance with Sec-
tion 2308.9.3 and not more than 25 feet
(7620 mm) on center, and the total length
of braced wall panels shall be not less
than 25 percent of the braced wall line
length. Braced wall panels in the first
story shall be located in accordance with
Section 2308.9.3 and not more than 25
feet (7620 mm) on center, and the total
510
2012 INTERNATIONAL BUILDING CODE 18
WOOD
length of braced wall panels shall be not
less than 45 percent of the braced wall
line length.
3.3. Hold-down connectors shall be provided
at the ends of each braced wall panel for
the second story to first story connection
with an allowable capacity of 2,000
pounds (8896 N). Hold-down connectors
shall be provided at the ends of each
braced wall panel for the first story to
foundation connection with an allow-
able capacity of 3,900 pounds (17 347
N). In all cases, the hold-down connector
force shall be transferred to the founda-
tion.
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 2308.1 1.3.3.
2308.11.3.1 Anchorage. Braced wall lines shall be
anchored in accordance with Section 2308.6 at founda-
tions.
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
following 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.
TABLE 2308.10.9
ALLOWABLE SPANS FOR 2-INCH TONGUE-AND-GROOVE DECKING
SPAN 8
(feet)
LIVE LOAD
(pound per square foot)
DEFLECTION LIMIT
BENDING STRESS (f)
(pound per square inch)
MODULUS OF ELASTICITY (E)
(pound per square inch)
Roofs
4
20
1/240
1/360
160
170,000
256,000
30
1/240
1/360
210
256,000
384,000
40
1/240
1/360
270
340,000
512,000
4.5
20
1/240
1/360
200
242,000
305,000
30
1/240
1/360
270
363,000
405,000
40
1/240
1/360
350
484,000
725,000
5.0
20
1/240
1/360
250
332,000
500,000
30
1/240
1/360
330
495,000
742,000
40
1/240
1/360
420
660,000
1,000,000
5.5
20
1/240
1/360
300
442,000
660,000
30
1/240
1/360
400
662,000
998,000
40
1/240
1/360
500
884,000
1,330,000
6.0
20
1/240
1/360
360
575,000
862,000
30
1/240
1/360
480
862,000
1,295,000
40
1/240
1/360
600
1,150,000
1,730,000
(continued)
2012 INTERNATIONAL BUILDING CODE®
511
WOOD
TABLE 2308.10.9— continued
ALLOWABLE SPANS FOR 2-INCH TONGUE-AND-GROOVE DECKING
SPAN 3
(feet)
LIVE LOAD
(pound per square foot)
DEFLECTION LIMIT
BENDING STRESS (f)
(pound per square Inch)
MODULUS OF ELASTICITY (E)
(pound per square Inch)
Roofs
6.5
20
1/240
1/360
420
595,000
892,000
30
1/240
1/360
560
892,000
1,340,000
40
1/240
1/360
700
1,190,000
1,730,000
7.0
20
1/240
1/360
490
910,000
1,360,000
30
1/240
1/360
650
1,370,000
2,000,000
40
1/240
1/360
810
1,820,000
2,725,000
7.5
20
1/240
1/360
560
1,125,000
1,685,000
30
1/240
1/360
750
1,685,000
2,530,000
40
1/240
1/360
930
2,250,000
3,380,000
8.0
20
1/240
1/360
640
1,360,000
2,040,000
30
1/240
1/360
850
2,040,000
3,060,000
Floors
4
4.5
5.0
40
1/360
840
950
1,060
1,000,000
1,300,000
1,600,000
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kN/m 2 , 1 pound per square inch = 0.00689 N/mm 2 .
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 17, inches nominal.
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 l'/ 2 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
(1219 mm) shall be constructed in accordance with the
following:
1. Blocking shall be provided beyond headers.
2. Metal ties not less than 0.058 inch [1.47 mm (16
galvanized gage)] by 1 V 2 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 and assigned to Seis-
mic Design Category D or E shall conform to Sections
2308.12.1 through 2308.12.9, in addition to the requirements
for structures assigned to Seismic Design Category B or C in
Section 2308.11.
2308.12.1 Number of stories. Structures of conventional
light-frame construction and assigned to Seismic Design
Category D or E shall not exceed one story above grade
plane.
512
2012 INTERNATIONAL BUILDING CODE®
WOOD
2x SILL PLATE
CONCRETE
STEPPED FOOTING
J2'-0" MIN. ^
SPLICE-
M
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
2-2x PLATE
,\V/A\V//.,
FOOTING SECTION "A"
^ rf '^ ^ ■»■' ^
For SI: 1 inch = 25.4 ram, 1 foot = 304.8 mm.
■ -WW AVAnWAW
2x CRIPPLE
STUD WALL
■V7Z<Z777777
NOTE: WHERE FOOTING SECTION "A"
IS LESS THAN 8'-0" LONG IN A
25'-0" TOTAL LENGTH WALL, PROVIDE
BRACING AT CRIPPLE STUD WALL
FIGURE 2308.11.3.2
STEPPED FOOTING CONNECTION DETAILS
PLYWOOD SHEATHING
DIAPHRAGM OPENING
METAL TIE 16GA. x1 1/2"x4'-0" MIN., (4 TOTAL)
W/ 16-16d COMMON NAILS AS SHOWN
-OR-
METALTIE 16GA. x 1 1/2" x (OPENING WIDTH + 4'-0") MIN.,
(2 TOTAL) W/ 24-1 6d COMMON NAILS
For SI: 1 inch = 25.4 mm, I foot = 304.8 mm.
FIGURE 2308.1 1.3.3
OPENINGS IN HORIZONTAL DIAPHRAGMS
2012 INTERNATIONAL BUILDING CODE®
513
WOOD
2308.12.2 Concrete or masonry. Concrete or masonry
walls and stone or masonry veneer shall not extend above
a basement.
Exception: In structures assigned to Seismic Design
Category D, stone and masonry veneer is permitted to
be used in the first story above grade plane, 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 Section 2306.3
shall be a minimum of 350 plf (5108 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 capacity of 2.100 pounds
(9341 N).
4. Cripple walls shall not be permitted.
2308.12.3 Braced wall line spacing. Spacing between
interior 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 the required percentage of wall length
required to be braced per braced wall line in Table
2308.12.4. Braced wall panels shall be 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 blocking. Wall framing
to which sheathing used for bracing is applied shall be
nominal 2-inch-wide [actual l'/ 2 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 the required percentage of wall
length required to be braced per braced wall line in Table
2308.12.4. Where interior braced wall lines occur without
a continuous foundation below, the length of parallel exte-
rior cripple wall bracing shall be one and one-half times
the lengths required by Table 2308.12,4. Where the crip-
ple wall sheathing type used is Type S-W and this addi-
tional length of bracing cannot be provided, the capacity
of Type S-W sheathing shall be increased by reducing the
spacing of fasteners along the perimeter of each piece of
sheathing to 4 inches (102 mm) o.c.
2308.12.4.1 Alternative bracing. An alternate braced
wall panel constructed in accordance with Section
2308.9.3.1 or 2308.9.3.2 is permitted to be substituted
for a braced wall panel in Section 2308.9.3 Items 2
through 8. For methods 2, 3, 4, 6, 7 and 8, each 48-inch
(1219 mm) section or portion thereof required by Table
2308.12.4 is permitted to be replaced by one alternate
braced wall panel constructed in accordance with Sec-
tion 2308.9.3.1 or 2308.9.3.2. For method 5, each 96-
inch (2438 mm) section (applied to one face) or 48-inch
(1219 mm) section (applied to both faces) or portion
thereof required by Table 2308.12.4 is permitted to be
replaced by one alternate braced wall panel constructed
in accordance with Section 2308.9.3.1 or 2308.9.3.2.
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
structures assigned to 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 conven-
tional framing system. A portion of a structure shall be
TABLE 2308.12.4
WALL BRACING IN SEISMIC DESIGN CATEGORIES D AND E
(Minimum Percentage of Wall Bracing per each Braced Wall Line")
CONDITION
SHEATHING TYPE"
S DS < 0.50
0.50 < S DS < 0.75
0.75 < S DS < 1 .00
S DS >1.00
One story
G-F
43
59
75
100
S-W
21
32
37
48
For SI: J 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. The 2: 1 h/w ratio limitation does not apply to alternate braced wall panels constructed in accordance with Section
2308.9.3.) or 2308.9.3.2.
b. G-P = gypsum board, fiberboard, particleboard, lath and plaster or gypsum sheathing boards; S-W = wood structural 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 7,-inch gypsum board, 5d (0.113 inch diameter) cooler nails at 7 inches on center;
For 5 / s -inch gypsum board, No. 1 1 gage (0.120 inch diameter) at 7 inches on center;
For gypsum sheathing board, l 3 / 4 inches long by 7 / l(i -inch head, diamond point galvanized nails at 4 inches on center;
For gypsum lath, No. 13 gage (0.092 inch) by l'/ s inches long, ''7 M -inch head, plasterboard at 5 inches on center;
For Portland cement plaster, No. 1 1 gage (0. 120 inch) by 1 V, inches long, 7 / ]6 -inch head at 6 inches on center;
For fiberboard and particleboard, No. 1 1 gage (0. 120 inch) by 1 '/, inches long, 7 / ]f) -inch head, galvanized nails at 3 inches on center.
514
2012 INTERNATIONAL BUILDING CODE®
WOOD
considered to be irregular where one or more of the condi-
tions 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 upper-
most story in which they are required, the structure
shall be considered 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 permit-
ted to support braced wall panels provided:
1. Floor joists are 2 inches by 10 inches (51
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 1 V 2 inches (38 mm) wide
fastened with six 16d common nails on
each side. The metal tie shall have a mini-
mum 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 and con-
nected in accordance with Section 2308.3.2, the
structure shall be considered to be irregular [see Fig-
ure 2308.12.6(3)].
Exception: Portions of roofs or floors that do not
support braced wall panels above are permitted to
extend up to 6 feet (1829 mm) beyond a braced
wall line [see Figure 2308.12.6(4)] provided that
the framing members are connected to the braced
wall line below in accordance with Section
2308.3.2.
3. Where the end of a required braced wall panel
extends more than 1 foot (305 mm) over an opening
in the wall below, the structure shall be considered
to be irregular. This requirement is applicable to
braced wall panels offset in plane and to braced wall
panels offset out of plane as permitted by the excep-
tion 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 mem-
ber.
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 hav-
ing 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 orthogo-
nal pairs of braced wall lines are present, the struc-
ture shall be considered to be irregular [see Figure
2308.12.6(8)].
2308.12.7 Anchorage of exterior means of egress com-
ponents. Exterior egress balconies, exterior exit stairways
and similar means of egress components shall be posi-
tively anchored to the primary structure at not over 8 feet
(2438 mm) o.c. or shall be designed for lateral forces.
Such attachment shall not be accomplished by use of toe-
nails or nails subject to withdrawal.
2308.12.8 Sill plate anchorage. Sill plates shall be
anchored with anchor bolts with steel plate washers
between the foundation sill plate and the nut, or approved
anchor straps load rated in accordance with Section
1716.1. 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 diago-
nally slotted with a width of up to 3 / l6 inch (4.76 mm)
larger than the bolt diameter and a slot length not to
exceed l 3 / 4 inches (44 mm), provided a standard cut
washer is placed between the plate washer and the nut.
2308.12.9 Sill plate anchorage in Seismic Design Cate-
gory E. In structures assigned to Seismic Design Category
E, steel bolts with a minimum nominal diameter of 5 / g inch
(15.9 mm) or approved anchor straps load rated in accor-
dance with Section 1711.1 and spaced to provide equiva-
lent anchorage shall be used.
2012 INTERNATIONAL BUILDING CODE®
515
WOOD
: :<
OUT OF PLANE
OFFSET IN EXTERIOR
BRACED WALL PANELS
SECTION VIEW
SECTION VIEW
FIGURE 2308.12.6(1)
BRACED WALL PANELS OUT OF PLANE
CANTILEVER/SET BACK
SHALL ONLY SUPPORT ROOF
AND WALL WEIGHT
4'-0"
w/2x 12
w/2x 12
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
PLAN VIEW
DASHED LINE INDICATES BRACED
WALL LINE BELOW
THERE IS NO BRACED WALL LINE
ON THIS EDGE OF THE ROOF
FIGURE 2308.12.6(3)
FLOOR OR ROOF NOT SUPPORTED ON ALL EDGES
516
2012 INTERNATIONAL BUILDING CODE®
WOOD
PLAN VIEW
ROOF OR FLOOR SHALL BE PERMITTED
TO EXTEND UP TO 6' BEYOND
THE BRACED WALL LINE
NO BRACED WALL PANEL ABOVE
PERMITTED AT THIS LOCATION
For SI: 1 foot = 304.8 mm.
FIGURE 2308.12.6(4)
ROOF OR FLOOR EXTENSION BEYOND BRACED WALL LINE
REQUIRED BRACED
WALL PANEL
MORE THAN 1'-0"
EXTERIOR ELEVATION
EXTERIOR ISOMETRIC
For SI: 1 foot = 304.8 ram.
FIGURE 2308.12.6(5)
BRACED WALL PANEL EXTENSION OVER OPENING
:
i
r
_— —
FLOOR JOISTS
CANNOT BE
I
TIED DIRECTLY
.
i
TOGETHER
t
■
1
SECTION VIEW
SECTION VIEW
FIGURE 2308.12.6(6)
PORTIONS OF FLOOR LEVEL OFFSET VERTICALLY
2012 INTERNATIONAL BUILDING CODE®
517
WOOD
BRACED WALL LINES ARE NOT
PERPENDICULAR
PLAN VIEW
FIGURE 2308.12.6(7)
BRACED WALL LINES NOT PERPENDICULAR
i.
\
,i
\
F~ " ~
ii
MORE THAN b1/2
IS IRREGULAR , I
i
'
[ I
n
j =
! i
/
s
I 1
/
\
\
MORE THAN b2/2
IS IRREGULAR
H
Li =:
-=_ -=J
PLAN VIEW
PLAN VIEW
FIGURE 2308.12.6(8)
OPENING LIMITATIONS FOR FLOOR AND ROOF DIAPHRAGMS
518
2012 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 replace-
ment glass shall be as required for new installations.
SECTION 2402
DEFINITIONS
2402.1 Definitions. The following terms are defined in Chap-
ter 2:
DALLE GLASS.
DECORATIVE GLASS.
SECTION 2403
GENERAL REQUIREMENTS FOR GLASS
2403.1 Identification. Each pane shall bear the manufac-
turer's mart 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 2406.3.
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 remov-
able paper marking by the manufacturer.
2403.2 Glass supports. Where one or more sides of any pane
of glass are not firmly supported, or are subjected to unusual
load conditions, detailed construction documents, detailed
shop drawings and analysis or test data assuring safe perfor-
mance for the specific installation shall be prepared by a reg-
istered design professional.
2403.3 Framing. To be considered firmly supported, the
framing members for each individual pane of glass shall be
designed so the deflection of the edge of the glass perpendic-
ular to the glass pane shall not exceed V 175 of the glass edge
length or 3 / 4 inch (19.1 mm), whichever is less, when sub-
jected 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 adjacent unsupported edges shall not be greater
than the thickness of the panels when a force of 50 pounds
per linear foot (plf) (730 N/m) is applied horizontally to one
panel at any point up to 42 inches (1067 mm) above the walk-
ing surface.
2403.5 Louvered windows or jalousies. Float, wired and
patterned glass in louvered windows and jalousies shall be no
thinner than nominal 3 / ]6 inch (4.8 mm) and no longer than 48
inches (1219 mm). Exposed glass edges shall be smooth.
Wired glass with wire exposed on longitudinal edges shall
not be used in louvered windows or jalousies.
Where other glass types are used, the design shall be sub-
mitted 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, Section 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 fol-
lowing equation:
F gw < F ga (Equation 24-1)
where:
F = Wind load on the glass computed in accordance with
Section 1609.
F ga - Short duration load on the glass as determined in
accordance with ASTM E 1 300.
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.
F =W -D (Equation 24-2)
W. + D + 0.5 S
(Equation 24-3)
(Equation 24-4)
F g = 0.5 W l + D + S
where:
D = Glass dead load psf (kN/m 2 ).
For glass sloped 30 degrees (0.52 rad) or less from
horizontal,
2012 INTERNATIONAL BUILDING CODE®
519
GLASS AND GLAZING
= 1 3 t g (For SI: 0.0245 t g ).
For glass sloped more than 30 degrees (0.52 rad) from
horizontal,
= 13 t g cose (For SI: 0.0245 t g cos 6).
F g = Total load, psf (kN/m 2 ) on glass.
5 = Snow load, psf (kN/m 2 ) as determined in Section 1608.
t = Total glass thickness, inches (mm) of glass panes and
plies.
W t = Inward wind force, psf (kN/m 2 ) as calculated in
Section 1609.
W = Outward wind force, psf (kN/m 2 ) as calculated in
Section 1609.
6 = 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 follow-
ing equation:
F < F ga (Equation 24-5)
where:
F g = Total load on the glass determined from the load
combinations above.
F - Short duration load resistance of the glass as
determined 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 1 300 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, cur-
tain and window walls, doors and other exterior applica-
tions shall be designed to resist the wind loads in Section
1609 for components and cladding according to the fol-
lowing equation:
F gw < 0.5 F sc (Equation 24-6)
where:
F gt = Is the wind load on the glass computed per Section
1609.
F ge = Nonfactored load from ASTM E 1300 using a
thickness 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, suns-
paces, 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:
For Equation 24-4:
where:
F„ = Total load on the glass.
(Equation 24-7)
(Equation 24-8)
F = 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,
curtain and window walls, doors and other exterior appli-
cations shall be designed to resist the wind loads in Sec-
tion 1609 for components and cladding according to the
following equation:
F < 1.0 F (Equation 24-9)
where:
F = Wind load on the glass computed per Section 1609.
F ge = Nonfactored load from ASTM E 1 300. 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 combina-
tions of loads from Section 2404.2.
(Equation 24-10)
(Equation 24-11)
For Equations 24-2 and 24-3:
F g <\.0F ge
For Equation 24-4:
F g <0.6F ge
where
F = Total load on the glass.
F ge = 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:
F g <0.5F ge
where:
F„ = Total load on the glass.
(Equation 24-12)
F = Nonfactored load from ASTM E 1300. The value for
sandblasted glass
sandblasting.
for moderate levels of
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.
520
2012 INTERNATIONAL BUILDING CODE®
GLASS AND GLAZING
2405.2 Allowable glazing materials and limitations.
Sloped glazing shall be any of the following materials, sub-
ject 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
equivalent) 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 Sec-
tion 2610. Glass-block construction shall conform to the
requirements of Section 2101.2.5.
2405.3 Screening. Where used in monolithic glazing sys-
tems, 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 support-
ing twice the weight of the glazing; (2) be firmly and substan-
tially 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 equivalent noncorrosi ve screen materials shall be
used. Heat-strengthened glass, fully tempered glass and wired
glass, when used in multiple-layer glazing systems as the bot-
tom glass layer over the walking surface, shall be equipped
with screening that conforms to the requirements for mono-
lithic glazing systems.
Exception: In monolithic and multiple-layer sloped glaz-
ing 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 verti-
cal 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
dwelling units in Groups R-2, R-3 and R-4 where
fully tempered glass is used as single glazing or as
both panes in an insulating glass unit, and the fol-
lowing conditions are met:
4.1. Each pane of the glass is 16 square feet (1.5
m 2 ) or less in area.
4.2. The highest point of the glass is 12 feet
(3658 mm) or less above any walking sur-
face or other accessible area.
4.3. The glass thickness is 3 / 16 inch (4.8 mm) or
less.
5. Screens shall not be required for laminated glass
with a 15-mil (0.38 mm) polyvinyl butyral (or
equivalent) interlayer used within individual dwell-
ing units in Groups R-2, R-3 and R-4 within the fol-
lowing limits:
5.1. Each pane of glass is 16 square feet (1 .5 m 2 )
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 glaz-
ing and skylight frames shall be constructed of noncombusti-
ble materials. In structures where acid fumes deleterious to
metal are incidental to the use of the buildings, approved
pressure-treated wood or other approved noncorrosive mate-
rials are permitted to be used for sash and frames. Framing
supporting 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 (102 mm) above the plane of the roof on a
curb constructed as required for the frame unless other-
wise specified in the manufacturer's installation instruc-
tions.
2405.5 Unit skylights. Unit skylights shall be tested and
labeled as complying with AAMA/WDMA/CSA 101/I.S./
A440. The label shall state the name of the manufacturer, 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 manufacturer has chosen
to have the performance grade of the skylight rated separately
for positive and negative design pressure, then the label shall
state both performance grade ratings as specified in A AM A/
WDMA/CSA 101/I.S.2/A440 and the skylight shall comply
with Section 2405.5.2. If the skylight is not rated separately
for positive and negative pressure, then the performance
grade rating shown on the label shall be the performance
2012 INTERNATIONAL BUILDING CODE®
521
GLASS AND GLAZING
grade rating determined in accordance with AAMA/WDMA/
CSA 101/I.S.2/A440 for both positive and negative design
pressure and the skylight shall conform to Section 2405.5.1 .
2405.5.1 Unit skylights rated for the same performance
grade for both positive and negative design pressure.
The design of unit skylights shall be based on the follow-
ing equation:
F g < PG (Equation 24-13)
where:
where:
W a = Is the outward wind force, psf (kN/m 2 ) as calculated
in Section 1609.
D
F„,=
The dead weight of the glazing, psf (kN/m 2 ) as
determined in Section 2404.2 for glass, or by the
weight of the plastic for plastic glazing.
Maximum load on the skylight determined from
Equations 24-2 through 24-4 in Section 2404.2.
0.
F g - 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:
(Equation 24-14)
(Equation 24-15)
where:
SECTION 2406
SAFETY GLAZING
F s ,^PG Nc
PG Pm = Performance grade rating of the skylight under
positive design pressure;
PG N - Performance grade rating of the skylight under
negative design pressure; and
F gi and F are determined in accordance with the follow-
ing:
For W B > D,
where:
W = Outward wind force, psf (kN/m 2 ) as calculated in
Section 1609.
D = The dead weight of the glazing, psf (kN/m 2 ) as
determined in Section 2404.2 for glass, or by the
weight of the plastic, psf (kN/m 2 ) for plastic glazing.
F gi = Maximum load on the skylight determined from
Equations 24-3 and 24-4 in Section 2404.2.
F g0 = Maximum load on the skylight determined from
Equation 24-2.
For W„ < D,
2406.1 Human impact loads. Individual glazed areas,
including glass minors, in hazardous locations as defined in
Section 2406.4 shall comply with Sections 2406.1.1 through
2406.1.4.
Exception: Mirrors and other glass panels mounted or
hung on a surface that provides a continuous backing sup-
port.
2406.1.1 Impact test. Except as provided in Sections
2406.1.2 through 2406.1.4, all glazing shall pass the
impact test requirements of Section 2406.2.
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 Impact test. Where required by other sections of this
code, glazing shall be tested in accordance with CPSC 16
CFR Part 1201. Glazing shall comply with the test criteria for
Category II, unless otherwise indicated in Table 2406.2(1).
Exception: Glazing not in doors or enclosures for hot
tubs, whirlpools, saunas, steam rooms, bathtubs and show-
ers shall be permitted to be tested in accordance with
ANSI Z97. 1 . Glazing shall comply with the test criteria for
Class A, unless otherwise indicated in Table 2406.2(2).
2406.3 Identification of safety glazing. Except as indicated
in Section 2406.3.1, each pane of safety glazing installed in
hazardous locations shall be identified by a manufacturer's
designation specifying who applied the designation, the man-
ufacturer 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
TABLE 2406.2(1)
MINIMUM CATEGORY CLASSIFICATION OF GLAZING USING CPSC 16 CFR PART 1201
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
SECTION 2406.4.3
(Category class)
GLAZED PANELS
REGULATED BY
SECTION 2406.4.2
(Category class)
DOORS AND
ENCLOSURES
REGULATED BY
SECTION 2406.4.5
(Category class)
SLIDING GLASS
DOORS PATIO TYPE
(Category class)
9 square feet or less
I
I
No requirement
I
II
II
More than 9 square feet
II
II
II
II
II
II
For SI: 1 square foot = 0.0929 m 2 .
522
2012 INTERNATIONAL BUILDING CODE®
GLASS AND GLAZING
TABLE 2406.2(2)
MINIMUM CATEGORY CLASSIFICATION OF GLAZING USING ANSI Z97.1
EXPOSED SURFACE AREA OF ONE
SIDE OF ONE LITE
GLAZED PANELS REGULATED BY
SECTION 2406.4.3 (Category class)
GLAZED PANELS REGULATED BY
SECTION 2406.4.2 (Category class)
DOORS AND ENCLOSURES
REGULATED BY SECTION 2406.4.5"
(Category class)
9 square feet or less
No requirement
B
A
More than 9 square feet
A
A
A
For SI: square foot = 0.0929 rrr.
a. Use is only permitted by the exception to Section 2406.2.
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 202 and meeting the
requirements of this section shall be permitted in lieu of the
manufacturer's designation.
Exceptions:
1 . For other than tempered glass, manufacturer's desig-
nations are not required, provided the building offi-
cial approves the use of a certificate, affidavit or
other evidence confirming compliance with this
code.
2. Tempered spandrel glass is permitted to be identi-
fied by the manufacturer with a removable paper
designation
2406.3.1 Multi-pane assemblies. Multi-pane glazed
assemblies having individual panes not exceeding 1 square
foot (0.09 m 2 ) in exposed areas shall have at least one pane
in the assembly marked as indicated in Section 2406.3.
Other panes in the assembly shall be marked "CPSC 16
CFR Part 1201" or "ANSI Z97.1," as appropriate.
2406.4 Hazardous locations. The locations specified in Sec-
tions 2406.4.1 through 2406.4.7 shall be considered specific
hazardous locations requiring safety glazing materials.
2406.4.1 Glazing in doors. Glazing in all fixed and opera-
ble panels of swinging, sliding, and bifold doors shall be
considered a hazardous location.
Exceptions:
1. Glazed openings of a size through which a 3-
inch-diameter (76 mm) sphere is unable to pass.
2. Decorative glazing.
3. Glazing materials used as curved glazed panels in
revolving doors.
4. Commercial refrigerated cabinet glazed doors.
2406.4.2 Glazing adjacent to doors. Glazing in an indi-
vidual fixed or operable panel adjacent to a door where the
nearest vertical edge of the glazing is within a 24-inch
(610 mm) arc of either vertical edge of the door in a closed
position and where the bottom exposed edge of the glazing
is less than 60 inches (1524 mm) above the walking sur-
face shall be considered a hazardous location.
Exceptions:
1. Decorative glazing.
2. Where there is an intervening wall or other per-
manent barrier between the door and glazing.
3. 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 2406.4.3.
4. Glazing in walls on the latch side of and perpen-
dicular to the plane of the door in a closed posi-
tion in one- and two-family dwellings or within
dwelling units in Group R-2.
2406.4.3 Glazing in windows. Glazing in an individual
fixed or operable panel that meets all of the following con-
ditions shall be considered a hazardous location:
1. The exposed area of an individual pane is greater
than 9 square feet (0.84 m 2 );
2. The bottom edge of the glazing is less than 1 8 inches |
(457 mm) above the floor;
3. The top edge of the glazing is greater than 36 inches j
(914 mm) above the floor; and
4. One or more walking surface(s) are within 36 inches
(914 mm), measured horizontally and in a straight
line, of the plane of the glazing.
Exceptions:
1 . Decorative glazing.
2. Where a horizontal rail is installed on the accessi-
ble side(s) of the glazing 34 to 38 inches (864 to
965 mm) above the walking surface. The rail
shall be capable of withstanding a horizontal load
of 50 pounds per linear foot (730 N/m) without
contacting the glass and be a minimum of lV 2
inches (38 mm) in cross-sectional height.
3. Outboard panes in insulating glass units or multi-
ple glazing where the bottom exposed edge of the
glass is 25 feet (7620 mm) or more above any
grade, roof, walking surface or other horizontal
or sloped (within 45 degrees of horizontal) (0.78
rad) surface adjacent to the glass exterior.
2406.4.4 Glazing in guards and railings. Glazing in
guards and railings, including structural baluster panels
and nonstructural in-fill panels, regardless of area or
height above a walking surface shall be considered a haz-
ardous location.
2406.4.5 Glazing and wet surfaces. Glazing in walls,
enclosures or fences containing or facing hot tubs, spas,
whirlpools, saunas, steam rooms, bathtubs, showers and
indoor or outdoor swimming pools where the bottom
exposed edge of the glazing is less than 60 inches (1524
mm) measured vertically above any standing or walking
2012 INTERNATIONAL BUILDING CODE®
523
GLASS AND GLAZING
surface shall be considered a hazardous location. This
shall apply to single glazing and all panes in multiple glaz-
ing.
Exception: Glazing that is more than 60 inches (1524
mm), measured horizontally and in a straight line, from
the water's edge of a bathtub, hot tub, spa, whirlpool, or
swimming pool.
2406.4.6 Glazing adjacent to stairs and ramps. Glazing
where the bottom exposed edge of the glazing is less than
60 inches (1524 mm) above the plane of the adjacent
walking surface of stairways, landings between flights of
stairs, and ramps shall be considered a hazardous location.
Exceptions:
1. The side of a stairway, landing or ramp that has a
guard complying with the provisions of Sections
1013 and 1607.8, and the plane of the glass is
greater than 18 inches (457 mm) from the railing.
2. Glazing 36 inches (914 mm) or more measured
horizontally from the walking surface.
2406.4.7 Glazing adjacent to the bottom stair landing.
Glazing adjacent to the landing at the bottom of a stairway
where the glazing is less than 36 inches (914 mm) above
the landing and within 60 inches (1524 mm) horizontally
of the bottom tread shall be considered a hazardous loca-
tion.
Exception: Glazing that is protected by a guard com-
plying with Sections 1013 and 1607.8 where the plane
of the glass is greater than 18 inches (457 mm) from the
guard.
2406.5 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 tem-
pered glass, laminated fully tempered glass or laminated heat-
strengthened glass. Glazing in railing infill panels shall be of
an approved safety glazing material that conforms to the pro-
visions of Section 2406.1.1. For all glazing types, the mini-
mum nominal thickness shall be 7 4 inch (6.4 mm). Fully
tempered glass and laminated glass shall comply with Cate-
gory II of CPSC 16 CFR Part 1201 or Class A of ANSI
Z97.1.
2407.1.1 Loads. The panels and their support system shall
be designed to withstand the loads specified in Section
1607.8. 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 bal-
uster panel fail. Glass balusters shall not be installed with-
out an attached handrail or guard.
Exception: A top rail shall not be required where the
glass balusters are laminated glass with two or more
glass plies of equal thickness and the same glass type
when approved by the building official. The panels
shall be designed to withstand the loads specified in
Section 1607.8.
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.
2407.1.4 Glazing in wind-borne debris regions. Glazing
installed in in-fill panels or balusters in wind-borne debris
regions shall comply with the following:
2407.1.4.1 Ballusters and in-fill panels. Glass
installed in exterior railing in-fill panels or balusters
shall be laminated glass complying with Category II of
CPSC 16 CFR Part 1201 or Class A of ANSIZ97.1.
2407.1.4.2 Glass supporting top rail. When the top
rail is supported by glass, the assembly shall be tested
according to the impact requirements of Section
1609.1.2. The top rail shall remain in place after
impact.
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
sections 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 or ANSI Z97.I 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 fix-
tures, 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 sim-
ilar use subject to impact loads, shall remain intact
following a test impact.
2. The deflection of such walls shall not be greater than
1 V 2 inches (38 mm) at the point of impact for a drop
height of 48 inches (1219 mm).
Glass doors shall comply with the following condi-
tions:
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
thickness of the wall plus 7 2 inch (12.7 mm) for a
drop height of 48 inches (1219 mm).
2408.3 Gymnasiums and basketball courts. Glazing in
multipurpose gymnasiums, basketball courts and similar ath-
letic facilities subject to human impact loads shall comply
524
2012 INTERNATIONAL BUILDING CODE®
GLASS AND GLAZING
with Category II of CPSC 16 CFR Part 1201 or Class A of
ANSIZ97.1.
SECTION 2409
GLASS IN ELEVATOR HOISTWAYS AND
ELEVATOR CARS
2409.1 Glass in elevator hoistway enclosures. Glass in ele-
vator hoistway enclosures and hoistway doors shall be lami-
nated glass conforming to ANSI Z97.1 or CPSC 16 CFR Part
1201.
2409.1.1 Fire-resistance-rated hoistways. Glass installed
in hoistways and hoistway doors where the hoistway is
required to have a fire-resistance rating shall also comply
with Section 716.
2409.1.2 Glass hoistway doors. The glass in glass hoist-
way doors shall be not less than 60 percent of the total vis-
ible door panel surface area as seen from the landing side.
2409.2 Glass visions panels. Glass in vision panels in eleva-
tor hoistway doors shall be permitted to be any transparent
glazing material not less than 7 4 inches (0.64 mm) in thick-
ness conforming to Class A in accordance with ANSI Z97.1
or Category II in accordance with CPSC 16 CFR Part 1201.
The area of any single vision panel shall not be less than 24
square inches (15 484 mm 2 ) and the total area of one or more
vision panels in any hoistway door shall be not more than 85
square inches (54 839 mm 2 ).
2409.3 Glass in elevator cars.
2409.3.1 Glass types. Glass in elevator car enclosures,
glass elevator car doors and glass used for lining walls and
ceilings of elevator cars shall be laminated glass conform-
ing to Class A in accordance with ANSI Z97.1 or Cate-
gory II in accordance with CPSC 16 CFR Part 1201.
Exception: Tempered glass shall be permitted to be
used for lining walls and ceilings of elevator cars pro-
vided:
1. The glass is bonded to a nonpolymeric coating,
sheeting or film backing having a physical integ-
rity to hold the fragments when the glass breaks.
2. The glass is not subjected to further treatment
such as sandblasting; etching; heat treatment or
painting that could alter the original properties of
the glass.
3. The glass is tested to the acceptance criteria for
laminated glass as specified for Class A in accor-
dance with ANSI Z97.1 or Category II in accor-
dance with CPSC 16 CFR Part 1201.
2409.3.2 Surface area. The glass in glass elevator car
doors shall be not less than 60 percent of the total visible
door panel surface area as seen from the car side of the
doors.
2012 INTERNATIONAL BUILDING CODE® 525
526 201 2 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
conditions of approval.
SECTION 2502
DEFINITIONS
2502.1 Definitions. The following terms are defined in Chap-
ter 2:
CEMENT PLASTER.
EXTERIOR SURFACES.
GYPSUM BOARD.
GYPSUM PLASTER.
GYPSUM VENEER PLASTER.
INTERIOR SURFACES.
WEATHER-EXPOSED SURFACES.
WIRE BACKING.
SECTION 2503
INSPECTION
2503.1 Inspection. Lath and gypsum board shall be inspected
in accordance with Section 1 10.3.5.
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 gyp-
sum board, as well as wood stripping or furring, shall not
be less than 2 inches (51 mm) nominal thickness in the
least dimension.
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 3 / 8 -
inch (9.5 mm) and 3 / 4 -inch (19.1 mm) rib metal lath or 7 2 -
inch thick (12.7 mm) long-length gypsum lath and gypsum
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
2306.3 and are permitted to resist wind and seismic loads.
Walls resisting seismic loads shall be subject to the limita-
tions 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
constructed in accordance with the materials and provisions
of Section 2211.6 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.
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.
2506.2.1 Other materials. Metal suspension systems for
acoustical and lay-in panel ceilings shall conform with
ASTM C 635 listed in Chapter 35 and Section 13.5.6 of
ASCE 7 for installation in high seismic areas.
2012 INTERNATIONAL BUILDING CODE®
527
GYPSUM BOARD AND PLASTER
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
Elastomeric joint sealants
ASTM C 920
Fiber-reinforced gypsum panels
ASTMC 1278
Glass mat gypsum backing panel
ASTM C 1 178
Glass mat gypsum panel
ASTMC 1658
Glass mat gypsum substrate
ASTMC 1177
Joint reinforcing tape and compound
ASTM C 474; C 475
Nails FOR gypsum boards
ASTMC 514,
F 547, F 1 667
Steel screws
ASTM C 954; C 1002
Steel studs, load-bearing
ASTM C 955
Steel studs, non load-bearing
ASTM C 645
Standard specification for gypsum board
ASTMC 1396
Testing gypsum and gypsum products
ASTM C 22; C 472;
C473
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 casting and molding plaster
ASTM C 59
Gypsum Keene's cement
ASTM C 61
Gypsum plaster
ASTM C 28
Gypsum veneer plaster
ASTM C 587
Interior bonding compounds, gypsum
ASTMC 631
Lime plasters
ASTM C 5; C 206
Masonry cement
ASTMC 91
Metal lath
ASTM C 847
Plaster aggregates
Sand
Perlite
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 2507
LATHING AND PLASTERING
2507.1 General. Lathing and plastering materials and acces-
sories shall be marked by the manufacturer's designation to
indicate compliance with the appropriate standards refer-
enced in this section and stored in such a manner to protect
them from the weather.
2507.2 Standards. Lathing and plastering materials shall
conform 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.
SECTION 2508
GYPSUM CONSTRUCTION
2508.1 General. Gypsum board and gypsum plaster con-
struction shall be of the materials listed in Tables 2506.2 and
2507.2. These materials shall be assembled and installed in
compliance with the appropriate standards listed in Tables
2508.1 and 2511.1.1, and Chapter 35.
TABLE 2508.1
INSTALLATION OF GYPSUM CONSTRUCTION
MATERIAL
Gypsum board
Gypsum sheathing
Gypsum veneer base
Interior lathing and furring
Steel framing for gypsum boards ASTM C 754; C 1007
STANDARD
GA-216; ASTMC 840
ASTMC 1280
ASTM C 844
ASTM C 841
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 expo-
sure to water or continuous high humidity conditions. Gyp-
sum sheathing shall be installed on exterior surfaces in
accordance with ASTM C 1280.
2508.2.1 Weather protection. Gypsum wallboard, gyp-
sum 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 mem-
bers. 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 hor-
izontal assemblies perpendicular to supports, and at the
wall line are permitted to be omitted except on shear
resisting elements or fire-resistance-rated assemblies. Fas-
teners 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 equiv-
alent to joint treatment.
528
2012 INTERNATIONAL BUILDING CODE®
GYPSUM BOARD AND PLASTER
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.
Gypsum 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 l'/ 2 :l 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 ceil-
ing 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.
Blocking 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 sup-
ports, including perimeter blocking, and not more than V g
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 Section 1210.2.
2509.2 Base for tile. Glass mat water-resistant gypsum back-
ing panels, discrete nonasbestos fiber-cement interior sub-
strate sheets or nonasbestos fiber-mat reinforced cementitious
backer units in compliance with ASTM C 1178, 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
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 ceiling 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 V 2 -inch thick (12.7 mm) water-resis-
tant gypsum backing board and more than 16 inches
(406 mm) o.c. for V 8 -inch thick (15.9 mm) water-resis-
tant gypsum backing board.
SECTION 2510
LATHING AND FURRING FOR CEMENT PLASTER
(STUCCO)
2510.1 General. Exterior and interior cement plaster and
lathing 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.
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 8 "
(plf of ceiling)
MIMIMUM FASTENER SIZE
Gypsum board
%
16 o.c.
90
5d cooler or wallboard nail;
l 5 / 8 -inch long; 0.086-inch shank;
l5 / M -inch head
Gypsum board
%
24 o.c.
70
5d cooler or wallboard nail;
1%-inch long; 0.086-inch shank;
l5 / 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 7,,-inch, No. 6 Type S or W screws are permitted to be substituted for the listed nails.
2012 INTERNATIONAL BUILDING CODE 8
529
GYPSUM BOARD AND PLASTER
2510.3 Installation. Installation of these materials shall be in
compliance with ASTM C 926 and ASTM C 1063.
2510.4 Corrosion resistance. Metal lath and lath attach-
ments 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
permitted, with a water-resistive barrier, as a back-
ing for self-furred metal lath or self-furred wire fab-
ric lath and cement plaster where either of the
following conditions occur:
1 . On horizontal supports of ceilings or roof sof-
fits.
2. On interior walls.
2510.5.2.2 Use of gypsum sheathing backing. Gyp-
sum sheathing is permitted as a backing for metal or
wire fabric 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. The individual
layers shall be installed independently such that each layer
provides a separate continuous plane and any flashing
(installed in accordance with Section 1405.4) intended to
drain to the water-resistive barrier is directed between the
layers.
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-minute Grade D paper
and is separated from the stucco by an intervening, sub-
stantially 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
specifically designed and approved for one-coat applica-
tions.
2511.1.1 Installation. Installation of lathing and plaster
materials shall conform with Table 2511.1.1 and Section
2507.
TABLE 251 111
INSTALLATION OF PLASTER CONSTRUCTION
MATERIAL
STANDARD
Cement plaster
ASTM C 926
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
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 2510.7. Approved specially
prepared gypsum plaster designed for application to concrete
surfaces 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
framing shall be protected with an approved moisture barrier.
SECTION 2512
EXTERIOR PLASTER
2512.1 General. Plastering with cement plaster shall be not
less than three coats when applied over metal lath or wire fab-
ric lath or gypsum board backing as specified in Section
251 0.5 and shall be not less than two coats when applied over
masonry or concrete. 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 only be
530
2012 INTERNATIONAL BUILDING CODE 69
GYPSUM BOARD AND PLASTER
two coats, provided 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
application of lath, paper and flashing or drip screeds shall
comply 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
3'/ 2 inches (89 mm) shall be provided at or below the foun-
dation plate line on exterior stud walls in accordance with
ASTM C 926. The weep screed shall be placed a mini-
mum 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 attach-
ment flange of the weep screed.
2512.2 Plasticity agents. Only approved plasticity agents
and approved amounts thereof shall be added to Portland
cement or blended cements. When plastic cement or masonry
cement is used, no additional lime or plasticizers shall be
added. Hydrated lime or the equivalent amount of lime putty
used as a piasticizer is permitted to be added to cement plas-
ter 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
exterior 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 applica-
tion and 48 hours thereafter.
2512.5 Second-coat application. The second coat shall be
brought out to proper thickness, rodded and floated suffi-
ciently rough to provide adequate bond for the finish coat.
The second coat shall have no variation greater than 7 4 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 25 12.6.
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 hard-
ness.
2512.8 Alternate method of application. The second coat is
permitted to be applied as soon as the first coat has attained
sufficient rigidity to receive the second coat.
2512.8.1 Admixtures. When using this method of appli-
cation, calcium aluminate cement up to 15 percent of the
weight of the Portland cement is permitted to be added to
the mix.
TABLE 2512.6
CEMENT PLASTERS
COAT
MINIMUM PERIOD
MOIST CURING
MINIMUM INTERVAL
BETWEEN COATS
First
48 hours"
48 hours 6
Second
48 hours
7 days c
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
plaster. For alternative method of application, see Section 251 2.8.
c. Finish coat plaster is permitted to be applied to interior cement plaster
base coats after a 48-hour period.
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
periods set forth in ASTM C 926. The third or finish coat
shall be applied with sufficient material and pressure to bond
and to cover the brown coat and shall be of sufficient thick-
ness to conceal 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
similar durable, moderately hard (three or more on the Mohs
hardness scale), nonreactive materials.
2513.3 Bedding coat proportions. The bedding coat for
interior or exterior surfaces shall be composed of one part
Portland cement and one part Type S lime; or one part
blended cement and one part Type S lime; or masonry
cement; or plastic cement, 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 interior 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 first (scratch) coat of plaster, pro-
vided the ultimate overall thickness is a minimum of 7 / s inch
(22 mm), including lath. Over concrete or masonry surfaces,
the overall thickness shall be a minimum of V 2 inch (12.7
mm).
2513.5 Bases. Exposed aggregate plaster is permitted to be
applied over concrete, masonry, cement plaster base coats or
2012 INTERNATIONAL BUILDING CODE®
531
GYPSUM BOARD AND PLASTER
gypsum plaster base coats installed in accordance with Sec-
tion 2511 or 2512.
2513.6 Preparation of masonry and concrete. Masonry and
concrete surfaces shall be prepared in accordance with the
provisions 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
bedding coats shall retain sufficient moisture for hydration
(hardening) for 24 hours minimum or, where necessary, shall
be kept damp for 24 hours by light water spraying.
g32 2012 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
plastic, foam plastic insulation, plastic veneer, interior plastic
finish and trim and light-transmitting plastics. See Chapter 14
for requirements for exterior wall finish and trim.
SECTION 2602
DEFINITIONS
2602.1 Definitions. The following terms are defined in Chap-
ter 2:
FIBER-REINFORCED POLYMER.
FOAM PLASTIC INSULATION.
LIGHT-DIFFUSING SYSTEM.
LIGHT-TRANSMITTING PLASTIC ROOF PANELS.
LIGHT-TRANSMITTING PLASTIC WALL PANELS.
PLASTIC, APPROVED.
PLASTIC GLAZING.
THERMOPLASTIC MATERIAL.
THERMOSETTING MATERIAL.
SECTION 2603
FOAM PLASTIC INSULATION
2603.1 General. The provisions of this section shall govern
the requirements and uses of foam plastic insulation in build-
ings and structures.
2603.2 Labeling and identification. Packages and contain-
ers of foam plastic insulation and foam plastic insulation
components delivered to the job site shall bear the label of an
approved agency showing the manufacturer's name, product
listing, product identification and information sufficient to
determine that the end use will comply with the code require-
ments.
2603.3 Surface-burning characteristics. Unless otherwise
indicated in this section, foam plastic insulation and foam
plastic 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 or
UL 723. Loose fill-type foam plastic insulation shall be tested
as board stock for the flame spread and smoke-developed
indexes.
Exceptions:
1 . Smoke-developed index for interior trim as provided
for in Section 2604.2.
2. In cold storage buildings, ice plants, food plants,
food processing rooms and similar areas, foam plas-
tic 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 2603.10 using the thickness
and density intended for use.
5. Flame spread and smoke-developed indexes for
foam plastic interior signs in covered and open mall
buildings provided the signs comply with Section
402.6.4.
2603.4 Thermal barrier. Except as provided for in Sections
2603.4.1 and 2603.10, foam plastic shall be separated from
the interior of a building by an approved thermal barrier of Vi-
inch (12.7 mm) gypsum wallboard or a material that is tested
in accordance with and meets the acceptance criteria of both
the Temperature Transmission Fire Test and the Integrity Fire
Test of NFPA 275. Combustible concealed spaces shall com-
ply with Section 718.
2603.4.1 Thermal barrier not required. The thermal
barrier specified in Section 2603.4 is not required under
the conditions set forth in Sections 2603.4.1.1 through
2603.4.1.14.
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
minimum of l-inch (25 mm) thickness of masonry or
concrete.
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 (102 mm)
thickness.
2012 INTERNATIONAL BUILDING CODE®
533
PLASTIC
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 hav-
ing a base metal thickness not less than 0.0160
inch (0.4 mm) at any point.
4. Be protected by an automatic sprinkler system in
accordance with Section 903.3.1.1. Where the
cooler or freezer is within a building, both the
cooler or freezer and that part of the building 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 mm) and a maximum flame
spread index of 75 is permitted in walk-in coolers or
freezer units where the aggregate floor area does not
exceed 400 square feet (37 m 2 ) and the foam plastic is
covered by a metal facing not less than 0.032-inch-
thick (0.81 mm) aluminum or corrosion-resistant steel
having a minimum base metal thickness of 0.016 inch
(0.41 mm). A thickness of up to 10 inches (254 mm) is
permitted where protected by a thermal barrier.
2603.4.1.4 Exterior walls-one-story buildings. For
one-story buildings, foam plastic having a flame spread
index of 25 or less, and a smoke-developed index of not
more than 450, shall be permitted without thermal bar-
riers in or on exterior walls in a thickness not more than
4 inches (102 mm) where the foam plastic is covered by
a thickness of not less than 0.032-inch-thick (0.81 mm)
aluminum or corrosion-resistant steel having a base
metal thickness of 0.0160 inch (0.41 mm) and the
building 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 bar-
rier is not required for foam plastic insulation that is a
part of a Class A, B or C roof-covering assembly, pro-
vided the assembly with the foam plastic insulation sat-
isfactorily 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
utilities, foam plastic insulation shall be protected
against ignition by 1 7 2 -inch-thick (38 mm) mineral
fiber insulation; V 4 -inch-thick (6.4 mm) wood structural
panel, particleboard or hardboard; 3 / 8 -inch (9.5 mm)
gypsum 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
permitted 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-inch (0.8 mm) aluminum or steel having a base
metal thickness of not less than 0.016 inch (0.4 mm) at
any point.
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)
aluminum 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
acceptance 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-fam-
ily 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 2 ) as determined by
NFPA 259 shall be permitted as a siding backer board
with a maximum thickness of '/, inch (12.7 mm), pro-
vided it is separated from the interior of the building by
not less than 2 inches (5 1 mm) of mineral fiber insula-
tion or equivalent or where applied as insulation with
residing over existing wall construction.
2603.4.1.11 Interior trim. Foam plastic used as inte-
rior trim in accordance with Section 2604 shall be per-
mitted 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 402.6.4 shall be permitted without a thermal
barrier. Foam plastic signs that are not affixed to inte-
rior 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 construc-
tion is subject to all of the following:
1. The maximum thickness of the foam plastic shall
be 37 4 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 ).
534
2012 INTERNATIONAL BUILDING CODE®
PLASTIC
3. The foam plastic shall have a flame spread index
of 25 or less and an accompanying smoke-devel-
oped index of 450 or less when tested in accor-
dance with ASTM E 84 or UL 723.
2603.4.1.14 Floors. The thermal barrier specified in
Section 2603.4 is not required to be installed on the
walking surface of a structural floor system that con-
tains foam plastic insulation when the foam plastic is
covered by a minimum nominal ^-inch-thick (12.7
mm) wood structural panel or approved equivalent. The
thermal barrier specified in Section 2603.4 is required
on the underside of the structural floor system that con-
tains foam plastic insulation when the underside of the
structural floor system is exposed to the interior of the
building.
Exception: Foam plastic used as part of an interior
floor finish.
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 pro-
visions of Sections 2603.5.1 through 2603.5.7. Exterior walls
of buildings of Type V construction shall comply with Sec-
tions 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 or UL
263 shall be provided to substantiate that the fire-resis-
tance rating is maintained.
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
2603.10.
Exception: One-story buildings complying with Sec-
tion 2603.4.1.4.
2603.5.3 Potential heat. The potential heat of foam plas-
tic insulation in any portion of the wall or panel shall not
exceed the potential heat expressed in Btu per square feet
(mJ/m 2 ) of the foam plastic insulation contained in the
wall assembly tested in accordance with Section 2603.5.5.
The potential heat of the foam plastic insulation shall be
determined by tests conducted in accordance with NFPA
259 and the results shall be expressed in Btu per square
feet (mJ/m 2 ).
Exception: One-story buildings complying with Sec-
tion 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 or UL 723.
Exception: Prefabricated or factory-manufactured pan-
els having minimum 0.020-inch (0.51 mm) aluminum
facings and a total thickness of V 4 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 con-
struction.
2603.5.5 Vertical and lateral fire propagation. The 1
exterior wall assembly shall be tested in accordance with |
and comply with the acceptance criteria of NFPA 285.
Exception: One-story buildings complying with Sec-
tion 2603.4.1.4.
2603.5.6 Label required. The edge or face of each piece,
package or container of foam plastic insulation shall bear |
the label of an approved agency. The label shall contain
the manufacturer's or distributor's identification, model
number, serial number or definitive information describ-
ing the product or materials' performance characteristics
and approved agency's identification.
2603.5.7 Ignition. Exterior walls shall not exhibit sus-
tained flaming where tested in accordance with NFPA
268. Where a material is intended to be installed in more
than one thickness, 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 3 / 8 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 facings.
5. A minimum 7 / 8 -inch (22.2 mm) thickness of
stucco complying with Section 2510.
2603.6 Rooting. 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 Interior finish in plenums. Foam plastic insulation
used as interior wall or ceiling finish in plenums shall comply
with one or more of the following:
1 . The foam plastic insulation shall be separated from the
plenum by a thermal barrier complying with Section
2603.4 and shall exhibit a flame spread index of 75 or
less and a smoke-developed index of 450 or less when
tested in accordance with ASTM E 84 or UL 723 at the
thickness and density intended for use.
2012 INTERNATIONAL BUILDING CODE®
535
PLASTIC
2. The foam plastic insulation shall exhibit a flame spread
index of 25 or less and a smoke-developed index of 50
or less when tested in accordance with ASTM E 84 or
UL 723 at the thickness and density intended for use
and shall meet the acceptance criteria of Section
803.1.2 when tested in accordance with NFPA 286.
3. The foam plastic insulation shall be covered by corro-
sion-resistant steel having a base metal thickness of not
less than 0.0160 inch (0.4 mm) and shall exhibit a
flame spread index of 75 or less and a smoke-devel-
oped index of 450 or less when tested in accordance
with ASTM E 84 or UL 723 at the thickness and den-
sity intended for use.
2603.8 Interior trim in plenums. Foam plastic insulation
used as interior trim in plenums shall comply with the
requirements of Section 2603.7.
2603.9 Protection against termites. In areas where the prob-
ability of termite infestation is very heavy in accordance with
Figure 2603.9, extruded and expanded polystyrene, polyiso-
cyanurate 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 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 noncombus-
tible materials or preservative-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.
2603.10 Special approval. Foam plastic shall not be required
to comply with the requirements of Sections 2603.4 through
2603.8 where specifically approved based on large-scale tests
such as, but not limited to, NFPA 286 (with the acceptance
criteria of Section 803.2), FM 4880, UL 1040 or UL 1715.
Such testing shall be related to the actual end-use configura-
tion 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 and
smoke-developed 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.
2603.10.1 Exterior walls. Testing based on Section
2603.10 shall not be used to eliminate any component of
the construction of an exterior wall assembly when that
component was included in the construction that has met
the requirements of Section 2603.5.5.
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
VERY HEAVY
I MODERATE TO HEAVY
~1 SLIGHT TO MODERATE
I NONE TO SLIGHT
FIGURE 2603.9
TERMITE INFESTATION PROBABILITY MAP
536
2012 INTERNATIONAL BUILDING CODE®
PLASTIC
be installed as interior finish where approved in accordance
with the special provisions of Section 2603.10. 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 Section 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 3 ).
[F] 2604.2.2 Thickness. The maximum thickness of the
interior trim shall be l / 2 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 specific wall or ceil-
ing areas to which it is attached.
[F] 2604.2.4 Flame spread. The flame spread index shall
not exceed 75 where tested in accordance with ASTM E
84 or UL 723. The smoke-developed index shall not be
limited.
Exception: When the interior trim material has been
tested as an interior finish in accordance with NFPA
286 and complies with the acceptance criteria in Sec-
tion 803.1.2.1, it shall not be required to be tested for
flame spread index in accordance with ASTM E 84 or
UL 723.
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, other than plas-
tic siding, shall be permitted to be installed on the exterior
walls of buildings of any type of construction in accordance
with all of the following requirements:
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 2 ) 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 con-
struction, provided the walls are not required to have a
fire-resistance rating.
2605.3 Plastic siding. Plastic siding shall comply with the
requirements of Sections 1404 and 1405.
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-
transmitting materials in buildings and structures. Foam plas-
tics shall comply with Section 2603. Light-transmitting plas-
tic 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-trans-
mitting plastic shall be identified with a mark or decal satis-
factory to the building official, which includes identification
as to the material classification.
2606.4 Specifications. Light-transmitting plastics, including
thermoplastic, thermosetting or reinforced thermosetting
plastic 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 accor-
dance with ASTM E 84 or UL 723, or a maximum average
smoke density rating 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 clas-
sifications:
Class CC1: 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
27 2 inches per minute (1 .06 mm/s) or less where tested at a
nominal thickness of 0.060 inch (1.5 mm), or in the thick-
ness 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.
Technical data shall be submitted to establish stresses, maxi-
mum unsupported spans and such other information for the
various thicknesses and forms used as deemed necessary by
the building official.
2606.6 Fastening. Fastening shall be adequate to withstand
the loads in Chapter 16. Proper allowance shall be made for
expansion and contraction of light-transmitting plastic mate-
rials 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
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537
PLASTIC
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. Interior exit stairways and ramps and exit passageways.
2606.7.1 Support. Light-transmitting plastic diffusers
shall be supported directly or indirectly from ceiling or
roof construction by use of noncombustible hangers.
Hangers shall be at least No. 12 steel-wire gage (0.106
inch) galvanized wire or equivalent.
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 2 ) 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
installation only above the light-diffusing 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
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.
Awnings constructed of light-transmitting plastics shall be
constructed 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-dispensing facilities shall comply with Section
2606, except as modified by Section 406.7.2.
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 above
grade plane or 9,000 square feet (836.1 m 2 ) in total floor
area, provided the light-transmitting plastic cover does not
exceed 33.33 percent of the roof area for CC1 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 per-
mitted 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-l,
A-2, H, 1-2 and 1-3. In other groups, light-transmitting plas-
tics 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 require-
ments of this section. Such panels shall be erected and
anchored on a foundation, waterproofed or otherwise pro-
tected from moisture absorption and sealed with a coat of
mastic or other approved waterproof coating. Light-transmit-
ting plastic wall panels shall also comply with Section 2606.
2607.2 Installation. Exterior wall panels installed as pro-
vided for herein shall not alter the type of construction classi-
fication 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
separation requirements for exterior light-transmitting plastic
wall panels shall be as provided for in Table 2607.4. The
maximum percentage of wall area of any story in light-trans-
mitting plastic wall panels shall not exceed that indicated in
Table 2607.4 or the percentage of unprotected openings per-
mitted by Section 705.8, 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.
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2012 INTERNATIONAL BUILDING CODE®
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TABLE 2607.4
AREA LIMITATION AND SEPARATION REQUIREMENTS FOR LIGHT-TRANSMITTING PLASTIC WALL PANELS"
FIRE SEPARATION DISTANCE
(feet)
CLASS OF
PLASTIC
MAXIMUM PERCENTAGE
AREA OF EXTERIOR
WALL IN PLASTIC WALL
PANELS
MAXIMUM SINGLE AREA
OF PLASTIC WALL PANELS
(square feet)
MINIMUM SEPARATION OF PLASTIC WALL
PANELS (feet)
Vertical
Horizontal
Less than 6
—
Not Permitted
Not Permitted
—
—
6 or more but less than 1 1
CC1
10
50
8
4
CC2
Not Permitted
Not Permitted
—
—
1 1 or more but less than or
equal to 30
CC1
25
90
6
4
CC2
15
70
8
4
Over 30
CC1
50
Not Limited
3 b
CC2
50
100
6 b
3
For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m 2 .
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.
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 705.8 for unprotected openings, whichever is
smaller. These installations shall be exempt from height limi-
tations.
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 705, shall be permit-
ted 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 705, shall be permitted to be glazed or equipped with
light-transmitting plastic in accordance with Section 2606
and all of the following:
1. The aggregate area of light-transmitting plastic glazing
shall not exceed 25 percent of the area of any wall face
of the story in which it is installed. The area of a single
pane of glazing installed above the first story above
grade plane shall not exceed 16 square feet (1.5 m 2 )
and the vertical 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 glazing.
2. Approved flame barriers extending 30 inches (762 mm)
beyond the exterior wall in the plane of the floor, or
vertical panels not less than 4 feet (1219 mm) in height,
shall be installed between glazed units located in adja-
cent stories.
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-transmit-
ting 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-
resistance rating by Table 601.
3. The roof panels meet the requirements for roof cover-
ings in accordance with Chapter 15.
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539
PLASTIC
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 705.8, 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
system in accordance with Section 903.3.1.1.
2. Low-hazard occupancy buildings, such as swim-
ming pool shelters, shall be exempt from the area
limitations of Table 2609.4, provided that the build-
ings do not exceed 5,000 square feet (465 m 2 ) in
area and have a minimum fire separation distance of
10 feet (3048 mm).
3. Greenhouses that are occupied for growing plants on
a production or research basis, without public
access, shall be exempt from the area limitations of
Table 2609.4 provided they have a minimum fire
separation distance of 4 feet (1220 mm).
4. Roof coverings over terraces and patios in occupan-
cies in Group R-3 shall be exempt from the area lim-
itations 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)
CC1
300
30
CC2
100
25
For SI: 1 square foot = 0.0929 m 2 .
SECTION 2610
LIGHT-TRANSMITTING PLASTIC SKYLIGHT
GLAZING
2610.1 Light-transmitting plastic glazing of skylight
assemblies. Skylight assemblies glazed with light-transmit-
ting plastic shall conform to the provisions of this section and
Section 2606. Unit skylights glazed with light-transmitting
plastic shall also comply with Section 2405.5.
Exception: Skylights in which the light-transmitting plas-
tic conforms to the required roof-covering class in accor-
dance 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 the light-transmitting plastic skylights or
domes shall be protected by metal or other approved noncom-
bustible 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. The Class B brand test
shall be conducted on a skylight that is elevated to a height as
specified in the manufacturer's installation instructions, but
not less than 4 inches (102 mm).
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 occupan-
cies in Group R-3 and on buildings with a nonclassi-
fied 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 light-transmitting plastic
skylights shall slope at least four units vertical in 12 units
horizontal (4: 12). Dome-shaped skylights shall rise above the
mounting flange a minimum distance equal to 10 percent of
the maximum width 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 1 00 square feet (9.3
m 2 ).
Exception: The area limitation shall not apply where the
building is equipped throughout with an automatic sprin-
kler system in accordance with Section 903.3.1.1 or the
building is equipped with smoke and heat vents in accor-
dance with Section 910.
2610.5 Aggregate area of skylights. The aggregate area of
skylights shall not exceed 33 V 3 percent of the floor area of the
room or space sheltered by the roof in which such skylights
are installed where Class CC1 materials are utilized, and 25
percent 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 sprin-
kler system in accordance with Section 903.3.1.1 or the
building is equipped with smoke and heat vents in accor-
dance with Section 910.
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2012 INTERNATIONAL BUILDING CODE®
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2610.6 Separation. Skylights shall be separated from each
other by a distance of not less than 4 feet (1219 mm) mea-
sured 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
exceeding the limits set forth in Section 2610.4.
2610.7 Location. Where exterior wall openings are required
to be protected in accordance with Section 705, a skylight
shall not be installed within 6 feet (1829 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
separation 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 2611.2 through
2611.4. Light-transmitting plastic interior wall signs in cov-
ered and open mall buildings shall comply with Section
402.16. Light-transmitting plastic interior signs shall also
comply with Section 2606.
2611.2 Aggregate area. The sign shall not exceed 20 percent
of the wall area.
2611.3 Maximum area. The sign shall not exceed 24 square
feet (2.23 m 2 ).
2611.4 Encasement. Edges and backs of the sign shall be
fully encased in metal.
SECTION 2612
FIBER-REINFORCED POLYMER
2612.1 General. The provisions of this section shall govern
the requirements and uses of fiber-reinforced polymer in and
on buildings and structures.
2612.2 Labeling and identification. Packages and contain-
ers of fiber-reinforced polymer and their components deliv-
ered to the job site shall bear the label of an approved agency
showing the manufacturer's name, product listing, product
identification and information sufficient to determine that the
end use will comply with the code requirements.
2612.3 Interior finishes. Fiber-reinforced polymer used as
interior finishes, decorative materials or trim shall comply
with Chapter 8.
2612.3.1 Foam plastic cores. Fiber-reinforced polymer
used as interior finish and which contains foam plastic
cores shall comply with Chapter 8 and Chapter 26.
2612.4 Light-transmitting materials. Fiber-reinforced poly-
mer used as light-transmitting materials shall comply with
Sections 2606 through 261 1 as required for the specific appli-
cation.
2612.5 Exterior use. Fiber-reinforced polymer shall be per-
mitted to be installed on the exterior walls of buildings of any
type of construction when such polymers meet the require-
ments of Section 2603.5. Fireblocking shall be installed in
accordance with Section 718.
Exceptions:
1. Compliance with Section 2603.5 is not required
when all of the following conditions are met:
1.1. The fiber-reinforced polymer shall not
exceed an aggregate total of 20 percent of
the area of the specific wall to which it is
attached, and no single architectural ele-
ment shall exceed 1 percent of the area of
the specific wall to which it is attached, and
no contiguous set of architectural elements
shall exceed 10 percent of the area of the
specific wall to which they are attached.
1.2. The fiber-reinforced polymer shall have a
flame spread index of 25 or less. The flame
spread index requirement shall not be
required for coatings or paints having a
thickness of less than 0.036 inch (0.9 mm)
that are applied directly to the surface of the
fiber-reinforced polymer.
1.3. Fireblocking complying with Section
718.2.6 shall be installed.
1.4. The fiber-reinforced polymer shall be
installed directly to a noncombustible sub-
strate or be separated from the exterior wall
by one of the following materials: corrosion-
resistant steel having a minimum base metal
thickness of 0.016 inch (0.41 mm) at any
point, aluminum having a minimum thick-
ness of 0.019 inch (0.5 mm) or other
approved noncombustible material.
2. Compliance with Section 2603.5 is not required
when the fiber-reinforced polymer is installed on
buildings that are 40 feet (12 190 mm) or less above
grade when all of the following conditions are met:
2. 1 . The fiber-reinforced polymer shall meet the
requirements of Section 1406.2.
2.2. Where the fire separation distance is 5 feet
(1524 mm) or less, the area of the fiber-rein-
forced polymer shall not exceed 10 percent
of the wall area. Where the fire separation
distance is greater than 5 feet (1524 mm),
there shall be no limit on the area of the exte-
rior wall coverage using fiber-reinforced
polymer.
2.3. The fiber-reinforced polymer shall have a
flame spread index of 200 or less. The flame
spread index requirements do not apply to
coatings or paints having a thickness of less
than 0.036 inch (0.9 mm) that are applied
2012 INTERNATIONAL BUILDING CODE®
541
PLASTIC
J
directly to the surface of the fiber-reinforced
polymer.
2.4. Fireblocking complying with Section 718.2.6
shall be installed.
SECTION 2613
REFLECTIVE PLASTIC CORE INSULATION
2613.1 General. The provisions of this section shall govern
the requirements and uses of reflective plastic core insulation
in buildings and structures. Reflective plastic core insulation
shall comply with the requirements of Section 2613.2 and of
one of the following: Section 2613.3 or 2613.4.
2613.2 Identification. Packages and containers of reflective
plastic core insulation delivered to the job site shall show the
manufacturer's or supplier's name, product identification and
information sufficient to determine that the end use will com-
ply with the code requirements.
2613.3 Surface-burning characteristics. Reflective plastic
core insulation shall have a flame spread index of not more
than 25 and a smoke-developed index of not more than 450
when tested in accordance with ASTM E 84 or UL 723. The
reflective plastic core insulation shall be tested at the maxi-
mum thickness intended for use. Test specimen preparation
and mounting shall be in accordance with ASTM E 2599.
2613.4 Room corner test heat release. Reflective plastic
core insulation shall comply with the acceptance criteria of
Section 803.1.2.1 when tested in accordance with NFPA 286
or UL 1715 in the manner intended for use and at the maxi-
mum thickness intended for use.
542 2012 INTERNATIONAL BUILDING CODE®
CHAPTER 27
E^ gfiEa .jfK^ utgasi I^^fe 1 <^^ j& H
LcLr I H1L?AL
SECTION 2701
GENERAL
2701.1 Scope. This chapter governs the electrical compo-
nents, equipment and systems used in buildings and struc-
tures covered by this code. Electrical components, equipment
and systems shall be designed and constructed in accordance
with the provisions of NFPA 70.
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 1 1 and
111.
[F] 2702.1.1 Stationary generators. Stationary emer-
gency and standby power generators required by this code
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 2702.2.20.
[F] 2702.2.1 Group A occupancies. Emergency power
shall be provided for emergency voice/alarm communica-
tion systems in Group A occupancies in accordance with
Section 907.5.2.2.4.
[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 1.6.3.
[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 Sec-
tion 1007.4.
[F] 2702.2.6 Accessible means of egress platform lifts.
Standby power in accordance with this section or ASME
A 18.1 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 accor-
dance with Section 1008.1.4.3.
[F] 2702.2.8 Semiconductor fabrication facilities. Emer-
gency power shall be provided for semiconductor fabrica-
tion facilities in accordance with Section 415.10.10.
[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 pro-
vided 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 414.5.3.
[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] 2702.2.13 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 and open mall buildings.
Standby power shall be provided for voice/alarm commu-
nication systems in covered and open mall buildings in
accordance with Section 402.7.3.
[F] 2702.2.15 High-rise buildings. Emergency and
standby power shall be provided in high-rise buildings in
accordance with Sections 403.4.8 and 403.4.9.
[F] 2702.2.16 Underground buildings. Emergency and
standby power shall be provided in underground buildings
in accordance with Sections 405.8 and 405.9.
[F] 2702.2.17 Group 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 412.3.4.
[F] 2702.2.19 Elevators. Standby power for elevators
shall be provided as set forth in Sections 3003.1, 3007.9
and 3008.9.
[F] 2702.2.20 Smokeproof enclosures. Standby power
shall be provided for smokeproof enclosures as required
by Section 909.20.6.2.
[F] 2702.3 Maintenance. Emergency and standby power
systems shall be maintained and tested in accordance with the
International Fire Code.
2012 INTERNATIONAL BUILDING CODE®
543
544 2012 INTERNATIONAL BUILDING CODE®
CHAPTER 28
MECHANICAL SYSTEMS
SECTION 2801
GENERAL
[M] 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 Mechani-
cal Code and Chapter 21 of this code.
2012 INTERNATIONAL BUILDING CODE 8 545
546 2012 INTERNATIONAL BUILDING CODE®
CHAPTER 29
PLUMBING SYSTEMS
SECTION 2901
GENERAL
[P] 2901.1 Scope. The provisions of this chapter and the
International Plumbing Code shall govern the erection,
installation, alteration, repairs, relocation, replacement, addi-
tion to, use or maintenance of plumbing equipment and sys-
tems. Toilet and bathing rooms shall be constructed in
accordance with Section 1210. Plumbing systems and equip-
ment shall be constructed, installed and maintained in accor-
dance 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] 2902.1.1 Fixture calculations. To determine the occu-
pant load of each sex, the total occupant load shall be
divided in half. To determine the required number of fix-
tures, the fixture ratio or ratios for each fixture type shall
be applied to the occupant load of each sex in accordance
with Table 2902.1. Fractional numbers resulting from
applying the fixture ratios of Table 2902.1 shall be
rounded up to the next whole number. For calculations
involving multiple occupancies, such fractional numbers
for each occupancy shall first be summed and then
rounded up to the next whole number.
Exception: The total occupant load shall not be
required to be divided in half where approved statistical
data indicate a distribution of the sexes of other than 50
percent of each sex.
[P] 2902.1.2 Family or assisted-use toilet and bath fix-
tures. Fixtures located within family or assisted-use toilet
and bathing rooms required by Section 1109.2.1 are per-
mitted to be included in the number of required fixtures
for either the male or female occupants in assembly and
mercantile occupancies.
[P] TABLE 2902.1
MINIMUM NUMBER OF REQUIRED PLUMBING FIXTURES 3
(See Sections 2902.2 and 2902.3)
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
1
Assembly
(continued)
A l d
Theaters and other
buildings for the per-
forming arts and motion
pictures
1 per 125
1 per 65
1 per 200
—
1 per 500
1 service
sink
A-2 d
Nightclubs, bars, tav-
erns, dance halls and
buildings for similar
purposes
1 per 40
1 per 40
1 per 75
—
1 per 500
1 service
sink
Restaurants, banquet
halls and food courts
1 per 75
1 per 75
1 per 200
—
1 per 500
1 service
sink
A-3 d
Auditoriums without
permanent seating, art
galleries, exhibition
halls, museums, lecture
halls, libraries, arcades
and gymnasiums
1 per 125
1 per 65
1 per 200
—
1 per 500
1 service
sink
Passenger terminals and
transportation facilities
1 per 500
1 per 500
1 per 750
—
1 per 1,000
1 service
sink
Places of worship and
other religious services
1 per 150
1 per 75
1 per 200
—
1 per 1,000
1 service
sink
(continued)
2012 INTERNATIONAL BUILDING CODE®
547
PLUMBING SYSTEMS
[P] TABLE 2902.1— (continued)
MINIMUM NUMBER OF REQUIRED PLUMBING FIXTURES 3
(See Sections 2902.2 and 2902.3)
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
1
Assembly
A-4
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 remain-
der exceed-
ing 1,500
1 per 40 for
the first
1,520 and 1
per 60 for
the remain-
der exceed-
ing 1,520
1 per
200
1 per
150
—
1 per 1,000
1 service
sink
A-5
Stadiums, amuse-
ment parks,
bleachers and
grandstands for
outdoor sporting
events and activi-
ties
1 per 75 for
the first
1,500 and 1
per 120 for
the remain-
der exceed-
ing 1,500
1 per 40 for
the first
1,520 and 1
per 60 for
the remain-
der exceed-
ing 1,520
1 per
200
1 per
150
—
1 per 1,000
1 service
sink
2
Business
B
Buildings for the
transaction of busi-
ness, professional
services, other ser-
vices involving
merchandise,
office buildings,
banks, light indus-
trial 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 8
3
Educational
E
Educational facili-
ties
1 per 50
1 per 50
—
1 per 100
1 service
sink
4
Factory and
industrial
F-land.F-2
Structures in which
occupants are
engaged in work
fabricating, assem-
bly or processing
of products or
materials
1 per 100
1 per 100
See Sec-
tion 411 of
the Interna-
tional
Plumbing
Code
1 per 400
1 service
sink
5
Institutional
1-1
Residential care
1 per 10
1 per 10
lper8
1 per 100
1 service
sink
1
1-2
Hospitals, ambula-
tory nursing home
care recipient b
1 per per roorrf
1 per per room c
1 per 15
1 per 100
1 service
sink
Employees, other
than residential
care b
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 b
1 per cell
1 per cell
1 per 15
1 per 100
1 service
sink
1-3
Reformatories,
detention centers
and correctional
centers' 1
1 per 15
1 per 15
1 per 15
1 per 100
1 service
sink
Employees b
1 per 25
1 per 35
—
1 per 100
—
1
1-4
Adult day care and
child day care
1 per 15
1 per 15
1
1 per 100
1 service
sink
(continued)
548
2012 INTERNATIONAL BUILDING CODE®
PLUMBING SYSTEMS
[P] TABLE 2902.1— continued
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)
LAVATORIES
BATHTUBS
OR
SHOWERS
DRINKING
FOUNTAINS"
(SEE SECTION
410.1 OF THE
INTERNATIONAL
PLUMBING CODE)
OTHER
MALE
FEMALE
MALE
FEMALE
6
Mercantile
M
Retail stores, ser-
vice stations,
shops, salesrooms,
markets and shop-
ping centers
1 per 500
1 per 750
—
1 per 1,000
1 service sink g
7
Residential
R-l
Hotels, motels,
boarding houses
(transient)
1 per sleeping
unit
1 per sleeping
unit
1 per
sleeping
unit
—
1 service sink
R-2
Dormitories, frater-
nities, sororities
and boarding
houses (not tran-
sient)
1 per 10
1 per 10
lper8
1 per 100
1 service sink
R-2
Apartment house
1 per dwelling
unit
1 per dwelling
unit
1 per
dwelling
unit
—
1 kitchen sink
per dwelling
unit; 1 auto-
matic clothes
washer connec-
tion per 20
dwelling units
R-3
One- and two-fam-
ily dwellings
1 per dwelling
unit
1 per 10
1 per
dwelling
unit
—
1 kitchen sink
per dwelling
unit; 1 auto-
matic clothes
washer connec-
tion per dwelling
unit
R-3
Congregate living
facilities with 16 or
fewer persons
1 per 10
1 per 10
lper8
1 per 100
1 service sink
R-4
Congregate living
facilities with 16 or
fewer persons
1 per 10
1 per 10
lper8
1 per 100
1 service sink
8
Storage
S-l
S-2
Structures for the
storage of goods,
warehouses, store-
houses and freight
depots, low and
moderate hazard
1 per 100
1 per 100
See Sec-
tion 41 1
of the
Interna-
tional
Plumbing
Code
1 per 1,000
1 service sink
a. The fixtures shown are based on one fixture being the minimum required for the number of persons indicated or any fraction of the number of persons
indicated. The number of occupants shall be determined by this code.
b. Toilet facilities for employees shall be separate from facilities for inmates or care recipients. 1
c. A single-occupant toilet room with one water closet and one lavatory serving not more than two adjacent patient sleeping units shall be permitted where such
room is provided with direct access from each patient sleeping unit 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 facilities required.
e. The minimum number of required drinking fountains shall comply with Table 2902.1 and Chapter 11.
f. Drinking fountains are not required for an occupant load of 1 5 or fewer.
g. For business and mercantile occupancies with an occupant load of 15 or fewer, service sinks shall not be required. j
2012 INTERNATIONAL BUILDING CODE®
549
PLUMBING SYSTEMS
[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, includ-
ing 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
100 or less.
[P] 2902.2.1 Family or assisted-use toilet facilities serv-
ing as separate facilities. Where a building or tenant
space requires a separate toilet facility for each sex and
each toilet facility is required to have only one water
closet, two family/assisted-use toilet facilities shall be per-
mitted to serve as the required separate facilities. Family
or assisted-use toilet facilities shall not be required to be
identified for exclusive use by either sex as required by
Section 2902.4.
[P] 2902.3 Employee and 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 number of plumbing fixtures located within the
required toilet facilities shall be provided in accordance with
Section 2902.1 for all users. Employees shall be provided
with toilet facilities in all occupancies. Employee toilet facili-
ties shall either be separate or combined employee and public
toilet facilities.
Exception: Public toilet facilities shall not be required in
open or enclosed parking garages. Toilet facilities shall
not be required in parking garages where there are no
parking attendants.
[P] 2902.3.1 Access. The route to the public toilet facili-
ties required by Section 2902.3 shall not pass through
kitchens, storage rooms or closets. Access to the required
facilities shall be from within the building or from the
exterior of the building. All routes shall comply with the
accessibility requirements of this code. The public shall
have access to the required toilet facilities at all times that
the building is occupied.
[P] 2902.3.2 Location of toilet facilities in occupancies
other than malls. In occupancies other than covered and
open mall buildings, the required public and employee toi-
let 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 (1 52 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] 2902.3.3 Location of toilet facilities in malls. In cov-
ered and open 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
mall buildings, the required facilities shall be based on
total square footage (m 2 ) within a covered mall building or
within the perimeter line of an open mall building, and
facilities shall be installed in each individual store or in a
central toilet area located in accordance with this section.
The maximum travel distance to central toilet facilities in
mall buildings shall be measured from the main entrance
of any store or tenant space. In mall buildings, where
employees' toilet facilities are not provided in the individ-
ual store, the maximum travel distance shall be measured
from the employees' work area of the store or tenant
space.
[P] 2902.3.4 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] 2902.3.5 Door locking. Where a toilet room is pro-
vided for the use of multiple occupants, the egress door for
the room shall not be lockable from the inside of the room.
This section does not apply to family or assisted-use toilet
rooms.
[P] 2902.4 Signage. Required public facilities shall be desig-
nated by a legible sign for each sex. Signs shall be readily
visible and located near the entrance to each toilet facility.
Signs for accessible toilet facilities shall comply with Section
1110.
[P] 2902.4.1 Directional signage. Directional signage
indicating the route to the public facilities shall be posted
in accordance with Section 3107. Such signage shall be
located in a corridor or aisle, at the entrance to the facili-
ties for customers and visitors.
[P] 2902.5 Drinking fountain location. Drinking fountains
shall not be required to be located in individual tenant spaces
provided that public drinking fountains are located within a
travel distance of 500 feet of the most remote location in the
tenant space and not more than one story above or below the
tenant space. Where the tenant space is in a covered or open
mall, such distance shall not exceed 300 feet. Drinking foun-
tains shall be located on an accessible route.
550
2012 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, altera-
tion, repair and maintenance of elevators and conveying sys-
tems and their components shall conform to ASME A17.1/
CSA B44, 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
accessible or to serve as part of an accessible means of egress
shall comply with Sections 1107 and 1109.7.
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 8.7 of
ASME A17. 1 /CSA B44.
SECTION 3002
HOISTWAY ENCLOSURES
3002.1 Hoistway enclosure protection. Elevator, dumb-
waiter and other hoistway enclosures shall be shaft enclo-
sures complying with Section 713.
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
permitted 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 con-
tacts, door and gate electric contacts and door-operating
mechanisms shall be exempt from the fire test require-
ments.
3002.2 Number of elevator cars in a hoistway. Where four
or more elevator cars serve all or the same portion of a build-
ing, the elevators shall be located in no fewer than two sepa-
rate 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
standardized design shall be posted adjacent to each elevator
call station on all floors instructing occupants to use the exit
stairways and not to use the elevators in case of fire. The sign
shall read: IN CASE OF FIRE, ELEVATORS ARE OUT OF I
SERVICE. USE EXIT STAIRS .
Exceptions:
1. The emergency sign shall not be required for eleva-
tors that are part of an accessible means of egress
complying with Section 1007.4.
2. The emergency sign shall not be required for eleva-
tors that are used for occupant self-evacuation in
accordance with Section 3008.
3002.4 Elevator car to accommodate ambulance
stretcher. Where elevators are provided in buildings four or
more stories above, or four or more stories below, grade
plane, at least one elevator shall be provided for fire depart-
ment emergency access to all floors. The elevator car shall be
of such a size and arrangement to accommodate an ambu-
lance stretcher 24 inches by 84 inches (610 mm by 2134 mm)
with not less than 5-inch (127 mm) radius corners, in the
horizontal, open position and shall be identified by the inter-
national symbol for emergency medical services (star of life).
The symbol shall not be less than 3 inches (76 mm) in height
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 blind portion of the hoistway or blank
face of the building, an emergency door in accordance with
ASMEA17.1/CSAB44.
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 unless such doors are readily open-
able 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.
Exception: Elevators within open parking garages need
not be separated from stairway enclosures.
3002.8 Glass in elevator enclosures. Glass in elevator enclo-
sures shall comply with Section 2409.1.
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.
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[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 common 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 eleva-
tors have been returned to the designated level, at least one
elevator shall remain operable from the standby power
source.
[F] 3003.1.4 Venting. Where standby power is connected
to elevators, the machine room ventilation or air condi-
tioning 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
ASMEA17.1/CSAB44.
[F] 3003.3 Standardized fire service elevator keys. All ele-
vators shall be equipped to operate with a standardized fire
service elevator key in accordance with the International Fire
Code.
SECTION 3004
HOISTWAY VENTING
3004.1 Vents required. Hoistways of elevators and dumb-
waiters 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.
Exception: Venting is not required for the following ele-
vators and hoistways:
1. In occupancies of other than Groups R-l, R-2, 1-1, 1-
2 and similar occupancies with overnight sleeping
units, 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.
3. Elevators contained within and serving open park-
ing garages only.
4. Elevators within individual residential dwelling
units.
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. Noncombusti-
ble 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 con-
struction having not less than the fire-resistance 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 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, the area of the vents shall be not less than 3'/ 2 per-
cent of the area of the hoistway nor less than 3 square feet
(0.28 m 2 ) for each elevator car, and not less than 3V 2 percent
nor less than 0.5 square feet (0.047 m 2 ) 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 portions of the required vent area shall consist of
openings glazed with annealed glass not greater than V 8 inch
(3.2 mm) in thickness.
Exception: The total required vent area shall not be
required to be permanently open where all the vent open-
ings automatically open upon detection of smoke in the
elevator lobbies or hoistway, upon power failure and upon
activation of a manual override control. The manual over-
ride control shall be capable of opening and closing the
vents and shall be located in an approved location.
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-l, R-2, 1-1 or 1-2
or of a similar occupancy with overnight sleeping
units.
2. The vents required by Section 3004.2 do not have
outside 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 hoist-
way enclosure.
Exception: Floor drains, sumps and sump pumps shall be
permitted at the base of the-hoistway enclosure 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 Sections 3005.2 through 3005.4.
3005.2 Escalators and moving walks. Escalators and mov-
ing 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 7 28 -inch (0.9 mm) wood veneers on balustrades backed up
with noncombustible materials.
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3005.2.1 Enclosure. Escalator floor openings shall be
enclosed with shaft enclosures complying with Section
713.
3005.2.2 Escalators. Where provided in below-grade
transportation stations, escalators shall have a clear width
of not less than 32 inches (815 mm).
Exception: The clear width is not required in existing
facilities undergoing alterations.
3005.3 Conveyors. Conveyors and conveying systems shall
comply with ASMEB20.1.
3005.3.1 Enclosure. Conveyors and related equipment
connecting successive floors or levels shall be enclosed
with shaft enclosures complying with Section 713.
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 opera-
tion 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
operation of the hoist device. The design shall include, but is
not limited 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. Addi-
tionally, the design of personnel hoists shall include provi-
sions for field testing and maintenance which will
demonstrate that the hoist device functions in accordance
with the design. Field tests shall be conducted upon the com-
pletion 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 pro-
vided 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 pro-
tect 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 acti-
vation 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 constructed in accordance with Section 707 or
horizontal assemblies constructed in accordance with Section
711, or both. The fire-resistance rating shall be not less than
the required rating of the hoistway enclosure served by the
machinery. Openings in the fire barriers shall be protected
with assemblies having afire protection rating not less than
that required for the hoistway enclosure doors.
Exceptions:
1 . Where machine rooms and machinery spaces do not
abut and have no openings to the hoistway enclosure
they serve the fire barriers constructed in accor-
dance with Section 707 or horizontal assemblies
constructed in accordance with Section 71 1, or both,
shall be permitted to be reduced to a I -hour fire -
resistance rating.
2. In buildings four stories or less above grade plane
where machine room and machinery spaces do not
abut and have no openings to the hoistway enclosure
they serve, the machine room and machinery spaces
are not required to be fire-resistance rated.
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 6.16.4, Elevator Shut-
down, shall be provided to disconnect automatically the main
line power supply to the affected elevator prior to the applica-
tion of water. This means shall not be self-resetting. The acti-
vation of sprinklers outside the hoistway or machine room
shall not disconnect the main line power supply.
3006.6 Plumbing systems. Plumbing systems shall not be
located in elevator equipment rooms.
SECTION 3007
FIRE SERVICE ACCESS ELEVATOR
3007.1 General. Where required by Section 403.6.1, every
floor of the building shall be served by fire service access ele-
vators complying with Sections 3007.1 through 3007.10.
Except as modified in this section, fire service access eleva-
tors shall be installed in accordance with this chapter and
ASMEA17.1/CSAB44.
3007.2 Phase I Emergency recall operation. Actuation of
any building fire alarm-initiating device shall initiate Phase I
emergency recall operation on all fire service access elevators
in accordance with the requirements in ASME A17.1/CSA
B44. All other elevators shall remain in normal service unless
Phase I emergency recall operation is manually initiated by a
separate, required three-position, key-operated "Fire Recall"
switch or automatically initiated by the associated elevator
lobby, hoistway or elevator machine room smoke detectors.
In addition, if the building also contains occupant evacuation
elevators in accordance with Section 3008, an independent,
three-position, key-operated "Fire Recall" switch conforming
to the applicable requirements in ASME A17.1/CSA B44
shall be provided at the designated level for each fire service
access elevator.
3007.3 Automatic sprinkler system. The building shall be
equipped throughout with an automatic sprinkler system in
accordance with Section 903.3.1.1, except as otherwise per-
mitted by Section 903.3.1.1.1 and as prohibited by Section
3007.3.1.
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ELEVATORS AND CONVEYING SYSTEMS
3007.3.1 Prohibited locations. Automatic sprinklers shall
not be installed in elevator machine rooms, elevator
machine spaces, and elevator hoistways of fire service
access elevators.
3007.3.2 Sprinkler system monitoring. The sprinkler
system shall have a sprinkler control valve supervisory
switch and waterflow-initiating device provided for each
floor that is monitored by the building's/jire alarm system.
3007.4 Water protection. An approved method to prevent
water from infiltrating into the hoistway enclosure from the
operation of the automatic sprinkler system outside the
enclosed fire service access elevator lobby shall be provided.
3007.5 Shunt trip. Means for elevator shutdown in accor-
dance with Section 3006.5 shall not be installed on elevator
systems used for fire service access elevators.
3007.6 Hoistway enclosures. The fire service access elevator
hoistway shall be located in a shaft enclosure complying with
Section 708.
3007.6.1 Structural integrity of hoistway enclosures.
The fire service access elevator hoistway enclosure shall
comply with Sections 403.2.3.1 through 403.2.3.4.
3007.6.2 Hoistway lighting. When fire-fighters' emer-
gency operation is active, the entire height of the hoistway
shall be illuminated at not less than 1 footcandle ( 1 1 lux)
as measured from the top of the car of each fire service
access elevator.
3007.7 Fire service access elevator lobby. The fire service
access elevator shall open into a fire service access elevator
lobby in accordance with Sections 3007.7.1 through
3007.7.5.
Exception: Where a fire service access elevator has two
entrances onto a floor, the second entrance shall be permit-
ted to open into an elevator lobby in accordance with Sec-
tion 708.14.1.
3007.7.1 Access. The fire service access elevator lobby
shall have direct access to an enclosure for an interior exit
stairway.
3007.7.2 Lobby enclosure. The fire service access eleva-
tor lobby shall be enclosed with a smoke barrier having a
fire-resistance rating of not less than 1 hour, except that
lobby doorways shall comply with Section 3007.7.3.
Exception: Enclosed fire service access elevator lob-
bies are not required at the levels of exit discharge.
3007.7.3 Lobby doorways. Other than the door to the
hoistway, each doorway to a fire service access elevator
lobby shall be provided with a V 4 -hour fire door assembly
complying with Section 716.5. The fire door assembly
shall also comply with the smoke and draft control door
assembly requirements of Section 716.5.3.1 with the UL
1784 test conducted without the artificial bottom seal.
3007.7.4 Lobby size. Each enclosed fire service access
elevator lobby shall be not less than 150 square feet (14
m 2 ) in an area with a minimum dimension of 8 feet (2440
mm).
3007.7.5 Fire service access elevator symbol. A pictorial
symbol of a standardized design designating which eleva-
tors are fire service access elevators shall be installed on
each side of the hoistway door frame on the portion of the
frame at right angles to the fire service access elevator
lobby. The fire service access elevator symbol shall be
designed as shown in Figure 3007.7.5 and shall comply
with the following:
1. The fire service access elevator symbol shall be not
less than 3 inches (76 mm) in height.
2. The vertical center line of the fire service access ele-
vator symbol shall be centered on the hoistway door
frame. Each symbol shall not be less than 78 inches
(1981 mm), and not more than 84 (2134 mm) inches
above the finished floor at the threshold.
FIGURE 3007.7.5
FIRE SERVICE ACCESS ELEVATOR SYMBOL
3007.8 Elevator system monitoring. The fire service access
elevator shall be continuously monitored at the fire command
center by a standard emergency service interface system
meeting the requirements of NFPA 72.
3007.9 Electrical power. The following features serving
each fire service access elevator shall be supplied by both
normal power and Type 60/Class 2/Level 1 standby power:
1. Elevator equipment.
2. Elevator hoistway lighting.
3. Elevator machine room ventilation and cooling equip-
ment.
4. Elevator controller cooling equipment.
3007.9.1 Protection of wiring or cables. Wires or cables
that are located outside of the elevator hoistway and
machine room and that provide normal or standby power,
control signals, communication with the car, lighting,
heating, air conditioning, ventilation and fire-detecting
systems to fire service access elevators shall be protected
by construction having afire-resistance rating of not less
than 2 hours, or shall be circuit integrity cable having a
fire-resistance rating of not less than 2 hours.
Exception: Wiring and cables to control signals are not
required to be protected provided that wiring and cables
do not serve Phase II emergency in-car operations.
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ELEVATORS AND CONVEYING SYSTEMS
3007.10 Standpipe hose connection. A Class I standpipe
hose connection in accordance with Section 905 shall be pro-
vided in the interior exit stairway and ramp having direct
access from the fire service access elevator lobby.
3007.10.1 Access. The exit enclosure containing the stand-
pipe shall have access to the floor without passing through
the fire service access elevator lobby.
SECTION 3008
OCCUPANT EVACUATION ELEVATORS
3008.1 General. Where elevators are to be used for occupant
self-evacuation during fires, all passenger elevators for gen-
eral public use shall comply with Sections 3008.1 through
3008.11. Where other elevators are used for occupant self-
evacuation, they shall also comply with these sections.
3008.1.1 Additional exit stairway. Where an additional
means of egress is required in accordance with Section
403.5.2, an additional exit stairway shall not be required to
be installed in buildings provided with occupant evacua-
tion elevators complying with Section 3008.1.
3008.1.2 Fire safety and evacuation plan. The building
shall have an approved fire safety and evacuation plan in
accordance with the applicable requirements of Section
404 of the International Fire Code. The fire safety and
evacuation plan shall incorporate specific procedures for
the occupants using evacuation elevators.
3008.2 Phase I Emergency recall operation. An indepen-
dent, three-position, key-operated "Fire Recall" switch com-
plying with ASME A17.1/CSA B44 shall be provided at the
designated level for each occupant evacuation elevator.
3008.2.1 Operation. The occupant evacuation elevators
shall be used for occupant self-evacuation only in the nor-
mal elevator operating mode prior to Phase I Emergency
Recall Operation in accordance with the requirements in
ASME A17.1/CSA B44 and the building's fire safety and
evacuation plan.
3008.2.2 Activation. Occupant evacuation elevator sys-
tems shall be activated by any of the following:
1. The operation of an automatic sprinkler system
complying with Section 3008.3;
2. Smoke detectors required by another provision of
the code;
3. Approved manual controls.
3008.3 Automatic sprinkler system. The building shall be
protected throughout by an approved, electrically supervised
automatic sprinkler system in accordance with Section
903.3.1.1, except as otherwise permitted by Section
903.3.1.1.1 and as prohibited by Section 3008.3.1.
3008.3.1 Prohibited locations. Automatic sprinklers shall
not be installed in elevator machine rooms and elevator
machine spaces for occupant evacuation elevators.
3008.3.2 Sprinkler system monitoring. The sprinkler
system shall have a sprinkler control valve supervisory
switch and water flow-initiating device provided for each
floor that is monitored by the building's fire alarm sys-
tem.
3008.4 Water protection. An approved method to prevent
water from infiltrating into the hoistway enclosure from the
operation of the automatic sprinkler system outside the
enclosed occupant evacuation elevator lobby shall be pro-
vided.
3008.5 Shunt trip. Means for elevator shutdown in accor-
dance with Section 3006.5 shall not be installed on elevator
systems used for occupant evacuation elevators.
3008.6 Hoistway enclosure protection. Occupant evacua-
tion elevator hoistways shall be located in shaft enclosures
complying with Section 713.
3008.6.1 Structural integrity of hoistway enclosures.
Occupant evacuation elevator hoistway enclosures shall
comply with Sections 403.2.3. 1 through 403.2.3.4.
3008.7 Occupant evacuation elevator lobby. The occupant
evacuation elevators shall open into an elevator lobby in
accordance with Sections 3008.7. 1 through 3008.7.7.
3008.7.1 Access. The occupant evacuation elevator lobby
shall have direct access to an interior exit stairway or
ramp.
3008.7.2 Lobby enclosure. The occupant evacuation ele-
vator lobby shall be enclosed with a smoke barrier having
a fire-resistance rating of not less than 1 hour, except that
lobby doorways shall comply with Section 3008.7.3.
Exception: Enclosed occupant evacuation elevator lob-
bies are not required at the levels of exit discharge.
3008.7.3 Lobby doorways. Other than the door to the
hoistway, each doorway to an occupant evacuation eleva-
tor lobby shall be provided with a 3 / 4 -hour/i're door assem-
bly complying with Section 716.5. The fire door assembly
shall also comply with the smoke and draft control assem-
bly requirements of Section 716.5.3.1 with the UL 1784
test conducted without the artificial bottom seal.
3008.7.3.1 Vision panel. A vision panel shall be
installed in each fire door assembly protecting the
lobby doorway. The vision panel shall consist of fire-
protection-rated glazing and shall be located to furnish
clear vision of the occupant evacuation elevator lobby.
3008.7.3.2 Door closing. Each /ire door assembly pro-
tecting the lobby doorway shall be automatic-closing
upon receipt of any fire alarm signal from the emer-
gency voice/alarm communication system serving the
building.
3008.7.4 Lobby size. Each occupant evacuation elevator
lobby shall have minimum floor area as follows:
1. The occupant evacuation elevator lobby floor area
shall accommodate, at 3 square feet (0.28 m 2 ) per
person, not less than 25 percent of the occupant load
of the floor area served by the lobby.
2. The occupant evacuation elevator lobby floor area
also shall accommodate one wheelchair space of 30
inches by 48 inches (760 mm by 1220 mm) for each
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ELEVATORS AND CONVEYING SYSTEMS
50 persons, or portion thereof, of the occupant load
of the floor area served by the lobby.
Exception: The size of lobbies serving multiple banks
of elevators shall have the minimum floor area
approved on an individual basis and shall be consistent
with the building's fire safety and evacuation plan.
3008.7.5 Signage. An approved sign indicating elevators
are suitable for occupant self-evacuation shall be posted
on all floors adjacent to each elevator call station serving
occupant evacuation elevators.
3008.7.6 Lobby status indicator. Each occupant evacua-
tion elevator lobby shall be equipped with a status indica-
tor arranged to display all of the following information:
1. An illuminated green light and the message, "Eleva-
tors available for occupant evacuation," when the
elevators are operating in normal service and the fire
alarm system is indicating an alarm in the building.
2. An illuminated red light and the message, "Elevators
out of service, use exit stairs" when the elevators
are in Phase I emergency recall operation in accor-
dance with the requirements in ASME A17.1/CSA
B44.
3. No illuminated light or message when the elevators
are operating in normal service.
3008.7.7 Two-way communication system. A two-way
communication system shall be provided in each occupant
evacuation elevator lobby for the purpose of initiating
communication with the fire command center or an alter-
nate location approved by the fire department.
3008.7.7.1 Design and installation. The two-way
communication system shall include audible and visi-
ble signals and shall be designed and installed in accor-
dance with the requirements in ICC Al 17.1.
3008.7.7.2 Instructions. Instructions for the use of the
two-way communication system along with the loca-
tion of the station shall be permanently located adjacent
to each station. Signage shall comply with the ICC
All 7. 1 requirements for visual characters.
3008.8 Elevator system monitoring. The occupant evacua-
tion elevators shall be continuously monitored at the fire
command center or a central control point approved by the
fire department and arranged to display all of the following
information:
1 . Floor location of each elevator car.
2. Direction of travel of each elevator car.
3. Status of each elevator car with respect to whether it is
occupied.
4. Status of normal power to the elevator equipment, ele-
vator controller cooling equipment, and elevator
machine room ventilation and cooling equipment.
5. Status of standby or emergency power system that pro-
vides backup power to the elevator equipment, elevator
controller cooling equipment, and elevator machine
room ventilation and cooling equipment.
6. Activation of any fire alarm initiating device in any ele-
vator lobby, elevator machine room or machine space,
or elevator hoistway.
3008.8.1 Elevator recall. The fire command center or an
alternate location approved by the fire department shall be
provided with the means to manually initiate a Phase I
Emergency Recall of the occupant evacuation elevators in
accordance with ASME A17.1/CSA B44.
3008.9 Electrical power. The following features serving
each occupant evacuation elevator shall be supplied by both
normal power and Type 60/Class 2/Level 1 standby power:
1. Elevator equipment.
2. Elevator machine room ventilation and cooling equip-
ment.
3. Elevator controller cooling equipment.
3008.9.1 Protection of wiring or cables. Wires or cables
that are located outside of the elevator hoistway and
machine room and that provide normal or standby power,
control signals, communication with the car, lighting,
heating, air conditioning, ventilation and fire-detecting
systems to fire service access elevators shall be protected
by construction having & fire-resistance rating of not less
than 2 hours, or shall be circuit integrity cable having a
fire-resistance rating of not less than 2 hours.
Exception: Wiring and cables to control signals are not
required to be protected provided that wiring and cables
do not serve Phase II emergency in-car operations.
3008.10 Emergency voice/alarm communication system.
The building shall be provided with an emergency voice/
alarm communication system. The emergency voice/alarm
communication system shall be accessible to the fire depart-
ment. The system shall be provided in accordance with Sec-
tion 907.2.12.2.
3008.10.1 Notification appliances. No fewer than one
audible and one visible notification appliance shall be
installed within each occupant evacuation elevator lobby.
3008.11 Hazardous material areas. No building areas shall
contain hazardous materials exceeding the maximum allow-
able quantities per control area as addressed in Section
414.2.
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2012 INTERNATIONAL BUILDING CODE®
CHAPTER 31
SPECIAL CONSTRUCTION
SECTION 3101
GENERAL
3101.1 Scope. The provisions of this chapter shall govern
special building construction including membrane structures,
temporary structures, pedestrian walkways and tunnels, auto-
matic vehicular gates, awnings and canopies, marquees,
signs, and towers and antennas.
SECTION 3102
MEMBRANE STRUCTURES
3102.1 General. The provisions of Sections 3102.1 through
3102.8 shall apply to air-supported, air-inflated, membrane-
covered cable and membrane-covered frame structures, col-
lectively known as membrane structures, erected for a period
of 180 days or longer. Those erected for a shorter period of
time shall comply with the International Fire Code. Mem-
brane structures covering water storage facilities, water clari-
fiers, water treatment plants, sewage treatment plants,
greenhouses and similar facilities not used for human occu-
pancy are required to meet only the requirements of Sections
3102.3.1 and 3102.7. Membrane structures erected on a
building, balcony, deck or other structure for any period of
time shall comply with this section.
3102.2 Definitions. The following terms are defined in
Chapter 2:
AIR-INFLATED STRUCTURE.
AIR-SUPPORTED STRUCTURE.
Double skin.
Single skin.
CABLE-RESTRAINED, AIR-SUPPORTED STRUC-
TURE.
MEMBRANE-COVERED CABLE STRUCTURE.
MEMBRANE-COVERED FRAME STRUCTURE.
NONCOMBUSTIBLE MEMBRANE STRUCTURE.
3102.3 Type of construction. Noncombustible membrane
structures shall be classified as Type IIB construction. Non-
combustible 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 mem-
brane in accordance with Section 3102.3.1 shall be classified
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 gen-
eral public is not authorized, and for aquaculture pond
covers is not required to meet the fire propagation perfor-
mance criteria of NFPA 701.
3102.3.1 Membrane and interior liner material. Mem-
branes and interior liners shall be either noncombustible as
set forth in Section 703.5 or meet the fire propagation per-
formance criteria of NFPA 701 and the manufacturer's test
protocol.
Exception: Plastic less than 20 mil (0.5 mm) in thick-
ness used in greenhouses, where occupancy by the gen-
eral public is not authorized, and for aquaculture pond
covers is not required to meet the fire propagation per-
formance criteria of NFPA 701.
3102.4 Allowable floor areas. The area of a membrane
structure 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 por-
tion 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
skylight of any building or atrium of a building of any type
of construction provided it is not less than 20 feet (6096
mm) above any floor, balcony or gallery.
3102.6.1.1 Membrane. A membrane meeting the fire
propagation performance criteria of NFPA 701 shall be
permitted to be used as the roof or as a skylight on
buildings of Types IIB, III, IV and V construction, pro-
vided it is not less than 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 seis-
mic 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 pro-
visions for automatic control to maintain the required
inflation 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 larger than
1,500 square feet (140 m 2 ) in area, an auxiliary inflation
system shall be provided with sufficient capacity to
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maintain the inflation of the structure in case of primary
system failure. The auxiliary inflation system shall
operate automatically when there is a loss of internal
pressure and when the primary blower system becomes
inoperative.
31(12.8.1.2 Blower equipment. Blower equipment
shall meet all of 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-pro-
tecting structure.
4. Blowers shall be equipped with backdraft check
dampers to minimize air loss when inoperative.
5. Blower inlets shall be located to provide protec-
tion 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 gener-
ator set upon failure of the normal electrical service and
for automatic transfer and operation of all of the required
electrical functions at full power within 60 seconds of such
service failure. Standby power shall be capable of operat-
ing independently for not less than 4 hours.
3102.8.3 Support provisions. A system capable of sup-
porting the membrane in the event of deflation shall be
provided for in air-supported and air-inflated structures
having an occupant load of 50 or more or where covering
a swimming pool regardless of occupant load. The support
system shall be capable of maintaining membrane struc-
tures used as a roof for Type I construction not less than
20 feet (6096 mm) above floor or seating areas. The sup-
port system shall be capable of maintaining other mem-
branes not less than 7 feet (2134 mm) above the floor,
seating area or surface of the water.
SECTION 3103
TEMPORARY STRUCTURES
3103.1 General. The provisions of Sections 3103.1 through
3103.4 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 Inter-
national 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 greater than 120 square feet (11.16 m 2 ),
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 pur-
pose without obtaining a permit from the building official.
3103.2 Construction documents. A permit application and
construction documents shall be submitted for each installa-
tion of a temporary structure. The construction documents
shall include a site plan indicating the location of the tempo-
rary 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 an exit access travel distance of 100 feet (30 480 mm) or
less.
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
contribute 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 Sec-
tion 503.1.2 shall be considered a single structure.
2. For purposes of calculating the number of Type B
units required by Chapter 11, structurally connected
buildings and buildings with multiple wings shall be
considered one structure.
3104.3 Construction. The pedestrian walkway shall be of
noncombustible construction.
Exceptions:
1. Combustible construction shall be permitted where
connected buildings are of combustible construc-
tion.
2. Fire-retardant-treated wood, in accordance with
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.
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 not less than 2-hour fire barriers constructed
in accordance with Section 707 or horizontal assemblies con-
structed in accordance with Section 71 1, or both. This protec-
tion shall extend vertically from a point 10 feet (3048 mm)
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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 V 4 -hour fire protection rating in accordance with
Section 715.
Exception: The walls separating the pedestrian walkway
from a connected building and the openings within the 10-
foot (3048 mm) horizontal extension of the protected walls
beyond the walkway are not required to have a fire-resis-
tance rating by this section where any of the following
conditions exist:
1. The distance between the connected buildings is
more than 10 feet (3048 mm). The pedestrian walk-
way and connected buildings, except for open park-
ing garages, are equipped throughout with an
automatic sprinkler system in accordance with Sec-
tion 903.3.1.1. The wall is capable of resisting the
passage of smoke or is constructed of a tempered,
wired or laminated glass wall and doors subject to
the following:
1.1. The wall or glass separating the interior of
the building from the pedestrian walkway
shall be protected by an automatic sprinkler
system in accordance with Section 903.3.1.1
and the sprinkler system shall completely
wet the entire surface of interior sides of the
wall or glass when actuated;
1.2. The glass shall be in a gasketed frame and
installed in such a manner that the framing
system will deflect without breaking (load-
ing) the glass before the sprinkler operates;
and
1.3. Obstructions shall not be installed between
the sprinkler heads and the wall or glass.
2. The distance between the connected buildings is
more than 10 feet (3048 mm) and both sidewalls of
the pedestrian walkway are not less than 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
Section 503.1.2.
4. Where exterior walls of connected buildings are
required by Section 705 to have a fire-resistance
rating greater than 2 hours, the walkway shall be
equipped throughout with an automatic sprinkler
system installed in accordance with Section
903.3.1.1.
The previous exception shall apply to pedestrian walk-
ways having a maximum height above grade of three stories
or 40 feet (12 192 mm), or five stories or 55 feet (16 764 mm)
where sprinklered.
3104.6 Public way. Pedestrian walkways over a public way
shall comply with Chapter 32.
3104.7 Egress. Access shall be provided at all times to a
pedestrian walkway that serves as a required exit.
3104.8 Width. The unobstructed width of pedestrian walk-
ways shall be not less than 36 inches (914 mm). The total
width shall be not greater than 30 feet (9144 mm).
3104.9 Exit access travel. The length of exit access travel
shall be 200 feet (60 960 mm) or less.
Exceptions:
1 . Exit access travel distance on a pedestrian walkway
equipped throughout with an automatic sprinkler
system in accordance with Section 903.3.1.1 shall be
250 feet (76 200 mm) or less.
2. Exit access travel distance on a pedestrian walkway
constructed with both sides not less than 50 percent
open shall be 300 feet (91 440 mm) or less.
3. Exit access travel distance on a pedestrian walkway
constructed with both sides not less than 50 percent
open, and equipped throughout with an automatic
sprinkler system in accordance with Section
903.3.1.1, shall be 400 feet (122 m) or less.
3104.10 Tunneled walkway. Separation between the tun-
neled walkway and the building to which it is connected shall
be not less than 2-hour fire-resistant construction and open-
ings therein shall be protected in accordance with Table
716.5.
SECTION 3105
AWNINGS AND CANOPIES
3105.1 General. Awnings or canopies shall comply with the
requirements of Sections 3105.2 through 3105.4 and other
applicable sections of this code.
3105.2 Definition. The following term is defined in Chapter
2:
RETRACTABLE AWNING.
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 allowance for shape, open construction and similar fea-
tures that relieve the pressures or loads. Structural members
shall be protected to prevent deterioration. Awnings shall
have frames of noncombustible material, fire-retardant-
treated wood, wood of Type IV size, or 1-hour construction
with combustible or noncombustible covers and shall be
either fixed, retractable, folding or collapsible.
3105.4 Canopy materials. Canopies shall be constructed of
a rigid framework with an approved covering that meets the
fire propagation performance criteria of NFPA 701 or has a
flame spread index not greater than 25 when tested in accor-
dance with ASTM E 84 or UL 723.
SECTION 3106
MARQUEES
3106.1 General. Marquees shall comply with Section 3106.2
through 3 106.5 and other applicable sections of this code.
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3106.2 Thickness. The height or thickness of a marquee
measured vertically from its lowest to its highest point shall
be not greater than 3 feet (914 mm) where the marquee proj-
ects more than two-thirds of the distance from the lot line to
the curb line, and shall be not greater than 9 feet (2743 mm)
where the marquee is less than two-thirds of the distance
from the lot line to the curb line.
3106.3 Roof construction. Where the roof or any part
thereof is a skylight, the skylight shall comply with the
requirements of Chapter 24. Every roof and skylight of a mar-
quee 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 deteriora-
tion.
SECTION 3107
SIGNS
3107.1 General. Signs shall be designed, constructed and
maintained in accordance with this code.
SECTION 3108
TELECOMMUNICATION AND
BROADCAST TOWERS
3108.1 General. Towers shall be designed and constructed in
accordance with the provisions of TIA-222. Towers shall be
designed for seismic loads; exceptions related to seismic
design listed in Section 2.7.3 of TIA-222 shall not apply. In
Section 2.6.6.2 of TIA 222, the horizontal extent of Topo-
graphic Category 2, escarpments, shall be 16 times the height
of the escarpment.
Exception: Single free-standing poles used to support
antennas not greater than 75 feet (22 860 mm), measured
from the top of the pole to grade, shall not be required to
be noncombustible.
3108.2 Location and access. Towers shall be located such
that guy wires and 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 pri-
vately owned property without the written consent of the
owner of the encroached-upon property, space or above-
ground electric utility lines. Towers shall be equipped with
climbing and working facilities in compliance with TIA-222.
Access to the tower sites shall be limited as required by appli-
cable OSHA, FCC and EPA regulations.
SECTION 3109
SWIMMING POOL ENCLOSURES AND
SAFETY DEVICES
3109.1 General. Swimming pools shall comply with the
requirements of Sections 3109.2 through 3109.5 and other
applicable sections of this code.
3109.2 Definition. The following term is defined in Chapter
2:
SWIMMING POOLS.
3109.3 Public swimming pools. Public swimming pools
shall be completely enclosed by a fence not less than 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 1 346
need not comply with Section 3109.4.
3109.4.1 Barrier height and clearances. The top of the
barrier shall be not less than 48 inches (1219 mm) above
grade measured on the side of the barrier that faces away
from the swimming pool. The vertical clearance between
grade and the bottom of the barrier shall be not greater
than 2 inches (5 1 mm) measured on the side of the barrier
that faces away from the swimming pool. Where the top of
the pool structure is above grade, the barrier is authorized
to be at ground level or mounted on top of the pool struc-
ture, and the vertical clearance between the top of the pool
structure and the bottom of the barrier shall be not greater
than 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 indenta-
tions or protrusions except for normal construction tol-
erances and tooled masonry joints.
3109.4.1.3 Closely spaced horizontal members.
Where the barrier is composed of horizontal and verti-
cal members and the distance between the tops of the
horizontal members is less than 45 inches (1143 mm),
the horizontal members shall be located on the swim-
ming pool side of the fence. Spacing between vertical
members shall be not greater than 1 3 / 4 inches (44 mm)
in width. Where there are decorative cutouts within ver-
tical members, spacing within the cutouts shall be not
greater than l 3 / 4 inches (44 mm) in width.
3109.4.1.4 Widely spaced horizontal members.
Where the barrier is composed of horizontal and verti-
cal members and the distance between the tops of the
horizontal members is 45 inches (1 143 mm) or more,
spacing between vertical members shall be not greater
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2012 INTERNATIONAL BUILDING CODE®
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than 4 inches (102 mm). Where there are decorative
cutouts within vertical members, spacing within the
cutouts shall be not greater than l 3 / 4 inches (44 mm) in
width.
3109.4.1.5 Chain link dimensions. Mesh size for
chain link fences shall be not greater than a 2'/ 4 inch
square (57 mm square) unless the fence is provided
with slats fastened at the top or the bottom which
reduce the openings to not more than l 3 / 4 inches (44
mm).
3109.4.1.6 Diagonal members. Where the barrier is
composed of diagonal members, the opening formed by
the diagonal members shall be not greater than l 3 / 4
inches (44 mm).
3109.4.1.7 Gates. Access doors or 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 doors or gates shall
open outward away from the pool and shall be self-
closing and have a self-latching device. Doors or gates
other than pedestrian access doors or gates shall have a
self-latching device. Release mechanisms shall be in
accordance with Sections 1008.1.9 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 door or gate, the release mechanism shall be
located on the pool side of the door or gate 3 inches (76
mm) or more, below the top of the door or gate, and the
door or gate and barrier shall be without openings
greater than V 2 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
following shall apply:
1 . Doors with direct access to the pool through that
wall shall be equipped with an alarm that pro-
duces an audible warning when the door and/or
its screen, if present, are opened. The alarm shall
be listed and labeled in accordance with UL
2017. In dwellings not required to be Accessible
units, Type A units or Type B units, the deactiva-
tion switch shall be located 54 inches (1372 mm)
or more above the threshold of the door. In dwell-
ings required to be Accessible units, Type A units
or Type B units, the deactivation switch shall be
located not higher than 54 inches (1372 mm) and
not less than 48 inches (1219 mm) 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, shall be accepted so long as the degree
of protection afforded is not less than the protec-
tion afforded by Section 3109.4.1.8, Item 1 or 2.
3109.4.1.9 Pool structure as barrier. Where an
aboveground pool structure is used as a barrier or
where the barrier is mounted on top of the pool struc-
ture, 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. Where the ladder 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 simi-
lar objects from being used to climb the barriers.
3109.5 Entrapment avoidance. Suction outlets shall be
designed and installed in accordance with ANS17APSP-7.
SECTION 3110
AUTOMATIC VEHICULAR GATES
3110.1 General. Automatic vehicular gates shall comply
with the requirements of Sections 3110.2 through 3110.4 and
other applicable sections of this code.
3110.2 Definition. The following term is defined in Chapter
2:
VEHICULAR GATE.
3110.3 Vehicular gates intended for automation. Vehicular
gates intended for automation shall be designed, constructed
and installed to comply with the requirements of ASTM F
2200.
3110.4 Vehicular gate openers. Vehicular gate openers,
where provided, shall be listed in accordance with UL 325.
SECTION 31 11
SOLAR PHOTOVOLTAIC PANELS/MODULES
3111.1 General. Solar photovoltaic panels/modules shall
comply with the requirements of this code and the Interna-
tional Fire Code.
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CHAPTER 32
ENCROACHMENTS INTO THE PUBLIC RSGHT-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 ordi-
nances regulating the use and occupancy of public property.
3201.4 Drainage. Drainage water collected from a roof,
awning, 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 not less than 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 con-
struction and utilization of vaults and other enclosed
spaces below grade shall be subject to the terms and con-
ditions of the applicable governing authority.
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 prohib-
ited 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) in height, or shall be
located between columns 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, archi-
traves, pediments and similar architectural features shall
not project 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 not less than 7 feet (2134 mm).
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.
Awnings, canopies, marquees and signs shall be con-
structed 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. Stan-
chions or columns that support awnings, canopies, mar-
quees 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, architec-
tural 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
subject to the approval of the applicable governing author-
ity. The vertical clearance from the public right-of-way to
the lowest part of a pedestrian walkway shall be not less
than 15 feet (4572 mm).
3202.4 Temporary encroachments. Where allowed by the
applicable governing authority, vestibules and storm enclo-
sures shall not be erected for a period of time exceeding
seven 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 sidewalk beyond the street lot line. Temporary entrance
awnings shall be erected with a clearance of not less than 7
feet (2134 mm) to the lowest portion of the hood or awning
where supported on removable steel or other approved non-
combustible 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 adjacent pub-
lic 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 Alterations, repairs and additions. Required exits,
existing structural elements, fire protection devices and sani-
tary safeguards shall be maintained at all times during altera-
tions, repairs or additions to any building or structure.
Exceptions:
1. Where such required elements or devices are being
altered or repaired, adequate substitute provisions
shall be made.
2. Maintenance of such elements and devices is not
required 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 per-
sons, adjoining properties and public rights-of-way.
3302.3 Fire safety during construction. Fire safety during
construction shall comply with the applicable requirements of
this code and the applicable provisions of Chapter 33 of the
International Fire Code.
SECTION 3303
DEMOLITION
3303.1 Construction documents. Construction documents
and a schedule for demolition shall be submitted where
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 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 demolished or
removed, the vacant lot shall be filled and maintained to the
existing grade or in accordance with the ordinances of the
jurisdiction 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.
3303.6 Utility connections. Service utility connections shall
be discontinued and capped in accordance with the approved
rules and the requirements of the applicable governing
authority.
3303.7 Fire safety during demolition. Fire safety during
demolition shall comply with the applicable requirements of
this code and the applicable provisions of Chapter 56 of the
International Fire Code.
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 not less than 12 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 building.
3304.1.1 Slope limits. Slopes for permanent fill shall be
not steeper than one unit vertical in two units horizontal
(50-percent slope). Cut slopes for permanent excavations
shall be not steeper than one unit vertical in two units hor-
izontal (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 movement.
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 1804.5. Special inspections of com-
pacted fill shall be in accordance with Section 1704.7.
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SECTION 3305
SANITARY
3305.1 Facilities required. Sanitary facilities shall be pro-
vided during construction, remodeling or demolition activi-
ties in accordance with the International Plumbing Code.
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 applicable governing authority authorizes the side-
walk 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 provided with a durable walking surface. Walkways
shall be accessible in accordance with Chapter 11 and shall
be designed to support all imposed loads and in no case shall
the design live load be less than 150 pounds per square foot
(psf)(7.2kN/m 2 ).
3306.3 Directional barricades. Pedestrian traffic shall be
protected 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
not less than 42 inches (1067 mm) in height and shall be suf-
ficient to direct pedestrians around construction areas.
3306.5 Barriers. Barriers shall be not less than 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 protected 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 (51
mm by 102 mm) top and bottom plates.
2. The barrier material shall be boards not less than 3 / 4 -
inch (19.1 mm) thick or wood structural panels not less
than 7 4 -inch (6.4 mm) thick.
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 V 4 inch (6.4 mm) or 5 / 16 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 % inch (9.5 mm) or 7 2 inch
(12.7 mm) in thickness shall have studs spaced not
more than 4 feet (1219 mm) on center provided a 2-
inch by 4-inch (51 mm by 102 mm) stiffener is placed
horizontally at midheight where the stud spacing is
greater than 2 feet (610 mm) on center.
6. Wood structural use panels % inch (15.9 mm) or
thicker shall not span over 8 feet (2438 mm).
3306.7 Covered walkways. Covered walkways shall have a
clear height of not less than 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 2 ) for
the entire structure.
Exception: Roofs and supporting structures of covered
walkways for new, light-frame construction not exceeding
two stories above grade plane axe, permitted to be
designed for a live load of 75 psf (3.6kN/m 2 ) 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 (51
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) on cen-
ter.
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 not less than 2
inches by 8 inches (51 mm by 203 mm) and shall be
spaced not more than 2 feet (610 mm) on center.
5. The deck shall be planks not less than 2 inches (51
mm) thick or wood structural panels with an exterior
exposure durability classification not less than
inch (18.3 mm) thick nailed to the joists.
7
TABLE 3306.1
PROTECTION OF PEDESTRIANS
HEIGHT OF
CONSTRUCTION
8 feet or less
More than 8 feet
DISTANCE FROM CONSTRUCTION TO LOT LINE
Less than 5 feet
5 feet or more
Less than 5 feet
5 feet or more, but not more than one-fourth the height of construction
5 feet or more, but between one-fourth and one-half the height of construction
5 feet or more, but exceeding one-half the height of construction
TYPE OF PROTECTION REQUIRED
Construction railings
None
Barrier and covered walkway
Barrier and covered walkway
Barrier
None
For SI: 1 foot = 304.8 mm.
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SAFEGUARDS DURING CONSTRUCTION
6. Each post shall be knee braced to joists and stringers
by members not less than 2-inch by 4-inch (51 mm
by 102 mm); 4 feet (1219 mm) in length.
7. A curb which is not less than 2-inch by 4-inch (51
mm by 102 mm) shall be set on edge along the out-
side edge of the deck.
3306.8 Repair, maintenance and removal. Pedestrian pro-
tection required by this chapter shall be maintained in place
and kept in good order for the entire length of time pedestri-
ans are subject to being endangered. The owner or the
owner's agent, upon the completion of the construction activ-
ity, shall immediately remove walkways, debris and other
obstructions and leave such public property in as good a con-
dition 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) in
height. Where located more than 5 feet (1524 mm) from the
street lot line, a barrier shall be erected where 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 shall be pro-
vided for footings, foundations, party walls, chimneys, sky-
lights and roofs. Provisions shall be made to control water
runoff and erosion during construction or demolition activi-
ties. The person making or causing an excavation to be made
shall provide written notice to the owners of adjoining build-
ings advising them that the excavation is to be made and that
the adjoining buildings 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 demo-
lition, and the protection provided to the public shall comply
with the provisions of the applicable governing authority 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 equip-
ment be located within 20 feet (6096 mm) of a street inter-
section, or placed so as to obstruct normal observations of
traffic signals 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 construc-
tion, alteration or demolition shall be provided with no fewer
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.
[F] 3309.2 Fire hazards. The provisions of this code and the
International Fire Code shall be strictly observed to safe-
guard against all fire hazards attendant upon construction
operations.
SECTION 3310
MEANS OF EGRESS
3310.1 Stairways required. Where a building has been con-
structed to a building height of 50 feet (15 240 mm) or four
stories, or where an existing building exceeding 50 feet (15
240 mm) in building height is altered, no fewer than one tem-
porary lighted stairway shall be provided unless one or more
of the permanent stairways are erected as the construction
progresses.
3310.2 Maintenance of means of egress. Required means of
egress shall be maintained at all times during construction,
demolition, remodeling or alterations and additions to any
building.
Exception: Existing means of egress need not be main-
tained where approved temporary means of egress systems
and facilities are provided.
SECTION 3311
STANDPIPES
[F] 3311.1 Where required. In buildings required to have
standpipes by Section 905.3.1, no fewer than one standpipe
shall be provided for use during construction. Such stand-
pipes shall be installed when the progress of construction is
not more than 40 feet (12 192 mm) in height above the lowest
level of fire department vehicle access. Such standpipe shall
be provided with fire department hose connections at accessi-
ble locations adjacent to usable stairs. Such standpipes shall
be extended as construction progresses to within one floor of
the highest point of construction having secured decking or
flooring.
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SAFEGUARDS DURING CONSTRUCTION
[F] 3311.2 Buildings being demolished. Where a building is
being demolished and a standpipe exists within such a build-
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
demolished.
[F] 3311.3 Detailed requirements. Standpipes shall be
installed in accordance with the provisions of Chapter 9.
Exception: Standpipes shall be either temporary or per-
manent in nature, and with or without a water supply, pro-
vided that such standpipes conform to the requirements of
Section 905 as to capacity, outlets and materials.
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
111.3.
[F] 3312.2 Operation of valves. Operation of sprinkler con-
trol valves shall be permitted only by properly authorized
personnel and shall be accompanied by notification of duly
designated 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 pro-
tection is in service.
SECTION 3313
WATER SUPPLY FOR FIRE PROTECTION
[F] 3313.1 Where required. An approved water supply for
fire protection, either temporary or permanent, shall be made
available as soon as combustible material arrives on the site.
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2012 INTERNATIONAL BUILDING CODE®
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 exist-
ing buildings and structures.
Exception: Existing bleachers, grandstands and folding
and telescopic seating shall comply with ICC 300.
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 official shall have the authority to require a building
or structure to be reinspected. The requirements of this chap-
ter shall not provide the basis for removal or abrogation of
fire protection and safety systems and devices in existing
structures.
3401.3 Compliance. Alterations, repairs, additions and
| changes of occupancy to, or relocation of, existing buildings
and structures shall comply with the provisions for altera-
Itions, repairs, additions and changes of occupancy or reloca-
tion, respectively, in the International Energy Conservation
Code, International Fire Code, International Fuel Gas Code,
International Mechanical Code, International Plumbing
Code, International Property Maintenance Code, Interna-
tional Private Sewage Disposal Code, International Residen-
Itial Code and NFPA 70. Where provisions of the other codes
conflict with provisions of this chapter, the provisions of this
chapter shall take precedence.
3401.4 Building materials and systems. Building materials
| and systems shall comply with the requirements of this sec-
tion.
3401.4.1 Existing materials. Materials already in use in a
building in compliance with requirements or approvals in
effect at the time of their erection or installation shall be
permitted to remain in use unless determined by the build-
1 ing official to be unsafe per Section 1 16.
3401.4.2 New and replacement materials. Except as oth-
erwise required or permitted by this code, materials per-
mitted by the applicable code for new construction shall be
used. Like materials shall be permitted for repairs and
alterations, provided no hazard to life, health or property is
created. Hazardous materials shall not be used where the
code for new construction would not permit their use in
buildings of similar occupancy, purpose and location.
13401.4.3 Existing seismic force-resisting systems.
Where the existing seismic force-resisting system is a type
that can be designated ordinary, values of R, Q , and C d for
the existing seismic force-resisting system shall be those
specified by this code for an ordinary system unless it is
demonstrated that the existing system will provide perfor-
mance equivalent to that of a detailed, intermediate or spe-
cial system.
3401.6 Alternative compliance. Work performed in accor-
dance with the International Existing Building Code shall be
deemed to comply with the provisions of this chapter.
3401.5 Dangerous conditions. The building official shall
have the authority to require the elimination of conditions
deemed dangerous.
SECTION 3402
DEFINITIONS
3402.1 Definitions. The following terms are defined in Chap-
ter 2:
DANGEROUS.
EXISTING STRUCTURE.
PRIMARY FUNCTION.
SUBSTANTIAL STRUCTURAL DAMAGE.
TECHNICALLY INFEASIBLE.
SECTION 3403
ADDITIONS
3403.1 General. Additions to any building or structure shall
comply with the requirements of this code for new construc-
tion. Alterations to the existing building or structure shall be
made to ensure that the existing building or structure together
with the addition are no less conforming with the provisions
of this code than the existing building or structure was prior
to the addition. An existing building together with its addi-
tions shall comply with the height and area provisions of
Chapter 5.
3403.2 Flood hazard areas. For buildings and structures in
flood hazard areas established in Section 1612.3, any addi-
tion that constitutes 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 compli-
ance with the requirements for new construction for flood
design.
For buildings and structures in flood hazard areas estab-
lished in Section 1612.3, any additions that do not constitute
substantial improvement of the existing structure, as defined
in Section 1612.2, are not required to comply with the flood
design requirements for new construction.
2012 INTERNATIONAL BUILDING CODE®
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EXISTING STRUCTURES
3403.3 Existing structural elements carrying gravity load.
Any existing gravity load-carrying structural element for
which an addition and its related alterations cause an increase
in design gravity load of more than 5 percent shall be
strengthened, supplemented, replaced or otherwise altered as
needed to carry the increased gravity load required by this
code for new structures. Any existing gravity load-carrying
structural element whose gravity load-carrying capacity is
decreased shall be considered an altered element subject to
the requirements of Section 3404.3. Any existing element
that will form part of the lateral load path for any part of the
addition shall be considered an existing lateral load-carrying
structural element subject to the requirements of Section
3403.4.
3403.3.1 Design live load. Where the addition does not
result in increased design live load, existing gravity load-
carrying structural elements shall be permitted to be evalu-
ated and designed for live loads approved prior to the
addition. If the approved live load is less than that
required by Section 1607, the area designed for the non-
conforming live load shall be posted with placards of
approved design indicating the approved live load. Where
the addition does result in increased design live load, the
live load required by Section 1607 shall be used.
3403.4 Existing structural elements carrying lateral load.
Where the addition is structurally independent of the existing
structure, existing lateral load-carrying structural elements
shall be permitted to remain unaltered. Where the addition is
not structurally independent of the existing structure, the
existing structure and its addition acting together as a single
structure shall be shown to meet the requirements of Sections
1609 and 1613.
Exception: Any existing lateral load-carrying structural
element whose demand-capacity ratio with the addition
considered is no more than 10 percent greater than its
demand-capacity ratio with the addition ignored shall be
permitted to remain unaltered. For purposes of calculating
demand-capacity ratios, the demand shall consider appli-
cable load combinations with design lateral loads or forces
in accordance with Sections 1609 and 1613. For purposes
of this exception, comparisons of demand-capacity ratios
and calculation of design lateral loads, forces and capaci-
ties shall account for the cumulative effects of additions
and alterations since original construction.
3403.5 Smoke alarms in existing portions of a building.
Where an addition is made to a building or structure of a
Group R or 1-1 occupancy, the existing building shall be pro-
vided with smoke alarms in accordance with Section 1103.8
of the International Fire Code.
SECTION 3404
ALTERATIONS
3404.1 General. Except as provided by Section 3401.4 or
this section, alterations to any building or structure shall
comply with the requirements of the code for new construc-
tion. Alterations shall be such that the existing building or
structure is no less complying with the provisions of this code
than the existing building or structure was prior to the altera-
tion.
Exceptions:
1 . An existing stairway shall not be required to comply
with the requirements of Section 1009 where the
existing space and construction does not allow a
reduction in pitch or slope.
2. Handrails otherwise required to comply with Sec-
tion 1009.15 shall not be required to comply with
the requirements of Section 1012.6 regarding full
extension of the handrails where such extensions
would be hazardous due to plan configuration.
3404.2 Flood hazard areas. For buildings and structures in
flood hazard areas established in Section 1612.3, any altera-
tion that constitutes 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 compli-
ance with the requirements for new construction for flood
design.
For buildings and structures in flood hazard areas estab-
lished in Section 1612.3, any alterations that do not consti-
tute substantial improvement of the existing structure, as
defined in Section 1612.2, are not required to comply with
the flood design requirements for new construction.
3404.3 Existing structural elements carrying gravity load.
Any existing gravity load-carrying structural element for
which an alteration causes an increase in design gravity load
of more than 5 percent shall be strengthened, supplemented,
replaced or otherwise altered as needed to carry the increased
gravity load required by this code for new structures. Any
existing gravity load-carrying structural element whose grav-
ity load-carrying capacity is decreased as part of the altera-
tion shall be shown to have the capacity to resist the
applicable design gravity loads required by this code for new
structures.
3404.3.1 Design live load. Where the alteration does not
result in increased design live load, existing gravity load-
carrying structural elements shall be permitted to be evalu-
ated and designed for live loads approved prior to the
alteration. If the approved live load is less than that
required by Section 1607, the area designed for the non-
conforming live load shall be posted with placards of
approved design indicating the approved live load. Where
the alteration does result in increased design live load, the
live load required by Section 1607 shall be used.
3404.4 Existing structural elements carrying lateral load.
Except as permitted by Section 3404.5, where the alteration
increases design lateral loads in accordance with Section
1609 or 1613, or where the alteration results in a structural
irregularity as defined in ASCE 7, or where the alteration
decreases the capacity of any existing lateral load-carrying
structural element, the structure of the altered building or
structure shall be shown to meet the requirements of Sections
1609 and 1613.
Exception: Any existing lateral load-carrying structural
element whose demand-capacity ratio with the alteration
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2012 INTERNATIONAL BUILDING CODE®
EXISTING STRUCTURES
considered is no more than 10 percent greater than its
demand-capacity ratio with the alteration ignored shall be
permitted to remain unaltered. For purposes of calculating
demand-capacity ratios, the demand shall consider appli-
cable load combinations with design lateral loads or forces
per Sections 1609 and 1613. For purposes of this excep-
tion, comparisons of demand-capacity ratios and calcula-
tion of design lateral loads, forces, and capacities shall
account for the cumulative effects of additions and altera-
tions since original construction.
3404.5 Voluntary seismic improvements. Alterations to
existing structural elements or additions of new structural ele-
ments that are not otherwise required by this chapter and are
initiated for the purpose of improving the performance of the
seismic force-resisting system of an existing structure or the
performance of seismic bracing or anchorage of existing non-
structural elements shall be permitted, provided that an engi-
neering analysis is submitted demonstrating the following:
1. The altered structure and the altered nonstructural ele-
ments are no less conforming with the provisions of
this code with respect to earthquake design than they
were prior to the alteration.
2. New structural elements are detailed as required for
new construction.
3. New or relocated nonstructural elements are detailed
and connected to existing or new structural elements as
required for new construction.
4. The alterations do not create a structural irregularity as
defined in ASCE 7 or make an existing structural irreg-
ularity more severe.
3404.6 Smoke alarms. Individual sleeping units and indi-
vidual dwelling units in Group R and 1-1 occupancies shall be
provided with smoke alarms in accordance with Section
1 103.8 of the International Fire Code.
SECTION 3405
REPAIRS
3405.1 General. Buildings and structures, and parts thereof,
shall be repaired in compliance with Section 3405 and
3401.2. Work on nondamaged components that is necessary
for the required repair of damaged components shall be con-
sidered part of the repair and shall not be subject to the
requirements for alterations in this chapter. Routine mainte-
nance required by Section 3401.2, ordinary repairs exempt
from permit in accordance with Section 105.2, and abatement
of wear due to normal service conditions shall not be subject
to the requirements for repairs in this section.
3405.2 Substantial structural damage to vertical elements
of the lateral force-resisting system. A building that has
sustained substantial structural damage to the vertical ele-
ments of its lateral force-resisting system shall be evaluated
and repaired in accordance with the applicable provisions of
Sections 3405.2.1 through 3405.2.3.
Exceptions:
1. Buildings assigned to Seismic Design Category A,
B, or C whose substantial structural damage was
not caused by earthquake need not be evaluated or
rehabilitated for load combinations that include
earthquake effects.
2. One- and two-family dwellings need not be evalu-
ated or rehabilitated for load combinations that
include earthquake effects.
3405.2.1 Evaluation. The building shall be evaluated by a
registered design professional, and the evaluation findings
shall be submitted to the building official. The evaluation
shall establish whether the damaged building, if repaired
to its pre-damage state, would comply with the provisions
of this code for wind and earthquake loads.
Wind loads for this evaluation shall be those prescribed
in Section 1609. Earthquake loads for this evaluation, if
required, shall be permitted to be 75 percent of those pre-
scribed in Section 1613.
3405.2.2 Extent of repair for compliant buildings. If the
evaluation establishes compliance of the pre-damage
building in accordance with Section 3405.2.1, then repairs
shall be permitted that restore the building to its pre-dam-
age state, based on material properties and design 1
strengths applicable at the time of original construction. §
3405.2.3 Extent of repair for noncompliant buildings.
If the evaluation does not establish compliance of the pre-
damage building in accordance with Section 3404.2.1,
then the building shall be rehabilitated to comply with
applicable provisions of this code for load combinations
that include wind or seismic loads. The wind loads for the
repair shall be as required by the building code in effect at
the time of original construction, unless the damage was
caused by wind, in which case the wind loads shall be as
required by this code. Earthquake loads for this rehabilita- §
tion design shall be those required for the design of the
pre-damage building, but not less than 75 percent of those
prescribed in Section 1613. New structural members and
connections required by this rehabilitation design shall
comply with the detailing provisions of this code for new
buildings of similar structure, purpose and location.
3405.3 Substantial structural damage to gravity load-car-
rying components. Gravity load-carrying components that
have sustained substantial structural damage shall be reha-
bilitated to comply with the applicable provisions of this code
for dead and live loads. Snow loads shall be considered if the
substantial structural damage was caused by or related to
snow load effects. Existing gravity load-carrying structural
elements shall be permitted to be designed for live loads
approved prior to the damage. Nondamaged gravity load-car-
rying components that receive dead, live or snow loads from
rehabilitated components shall also be rehabilitated or shown
to have the capacity to carry the design loads of the rehabili-
tation design. New structural members and connections
required by this rehabilitation design shall comply with the
detailing provisions of this code for new buildings of similar
structure, purpose and location.
3405.3.1 Lateral force-resisting elements. Regardless of
the level of damage to vertical elements of the lateral
force-resisting system, if substantial structural damage to
gravity load-carrying components was caused primarily by
2012 INTERNATIONAL BUILDING CODE®
571
EXISTING STRUCTURES
wind or earthquake effects, then the building shall be eval-
uated in accordance with Section 3405.2.1 and, if noncom-
pliant, rehabilitated in accordance with Section 3405.2.3.
Exceptions:
1 . One- and two-family dwellings need not be eval-
uated or rehabilitated for load combinations that
include earthquake effects.
2. Buildings assigned to Seismic Design Category
A, B, or C whose substantial structural damage
was not caused by earthquake need not be evalu-
ated or rehabilitated for load combinations that
include earthquake effects.
3405.4 Less than substantial structural damage. For dam-
age less than substantial structural damage, repairs shall be
allowed that restore the building to its pre-damage state,
based on material properties and design strengths applicable
at the time of original construction. New structural members
and connections used for this repair shall comply with the
detailing provisions of this code for new buildings of similar
structure, purpose and location.
3405.5 Flood hazard areas. For buildings and structures in
flood hazard areas established in Section 1612.3, any repair
that constitutes substantial improvement of the existing struc-
ture, 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 compli-
ance with the requirements for new construction for flood
design.
For buildings and structures in flood hazard areas estab-
lished in Section 1612.3, any repairs that do not constitute
substantial improvement or repair of substantial damage of
the existing structure, as defined in Section 1612.2, are not
required to comply with the flood design requirements for
new construction.
SECTION 3406
FIRE ESCAPES
3406.1 Where permitted. Fire escapes shall be permitted
only as provided for in Sections 3406.1.1 through 3406.1 .4.
3406.1.1 New buildings. Fire escapes shall not constitute
any part of the required means of egress in new buildings.
3406.1.2 Existing fire escapes. Existing fire escapes shall
be continued to be accepted as a component in the means
of egress in existing buildings only.
3406.1.3 New fire escapes. New fire escapes for existing
buildings shall be permitted only where exterior stairs
cannot be utilized due to lot lines limiting stair size or due
to the sidewalks, alleys or roads at grade level. New fire
escapes shall not incorporate ladders or access by win-
dows.
3406.1.4 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.
3406.2 Location. Where located on the front of the building
and where projecting beyond the building line, the lowest
landing shall not be less than 7 feet (2134 mm) or more than
12 feet (3658 mm) above grade, and shall be equipped with a
counterbalanced stairway to the street. In alleyways and thor-
oughfares less than 30 feet (9144 mm) wide, the clearance
under the lowest landing shall not be less than 12 feet (3658
mm).
3406.3 Construction. The fire escape shall be designed to
support a live load of 100 pounds per square foot (4788 Pa)
and shall be constructed of steel or other approved noncom-
bustible materials. Fire escapes constructed of wood not less
than nominal 2 inches (51 mm) thick are permitted on build-
ings of Type V construction. Walkways and railings located
over or supported by combustible roofs in buildings of Type
III and IV construction are permitted to be of wood not less
than nominal 2 inches (51 mm) thick.
3406.4 Dimensions. Stairs shall be at least 22 inches (559
mm) wide with risers not more than, and treads not less than,
8 inches (203 mm) and landings at the foot of stairs not less
than 40 inches (1016 mm) wide by 36 inches (914 mm) long,
located not more than 8 inches (203 mm) below the door.
3406.5 Opening protectives. Doors and windows along the
fire escape shall be protected with 3 / 4 -hour opening protec-
tives.
SECTION 3407
GLASS REPLACEMENT
3407.1 Conformance. The installation or replacement of
glass shall be as required for new installations.
SECTION 3408
CHANGE OF OCCUPANCY
3408.1 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 occupancies or in a
different group of occupancies, unless such building is made
to comply with the requirements of this code for such divi-
sion or group of occupancies. Subject to the approval of the
building official, the use or occupancy of existing buildings
shall be permitted to be changed and the building is allowed
to be occupied for purposes in other groups without conform-
ing to all the requirements of this code for those groups, pro-
vided the new or proposed use is less hazardous, based on life
and fire risk, than the existing use.
3408.2 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.
3408.3 Stairways. An existing stairway shall not be required
to comply with the requirements of Section 1009 where the
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existing space and construction does not allow a reduction in
pitch or slope.
3408.4 Seismic. When a change of occupancy results in a
structure being reclassified to a higher risk category, the
structure shall conform to the seismic requirements for a new
structure of the higher risk category.
Exceptions:
1. Specific seismic detailing requirements of Section
1613 for a new structure shall not be required to be
met where the seismic performance is shown to be
equivalent to that of a new structure. A demonstra-
tion of equivalence shall consider the regularity,
overstrength, redundancy and ductility of the struc-
ture.
2. When a change of use results in a structure being
reclassified from Risk Category I or II to Risk Cate-
gory III and the structure is located where the seis-
mic coefficient, S DS is less than 0.33, compliance
with the seismic requirements of Section 1613 are
not required.
SECTION 3409
HISTORIC BUILDINGS
3409.1 Historic buildings. The provisions of this code relat-
ing to the construction, repair, alteration, addition, restora-
tion 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.
3409.2 Flood hazard areas. Within flood hazard areas
established in accordance with Section 1612.3, where the
work proposed constitutes substantial improvement as
defined in Section 1612.2, the building shall be brought into
compliance 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;
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
Department of Interior.
SECTION 3410
MOVED STRUCTURES
3410.1 Conformance. Structures moved into or within the
jurisdiction shall comply with the provisions of this code for
new structures.
SECTION 3411
ACCESSIBILITY FOR EXISTING BUILDINGS
3411.1 Scope. The provisions of Sections 3411.1 through
341 1.9 apply to maintenance, change of occupancy, additions
and alterations to existing buildings, including those identi-
fied as historic buildings.
3411.2 Maintenance of facilities. A facility that is con-
structed or altered to be accessible shall be maintained acces-
sible during occupancy.
3411.3 Extent of application. An alteration of an existing
facility shall not impose a requirement for greater accessibil-
ity than that which would be required for new construction.
Alterations shall not reduce or have the effect of reducing
accessibility of a facility or portion of a facility.
3411.4 Change of occupancy. Existing buildings that
undergo a change of group or occupancy shall comply with
this section.
Exception: Type B dwelling units or sleeping units
required by Section 1107 of this code are not required to
be provided in existing buildings and facilities undergoing
a change of occupancy in conjunction with alterations
where the work area is 50 percent or less of the aggregate
area of the building.
3411.4.1 Partial change in occupancy. Where a portion
of the building is changed to a new occupancy classifica-
tion, any alterations shall comply with Sections 3411.6,
3411.7 and 341 1.8.
3411.4.2 Complete change of occupancy. Where an
entire building undergoes a change of occupancy, it shall
comply with Section 3411.4.1 and shall have all of the fol-
lowing accessible features:
1 . At least one accessible building entrance.
2. At least one accessible route from an accessible
building entrance to primary function areas.
3. Signage complying with Section 1 1 10.
4. Accessible parking, where parking is being pro-
vided.
5. At least one accessible passenger loading zone,
when loading zones are provided.
6. At least one accessible route connecting accessible
parking and accessible passenger loading zones to
an accessible 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 tech-
nically feasible .
Exception: The accessible features listed in Items 1
through 6 are not required for an accessible route to
Type B units.
3411.5 Additions. Provisions for new construction shall
apply to additions. An addition that affects the accessibility
2012 INTERNATIONAL BUILDING CODE 8
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EXISTING STRUCTURES
to, or contains an area of, a primary function shall comply
with the requirements in Section 341 1.7.
3411.6 Alterations. A facility that is altered shall comply
with the applicable provisions in Chapter 11 of this code,
unless technically infeasible. Where compliance with this
section is technically infeasible, 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
3411.7.
2. Accessible means of egress required by Chapter 10
are not required to be provided in existing facilities.
3. The alteration to Type A individually owned dwell-
ing units within a Group R-2 occupancy shall be
permitted to meet the provision for a Type B dwell-
ing writ.
4. Type B dwelling or sleeping units required by Sec-
tion 1107 of this code are not required to be pro-
vided in existing buildings and facilities undergoing
a change of occupancy in conjunction with altera-
tions where the work area is 50 percent or less of the
aggregate area of the building.
3411.7 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
alterations 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
accessibility of a facility.
5. This provision does not apply to altered areas lim-
ited to Type B dwelling and sleeping units.
3411.8 Scoping for alterations. The provisions of Sections
3411.8.1 through 3411.8.14 shall apply to alterations to
existing buildings and facilities.
3411.8.1 Entrances. Accessible entrances shall be pro-
vided in accordance with Section 1 105.
Exception: Where an alteration includes alterations to
an entrance, and the. facility has an accessible entrance,
the altered entrance is not required to be accessible,
unless required by Section 3411.7. Signs complying
with Section 1110 shall be provided.
3411.8.2 Elevators. Altered elements of existing elevators
shall comply with ASME A17.1 and ICC A117.1. Such
elements shall also be altered in elevators programmed to
respond to the same hall call control as the altered eleva-
tor.
3411.8.3 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.
3411.8.4 Stairs and escalators in existing buildings. In
alterations, change of occupancy or additions where an
escalator or stair is added where none existed previously
and major structural modifications are necessary for instal-
lation, an accessible route shall be provided between the
levels served by the escalator or stairs in accordance with
Sections 1104.4 and 1104.5.
3411.8.5 Ramps. Where slopes steeper than allowed by
Section 1010.2 are necessitated by space limitations, the
slope of ramps in or providing access to existing facilities
shall comply with Table 3411.8.5.
TABLE 3411.8.5
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.
3411.8.6 Performance areas. Where it is technically
infeasible to alter performance areas to be on an accessible
route, at least one of each type of performance area shall
be made accessible.
3411.8.7 Accessible dwelling or sleeping units. Where
Group 1-1, 1-2, 1-3, R-l, R-2 or R-4 dwelling or sleeping
units are being altered or added, the requirements of Sec-
tion 1107 for Accessible units apply only to the quantity of
spaces being altered or added.
3411.8.8 Type A dwelling or sleeping units. Where more
than 20 Group R-2 dwelling or sleeping units are being
altered or added, the requirements of Section 1107 for
Type A units apply only to the quantity of the spaces being
altered or added.
3411.8.9 Type B dwelling or sleeping units. Where four
or more Group 1-1, 1-2, R-l, R-2, R-3 or R-4 dwelling or
sleeping units are being added, the requirements of Sec-
tion 1 107 for Type B units apply only to the quantity of the
spaces being added. Where Group 1-1, 1-2, R-l, R-2, R-3
or R-4 dwelling or sleeping units are being altered and
where the work area is greater than 50 percent of the
aggregate area of the building, the requirements of Section
1 107 for Type B units apply only to the quantity of the
spaces being altered.
3411.8.10 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
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spaces where the ramp or lift access restricts or projects
into the means of egress.
3411.8.11 Toilet rooms. Where it is technically infeasible
to alter existing toilet and bathing rooms to be accessible,
an accessible family or assisted-use toilet or bathing room
constructed in accordance with Section 1109.2.1 is permit-
ted. The family or assisted-use toilet or bathing room shall
be located on the same floor and in the same area as the
existing toilet or bathing rooms.
3411.8.12 Dressing, fitting and locker rooms. Where it
is technically infeasible to provide accessible dressing, fit-
ting or locker rooms at the same location as similar types
of rooms, one accessible room on the same level shall be
provided. Where separate-sex facilities are provided,
accessible rooms for each sex shall be provided. Separate-
sex facilities are not required where only unisex rooms are
provided.
3411.8.13 Fuel dispensers. Operable parts of replacement
fuel dispensers shall be permitted to be 54 inches (1370
mm) maximum measured from the surface of the vehicular
way where fuel dispensers are installed on existing curbs.
3411.8.14 Thresholds. The maximum height of thresh-
olds at doorways shall be 3 / 4 inch (19.1 mm). Such thresh-
olds shall have beveled edges on each side.
3411.9 Historic buildings. These provisions shall apply to
facilities designated as historic structures that undergo altera-
tions or a change of occupancy, unless technically infeasible.
Where compliance with the requirements for accessible
routes, entrances or toilet rooms would threaten or destroy
the historic significance of the facility, as determined by the
applicable governing authority, the alternative requirements
of Sections 3411.9.1 through 341 1.9.4 for that element shall
be permitted.
Exception: Type B dwelling or sleeping units required by
Section 1107 are not required to be provided in historical
buildings.
3411.9.1 Site arrival points. At least one accessible route
from a site arrival point to an accessible entrance shall be
provided.
3411.9.2 Multilevel buildings and facilities. An accessi-
ble route from an accessible entrance to public spaces on
the level of the accessible entrance shall be provided.
3411.9.3 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
system or remote monitoring shall be provided.
Signs complying with Section 1110 shall be pro-
vided at the primary entrance and the accessible
entrance.
3411.9.4 Toilet and bathing facilities. Where toilet
rooms are provided, at least one accessible family or
assisted-use toilet room complying with Section 1109.2.1
shall be provided.
SECTION 3412
COMPLIANCE ALTERNATIVES
3412.1 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 occu-
pancy without requiring full compliance with Chapters 2
through 33, or Sections 3401.3, and 3403 through 3409,
except where compliance with other provisions of this code is
specifically required in this section.
3412.2 Applicability. Structures existing prior to [DATE TO
BE INSERTED BY THE JURISDICTION. NOTE: IT IS RECOM-
MENDED THAT THIS DATE COINCIDE WITH THE EFFECTIVE
DATE OF BUILDING CODES WITHIN THE JURISDICTION], in
which there is work involving additions, alterations or
changes of occupancy shall be made to comply with the
requirements of this section or the provisions of Sections
3403 through 3409. The provisions in Sections 3412.2.1
through 3412.2.5 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.
3412.2.1 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.
3412.2.2 Partial change in occupancy. Where a portion
of the building is changed to a new occupancy classifica-
tion, 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 508.4
for the separate occupancies, or with approved compliance
alternatives, the portion changed shall be made to comply
with the provisions of this section.
Where a portion of the building is changed to a new
occupancy 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 508.4 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.
3412.2.3 Additions. Additions to existing buildings shall
comply with the requirements of this code for new con-
struction. 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
complies with Section 706 is provided between the addi-
2012 INTERNATIONAL BUILDING CODE®
575
EXISTING STRUCTURES
don and the existing building, the addition shall be consid-
ered a separate building.
3412.2.4 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 sanitation is to be reduced, the portion altered or
repaired shall conform to the requirements of Chapters 2
through 12 and Chapters 14 through 33.
3412.2.4.1 Flood hazard areas. For existing buildings
located in flood hazard areas established in Section
1612.3, if the alterations and repairs constitute sub-
stantial improvement of the existing building, the exist-
ing building shall be brought into compliance with the
requirements for new construction for flood design.
3412.2.5 Accessibility requirements. All portions of the
buildings proposed for change of occupancy shall conform
to the accessibility provisions of Section 341 1 .
3412.3 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.
3412.3.1 Hazards. Where the building official determines
that an unsafe condition exists, as provided for in Section
1 1 6, such unsafe condition shall be abated in accordance
with Section 116.
3412.3.2 Compliance with other codes. Buildings that
are evaluated in accordance with this section shall comply
with the International Fire Code and the International
Property Maintenance Code.
3412.4 Investigation and evaluation. For proposed work
covered by this section, the building owner shall cause the
existing building to be investigated and evaluated in accor-
dance with the provisions of this section.
3412.4.1 Structural analysis. The owner shall have a
structural analysis of the existing building made to deter-
mine adequacy of structural systems for the proposed
alteration, addition or change of occupancy. The analysis
shall demonstrate that the building with the work com-
pleted is capable of resisting the loads specified in Chapter
16.
3412.4.2 Submittal. The results of the investigation and
evaluation as required in Section 3412.4, along with pro-
posed compliance alternatives, shall be submitted to the
building official.
3412.4.3 Determination of compliance. The building
official shall determine whether the existing building, with
the proposed addition, alteration or change of occupancy,
complies with the provisions of this section in accordance
with the evaluation process in Sections 3412.5 through
3412.9.
3412.5 Evaluation. The evaluation shall be comprised of
three categories: fire safety, means of egress and general
safety, as defined in Sections 3412.5.1 through 3412.5.3.
3412.5.1 Fire safety. Included within the fire safety cate-
gory are the structural fire resistance, automatic fire detec-
tion, fire alarm, automatic sprinkler system and fire
suppression system features of the facility.
3412.5.2 Means of egress. Included within the means of
egress category are the configuration, characteristics and
support features for means of egress in the facility.
3412.5.3 General safety. Included within the general
safety category are the fire safety parameters and the
means of egress parameters.
3412.6 Evaluation process. The evaluation process specified
herein shall be followed in its entirety to evaluate existing
buildings. Table 3412.7 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
applying this section to a building with mixed occupancies,
where the separation between the mixed occupancies does
not qualify for any category indicated in Section 3412.6.16,
the score for each occupancy shall be determined and the
lower score determined for each section of the evaluation
process shall apply to the entire building.
Where the separation between mixed occupancies qualifies
for any category indicated in Section 3412.6.16, the score for
each occupancy shall apply to each portion of the building
based on the occupancy of the space.
3412.6.1 Building height. The value for building height
shall be the lesser value determined by the formula in Sec-
tion 3412.6.1.1. Chapter 5 shall be used to determine the
allowable height of the building, including allowable
increases due to automatic sprinklers as provided for in
Section 504.2. Subtract the actual building height in feet
from the allowable and divide by 12 7 2 feet. Enter the
height value and its sign (positive or negative) in Table
3412.7 under Safety Parameter 3412.6.1, Building Height,
for fire safety, means of egress and general safety. The
maximum score for a building shall be 10.
3412.6.1.1 Height formula. The following formulas
shall be used in computing the building height value.
tt ■ u , r (AH) -(EBH) __
Height value, feet = '— -^ x CF
(Equation 34-1)
Height value, feet = (AS - EBS) x CF
(Equation 34-2)
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
3412.6.6(2) if (AH) - (EBH) is negative.
576
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Note: Where mixed occupancies are separated and
individually evaluated as indicated in Section 3412.6,
the values AH, AS, EBH and EBS shall be based on the
height of the occupancy being evaluated.
3412.6.2 Building area. The value for building area shall
be determined by the formula in Section 3412.6.2.2. Sec-
tion 503 and the formula in Section 3412.6.2.1 shall be
used to determine the allowable area of the building. This
shall include any allowable increases due to frontage and
automatic sprinklers as provided for in Section 506. Sub-
tract the actual building area in square feet from the
allowable area and divide by 1,200 square feet. Enter the
area value and its sign (positive or negative) in Table
3412.7 under Safety Parameter 3412.6.2, Building Area,
for fire safety, means of egress and general safety. In
determining the area value, the maximum permitted posi-
tive value for area is 50 percent of the fire safety score as
listed in Table 3412.8, Mandatory Safety Scores.
3412.6.2.1 Allowable area formula. The following
formula shall be used in computing allowable area:
A tl = [A, + (A,x/ f ) + (A,x/ s )]
where:
(Equation 34-3)
A a - Allowable building area per story (square feet).
A, = Tabular building area per story in accordance
with Table 503 (square feet).
I s = Area increase factor due to sprinkler protection as
calculated in accordance with Section 506.3.
l f = Area increase factor due to for frontage as
calculated in accordance with Section 506.2.
3412.6.2.2 Area formula. The following formula shall
be used in computing the area value. Determine the
area value for each occupancy floor area on a floor-by-
floor basis. For each occupancy, choose the minimum
area value of the set of values obtained for the particu-
lar occupancy
Allowable
area .
Area value i ■.
where:
1, 200squate feet
Actual
area .
Actual
area
Allowable
area .
Allowable
area
(Equation 34-4)
/ = Value for an individual separated occupancy on a
floor.
n = Number of separated occupancies on a floor.
3412.6.3 Compartmentation. Evaluate the compartments
created by fire barriers or horizontal assemblies which
comply with Sections 3412.6.3.1 and 3412.6.3.2 and
which are exclusive of the wall elements considered under
Sections 3412.6.4 and 3412.6.5. Conforming compart-
ments shall be figured as the net area and do not include
shafts, chases, stairways, walls or columns. Using Table
3412.6.3, determine the appropriate compartmentation
value (CV) and enter that value into Table 3412.7 under
Safety Parameter 3412.6.3, Compartmentation, for fire
safety, means of egress and general safety.
3412.6.3.1 Wall construction. A wall used to create
separate compartments shall be afire barrier conform-
ing to Section 707 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 pro-
vided with a horizontal exit conforming to Section
1025. The fire door serving as the horizontal exit
between compartments shall be so installed, fitted and
gasketed that such fire door will provide a substantial
barrier to the passage of smoke.
3412.6.3.2 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.
3412.6.4 Tenant and dwelling unit separations. Evalu-
ate the fire-resistance rating of floors and walls separating
tenants, including dwelling units, and not evaluated under
Sections 3412.6.3 and 3412.6.5. Under the categories and
occupancies in Table 3412.6.4, determine the appropriate
value and enter that value in Table 3412.7 under Safety
Parameter 3412.6.4, Tenant and Dwelling Unit Separa-
tions, for fire safety, means of egress and general safety.
TABLE 3412.6.4
SEPARATION VALUES
OCCUPANCY
CATEGORIES
a
b
c
d
e
A-l
1
A-2
-5
-3
1
3
A-3, A-4, B, E, F, M, S-l
-4
-3
2
4
R
-4
-2
2
4
S-2
-5
-2
2
4
3412.6.4.1 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
automatic-closing.
2. Category b — Fire partitions or floor assemblies
with less than a 1-hour fire-resistance rating or
not constructed in accordance with Sections 708
or 711.
3. Category c — Fire partitions with a 1-hour or
greater fire-resistance rating constructed in
accordance with Section 708 and floor assem-
blies with a 1-hour but less than 2-hour fire -resis-
tance rating constructed in accordance with
Section 711, or with only one tenant within the
floor area.
4. Category d — Fire barriers with a 1-hour but less
than 2-hour fire-resistance rating constructed in
accordance with Section 707 and floor assem-
2012 INTERNATIONAL BUILDING CODE®
577
EXISTING STRUCTURES
blies with a 2-hour or greater fire- resistance rat-
ing constructed in accordance with Section 711.
5. Category e — Fire barriers and floor assemblies
with a 2-hour or greater fire-resistance rating and
constructed in accordance with Sections 707 and
711, respectively.
3412.6.5 Corridor walls. Evaluate the fire-resistance rat-
ing and degree of completeness of walls which create cor-
ridors serving the floor, and constructed in accordance
with Section 1018. This evaluation shall not include the
wall elements considered under Sections 3412.6.3 and
3412.6.4. Under the categories and groups in Table
3412.6.5, determine the appropriate value and enter that
value into Table 3412.7 under Safety Parameter 3412.6.5,
Corridor Walls, for fire safety, means of egress and gen-
eral safety.
TABLE 3412.6.5
CORRIDOR WALL VALUES
OCCUPANCY
CATEGORIES
a
b
c a
d"
A-l
-10
-4
2
A-2
-30
-12
2
A-3,F,M,R,S-1
-7
-3
2
A-4, B, E, S-2
-5
-2
5
a. Corridors not providing at least one-half the travel distance for all
occupants on a floor shall be category b.
3412.6.5.1 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
716 or without corridors as permitted by Section
1018.
4. Category d — 2-hour or greater fire-resistance
rating, with doors conforming to Section 716.
3412.6.6 Vertical openings. Evaluate the fire-resistance
rating of exit enclosures, hoistways, escalator openings
and other shaft enclosures within the building, and open-
ings between two or more floors. Table 3412.6.6(1) con-
tains the appropriate protection values. Multiply that value
by the construction type factor found in Table 3412.6.6(2).
Enter the vertical opening value and its sign (positive or
negative) in Table 3412.7 under Safety Parameter
3412.6.6, Vertical Openings, for fire safety, means of
egress, and general safety. If the structure is a one-story
building or if all the unenclosed vertical openings within
the building conform to the requirements of Section 708,
enter a value of 2. The maximum positive value for this
requirement shall be 2.
TABLE 3412.6.6(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
1
2 hours or more
2
TABLE 3412.6.6(2)
CONSTRUCTION-TYPE FACTOR
FACTOR
TYPE OF CONSTRUCTION
IA
IB
IIA
IIB
IIIA
IIIB
IV
VA
VB
1.2
1.5
2.2
3.5
2.5
3.5
2.3
3.3
7
3412.6.6.1 Vertical opening formula. The following
formula shall be used in computing vertical opening
value.
VO = PVx CF (Equation 34-5)
where:
VO - Vertical opening value.
PV = Protection value [Table 3412.6.6(1)].
CF = Construction type factor [Table 3412.6.6(2)].
3412.6.7 HVAC systems. Evaluate the ability of the
HVAC system to resist the movement of smoke and fire
beyond the point of origin. Under the categories in Section
3412.6.7.1, determine the appropriate value and enter that
TABLE 3412.6.3
COMPARTMENTATION VALUES
OCCUPANCY
CATEGORIES"
a
Compartment size equal
to or greater than 15,000
square feet
b
Compartment size of
10,000 square feet
c
Compartment size of
7,500 square feet
d
Compartment size of
5,000 square feet
e
Compartment size of
2,500 square feet or less
A-l,A-3
6
10
14 n
18
A-2
4
10
14
18
A-4, B, E, S-2
5
10
15
20
F, M, R, S-l
4
10
16
22
For SI: 1 square foot = 0.093 m*.
a. For areas between categories, the compartmentation value shall be obtained by linear interpolation.
578
2012 INTERNATIONAL BUILDING CODE®
EXISTING STRUCTURES
value into Table 3412.7 under Safety Parameter 3412.6.7,
HVAC Systems, for fire safety, means of egress and gen-
eral safety.
3412.6.7.1 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 1018.5. -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 1018.5 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.
3412.6.8 Automatic fire detection. Evaluate the smoke
detection capability based on the location and operation of
automatic fire detectors in accordance with Section 907
and the International Mechanical Code. Under the catego-
ries and occupancies in Table 3412.6.8, determine the
appropriate value and enter that value into Table 3412.7
under Safety Parameter 3412.6.8, Automatic Fire Detec-
tion, for fire safety, means of egress and general safety.
TABLE 3412.6.8
AUTOMATIC FIRE DETECTION VALUES
OCCUPANCY
CATEGORIES
a
b
c
d
e
A-1,A-3,F,M,R, S-l
-10
-5
2
6
A-2
-25
-5
5
9
A-4, B, E, S-2
-4
-2
4
8
3412.6.8.1 Categories. The categories for automatic
fire detection are:
1 . Category a — None.
2. Category b — Existing smoke detectors in HVAC
systems and maintained in accordance with the
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 floor area.
3412.6.9 Fire alarm systems. Evaluate the capability of
the fire alarm system in accordance with Section 907.
Under the categories and occupancies in Table 3412.6.9,
determine the appropriate value and enter that value into
Table 3412.7 under Safety Parameter 3412.6.9, Fire Alarm
Systems, for fire safety, means of egress and general
safety.
TABLE 341 2.6.9
FIRE ALARM SYSTEM VALUES
OCCUPANCY
CATEGORIES
a
b"
c
d
A-1,A-2,A-3,A-4,B,E,R
-10
-5
5
F,M, S
5
10
15
For buildings equipped throughout with an automatic sprinkler system,
add 2 points for activation by a sprinkler waterflow device.
3412.6.9.1 Categories. The categories for fire alarm
systems are:
1 . Category a — None.
2. Category b — Fire alarm system with manual fire
alarm boxes in accordance with Section 907.4
and alarm notification appliances in accordance
with Section 907.5.2.
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
403.4.6 and contains the emergency voice/alarm
communications system controls, fire depart-
ment communication system controls and any
other controls specified in Section 911 where
those systems are provided.
3412.6.10 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 cat-
egories and occupancies in Table 3412.6.10, determine the
appropriate value and enter that value into Table 3412.7
under Safety Parameter 3412.6.10, Smoke Control, for
means of egress and general safety.
TABLE 3412.6.10
SMOKE CONTROL VALUES
OCCUPANCY
CATEGORIES
a
b
c
d
e
f
A-l, A-2, A-3
1
2
3
6
6
A-4,E
1
3
5
B,M,R
T
3 a
3"
3 a
4"
F,S
T
2 a
3 a
3 a
3 a
a. This value shall be if compliance with Category d or e in Section
3412.6.8. 1 has not been obtained.
3412.6.10.1 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
2012 INTERNATIONAL BUILDING CODE®
579
EXISTING STRUCTURES
square feet (1.86 m 2 ) 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 open-
ings, 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
floor area is provided with a mechanical air-han-
dling system designed to accomplish smoke con-
tainment. Return and exhaust air shall be moved
directly to the outside without recirculation to
other floor areas of the building under fire condi-
tions. The system shall exhaust not less than six
air changes per hour from the floor area. Supply
air by mechanical means to the floor area is not
required. Containment of smoke shall be consid-
ered as confining smoke to the floor area
involved without migration to other floor areas.
Any other tested and approved design which will
adequately accomplish smoke containment is
permitted.
6. Category f — Each stairway shall be one of the
following: a smokeproof enclosure in accordance
with Section 1022.9; pressurized in accordance
with Section 909.20.5 or shall have operable
exterior windows.
3412.6.11 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 sec-
tion, the means of egress are required to conform to the
following sections of this code: 1003.7, 1004, 1005,
1014.2, 1014.3, 1015.2, 1021, 1024.1, 1027.2, 1027.5,
1028.2, 1028.3, 1028.4 and 1029. The number of exits
credited is the number that is available to each occupant of
the area being evaluated. Existing fire escapes shall be
accepted as a component in the means of egress when con-
forming to Section 3406.
Under the categories and occupancies in Table
3412.6.11, determine the appropriate value and enter that
value into Table 3412.7 under Safety Parameter
3412.6.11, Means of Egress Capacity, for means of egress
and general safety.
TABLE 3412.6.11
MEANS OF EGRESS VALUES
OCCUPANCY
CATEGORIES
a
b
c
d
e
A-l, A-2, A-3, A-4, E
-10
2
8
10
M
-3
1
2
4
B,F, S
-1
R
-3
a. The values indicated are for buildings six stories or less in height. For
buildings over six stories above grade plane, add an additional -10 points.
3412.6.11.1 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 3406.
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 1021.
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 1021.
4. Category d — The number of exits provided
exceeds the number of exits required by Section
1021. 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.
3412.6.12 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 3412.6.12, determine the appro-
priate value and enter that value into Table 3412.7 under
Safety Parameter 3412.6.12, Dead Ends, for means of
egress and general safety.
TABLE 3412.6.12
DEAD-END VALUES
OCCUPANCY
CATEGORIES'
a
b
c
A-1,A-3,A-4,B,E,F,M,R,S
-2
2
A-2, E
-2
2
a. For dead-end distances between categories, the dead-end value shall be
obtained by linear interpolation.
580
2012 INTERNATIONAL BUILDING CODE®
EXISTING STRUCTURES
3412.6.12.1 Categories. The categories for dead ends
are:
1 . Category a — Dead end of 35 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 1018.4, exception 2.
3. Category c — No dead ends; or ratio of length to
width (1/w) is less than 2.5:1 .
3412.6.13 Maximum exit access travel distance. Evalu-
ate the length of exit access travel to an approved exit.
Determine the appropriate points in accordance with the
following equation and enter that value into Table 3412.7
under Safety Parameter 3412.6.13, Maximum Exit Access
Travel Distance, for means of egress and general safety.
The maximum allowable exit access travel distance shall
be determined in accordance with Section 1016.1.
Points = 20 x
Maximum allowable - Maximum actual
travel distance travel distance
Max. allowable travel distance
(Equation 34-6)
3412.6.14 Elevator control. Evaluate the passenger ele-
vator equipment and controls that are available to the fire
department to reach all occupied floors. Emergency recall
and in-car operation of elevator recall controls shall be
provided in accordance with the International Fire Code.
Under the categories and occupancies in Table 3412.6.14,
determine the appropriate value and enter that value into
Table 3412.7 under Safety Parameter 3412.6.14, Elevator
Control, for fire safety, means of egress and general
safety. The values shall be zero for a single-story build-
ing.
3412.6.14.1 Categories. The categories for elevator
controls are:
1. Category a
2. Category b
No elevator.
Any elevator without Phase I emer-
gency recall operation and Phase II emergency
in-car operation.
Category c — All elevators with Phase I emer-
gency recall operation and Phase II emergency
in-car operation as required by the International
Fire Code.
4. Category d — All meet Category c; or Category b
where permitted to be without Phase I emergency
recall operation and Phase II emergency in-car
operation; and at least one elevator that complies
with new construction requirements serves all
occupied floors.
3412.6.15 Means of egress emergency lighting. Evaluate
the presence of and reliability of means of egress emer-
gency lighting. Under the categories and occupancies in
Table 3412.6.15, determine the appropriate value and
enter that value into Table 3412.7 under Safety Parameter
3412.6.15, Means of Egress Emergency Lighting, for
means of egress and general safety.
TABLE 3412.6.15
MEANS OF EGRESS EMERGENCY LIGHTING VALUES
NUMBER OF EXITS REQUIRED BY SECTION 1015
CATEGORIES
a
b
c
Two or more exits
NP
4
Minimum of one exit
1
1
3412.6.15.1 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 Chapter 27.
2. Category b — Means of egress lighting and exit
signs provided with emergency power in accor-
dance with Chapter 27.
3. Category c — Emergency power provided to
means of egress lighting and exit signs which
provides protection in the event of power failure
to the site or building.
3412.6.16 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
3412.6.16.1, the building shall be evaluated as indicated in
Section 3412.6 and the value for mixed occupancies shall
be zero. Under the categories and occupancies in Table
3412.6.16, determine the appropriate value and enter that
value into Table 3412.7 under Safety Parameter
3412.6.16, Mixed Occupancies, for fire safety and general
TABLE 3412.6.14
ELEVATOR CONTROL VALUES
ELEVATOR
TRAVEL
CATEGORIES
a
b
c
d
Less than 25 feet of travel above or below the primary level of elevator access for emergency
fire-fighting or rescue personnel
-2
+2
Travel of 25 feet or more above or below the primary level of elevator access for emergency
fire-fighting or rescue personnel
-4
NP
+4
For SI: 1 foot = 304.8
NP = Not permitted
2012 INTERNATIONAL BUILDING CODE 9
581
EXISTING STRUCTURES
safety. For buildings without mixed occupancies, the value
shall be zero.
TABLE 3412.6.16
MIXED OCCUPANCY VALUES 3
OCCUPANCY
CATEGORIES
a
b
c
A-1,A-2,R
-10
10
A-3, A-4, B, E, F, M, S
-5
5
a. For tire-resistance ratings between categories, the value shall be obtained
by linear interpolation.
3412.6.16.1 Categories. The categories for mixed
occupancies are:
1 . Category a — Occupancies separated by minimum
1 -hour fire barriers or minimum 1-hour horizon-
tal assemblies, or both.
2. Category b — Separations between occupancies in
accordance with Section 508.4.
3. Category c — Separations between occupancies
having a fire-resistance rating of not less than
twice that required by Section 508.4.4.
3412.6.17 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 3412.6.17, determine the appropriate value and
enter that value into Table 3412.7 under Safety Parameter
3412.6.17, Automatic Sprinklers, for fire safety, means of
egress divided by 2 and general safety.
TABLE 3412.6.17
SPRINKLER SYSTEM VALUES
OCCUPANCY
CATEGORIES
a
b
c
d
e
f
A-l,A-3,F,M,R,S-l
-6
-3
2
4
6
A-2
-4
-2
1
2
4
A-4, B, E, S-2
-12
-6
3
6
12
3412.6.17.1 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-
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 main-
tained 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.
3412.6.18 Standpipes. Evaluate the ability to initiate
attack on a fire by making a supply of water available
readily through the installation of standpipes in accor-
dance with Section 905. Required standpipes shall be
based on the requirements of this code. Under the catego-
ries and occupancies in Table 3412.6.18, determine the
appropriate value and enter that value into Table 3412.7
under Safety Parameter 3412.6.18, Standpipes, for fire
safety, means of egress and general safety.
TABLE 3412.6.18
STANDPIPE SYSTEM VALUES
OCCUPANCY
CATEGORIES
a"
b
c
d
A-1,A-3,F, M,R, S-l
-6
4
6
A-2
-4
2
4
A-4, B, E, S-2
-12
6
12
a. This option cannot be taken if Category a or b in Section 3412.6.17 is
used.
3412.6.18.1 Standpipe. The categories for standpipe
systems are:
1. Category a — Standpipes are required; standpipe
is not provided or the standpipe system design is
not in compliance with Section 905.3.
2. Category b — Standpipes are not required; none
are provided.
3. Category c — Standpipes are required; standpipes
are provided in accordance with Section 905.
4. Category d — Standpipes are not required; stand-
pipes are provided in accordance with Section
905.
3412.6.19 Incidental uses. Evaluate the protection of inci-
dental uses in accordance with Section 509.4.2. Do not
include those where this code requires automatic sprinkler
systems throughout the buildings, including covered or
open mall buildings, high-rise buildings, public garages
and unlimited area buildings. Assign the lowest score from
Table 3412.6. 19 for the building or floor area being evalu-
ated and enter that value into Table 3412.7 under safety
Parameter 3412.6.19, Incidental Use Area, for fire safety,
means of egress and general safety. If there are no specific
occupancy areas in the building or floor area being evalu-
ated, the value shall be zero.
3412.7 Building score. After determining the appropriate
data from Section 3412.6, enter those data in Table 3412.7
and total the building score.
582
2012 INTERNATIONAL BUILDING CODE®
EXISTING STRUCTURES
3412.8 Safety scores. The values in Table 3412.8 are the
required mandatory safety scores for the evaluation process
listed in Section 3412.6.
3412.9 Evaluation of building safety. The mandatory safety
score in Table 3412.8 shall be subtracted from the building
score in Table 3412.7 for each category. Where the final
score for any category equals zero or more, the building is in
compliance with the requirements of this section for that cate-
gory. Where the final score for any category is less than zero,
the building is not in compliance with the requirements of
this section.
341 2.9.1 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 Sec-
tion 3412.6.16, the mandatory safety scores for the
occupancy with the lowest general safety score in
Table 3412.8 shall be utilized (see Section 3412.6).
2. Where the separation between mixed occupancies
qualifies for any category indicated in Section
3412.6.16, the mandatory safety scores for each
occupancy shall be placed against the evaluation
scores for the appropriate occupancy.
TABLE 3412.6.19
INCIDENTAL USE AREA VALUES 3
PROTECTION REQUIRED BY
TABLE 508.2.5
PROTECTION PROVIDED
None
1 Hour
AS
AS with SP
1 Hour
and AS
2 Hours
2 Hours
and AS
2 Hours and AS
-4
-3
-2
_2
-I
-2
2 Hours, or 1 Hour and AS
-3
-2
-1
-1
1 Hour and AS
-3
-2
-1
-1
-1
lHour
-1
-1
r o
1 Hour, or AS with SP
-1
-1
AS with SP
-1
-1
-1
-1
1 Hour or AS
-1
a. AS = Automatic sprinkler system; SP = Smoke partitions (See Section 508.2.5).
Note: For Table 3412.7, see next page.
2012 INTERNATIONAL BUILDING CODE®
583
EXISTING STRUCTURES
TABLE 3412.7
SUMMARY SHEET— BUILDING CODE
Existing occupancy: .
Year building was constructed:
Type of construction:
Proposed occupancy:
Number of stories:
Area per floor:
. Height in feet: .
Percentage of open perimeter increase: .
Completely suppressed:
Compartmentation:
%
Yes.
Yes
.No.
No
Corridor wall rating: .
Required door closers: Yes .
No
Fire-resistance rating of vertical opening enclosures:
Type of HVAC system:
Automatic fire detection: Yes .
Fire alarm system: Yes .
Smoke control: Yes .
Adequate exit routes: Yes .
Maximum exit access travel distance: ___
_, serving number of floors:
No Type and location: .
. No Type:
. No Type:
No Dead ends:
Yes.
No
Means of egress emergency lighting: Yes .
No
Elevator controls: Yes No.
Mixed occupancies: Yes No .
SAFETY PARAMETERS
3412.6.1 Building Height
3412.6.2 Building Area
3412.6.3 Compartmentation
3412.6.4 Tenant and Dwelling Unit Separations
3412.6.5 Corridor Walls
3412.6.6 Vertical Openings
3412.6.7 HVAC Systems
3412.6.8 Automatic Fire Detection
3412.6.9 Fire Alarm Systems
3412.6.10 Smoke Control
3412.6.11 Means of Egress Capacity
3412.6.12 Dead Ends
3412.6.13 Maximum Exit Access Travel Distance
3412.6.14 Elevator Control
3412.6.15 Means of Egress Emergency Lighting
3412.6.16 Mixed Occupancies
3412.6.17 Automatic Sprinklers
3412.6.18 Standpipes
3412.6.19 Incidental Use
Building score — total value
FIRE SAFETY (FS)
%; ajc ^ %.
* =i= * *•
* * * #
sjt ;*c i]4 %
# * * *
MEANS OF EGRESS (ME)
-2 =
GENERAL SAFETY (GS)
* * * *No applicable value to be inserted.
584
2012 INTERNATIONAL BUILDING CODE®
EXiSTING STRUCTURES
TABLE 3412.8
MANDATORY SAFETY SCORES"
OCCUPANCY
FIRE SAFETY (MFS)
MEANS OF EGRESS (MME)
GENERAL SAFETY (MGS)
A-l
20
31
31
A-2
21
32
32
A-3
22
33
33
A-4.E
29
40
40
B
30
40
40
F
24
34
34
M
23
40
40
R
21
38
38
S-l
19
29
\ 29
S-2
29
39
39
a. MFS = Mandatory Fire Safety;
MME = Mandatory Means of Egress;
MGS = Mandatory General Safety.
TABLE 3412.9
EVALUATION FORMULAS*
FORMULA
T.3410.7
T.3410.8
SCORE
PASS
FAIL
FS-MFS >
(FS)
—
(MFS) =
ME-MME >
(ME)
—
(MME) =
GS-MGS >
(GS)
—
(MGS) =
a. FS = Fire Safety
ME = Means of Egress
GS = General Safety
MFS = Mandatory Fire Safety
MME = Mandatory Means of Egress
MGS = Mandatory General Safety
2012 INTERNATIONAL BUILDING CODE®
585
586 2012 INTERNATIONAL BUILDING CODE®
CHAPTER 35
REFERENCED STANDARDS
This chapter lists 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.
/tl/tL
Aluminum Association
1525 Wilson Boulevard, Suite 600
Arlington, VA 22209
Standard
reference
number
Title
Referenced
in code
section number
ADM1— 2010
ASM 35—00
Aluminum Design Manual: Part 1 — A Specification for Aluminum Structures .
Aluminum Sheet Metal Work in Building Construction (Fourth Edition)
.1604.3.5,2002.1
2002.1
AAMA
American Architectural Manufacturers Association
1827 Waldon Office Square, Suite 550
Schaumburg, IL 60173
Standard
reference
number
Title
Referenced
in code
section number
1402—86
AAMA/WDMA/CSA
101/I.S.2/A440— 11
Standard Specifications for Aluminum Siding, Soffit and Fascia 1404.5.1
North American Fenestration Standard/Specifications for
Windows, Doors and Skylights
.1710.5.1,2405.5
xW^lL
American Concrete Institute
38800 Country Club Drive
Farmington Hills, Ml 48331
Standard
reference
number
Title
Referenced
in code
section number
216.1—07
318—11
530—11
530.1-
Standard Method for Determining Fire Resistance of Concrete
and Masonry Construction Assemblies Table 721 .1(2), 722.1
Building Code Requirements for Structural Concrete 1604.3.2, 1615.3.1, 1615.4.1,
Table 1705.2.2, 1705.2.2.1.2, Table 1705.3, 1705.3.1,
1705.12.1, 1808.8.2, Table 1808.8.2, 1808.8.5, 1808.8.6,
1810.1.3, 1810.2.4.1, 1810.3.2.1.1, 1810.3.2.1.2, 1810.3.8.3.1, 1810.3.8.3.3,
1810.3.9.4.2.1, 1810.3.9.4.2.2, 1810.3.10.1, 1810.3.11.1, 1901.2,
1902.1, 1903.1, 1904.1, 1904.2, Table 1904.2, 1905.1, 1905.1.1, 1905.1.2,
1905.1.3, 1905.1.4, 1905.1.5, 1905.1.6, 1905.1.7, 1905.1.8, 1905.1.9, 1905.1.10,
1906.1,1909.1,2108.3,2206.1
Building Code Requirements for Masonry Structures 1405.6, 1405.6.1, 1405.6.2, 1405.10, 1604.3.4,
1705.4, 1705.4.1, 1807.1.6.3, 1807.1.6.3.2, 1808.9
2101.2.2, 2101.2.3, 2101.2.4, 2101.2.5, 2101.2.6, 2103.9, 2103.12
2103.13, 2103.14, 2104.1, 2104.1.1, 2104.1.2, 2104.1.3, 2104.2, 2104.3, 2104.4,
2105.2.2.1, 2105.2.2.1.2, 2105.2.2.1.3, 2106.1, 2107.1, 2107.2, 2107.3, 2107.4,
2108.1, 2108.2, 2108.3, 2109.1, 2109.1.1, 2109.2, 2109.2.1, 2109.3, 21 10.1
Specifications for Masonry Structures 1405.6.1, 1705.4, 1807.1.6.3, 2103.9, 2103.12,
2103.13, 2103.14, 2104.1,2104.1.1, 2104.1.2, 2104.1.3, 2104.2,
2104.3, 2104.4, 2105.2.2.1.1, 2105.2.2.1.2, 2105.2.2.1.3
2012 INTERNATIONAL BUILDING CODE®
587
REFERENCED STANDARDS
AF&PA
American Forest & Paper Association
1111 19th St, NW Suite 800
Washington, DC 20036
Standard
reference
number
Title
Referenced
in code
section number
WCD No. 4—2003
ANSI/ AF&PA
WFCM— 2012
NDS— 2012
AF&PA— 2012
ANSI/ AF&PA
PWF— 2007
ANSI/ AF&PA
SDPWS— 2008
Wood Construction Data — Plank and Beam Framing for Residential Buildings 2306.1.2
Wood Frame Construction Manual for One- and Two-Family Dwellings 1609.1.1, 1609.1.1.1,
2301.2,2308.1,2308.2.1
National Design Specification (NDS) for Wood Construction with 2012 Supplement 722.1, 722.6.3.2,
1711.1.1,1711.1.2.1,
1809.12, 1810.3.2.4, Table 1810.3.2.6, 1905.1.9,
2302.1, 2304.12, 2306.1, 2306.2, Table 2306.2(1),
Table 2306.2(2), Table 2306.3(1), Table 2306.3(2), 2307.1
Span Tables for Joists and Rafters 202, 2306.1.1 , 2308.8, 2308.10.2, 2308.10.3
Permanent Wood Foundation Design Specification 1805.2, 1807.1.4, 2304.9.5.2
Special Design Provisions for Wind and Seismic 202, 2305.1, 2305.2, 2305.3, 2306.2,
2306.3, Table 2306.3(1), Table 2306.3(3), 2307.1
AISC
American Institute of Steel
Construction One East Wacker Drive, Suite 700
Chicago, 1L 60601-18021
Standard
reference
number
Title
Referenced
in code
section number
341—10 Seismic Provisions for Structural Steel Buildings .. 1613.4.1, 1705.11.1, 1705.12.2,2205.2.1,2205.2.2,2206.2
360—10 Specification for Structural Steel Buildings 722.5.2.2.1, 1604.3.3, 1705.2.1,
2203.1, 2203.2, 2205.1, 2205.2.1, 2206.1
AISI
American Iron and Steel Institute
1 140 Connecticut Avenue, 705
Suite 705
Washington, DC 20036
Referenced
in code
Title section number
North American Specification for the Design of Cold-formed Steel
Structural Members, with Supplement 1, dated 2010 1604.3.3, 1905.1.9, 2203.1, 2203.2,
2210.1,2210.2,2211.2,2211.4,2211.6
Standard for Seismic Design of Cold-formed Steel Structural
Systems — Special Bolted Moment Frames, with Supplement 1, dated 2009 2210.2
North American Standard for Cold-formed Steel Framing-General Provisions 2203.1, 2203.2, 2211.1
North American Standard for Cold-formed Steel Framing-Floor and Roof System Design 221 1.5
North American Standard for Cold-formed Steel Framing- Wall Stud Design 221 1.4
North American Standard for Cold-formed Steel Framing-Header Design 221 1.2
North American Standard for Cold-formed Steel Framing-Lateral
Design, with Supplement 1 , dated 2010 221 1.6
North American Standard for Cold-formed Steel Framing-Truss
Design, with Supplement 2, dated 2008 2211.3, 2211.3.1, 2211.3.2
Standard for Cold-formed Steel Framing-Prescriptive Method for
One- and Two-family Dwellings, with Supplement 2, dated 2008 1609.1.1, 1609.1.1.1,2211.7
Standard
reference
number
AISIS100— 07/SI— 10
AISI SI 10— 07
S200— 07
S210— 07
S2U— 07
S212— 07
AISIS213— 07/SI— 10
S214— 07
S230— 07
588
2012 INTERNATIONAL BUILDING CODE®
REFERENCED STANDARDS
ATTP
J. A %^s
Standard
reference
number
AITC Technical
Note 7—96
AITC 104—03
AITC 110—01
AITC 113—10
AITC 117—10
AITC 119—96
ANSI/AITC
A 190.1—07
AITC 200—09
American Institute of Timber Construction
Suite 140
7012 S. Revere Parkway
Englewood, CO 80112
Title
Referenced
in code
section number
Calculation of Fire Resistance of Glued Laminated Timbers 722.6.3.3
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
Structural Glued Laminated Timber 2303.1.3, 2306.1
Manufacturing Quality Control Systems Manual for Structural Glued Laminated Timber 2306.1
rVJLrfJ.
Standard
reference
number
ALI ALCTV— 2006
Automotive Lift Institute
P.O. Box 85
Courtland, NY 13045
Title
Referenced
in code
section number
Standard for Automotive Lifts — Safety Requirements for
Construction, Testing and Validation (ANSI) 3001.2
AMCA
Standard
reference
number
540—08
Air Movement and Control Association International
30 West University Drive
Arlington Heights, IL 60004
Title
Referenced
in code
section number
Test Method for Louvers Impacted by Wind Borne Debris 1609.1.2.1
ANSI
American National Standards Institute
25 West 43rd Street, Fourth Floor
New York, NY 10036
Standard
reference
number
A13.1— 96
(Reaffirmed 2002)
A 108.1 A— 99
A 108. IB— 99
A108.4— 99
A108.5— 99
A108.6— 99
A108.8— 99
A108.9— 99
A108.10— 99
A118.1— 99
Title
Referenced
in code
section number
Scheme for the Identification of Piping Systems 415.10.6.5
Installation of Ceramic Tile in the Wet-set Method, with Portland Cement Mortar 2103.11
Installation of Ceramic Tile, quarry Tile on a Cured Portland
Cement Mortar Setting Bed with Dry-set or Latex-portland Mortar 2103. 1 1
Installation of Ceramic Tile with Organic Adhesives or
Water-cleanable Tile-setting Epoxy Adhesive 2103.11.6
Installation of Ceramic Tile with Dry-set Portland Cement Mortar
or Latex-Portland CementMortar 2103.11.1, 2103.1 1.2
Installation of Ceramic Tile with Chemical-resistant, Water
Cleanable Tile-setting and -grouting Epoxy 2103.1 1 .3
Installation of Ceramic Tile with Chemical-resistant Furan Resin Mortar and Grout 2 103. 1 1 .4
Installation of Ceramic Tile with Modified Epoxy Emulsion Mortar/Grout 2103. 1 1 .5
Installation of Grout in Tilework 2103.11.7
American National Standard Specifications for Dry-set Portland Cement Mortar 2103.1 1 .1
2012 INTERNATIONAL BUILDING CODE®
589
REFERENCED STANDARDS
A 118.3— 99
Al 18.4— 99
Al 18.5— 99
Al 18.6— 99
Al 18.8—99
Al 36. 1—99
A 137. 1—08
A208.1— 09
Z 97.1— 09
ANSI— continued
American National Standard Specifications for
Chemical-resistant, Water-cleanable Tile-setting and -grouting
Epoxy and Water Cleanable Tile-setting Epoxy Adhesive 2103.1 1.3
American National Standard Specifications for Latex-portland Cement Mortar 2103.1 1.2
American National Standard Specifications for
Chemical Resistant Furan Mortar and Grouts for Tile Installation 2103.1 1.4
American National Standard Specifications for Cement Grouts for Tile Installation 2103.11.7
American National Standard Specifications for Modified Epoxy Emulsion Mortar/Grout 2103.11.5
American National Standard Specifications for
Organic Adhesives for Installation of Ceramic Tile 2103.1 1.6
American National Standard Specifications for Ceramic Tile 202, 2103.6
Particleboard 2303.1.7, 2303.1.7.1
Safety Glazing Materials Used in Buildings — Safety Performance
Specifications and Methods of Test 2406.1.2, 2406.2,
Table 2406.2(2), 2406.3.1, 2407.1, 2407.1.4.1,
2408.2.1, 2408.3, 2409.1. 2409.2, 2409.3.1
APA
Standard
reference
number
ANSI/APAPRP210— 8
APA PDS— 04
APA PDS
Supplement 1 — 90
APA PDS
Supplement 2 — 92
APA PDS
Supplement 3 — 90
APA PDS
Supplement 4 — 90
APA PDS
Supplement 5 — 08
EWS R540— 02
EWS S475— 01
EWS S560— 03
EWS T300— 05
EWS X440— 03
EWS X450— 01
APA - Engineered Wood Association
7011 South 19 lh
Tacoma, WA 98466
Referenced
in code
Title section number
Standard for Performance-Rated Engineered Wood Siding 2303.1.4, 2304.6.2, 2306.3, Table 2306.3(1)
Panel Design Specification 2306. 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 2008) 2306.1
Builders Tips: Proper Storage and Handling of Glulam Beams 2306.1
Glued Laminated Beam Design Tables 2306.1
Field Notching and Drilling of Glued Laminated Timber Beams 2306.1
Glulam Connection Details 2306.1
Product Guide-Glulam 2306.1
Glulam in Residential Constmction- Western Edition 2306. 1
APSP
The Association of Pool & Spa Professionals
2111 Eisenhower Avenue
Alexandria, VA 22314
Standard
reference
number
Title
Referenced
in code
section number
ANSI/APSP 7—06
Standard for Suction Entrapment Avoidance in Swimming Pools,
Wading Pools, Spas, Hot Tubs and Catch Basins
3109.5
590
2012 INTERNATIONAL BUILDING CODE®
REFERENCED STANDARDS
AS ABE
Standard
reference
number
EP 484.2 June
1998 (R2008)
EP 486.1 Dec
1999 (R2005)
EP 559 1997
Dec 1996
(R2008)
American Society of Agricultural and Biological Engineers
2950 Niles Road
St. Joseph, MI 49085
Title
Referenced
in code
section number
Diaphragm Design of Metal-clad, Wood-frame Rectangular Buildings 2306.1
Shallow-post Foundation Design 2306.1
Design Requirements and Bending Properties for Mechanically
Laminated Columns 2306.1
ASCE/SEI
Standard
reference
number
5—11
6—11
7—10
8—02
19—09
24—05
29—05
32—01
American Society of Civil Engineers
Structural Engineering Institute
1801 Alexander Bell Drive
Reston, VA 20191-4400
Referenced
in code
Tjd e section number
Building Code Requirements for Masonry Structures 1405.6, 1405.6.1, 1405.6.2, 1405.10, 1604.3.4,
1705.4,1705.4.1,1807.1.6.3,1807.1.6.3.2,1808.9,
2101.2.2, 2101.2.3, 2101.2.4, 2101.2.5, 2101.2.6, 2103.9, 2103.12,
2103.13, 2103.14, 2104.1, 2104.1.1, 2104.1.2, 2104.1.3, 2104.2, 2104.3, 2104.4,
2105.2.2.1, 2105.2.2.1.2, 2105.2.2.1.3, 2106.1, 2107.1, 2107.2, 2107.3, 2107.4,
2108.1, 2108.2, 2108.3, 2109.1, 2109.1.1, 2109.2, 2109.2.1, 2109.3, 2110.1
Specification for Masonry Structures 1405.6.1, 1705.4, 1807.1.6.3, 2103.9, 2103.12,
2103.13, 2103.14, 2104.1, 2104.1.1, 2104.1.2, 2104.1.3, 2104.2,
2104.3,2104.4,2105.2.2.1.1,2105.2.2.1.2,2105.2.2.1.3
Minimum Design Loads for Buildings and Other Structures 202, Table 1504.8, 1602.1, 1604.3,
Table 1604.5, 1604.8.2, 1604.10, 1605.1. 1605.2.1, 1605.3.1, 1605.3.1.2,
1605.3.2, 1605.3.2.1, 1607.8.1. 1607.8.1.1, 1607.8.1.2, 1607.8.3, 1607.12.1,
1608.1, 1608.2, 1608.3, 1609.1.1, 1609.1.2, 1609.3, 1609.5.1, 1609.5.3, 1609.6,
1609.6.1, 1609.6.1.1, 1609.6.2, Table 1609.6.2, 1609.6.3, 1609.6.4.1, 1609.6.4.2,
1609.6.4.4.1, 161 1.2, 1612.4, 1613.1, 1613.3.2, Table 1613.3.3(1), Table 1613.3.3(2),
1613.3.5, 1613.3.5.1, 1613.3.5.2, 1613.4, 1613.4.1, 1614.1, 1705.11, 1705.12,
1705.12.3, 1705.12.4, 1803.5.12, 1808.3.1, 1810.3.6.1, 1810.3.9.4, 1810.3.11.2,
1810.3.12, 1905.1.1, 1905.1.2, 1905.1.9,2205.2.1,2205.2.2,2206.2,2209.1,2210.2,
2304.6.1, 2404.1, 2505.1, 2505.2, 2506.2.1, 3404.4, 3404.5
Standard Specification for the Design of Cold-formed
Stainless Steel Structural Members 1604.3.3, 2210.1, 2210.2
Structural Applications of Steel Cables for Buildings 2208. 1, 2208.2
Flood Resistant Design and Construction 1203.3.2, 1612.4, 1612.5,
3001.2, G103.1, G401.3, G401.4
Standard Calculation Methods for Structural Fire Protection 722.1
Design and Construction of Frost Protected Shallow Foundations 1809.5
ASME
Standard
reference
number
ASME/A17.1
2007/CSA B44— 07
American Society of Mechanical Engineers
Three Park Avenue
New York, NY 10016-5990
Title
Referenced
in code
section number
Safety Code for Elevators and Escalators - with A17.1a/CSA
B44a-08 Addenda 907.3.3, 911.1.5, 1007.4,
1607.9.1, 3001.2, 3001.4, 3002.5,
3003.2, 3007.1, 3007.2, 3008.2, 3008.2.1, 3008.7.6, 3008.8.1, 341 1.8.2
2012 INTERNATIONAL BUILDING CODE®
591
REFERENCED STANDARDS
A 18. 1—2008
A90.1— 09
B 16. 18—2001
(Reaffirmed 2005)
Bl 6.22— 2001
(Reaffirmed 2005)
B20. 1—2009
B3 1.3— 2004
ASME — continued
Safety Standard for Platform Lifts and Stairway Chairlifts 1 109.8, 2702.2.6, 341 1.8.3
Safety Standard for Belt Manlifts 3001 .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 3005.3
Process Piping 415.10.6
ASTM
ASTM International
1 00 Barr Harbor Drive
West Conshohocken, PA 19428-2959
Standard
reference
number
Title
Referenced
in code
section number
A 36/A 36M— 08
A 153/A 153M— 05
A 240/A 240M— 09a
A 252—98 (2007)
A 283/A 283M— 03(2007)
A 307— 07b
A416/A416M— 06
A 463/A 463M— 06
A 572/A 572M— 07
A 588/A 588M— 05
A615/A615M— 09
A 653/A 653M— 08
A 690/A 690M— 07
A 706/A 706M— 09
A 722/A 722M— 07
A 755/A 755M— 03(2008)
A 792/A 792M— 08
A 875/A 875M— 06
A 913/A 913M— 07
A 924/A 924M— 08a
A 992/A 992M— 06a
B 42— 02e01
B 43—98(2004)
B 68—02
B 88—03
B 101—07
B 209—07
B 251— 02e01
B 280—03
B 370—09
Specification for Carbon Structural Steel 1810.3.2.3
Specification for Zinc Coating (Hot-dip) on Iron and Steel Hardware 2304.9.5
Standard Specification for Chromium and Chromium-nickel Stainless Steel Plate,
Sheet and Strip for Pressure Vessels and for General Applications Table 1507.4.3(1)
Specification for Welded and Seamless Steel Pipe Piles 1810.3.2.3
Specification for Low and Intermediate Tensile Strength Carbon Steel Plates 1810.3.2.3
Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength 1908.1
Specification for Steel Strand, Uncoated Seven-wire for Prestressed Concrete 1810.3.2.2
Standard Specification for Steel Sheet, Aluminum-coated, by the Hot-dip Process Table 1507.4.3(2)
Specification for High-strength Low-alloy Columbium-vanadium Structural Steel 1810.3.2.3
Specification for High-strength Low-alloy Structural Steel with
50 ksi (345 MPa) Minimum Yield Point with Atmospheric Corrosion Resistance 1810.3.2.3
Specification for Deformed and Plain Billet-steel Bars for Concrete Reinforcement 1705.12.1, 1810.3.10.2
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), 2304.9.5.1
Standard Specification for High-strength Low-alloy Nickel, Copper,
Phosphorus Steel H-piles and Sheet Piling with Atmospheric Corrosion Resistance
for Use in Marine Environments 1810.3.2.3
Specification for Low-alloy Steel Deformed and Plain Bars
for Concrete Reinforcement Table 1705.2.2, 1705.3.1, 2107.4, 2108.3
Specification for Uncoated High-strength Steel Bar for Prestressing Concrete 1810.3.10.2
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 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 High-strength Low-alloy Steel Shapes of Structural Quality,
Produced by Quenching and Self-tempering Process (QST) 1810.3.2.3
Standard Specification for General Requirements for Steel
Sheet, Metallic-coated by the Hot-dip Process Table 1507.4.3( I )
Standard Specification for Structural Shapes 1810.3.2.3
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.] 3.1
Specification for Lead-coated Copper Sheet and Strip for
Building Construction 1404.5.3, Table 1507.2.9.2,
Table 1507.4.3(1)
Specification for Aluminum and Aluminum Alloy Steel and Plate Table 1507 4 3(1)
Specification for General Requirements for Wrought Seamless
Copper and Copper-alloy Tube 999 ] 3 1
Specification for Seamless Copper Tube for Air Conditioning
and Refrigeration Field Service 909 1 3 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)
592
2012 INTERNATIONAL BUILDING CODE®
REFERENCED STANDARDS
B 695—04
C5— 03
C 22/C 22M— 00
(2005) eOl
C 27—98(2008)
C 28/C 28M— 00 (2005)
C31/C31M— 08b
C 33/C33M— 08
C34— 03
C 35—01(2005)
C 55— 06e01
C56— 05
C 59/C 59M— 00 (2006)
C61/C61M— 00(2006)
C 62—08
C 67—08
C 73—05
C 90—08
C 91—05
C 94/C 94M— 09
C 126—99 (2005)
C 140— 08a
C 150—07
C 172—08
C 199—84 (2005)
C 206—03
C 208— 08a
C 212— 00(2006)
C 216— 07a
C 270— 08a
C 315— 07
C 317/C 3 17M— 00(2005)
C 330—05
C 331— 05
C406— 06e01
C 472—99 (2004)
C 473—07
C 474—05
C 475/C 475M— 02 (2007)
C 503— 08a
C 514—04
C 51 6— 08a
C 547— 07el
C 549—06
C 552—07
C 557— 03e01
C 568— 08a
C 578— 08b
C 587—04
C 595— 08a
C 615—03
C 61 6— 08a
C 629—08
C 631—09
C 635/C635M— 07
C 636/C 636M— 08
C 645— 08a
ASTM— continued
Standard Specification for Coatings of Zinc Mechanically
Deposited on Iron and Steel Strip for Building Construction 2304.9.5.1, 2304.9.5.3
Specification for Quicklime for Structural Purposes Table 25072
Specification for Gypsum Table 2506 2
Specification for Standard Classification of Fireclay and High-alumina Refractory Brick 21 1 1.5
Specification for Gypsum Plasters Table 2507 2
Practice for Making and Curing Concrete Test Specimens in the Field Table 1705.3
Specification for Concrete Aggregates 722.3.1.4, 722.4.1.1.3
Specification for Structural Clay Load-bearing Wall Tile ' 2103.2
Specification for Inorganic Aggregates for Use in Gypsum Plaster Table 2507.2
Specification for Concrete Building Brick Table 722.3.2, 2103.1, 2105.2.2.1.2
Specification for Structural Clay Nonload 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
(Solid Masonry Units Made from Clay or Shale) 1807.1.6.3, 2203.2, 2105.2.2.1.1
Test Methods of Sampling and Testing Brick and Structural Clay Tile 721.4.1 .1 J, 2109.3.1 . 1
Specification for Calcium Silicate Face Brick (Sand-lime Brick) Table 722*3.2, 2103.1
Specification for Loadbearing Concrete Masonry Units Table 722.3.2, 1807.1.6.3, 2103.1
Specification for Masonry Cement Table 2507.2
Specification for Ready-mixed Concrete 110 3 1
Specification for Ceramic Glazed Structural
Clay Facing Tile, Facing Brick and Solid Masonry Units 2103.2
Test Method Sampling and Testing Concrete Masonry Units and Related Units 722.3.1.2
Specification for Portland Cement Table 2507 2
Practice for Sampling Freshly Mixed Concrete Table 1705.3
Test Method for Pier Test for Refractory Mortars 2111.5,2111.8, 2113.12
Specification for Finishing Hydrated Lime Table 2507.2
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) 1807.1.6.3, 2103.2, 2105.2.2.1.1
Specification for Mortar for Unit Masonry 21 03.9
Specification for Clay Flue Liners and Chimney Pots 2111.8, 2113.11.1, Table 21 13.16(1)
Specification for Gypsum Concrete 1911.1
Specification for Lightweight Aggregates for Structural Concrete 202
Specification for Lightweight Aggregates for Concrete Masonry Units 722.3.1.4, 722.4.1.1.3
Specification for Roofing Slate 1507.7.5
Specification for Standard Test Methods for Physical Testing of
Gypsum, Gypsum Plasters and Gypsum Concrete Table 2506.2
Test Method 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 Marble Dimension Stone (Exterior) 21 03.4
Specification for Nails for the Application of Gypsum Board Table 721.1(2), Table 721.1(3),
Table 2306.7, Table 2506.2
Specifications for Vermiculite Loose Fill Thermal Insulation 722.3.1.4, 722.4.1.1.3
Specification for Mineral Fiber Pipe Insulation Table 721.1(2), Table 721.1(3)
Specification for Perlite Loose Fill Insulation 722.3.1.4, 722.4.1.1.3
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 21 03.4
Standard Specification for Rigid, Cellular Polystyrene Thermal Insulation Table 1508.2
Specification for Gypsum Veneer Plaster Table 2507.2
Specification for Blended Hydraulic Cements Table 2507.2
Specification for Granite Dimension Stone 21 03.4
Specification for Quartz Dimension Stone 2103.4
Specification for Slate Dimension Stone 2103.4
Specification for Bonding Compounds for Interior Gypsum Plastering Table 2507.2
Specification for the Manufacture, Performance and Testing of
Metal Suspension Systems for Acoustical Tile and Lay-in Panel Ceilings 808.1.1, 2506.2.1, H107.1.I
Practice for Installation of Metal Ceiling Suspension
Systems for Acoustical Tile and Lay-in Panels 808.1.1.1
Specification for Nonstructural Steel Framing Members Table 2506.2, Table 2507.2
2012 INTERNATIONAL BUILDING CODE 43
593
REFERENCED STANDARDS
C 652—09
C 726— 05el
C 728—05
C 744— 08
C 754—08
C 836—06
C 840— 08
C 841—03 (2008) el
C 842—05
C 843—99 (2006)
C 844—04
C 847—09
C 887—05
C 897—05
C 920— 08
C 926—06
C 932—06
C 933— 07b
C 946—91 (2001)
C 954— 07
C 955—09
C 956—04
C 957—06
C 1002—07
C 1007— 08a
C 1019—09
C 1029—08
C 1032—06
C 1047—09
C 1063—08
C 1088—09
C 1167—03
C1177/C1J77M— 08
C1178/C 1178M— 06
C 1186—08
C 1261—07
C 1278/C 1278M— 07 a
C 1280—09
C 1283— 07a
C 1288—99 (2004) el
C 1289—08
C 1314—07
CI 325— 08b
C 1328—05
C 1364—07
C 1386—07
C1396M/C1396M— 06a
C 1405—08
C 1492—03
C 1629/C 1629M— 06
ASTM — continued
Specification for Hollow Brick (Hollow Masonry
Units Made from Clay or Shale) 1807.1.6.3, 2103.2, 2105.2.2.1.1
Standard Specification for Mineral Fiber Roof Insulation Board Table 1508.2
Standard Specification for Perlite Thermal Insulation Board Table 1508.2
Specification for Prefaced Concrete and Calcium Silicate Masonry Units Table 722.3.2, 2103.1
Specification for Installation of Steel Framing Members OC n,i
to Receive Screw-attached Gypsum Panel Products Table 2508.1, I able 251 1.1.1
Specification for High-solids Content, Cold Liquid-applied
Elastomeric Waterproofing Membrane for Use with Separate Wearing Course 150/. 13.2
Specification for Application and Finishing of Gypsum Board Table 2508.1, 2509.2
Specification for Installation of Interior Lathing and Furring Table 2508.1, Table 2511.1.1
Specification for Application of Interior Gypsum Plaster Table 2511.1.1, 2511.3, 2511.4
Specification for Application of Gypsum Veneer Plaster Table 2511.1.1
Specification for Application of Gypsum Base to Receive Gypsum Veneer Plaster Table 2508. 1
Specification for Metal Lath Table2 ^ 7 ^
Specification for Packaged, Dry Combined Materials for Surface Bonding Mortar 1805.2.2, 2103.10
Specification for Aggregate for Job-Mixed Portland Cement-based Plaster Table 2507.2
Standard for Specification for Elastomeric Joint Sealants Table 2506.2
Specification for Application of Portland Cement-based Plaster 2109.3.4.8, 2510.3,
F Table 2511.1.1, 2511.3, 2511.4, 2512.1,
2512.1.2, 2512.2, 2512.6, 2512.8.2, 2512.9, 2513.7
Specification for Surface- applied Bonding Compounds 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 2103.10, 2109.2.2
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, I able 250/.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, I able 250 1. 1
Specification for Installation of Cast-in-place Reinforced Gypsum Concrete 1911.1
Specification for High-solids Content, Cold Liquid-applied
Elastomeric Waterproofing Membrane with Integral Wearing Surface 1507.15.2
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
Specification for Installation of Load Bearing (Transverse and
Axial) Steel Studs and Related Accessories Table 2508.1, Table 251 1.1.1
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, labie250/.2
Specification for Installation of Lathing and Furring to Receive
Interior and Exterior Portland Cement-based Plaster 21 09.3.4.8, 25 10.3,
Table 2511.1.1, 2512.1.1
Specification for Thin Veneer Brick Units Made from Clay or Shale Table 721.1(2), 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 Coated Mat Water-resistant Gypsum Backing Panel Table 2506.2, 2509.2
Specification for Flat Fiber Cement Sheets 1404.10, 1405.16.1, 1405.16.2
Specification for Firebox Brick for Residential Fireplaces 2111.5,2111.8
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 Lining 21 13.9.1, 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 Reinforced Cementitious Backer Units 2509.2
Specification for Plastic (Stucco Cement) Table 2507.2
Standard Specification for Architectural Cast Stone 2103.5
Specification for Precast Autoclaved Aerated
Concrete (AAC) Wall Construction Units 202, 2103.3, 2105.2.2.1.3
Specification for Gypsum Board Figure 722.5.1(2), Figure 722.5.1(3)
Standard Specification for Glazed Brick (Single Fired, Solid Brick Units) 2103.2
Standard Specification for Concrete Roof Tile ' 507.3.5
Standard Classification for Abuse-resistant Nondecorated
Interior Gypsum Panel Products and Fiber-reinforced Cement Panels 403.2.3.1, 403.2.3.2, 403.2.3.4
594
2012 INTERNATIONAL BUILDING CODE®
REFERENCED STANDARDS
C 1658/C 1658M— 06
D 25—99 (2005)
D41— 05
D 43—00 (2006)
D56— 05
D86— 09
D 93—08
D 225—07
D 226—06
D 227—03
D 312—00 (2006)
D 422—63 (2007)
D 448—08
D 450—07
D 635—06
D1143/D1143M— 07el
D 1227—95 (2007)
D 1557—07
D 1761—06
D 1863—05
D 1929— 96 (2001) eOl
D 1970—09
D 2178—04
D 2487— 06el
D 2626—04
D 2822-
D 2823-
D 2824-
D 2843-
D 2859-
-05
-05
-06
-99 (2004) eOl
-06
D 2898—04
D 3019—08
D 3161— 09
D 3200—74 (2005)
D 3201— 08a
D 3278-
D 3462-
D 3468-
D 3679-
D 3689-
D 3737-
D 3746-
D 3747-
D 3909-
-96 (2004)
-09
-99 (2006) eOl
-09
-07
-08
-85 (2008)
-79 (2007)
-97b (2004)
ASTM— continued
Standard Specification for Glass Mat Gypsum Panels Table 2506.2
Specification for Round Timber Piles 1810.3.2.4,2303.1.11
Specification for Asphalt Primer
Used in Roofing, Dampproofing and Waterproofing Table 1507.10.2
Specification for Coal Tar Primer Used in Roofing, Dampproofing and Waterproofing Table 1507.10.2
Test Method for Flash Point By Tag Closed Tester 202
Test Method for Distillation of Petroleum Products at Atmospheric Pressure 202
Test Method for Flash Point By Pensky-Martens Closed Cup Tester 202
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, 1507.2.8.1, 1507.3.3, 1507.4.5
1507.5.3, 1507.6.3, 1507.6.3.1, 1507.7.3, Table 1507.8,
1507.8.3, 1507.9.3, 1507.9.5, Table 1507.10.2
Specification 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 1803.5.3
Standard Classification for Sizes of Aggregate for Road and Bridge Construction 1507.12.3, 1507.13.3
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, H107. 1.1
Test Method for Piles Under Static Axial Compressive Load 1810.3.3.1.2
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 3 (2,700 KN m/m 3 )] 1705.6, 1804.5, J107.6
Test Method for Mechanical Fasteners in Wood 1711.1.1, 1711.1.2, 1711.1.3
Specification for Mineral Aggregate Used on Built-up Roofs Table 1507.10.2
Test Method for Detennming Ignition Properties of Plastics 402.6.4.4, 406.7.2, 1 407. 11.2.1,
1407.11.3.3, 1407.11.4.2,2606.4
Specification for Self-adhering Polymer Modified
Bituminous Sheet Materials Used as Steep Roof
Underlayment for Ice Dam Protection 1507.2.4, 1502.2.8.1, 1507.2.9.2, 1507.3.3.3
1507.3.9, 1507.4.5, 1507.5.3.1, 1507.5.7, 1507.6.3.1,
1507.7.3.1, 1507.8.3.1, 1507.8.8, 1507.9.3.1, 1507.9.9
Specification for Asphalt Glass Felt Used in Roofing and Waterproofing Table 1507.10.2
Practice for Classification of Soils for Engineering
Purposes (Unified Soil Classification System) Table 1610.1, 1803.5.1
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, Asbestos Containing Table 1507.10.2
Specification for Asphalt Roof Coatings, Asbestos Containing Table 1507.10.2
Standard Specification for Aluminum-Pigmented Asphalt Roof Coating,
Nonfibered, Asbestos Fibered and Fibered without Asbestos Table 1507.10.2
Test for Density of Smoke from the Burning or Decomposition of Plastics 2606.4
Standard Test Method for Ignition Characteristics of Finished
Textile Floor Covering Materials 804.4.1
Test Methods for Accelerated Weathering of Fire-
retardant-treated Wood for Fire Testing 1505.1, 2303.2.4, 2303.2.6
Specification for Lap Cement Used with Asphalt Roll Roofing,
Nonfibered, Asbestos Fibered and Nonasbestos Fibered Table 1507.10.2
Test Method for a Wind Resistance of Asphalt Shingles
(Fan Induced Method) 1507.2.7.1, Table 1507.2.7.1(2)
Standard Specification and Test Method for Establishing 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 2303.2.7
Test Methods for Flash Point of Liquids by Small Scale Closed-cup Apparatus 202
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, 1405.14
Test Methods for Deep Foundations Under Static Axial Tensile Load 1810.3.3.1.5
Practice for Establishing Allowable Properties for Structural Glued Laminated Timber (Glulam) 2303. 1 .3
Test Method for Impact Resistance of Bituminous Roofing Systems 1504.7
Specification for Emulsified Asphalt Adhesive for Adhering Roof Insulation Table 1507.10.2
Specification for Asphalt Roll Roofing (Glass Felt) Surfaced with Mineral Granules 1507.2.9.2, 1507.6.5,
Table 1507.10.2
2012 INTERNATIONAL BUILDING CODE 3
595
REFERENCED STANDARDS
D 3957—06
D 4022—07
D 4272— 08a
D 4318—05
D 4434/D4434M— 09
D 4479—07
D 4586—07
D 4601—04
D 4637—08
D 4829— 08a
D 4869— 05e01
D 4897—01
D 4945—08
D 4990— 97a (2005) eOl
D 5019— 07a
D 5055—09
D 5456—09
D 5516—03
D 5643—06
D 5664—08
D 5665— 99a (2006)
D 5726—98 (2005)
D 6083— 05e01
D6162— OOA(2008)
D 6163—00 (2008)
D 6164— 05el
D 6222—08
D 6223—02
D 6298— 05el
D 6305—08
D 6380—03 (2009)
D 6509/D6509M— 09
D 6694—08
D 6754—02
D 6757—07
D 6841—08
D 6878— 08el
D 6947—07
D7158— 08d
D 7254—07
E84— 09
ASTM — continued
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 1 504.7
Test Methods for Liquid Limit, Plastic Limit and Plasticity Index of Soils 1 803.5.3
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 1 803.5.3
Specification for Asphalt-saturated (Organic Felt)
Underlayment Used in Steep Slope Roofing 1507.2.3, 1507.2.8.1, 1507.4.5, 1507.5.3,
1507.5.3.1, 1507.6.3, 1507.7.3, 1507.7.3.1,
1507.8.3, 1507.8.3.1, 1507.9.3, 1507.9.3.1
Specification for Asphalt-coated Glass Fiber Venting Base Sheet Used in Roofing Table 1507.10.2
Test Method for High-strain Dynamic Testing of Piles 1810.3.3.1.2
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
Specification for Establishing and Monitoring Structural
Capacities of Prefabricated Wood I-joists 2303.1.2
Specification for Evaluation of Structural Composite Lumber Products 2303.1.9
Test Method of Evaluating the Flexural Properties of Fire-retardant-treated
Softwood Plywood Exposed to the Elevated Temperatures 2303.2.5.1
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 2303.2.5.2
Specification for Thermoplastic Fabrics Used in Cold-applied
Roofing and Waterproofing Table 1507.10.2
Specification for Thermoplastic Fabrics Used in Hot-applied
Roofing and Waterproofing Table 1507.10.2
Specification for Liquid Applied Acrylic Coating Used in Roofing Table 1507.10.2, Table 1507.14.3,
1507.15.2
Specification for Styrene-butadiene-styrene (SBS) Modified Bituminous
Sheet Materials Using a Combination of Polyester and Glass Fiber Reinforcements 1 507. 11.2
Specification for Styrene-butadiene-styrene (SBS) Modified
Bituminous Sheet Materials Using Glass Fiber Reinforcements 1507.1 1.2
Specification for Styrene-butadiene-styrene (SBS) Modified
Bituminous Sheet Metal Materials Using Polyester Reinforcements 1507. 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 1507.1 1.2
Practice for Calculating Bending Strength Design Adjustment
Factors for Fire-retardant-treated Plywood Roof Sheathing 2303.2.5.1
Standard Specification for Asphalt Roll Roofing (Organic) Felt 1507.2.9.2, 1507.3.3, 1507.6.5
Standard Specification for Atactic Polypropylene (APP)
Modified Bituminous base Sheet Materials Using Glass Fiber Reinforcements 1507.1 1.2
Standard Specification for Liquid-applied Silicone Coating
Used in Spray Polyurethane Foam Roofing Table 1507.14.3, 1507.15.2
Standard Specification for Ketone Ethylene Ester Based Sheet Roofing 1507.1 3.2
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-treated Lumber 2303.2.5.2
Standard Specification for Thermoplastic Polyolefin Based Sheet Roofing 1507.13.2
Standard Specification for Liquuid Applied Moisture Cured
Polyurethane Coating Used in Spray Polyurethane Foam Roofing System Table 1507.14.3, 1507.15.2
Standard Test Method for Wind Resistance of Sealed
Asphalt Shingles (Uplift Force/Uplift Resistance Method) 1507.2.7.1, Table 1507.2.7.1(1)
Standard Specification for polypropylene (PP) siding 1404.12
Test Methods for Surface Burning Characteristics of Building Materials 202, 402.6.4.4, 406.7.2, 703.5.2,
720.1, 720.4, 803.1.1, 803.1.4, 803.9, 803.13,
806.5, 1404.12.1, 1407.9, 1407.10.1, 1409.9, 1409.10.1,
1509.6.2, 1509.6.3, 2303.2, 2603.3, 2603.4.1.13, 2606.3.5.4,
2603.7, 2604.2.4, 2606.4, 2613.3, 3105.4
596
2012 INTERNATIONAL BUILDING CODE 8
REFERENCED STANDARDS
E90— 04
E 96/E 96M— 05
El 08— 07a
E 1 19— 08a
E 136—09
E 330—02
E 331— 00(2009)
E 492—09
E 605—93 (2006)
E 681—04
E 736—00 (2006)
E 814— 08b
E 970— 08a
E 1300— 07e01
E 1354—09
E 1592—05
E 1602—03
E 1886—05
E 1966—07
E 1996—09
E 2072—04
E 2174—09
E 2273—03
E2307— 04e01
E 2393—09
E 2404—08
E 2568— 09el
E 2570—07
E 2573— 07a
E 2599—09
E 2634—08
F 547—06
F 1346—91 (2003)
F 1667—05
F 2006—00 (2005) 10
F 2090—08
F 2200—05
G 152—06
ASTM — continued
Test Method for Laboratory Measurement of Airborne Sound
Transmission Loss of Building Partitions and Elements 1207.2, 1207.2.1
Test Method for Water Vapor Transmission of Materials 202
Test Methods for Fire Tests of Roof Coverings 1505.1, 2603.6, 2610.2, 2610.3
Test Methods for Fire Tests of Building Construction and Materials .... 703.2, 703.2.1, 703.2.3, 703.3, 703.4,
703.6, 704.12, 705.7, 705.8.5, 711.3.2, 714.3.1,
714.4.1.1, 715.1, 716.2, Table 716.3, 716.5.6, 716.5.8. 1.1,
Table 716.6, 716.6.7.1, 717.5.2, 717.5.3, 717.6.1,
716.6.2.1, Table 721.1(1), 1409.10.2, 2103.2, 2603.5.1
Test Method for Behavior of Materials in a Vertical Tube Furnace at 750°C 703.5.1
Test Method for Structural Performance of Exterior Windows, Curtain Walls and
Doors by Uniform Static Air Pressure Difference 1409.10.2, 1710.5.2
Test Method for Water Penetration of Exterior Windows, Skylights,
Doors and Curtain Walls by Uniform Static Air Pressure Difference 1403.2
Test Method for Laboratory Measurement of Impact Sound Transmission Through
Floor-ceiling Assemblies Using the Tapping Machine 1207.3
Test Method for Thickness and Density of Sprayed
Fire-resistive Material (SFRM) Applied to Structural Members 1705.13.4.1, 1705.13.4.2
Test Methods for Concentration Limits of Flammability of Chemical Vapors and Gases 202
Test Method for Cohesion/ Adhesion of Sprayed Fire-resistive
Materials Applied to Structural Members 704.13.2, 1705.13.6
Test Method of Fire Tests of Through-penetration Firestops 202, 714.3.1.2, 714.3.2, 7143.4.1.1 .2
Test Method for Critical Radiant Flux of Exposed Attic
Floor Insulation Using a Radiant Heat Energy Source 720.3.1
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
Standard Test Method for Heat and Visible Smoke Release Rates for
Materials and Products Using an Oxygen Consumption Calorimeter 424.2
Test Method for Structural Performance of Sheet Metal Roof and Siding Systems
by Uniform Static Air Pressure Difference 1504.3.2
Guide for Construction of Solid Fuel-burning Masonry Heaters 21 12.2
Test Method for Performance of Exterior Windows, Curtain Walls, Doors and
Storm Shutters Impacted by Missiles and Exposed to Cyclic Pressure Differentials 1609.1.2
Test Method for Fire-resistant Joint Systems 202, 71 5.3
Specification for Performance of Exterior Windows, Glazed Curtain Walls,
Doors and Impact Protective Systems Impacted by Windborne Debris in Hurricanes ... 1 609.1 .2, 1 609. 1.2.2
Standard Specification for Photoluminescent (Phosphorescent) Safety Markings 1024.4
Standard Practice for On-Site Inspection of Installed Fire Stops 1705.16.1
Standard Test Method for Determining the Drainage Efficiency of
Exterior Insulation and Finish Systems (EIFS) Clad Wall Assemblies 1408.4.1
Standard Test Method for Determining Fire Resistance of
Perimeter Fire Barrier Systems Using Intermediate-scale, Multistory Test Apparatus 7 15.4
Standard Practice for On-Site Inspection of Installed
Fire Resistive Joint Systems and Perimeter Fire Barrier 1705.16.2
Standard Practice for Specimen Preparation and Mounting of Textile, Paper or
Vinyl Wall or Ceiling Coverings to Assess Surface Burning Characteristics 803.1.4
Standard Specification for PB Exterior Insulation and Finish Systems (EIFS) 1408.2
Standard Test Method for Evaluating Water-resistive Barrier (WRB)
Coatings Used Under Exterior Insulation and Finish Systems (EIFS) for EIFS with Drainage 1408.4.1.1,
1705.15.1
Standard Practice for Specimen Preparation and Mounting of Site-fabricated
Stretch Systems to Assess Surface Burning Characteristics 803.13
Standard Practice for Specimen Preparation and Mounting of Reflective Insulation
Materials and Radiant Barrier Materials for Building Applications to
Assess Surface Burning Characteristics 261 3.3
Standard Specification for Flat Wall Insulating Concrete Form (ICF) Systems 1903.3
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 721.1(2), Table 721.1(3),
1507.2.6, 2303.6, Table 2506.2
Standard/Safety Specification for Window Fall Prevention Devices for
Nonemergency Escape (Egress) and Rescue (Ingress) Windows 1013.8
Specification for Window Fall Prevention Devices with Emergency
Escape (Egress) Release Mechanisms 1013.8, 1013.8.1
Standard Specification for Automated Vehicular Gate Construction 3110. 3
Practice for Operating Open Flame Carbon Arc Light Apparatus for
Exposure of Nonmetallic Materials 1 504.6
2012 INTERNATIONAL BUILDING CODE®
597
REFERENCED STANDARDS
G 154—06
G 155— 05a
ASTM — continued
Practice for Operating Fluorescent Light Apparatus for UV Exposure of Nonmetallic Materials 1504.6
Practice for Operating Xenon Arc Light Apparatus for Exposure of Nonmetallic Materials 1504.6
Standard
reference
number
Association of the Wall and Ceiling Industry
513 West Broad Street, Suite 210
Falls Church, VA 22046
Title
Referenced
in code
section number
12-JB— 98
Technical Manual 12-B Standard Practice for the Testing and Inspection of
Field Applied Thin Film Intumescent Fire-resistive
Materials; an Annotated Guide, First Edition
1705.14
Standard
reference
number
CI— 03
M4— 08
Ul— 11
American Wood Protection Association
P.O. Box 361784
Birmingham, AL 35236-1784
Referenced
in code
Title section number
All Timber Products-Preservative Treatment by Pressure Processes 1505.6
Standard for the Care of Preservative-treated Wood Products 1810.3.2.4.1, 2303.1.8
USE CATEGORY SYSTEM: User Specification for Treated Wood
Except Section 6, Commodity Specification H 1403.6, Table 1507.9.6, 1807.1.4, 1807.3.1,
1809.12, 1810.3.2.4.1,2303.1.8,2303.1.8.1,
2304.11.2,2304.11.4,2304.11.6,2304.11.7
AWa
American Welding Society
550 N.W. LeJeune Road
Miami, FL 33126
Standard
reference
number
D1.3— 98
D 1.4— 98
Title
Referenced
in code
section number
Structural Welding Code-Sheet Steel Table 1705.2.2, 1705.2.2.1.1
Structural Welding Code-Reinforcing Steel Table 1705.2.2, 1705.2.2.1.2, Table 1705.3, 2107.4
BHMA
Standard
reference
number
A 156.10-
A 156.19-
-2011
-2007
Builders Hardware Manufacturers' Association
355 Lexington Avenue, 17th Floor
New York, NY 10017-6603
Title
Referenced
in code
section number
Power Operated Pedestrian Doors 1008.1.4.2
Standard for Power Assist and Low Energy Operated Doors 1008.1.4.2
598
2012 INTERNATIONAL BUILDING CODE®
REFERENCED STANDARDS
Canadian General Standards Board
Place du Portage 111, 6B 1
1 1 Laurier Street
Gatineau, Quebec, Canada KIA 1G6
Standard
reference
number
37-GP-52M(1984)
37-GP-56M(1980)
CAN/CGSB 37.54—95
Referenced
Title * n coc ^ e
. ___ section number
Roofing and Waterproofing Membrane, Sheet Applied, Elastomeric . , . 1504 7 1507 12 2
Membrane, Modified, Bituminous, Prefabricated and '' '
Reinforced for Roofing— with December 1985 Amendment 1597 1 1 2
Polyvinyl Chloride Roofing and Waterproofing Membrane 1507 13 2
CPA
Composite Panel Association
19465 Deerfield Avenue, Suite 306
Leesburg, VA 20176
Standard
reference
number
ANSI A135.4— 2004
ANSI A 135.5— 2004
ANSI A 135.6— 2006
Referenced
Title m code
_^_ ^^^^ section number
f? H r^ ar l' ■•J D -; 1404.3.1, 2303. 1.6
Prefmished Hardboard Paneling 2 303 , 6 23 04.6.2
Haidboard Siding 1404A2 ^
CPSC
Standard
reference
number
16CFRPart 1201 (2002)
16 CFR Part 1209 (2002)
1 6 CFR Part 1404 (2002)
16 CFR Part 1500 (2009)
16 CFR Part 1500.44
(2009)
16 CFR Part 1507 (2002)
16 CFR Part 1630(2007)
CSA
Standard
reference
number
AAMA/WDMA/CSA
101/I.S.2/A440— 11
Consumer Product Safety Commission
4330 East West Highway
Bethesda, MD 208 14-4408
Referenced
Title in code
______^__ section number
Safety Standard for Architectural Glazing Material 2406.2, Table 2406 2(1)
2406.3.1, 2407.1, 2407.1.4.1, 2408.2.1*
T . r „ 2408.3,2409.1,2409.2,2409.3.1
Interim Safety Standard for Cellulose Insulation 72 q 6
Cellulose Insulation 770 fi
Hazardous Substances and Articles; Administration and Enforcement Regulations 202
Method for Determining Extremely Flammable and Flammable Solids 202
Fireworks Devices -n?
Standard for the Surface Flammability of Carpets and Rugs 804 4 1
Canadian Standards Association
5060 Spectrum Way
Mississauga, Ontario Canada L4W 5N6
Title
Referenced
in code
section number
Specifications for Windows, Doors and Unit Skylights 1710 5 1
2405.5
2012 INTERNATIONAL BUILDING CODE®
599
REFERENCED STANDARDS
LJLJJLP
Standard
reference
number
CSSB— 97
Cedar Shake and Shingle Bureau
P.O.Box 1178
Sumas.WA 98295-1178
Title
Referenced
in code
section number
Grading and Packing Rules for Western Red Cedar Shakes and
" - ■ -- • • ■■ .i . Cedar Snake and shingle Bureau Table 1507.8.5, lable 150/.9.O
Western Red Shingles of the t
DASMA
Standard
reference
number
Door and Access Systems Manufacturers Association International
1 300 Summer Avenue
Cleveland, OH 44115-2851
ANSI/DASMA
(R2004)
108—05
115—05
107—1997
Title
Referenced
in code
section number
Room Fire Test Standard for Garage Doors Using Foam Plastic Insulation 2603.4. 1.9
Standard Method for Testing Sectional Garage Doors and
Rolling Doors: Determination of Structural Performance 171052
Under Uniform Static Air Pressure Difference iu - 5 -
Standard Method for Testing Sectional Garage Doors and
Rolling Doors: Determination of Structural
Performance Under Missile Impact and Cyclic Wind Pressure iow.i.^.j
DOC
Standard
reference
number
PS- 1—09
PS-2— 10
PS 20—05
U.S. Department of Commerce
National Institute of Standards and Technology
1401 Constitution Avenue NW
Washington, DC 20230
_ _ __ Referenced
in code
_. , section number
Title
"Z — I 7^ Z7a 2303.1.4, 2304.6.2, Table 2304.7(4),
Structural Plywood Table 2304.7(5), Table 2306.2(1), Table 2306.2(2)
Performance Standard for Wood-based Structural-use Panels 2303.1 4, 2304.6 2 Table 2304/7(5)
Table 2306.2(1), Table 2306.2(2)
American Softwood Lumber Standard 202,1810.3.2.4,2303.1.1
DOJ
Standard
reference
number
DOJ 36 CFR Part 1192
U.S. Department of Justice
950 Pennsylvania Avenue, NW
Civil Rights Division, Disability Rights Section-NYA
Washington, DC 20530
Title
Referenced
in code
section number
American with Disabilities Act (ADA) Accessibility Guidelines for Transportation Vehicles
(ADAAG) Department of Justice, 1991
E109.2.4
600
2012 INTERNATIONAL BUILDING CODE®
REFERENCED STANDARDS
DOL
U.S. Department of Labor
c/o Superintendent of Documents
U.S. Government Printing Office
Washington, DC 20402-9325
Standard
reference
number
Title
Referenced
in code
section number
29CFR
Part 1910.1000 (2009)
Air Contaminants 202
DOTn
U.S. Department of Transportation
c/o Superintendent of Documents
1200 New Jersey Avenue, SE
Washington, DC 20402-9325
Standard
reference
number
Title
Referenced
in code
section number
49 CFR Parts 100—185
2005
49 CFR Parts 173.137
(2009)
49 CFR— 1998
EN
Standard
reference
number
EN 1081—98
FEMA
Standard
reference
number
FIA-TB-11— 01
P646— 08
Hazardous Materials Regulations 202
Shippers — General Requirements for Shipments and Packaging — Class 8 —
Assignment of Packing Group 202
Specification of Transportation of Explosive and Other
Dangerous Articles, UN 0335, UN 0336 Shipping Containers 202
European Committee for Standardization (EN)
Central Secretariat
Rue de Stassart 36
B-10 50 Brussels
Title
Referenced
in code
section number
Resilient Floor Coverings — Determination of the Electrical Resistance 406.7.1
Federal Emergency Management Agency
Federal Center Plaza
500 C Street S.W.
Washington, DC 20472
Title
Referenced
in code
section number
Crawlspace Construction for Buildings Located in Special Flood Hazard Areas 1805.1.2.1
Guidelines for Design for Structures for Vertical Evacuation from Tsunamis Ml 01 .4
FM
Standard
reference
number
4450 (1989)
4470(1992)
Factory Mutual Global Research
Standards Laboratories Department
1301 Atwood Avenue, P.O. Box 7500
Johnston, RI 02919
Title
Referenced
in code
section number
Approval Standard for Class 1 Insulated Steel Deck Roofs —
with Supplements through July 1992 1508.1, 2603.3, 2603.4.1.5
Approval Standard for Class 1 Roof Covers 1504.7
2012 INTERNATIONAL BUILDING CODE®
601
REFERENCED STANDARDS
4474 (04)
4880 (2005)
FM — continued
Evaluating the Simulated Wind Uplift Resistance of Roof Assemblies Using
Static Positive and/or Negative Differential Pressures 1504.3.1
American National Standard for Evaluating Insulated Wall or Wall and
Roof/ Ceiling Assemblies, Plastic Interior Finish Materials,
Plastic Exterior Building Panels, Wall/Ceiling
Coating Systemsjnterior and Exterior Finish Systems 2603.4, 2603.10
Standard
reference
Gypsum Association
810 First Street N.E. #510
Washington, DC 20002-4268
Referenced
in code
number
Title
section number
GA 216—07
Application and Finishing of Gypsum Panel Products
Table 2508 1 2509 2
GA 600—09
Fire-Resistance Design Manual, 18th Edition
Table 721.1(1) Table 721 1(2) Table 721 1(3)
HPVA
Hardwood Plywood Veneer Association
1 825 Michael Faraday Drive
Reston.VA 20190
Standard
reference
number
Title
Referenced
in code
section number
HP- 1—2009
Standard for Hardwood and Decorative Plywood 2303.3, 2304.6.2
Standard
reference
number
U.S. Department of Housing and Urban Development
451 7th Street, SW
Washington, DC 20410
Title
Referenced
in code
section number
HUD 24 CFR Part 3280
(2008)
Manufactured Home Construction and Safety Standards G201
ICC
Standard
reference
number
ICC All 7. 1—09
ICC 300—12
ICC 400—12
ICC 500—08
ICC 600—08
IEBC— 12
IECC— 12
International Code Council, Inc.
500 New Jersey Ave, NW
6th Floor
Washington, DC 20001
Title
Referenced
in code
section number
Accessible and Usable Buildings and Facilities 202, 907.5.2.3.4, 1007.9, 1010.1,
1010.7.5, 1010.10, 1011.4, 1022.9, 1101.2, 1107.2, 1109 l'
1109.2, 1109.5.1, 1109.5.2, 1110.3, 1110.4, 1110.4.2,3008.7.7.1,
3008.7.7.2, 341 1.8.2, 3411.8.3, E101.2, E104.2, E104.2.1, E104.3.4,
E106.4.9, E107.3, E108.3, E108.4, E109.2.2.2, E109.2.2.3,
E109.2.3, E109.2.5,E110.2
ICC Standard on Bleachers, Folding and Telescopic Seating and Grandstands 1028.1.1, 1028.14.2,
Table 1607.1, 3401.1
Standard on Design and Construction of Log Structures 2301.2
ICC/NSSA Standard on the Design and Construction of Storm Shelters 202, 423.1
Standard for Residential Construction in High-wind Regions 1609.1.1, 1609.1.1.1,2308.2.1
International Existing Building Code® 3401.5
International Energy Conservation Code® 101.4.6,201.3, 1203.1, 1203.3.2, 1301.1.1, 1405.3,3401.3
602
2012 INTERNATIONAL BUILDING CODE®
IFC— 12
IFGC— 12
IMC— 12
IPC— 12
IPMC— 12
IPSDC— 12
IRC— 12
IWUIC— 12
SBCC1SSTD 11—97
ISO
Standard
reference
number
ISO 81 15— 86
REFERENCED STANDARDS
ICC — continued
International Fire Code® 101.4.5, 102.6, 201.3, 202, 307.1, Table 307.1(1), Table 307.1(2),
307.1.1, 403.4.5, 404.2, 406.7, 406.8, 410.3.6, 411.1, 412.1, 412.6.1,
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, 414.5.3, 414.5.4, 414.6,
415.1, 415.5, 415.5.1, 415.5.1.1 , 415.5.1.4, Table 415.5.2, 415.7.3, 415.8,
415.8.1, 415.8.1.4, 415.8.2, 415.8.2.3, 415.8.2.4, 415.8.2.6, 415.8.2.7, 415.8.2.8,
415.8.3, 415.8.4, 415.9, 415.10, 415.10.1.7, 415.10.4, 415.10.7.2, 415.10.9.3,
415.10.10.1, 416.1, 416.4, 421.1, 421.7, 507.3, 507.8.1.1-1, 507.8.1.1.2,
507.8.1.1.3, 705.8.1, 707.1, 901.2, 901.3, 901.5, 901.6.2, 901.6.3, 903.1.1,
903.2.7.1, 903.2.11 .6, 903.2.12, 903.5, 904.2.1, 905.1, 905.3.6, 906.1, 907.1.8,
907.2.5, 907.2.13.2, 907.2.15, 907.2.16, 907.6.5, 907.8, 909.20, 910.2.2, 1001.3,
1001.4, 1008.1.9.6, 1203.4.2, 1203.5, 1507.16, 1511.1, Table 1604.5,2603.4.1.12,
2702.1, 2702.2.9, 2702.2.11, 2702.2.12, 2702.2.13, 2702.3, 3003.3, 3008.1.2, 3102.1,
3103.1, 3111.1, 3302.3, 3303.7, 3309.2, 3401.3, 3403.5, 3404.6, 3412.3.2, 3412.6.8.1,
3412.6.14,3412.6.14.1
International Fuel Gas Code® 101.4.1, 201.3, Table 307.1(1), 415.8.3, 2113.11.1.2,
2113.15, 2801.1, 3401.3, A101.2
International Mechanical Code® 101.4.2, 201.3, 307.1, Table 307.1(1), 406.6.2, 406.8.2, 406.8.4, 409.3,
412.6.6, 414.1.2, 414.3, 415.8.1.4, 415.8.2, 415.8.2.7, 415.8.3, 415.8.4, 415.10.11
415.10.1 1.1, 416.2.2, 413.3, 416.3, 417.1, 419.8, 421.5, 603.1, 603.1.1, 603.1.2, 712.1.5,
717.2.2, 717.5.3, 717.5.4, 717.6.1, 717.6.2, 717.6.3, 718.5, 720.1, 720.7,
903.2.1 1.4, 904.2.1, 904.1 1, 907.3.1, 908.6, 909.1, 909.10.2, 909.13.1, 1015.5,
1018.5, 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, 3412.6.7.1, 3412.6.8, 3412.6.8.1
International Plumbing Code® 101.4.3, 201.3, 415.8.4, 603.1.2, 718.5, 903.3.5, 912.5, 1206.3.3,
1503.4, 1503.4.1, 1805.4.3, 2901.1, Table 2902.1, 3305.1, 3401.3, A101.2
International Property Maintenance Code® 101.4.4, 102.6, 103.3, 3401 .3, 3412.3.2
International Private Sewage Disposal Code® 101.4.3, 2901.1, 3401.3
International Residential Code® 101.2, 305.2.3, 308.3.1, 308.4.1, 308.6.4,
310.1, 310.5.1, 2308.1,3401.3
International Wildland4Jrban Interface Code 8 Table 1505.1
Test Standard for Determining Wind Resistance of Concrete or Clay Roof Tiles 1711.2.1, 1711.2.2
International Organization for Standardization
ISO Central Secretariat
1 ch, de la Voie-Creuse, Case Postale 56
CH-121 1 Geneva 20, Switzerland
Title
Referenced
in code
section number
Cotton Bales— Dimensions and Density Table 307.1(1), Table 415.10.1.1.1
TVT A A T%/d%/T National Association of Architectural Metal Manufacturers
1 1 r\x\lYl.lVl. 800 Roosevelt Road, Bldg. C, Suite 312
Glen Ellyn,IL 60137
Standard
reference
number
Title
Referenced
in code
section number
FP 1001—07
Guide Specifications for Design of Metal Flag Poles 1609.1.1
1 1 1^'IYJ./*.
National Concrete Masonry Association
13750 Sunrise Valley
Herndon, VA 22071-4662
Standard
reference
number
Title
Referenced
in code
section number
TEK 5—84 (1996)
Details for Concrete Masonry Fire Walls Table 721.1(2)
2012 INTERNATIONAL BUILDING CODE®
603
REFERENCED STANDARDS
NFPA
National Fire Protection Association
1 Batterymarch Park
Quincy, MA 02169-7471
Standard
reference
number
Title
Referenced
in code
section number
10—10
11—10
12—11
12A— 09Halonl301
13—10
13D— 10
13R— 10
14—10
16—11
17—09
17 A— 09
20—10
30—12
31—06
32—11
40—1 1
58—11
61—08
70—11
72—10
80—10
82—09
85—11
92B— 09
99—10
101—12
105—10
110—10
111—10
120—10
170—09
211—10
221—09
252—12
253—1 1
257—12
259—08
265—1 1
268—12
275—09
285—11
Portable Fire Extinguishers 906.2, 906.3.2, 906.3.4, Table 906.3(1), Table 906.3(2)
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 708.2, 903.3.1 .1, 903.3.2, 903.3.5.1.1, 903.3.5.2,
904.11, 905.3.4, 907.6.3, 1009.3
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, 905.6.2, 905.8
Installation of Foam-water Sprinkler and Foam- water Spray Systems 904.7, 904. 1 1
Dry Chemical Extinguishing Systems 904.6, 904.1 1
Wet Chemical Extinguishing Systems 904.5, 904.1 1
Installation of Stationary Pumps for Fire Protection 913.1, 91 3.2.1, 913.5
Flammable and Combustible Liquids Code 415.5, 507.8.1.1.1, 507.8.1.1.2
Installation of Oil-burning Equipment 21 13. 15
Dry Cleaning Plants 415.8.4
Storage and Handling of Cellulose Nitrate Film 409.1
Liquefied Petroleum Gas Code 415.8.3
Prevention of Fires and Dust Explosions in Agricultural and
Food Product Facilities 415.8.1
National Electrical Code 108.3,415.10.1.8,904.3.1,907.6.1,909.12.1,909.16.3,
1205.4.1, 2701.1, 3401.3, H106.1, H106.2, K101, Klll.l
National Fire Alarm Code 901.6, 903.4.1, 904.3.5, 907.2, 907.2.5, 907.2.11, 907.2.13.2, 907.3,
907.3.3, 907.3.4, 907.5.2.1.2, 907.5.2.2, 907.6, 907.6.1, 907.6.5, 907.7,
907.7.1, 907.7.2, 907.2.9.2, 911.1.5, 3006.5, 3007.8
Fire Doors and Other Opening Protectives 410.3.5,509.4.2,716.5,716.5.7,716.5.8.1,
716.5.9.2,716.6,716.6.4, 1008.1.4.2,' 1008.1.4.3
Standard for Incinerators and Waste and Linen Handling Systems and Equipment, 2009 Edition 713.13
Boiler and Combustion System Hazards Code
(Note: NFPA 8503 has been incorporated into NFPA 85) 415.8.1
Smoke Management Systems in Malls, Atria and Large Spaces 909.8
Standard for Health Care Facilities 407. 10
Life Safety Code 1028.6.2
Standard for the Installation of Smoke Door Assemblies 405.4.2, 710.5.2.2, 716.5.3.1, 909.20.4.1
Emergency and Standby Power Systems 2702.1
Stored Electrical Energy Emergency and Standby Power Systems 2702.1
Coal Preparation Plants 415.8.1
Standard for Fire Safety and Emergency Symbols 1024.2.6.1
Chimneys, Fireplaces, Vents and Solid Fuel-burning Appliances 21 1 2.5
Standard for High Challenge Fire Walls, Fire Walls, and Fire Barrier Walls, 2009 Edition 706.2
Standard Methods of Fire Tests of Door Assemblies 715.4.2, 715.4.3, 715.4.7.3.1, Table 716.3,
716.4, 716.5.1, 716.5.3, 716.5.8, 716.5.8.1.1, 716.5.8.3.1
Test for Critical Radiant Flux of Floor Covering Systems
Using a Radiant Heat Energy Source 406.8.3, 424.2, 804.2, 804.3
Standard for Fire Test for Window and Glass Block Assemblies Table 716.3, 716.4, 716.5.3.2,716.6,
716.6.1, 716.6.2, 716.6.7.3
Test Method for Potential Heat of Building Materials 2603.4.1.10, 2603.5.3
Method of Fire Tests for Evaluating Room Fire Growth
Contribution of Textile Wall Coverings on Full Height Panels and Walls 803. 1 .3, 803. 1 .3. 1
Standard Test Method for Determining Ignitibility of Exterior
Wall Assemblies Using a Radiant Heat Energy Source 1406.2.1.1, 1406.2.1.1.1, 1406.2.1.1.2,
2603.5.7, D105.1
Standard Method Of Fire Tests for the Evaluation of Thermal
Barriers Used Over Foam Plastic Insulation 1407.10.2, 2603.4
Standard Method of Test for the Evaluation of Flammability Characteristics of
Exterior Nonload-bearingWall Assemblies Containing Combustible Components 718.2.6, 1403.5,
1407.10.4, 1409.10.4,
1509.6.2,2603.5.5
604
2012 INTERNATIONAL BUILDING CODE®
REFERENCED STANDARDS
286—11
288—12
289—09
409—10
418—11
484—12
654—11
655—12
664—12
701—10
704—12
720—09
1124—06
2001—08
NFPA— -continued
Standard Method of Fire Test for Evaluating Contribution of
Wall and Ceiling Interior Finish to Room Fire Growth 402.6.4.4, 803.1.2 803 1 2 1 803 9
<=, a ax, u -, *t~ - 2603.4, 2603.7,' 2603.1o', 2604.2.4,' 2613.4
Standard Method of Frre Tests of Floor Fire Door Assemblies
Installed Horizontally in Fire-resistance-rated Floor Systems 71 1 g
Standard Method of Fire Test for Individual Fuel Packages 402 6 2 407 6 4 6 424 2
Aircraft Hangars 412A6 TabJe 4nA6 4UA6A 4 \ 265
Standard for Heliports 412 7 4
Combustible Metals ' 41 s 8 1
Prevention of Fire & Dust Explosions from the Manufacturing,
Processing and Handling of Combustible Particulate Solids 41581
Prevention of Sulfur Fires and Explosions 415 8 1
Prevention of Fires and Explosions in Wood Processing and Woodworking Facilities 415 8 1
Standard Methods of Fire Tests for Flame-propagation of
Textiles and Films 410.3.6, 424.2, 801.4, 806.1, 806.1.2 806 2
„ t , ._ , u TJ . r . 3102.3, 3102.3.1, 3102.6.1.1, 3105.4. D102.2.8.H106.1.1
Standard System for the Identification of the Hazards of
Materials for Emergency Response 202 414 7 2
Standard for the Installation of Carbon Monoxide (CO) Detection and
Warning Equipment 90 o 7
Manufacture, Transportation and Storage of Fireworks and Pyrotechnic Articles . . . . . ' . . . . .415 5 1 1 415 3 1
Clean Agent Fire Extinguishing Systems ' 904 10
PCI
Standard
reference
number
MNL 124—89
MNL 128—01
PTTY
M. M.
Standard
reference
number
PTI— 2007
PTI— 2007
RMI
Standard
reference
number
ANSI/MH16.1— 08
Precast Prestressed Concrete Institute
200 West Adams Street, Suite 2100
Chicago, IL 60606-5230
Title
Referenced
in code
section number
Design for Fire Resistance of Precast Prestressed Concrete 722 2 3 1
Recommended Practice for Glass Fiber Reinforced Concrete Panels 1903 2
Post- Tensioning Institute
8601 North Black Canyon Highway, Suite 103
Phoenix, AZ 85021
Title
Referenced
in code
section number
Standard Requirements for Analysis of Shallow Concrete
Foundations on Expansive Soils, Third Edition
Standard Requirements for Design of Shallow Post-tensioned
Concrete Foundation on Expansive Soils, Second Edition 1808 6 2
6.2
Rack Manufacturers Institute
8720 Red Oak Boulevard, Suite 201
Charlotte, NC 28217
Title
Referenced
in code
section number
Specification for Design, Testing and Utilization of Industrial Steel Storage Racks 2209.1
2012 INTERNATIONAL BUILDING CODE®
605
REFERENCED STANDARDS
SDI
Standard
reference
number
Steel Deck Institute
P. 0. Box 25
Fox River Grove, 1L 60021
Title
Referenced
in code
section number
ANSI/NCI .0—1 Standard for Noncomposite Steel Floor Deck
ANSI/RD1 .0—10 Standard for Steel Roof Deck
2210.1.1.1
2210.1.1.2
S1I
Standard
reference
number
CJ— 10
JG— 10
K— 10
LH/DLH— 10
Steel Joist Institute
1 173B London Links Drive
Forest, VA 2455 1
_ ' ~~ Referenced
in code
_. , section number
Title
Standard Specification for Composite Steel Joists, CJ-series !^'H' S!S"?' 5w?'i
Standard Specification for Joist Girders 604.3.3, 2203.2, 2207.
Standard Specification for Open Web Steel Joists, K-senes 1604.3.3, llVi.i, _._u/.i
Standard Specification for Longspan Steel Joists, LH-series , -~ m - 9?n7 ,
and Deep Longspan Steel Joists, DLH-series 1604.3.3, 2203.2, 22UM
SPRI
Standard
reference
number
ANSI/SPRI/
FM4435-ES-1— 03
RP-4— 08
Single-Ply Roofing Institute
411 Waverly Oaks Road, Suite 331B
Waltham, MA 02452
Title
Referenced
in code
section number
Wind Design Standard for Edge Systems Used with Low Slope Roofing Systems 1504.5
Wind Design Guide for Ballasted Single-ply Roofing Systems 15U4 ' 4
JL J_.x\
Standard
reference
number
222-G— 05
Telecommunications Industry Association
2500 Wilson Boulevard
Arlington, VA 22201-3834
Title
Referenced
in code
sectionnumber
Structural Standards for Antenna Supporting Structures and Antennas,
including— Addendum 1, 222-G-l, Dated 2007 and Addendum 2, 222-G-2 Dated 2009 .
1609.1.1,
3108.1, 3108.2
TMS
Standard
reference
number
0216—97
0302—07
The Masonry Society
3970 Broadway, Unit 201 -D
Boulder, CO 80304-1135
Title
Referenced
in code
sectionnumber
Standard Method for Determining Fire Resistance of Concrete
and Masonry Construction Assemblies laWe /zl -'' s
Standard Method for Determining the Sound Transmission Class
Rating for Masonry Walls
722.1
1207.2.1
606
2012 INTERNATIONAL BUILDING CODE®
402 — 11
403—10
602—11
T]p»T
Standard
reference
number
TP1 1—2007
REFERENCED STANDARDS
TMS — continued
Building Code Requirements for Masonry Structures 1405.6, 1405.6.1, 1405.6.2, 1405.10, 1604.3.4,
1705.4, 1705.4.1, 1807.1.6.3, 1807.1.6.3.2, 1808.9
2101.2.2, 2101 .2.3, 2101.2.4, 2101.2.5, 2101.2.6, 2103.9, 2103.12
2103.13, 2103.14, 2104.1, 2104.1.1, 2104.1.2, 2104.1.3, 2104.2, 2104.3, 2104.4,
2105.2.2.1, 2105.2.2.1.2, 2105.2.2.1.3, 2106.1, 2107.1, 2107.2, 2107.3, 2107.4,
2108.1, 2108.2, 2108.3, 2109.1, 2109.1.1, 2109.2, 2109.2.1, 2109.3, 21 10.1
Direct Design Handbook for Masonry Structures 2101 .2.7
Specification for Masonry Structures 1405.6.1, 1705.4, 1807. 1 .6.3,
2103.9, 2103.12, 2103.13, 2103.14, 2104.1, 2104.1.1, 2104.1.2,
2104.1.3, 2104.2, 2104.3, 2104.4, 2105.2.2.1.1, 2105.2.2.1.2, 2105.2.2.1.3
Truss Plate Institute
218 N. Lee Street, Suite 312
Alexandria, VA 22314
Title
Referenced
in code
section number
National Design Standards for Metal-plate-connected Wood Truss Construction 2303.4.6, 2306.1
U J_j
Standard
reference
number
9—2009
10A— 2009
1 0B— 2008
10C— 2009
14B— 2008
14C— 06
55A— 04
103—01
127—08
199E— 04
217—06
263—03
268—06
294—1999
300—05
305—97
325—02
555—2006
555C— 2006
555S— 99
580—2006
641—95
Underwriters Laboratories, Inc.
333 Pfingsten Road
Northbrook, IL 60062-2096
Title
Referenced
in code
sectionnumber
Fire Tests of Window Assemblies — with Revisions
through April 2005 715.5.2, 716.4, 716.5.3.2, 716.6, 716.6.1, 716.6.2, 716.6.8.1
Tin Clad Fire Doors 716.5
Fire Tests of Door Assemblies — with Revisions through April 2009 716.5.2
Positive Pressure Fire Tests of Door Assemblies 716.5.1, 716.5.3, 1008.1.10.1
Sliding Hardware for Standard Horizontally-mounted Tin Clad Fire Doors 716.5
Swinging Hardware for Standard Tin Clad Fire Doors
Mounted Singly and in Pairs — with revisions through December 2008 716.5
Materials for Built-Up Roof Coverings 1507. 10.2
Factory-built Chimneys, for Residential Type and Building
Heating Appliances — with Revisions through March 2010 718.2.5.1
Factory-bui It Fireplaces — with Revisions through January 2010 718.2.5.1,2111.11
Outline of Investigation for Fire Testing of Sprinklers and
Water Spray Nozzles for Protection of Deep Fat Fryers 904.1 1 .4.1
Single and Multiple Station Smoke Alarms — with Revisions through April 2010 907.2.11
Standard for Fire Tests of Building Construction and Materials,
with revisions through October 2007 703.2, 703.2.1 , 703.2.3, 703.3, 703.4,
703.6, 704.12. 705.7, 705.8.5, 707.7, 711.3.2, 714.3.1,
714.4.1 .1, 715.1, 716.2, Table 716.3, 716.5.6, 716.5.8.1.1,
716.7.1, 717.5.2, 717.5.3, 717.6.2.1,
Table 721.1(1), 1407.10.2, 2103.2, 2603.4, 2603.5.1
Smoke Detectors for Fire Protective Signaling Systems — with
Revisions through January 1999 407.8, 907.2.6.2
Access Control System Units with revisions through 2009 1008.1 .9.8
Fire Testing of Fire Extinguishing Systems for Protection of
Commercial Cooking Equipment 904. 1 1
Panic Hardware — with revisions through January 2007 1008.1 .10.1
Door, Drapery, Gate, Louver and Window Operations and
Systems — with Revisions through February 2010 405.3.5, 31 10.4
Fire Dampers — with revisions through May 2010 717.3
Ceiling Dampers — with revisions through May 2010 717.3
Smoke Dampers — with Revisions through May 2010 717.3, 717.3.1
Test for Uplift Resistance of Roof Assemblies — with Revisions
through July 2009 1504.3.1, 1504.3.2
Type L Low-temperature Venting Systems — with Revisions through July 2009 2113.11.1.4
2012 INTERNATIONAL BUILDING CODE®
607
REFERENCED STANDARDS
71 OB— 04
723—2008
790—04
793—08
864—03
924—06
1040—96
1256—02
1479—03
1482—2010
1703—02
1715—97
1777—2007
1784—01
1897—04
1975—06
1994—04
2017—2008
2034—2008
2079—04
2200—98
UL — continued
Recirculating Systems — with Revisions through December 2009 904. 1 1
Standard for Test for Surface Burning Characteristics of
Building Materials 202, 402.6.4.4, 406.7.2, 703.5.2, 720.1, 720.4, 803.1.1,
803.1.4, 803.9, 803.13, 806.5, 1404.12.1, 1407.9, 1407.10.1,
1409.9, 1409.10.1, 1509.6.2, 1509.6.3, 2303.2, 2603.3, 2603.4.1.13,
2606.3.5.4, 2603.7, 2604.2.4, 2606.4, 2613.3, 3105.4
Standard Test Methods for Fire Tests of Roof Coverings —
with revisions through October 2008 1505.1, 2603.6, 2610.2, 2610.3
Standards for Automatically Operated Roof Vents for Smoke and Heat 406.8.5.1.1,910.3.1
Standards for Control Units and Accessories for Fire Alarm Systems —
with Revisions through February 2010 909.12
Standard for Safety Emergency Lighting and Power Equipment —
with revisions through January 2009 101 1 .5
Fire Test of Insulated Wall Construction —
with Revisions through September 2007 1407.10.3, 1409.10.3, 2603.4, 2603.10
Fire Test of Roof Deck Construction —
with Revisions through January 2007 1508.1, 2603.3, 2603.4.1.5
Fire Tests of Through-penetration Firestops —
with Revisions through March 2010 202,714.3.1.2,714.3.2,714.4.1.1.2,714.5
Solid-Fuel-type Room Heater 21 12.2, 21 12.5
Flat-Plate Photovoltaic Modules and Panels —
with revisions through April 2008 1507.17.1, 1509.7.4
Fire Test of Interior Finish Material —
with Revisions through April 2008 1407.10.3, 1409.10.2, 1409.10.3, 2603.4, 2603.10, 2613.4
Chimney Liners —
with revisions through July 2009 21 13.1 1 . 1 , 21 13. 19
Air Leakage Tests of Door Assemblies —
with Revisions through July 2009 710.5.2.2,713.14.1,716.5.3.1,716.5.7.1,
716.5.7.3,3007.7.3,3008.7.3
Uplift Tests for Roof Covering Systems —
with revisions through May 2008 1504.3.1
Fire Test of Foamed Plastics Used for Decorative Purposes 402.6.2, 402.6.4.5, 424.2
Luminous Egress Path Marking Systems —
with Revisions through April 2010 41 1.7, 1024.2.1, 1024.2.3, 1024.2.4, 1024.4
Standards for General-purpose Signaling Devices and Systems —
with Revisions through October2009 406.8.5.1.1, 3109.4.1.8
Standard for Single- and Multiple Station Carbon Monoxide Alarm — with revision
through February 2009 908.7
Tests for Fire Resistance of Building Joint Systems —
with Revisions through June 2008 202, 715.3, 715.6
Stationary Engine Generator Assemblies —
with Revisions through December 2009 2702. 1 . 1
\J jLj\_^
Standard
reference
number
Underwriters Laboratories of Canada
7 Underwriters Road
Toronto, Ontario, Canada M1R3B4
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 720.4
use
Standard
reference
number
18USCPartl,Ch.40
United States Code
c/o Superintendent of Documents
U.S. Government Printing Office
Washington, DC 20402-9325
Title
Referenced
in code
section number
Importation, Manufacture, Distribution and Storage of Explosive Materials 202
608
2012 INTERNATIONAL BUILDING CODE®
REFERENCED STANDARDS
WDMA
Window and Door Manufacturers Association
1400 East Touhy Avenue #470
DesPlaines, IL60018
Standard
reference
number
Title
Referenced
in code
section number
AAMA/WDMA/CSA
101/I.S.2/A440— 11
Specifications for Windows, Doors and Unit Skylights 1710.5.1, 2405.5
WRI
Wire Reinforcement Institute, Inc.
942 Main Street, Suite 300
Hartford, CT 06103
Standard
reference
number
Title
Referenced
in code
sectionnumber
WRI/CRSI— 81
Design of Slab-on-ground Foundations — with 1996 Update 1808.6.2
2012 INTERNATIONAL BUILDING CODE"
609
610 2012 INTERNATIONAL BUILDING CODE®
APPENDIX A
EMPLOYEE QUALIFICATIONS
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
SECTION A101
BUILDING OFFICIAL QUALIFICATIONS
A101.1 Building official. 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
certified as a building official through a recognized certifica-
tion program. The building official shall be appointed or
hired by the applicable governing authority.
A101.2 Chief inspector. The building official can designate
supervisors to administer the provisions of the International
Building, Mechanical and Plumbing Codes and International
Fuel Gas Code. Each supervisor shall have at least 10 years'
experience or equivalent as an architect, engineer, inspector,
contractor or superintendent of construction, or any combina-
tion of these, five years of which shall have been in a supervi-
sory capacity. They shall be certified through a recognized
certification program for the appropriate trade.
A101.3 Inspector and plans examiner. The building official
shall appoint or hire such number of officers, inspectors,
assistants and other employees as shall be authorized by the
jurisdiction. 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, archi-
tect, or as a superintendent, foreman or competent mechanic
in charge of construction. The inspector or plans examiner
shall be certified through a recognized certification program
for the appropriate trade.
A101.4 Termination of employment. Employees in the
position of building official, chief inspector or inspector shall
not be removed from office except for cause after full oppor-
tunity has been given to be heard on specific charges before
such applicable governing authority.
SECTION A102
REFERENCED STANDARDS
IBC — 1 2 International Building Code A101 .2
IMC— 12 International Mechanical Code A101.2
IPC — 12 International Plumbing Code A101.2
IFGC — 12 International Fuel Gas Code A101 .2
2012 INTERNATIONAL BUILDING CODE®
611
612 2012 INTERNATIONAL BUILDING CODE®
APPENDIX B
OARD OF APPEALS
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
SECTION B101
GENERAL
B101.1 Application. The application for appeal shall be filed
on a form obtained from the building official within 20 days
after the notice was served.
B101.2 Membership of board. 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.
B101.2.1 Alternate members. 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
members shall possess the qualifications required for
board membership and shall be appointed for five years, or
until a successor has been appointed.
B101.2.2 Qualifications. The board of appeals shall con-
sist of five individuals, one from each of the following
professions 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 contrac-
tor with at least ten years' experience, five of which
shall have been in responsible charge of work.
B101.2.3 Rules and procedures. The board is authorized
to establish policies and procedures necessary to carry out
its duties.
B101.2.4 Chairperson. The board shall annually select
one of its members to serve as chairperson.
B101.2.5 Disqualification of member. A member shall
not hear an appeal in which that member has a personal,
professional or financial interest.
B 101. 2.6 Secretary. The chief administrative officer shall
designate a qualified clerk to serve as secretary to the
board. The secretary shall file a detailed record of all pro-
ceedings in the office of the chief administrative officer.
B 101. 2.7 Compensation of members. Compensation of
members shall be determined by law.
B101.3 Notice of meeting. The board shall meet upon notice
from the chairperson, within 10 days of the filing of an appeal
or at stated periodic meetings.
B101.3.1 Open hearing. All hearings before the board
shall be open to the public. The appellant, the appellant's
representative, the building official and any person whose
interests are affected shall be given an opportunity to be
heard.
B101.3.2 Procedure. The board shall adopt and make
available 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.
B101.3.3 Postponed hearing. When five members are not
present to hear an appeal, either the appellant or the appel-
lant's representative shall have the right to request a post-
ponement of the hearing.
B101.4 Board decision. The board shall modify or reverse
the decision of the building official by a concurring vote of
two-thirds of its members.
B101.4.1 Resolution. The decision of the board shall be
by resolution. Certified copies shall be furnished to the
appellant and to the building official.
B101.4.2 Administration. The building official shall take
immediate action in accordance with the decision of the
board.
2012 INTERNATIONAL BUILDING CODE®
613
614 2012 INTERNATIONAL BUILDING CODE®
APPENDIX C
GROUP U— AGRICULTURAL BUILDINGS
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
SECTION C1 01
GENERAL
C101.1 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 barns.
2. Poultry buildings or shelters.
3. Barns.
4. Storage of equipment and machinery used exclusively
in agriculture.
5. Horticultural structures, including detached production
greenhouses and crop protection shelters.
6. Sheds.
7. Grain silos.
8. Stables.
SECTION C1 03
MIXED OCCUPANCIES
C103.1 Mixed occupancies. Mixed occupancies shall be
protected in accordance with Section 508.
SECTION C1 04
EXITS
C104.1 Exit facilities. Exits shall be provided in accordance
with Chapters 1 and 1 1 .
Exceptions:
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 2 ) of area or fraction thereof.
SECTION C1 02
ALLOWABLE HEIGHT AND AREA
C102.1 General. Buildings classified as Group U Agricul-
tural shall not exceed the area or height limits specified in
Table C102.1.
C 102.2 One-story unlimited area. The area of a one-story
Group U agricultural building shall not be limited if the
building is surrounded and adjoined by public ways or yards
not less than 60 feet (18 288 mm) in width.
C102.3 Two-story unlimited area. The area of a two-story
Group U agricultural building shall not be limited if the
building 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.
TABLE C1 02.1
BASIC ALLOWABLE AREA FOR A GROUP U, ONE STORY IN HEIGHT AND MAXIMUM HEIGHT OF SUCH OCCUPANCY
I
II
III and IV
V
A
B
A
B
III A and IV
IIIB
A
B
ALLOWABLE AREA (square feet)"
Unlimited
60,000
27,100
18,000
27,100
18,000
21,100
12,000
MAXIMUM HEIGHT IN STORIES
Unlimited
12
4
2
4
2
3
2
MAXIMUM HEIGHT IN FEET
Unlimited
160
65
55
65
55
50
40
For SI: 1 square foot = 0.0929 m 2 .
a. See Section C102 for unlimited area under certain conditions.
2012 INTERNATIONAL BUILDING CODE®
615
616 2012 INTERNATIONAL BUILDING CODE 8
APPENDIX D
FiPF niQTRSP'TQ
inc l/io i nil*? i o
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
SECTION D1 01
GENERAL
D101.1 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.
D101.1.1 Mapping. The fire district complying with the
provisions of Section D101.1 shall be shown on a map that
shall be available to the public.
D101.2 Establishment of area. For the purpose of this code,
the fire district shall include that territory or area as described
in Sections D101.2.1 through D101.2.3.
D101.2.1 Adjoining blocks. 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-l; Group B occupancies; theaters, nightclubs,
restaurants of Group A-l and A-2 occupancies; garages,
express and freight depots, warehouses and storage build-
ings used for the storage of finished products (not located
with and forming 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.
D101.2.2 Buffer zone. 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 dis-
trict. Streets, rights-of-way and other open spaces not sub-
ject to building construction can be included in the 200-
foot (60 960 mm) buffer zone.
D101.2.3 Developed blocks. Where blocks adjacent to the
fire district have developed to the extent that at least 25
percent 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 D101.2.1, they can be considered for
inclusion in the fire district, and can form all or a portion
of the 200-foot (60 960 mm) buffer zone required in Sec-
tion D101.2.2.
SECTION D102
BUILDING RESTRICTIONS
D102.1 Types of construction permitted. Within the fire
district every building hereafter erected shall be either Type I,
II, III or IV, except as permitted in Section Dl 04.
D102.2 Other specific requirements.
D 102.2.1 Exterior walls. 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.
D102.2.2 Group H prohibited. Group H occupancies
shall be prohibited from location within the fire district.
D102.2.3 Construction type. Every building shall be con-
structed as required based on the type of construction indi-
cated in Chapter 6.
D102.2.4 Roof covering. Roof covering in the fire district
shall conform to the requirements of Class A or B roof
coverings as defined in Section 1505.
D 102.2.5 Structural fire rating. Walls, floors, roofs and
their supporting structural members shall be a minimum of
1-hour fire -resistance-rated construction.
Exceptions:
1 . Buildings of Type IV construction.
2. Buildings equipped throughout with an automatic
sprinkler system in accordance with Section
903.3.1.1.
3. Automobile parking structures.
4. Buildings surrounded on all sides by a perma-
nently open space of not less than 30 feet (9144
mm).
5. Partitions complying with Section 603.1, Item
10.
D102.2.6 Exterior walls. 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
property line. Exterior nonload-bearing walls of Type II
buildings located within 30 feet (9144 mm) of a common
property line or an assumed property line shall have firere-
sistance ratings as required by Table 601, but not less than
1 hour. Exterior walls located more than 30 feet (9144
mm) from a common property line or an assumed property
line shall comply with Table 601.
Exception: In the case of one-story buildings that are
2,000 square feet (186 m 2 ) 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
comply with Table 601 .
D102.2.7 Architectural trim. Architectural trim on build-
ings located in the fire district shall be constructed of
approved noncombustible materials or fire-retardant-
treated wood.
2012 INTERNATIONAL BUILDING CODE®
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APPENDIX D
D 102.2.8 Permanent canopies. Permanent canopies are
permitted to extend over adjacent open spaces provided all
of the following are met:
1 . The canopy and its supports shall be of noncombus-
tible material, fire-retardant-treated wood, Type IV
construction or of 1-hour fire-resistance-rated con-
struction.
Exception: Any textile covering for the canopy
shall be flame resistant as determined by tests
conducted in accordance with NFPA 701 after
both accelerated water leaching and accelerated
weathering.
2. Any canopy covering, other than textiles, shall have
aflame spread index not greater than 25 when tested
in accordance with ASTM E 84 or UL 723 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 non-
combustible material.
D102.2.10 Plastic signs. The use of plastics complying
with Section 2611 for signs is permitted provided the
structure of the sign in which the plastic is mounted or
installed is noncombustible.
D102.2.11 Plastic veneer. Exterior plastic veneer is not
permitted 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 build-
ings within the fire district or is altered to comply with the
requirements 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 modifications are of a type of construction per-
mitted for new buildings 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.
SECTION D1 04
BUILDINGS LOCATED PARTIALLY IN THE FIRE
DISTRICT
D104.1 General. Any building located partially in the fire
district shall be of a type of construction required for the fire
district, 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.
SECTION D1 05
EXCEPTIONS TO RESTRICTIONS IN FIRE DISTRICT
D105.1 General. 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 2 ) 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
construction.
5. Water tanks and cooling towers conforming to Sec-
tions 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 2 ) in area.
9. One- and two-family dwellings where of a type of
construction 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
construction permitted by this code.
10. Wood decks less than 600 square feet (56 m 2 ) where
constructed of 2-inch (51 mm) nominal wood, pres-
sure treated for exterior use.
11. Wood veneers on exterior walls conforming to Sec-
tion 1405.5.
12. Exterior plastic veneer complying with Section
2605.2 where installed on exterior walls required to
have & fire-resistance rating not less than 1 hour, pro-
vided the exterior plastic veneer does not exhibit sus-
tained flaming as defined in NFPA 268.
618
2012 INTERNATIONAL BUILDING CODE®
APPENDIX D
SECTION D106
REFERENCED STANDARDS
ASTME84— 04 Test Method for Surface D102.2.8
Burning Characteristics of
Building Materials
NFPA 268—0 1 Test Method for Determining D 1 05 . 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
UL723— 03 Standard for Test for Surface D102.2.8
Burning Characteristics of
Building Materials, with Revisions
through May 2005
2012 INTERNATIONAL BUILDING CODE® 619
620 2012 INTERNATIONAL BUILDING CODE®
APPENDIX E
SUPPLEMENTARY ACCESSSBILSTY REQUIREMENTS
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
SECTION E101
GENERAL
E101.1 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.
E101.2 Design. Technical requirements for items herein shall
comply with this code and ICC A117.1.
SECTION E102
DEFINITIONS
E102.1 General. The following words and terms shall, for
the purposes of this appendix, have the meanings shown
herein. Refer to Chapter 2 of the International Building Code
for general definitions.
CLOSED-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, facility or portion
thereof, excluding inpatient medical care facilities and long-
term care facilities, that contains one or more dwelling units
or sleeping units. Examples of transient lodging include, but
are not limited to, resorts, group homes, hotels, motels, dor-
mitories, homeless shelters, halfway houses and social ser-
vice lodging.
SECTION E1 03
ACCESSIBLE ROUTE
E103.1 Raised platforms. In banquet rooms or spaces where
a head table or speaker's lectern is located on a raised plat-
form, an accessible route shall be provided to the platform.
SECTION E1 04
SPECIAL OCCUPANCIES
E104.1 General. Transient lodging facilities shall be pro-
vided with accessible features in accordance with Sections
El 04.2 and El 04.3. Group 1-3 occupancies shall be provided
with accessible features in accordance with Sections E104.3
and El 04.4.
E104.2 Accessible beds. In rooms or spaces having more
than 25 beds, 5 percent of the beds shall have a clear floor
space complying with ICC Al 17.1.
E104.2.1 Sleeping areas. A clear floor space complying
with ICC Al 17.1 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.
Exception: 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.
E104.3 Communication features. Accessible communica-
tion features shall be provided in accordance with Sections
E104.3.1 through E104.3.4.
El 04.3.1 Transient lodging. In transient lodging facili-
ties, sleeping units with accessible communication fea-
tures shall be provided in accordance with Table E104.3.1.
TABLE E1 04.3.1
DWELLING OR SLEEPING UNITS WITH ACCESSIBLE COMMUNICATION FEATURES
TOTAL NUMBER OF DWELLING OR SLEEPING UNITS PROVIDED
MINIMUM REQUIRED NUMBER OF DWELLING OR SLEEPING
UNITS WITH ACCESSIBLE COMMUNICATION FEATURES
1
1
2 to 25
2
26 to 50
4
51 to 75
7
76 to 100
9
101 to 150
12
151 to 200
14
201 to 300
17
301 to 400
20
401 to 500
22
501 to 1,000
5% of total
1,001 and over
50 plus 3 for each 100 over 1 ,000
2012 INTERNATIONAL BUILDING CODE®
621
APPENDIX E
Units required to comply with Table E104.3.1 shall be dis-
persed among the various classes of units.
E104.3.2 Group 1-3. In Group 1-3 occupancies at least 2
percent, but no fewer than one of the total number of gen-
eral holding cells and general housing cells equipped with
audible emergency alarm systems and permanently
installed telephones within the cell, shall comply with Sec-
tion E104.3.4.
El 04.3.3 Dwelling units and sleeping units. Where
dwelling units and sleeping units are altered or added, the
requirements of Section E104.3 shall apply only to the
units being altered or added until the number of units with
accessible communication features complies with the min-
imum number required for new construction.
El 04.3.4 Notification devices. Visual notification devices
shall be provided to alert room occupants of incoming
telephone calls and a door knock or bell. Notification
devices shall not be connected to visual alarm signal appli-
ances. Permanently installed telephones shall have volume
controls and an electrical outlet complying with ICC
All 7.1 located within 48 inches (1219 mm) of the tele-
phone to facilitate the use of a TTY.
E104.4 Partitions. 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 devices. The method of communication shall be
accessible to individuals who use wheelchairs and individuals
who have difficulty bending or stooping. Hand-operable
communication devices, if provided, shall comply with Sec-
tion E106.3.
SECTION E105
OTHER FEATURES AND FACILITIES
E105.1 Portable toilets and bathing rooms. Where multiple
single-user portable toilet or bathing units are clustered at a
single location, at least 5 percent, but not less than one toilet
unit or bathing unit at each cluster, shall be accessible. Signs
containing the International Symbol of Accessibility shall
identify accessible portable toilets and bathing units.
Exception: Portable toilet units provided for use exclu-
sively by construction personnel on a construction site.
E 105.2 Laundry equipment. Where provided in spaces
required to be accessible, washing machines and clothes dry-
ers shall comply with this section.
E105.2.1 Washing machines. Where three or fewer
washing machines are provided, at least one shall be
accessible. Where more than three washing machines are
provided, at least two shall be accessible.
El 05.2.2 Clothes dryers. Where three or fewer clothes
dryers are provided, at least one shall be accessible. Where
more than three clothes dryers are provided, at least two
shall be accessible.
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
similar equipment shall be accessible.
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 be accessible. In residential and institutional facili-
ties, where mailboxes are provided for each dwelling unit or
sleeping unit, accessible mailboxes shall be provided for each
unit required to be an Accessible 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
envelopes, wastepaper or other purposes, at least one of each
type shall be accessible.
E105.6 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
facility, the system shall be accessible.
SECTION E106
TELEPHONES
E106.1 General. Where coin-operated public pay telephones,
coinless public pay telephones, public closed-circuit tele-
phones, courtesy phones or other types of public telephones
are provided, accessible public telephones shall be provided
in accordance with Sections E106.2 through E106.5 for each
type of public telephone provided. For purposes of this sec-
tion, a bank of telephones shall be considered two or more
adjacent telephones.
E106.2 Wheelchair-accessible telephones. Where public
telephones are provided, wheelchair-accessible telephones
shall be provided in accordance with Table El 06.2.
Exception: Drive-up-only public telephones are not
required to be accessible.
TABLE E106.2
WHEELCHAIR-ACCESSIBLE TELEPHONES
NUMBER OF TELEPHONES
PROVIDED ON A FLOOR, LEVEL
OR EXTERIOR SITE
MINIMUM REQUIRED NUMBER OF
WHEELCHAIR-ACCESSIBLE
TELEPHONES
1 or more single unit
1 per floor, level and exterior site
1 bank
1 per floor, level and exterior site
2 or more banks
1 per bank
E106.3 Volume controls. All public telephones provided
shall have accessible volume control.
E 106.4 TTYs. TTYs shall be provided in accordance with
Sections E106.4.1 through El 06.4.9.
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2012 INTERNATIONAL BUILDING CODE®
APPENDIX E
E106.4.1 Bank requirement. 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 tele-
phones located within 200 feet (60 960 mm) of, and on
the same floor as, a bank containing a public TTY.
E106.4.2 Floor requirement. Where four or more public
pay telephones are provided on a floor of a privately
owned building, at least one public TTY shall be provided
on that floor. Where at least one public pay telephone is
provided on a floor of a publicly owned building, at least
one public TTY shall be provided on that floor.
E106.4.3 Building requirement. Where four or more
public pay telephones are provided in a privately owned
building, 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.
E106.4.4 Site requirement. Where four or more public
pay telephones are provided on a site, at least one public
TTY shall be provided on the site.
E106.4.5 Rest stops, emergency road stops, and service
plazas. Where a public pay telephone is provided at a pub-
lic rest stop, emergency road stop or service plaza, at least
one public TTY shall be provided.
E106.4.6 Hospitals. Where a public pay telephone is pro-
vided in or adjacent to a hospital emergency room, hospi-
tal recovery room or hospital waiting room, at least one
public TTY shall be provided at each such location.
E106.4.7 Transportation facilities. Transportation facili-
ties shall be provided with TTYs in accordance with Sec-
tions E109.2.5 and El 10.2 in addition to the TTYs
required by Sections E106.4.1 through E106.4.4.
E106.4.8 Detention and correctional facilities. In deten-
tion and correctional facilities, where a public pay tele-
phone is provided in a secured area used only by detainees
or inmates and security personnel, then at least one TTY
shall be provided in at least one secured area.
E106.4.9 Signs. Public TTYs shall be identified by the
International Symbol of TTY complying with ICC
A117.1. Directional signs indicating the location of the
nearest public TTY shall be provided at banks of public
pay telephones not containing a public TTY. Additionally,
where signs provide direction to public pay telephones,
they shall also provide direction to public TTYs. Such
signs shall comply with visual signage requirements in
ICC Al 17.1 and shall include the Internationa] Symbol of
TTY.
E106.5 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.
Exceptions:
1 . In secured areas of detention and correctional facili-
ties, if shelves and outlets are prohibited for pur-
poses 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.
SECTION E1 07
SIGNAGE
E107.1 Signs. Required accessible portable toilets and bath-
ing facilities shall be identified by the International Symbol
of Accessibility.
El 07.2 Designations. Interior and exterior signs identifying
permanent rooms and spaces shall be raised characters and
Braille. Where pictograms are provided as designations of
interior rooms and spaces, the pictograms shall have raised
characters and Braille text descriptors.
Exceptions:
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 com-
ply.
4. Temporary (seven days or less) signs are not
required to comply.
5. In detention and correctional facilities, signs not
located in public areas are not required to comply.
E107.3 Directional and informational signs. Signs that pro-
vide direction to, or information about, permanent interior
spaces of the site and facilities shall contain visual characters
complying with ICC Al 17.1.
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 E108.4.
2. At fixed facilities and stations, signage must be pro-
vided 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.
SECTION E1 08
BUS STOPS
E108.1 General. Bus stops shall comply with Sections
E108.2 through E108.5.
2012 INTERNATIONAL BUILDING CODE®
623
APPENDIX E
E 108.2 Bus boarding and alighting areas. Bus boarding
and alighting areas shall comply with Sections E108.2.1
through E108.2.4.
E108.2.1 Surface. Bus boarding and alighting areas shall
have a firm, stable surface.
E108.2.2 Dimensions. Bus boarding and alighting areas
shall have a clear length of 96 inches (2440 mm) mini-
mum, measured perpendicular to the curb or vehicle road-
way edge, and a clear width of 60 inches (1525 mm)
minimum, measured parallel to the vehicle roadway.
El 08.2.3 Connection. Bus boarding and alighting areas
shall be connected to streets, sidewalks or pedestrian paths
by an accessible route complying with Section 1 104.
E108.2.4 Slope. Parallel to the roadway, the slope of the
bus boarding and alighting area shall be the same as the
roadway, to the maximum extent practicable. For water
drainage, a maximum slope of 1:48 perpendicular to the
roadway is allowed.
El 08.3 Bus shelters. Where provided, new or replaced bus
shelters shall provide a minimum clear floor or ground space
complying with ICC Al 17.1 , Section 305, entirely within the
shelter. Such shelters shall be connected by an accessible
route to the boarding area required by Section E108.2.
E108.4 Signs. New bus route identification signs shall have
finish and contrast complying with ICC A117.1. Addition-
ally, to the maximum extent practicable, new bus route iden-
tification signs shall provide visual characters complying
with ICC Al 17.1.
Exception: Bus schedules, timetables and maps that are
posted at the bus stop or bus bay are not required to meet
this requirement.
El 08.5 Bus stop siting. Bus stop sites shall be chosen such
that, to the maximum extent practicable, the areas where lifts
or ramps are to be deployed comply with Sections E108.2 and
E108.3.
SECTION E1 09
TRANSPORTATION FACILITIES AND STATIONS
E109.1 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, commuter rail, intercity rail, high speed rail and other
fixed guideway systems shall comply with Sections El 09.2.1
through E109.2.8.
E109.2.1 Station entrances. Where different entrances to
a station serve different transportation fixed routes or
groups of fixed routes, at least one entrance serving each
group or route shall comply with Section 1 104.
E109.2.2 Signs. Signage in fixed transportation facilities
and stations shall comply with Sections E109.2.2.1
through E109.2.2.3.
E109.2.2.1 Raised character and Braille signs.
Where signs are provided at entrances to stations iden-
tifying the station or the entrance, or both, at least one
sign at each entrance shall be raised characters and
Braille. A minimum of one raised character and Braille
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 plat-
forms or boarding areas within the transit system to the
maximum extent practicable.
Exceptions:
1. Where the station has no defined entrance but
signs are provided, the raised characters and
Braille signs shall be placed in a central loca-
tion.
2. Signs are not required to be raised characters
and Braille where audible 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.
E109.2.2.3 Informational signs. Lists of stations,
routes and destinations served by the station which are
located on boarding areas, platforms or mezzanines
shall provide visual characters complying with ICC
A117.1 Signs covered by this provision shall, to the
maximum extent practicable, be placed in uniform
locations within the transit system.
E109.2.3 Fare machines. Self-service fare vending, col-
lection and adjustment machines shall comply with ICC
Al 17.1, Section 707. Where self-service fare vending, col-
lection or adjustment machines are provided for the use of
the general public, at least one accessible machine of each
type provided shall be provided at each accessible point of
entry and exit.
E109.2.4 Rail-to-platform height. Station platforms shall
be positioned to coordinate with vehicles in accordance
with the applicable provisions of 36 CFR, Part 1 192. Low-
level platforms shall be 8 inches (250 mm) minimum
above top of rail.
Exception: Where vehicles are boarded from side-
walks or street level, low-level platforms shall be per-
mitted to be less than 8 inches (250 mm).
E109.2.5 TTYs. 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
Al 17.1 , 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
624
2012 INTERNATIONAL BUILDING CODE*
APPENDIX E
TTY telephone complying with ICC Al 17.1, Section
704.4, shall be provided to serve that entrance.
E109.2.6 Track crossings. Where a circulation path serv-
ing boarding platforms crosses tracks, an accessible route
shall be provided.
Exception: Openings for wheel flanges shall be per-
mitted to be 2'/ 2 inches (64 mm) maximum.
E109.2.7 Public address systems. Where public address
systems convey audible information to the public, the
same or equivalent information shall be provided in a
visual format.
E109.2.8 Clocks. Where clocks are provided for use by
the general public, the clock face shall be uncluttered so
that its elements are clearly visible. Hands, numerals and
digits shall contrast with the background either light-on-
dark or dark-on-light. Where clocks are mounted over-
head, numerals and digits shall comply with visual charac-
ter requirements.
DOJ 36 CFR
Part 1192
ICC
A117.1-09
SECTION E1 11
REFERENCED STANDARDS
Americans with Disabilities Act
(ADA) Accessibility Guidelines
for Transportation Vehicles
(ADAAG). Washington, DC:
Department of Justice, 1991
E109.2.4
Accessible and Usable
Buildings and Facilities
E101.2,E104.2,
E104.2.1.E104.3,
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
SECTION E1 10
AIRPORTS
E110.1 New construction. 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
Al 17.1, 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 bag-
gage claim area in a terminal, at least one public TTY com-
plying with ICC A 117.1, Section 704.4, shall also be
provided in each such location.
El 10.3 Terminal information systems. Where terminal
information systems convey audible information to the pub-
lic, the same or equivalent information shall be provided in a
visual format.
El 10.4 Clocks. Where clocks are provided for use by the
general public, the clock face shall be uncluttered so that its
elements are clearly visible. Hands, numerals and digits shall
contrast with the background either light-on-dark or dark-on-
light. Where clocks are mounted overhead, numerals and dig-
its shall comply with visual character requirements.
2012 INTERNATIONAL BUILDING CODE®
625
626 2012 INTERNATIONAL BUILDING CODE®
APPENDIX F
KQDEWXPRQ0FJN6
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
SECTION F1 01
GENERAL
F101.1 General. Buildings or structures and the walls
enclosing habitable or occupiable rooms and spaces in which
persons live, sleep or work, or in which feed, food or food-
stuffs are stored, prepared, processed, served or sold, shall be
constructed in accordance with the provisions of this section.
F101.2 Foundation wall ventilation openings. 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 aluminum load-bearing vents or with hardware
cloth of 0.035 inch (0.89 mm) wire or heavier. The openings
therein shall not exceed V 4 inch (6.4 mm).
F101.3 Foundation and exterior wall sealing. 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, con-
crete masonry or noncorrosive metal.
F101.4 Doors. 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 % inch (9.5 mm).
F101.5 Windows and other openings. Windows and other
openings for the purpose of light or ventilation located in
exterior walls within 2 feet (610 mm) above the existing
ground level immediately below such opening shall be cov-
ered for their entire height and width, including frame, with
hardware cloth of at least 0.035-inch (0.89 mm) wire or
heavier.
F101.5.1 Rodent-accessible openings. Windows and
other openings for the purpose of light and ventilation in
the exterior walls not covered in this chapter, accessible to
rodents by way of exposed pipes, wires, conduits and other
appurtenances, shall be covered with wire cloth of at least
0.035-inch (0.89 mm) wire. In lieu of wire cloth covering,
said pipes, wires, conduits and other appurtenances shall
be blocked from rodent usage by installing solid sheet
metal guards 0.024 inch (0.61 mm) thick or heavier.
Guards shall be fitted around pipes, wires, conduits or
other appurtenances. In addition, they shall be fastened
securely to and shall extend perpendicularly from the exte-
rior wall for a minimum distance of 12 inches (305 mm)
beyond and on either side of pipes, wires, conduits or
appurtenances.
F101.6 Pier and wood construction.
F101.6.1 Sill less than 12 inches above ground. Build-
ings not provided with a continuous foundation shall be
provided with protection against rodents at grade by pro-
viding either an apron in accordance with Section
Fl 01. 6. 1.1 or a floor slab in accordance with Section
F101.6.1.2.
F101.6.1.1 Apron. 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 rodentproof-
ing material of required strength and shall be installed
around the entire perimeter of the building. Where con-
structed of masonry or concrete materials, the apron
shall not be less than 4 inches (102 mm) in thickness.
F101.6.1.2 Grade floors. 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.
Fl 01.6.2 Sill at or above 12 inches above ground. Build-
ings not provided with a continuous foundation and which
have sills 12 or more inches (305 mm) above the ground
level shall be provided with protection against rodents at
grade in accordance with any of the following:
1. Section F101.6. 1.1 orF101.6.1.2;
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
F101.6.1.1.
2012 INTERNATIONAL BUILDING CODE®
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6 28 2012 INTERNATIONAL BUILDING CODE®
APPENDIX G
FLOOD-RESSSTANT CONSTRUCTION
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
SECTION G1 01
ADMINISTRATION
G101.1 Purpose. The purpose of this appendix is to promote
the public 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.
G101.2 Objectives. The objectives of this appendix are to
protect human life, minimize the expenditure of public
money for flood control projects, minimize the need for res-
cue and relief efforts associated with flooding, minimize pro-
longed business interruption, minimize damage to public
facilities and utilities, help maintain a stable tax base by pro-
viding 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.
G101.3 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.
G101.4 Violations. Any violation of a provision of this
appendix, or failure to comply with a permit or variance
issued pursuant to this appendix or any requirement of this
appendix, shall be handled in accordance with Section 114.
SECTION G1 02
APPLICABILITY
G102.1 Genera!. This appendix, in conjunction with the
International Building Code, provides minimum require-
ments for development located in flood hazard areas, includ-
ing the subdivision of land; installation of utilities; placement
and replacement 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, temporary
structures, and temporary or permanent storage, utility and
miscellaneous Group U buildings and structures, and certain
building work exempt from permit under Section 105.2.
G102.2 Establishment of flood hazard areas. Flood hazard
areas are established in Section 1612.3 of the International
Building Code, adopted by the applicable governing authority
on [INSERT DATE].
SECTION G103
POWERS AND DUTIES
G 103.1 Permit applications. 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
prefabricated buildings and manufactured homes) and certain
building work exempt from permit under Section 105.2 shall
be designed and constructed with methods, practices and
materials that minimize flood damage and that are in accor-
dance with this code and ASCE 24.
G103.2 Other permits. It shall be the responsibility of the
building official to assure that approval of a proposed devel-
opment shall not be given until proof that necessary permits
have been granted by federal or state agencies having juris-
diction over such development.
G103.3 Determination of design flood elevations. If design
flood elevations are not specified, the building official is
authorized 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
techniques. Such analyses shall be performed and
sealed by a registered design professional. Studies,
analyses and computations shall be submitted in suffi-
cient detail to allow review and approval by the build-
ing official. The accuracy of data submitted for such
determination shall be the responsibility of the appli-
cant.
G 103.4 Activities in riverine flood hazard areas. In river-
ine flood hazard areas where design flood elevations are
specified but floodways have not been designated, the build-
ing official shall not permit any new construction, substantial
improvement or other development, including fill, unless the
2012 INTERNATIONAL BUILDING CODE 8
629
APPENDIX G
applicant demonstrates that the cumulative effect of the pro-
posed development, 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.
G103.5 Floodway encroachment. Prior to issuing a permit
for my floodway encroachment, including fill, new construc-
tion, substantial improvements and other development or
land-disturbing 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.
G1 03.5.1 Floodway revisions. 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 adja-
cent government jurisdictions, as well as appropriate state
agencies. A copy of the notification shall be maintained in the
permit records and submitted to FEMA.
G103.6.1 Engineering analysis. The building official
shall require submission of an engineering analysis which
demonstrates 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 per-
mit 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.
G 103.8 Records. The building official shall maintain a per-
manent record of all permits issued in flood hazard areas,
including copies of inspection reports and certifications
required in Section 1612.
SECTION G1 04
PERMITS
G104.1 Required. Any person, owner or authorized agent
who intends to conduct any development in a flood hazard
area shall first make application to the building official and
shall obtain the required permit.
G104.2 Application for permit. The applicant shall file an
application in writing on a form furnished by the building
official. 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
similar description that will readily identify and defi-
nitely locate the site.
3. Include a site plan showing the delineation of flood
hazard 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 appro-
priate by the building official.
6. State the valuation of the proposed work.
7. Be signed by the applicant or the applicant's authorized
agent.
G104.3 Validity of permit. The issuance of a permit under
this appendix shall not be construed to be a permit for, or
approval of, any violation of this appendix or any other ordi-
nance of the jurisdiction. The issuance of a permit based on
submitted documents 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.
G 104.4 Expiration. A permit shall become invalid if the pro-
posed development is not commenced within 180 days after
its issuance, or if the work authorized is suspended or aban-
doned for a period of 180 days after the work commences.
Extensions shall be requested in writing and justifiable cause
demonstrated. 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
violation of any ordinance or code of this jurisdiction.
SECTION G105
VARIANCES
G105.1 General. The board of appeals established pursuant
to Section 1 12 shall hear and decide requests for variances.
The board of appeals shall base its determination on techni-
cal justifications, and has the right to attach such conditions
to variances 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 per-
manent record of all variance actions, including justification
for their issuance.
G105.3 Historic structures. A variance is authorized to be
issued for the repair or rehabilitation of a historic structure
630
2012 INTERNATIONAL BUILDING CODE®
APPENDIX G
upon a determination that the proposed repair or rehabilita-
tion will not preclude the structure's continued designation as
a historic structure, and the variance is the minimum neces-
sary to preserve the historic character and design of the struc-
ture.
Exception: 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
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
Department of Interior.
G105.4 Functionally dependent facilities. A variance is
authorized to be issued for the construction or substantial
improvement of a functionally dependent facility provided
the criteria in Section 1612.1 are met and the variance is the
minimum 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.
G105.5 Restrictions. 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
discharge.
G105.6 Considerations. In reviewing applications for vari-
ances, the board of appeals shall consider all technical evalu-
ations, 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 ero-
sion;
6. The compatibility of the proposed development with
existing and anticipated development;
7. The relationship of the proposed development to the
comprehensive plan and flood plain management pro-
gram for that area;
8. The safety of access to the property in times of flood
for ordinary and emergency vehicles;
9. The expected heights, velocity, duration, rate of rise
and debris and sediment transport of the floodwaters
and the effects of wave action, if applicable, expected
at the site; and
10. The costs of providing governmental services during
and after flood conditions including maintenance and
repair of public utilities and facilities such as sewer,
gas, electrical and water systems, streets and bridges.
G105.7 Conditions for issuance. 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 nec-
essary, considering the flood hazard, to afford relief;
and
5. Notification to the applicant in writing over the signa-
ture of the building official that the issuance of a vari-
ance to construct a structure below the base flood level
will result in increased premium rates for flood insur-
ance up to amounts as high as $25 for $100 of insur-
ance coverage, and that such construction below the
base flood level increases risks to life and property.
SECTION G201
DEFINITIONS
G201.1 General. The following words and terms shall, for
the purposes of this appendix, have the meanings shown
herein. Refer to Chapter 2 of the International Building Code
for general definitions.
G201. 2 Definitions.
DEVELOPMENT. Any manmade change to improved or
unimproved real estate, including but not limited to, buildings
or other structures, temporary structures, temporary or per-
manent storage of materials, mining, dredging, filling, grad-
ing, 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 unload-
ing of cargo or passengers, shipbuilding or ship repair. The
term does not include long-term storage, manufacture, sales
or service facilities.
MANUFACTURED HOME. A structure that is transport-
able 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
2012 INTERNATIONAL BUILDING CODE®
631
APPENDIX G
Federal Mobile Home Construction and Safety Standards and
rules and regulations promulgated by the U.S. Department of
Housing and Urban Development. The term also includes
mobile homes, park trailers, travel trailers and similar trans-
portable structures that are placed on a site for 1 80 consecu-
tive days or longer.
MANUFACTURED HOME PARK OR SUBDIVISION.
A parcel (or contiguous parcels) of land divided into two or
more manufactured home lots for rent or sale.
RECREATIONAL VEHICLE. A vehicle that is built on a
single chassis, 400 square feet (37.16 m 2 ) 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.
VARIANCE. A grant of relief from the requirements of this
section which permits construction in a manner otherwise
prohibited by this section where specific enforcement would
result in unnecessary hardship.
VIOLATION. A development that is not fully compliant
with this appendix or Section 1612, as applicable.
SECTION G301
SUBDIVISIONS
G301.1 General. Any subdivision proposal, including pro-
posals 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,
electric 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.
G301.2 Subdivision requirements. The following require-
ments shall apply in the case of any proposed subdivision,
including proposals for manufactured home parks and subdi-
visions, 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 ade-
quate buildable area outside the floodway; and
4. The design criteria for utilities and facilities set forth in
this appendix and appropriate International Codes shall
be met.
SECTION G401
SITE IMPROVEMENT
G401.1 Development in floodways. Development or land
disturbing activity shall not be authorized in the floodway
unless it has been demonstrated through hydrologic and
hydraulic analyses performed in accordance with standard
engineering practice that the proposed encroachment will not
result in any increase in the level of the bust flood.
G401.2 Flood hazard areas subject to high-velocity wave
action. In flood hazard areas subject to high-velocity wave
action:
1. New buildings and buildings that are substantially
improved 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.
G401.3 Sewer facilities. All new or replaced sanitary sewer
facilities, private sewage treatment plants (including all
pumping stations and collector systems) and on-site waste
disposal systems shall be designed in accordance with Chap-
ter 7, ASCE 24, to minimize or eliminate infiltration of flood-
waters into the facilities and discharge from the facilities into
floodwaters, or impairment of the facilities and systems.
G401.4 Water facilities. All new or replacement water facil-
ities shall be designed in accordance with the provisions of
Chapter 7, ASCE 24, to minimize or eliminate infiltration of
floodwaters into the systems.
G401.5 Storm drainage. Storm drainage shall be designed to
convey the flow of surface waters to minimize or eliminate
damage to persons or property.
G401.6 Streets and sidewalks. Streets and sidewalks shall
be designed to minimize potential for increasing or aggravat-
ing flood levels.
SECTION G501
MANUFACTURED HOMES
G501.1 Elevation. All new and replacement manufactured
homes to be placed or substantially improved in a flood haz-
ard area shall be elevated such that the lowest floor of the
manufactured home is elevated to or above the design flood
elevation.
G501.2 Foundations. All new and replacement manufac-
tured homes, including substantial improvement of existing
manufactured homes, shall be placed on a permanent, rein-
forced foundation that is designed in accordance with Section
1612.
G501.3 Anchoring. All new and replacement manufactured
homes to be placed or substantially improved in a flood haz-
ard area shall be installed using methods and practices which
minimize flood damage. Manufactured homes shall be
securely anchored to an adequately anchored foundation sys-
tem to resist flotation, collapse and lateral movement. Meth-
ods of anchoring are authorized to include, but are not limited
to, use of over-the-top or frame ties to ground anchors. This
requirement is in addition to applicable state and local
anchoring requirements for resisting wind forces.
632
2012 INTERNATIONAL BUILDING CODE®
APPENDIX G
SECTION G601
RECREATIONAL VEHICLES
G601.1 Placement prohibited. The placement of recre-
ational vehicles shall not be authorized in flood hazard areas
subject to high-velocity wave action and in floodways.
G601.2 Temporary placement. Recreational vehicles in
flood hazard areas shall be fully licensed and ready for high-
way use, and shall be placed on a site for less than 1 80 con-
secutive days.
G601.3 Permanent placement. Recreational vehicles that
are not fully licensed and ready for highway use, or that are to
be placed on a site for more than 180 consecutive days, shall
meet the requirements of Section G501 for manufactured
homes.
SECTION G701
TANKS
G701.1 Underground tanks. Underground tanks in flood
hazard areas shall be anchored to prevent flotation, collapse
or lateral movement resulting from hydrostatic loads, includ-
ing the effects of buoyancy, during conditions of the design
flood.
G701.2 Above-ground tanks. Above-ground tanks in flood
hazard areas shall be elevated to or above the design flood
elevation 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.
G701.3 Tank inlets and vents. In flood hazard areas, tank
inlets, fill openings, outlets and vents shall be:
1. At or above the design flood elevation or fitted with
covers designed to prevent the inflow of floodwater or
outflow of the contents of the tanks during conditions
of the design/Zood.
2. Anchored to prevent lateral movement resulting from
hydrodynamic and hydrostatic loads, including the
effects of buoyancy, during conditions of the design
flood.
SECTION G801
OTHER BUILDING WORK
G801.1 Detached accessory structures. Detached accessory
structures shall be anchored to prevent flotation, collapse or
lateral 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 Fences. 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.
G801.3 Oil derricks. Oil derricks located in flood hazard
areas shall be designed in conformance with the flood loads
in Sections 1603.1.7 and 1612.
G801.4 Retaining walls, sidewalks and driveways. Retain-
ing walls, sidewalks and driveways shall meet the require-
ments of Section 1803.4.
G801.5 Prefabricated swimming pools. Prefabricated
swimming pools in floodways shall meet the requirements of
Section Gl 03.5.
SECTION G901
TEMPORARY STRUCTURES AND TEMPORARY
STORAGE
G901.1 Temporary structures. Temporary structures shall
be erected for a period of less than 180 days. Temporary
structures shall be anchored to prevent flotation, collapse or
lateral movement resulting from hydrostatic loads, including
the effects of buoyancy, during conditions of the design
flood. Fully enclosed temporary structures shall have flood
openings to allow for the automatic entry and exit of flood-
waters.
G901.2 Temporary storage. Temporary storage includes
storage of goods and materials for a period of less than 180
days. Stored materials shall not include hazardous materials.
G901.3 Floodway encroachment. Temporary structures and
temporary storage in floodways shall meet the requirements
ofG103.5.
SECTION G1 001
UTILITY AND MISCELLANEOUS GROUP U
G1001.1 Utility and miscellaneous Group U. Utility and
miscellaneous Group U includes buildings that are accessory
in character and miscellaneous structures not classified in any
specific occupancy in the Internationa! Building Code,
including, but not limited to, agricultural buildings, aircraft
hangars (accessory to a one- or two-family residence), barns,
carports, fences more than 6 feet (1829 mm) high, grain silos
(accessory to a residential occupancy), greenhouses, live-
stock shelters, private garages, retaining walls, sheds, stables
and towers.
G1001.2 Flood loads. Utility and miscellaneous Group U
buildings and structures, including substantial improvement
of such buildings and structures, shall be anchored to prevent
flotation, collapse or lateral movement resulting from flood
loads, including the effects of buoyancy, during conditions of
the design flood.
G1001.3 Elevation. Utility and miscellaneous Group U
buildings and structures, including substantial improvement
of such buildings and structures, shall be elevated such that
the lowest floor, including basement, is elevated to or above
the design flood elevation in accordance with Section 1612 of
the International Building Code.
G1001.4 Enclosures below design flood elevation. Fully
enclosed areas below the design flood elevation shall be at or
above grade on all sides and conform to the following:
1 . In flood hazard areas not subject to high-velocity wave
action, enclosed areas shall have flood openings to
2012 INTERNATIONAL BUILDING CODE®
633
APPENDIX G
allow for the automatic inflow and outflow of floodwa-
ters.
2. In flood hazard areas subject to high-velocity wave
action, enclosed areas shall have walls below the design
flood elevation that are designed to break away or col-
lapse from a water load less than that which would
occur during the design flood, without causing col-
lapse, displacement or other structural damage to the
building or structure.
G1001.5 Flood-damage-resistant materials. Flood-dam-
age-resistant materials shall be used below the design flood
elevation.
G1001.6 Protection of mechanical, plumbing and electri-
cal systems. Mechanical, plumbing and electrical systems,
including plumbing fixtures, shall be elevated to or above the
design flood elevation.
Exception: Electrical systems, equipment and compo-
nents, and heating, ventilating, air conditioning, and
plumbing appliances, plumbing fixtures, duct systems and
other service equipment shall be permitted to be located
below the design flood elevation provided that they are
designed and installed to prevent water from entering or
accumulating within the components and to resist hydro-
static and hydrodynamic loads and stresses, including the
effects of buoyancy, during the occurrence of flooding to
the design flood elevation in compliance with the flood-
resistant construction requirements of this code. Electrical
wiring systems shall be permitted to be located below the
design flood elevation provided they conform to the provi-
sions of NFPA 70.
SECTION G1 101
REFERENCED STANDARDS
ASCE 24—05
HUD 24 CFR
Part 3280
(1994)
IBC— 12
NFPA 70—08
Flood Resistance Design
and Construction
Manufactured Home
Construction and Safety
Standards
International Building Code
National Electrical Code
G103.1,
G401.3.
G401.4
G201
G102.2
G1001.6
634
2012 INTERNATIONAL BUILDING CODE®
APPENDIX H
SIGNS
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
SECTION H101
GENERAL
H101.1 General. 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 sur-
faces of signs shall be kept neatly painted or posted at all
times.
H101.2 Signs exempt from permits. The following signs are
<^f*mpt from the requirements to obtain a permit before <
i:
exei
tion:
: erec-
1 . Painted nonilluminated signs.
2. Temporary signs announcing the sale or rent of prop-
erty.
3. Signs erected by transportation authorities.
4. Projecting signs not exceeding 2.5 square feet (0.23
m 2 ).
5. The changing of moveable parts of an approved sign
that is designed for such changes, or the repainting or
repositioning of display matter shall not be deemed an
alteration.
SECTION H102
DEFINITIONS
H102.1 General. The following words and terms shall, for
the purposes of this appendix, have the meanings shown
herein. Refer to Chapter 2 of the International Building Code
for general definitions.
COMBINATION SIGN. A sign incorporating any combina-
tion of the features of pole, projecting and roof signs.
DISPLAY SIGN. The area made available by the sign struc-
ture for the purpose of displaying the advertising message.
ELECTRIC SIGN. A sign containing electrical wiring, but
not including signs illuminated by an exterior light source.
GROUND SIGN. A billboard or similar type of sign which
is supported by one or more uprights, poles or braces in or
upon the ground other than a combination sign or pole sign,
as defined by this code.
POLE SIGN. A sign wholly supported by a sign structure in
the ground.
PORTABLE DISPLAY SURFACE. A display surface tem-
porarily fixed to a standardized advertising structure which is
regularly moved from structure to structure at periodic inter-
vals.
PROJECTING SIGN. A sign other than a wall sign, which
projects from and is supported by a wall of a building or
structure.
ROOF SIGN. A sign erected upon or above a roof or parapet
of a building or structure.
SIGN. 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, fas-
tened or manufactured in any manner whatsoever, so that the
same shall be used for the attraction of the public to any
place, subject, person, firm, corporation, public performance,
article, machine or merchandise, whatsoever, which is dis-
played in any manner outdoors. Every sign shall be classified
and conform to the requirements of that classification as set
forth in this chapter.
SIGN STRUCTURE. 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 SIGN. Any sign attached to or erected against the
wall of a building or structure, with the exposed face of the
sign in a plane parallel to the plane of said wall.
SECTION H1 03
LOCATION
H103.1 Location restrictions. Signs shall not be erected,
constructed 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 manner to a fire escape, nor be placed in such man-
ner as to interfere with any opening required for ventilation.
SECTION H104
IDENTIFICATION
H104.1 Identification. Every outdoor advertising display
sign hereafter erected, constructed or maintained, for which a
permit is required shall be plainly marked with the name of
the person, 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.
2012 INTERNATIONAL BUILDING CODE®
635
APPENDIX H
SECTION H1 05
DESIGN AND CONSTRUCTION
H105.1 General requirements. Signs shall be designed and
constructed to comply with the provisions of this code for use
of materials, loads and stresses.
H105.2 Permits, drawings and specifications. Where a per-
mit is required, as provided in Chapter 1 , construction docu-
ments shall be required. These documents shall show the
dimensions, material and required details of construction,
including loads, stresses and anchors.
HI 05.3 Wind load. Signs shall be designed and constructed
to withstand wind pressure as provided for in Chapter 16.
H 105.4 Seismic load. Signs designed to withstand wind pres-
sures shall be considered capable of withstanding earthquake
loads, except as provided for in Chapter 16.
H105.5 Working stresses. In outdoor advertising display
signs, the allowable working stresses shall conform to the
requirements of Chapter 16. The working stresses of wire
rope and its fastenings shall not exceed 25 percent of the ulti-
mate strength of the rope or fasteners.
Exceptions:
1. The allowable working stresses for steel and wood
shall be in accordance with the provisions of Chap-
ters 22 and 23.
2. The working strength of chains, cables, guys or steel
rods shall not exceed one-fifth of the ultimate
strength of such chains, cables, guys or steel.
H105.6 Attachment. Signs attached to masonry, concrete or
steel shall be safely and securely fastened by means of metal
anchors, bolts or approved expansion screws of sufficient size
and anchorage to safely support the loads applied.
SECTION H106
ELECTRICAL
HI 06.1 Illumination. A sign shall not be illuminated by
other than electrical means, and electrical devices and wiring
shall be installed in accordance with the requirements of
NFPA 70. Any open spark or flame shall not be used for dis-
play purposes unless specifically approved.
H106.1.1 Internally illuminated signs. Except as pro-
vided for in Sections 402.16 and 2611, where internally
illuminated signs have facings of wood or approved plas-
tic, the area of such facing section shall not be more than
1 20 square feet (11.16m 2 ) and the wiring for electric light-
ing shall be entirely enclosed in the sign cabinet with a
clearance of not less than 2 inches (5 1 mm) from the fac-
ing material. The dimensional limitation of 120 square feet
(11.16 m 2 ) shall not apply to sign facing sections made
from flame-resistant-coated fabric (ordinarily known as
"flexible sign face plastic") that weighs less than 20
ounces per square yard (678 g/m 2 ) 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 burn time of 2 seconds or less and a
burning extent of 5.9 inches (150 mm) or less for 10 spec-
imens.
H106.2 Electrical service. Signs that require electrical ser-
vice shall comply with NFPA 70.
SECTION H1 07
COMBUSTIBLE MATERIALS
H107.1 Use of combustibles. Wood, approved plastic or
plastic veneer panels as provided for in Chapter 26, or other
materials 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.
H107.1.1 Plastic materials. Notwithstanding any other
provisions of this code, plastic materials which burn at a
rate no faster than 2.5 inches per minute (64 mm/s) when
tested in accordance with ASTM D 635 shall be deemed
approved plastics and can be used as the display surface
material and for the letters, decorations and facings on
signs and outdoor display structures.
H107.1.2 Electric sign faces. Individual plastic facings of
electric signs shall not exceed 200 square feet (18.6 m 2 ) in
area.
H107.1.3 Area limitation. If the area of a display surface
exceeds 200 square feet (18.6 m 2 ), the area occupied or
covered by approved plastics shall be limited to 200
square feet (18.6 m 2 ) plus 50 percent of the difference
between 200 square feet (18.6 m 2 ) 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 2 ).
H107.1.4 Plastic appurtenances. Letters and decorations
mounted on an approved plastic facing or display surface
can be made of approved plastics.
SECTION H1 08
ANIMATED DEVICES
H108.1 Fail-safe device. Signs that contain moving sections
or ornaments shall have fail-safe provisions to prevent the
section or ornament from releasing and falling or shifting its
center of gravity more than 15 inches (381 mm). The fail-safe
device shall be in addition to the mechanism and the mecha-
nism's housing which operate the movable section or orna-
ment. The fail-safe device shall be capable of supporting the
full dead weight of the section or ornament when the moving
mechanism releases.
SECTION H1 09
GROUND SIGNS
H109.1 Height restrictions. The structural frame of ground
signs shall not be erected of combustible materials to a height
of more than 35 feet (10668 mm) above the ground. Ground
signs constructed entirely of noncombustible material shall
not be erected to a height of greater than 100 feet (30 480
mm) above the ground. Greater heights are permitted where
636
2012 INTERNATIONAL BUILDING CODE®
APPENDIX H
approved and located so as not to create a hazard or danger to
the public.
H109.2 Required clearance. The bottom coping of every
ground sign shall be not less than 3 feet (914 mm) above the
ground or street level, which space can be filled with platform
decorative trim or light wooden construction.
H109.3 Wood anchors and supports. Where wood anchors
or supports are embedded in the soil, the wood shall be pres-
sure treated with an approved preservative.
SECTION H1 10
ROOF SIGNS
HI 10.1 General. 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 sup-
ports thereof. No portion of any roof sign structure shall proj-
ect beyond an exterior wall.
Exception: Signs on flat roofs with every part of the roof
accessible.
H110.2 Bearing plates. 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.
HI 10.3 Height of solid signs. A roof sign having a solid sur-
face shall not exceed, at any point, a height of 24 feet (7315
mm) measured from the roof surface.
HI 10.4 Height of open signs. Open roof signs in which the
uniform open area is not less than 40 percent of total gross
area shall not exceed a height of 75 feet (22 860 mm) on
buildings of Type 1 or Type 2 construction. On buildings of
other construction 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.
H110.5 Height of closed signs. A closed roof sign shall not
be erected to a height greater than 50 feet (15 240 mm) above
the roof of buildings of Type 1 or Type 2 construction, nor
more than 35 feet (10 668 mm) above the roof of buildings of
Type 3, 4 or 5 construction.
SECTION H1 11
WALL SIGNS
Hlll.l Materials. Wall signs which have an area exceeding
40 square feet (3.72 m 2 ) shall be constructed of metal or other
approved noncombustible material, except for nailing rails
and as provided for in Sections HI 06. 1.1 and HI 07.1.
H111.2 Exterior wall mounting 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 3 / g inch (9.5 mm) diame-
ter 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.
H111.3 Extension. Wall signs shall not extend above the top
of the wall, nor beyond the ends of the wall to which the signs
are attached unless such signs conform to the requirements
for roof signs, projecting signs or ground signs.
SECTION H1 12
PROJECTING SIGNS
H112.1 General. 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 parallel to the building or structure and the load due to
wind pressure shall be supported with chains, guys or steel
rods having net cross-sectional dimension of not less than 3 / g
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 per-
cent (0.78 rad) or more with the face of the sign to resist the
specified wind pressure. If such projecting sign exceeds 30
square feet (2.8 m 2 ) in one facial area, there shall be provided
at least two such supports on each side not more than 8 feet
(2438 mm) apart to resist the wind pressure.
H112.2 Attachment of supports. Supports shall be secured
to a bolt or expansion screw that will develop the strength of
the supporting chains, guys or steel rods, with a minimum %-
inch (15.9 mm) bolt or lag screw, by an expansion shield.
Turn buckles shall be placed in chains, guys or steel rods sup-
porting projecting signs.
H112.3 Wall mounting 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 supporting anchor bolts must go through the wall
and be plated or fastened on the inside in a secure manner.
H112.4 Height limitation. A projecting sign shall not be
erected on the wall of any building so as to project above the
roof or cornice wall or above the roof level where there is no
cornice wall; except that a sign erected at a right angle to the
building, the horizontal width of which sign is perpendicular
to such a wall and does not exceed 18 inches (457 mm), is
permitted 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 corner of
a building and parallel to the vertical line of such corner shall
be deemed to be erected at a right angle to the building wall.
2012 INTERNATIONAL BUILDING CODE®
637
APPENDIX H
HI 12.5 Additional loads. Projecting sign structures which
will be used to support an individual on a ladder or other ser-
vicing device, whether or not specifically designed for the
servicing device, shall be capable of supporting the antici-
pated additional load, but not less than a 100-pound (445 N)
concentrated horizontal load and a 300-pound (1334 N) con-
centrated vertical load applied at the point of assumed or
most eccentric loading. The building component to which the
projecting sign is attached shall also be designed to support
the additional loads.
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.
H113.2 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).
TABLE 4-B
THICKNESS OF PROJECTION SIGN
PROJECTION (feet)
MAXIMUM THICKNESS (feet)
5
2
4
2.5
3
3
2
3.5
1
4
For SI: 1 foot = 304.8 mm.
SECTION H1 15
REFERENCED STANDARDS
ASTM D 635—03
NFPA 70—08
NFPA 701—99
Test Method for
Rate of Burning and/or
Extent and Time of Burning
of Self-Supporting Plastics in
a Horizontal Position
National Electrical Code
Methods of Fire Test for
Flame Propagation of
Textiles and Films
H107.1.1
H106.1,
H106.2
H106.1.1
SECTION H1 14
PORTABLE SIGNS
H114.1 General. Portable signs shall conform to require-
ments for ground, roof, projecting, flat and temporary signs
where such signs are used in a similar capacity. The require-
ments of this section shall not be construed to require porta-
ble 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)
30
500
v.
Plain, plate or wired
45
700
3 / 16
Plain, plate or wired
144
3,600
^ X
Plain, plate or wired
>144
> 3,600
%
Wired glass
For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 i
638
2012 INTERNATIONAL BUILDING CODE®
APPENDIX I
PATIO COVERS
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
SECTION 1101
GENERAL
1101.1 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 carports, garages, storage rooms or habitable
rooms.
SECTION 1102
DEFINITIONS
1102.1 General. The following words and terms shall, for the
purposes of this appendix, have the meanings shown herein.
Refer to Chapter 2 of the International Building Code for
general definitions.
PATIO COVER. A structure with open or glazed walls
which is used for recreational, outdoor living purposes asso-
ciated with a dwelling unit.
SECTION 1105
STRUCTURAL PROVISIONS
1105.1 Design loads. 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 2 ) 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.
1105.2 Footings. 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
provisions of Chapter 19 of this code, is not less than 37,
inches (89 mm) thick and further provided that the columns
do not support loads in excess of 750 pounds (3.36 kN) per
column.
SECTION 1103
EXTERIOR WALLS AND OPENINGS
1103.1 Enclosure walls. 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 percent of the area below a minimum of 6 feet 8 inches
(2032 mm) of each wall, measured from the floor. Openings
shall be permitted to be enclosed with insect screening,
approved translucent or transparent plastic not more than
0.125 inch (3.2 mm) in thickness, glass conforming to the
provisions of Chapter 24 or any combination of the forego-
ing.
1103.2 Light, ventilation and emergency egress. Exterior
openings of the dwelling unit required for light and ventila-
tion shall be permitted to open into a patio structure. How-
ever, 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 unen-
closed, shall be provided with exits conforming to the provi-
sion of Chapter 10.
SECTION 1104
HEIGHT
1104.1 Height Patio covers shall be limited to one-story
structures not exceeding 12 feet (3657 mm) in height.
2012 INTERNATIONAL BUILDING CODE®
639
640 201 2 INTERNATIONAL BUILDING CODE®
APPENDIX J
GRADING
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
SECTION J1 01
GENERAL
J] 01.1 Scope. The provisions of this chapter apply to grad-
ing, excavation and earthwork construction, including fills
and embankments. Where conflicts occur between the techni-
cal requirements of this chapter and the geotechnical report,
the geotechnical report shall govern.
J101.2 Flood hazard areas. The provisions of this chapter
shall not apply to grading, excavation and earthwork con-
struction, including fills and embankments, in floodways
within floo d hazard areas established in Section 1612.3 or in
flood hazard areas where design flood elevations are speci-
fied but floodways have not been designated, unless it has
been demonstrated through hydrologic and hydraulic analy-
ses performed in accordance with standard engineering prac-
tice that the proposed work will not result in any increase in
the level of the base flood.
SECTION J1 02
DEFINITIONS
J102.1 Definitions. The following words and terms shall, for
the purposes of this appendix, have the meanings shown
herein. Refer to Chapter 2 of the International Building Code
for general definitions.
BENCH. A relatively level step excavated into earth material
on which fill is to be placed.
COMPACTION. The densification of a fill by mechanical
means.
CUT. See "Excavation."
DOWN DRAIN. 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.
GRADING. An excavation or fill or combination thereof.
KEY. A compacted fill placed in a trench excavated in earth
material beneath the toe of a slope.
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.
SECTION J1 03
PERMITS REQUIRED
J 103.1 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 grad-
ing permit does not include the construction of retaining
walls or other structures.
J103.2 Exemptions. 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.
SECTION J1 04
PERMIT APPLICATION AND SUBMITTALS
J104.1 Submittal requirements. In addition to the provi-
sions of Section 105.3, the applicant shall state the estimated
quantities of excavation and fill.
J104.2 Site plan requirements. In addition to the provisions
of Section 107, a grading plan shall show the existing grade
and finished grade in contour intervals of sufficient clarity to
indicate 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 suffi-
cient detail to identify how grade changes will conform to the
requirements of this code.
2012 INTERNATIONAL BUILDING CODE®
641
APPENDIX J
J104.3 Geotechnical report. A geotechnical report prepared
by a registered design professional shall be provided. The
report shall contain at least the following:
1. The nature and distribution of existing soils;
2. Conclusions and recommendations for grading proce-
dures;
3. Soil design criteria for any structures or embankments
required to accomplish the proposed grading; and
4. Where necessary, slope stability studies, and recom-
mendations and conclusions regarding site geology.
Exception: A geotechnical report is not required where
the building code 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 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 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.
SECTION J107
FILLS
J107.1 General. Unless otherwise recommended in the geo-
technical report, fills shall comply with the provisions of this
section.
J107.2 Surface preparation. The ground surface shall be
prepared to receive fill by removing vegetation, topsoil and
other unsuitable materials, and scarifying the ground to pro-
vide a bond with the fill material.
J107.3 Benching. Where existing grade is at a slope steeper
than five units horizontal to one unit vertical (20-percent
slope) and the depth of the fill exceeds 5 feet (1524 mm)
benching shall be provided in accordance 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.
J107.4 Fill material. Fill material shall not include organic,
frozen or other deleterious materials. No rock or similar irre-
ducible material greater than 12 inches (305 mm) in any
dimension shall be included in fills.
J107.5 Compaction. 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.
J 107.6 Maximum slope. The slope of fill surfaces shall be
no steeper than is safe for the intended use. Fill slopes steeper
than two units horizontal to one unit vertical (50-percent
slope) shall be justified by a geotechnical report or engineer-
ing data.
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 two units horizontal to one unit vertical (50-per-
cent slope) unless the owner or authorized agent furnishes a
geotechnical report justifying a steeper slope.
Exceptions:
1. A cut surface shall be permitted to be at a slope of
1.5 units horizontal to one unit vertical (67-percent
slope) provided that all of 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 code official.
1.5. Ground water is not encountered.
2. A cut surface in bedrock shall be permitted to be at a
slope of one unit horizontal to one unit vertical (100-
percent slope).
SECTION J108
SETBACKS
J108.1 General. Cut and fill slopes shall be set back from the
property lines in accordance with this section. Setback
dimensions shall be measured perpendicular to the property
line and shall be as shown in Figure 1108.1, unless substanti-
ating data is submitted justifying reduced setbacks.
J108.2 Top of slope. The setback at the top of a cut slope
shall not be less than that shown in Figure J 108.1, or than is
required to accommodate any required interceptor drains,
whichever is greater.
J108.3 Slope protection. Where required to protect adjacent
properties at the toe of a slope from adverse effects of the
grading, additional protection, approved by the building offi-
cial, shall be included. Such protection may include but shall
not be limited to:
1. Setbacks greater than those required by Figure 1108.1.
2. Provisions for retaining walls or similar construction.
3. Erosion protection of the fill slopes.
4. Provision for the control of surface waters.
642
2012 INTERNATIONAL BUILDING CODE®
APPENDIX J
TOP OF FILL
FILL SLOPE
* 5 FT. (1524 mm) OR GREATER
<5
For SI: 1 foot = 304.8 mm.
REMOVE UNSUITABLE
MATERIAL
10 FT. (3048 mm) MINIMUM
FIGURE J107 .3
BENCHING DETAILS
Property
Line
H/5 but 2 ft. (61 mm) minimum -
and need not exceed
1 ft. (3048 mm) maximum
Property
Line
H/5 but 2 ft. (61 mm) minimum
and need not exceed
20 ft. (6096 mm) maximum
Interceptor Drain
(if required)
For SI: 1 foot = 304.8 mm.
FIGURE J108.1
DRAINAGE DIMENSIONS
2012 INTERNATIONAL BUILDING CODE®
643
APPENDIX J
SECTION J1 09
DRAINAGE AND TERRACING
J109.1 General. Unless otherwise recommended by a regis-
tered design professional, drainage facilities and terracing
shall be provided in accordance with the requirements of this
section.
Exception: Drainage facilities and terracing need not be
provided where the ground slope is not steeper than 3 hor-
izontal to 1 vertical (33 percent).
J109.2 Terraces. Terraces at least 6 feet (1829 mm) in width
shall be established at not more than 30-foot (9144 mm) ver-
tical intervals on all cut or fill slopes to control surface drain-
age and debris. Suitable access shall be provided to allow for
cleaning 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
application. 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 2 ) (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 thick-
ness, or by other materials suitable to the application. Dis-
charge from the drain shall be accomplished in a manner to
prevent erosion and shall be approved by the building offi-
cial.
J 109.4 Drainage across property lines. Drainage across
property lines shall not exceed that which existed prior to
grading. 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
installation of nonerosive down drains or other devices.
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
ASTM D Test Method for Laboratory
1557-eOl Compaction Characteristics of
Soil Using Modified Effort
[56,000 ft-lb/ft 3 (2,700kN-m/m 3 )].
J107.6
SECTSON J110
EROSION CONTROL
J 110.1 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 pro-
vided on cut slopes not subject to erosion due to the ero-
sion-resistant character of the materials.
Erosion control for the slopes shall be installed as soon as
practicable and prior to calling for final inspection.
644
2012 INTERNATIONAL BUILDING CODE®
APPENDIX K
ADMINISTRATIVE PROVISIONS
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
With the exception of Section Kill, this appendix contains
only administrative provisions that are intended to be used by
a jurisdiction to implement and enforce NFPA 70, the
National Electrical Code. Annex H of NFPA 70 also contains
administrative and enforcement provisions, and these provi-
sions may or may not be completely compatible with or con-
sistent with Chapter 1 of the 1BC, whereas the provisions in
IBC Appendix K are compatible and consistent with Chapter
1 of the IBC and other ICC codes. Section Kill contains
technical provisions that are unique to this appendix and are
in addition to those of NFPA 70.
The provisions of Appendix K are specific to what might be
designated as an Electrical Department of Inspection and
Code Enforcement and could be implemented where other
such provisions are not adopted.
SECTION K101
GENERAL
K101.1 Purpose. A purpose of this code is to establish mini-
mum requirements to safeguard public health, safety and gen-
eral welfare by regulating and controlling the design,
construction, installation, quality of materials, location, oper-
ation and maintenance or use of electrical systems and equip-
ment.
K101.2 Scope. This code applies to the design, construction,
installation, alteration, repairs, relocation, replacement, addi-
tion to, use or maintenance of electrical systems and equip-
ment.
SECTION K102
APPLICABILITY
K102.1 General. The provisions of this code apply to all
matters affecting or relating to structures and premises, as set
forth in Section K 101.
K102.2 Existing installations. Except as otherwise provided
for in this chapter, a provision in this code shall not require
the removal, alteration or abandonment of, nor prevent the
continued utilization and maintenance of, existing electrical
systems and equipment lawfully in existence at the time of
the adoption of this code.
K102.3 Maintenance. Electrical systems, equipment, materi-
als and appurtenances, both existing and new, and parts
thereof shall be maintained in proper operating condition 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 electri-
cal systems and equipment. To determine compliance with
this provision, the building official shall have the authority to
require that the electrical systems and equipment be rein-
spected.
K 102.4 Additions, alterations and repairs. Additions, alter-
ations, 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 pro-
visions for new construction, except where such work is per-
formed in the same manner and arrangement as was in the
existing system, is not hazardous and is approved.
K102.5 Subjects not regulated by this code. Where no
applicable standards or requirements are set forth in this code,
or are contained within other laws, codes, regulations, ordi-
nances 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 building official to deter-
mine compliance with codes or standards for those activities
or installations within the building official's jurisdiction or
responsibility.
SECTION K103
PERMITS
K103.1 Types of permits. An owner, authorized agent or
contractor 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 instal-
lation of which is regulated by this code, or to cause such
work to be done, shall first make application to the building
official and obtain the required permit for the work.
Exception: Where repair or replacement of electrical sys-
tems or equipment must be performed in an emergency sit-
uation, the permit application shall be submitted within the
next working business day of the department of electrical
inspection.
K103.2 Work exempt from permit. The following work
shall be exempt from the requirement for a permit:
1 . Listed cord- and plug-connected temporary decorative
lighting.
2. Reinstallation of attachment plug receptacles, but not
the outlets therefor.
2012 INTERNATIONAL BUILDING CODE 8
645
APPENDIX K
3. Replacement of branch circuit overcurrent devices of
the required capacity in the same location.
4. Temporary wiring for experimental purposes in suit-
able experimental laboratories.
5. Electrical wiring, devices, appliances, apparatus or
equipment operating at less than 25 volts and not capa-
ble 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
violation of the provisions of this code or other laws or ordi-
nances of this jurisdiction.
SECTION K104
CONSTRUCTION DOCUMENTS
K104.1 Information on construction documents. Con-
struction documents shall be drawn to scale upon suitable
material. Electronic media documents are permitted to be
submitted where approved by the building official. Construc-
tion documents shall be of sufficient clarity to indicate the
location, nature and extent of the work proposed and show in
detail that such work will conform to the provisions of this
code and relevant laws, ordinances, rules and regulations, as
determined by the building official.
K104.2 Penetrations. Construction documents shall indicate
where penetrations will be made for electrical systems and
shall indicate the materials and methods for maintaining
required structural safety, fire-resistance rating and fire-
blocking.
K104.3 Load calculations. Where an addition or alteration
is made to an existing electrical system, an electrical load cal-
culation shall be prepared to determine if the existing electri-
cal service has the capacity to serve the added load.
SECTION K105
ALTERNATIVE ENGINEERED DESIGN
K105.1 General. The design, documentation, inspection,
testing and approval of an alternative engineered design elec-
trical system shall comply with this section.
K 105.2 Design criteria. An alternative engineered design
shall conform to the intent of the provisions of this code and
shall provide an equivalent level of quality, strength, effec-
tiveness, fire-resistance, durability and safety. Materials,
equipment or components shall be designed and installed in
accordance with the manufacturer' s installation instructions.
K105.3 Submittal. 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.
K105.4 Technical data. 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.
K105.5 Construction documents. The registered design
professional shall submit to the building official two com-
plete 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.
K105.6 Design approval. Where the building official deter-
mines that the alternative engineered design conforms to the
intent of this code, the electrical system shall be approved. If
the alternative engineered design is not approved, the build-
ing official shall notify the registered design professional in
writing, stating the reasons therefor.
K105.7 Inspection and testing. The alternative engineered
design shall be tested and inspected in accordance with the
requirements of this code.
SECTION K1 06
REQUIRED INSPECTIONS
K106.1 General. The building official, upon notification,
shall make the inspections set forth in this section.
KI06.2 Underground. Underground inspection shall be
made after trenches or ditches are excavated and bedded, pip-
ing and conductors installed, and before backfill is put in
place. Where excavated soil contains rocks, broken concrete,
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 granu-
lar or selected material, approved running boards, sleeves or
other means.
K106.3 Rough-in. 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 com-
plete, and prior to the installation of wall or ceiling mem-
branes.
K106.4 Contractors' responsibilities. It shall be the respon-
sibility 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
regulations concerning licensing.
SECTION K1 07
PREFABRICATED CONSTRUCTION
K107.1 Prefabricated construction. Prefabricated construc-
tion is subject to Sections K107.2 through K107.5.
K107.2 Evaluation and follow-up inspection services.
Prior to the approval of a prefabricated construction assembly
having concealed electrical work and the issuance of an elec-
trical permit, the building official shall require the submittal
of an evaluation report on each prefabricated construction
assembly, indicating the complete details of the electrical sys-
tem, 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 building official to determine conformance to this
code.
646
2012 INTERNATIONAL BUILDING CODE®
APPENDIX K
K107.3 Evaluation service. The building official shall desig-
nate the evaluation service of an approved agency as the eval-
uation agency, and review such agency's evaluation report
for adequacy and conformance to this code.
K 107.4 Follow-up inspection. Except where ready access is
provided to electrical systems, service equipment and acces-
sories for complete inspection at the site without disassembly
or dismantling, the building official shall conduct the in-plant
inspections as frequently as necessary to ensure conformance
to the approved evaluation report or shall designate an inde-
pendent, approved inspection agency to conduct such inspec-
tions. The inspection agency shall furnish the building official
with the follow-up inspection manual and a report of inspec-
tions upon request, and the electrical system shall have an
identifying label permanently affixed to the system indicating
that factory inspections have been performed.
K107.5 Test and inspection records. Required test and
inspection records shall be available to the building official at
all times during the fabrication of the electrical system and
the erection of the building; or such records as the building
official designates shall be filed.
SECTION K108
TESTING
K108.1 Testing. Electrical work shall be tested as required in
this code. Tests shall be performed by the permit holder and
observed by the building official.
K108.1.1 Apparatus, material and labor for tests.
Apparatus, material and labor required for testing an elec-
trical system or part thereof shall be furnished by the per-
mit holder.
K108.1.2 Reinspection and testing. Where any work or
installation does not pass an initial test or inspection, the
necessary corrections shall be made so as to achieve com-
pliance with this code. The work or installation shall then
be resubmitted to the building official for inspection and
testing.
SECTION K109
RECONNECTION
Kl.09.1 Connection after order to disconnect. 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 building official,
or the use of which has been ordered to be discontinued by
the building official until the building official authorizes the
reconnection and use of such systems.
removed or restored to a safe condition. A time limit for com-
pliance with such order shall be specified in the written
notice. A person shall not use or maintain a defective electri-
cal system or equipment after receiving such notice.
Where such electrical system is to be disconnected, writ-
ten 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.
SECTION K1 11
ELECTRICAL PROVISIONS
Klll.l Adoption. Electrical systems and equipment shall be
designed, constructed and installed in accordance with the
International Residential Code or NFPA 70 as applicable,
except as otherwise provided in this code.
[F] Kill. 2 Abatement 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 building official responsible for enforce-
ment of this code. Electrical wiring, devices, appliances and
other equipment which is modified or damaged and consti-
tutes an electrical shock or fire hazard shall not be used.
[F] K111.3 Appliance and fixture 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.
K111.4 Nonmetallic-sheathed 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.
K111.5 Cutting, notching and boring. The cutting, notch-
ing and boring of wood and steel framing members, structural
members and engineered wood products shall be in accor-
dance with this code.
Kill. 6 Smoke alarm circuits. Single- and multiple-station
smoke alarms required by this code and installed within
dwelling units shall not be connected as the only load on a
branch circuit. Such alarms shall be supplied by branch cir-
cuits having lighting loads consisting of lighting outlets in
habitable spaces.
K111.7 Equipment and door labeling. Doors into electrical
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 ser-
vice, 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.
SECTION K110
CONDEMNING ELECTRICAL SYSTEMS
K110.1 Authority to condemn electrical systems. Wher-
ever the building official determines that any electrical sys-
tem, or portion thereof, regulated by this code has become
hazardous to life, health or property, the building official
shall order in writing that such electrical systems either be
2012 INTERNATIONAL BUILDING CODE 8
647
648 2012 INTERNATIONAL BUILDING CODE®
APPENDIX L
EARTHQUAKE RECORDING INSTRUMENTATION
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
SECTION L1 01
GENERAL
L101.1 General. Every structure located where the 1 -second
spectral response acceleration, S„ in accordance with Section
1613.3 is greater than 0.40 that either 1) exceeds six stories in
height with an aggregate floor area of 60,000 square feet
(5574 m 2 ) or more, or 2) exceeds ten stories in height regard-
less of floor area, shall be equipped with not less than three
approved recording accelerographs. The accelerographs shall
be interconnected for common start and common timing.
L101.2 Location. As a minimum, instruments shall be
located at the lowest level, mid-height, and near the top of the
structure. Each instrument shall be located so that access is
maintained at all times and is unobstructed by room contents.
A sign stating "MAINTAIN CLEAR ACCESS TO THIS
INSTRUMENT" in 1-inch block letters shall be posted in a
conspicuous location.
L101.3 Maintenance. Maintenance and service of the instru-
mentation shall be provided by the owner of the structure.
Data produced by the instrument shall be made available to
the building official on request.
Maintenance and service of the instruments shall be per-
formed annually by an approved testing agency. The owner
shall file with the building official a written report from an
approved testing agency certifying that each instrument has
been serviced and is in proper working condition. This report
shall be submitted when the instruments are installed and
annually thereafter. Each instrument shall have affixed to it
an externally visible tag specifying the date of the last main-
tenance or service and the printed name and address of the
testing agency.
2012 INTERNATIONAL BUILDING CODE 8 649
650 201 2 INTERNATIONAL BUILDING CODE®
APPENDIX M
TSUNAMI-GENERATED FLOOD HAZARD
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance.
SECTION M1 01
TSUNAMI-GENERATED FLOOD HAZARD
Ml 01.1 General. The purpose of this appendix is to provide
tsunami regulatory criteria for those communities that have a
tsunami hazard and have elected to develop and adopt a map
of their tsunami hazard inundation zone.
M101.2 Definitions. The following words and terms shall,
for the purposes of this appendix, have the meanings shown
herein. Refer to Chapter 2 of the International Building Code
for general definitions.
TSUNAMI HAZARD ZONE. The area vulnerable to being
flooded or inundated by a design event tsunami as identified
on a community's Tsunami Hazard Zone Map.
TSUNAMI HAZARD ZONE MAP. A map adopted by the
community that designates the extent of inundation by a
design event tsunami. This map shall be based on the tsu-
nami inundation map which is developed and provided to a
community by either the applicable State agency or the
National Atmospheric and Oceanic Administration (NOAA)
under the National Tsunami Hazard Mitigation Program, but
shall be permitted to utilize a different probability or hazard
level.
M101.3 Establishment of Tsunami Hazard Zone. Where
applicable, if a community has adopted a Tsunami Hazard
Zone Map, that map shall be used to establish a community's
Tsunami Hazard Zone.
M101.4 Construction within the Tsunami Hazard Zone.
Construction of structures designated Risk Category III and
IV as specified under Section 1604.5 shall be prohibited
within a Tsunami Hazard Zone.
Exceptions:
1. A vertical evacuation tsunami refuge shall be per-
mitted to be located in a Tsunami Hazard Zone pro-
vided it is constructed in accordance with FEMA
P646.
2. Community critical facilities shall be permitted to be
located within the Tsunami Hazard Zone when such
a location is necessary to fulfill their function, pro-
viding suitable structural and emergency evacuation
measures have been incorporated.
SECTION M1 02
REFERENCED STANDARDS
FEMA P646— 08 Guidelines for Design of Ml 01 .4
Structures for Vertical
Evacuation from Tsunamis
2012 INTERNATIONAL BUILDING CODE® 651
652 2012 INTERNATIONAL BUILDING CODE®
INDEX
ACCESS OPENINGS
Attic 1209.2
Crawl space 1209.1
Doors 712.3.2
Fire clamper 716.4
Fire department 402.17
Mechanical appliances 1209.3
Refuse/laundry chutes 708.13.3
ACCESSIBILITY 1007, Chapter 11, 3411,
Appendix E
Airports 412.3.5, E110
Assembly 1007.1, 1108.2, 1109.11
Bus stops E108
Controls 1109.13
Detectable warnings 1 1 09. 1
Detention and correctional facilities 1 103.2.14,
1107.5.5, 1108.4.2,
3411.8.7, E104.1
Dining areas 1108.2.9, 1109.11
Dressing rooms 1109.12.1
Drinking fountains 1 109.5
Dwelling units 1103.2.4, 1105.1.6, 1107,
3411.8.7,3411.8.8,3411.8.9
Egress (see ACCESSIBLE MEANS
OF EGRESS) 1007
Elevators 1007.2.1, 1007.4, 1007.7.3
1109.7,3001.3,3411.8.2
Employee work areas 907.5.2.3.2,
1103.2.3,1104.3.1
Entrances 1105,3411.8.1,3411.9.3
Escalators 3411.8.4
Exceptions 1103.2, 1104.4, 1107.7
Existing buildings 1007.1, 1103.2.2,
3411,3412.2.5
Fuel dispensing 1109.14,3411.8.13
Historic buildings 341 1 .9
Judicial facilities 1108.4, 3411.8.7, 3411.8.10
Kitchens 1109.4
Laundry E105.2
Lifts 1007.5,1109.8,3411.8.3
Live/work unit 419.7, 1103.2.13
Maintenance 341 1 .2
Parking and passenger loading facilities 1 106
Performance areas 11 08.2.8, 341 1 .8.6
Platform 1108.2.8,3411.8.6, E103.1
Press box 11 04.3.2
Ramps 1010,3411.8.5
Recreational facilities 1109.15
Route 1003.3.4, 1104, 1107.4, 3411.7,
3411.9.1,3411.9.2
Saunas and steam rooms 1 109.6
Scoping 108.2, 116.1, 1101,
1103.1,3411.1, E101.1
Seating 1108.2,1109.11
Service facility 1109.12,3411.8.12
Signage 1007.8 through 1107.11, 1110, E107
Sleeping units 1107,1105.1.6,3411.8.7,
3411.8.8,3411.8.9
Storage 1108.3, 1109.9
Telephone E106
Toilet and bathing facilities 1107.6.1.1, 1109.2,
1 1 09.3, 341 1 .8.1 1 , 341 1 .9.4, E105.1
Train and light-rail stations E109
Transient lodging ... 1103.2.11,1107.6.1,3411.8.7,
3411.8.9, E104.2, E104.3
Windows 1109.13.1
ACCESSIBLE MEANS OF EGRESS 1007
Areas of refuge (see AREA OF REFUGE)
Assembly 1007.1, 1028.8
Elevators 1007.2.1, 1007.4, 1007.8
Existing building 1007.1,3411.6
Exterior area for assisted rescue
(see EXTERIOR AREA FOR ASSISTED RESCUE)
Horizontal exit (see HORIZONTAL EXIT)
Mezzanine 1007.1
Platform lift 1007.5
Required 1007.1
Stairs 1007.3
Signage 1007.8 through 1007.11, 3002.3
ACCESSORY OCCUPANCIES 303.1.2, 303.1.4,
305.1.1,312.1,419.1,508.2
ADDITION 3403, D103.1
Accessibility 341 1 .5
Means of egress 3302.1 , 331
ADMINISTRATION Chapter 1
ADOBE CONSTRUCTION 2102.1, 2109.3
AEROSOLS 202, 307.1, 311.2,
414.1.2.1,414.2.5,907.2.16
AGRICULTURAL BUILDINGS
(see GROUP U) 312.1 , 1 103.2.5,
Appendix C
AIR CONDITIONING
(see MECHANICAL) 2801 .1 , 3006.2
AIR INTAKES (see YARDS OR COURTS). . .1206.3.2
2012 INTERNATIONAL BUILDING CODE®
653
INDEX
AIRCRAFT HANGARS 412.4
Aircraft paint hangars 412.6, 507.9
Basements 412.4.2
Construction 412.4.1, 412.6.2
Fire area 412.4.6.2
Fire suppression system 412.4.6, 412.6.5
Heliports and helistops 412.7, 905.3.6,
906.1, 1021.2, 1605.4
Residential 41 2.5, 907.2.21
Unlimited height and area 504.1 , 507.9
AIRCRAFT-RELATED OCCUPANCIES . . . 412, E110
Airport traffic control towers 412.3, 907.2.22
Alarms and detection 412.3.4, 907.2.22
Construction type 412.3.2
Egress 412.3.3
Traffic control towers 412.3
Type of construction 412.3.2
AISLE 1017
Aisle accessways 1017.4, 1028.10
Assembly seating 1017.2, 1028.6
Bleachers 1028.1 .1
Business 1017.3, 1017.4
Check-out 1109.12.2
Converging 1028.9.3
Egress 1017
Folding and telescopic seating 1028.1 .1
Grandstands 1028.1.1
Mercantile 1017.3, 1017.4
Obstructions 1028.9.6
Tents 3103.4
Walking surfaces 1028.1 1
Width 1028.9
ALARM SYSTEMS, EMERGENCY 908
ALARMS, FIRE (see FIRE ALARM AND SMOKE
DETECTION SYSTEMS)
ALARMS, VISIBLE 907.5.2.3
Common areas 907.5.2.3.1
Employee work areas 907.2.5.3.2
Group 1-1 907.5.2.3.3
Group R-1 907.5.2.3.3
Group R-2 907.5.2.3.4
Public areas 907.5.2.3.1
ALARMS, VOICE 907.5.2.2
Amusement buildings, special 41 1 .6, 2702.2.1
Covered and open mall buildings 402.7.4,
907.2.20,2702.2.14
High-rise buildings 403.4.3, 907.2.13
Occupant evacuation elevators 3008.10
Special amusement buildings 411.6
Underground buildings 405.9.1 ,
907.2.18,907.2.19
ALLOWABLE STRESS DESIGN 1602.1
Load combinations 1605.3
Masonry design 2101.2.1, 2107
Wood design 2301 .2, 2306
ALTERATIONS 3404, D103.1
Accessibility 341 1 .6, 341 1 .7, 341 1 .9
Compliance alternatives 3412
Means of egress 3302.1, 3310.2, 3411.6
ALTERNATING TREAD DEVICES 1009.13
Construction 1009.13.2
Equipment platform 505.5
Heliports 412.7.3
Technical production areas 410.5.3
ALTERNATIVE MATERIALS,
DESIGN AND METHODS 104.11
ALUMINUM 1404.5.1, 1604.3.5, Chapter 20
AMBULATORY CARE FACILITIES 422
Alarm and detection 907.2.2.1
Smoke compartment 422.2, 422.4
AMUSEMENT BUILDING, SPECIAL 41 1
Alarm and detection 41 1 .3, 411 .5, 907.2.1 2
Classification 41 1 .1
Emergency voice/alarm
communications system 411.6, 907.2.12
Exit marking 41 1 .7
Interior finish 411.8
Sprinklers protection 41 1 .4
AMUSEMENT PARK STRUCTURES 303
ANCHOR STORE (see COVERED MALL
AND OPEN MALL BUILDINGS) 402
Construction type 402.4.1
Means of egress 402.8.4.1
Occupant load 402.8.2.3
Separation 402.4.2.2, 402.4.2.3
Sprinkler protection 402.5
ANCHORAGE 1604.8
Braced wall line sills 2308.3.3
Concrete 1911, 1912
Conventional light-frame
construction 2308.11.3.1,2308.12.7,
2308.12.8,2308.12.9
Decks 1604.8.3
Seismic anchorage for masonry chimneys .. .2113.4
Seismic anchorage for masonry fireplaces ... 21 1 1 .4
Walls 1604.8.2
Wood sill plates 2308.6
APARTMENT HOUSES 310.1
APPEALS 113
ARCHITECT (see definition for REGISTERED
DESIGN PROFESSIONAL)
ARCHITECTURAL TRIM 603.1,
1406.2.2, D102.2.7
654
2012 INTERNATIONAL BUILDING CODE®
INDEX
AREA, BUILDING Chapter 5
Accessory uses 508.2.1
Aircraft control towers 412.3.1
Aircraft hangars, residential 412.5.5
Covered and open mall building 402.4.1
Enclosed parking garage 406.6.1, 510.3
Equipment platforms 505.3.1
Incidental uses 509.3
Limitations 503, 505
Membrane structures 3102.4
Mezzanines 505.2.1
Mixed construction types 3102.6
Mixed occupancy 508.2.1, 508.3.2, 508.4.2
Modifications 506, 510
Open mall building 402.4.1
Open parking garage 406.5.4, 406.5.4.1,
406.5.5,510.2,510.3,
510.4,510.7,510.8,510.9
Private garages and carports 406.3.1, 406.3.2
Unlimited area 503.1.1, 503.1.3, 507
AREA FOR ASSISTED RESCUE, EXTERIOR
(see EXTERIOR AREAS FOR ASSISTED RESCUE)
AREA OF REFUGE
(see ACCESSIBLE MEANS OF EGRESS)
Requirements 1007.6, 1007.6.1, 1007.6.2
Signage 1007.9, 1007.10, 1007.11
Two-way communication 1007.6.3,
1007.8, 1007.11
Where required 1007.2, 1007.3, 1007.4
ASSEMBLY OCCUPANCY (GROUP A). . . . 303, 1028
Accessibility 1108.2, 1108.4, 1109.2.1, 1109.15
Alarms and detection 907.2.1
Area 503, 506, 507, 508
Bleachers (see BLEACHERS)
Folding and telescopic seating (see BLEACHERS)
Grandstands (see GRANDSTANDS)
Group specific provisions
A-1 303.2
A-2 303.3
A-3 303.4
A-4 303.5
A-5 303.6
Motion picture theater 409, 507.1 1
Special amusement buildings 41 1
Stages and platforms 410
Height 503, 504, 505, 506, 508, 510
Incidental uses 509
Interior finishes Table 803.9, 804
Live load Table 1607.1, 1607.9.1.4, 1607.11.2.2
Means of egress
Aisles 1017.2, 1028.9, 1028.10
Assembly spaces 1 028
Exit signs 1 01 1 .1
Guards 1013.2, 1028.14
Main exit 1 028.3
Outdoors 1 009.3, 1 022.1
Panic hardware 1008.1.10, 1008.2.1
Travel distance 1014.3, 1016.2,
1021.1, 1021.2, 1028.7
Mixed occupancies 508.3, 508.4
Accessory 508.2
Education 303.1 .3
Live/work units 419
Mall buildings 402
Other occupancies 303.1.1, 303.1.2
Parking below/above 510.7, 510.9
Religious facilities 303.1 .4
Special mixed 510.2
Motion picture theaters 409, 507.1 1
Occupancy exceptions .... 303.1 .1 , 303.1 .2, 303.1 .3
303.1.4,305.1.1,305.2.1
Plumbing fixtures 2902
Risk category Table 1604.5
Seating, fixed (see SEATING, FIXED)
Seating, smoke-protected 1028.6.2
Sprinkler protection 410, 507.3, 507.6,
507.7,507.11,903.2.1
Stages and platforms 410, 905.3.4
Standby/Emergency power systems 2702.2.1
Standpipes 905.3.2, 905.3.4, 905.5.1
Unlimited area 402, 507.3, 507.3.1
507.6,507.7,507.11
ASSISTED LIVING (see GROUP 1-1) .... 308.3, 310.6
Sixteen or fewer residents
(see Group R-4) 308.3.1, 308.3.2, 310.5.1
ATMOSPHERIC ICE LOADS 1614
ATRIUM 404
Alarms and detection 404.4, 907.2.14
Enclosure 404.6, 707.3.5
Interior finish 404.8
Smoke control 404.5, 909
Sprinkler protection 404.3
Standby power 404.7
Travel distance 404.9, 1014.3, 1016.2, 1021.2
Use 404.2
ATTIC
Access 1 209.2
Combustible storage 413.2
Draftstopping 717.4
Insulation 71 9.3.1
Live load Table 1607.1
Unusable space fire protection 712.3.3
Ventilation 1203.2
2012 INTERNATIONAL BUILDING CODE 8
655
INDEX
AUDITORIUM 303, 305.1 .1
Accessibility 11 08.2
Foyers and lobbies 1028.4
Interior balconies 1028.5
Motion picture projection rooms 409
Stages and platforms 410
AUTOMOBILE PARKING GARAGE (see GARAGE,
AUTOMOBILE PARKING) 406
AWNINGS 3105
Design and construction 3105.3
Drainage, water 3201 .4
Encroachment, public right-of-way 3202.2.3,
3202.3.1,3202.4
Fire district D102.2.8
Live load .... Table 1607.1, 1607.12.2.1, 1607.12.4
Materials 3105.4
Motor vehicle service stations 406.7.2
Permanent D102.2.8
Plastic 2606.10
B
BALCONIES
Accessibility 1 108.2.4
Assembly 1028.5
Construction, exterior 1406.3
Guards 1013.2
Live load Table 1 607.1
Means of egress 1016.2, 1019, 1028.5
Open mall building 402.4.3, 402.5
Projection 705.2, 1406.3
Public right-of-way encroachments 3202.3.2,
3202.3.3
Travel distance 1016.2.1
BARBECUES 2801
BARRIERS
Fire (see FIRE BARRIER)
Pedestrian protection 3306
Smoke (see SMOKE BARRIER)
Vehicle 406.4.3, 1602.1, 1607.8.3
BASEMENT
Aircraft hangars 412.4.2
Area modification 506.4, 506.5
Considered a story 202
Emergency escape 1029.1
Exits 1021.2.2
Flood loads 1612.2, 1612.5
Height modifications for 510.5
Prohibited 415.6, 415.7.2,
415.10.5.2,418.1
Rodentproofing Appendix F
Sprinkler protection 903.2.11.1
Waterproofing and dampproofing 1805
BASEMENT WALLS
Concrete Table 1904.2
Soil loads 1610.1
Waterproofing and dampproofing 1805
BASIC WIND SPEED 1609.3
BAY AND ORIEL WINDOWS 1406.4
Public right-of-way encroachments 3202.3.2,
3202.3.3
BLEACHERS 303.6,1028.1.1,3401.1
Accessibility 1108.2
Egress 1028.1.1
Live load Table 1607.1
Occupant load 1004.7
Separation 1028.1.1.1
BLOCK (see CONCRETE BLOCK
AND GLASS UNIT MASONRY)
BOARD OF APPEALS 113,
Appendix B
Alternate members B101 .2.1
Application for appeal B101.1
Board decision B101.4
Limitations on authority 1 13.2
Membership of board B101 .2
Notice of meeting B101 .3
Qualifications 1 13.3, B101 .2.2
BOILER ROOM
Exits 1015.3
BOLTS 2204.2
Anchors 1908, 1909, 2204.2.1
BONDING, MASONRY 2103.9, 2109.2
BRACED WALL LINE 2302.1, 2308.3
Bracing 2309.3
Seismic requirements 2308.12.2,
2308.12.4,2308.12.6
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
BRICK (see MASONRY)
BUILDING
Area (see AREA, BUILDING) 502.1, 503,
505, 506, 507, 508, 510
Demolition 3303
Existing Chapter 34
Fire walls 706.1
656
2012 INTERNATIONAL BUILDING CODE®
INDEX
Height (see HEIGHT, BUILDING) 502.1,
503, 504, 505,
506,508,510
Occupancy classification Chapter 3
Party walls 706.1.1
BUILDING DEPARTMENT 103
BUILDING OFFICIAL
Approval 202
Duties and powers 1 03
Qualifications A101 .1
Records 104.7
Termination A101.4
BUILT-UP ROOFS 1507.10
BUSINESS OCCUPANCY (GROUP B) 304
Alarms and detection 907.2.2
Ambulatory health care facilities 305.2, 308.6,
310.5.1,422
Area 503, 505, 506, 507, 508
Height 503, 504, 505, 506, 508, 510
Incidental uses 509
Interior finishes Table 803.9, 804
Live load Table 1607.1
Means of egress
Aisles 1017.3, 1017.4
Travel distance 1014.3, 1016.2, 1021.2
Mixed occupancies 508.3, 508.4
Accessory 303.1 , 508.2
Ambulatory care facilities 422
Assembly 303.1 .1 , 303.1 .2
Educational 303.1 , 304.1
Live/work units 419
Mall buildings 402
Parking below/above 509.7, 509.8, 509.9
Special mixed 510.2
Occupancy exceptions 303.1 .1 , 303.1 .2
Plumbing fixtures 2902
Risk category Table 1604.5
Sprinkler protection 903.2.2
Unlimited area 507.3, 507.4
CABLES, STEEL STRUCTURAL 2208
CALCULATED FIRE RESISTANCE
(see FIRE RESISTANCE, CALCULATED)
CANOPIES 31 05
Design and construction 3105.3
Drainage, water 3201 .4
Encroachment, public right-of-way 3202.3.1
Fire district D1 02.2.8
Live load Table 1607.1,
1607.12.2.1, 1607.12.4
Materials 3105.4
Motor vehicle service stations 406.5.3
Permanent D1 02.2.8
Plastic 2606.10
CARBON MONOXIDE ALARMS AND
DETECTION 908.7
CARE FACILITIES (see HEALTH CARE)
CARE PROVIDER STATIONS 407.2.2
CARE SUITES 202, 407.4.3
CARPET
Floor covering 804.2
Textile ceiling finish 803.6
Textile wall coverings 803.5
CATWALKS (see TECHNICAL
PRODUCTION AREAS)
Construction 41 0.3.2
Live loads Table 1607.1
Means of egress 41 0.6.3
Sprinkler protection 410.7
CEILING
Acoustical 808
Height 406.4.1, 409.2, 909.20.4.3, 1003.2,
1009.5, 1010.6.2, 1205.2.2, 1208.2
Interior finish 803
Penetration of fire-resistant assemblies 713.4,
716.2,716.6
Suspended acoustical 808.1.1
CELLULOSE NITRATE FILM 409.1, 903.2.5.3
CERAMIC TILE
Material requirements 2103.6
Mortar 2103.11
CERTIFICATE OF OCCUPANCY 106.2,
111, 3408.2
CHANGE OF OCCUPANCY 3408, D103.2
Accessibility 341 1 .4, 3412.2.5
CHILD CARE (see DAY CARE) 305.2, 308.6,
310.5.1
CHILDREN'S PLAY STRUCTURES 424
Accessibility 1109.15
Covered and open mall building 402.6.3
CHIMNEYS 2102.1,2111,2112,2113
Factory-built 71 7.2.5
Flashing 1503.6
Protection from adjacent construction 3307.1
CHURCHES
(see RELIGIOUS WORSHIP, PLACES OF)
CIRCULAR STAIRS (see CURVED STAIRWAYS)
CLAY ROOF TILE 1507.3
Testing 1711.2
CLINIC
Hospital [see INSTITUTIONAL (GROUP I-2)] . . .308.3
2012 INTERNATIONAL BUILDING CODE®
657
INDEX
Outpatient (see AMBULATORY
HEALTH CARE FACILITIES) 202, 304.1, 422
COAL POCKETS 41 5.8.1 .6
CODES 101.2, 101.4, 102.2,
102.4, 102.6, Chapter 35
COLD STORAGE
(see FOAM PLASTIC INSULATION)
COLD-FORMED STEEL 2202.1,2210
Light-frame construction 221 1
Special inspection 1705.2.2.1.1, 1705.2.2.2,
1705.10.2, 1705.11.3
COMBUSTIBLE DUSTS 307.4, 414.5.1,
415.8.1,415.8.2
COMBUSTIBLE LIQUIDS 307.1, 307.4, 307.5,
414.2.5,414.5.3,415.8.2,
415.9.1,418.6
COMBUSTIBLE MATERIAL
Concealed spaces 413.2, 717.5
Exterior side of exterior wall 1406
High-pile stock or rack storage 413.1,910.2.2
Type I and Type II 603, 805
COMBUSTIBLE PROJECTIONS 705.2, 1406.3
COMBUSTIBLE STORAGE 413, 910.2.2
COMMON PATH OF EGRESS TRAVEL 1014.3
COMPARTMENTATION
Ambulatory care facilities 422.3
Group I-2 407.5, 407.6
Group I-3 408.6
Underground buildings 405.4, 405.5.2
Values 3412.6.3
COMPLIANCE ALTERNATIVES 3412
COMPRESSED GAS 307.2, 415.8.7.2.2
CONCEALED SPACES 413.2,717
CONCRETE Chapter 19
ACI 318 modifications 1901.2, 1902.1
1903.1,1905
Anchorage 1908, 1909
Calculated fire resistance 721 .2
Construction documents 1901.3
Durability 1904
Exposure conditions 1904
Footings 1809
Foundation walls 1 807.1 .5, 1 808.8
Materials 1705.3.1, 1903
Mixing 1905.8
Pipe columns, concrete-filled 1912
Plain, structural 1909
Reinforced gypsum concrete 191 1
Rodentproofing Appendix F
Roof tile 1507.3, 1711.2
Shotcrete 1910
Slab, minimum 1907
Special inspections 1705.3, Table 1705.3
Specifications 1903
Strength testing 1705.3.1
Wood support 2304.12
CONCRETE MASONRY
Calculated fire resistance 721 .3
Construction 2104
Design 2101.2, 2108, 2109
Materials 2103.1
Surface bonding 2109.2
Testing 2105.2.2.2, 2105.3
Wood support 2304.12
CONCRETE ROOF TILE 1507.3
Wind resistance 1609.5.3, 171 1 .2
CONDOMINIUM (see APARTMENT HOUSES)
CONDUIT, PENETRATION PROTECTION .... 713.3,
1022.4
CONFLICTS IN CODE 102
CONGREGATE LIVING FACILITIES 202, 310
CONSTRUCTION (see SAFEGUARDS DURING
CONSTRUCTION)
CONSTRUCTION DOCUMENTS 107, 1603
Alarms and detection 907.1 .1
Concrete construction 1901 .3
Design load-bearing capacity 1803.6
Fire-resistant joint systems 714
Flood 1603.1.7
Floor live load 1603.1.1
Geotechnical 1603.1.6
Masonry 2101.3
Means of egress 107.2.3
Penetrations 713
Permit application 105.1
Retention 1 07.5
Review .1 07.3
Roof assemblies 1503
Roof live load 1603.1 .2
Roof snow load 1603.1 .3
Seismic 1603.1.5, 1603.1.9
Seismic certification 1705.12.3
Site plan 107.2.5
Soil classification 1803.6
Special loads 1603.1.8
Systems and components 1603.1.9
Temporary structures 3103.2
Wind load 1603.1.4
CONSTRUCTION JOINTS
Shotcrete 1910.7
CONSTRUCTION TYPES Chapter 6
Aircraft related 412.4.6.2
658
2012 INTERNATIONAL BUILDING CODE®
INDEX
Classification 602
Combustible material in Type I and
Type II construction 603, 805
Covered and open mall buildings 402.4.1
Fire district D102.2.3
Fire resistance Table 601 , Table 602
High-rise 403.2
Type I Table 601 , 602.2, 603
Type II Table 601 , 602.2, 603
Type III Table 601 , 602.3
Type IV Table 601 , 602.4
Type V Table 601 , 602.5
Underground buildings 405.2
CONTRACTOR'S RESPONSIBILITIES. . 901.5, 1704.4
CONTROL AREA 414.2, 707.3.7
Fire-resistance rating 414.2.4
Maximum allowed quantities 414.2.2
Number 414.2.3
CONVENTIONAL LIGHT-FRAME
CONSTRUCTION 2301.2,2302.1,2308
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
CONVEYING SYSTEMS 3005
CORNICES
Definition 202
Draftstopping 717.2.6
Live load Table 1607.1
Masonry 2104.2.1
Projection 705.2, 1406.3
Public right-of-way encroachments 3202.3.2,
3202.3.3
CORRIDOR (see CORRIDOR PROTECTION,
EXIT ACCESS, FIRE PARTITIONS and
SERVICE CORRIDORS) 1018
Air movement 1018.5
Continuity 1018.6
Covered and open mall buildings . . . 402.8.1, 402.8.6
Deadend 1018.4
Encroachment 1018.3
Elevation change 1003.5
Group I-2 407.2, 407.3, 407.4.1
Hazardous 415.10.1.2, 415.10.2,
415.10.6.4,415.10.7.1.4
Headroom 1003.2, 1003.3
HPM service 903.2.5.2
Live load Table 1607.1
Walls 709.1,1018.1
Width 1003.3.4, 1003.6, 1005.2,
1005.7, 1018.2, 1018.3
CORRIDOR PROTECTION, EXIT ACCESS
Construction, fire protection 709.1 ,
Table 1018.1, 1018.6
Doors 715.4
Glazing 715.5
Group I-2 407.3
Interior finish Table 803.9, 804.4
Opening protection 715, 716.5.4.1
Ventilation 1018.5, 1018.5.1
CORROSIVES 307.2, 307.6, Table 414.2.5(1),
414.3, 415.9.3, Table 415.10.1.1.1
COURTS (see YARDS OR COURTS) 1206
COVERED AND OPEN MALL BUILDINGS 402
Alarms and detection . .402.7.4, 907.2.20, 2702.2.14
Children's play structures 402.6.3, 424
Construction type 402.4
Fire department 402.3, 402.7.5
Interior finish 402.6.1
Kiosk 402.6.2
Means of egress 402.8
Occupant load 402.8.3
Open mall construction 402.4.3
Perimeter line 402.1 .2
Separation 402.4.2
Signs 402.6.4
Smoke control 402.7.2
Sprinkler protection 402.5
Standby power 402.7.3, 2702.2.14
Standpipe system 402.7.1, 905.3.3
Travel distance 402.8.5, 1014.3, 1016.2, 1021.2
COVERED WALKWAY
(see PEDESTRIAN WALKWAY 3306.7
CRAWL SPACE
Access 1209.1
Drainage 1805.1.2
Unusable space fire protection 712.3.3
Ventilation 1203.3
CRIPPLE WALL 2302.1, 2308.9.4, 2308.12.4
CRYOGENIC Table 307.1, Table 414.5.1,
Table 415.8.2.1.1
D
DAMPERS (see FIRE DAMPERS
AND SMOKE DAMPERS) 71 6.2 through 71 6.5
DAMPPROOFING AND WATERPROOFING .... 1805
Required 1805.2,1805.3
2012 INTERNATIONAL BUILDING CODE®
659
INDEX
Subsoil drainage system 1805.4
DAY CARE 305.2, 308.6, 310.5
Accessibility 1103.2.13
Adult care 308.6
Child care 308.6, 310.5
Egress 308.6, Table 1004.1.1, 1015.6
DAY SURGERY CENTER (see AMBULATORY
CARE FACILITIES)
DEAD END 1018.4
DEAD LOAD 1602.1, 1606
Foundation design load 1808.3
DECK
Anchorage 1604.8.3
Live loads Table 1607.1
DEFLECTIONS 1604.3.1
Framing supporting glass 2403.3
Preconstruction load tests 1710.5.3.2
Wood diaphragms 2305
Wood shear walls 2305
DEMOLITION 3303
DESIGN STRENGTH 1602.1, 2102.1
Conformance to standards 1706.1
New materials 1706.2
DESIGNATED SEISMIC SYSTEM 1702.1
Seismic certification 1705.12.3
Special inspection 1705.11.4
DIAPHRAGMS 1602.1 , 2302.1
Special inspection 1705.5.1, 1705.10.1,
1705.11.2
Wood 2305, 2306.2
DIRECT DESIGN METHOD (masonry) 21 01 .2.7
DOORS 1008
Access-controlled 1008.1.9.8
Atrium enclosures 404.6
Dwelling unit separations 406.3.4, 412.5.1
Emergency escape 1029.1
Fabrication (HPM) areas 415.10.1.2
Fire (see OPENING PROTECTIVES) 715.4,
1022.4, 1022.5
Glazing 715.4.7, 715.5, 1405.13
Hazardous storage 415.10.5.7
Hardware (see LOCKS AND LATCHES). . . 1005.7.1,
1008.1.9.8,
1008.1.9, 1008.1.10
Horizontal sliding 1008.1.4.3
Hydrogen cutoff rooms 421 .4.1
I-2 occupancies 407.3.1
I -3 occupancies 408.3, 408.4, 408.7, 408.8.4
Landings 1008.1.5, 1008.1.6
Operation 1008.1.3, 1008.1.9, 1008.1.10
Panic and fire exit hardware 1008.1.10
Power-operated 1008.1 .4.2
Revolving 1008.1.4.1
Security grilles 402.8.8, 1008.1.4.4
Side swinging 1008.1.2
Smoke 710.5,711.5
Stairways 1008.1.9.11
Stairways, high-rise 403.5.3
Structural testing, exterior 1710.5
Thresholds. . .1003.5, 1008.1.5, 1008.1.7,3411.8.14
Underground buildings 405.4.3
Vestibule 1008.1.8
Width 1008.1.1, 1008.1.1.1
DRAFTSTOPPING
Attics 717.4
Floor-ceiling assemblies 717.3
DRINKING FOUNTAINS 1 109.5, 2902.5
DRY CLEANING PLANTS 415.8.4
DRYING ROOMS 417
DUCTS AND AIR TRANSFER OPENINGS
(see MECHANICAL)
DUMBWAITERS 708.14
DWELLING UNITS 202
Accessibility 1103.2.4, 1103.2.12,
1105.1.6, 1106.2, 1107
Accessibility, existing 341 1 .1 , 341 1 .8.7,
3411.8.8,3411.8.9
Alarms and detection 420.5, 907.2.8, 907.2.9
Area 1208.3, 1208.4
Group R 310
Live/work units (see LIVE/WORK UNITS)
Scoping 101.2
Separation 420.2, 420.3
Sound transmission 1207
Sprinkler protection 420.4, 903.2.8
EARTHQUAKE LOADS (see SEISMIC) 1613
EARTHQUAKE RECORDING
EQUIPMENT Appendix L
EAVES (see COMBUSTIBLE PROJECTIONS AND
CORNICES)
EDUCATIONAL OCCUPANCY (GROUP E) 305
Accessibility. 1108.2, 1109.5.1, 1109.5.2
Alarms and detection 907.2.3
Area 503, 505, 506, 507, 508
Height 503, 504, 505, 506, 508
Incidental uses 509
Interior finishes Table 803.9, 804
Live load Table 1607.1
Means of egress
Aisles 1017.5
660
2012 INTERNATIONAL BUILDING CODE®
INDEX
Corridors 1018.1, 1018.2
Panic hardware 1008.1.10
Travel distance 1 01 4.3, 1 01 6.2, 1 021 .2
Mixed occupancies 508.3, 508.4
Accessory 303.1, 508.2
Assembly 303.1 .3
Day care 305.2, 308.5, 310.1
Education for students above the 12 th grade . . 304
Gyms (see GYMNASIUMS) 303.1
Libraries (see LIBRARIES) 303.4
Religious facilities 303.4
Stages and platforms 410
Plumbing fixtures 2902
Risk category Table 1604.5
Sprinkler protection 903.2.3
Unlimited area 507.10
EGRESS (see MEANS OF EGRESS) Chapter 10
ELECTRICAL . . . 105.2, 112, Chapter 27, Appendix K
ELEVATOR Chapter 30
Accessibility 1007.2.1, 1007.4,
1007.8, 1109.6,3001.3,3411.8.2
Car size 3001 .3, 3002.4
Construction 708.14, 1607.9.1
Control values 3412.6.14
Conveying systems 3005
Emergency operations 3002.3, 3002.5,
3003, 3007.2, 3008.2
Fire service access 403.6.1 , 3007
Glass 2409, 3002.8
High-rise 403.2.3, 403.4.7, 403.4.8, 403.6
Hoistway enclosures 403.2.3, 708, 1022.4,
1023.5, 3002, 3007.6, 3008.6
Hoistway lighting 3007.6.2
Hoistway pressurization 909.21
Hoistway venting 3004
Keys 3003.3
Lobby 708.14.1, 709.1, 1007.4,
1007.8,3007.7,3008.7
Machine rooms Table 1607.1 , 3006
Means of egress 403.6, 1 003.7,
1007.2.1, 1007.4,3008
Number of elevator cars in hoistway 3002.2
Occupant evacuation elevators 403.6.2, 3008
Personnel and material hoists 3005.4
Roof access 1009.17
Shaft enclosure 708.14
Signs 914, 1007.10, 3002.3, 3007.7.5, 3008.7.5
Stairway to elevator equipment 1009.17
Standards 3001
Standby power 2702.2.5, 2702.2.19
3007.9, 3008.9
System monitoring 3007.8, 3008.8
Underground 405.4.3
EMERGENCY COMMUNICATIONS
Accessible means of egress 1007.8
Alarms (see FIRE ALARMS)
Elevators, occupant evacuation 3008.7.7
Fire command center 403.4.6, 91 1 , 3007.8,
3008.7.7, 3008.8
Radio coverage 403.4.4, 915
EMERGENCY EGRESS OPENINGS 1029
Required Table 1021.2(2), 1029.1
Window wells 1029.5
EMERGENCY LIGHTING 1006.3, 1205.5
EMERGENCY POWER 2702.1 , 2702.3
Exit signs 1 01 1 .6.3, 2702.2.3, 2702.2.9
Group A 2702.2.1
Group I-3 408.4.2, 2702.2.17
Hazardous 414.5.4, 415.8.10, 2702.2.8,
2702.2.10,2702.2.11,2702.2.13
High-rise 403.4.8, 2702.2.15
Means of egress illumination 1006.3, 2702.2.4
Semiconductor fabrication 415.8.10, 2702.2.8
Underground buildings 405.9, 2702.2.16
EMERGENCY RESPONDERS
Additional exit stairway 403.5.2
Elevators 403.6, 1007.2.1, 3002.4,
3003, 3007, 3008
Fire command center 403.4.6, 911, 3007.8,
3008.7.7, 3008.8
Fire department access in malls 402.17
Mall access 402.1 7
Radio coverage 403.4.4, 915
Roof access 1009.1 6
Safety features 914
EMPIRICAL DESIGN OF
MASONRY 2101.2.4,2109
Adobe construction 2109.3
General 2109.1
Special inspection 1705.4
Surface-bonded 2109.2
EMPLOYEE
Accessibility for work areas 907.5.2.3.2,
1103.2.3,1104.3.1
Deputies to building official 103.3
Liability 104.8
Qualifications A101
Termination of employment A101.4
ENCROACHMENTS INTO THE
PUBLIC RIGHT-OF-WAY Chapter 32
END-JOINTED LUMBER 2303.1.1.2
Moved structures 3410, D103.3
2012 INTERNATIONAL BUILDING CODE®
661
INDEX
Repairs 3405
Rodentproofing Appendix F
ENERGY EFFICIENCY. . 101.4.6, 110.3.7, Chapter 13
ENGINEER (see definition for REGISTERED
DESIGN PROFESSIONAL)
EQUIPMENT PLATFORM 505.5
EQUIVALENT OPENING FACTOR Figure 705.7
ESCALATORS 3005
Accessibility 341 1 .8.4
Floor opening protection 708.2
Means of egress 1 003.7
ESSENTIAL FACILITIES (see RISK
CATEGORY) 1602.1
EXCAVATION, GRADING AND FILL .... 1804, 3304
EXISTING BUILDING 102.6, Chapter 34
Accessibility 11 03.2.2, 341 1
Additions 3403, D103.1
Alteration 3404, D103.1
Change of occupancy 3408, D103.2
Flood-resistant 3401.2, 3403.2, 3404.2, 3405.5,
3409.2, 3412.2.4.1, Appendix G
Historic 3409, 341 1 .9
Moved structures 3410, D103.3
Repairs 3405
Rodentproofing Appendix F
EXIT (see MEANS OF EGRESS). . 1020 through 1026
Basement 1 021 .2.2
Boiler rooms 1015.3
Configuration 1 021 .3
Construction 713.2, 1009.3.1, 1022.2
Dwellings 1021.2.3
Enclosure 707.3, 1009.2.2, 1022.2
Fire resistance 707.3, 1009.3.1.2, 1022.2
Furnace rooms 1015.3
Group H 415.8.4.4, 415.8.5.5
High rise 403.5, 403.6, 1024
Horizontal 707.3.5, 1025
Incinerator rooms 1015.3
Interior finish Table 803.9, 804
Luminous 403.5.5, 41 1 .7.1 , 1 024
Mezzanines 505.3, 505.4, 1004.1.1.2
Number, minimum 403.5, 1015.1, 1021
Occupant load 1004.1.1
Passageway 1023
Ramps, exterior 1026
Ramp, interior 1009.2, 1022
Refrigerated rooms or spaces 1015.5
Refrigeration machinery rooms 1015.4
Signs 1011
Stairways, exterior 1026
Travel distance 402.8.4,402.8.5,402.8.6,
404.9, 407.4, 407.4.2, 407.4.3,
408.6.1 , 408.8.1 , 41 0.6.3.2, 41 1 .4,
1014.3, 1016, 1021.2, 1028.7, 1028.8
Underground buildings 405.7
EXIT ACCESS
(see MEANS OF EGRESS) 1014 through 1019
Aisles 1017
Balconies 1016.2.1, 1019
Common path 1014.3
Corridors 1018
Doors 1005.7, 1008, 1015, 1020.2
Intervening space 1014.2
Path of egress travel, common 1014.3
Seating at tables 1 01 7.2
Single exit 1015.1, 1021.2
Stairway, interior 1009.3
Travel distance 402.8.4, 402.8.5, 402.8.6, 404.9,
407.4, ,408.6.1,408.8.1,410.6.3.2,
411.4, 1014.3, 1015.5, 1016, 1021.2, 1028.7
EXIT DISCHARGE
(see MEANS OF EGRESS) 1027
Courts 1027.4
Horizontal exit 1027.1
Lobbies 1027.1
Marquees 3106.4
Public way 1027.5
Termination 1022.3
Vestibules 1027.1
EXIT PASSAGEWAY
(see MEANS OF EGRESS) 707.3.4, 1023
EXIT SIGNS 1011
Accessibility 1 01 1 .4
Floor level exit signs 1011.2
Group R-1 1011.2
Illumination 1011.3, 1011.5, 1011.6
Required 1011.1
Special amusement buildings' 41 1 .7
EXPLOSIVES 202, Table 414.5.1 , Table 41 5.3.2
Detached building 415.8
Explosion control 415.6
EXPOSURE CATEGORY
(see WIND LOAD) 1609.4
EXTERIOR AREAS FOR ASSISTED RESCUE
Requirements 1 007.7
Signage 1007.9, 1007.10, 1007.11
Where required 1 007.2
EXTERIOR INSULATION AND
FINISH SYSTEMS (EIFS) 1408
Special inspection 1704.14
662
2012 INTERNATIONAL BUILDING CODE®
WDEX
EXTERIOR WALLS
(see WALLS, EXTERIOR).
Table 601 , 602,
705, Chapter 14
FACTORY OCCUPANCY (GROUP F) 306
Alarm and detection 907.2.4
Area 503, 503.1.1, 505, 506, 507, 508
Equipment platforms 505.2
Groups
Low-hazard occupancy 306.3
Moderate-hazard occupancy 306.2
Height 503, 504, 505, 508
Incidental uses 509
Interior finishes Table 803.9, 804
Live load Table 1607.1
Means of Egress
Aisles 1017.5
Dead end corridor 1018.4
Travel distance 1014.3, 1015.4, 1015.5,
1015.6, 1016.2, 1021.2
Mixed occupancies 508.3, 508.4
Plumbing fixtures 2902
Risk category Table 1604.5
Sprinkler protection 903.2.4
Unlimited area 507.2, 507.3, 507.4
FARM BUILDINGS Appendix C
FEES, PERMIT 109
Refunds 109.6
Related fees 109.5
Work commencing before issuance 109.4
FENCES 105.2, 312.1
FIBERBOARD 2302.1, 2303.1.5
Shear wall Table 2306.3(2)
FILL MATERIAL 1804, 3304
FINGER-JOINTED LUMBER
(see END-JOINTED LUMBER)
FIRE ALARM AND SMOKE DETECTION SYSTEMS
Aerosol storage 907.2.16
Aircraft hangars, residential 412.5.3,907.2.21
Airport traffic control towers 412.3.3
Ambulatory care facilities 422.7,907.2.2.1
Assembly 907.2.1
Atriums 404.5,907.2.14
Audible alarm 907.5.2.1
Battery room 907.2.23
Children's play structure 424.3
Construction documents 907.1.1
Covered and open mall building 402.6.2, 402.7,
907.2.20
Education 907.2.3
Emergency system 908
Factory 907.2.4
Group H 907.2.5
Group I 907.2.6, 907.5.2.3.3
Group M 907.2.7
Group R 420.5, 907.2.8, 907.2.9, 907.2.10,
907.2.11, 907.5.2.3.3, 907.5.2.3.4
High-rise 403.4.1, 403.4.2, 907.2.13
Live/work 419.5
Lumber mills 907.2.17
Occupancy requirements 907.2
Special amusement buildings. . 411.3, 411.5, 907.2.12
Underground buildings . . . 405.6, 907.2.18, 907.2.19
Visible alarm 907.5.2.3
FIRE ALARM BOX, MANUAL 907.4.2
FIRE AREA 202, 901 .7
Ambulatory care facilities 903.2.2, 907.2.2
Assembly 903.2.1
Education 903.2.3
Factory 903.2.4
Institutional 903.2.6
Mercantile 903.2.7
Residential 903.2.8
Storage 903.2.9, 903.2.1
FIRE BARRIERS 202, 707
Continuity 707.5,713.5
Exterior walls Table 602, 707.4, 713.6
Fire-resistance rating of walls. . . 603.1(1), 603.1(22),
603.1(23), 703, 707.3, 713.4
Glazing, rated 716.6
Incidental 509.4
Inspection 1 10.3.6
Joints 707.8, 713.9, 715, 2508.4
Marking 703.7
Materials 707.2,713.3
Opening protection 707.6, 707.10, 713.7,
713.10,714.3,716,717.5.2
Penetrations 707.7,713.8
Shaft enclosure 713.1
Special provisions
Aircraft hangars 412.4.4
Atriums 404.3, 404.6
Covered and open mall buildings 402.4.2,
Fire pumps 403.3.3, 901.8, 913.2.1
Flammable finishes 416.2
Group H-2 415.8.1.2, 415.8.2.2
Group H-3 and H-4 41 5.9
Group H-5 415.10.1.2,415.10.1.5,
415.10.5.1, 415.10.6.4
Group I-3 408.5, 408.7
Hazardous materials 414.2
2012 INTERNATIONAL BUILDING CODE®
663
[NDEX
High-rise 403.2.1.2, 403.2.3, 403.3, 403.4.8.1
Hydrogen cutoff rooms 421 .4
Organic coating 41 8.4, 41 8.5, 418.6
Stages and platforms 410.5.1, 410.5.2
FIRE COMMAND CENTER 403.4.5, 91 1 ,
3007.8, 3008.7.7, 3008.8
FIRE DAMPERS 717.2 through 717.5
FIRE DEPARTMENT
(see EMERGENCY RESPONDERS)
FIRE DETECTION SYSTEM (see FIRE ALARM AND
SMOKE DETECTION SYSTEMS)
FIRE DISTRICT Appendix D
FIRE DOOR (see OPENING
PROTECTIVES) 716, 1022.4, 1022.5
FIRE ESCAPE 412.7.3, 3406
FIRE EXTINGUISHERS, PORTABLE 906, 3309
FIRE EXTINGUISHING SYSTEMS 416.5,
417.4,903,904
FIRE PARTITION 202, 709
Continuity 708.4
Exterior walls Table 602, 709.5
Fire-resistance rating 603.1(1), 603.1(22),
603.1(23), 703, 708.3
Glazing, rated 71 6.6
Inspection 1 10.3.6
Joint treatment gypsum 2508.4
Joints 708.8,715
Marking 703.6
Materials 708.2
Opening protection 709.6, 714.3, 716, 717.5.4
Penetrations 708.7, 708.9, 714, 717
Special provisions
Covered and open mall buildings 402.4.2.1
Group I-3 408.7
Group 1-1 , R-1 , R-2, R-3 420.2
FIRE PREVENTION 101.4.5
FIRE PROTECTION
Explosion control 414.5.1, 415.6,
415.8.1.4,421.7
Fire extinguishers, portable 906
Glazing, rated 716.2
Smoke and heat vents 910
Smoke control systems 909
Sprinkler systems, automatic 903
FIRE PROTECTION SYSTEMS Chapter 9
FIRE PUMPS 403.3.3, 901.8, 913, 914.2
FIRE RESISTANCE
Calculated 722
Conditions of restraint 703.2.3
Ducts and air transfer openings 717
Exterior walls Table 602, 705.5, 708.5
Fire district D1 02.2.5
High-rise 403.2
Joint systems 715
Multiple use fire assemblies 701.2
Prescriptive 721
Ratings Chapter 6, 703, 705.5, 707.3.10
Roof assemblies 1505
Structural members 704
Tests 703
Thermal and sound insulating materials 720.1
FIRE RESISTANCE, CALCULATED 722
Clay brick and tile masonry 722.4
Concrete assemblies 722.2
Concrete masonry 722.3
Steel assemblies 722.5
Wood assemblies 722.6
FIRE-RETARDANT-TREATED WOOD 2302.1,
2303.2
Awnings 3105.3
Balconies 1406.3
Canopies 3105.3
Concealed spaces 718.5
Fastening 2304.9.5
Fire wall vertical continuity 706.6
Partitions 603.1(1)
Platforms 410.4
Projections 705.2.3
Roof construction . . . Table 601 , 705.1 1 , 706.6, 1 505
Shakes and shingles 1505.6
Type I and II construction 603.1(1), 603.1(11)
Type III construction 602.3
Type IV construction 602.4
Veneer 1405.5
FIRE SEPARATION DISTANCE . 202, Table 602, 702
Exterior walls 1406.2.1.1.1, 1406.2.1.1.2
FIRE SERVICE
ACCESS ELEVATORS 403.6.1 , 3007
FIRE SHUTTER (see OPENING
PROTECTIVES) 716.5, 716.5.10, 716.5.11
FIRE WALLS 706
Aircraft 412.6.2
Combustible framing 706.7
Continuity 706.5, 706.6
Exterior walls Table 602, 706.5.1
Fire-resistance rating 703,706.4
Glazing, rated 716.6
Inspection 11 0.3.6
Joints 706.10,715
Marking 703.6
664
2012 INTERNATIONAL BUILDING CODE®
INDEX
Materials 706.3
Opening protection 706.8, 706.11, 714.3,
716,717.5.1
Penetration 706.9,714.3
Special provisions
Aircraft hangars 412.4.6.2
Covered and open mall buildings 402.4.2.2
Group H-5 415.10.1.6
Private garages and carports 406.3.2
Structural stability 706.2
FIRE WINDOWS (see OPENING PROTECTIVES)
FIREBLOCKING 718.2
Chimneys 718.2.5.1,2113.20
Fireplaces 2111.12
Wood construction 718.2.1, 718.2.7, 1406.2.3
Wood stairs 718.2.4
FIREPLACES, FACTORY-BUILT 2111.14.1
FIREPLACES, MASONRY 2102.1
Combustibles 2111.11
General provisions 2111
Hearth extension 21 1 1 .9, 21 1 1 .10
Steel units 2111.5.1
FIREWORKS 202, 307.2, 307.3, 307.5
FLAMESPREAD 802, 803.1 .1 , Table 803.9
FLAMMABLE FINISHES 307.1, 416
FLAMMABLE LIQUIDS 307.4, 307.5, 406,
412,414,415
FLAMMABLE SOLIDS 307.5, 415
FLASHING
Roof 1503.2, 1503.6, 1507.2.9,
1507.3.9,1507.5.7, 1507.7.7,
1507.8.8, 1507.9.9, 1510.6
Wall, veneer 1405.4, 1405.12.7
FLOOD-RESISTANT CONSTRUCTION
Accessibility 11 07.7.5
Administration G101 through G105
Elevation certificate 1 10.3.3
Existing 3403.2, 3404.2, 3405.5,
3409.2,3412.2.4.1
Flood elevation 107.2.5.1, 1612
Flood loads 1603.1, 1603.1.7, 1612,
3001.2,3102.7
Flood resistance 1403.6, 1403.7
Flood-resistant construction Appendix G
Grading and fill 1804.4, 1805.1.2.1
Historic buildings G105.3
Interior finishes 801 .1 .3
Manufacture red homes G501
Modifications 104.10.1
Recreational vehicles G601
Site improvements G401
Site plan 107.2.5
Subdivisions G301
Tank G701
Temporary G901
Utility G1001
Ventilation, under floor 1203.3.2
FLOOR/CEILING (see FLOOR CONSTRUCTION)
FLOOR CONSTRUCTION
(see FLOOR CONSTRUCTION, WOOD)
Draftstopping 718.3
Finishes 804, 805, 1003.4, 1210.1
Fire resistance Table 601 , 71 1
Loads (see FLOOR LOADS)
Materials Chapter 6
Penetration of fire-resistant
assemblies 711, 714.4,
717.2,717.6
FLOOR CONSTRUCTION, WOOD
Beams and girders 2304.1 1 .2.1 , 2308.7
Bridging/blocking 2308.8.5,2308.10.6
Diaphragms 2305.1
Fastening schedule 2304.9.1
Framing Table 602.4, 602.4.2, 602.4.4, 2304.4
Joists 2308.8
Sheathing 2304.7
FLOOR LEVEL 1003.5, 1008.1 .5
FLOOR LOADS
Construction documents 107.2
Live 1603.1.1, 1607
Posting 106.1
FLOOR OPENING PROTECTION
(see VERTICAL OPENING PROTECTION)
FOAM PLASTICS
Attics 720.1 , 2603.4.1 .6
Cold storage 2603.3, 2603.4.1.2, 2603.5
Concealed 603
Covered mall and open mall
buildings 402.6.2,402.6.4.5
Crawl space 2603.4.1 .6
Doors 2603.4.1. 7 through 2603.4.1.9
Exterior walls of multistory buildings 2603.5
Interior finish 801.2.2, 2603.10, 2604
Label/identification 2603.2
Metal composite materials
(MCM) 1407.1.1, 1407.13
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 2603.5.2
Trim 806.3, 2604.2
2012 INTERNATIONAL BUILDING CODE®
665
INDEX
Type I and II construction 603.1(2), 603.1(3)
Walk-in coolers 2603.4.1 .3
FOLDING AND TELESCOPIC SEATING ... 1028.1.1
3401.1
Accessibility 1 108.2
Egress 1028.1.1
Live load Table 1607.1
Occupant load 1004.7
Separation 1028.1.1.1
FOOD COURT 202
Occupant load 402.8.2.4
Separation 402.4.2
FOOTBOARDS 1028.14.2
FOUNDATION
(see FOUNDATION, DEEP and
FOUNDATION, SHALLOW) Chapter 18
Basement 1610,1805.1.1,1806.3,1807
Concrete 1808.8, 1809.8, 1810.3.2.1
Dampproofing 1805.2
Encroachment, public right-of-way 3202.1
Formwork 3304.1
Geotechnical investigation
(see SOILS AND FOUNDATIONS) 1803
Inspection 110.3.1
Load-bearing value 1806, 1808, 1810
Masonry 1 808.9
Pedestrian protection 3306.9
Pier (see FOUNDATION, SHALLOW)
Pile (see FOUNDATION, DEEP)
Plates or sills 2308.6
Protection from adjacent
construction 3303.5, 3307.1
Rodentproofing Appendix F
Special inspections 1705.3, 1705.4.2,
1705.7, 1705.8, 1705.9
Steel 1809.11, 1810.3.2.2, 1018.3.2.3
Timber 1809.12, 1810.3.2.4
Waterproofing 1805.3
FOUNDATION, DEEP 1802.1, 1810
Drilled shaft 1802.1
Existing 1810.10.1.2
Geotechnical investigation 1803.5.5
Grade beams 1810.3.12
Helical pile 1802.1, 1810.3.1.5,
Table 1810.3.2.6, 1810.3.3.1.9,
1810.3.5.3.3, 1810.4.11, 1810.4.12
Micropile 1802.1, Table 1808.8.1,
Table 1810.3.2.6, 1810.3.5.2.3,
1810.3.10, 1810.4.10
Piles Table 1808.8.1, 1809.12,
1810, 1810.3.1.4
FOUNDATION, SHALLOW 1802.1, 1809
Piers and curtain wall 1809.10
Slab-on-grade 1808.6.2
Strip footing 1808.8, 1809
FOYERS
Assembly occupancy 1028.4, 1028.9.5
Corridors 1018.6
Covered and open mall building 402.1
FRAME INSPECTION 1 10.3.4
FRATERNITIES 310
FROST PROTECTION 1809.5
FURNACE ROOMS 1015.3
G
GALLERIES (see TECHNICAL
PRODUCTION AREAS)
GARAGE, AUTOMOBILE PARKING
(see PARKING GARAGES)
GARAGE, REPAIR 406.8
Floor surface 406.8.3
Gas detection system 406.8.5, 908.5
Sprinkler protection 406.8.6, 903.2.9.1
Ventilation 406.8.2
GARAGES, TRUCK AND BUS
Live load 1607.7
Sprinkler protection 903.2.10.1
GARAGES AND CARPORTS, PRIVATE
Area limitations 406.3.1 , 406.3.2
Classification 406.3
Parking surfaces 406.3.3
Separation 406.3.4
GAS 101.4.1, 105.2, 112
Accessibility 1109.14,3411.8.13
Gas detection system 406.6.6, 415.8.7,
421.6,908
Hydrogen cutoff room 421 .6
Motor fuel-dispensing 406.5
GATES 1008.2
Vehicular 3110
GIFT SHOPS 407.2.4
GIRDERS
Fire resistance Table 601
Materials Chapter 6
Wood construction 2304.11.2.1, 2308.7
GLASS (see GLAZING)
GLASS BLOCK (see GLASS UNIT MASONRY)
GLASS UNIT MASONRY 2102.1,2110
Atrium enclosure 404.6
Design method 2101 .2.5
Fire resistance 2110.1.1
666
2012 INTERNATIONAL BUILDING CODE®
INDEX
Hazardous locations 2406.1 .3
Material requirements 2103.7
GLAZING
Athletic facilities 2408
Atrium enclosure 404.6
Doors 705.8, 709.5, 710.5,
716.4.3.2, 1405.13, 1715.5
Elevator hoistway and car 2409
Fire doors 716.5.5.1,716.5.8
Fire-resistant walls 716.5.3.2
Fire windows 703.5, 716.5
Group I-3 408.7
Guards 1013.1.1, 2406.4.4, 2407
Handrail 1009.15, 2407
Identification 2403.1, 2406.3
Impact loads 2406.1, 2407.1.4.2,
2408.2.1,2408.3
Impact resistant 1609.1 .2
Jalousies 2403.5
Label/identification 716.5.7.1, 716.5.8.3,
716.5.8.3.1,716.6.8
Loads 2404
Louvered windows 2403.5
Opening protection 716.2
Replacement 2401 .2, 3407
Safety 716.5.8.4, 716.6.3, 2406
Security 408.7
Skylights 2405
Sloped 2404.2, 2405
Supports 2403.2
Swimming pools 2406.4
Testing 1710.5, 2406.1.1, 2408.2.1
Veneer 1405.12
Vertical 2404.1
GRADE, LUMBER (see LUMBER) 2302.1
GRADE PLANE 202
GRAIN ELEVATORS 415.6.1.5
GRANDSTANDS 303.1, 1028.1.1,3401.1
Accessibility 1 108.2
Egress 1028.1.1
Exit sign 1011.1
Live load Table 1607.1
Occupant load 1004.4
Separation 1028.1.1.1
GREENHOUSES 312.1
Area 503, 506, 507, 508
Deflections Table 1 604.3
Live load 1607.12.2.1
Membrane structure 3102.1
Plastic 2606.11
Sloped glazing 2405
Wind load 1609.1.2
GRIDIRON (see TECHNICAL
PRODUCTION AREAS)
GRINDING ROOMS 415.6.1.2
GROSS LEASABLE AREA
(see COVERED MALL AND
OPEN MALL BUILDINGS) 202, 402.3, 402.8.2
GROUT 714.3.1.1, 714.4.1.1, 2103.13
GUARDS 1013
Assembly seating 1028.1.1, 1028.14
Equipment platform 505.35.3
Exceptions 1013.2
Glazing 1013.2 .1, 1303.1, 2406.4.4, 2407
Height 1013.3
Loads 1607.8
Mechanical equipment 1013.6
Opening limitations 1013.4
Parking garage 406.4.2
Ramps 1010.11
Residential 1013.3
Roof access 1013.7
Screen porches 1013.5
Stairs 1013.2
Vehicle barrier 406.4.3, 1607.8.3
Windows 1013.8
GUTTERS 1503.4.3
GYMNASIUMS 303.1
Group E 303.1.3
Live load Table 1607.1
Occupant load 1004.1
GYPSUM Chapter 25
Aggregate, exposed 2513
Board Chapter25
Ceiling diaphragms 2508.5
Concrete, reinforced 191 1
Construction 2508
Draftstopping 71 8.3.1
Exterior soffit Table 2506.2
Fastening Table 2306.3(3), 2508.1
Fire resistance 719, 722.2.1 .4, 722.6.2
Fire-resistant joint treatment 2508.4
Inspection 2503
Lath 2507,2510
Lathing and furring for cement plaster .... 71 9, 251
Lathing and plastering 2507
Materials 2506
Plaster, exterior 2512
Plaster, interior 251 1
Shear wall construction Table 2306.3(3),
2308.9.3, 2505
Sheathing Table2304.6
2012 INTERNATIONAL BUILDING CODE®
667
INDEX
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
H
HANDRAILS 1012
Alternating tread devices 1009.13.1
Assembly aisles 1028.13
Construction 1012.4, 1012.5, 1012.6
Extensions 1012.6
Glazing 2407
Graspability 1012.3
Guards 1013.3
Height 1012.2
Loads 1607.8
Location 1012.1,1012.7,1012.8,1012.9
Ramps 1010.9
Stairs 1009.15
HARDBOARD 1404.3.2, 2302.1, 2303.1.6
HARDWARE (see DOORS and LOCKS AND
LATCHES)
HARDWOOD
Fastening 2304.9
Quality 2303.3
Veneer 1404.3.2
HAZARDOUS MATERIALS 307, 414, 415
Control areas 414.2
Explosion control 414.5.1, Table 414.5.1,
415.8.1.4,415.10.5.5
Special provisions 415.6, 415.7
Sprinkler protection Table 414.2.5(1),
Table 414.2.5(2), 415.4,
415.10.11,903.2.5
Ventilation 414.3, 414.5.4, 415.8.1.4,
415.8.2.8,415.8.10.3,415.10.1.8.1,
415.10.2.6, 415.10.3.2, 415.10.5.8,
415.10.6.4, 415.10.7, 415.10.10, 1203.5
Weather protection 414.6.1
HAZARDOUS OCCUPANCY (GROUP H),
(see HAZARDOUS MATERIALS) . . . 307, 414, 415
Alarm and detection 414.7,415.3,415.10.2,
415.10.3.5, 415.10.5.9, 415.10.8,
901.6.3, 907.2.5, 908.1, 908.2
Area 503, 505, 506, 507, 508
Dispensing 414.5,414.6,414.7.2,415.5
Gas detection systems 415.10.7
Group provisions
H-1 (detonation) 307.3, 403.1, 415.5.1.1,
415.5.2 415.6,415.6.1
H-2 (deflagration) 307.4, 403.1, 415.7, 415.8
H-3 (physical hazard). . 307.5, 403.1, 415.7, 415.9
H-4 (health hazard) 307.6, 415.9
H-5 (semiconductor 307.7, 415.10
Height 415.6,415.7.1,415.8.1.1,415.8.1.6,
415.8.2.1.1, 503, 504, 505, 506, 508
Incidental uses 509
Interior finishes. . . 41 6.2.1 , 41 6.3.1 , Table 803.9, 804
Live load Table 1607.1
Location on property 414.6.1.2, 415.5
Low hazard (See Factory - Group F-2
and Storage - Group S-2)
Means of egress
Aisles 107.5
Corridors 415.10.2
One means of egress Table 1015.1 ,
Table 1021.2
Panic hardware 1008.1.10
Travel distance Table 1016.2, 1014.3, 1021.2
Mixed occupancies 508.3, 508.4
Accessory 508.2
Moderate hazard (See Factory - Group F-1
and Storage - Group S-1 )
Multiple hazards 307.8
Occupancy exceptions 307.1
Plumbing fixtures Chapter 29
Prohibited locations 419.2
Risk category Table 1604.5
Smoke and heat vents 910.2
Special provisions — General
Detached buildings 415.5.2, 415.7.1
Dry cleaning (see DRY CLEANING PLANTS)
Equipment platforms 505.2
Fire district D102.2.2
Fire separation distance 415.5
Grain elevators 415.8.1, 415.8.1.5
Grinding rooms 415.8.1.2
Separation from other occupancies 415.5.1,
508.2.4,
508.3.3, 508.4
Special provisions based on materials
Combustible liquids Table 307.1(1), 307.4,
307.5, 414.2.5, 414.5.3, 415.8.2
Corrosives 307.6, Table 414.2.5(1),
414.3, 415.9.3, Table 415.10.1.1.1
Cryogenic Table 307.1(1), Table 414.5.1 ,
Table 415.10.1.1.1
Explosives . . 202, 307.3, 307.3.1 , Table 41 5.5.1 .4
668
2012 INTERNATIONAL BUILDING CODE®
INDEX
Flammable liquids 307.4, 307.5, 415.6.2
Flammable solids 307.5,415.10.1.1.1
Health-hazard materials . . . 202, Table 414.2.5(1),
415.6, Table415.10. 1.1.1,
415.10.6,415.10.7.2
Irritants Table 414.2.5(1), Table 415.10.1.1.1
Liquid, highly toxic and toxic 307.6,
Table 414.2.5(1), 415.8.3,
415.8.4, Table 415.10.1.1.1, 908.3
Organic peroxides Table 414.5.1, 415.6.1,
415.7.5, Table 415.10.1.1.1, 418
Oxidizers, liquid and solid Table 414.2.5(1),
Table 414.5.1, 415.7.5,
Table 415.10.1.1.1,
Pyrophoric materials 307.4, Table 307.1(1)
Table 414.5.1, 415.6.1,
415.7.5, Table 415.10.1.1.1
Sensitizers Table 415.10.1.1.1
Solids, highly toxic and toxic 307.6,
Table 414.2.5(1), 415.9.4,
Table 415.10.1.1.1, 908.3
Unstable materials 307.3, Table 414.2.5(1),
Table 414.5.1, 415.4.1,
415.7.5, Table 415.10.1. 1.1
Water-reactive materials. . . . Table 414.5.1, 415.7,
415.7.5,415.7.6,
415.10, Table 415.10.1.1.1
Sprinkler protection 415.2, 415.10.6.4,415.10.9,
415.10.10.1,415.10.11,
705.8.1,903.2.5
Standby, emergency power 2702.2.8,
2702.2.10 through 2702.2.13
Storage 413, 414.1, 414.2.5, 414.5,
414.6, 414.7.1,415.5, Table 415.5.2,
415.6.1,415.7,415.8.1,415.8.2
Unlimited area 507.8
HEAD JOINT, MASONRY 2102.1
HEADROOM 406.2.2, 505.1 , 1003.2,
1003.3, 1008.1.1, 1008.1.1.1,
1009.5, 1010.6.2, 1208.2
HEALTH CARE (see INSTITUTIONAL
1-1 AND INSTITUTIONAL I-2)
Ambulatory care facilities 202, 422
Clinics, outpatient 304.1
Hospitals 308.4
HEALTH-HAZARD MATERIALS 307.2,
Table 414.2.5(1), 415.2, 415.4,
Table 415.8.2.1.1, 415.8.6.2
HEAT VENTS 910
HEATING (see MECHANICAL) 101 .4.2
Aircraft hangars 412.4.4
Fire pump rooms 913.3
Fireplace 21 1 1
Masonry heaters 2112
Parking garages 406.4.7
Repair garages 406.4.4
HEIGHT, BUILDING 503, 504, 505, 508, 510
Limitations 503
Mixed construction types 510
Modifications 504
Roof structures 504.3
HELIPAD
Definition 202
Live loads 1 607.6
HIGH-PILED COMBUSTIBLE STORAGE 413,
907.2.15,910.2.2
HIGH-RISE BUILDINGS 403
Alarms and detection . . . .403.4.1,403.4.2,907.2.13
Application 403.1
Construction 403.2
Elevators 403.6, 1007.2.1, 3007, 3008
Emergency power 403.4.8, 2702.2.15
Emergency systems 403.4
Fire command station 403.4.6
Fire department communication . . . .403.4.3, 403.4.4
Fire service elevators 403.6.1, 3007
Occupant evacuation elevators 403.6.2, 3008
Smoke removal 403.4.6
Smokeproof enclosure 403.5.4, 1022.10
Sprayed fire-resistant materials (SFRM) 403.2.4
Sprinkler protection 403.3, 903.2.11.3
Stairways 403.5
Standby power 403.4.7, 2702.2.5, 2702.2.15
Structural integrity 403.2.3, 1615
Super high-rise (over 420 feet) 403.2.1 , 403.2.3,
403.2.4,403.3.1,403.5.2
Voice alarm 403.4.3, 907.2.13
Zones 907.6.3.2
HISTORIC BUILDINGS 3409
Accessible 341 1 .9
Flood provisions G 105.3
HORIZONTAL ASSEMBLY 711
Continuity 508.2.5.1, 711.4, 713.11, 713.12
Fire-resistance rating 603.1(1), 603.1(22),
603.1(23), 703, 707.3.10, 711.3
Glazing, rated 716.6
Group 1-1 420.3
Group R 420.3
Incidental 509.4
Insulation 720,807,808
Joints 715,2508.4
Opening protection 71 1 .8, 71 4.4, 71 6, 71 7.6
2012 INTERNATIONAL BUILDING CODE®
669
INDEX
Shaft enclosure 713.1
Special provisions
Aircraft hangars 412.4.4
Atrium 404.3, 404.6
Covered and open mall buildings 402.4.2.3,
402.8.7
Fire pumps 913.2.1
Flammable finishes 416.2
Group H-2 415.8.1.1,415.8.2.2
Groups H-3 and H-4 415.9.2
Group H-5 415.10.1.2,415.10.5.1
Group I-2 407.4.3
Groups 1-1, R-1, R-2 and R-3 420.3
Hazardous materials 414.2
High-rise 403.2.1,403.3,403.4.7.1
Hydrogen cutoff 421 .4
Organic coating 418.4,418.5,418.6
Stages and platforms 410.4,410.5.1
HORIZONTAL EXIT 1025
Accessible means of egress 1007.2, 1007.2.1,
1007.3, 1007.4,
1007.6, 1007.6.2
Doors 1 025.3
Exit discharge 1027.1
Fire resistance 1025.2
Institutional I-2 occupancy 407.4, 1025.1
Institutional I-3 occupancy 408.2, 1025.1
Refuge area (see REFUGE AREAS)
HORIZONTAL FIRE SEPARATION
(see HORIZONTAL ASSEMBLY)
HOSE CONNECTIONS (see STANDPIPES,
REQUIRED)
HOSPITAL (see INSTITUTIONAL
GROUP 1-2) 308.4 , 407
HURRICANE-PRONE REGIONS
(see WIND LOADS) 1609.2
HURRICANE SHELTER (see STORM
SHELTER)
HURRICANE SHUTTERS 1609.1.2
HYDROGEN CUTOFF ROOMS 421 , Table 509
I
ICE-SENSITIVE STRUCTURE
Atmospheric ice loads 1614.1
Definition 202
IDENTIFICATION, REQUIREMENTS FOR
Fire barriers 703.6
Fire partitions 703.6
Fire wall 703.6
Glazing 2403.1 , 2406.3
Inspection certificate 1702.1
Labeling 1703.5
Preservative-treated wood 2303.1.8.1
Smoke barrier 703.6
Smoke partition 703.6
Steel 2203.1
IMPACT LOAD 1602.1,1603.1.1, 1607.9
INCIDENTAL USES
Area 509.3
Occupancy classification 509.2
Separation and protection 509.4
INCINERATOR ROOMS Table 509, 1015.3
INDUSTRIAL (see FACTORY OCCUPANCY)
INSPECTIONS 110, 1704, 1705
Alternative methods and materials 1705.1.1
Approval required 110.6
Concrete construction 110.3.1, 110.3.2,
110.3.9, 1705.3
Concrete slab 1 1 0.3.2
EIFS 110.3.9,1705.15
Energy efficiency 1 10.3.7
Fabricators 1704.2.5
Fees 1 09
Final 110.3.10
Fire-extinguishing systems 904.4
Fire-resistant materials. . . 110.3.9, 1705.13, 1705.14
Fire-resistant penetrations 110.3.6,1705.16
Footing or foundation 110.3.1, 110.3.9, 1705.3,
1705.4, 1705.7, 1705.8, 1705.9
Flood hazard 110.3.3, 110.3.10.1
Frame 1 1 0.3.4
Lath or gypsum board 1 10.3.5, 2503
Liability 104.8
Masonry 110.3.9, 1705.4
Preliminary 1 1 0.2
Required 1 10.3
Right of entry 1 04.6
Seismic 1705.1 1
Smoke control 104.16, 909.18.8, 1705.17
Soils 110.3.9,1705.6
Special (see STRUCTURAL TESTS
AND SPECIAL INSPECTIONS) . . . .110.3.9, 1704,
1706, 1707
Sprayed fire-resistant materials 1705.13
Sprinkler protection 903.5
Steel 110.3.4, 110.3.9, 1705.2
Third party 1 10.4
Welding 110.3.9, 1705.2 , 2204.1
Wind 110.3.9, 1705.10
Wood 110.3.9, 1705.5
670
2012 INTERNATIONAL BUILDING CODE®
INDEX
INSTITUTIONAL 1-1 [see INSTITUTIONAL
OCCUPANCY (GROUP I) and
RESIDENTIAL (GROUP R-4)] 308.3, 420
Accessibility 1106.7.2, 1107.5.1
Alarm and detection 420.5, 907.2.6.1,
907.2.11.2,907.5.2.3.3
Combustible decorations 806.1
Emergency escape and rescue 1029
Means of egress
Aisles 1017.5
Travel distance 1016.2,1021.2
Occupancy exceptions 308.3.1, 308.3.2
Separation, unit 420.2, 420.3
Sprinkler protection 420.4,903.2.6,903.3.2
INSTITUTIONAL I-2 [see INSTITUTIONAL
OCCUPANCY (GROUP I)] 308.4, 407
Accessibility . . . 1106.3, 1106.4, 1106.7.2, 1107.5.2,
1107.5.3, 1107.5.4, E106.4.6
Alarms and detection 407.7,407.8,907.2.6.2
Care suites 407.4
Combustible decorations 806.1
Hyperbaric facilities 408.10
Means of egress
Aisles 1017.5
Corridors 407.2,407.3,407.4, 1018.2
Doors 1008.1.9.6, 1008.1.9.8
Exterior exit stair 1026.2
Hardware 1008.1.9.3, 1008.1.9.6
Travel distance 407.4
Occupancy exceptions 308.4.1
Smoke barriers 407.5
Smoke compartment 407.2.1, 407.2.3, 407.5
Smoke partitions 407.3
Sprinkler protection 407.6, 903.2.6, 903.3.2
Yards 407.9
INSTITUTIONAL 1-3 [see INSTITUTIONAL
OCCUPANCY (GROUP I)] 308.5, 408
Accessibility 1103.2.14, 1105.4, 1107.5.5,
1108.4.2, 3411.8.7, E104.3,
E1 04.4, E1 06.4.8
Alarm and detection 408.10, 907.2.6.3
Combustible decorations 806.1
Means of egress 408.2, 408.3, 408.4
Aisles 1017.5
Doors 1008.1.1, 1008.1.2
Exit sign exemption 1011.1
Hardware 408.4, 1008.1.9.3, 1008.1.9.7,
1008.1.9.8, 1009.1.9.10
Travel distance . .408.6.1,408.8.1, 1016.2, 1021.2
Security glazing 408.7
Separation 408.5, 408.8
Smoke barrier 408.6
Smoke compartment 408.4.1, 408.6, 408.9
Sprinkler protection 408.11, 903.2.6
Standby/emergency power 2702.2.17
INSTITUTIONAL 1-4 [see INSTITUTIONAL
OCCUPANCY (GROUP I)] 308.6
Accessibility 1103.2.12
Alarms and detection 907.2.6
Corridor rating 1018.1
Educational 303.1,304.1
Means of egress
Day care 1015.6
Travel distance 1014.3, 1016.2, 1021.2
Occupancy exceptions 308.6.1, 308.6.2,
308.6.3, 308.6.4
Sprinkler protection 903.2.6
INSTITUTIONAL OCCUPANCY (GROUP I) 308
Accessory 508.2
Adult care 308.5.1
Area 503, 505, 506, 507, 508
Child care 308.3.1, 308.5.2, 310.1
Group specific provisions
Group 1-1 (see INSTITUTIONAL 1-1) 308.2
Group I-2 (see INSTITUTIONAL I-2) . . 308.3, 407
Group I-3 (see INSTITUTIONAL I-3) . . 308.4, 408
Group I-4 (see INSTITUTIONAL I-4) .... 308.3.1,
308.5,310.1
Height 503, 504, 505, 506, 508
Incidental uses 509
Interior finishes Table 803.9, 804
Live load Table 1607.1
Means of egress
Corridors 1018.2
Travel distance 407, 1014.3, 1016.2, 1021.2
Mixed occupancies 508.3, 508.4
Occupancy exceptions . . . 303.1 .1 , 303.1 .2, 308.3.1 ,
308.3.2,308.4.1,
308.6.1 through 308.6.4, 310.5.1
Plumbing fixtures 2902
Risk category Table 1604.5
Standby, emergency power 2702.2.1
INSULATION
Concealed 720.2
Duct insulation 720.1
Exposed 720.3
Fiberboard 720.1, 1508.1.1,
2303.1.5.2,2303.1.5.3
Foam plastic (see FOAM PLASTICS) 720.1
Loose fill 720.4, 720.6
Pipe insulation 720.1 , 720.7
Reflective plastic core 261 3
Roof 720.5,1508
2012 INTERNATIONAL BUILDING CODE®
671
INDEX
Sound 720, 807, 1207
Thermal 720, 807, 1 508
INTERIOR ENVIRONMENT
Lighting 1 205
Rodentproofing Appendix F
Sound transmission 1207
Space dimensions 1208
Temperature control 1204
Ventilation 409.3, 414.3, 415.8.2.6, 1203.4
Yards or courts 1206.2, 1206.3
INTERIOR FINISHES Chapter 8
Acoustical ceiling systems 807, 808
Application 803.10, 804.4
Atriums 404.8
Children's play structures 424
Covered and open mall buildings 402.6
Decorative materials 801.1.2, 806
Floor finish 804, 805
Foam plastic insulation 2603.3, 2603.4
Foam plastic trim 806.3, 2604.2
Insulation 807
Light-transmitting plastics 2606
Signs 402.6.4,2611
Trim 806.5, 806.6
Wall and ceiling finishes 803
Wet location 1210, 2903
INTERPRETATION, CODE 104.1
JAILS (see INSTITUTIONAL I-3) 308.3, 408
JOINT
Gypsum board 2508.4
Lumber sheathing 2308.10.8.1
Shotcrete 1910.7
Waterproofing 1805.3.3
JOINTS, FIRE-RESISTANT SYSTEMS 715
Special inspection 1705.16
K
KIOSKS 402.11
KITCHENS 303.3, 306.2
Accessibility 1 109.4
Dimensions 1208
Means of egress 1 01 4.2
Occupant load Table 1004.1.1
Rooms openings 1210.5
LABORATORIES
Classification of 304.1
Hazardous materials 414, 415
Incidental uses Table 509
LADDERS
Boiler, incinerator and furnace rooms 1015.3
Construction 1009.7.2, 1012.2,
1012.6, 1013.3, 1013.4
Emergency escape window wells 1029.5.2
Group I-3 408.3.5,1009.14
Heliport 412.7.3,1021.2
Refrigeration machinery room 1015.4
Stage 410.6.3.4
LAMINATED TIMBER, STRUCTURAL
GLUED 602.4, 2303.1,
2303.1.3,2304.11.3,2306.1,
2308.8.2.1,2308.10.7
LANDINGS
Doors 1008.1.6
Ramp 1010.7
Stair 1009.8
LATH, METAL OR WIRE Table 2507.2
LAUNDRIES 304.1 , 306.2, Table 509
LAUNDRY CHUTE 713.13,903.2.11.2
LEGAL
Federal and state authority 102.2
Liability 104.8
Notice of violation 114.2,116.3
Registered design professional 107.1, 107.3.4
Right of entry 1 04.6
Unsafe buildings or systems 116
Violation penalties 1 14.4
LIBRARIES
Classification, other than school 303.1
Classification, school 305.1
Live load Table 1607.1
LIGHT, REQUIRED 1205
Artificial 1205.3
Emergency (see EMERGENCY LIGHTING)
Means of egress 1006.1, 1006.2
Natural 1 205.2
Stairways 1205.4
Yards and courts 1206
LIGHT-FRAME CONSTRUCTION
Definition 202
Cold-formed steel 221 1
Conventional (wood) 2308
672
2012 INTERNATIONAL BUILDING CODE®
INDEX
LIGHTS, PLASTIC CEILING DIFFUSERS .... 2606.7
LINEN CHUTE 713.13,903.2.11.2
LINTEL
Adobe 2109.3.4.9
Fire resistance 704.1 1
Masonry 21 04.1 .5
Masonry, wood support 2304.12
LIQUEFIED PETROLEUM GAS Table 414.5.1,
415.8.3
LIVE LOADS 1602.1, 1607
Construction documents 107.2, 1603.1.1
Posting of 106.1
LIVE/WORK UNITS 202, 310.4, 419
Accessibility 1103.2.13
Separation 508.1
LOAD AND RESISTANCE FACTOR
DESIGN (LRFD) 1602.1
Load combinations 1605.2
Wood design 2301.2, 2307
LOAD COMBINATIONS 1605
Allowable stress design 1605.3
Load and resistance factor design 1605.2
Strength design 1605.2
LOADS 106,202
Atmospheric ice 1614
Combinations 1 605
Dead 1602.1,1606
Flood 1603.1.7,1612
Impact 1602.1, 1607.9
Live 419.6,1603.1.1,1607
Rain 1611
Seismic 1603.1.5,1613
Snow 1603.1.3,1608
Soil lateral 1610
Wind 1603.1.4, 1609
LOBBIES
Assembly occupancy 1028.4
Elevator 713.14.1, 1007.2.1, 1007.4,
3007.7, 3008.7
Exit discharge 1027.1
Underground buildings 405.4.3
LOCKS AND LATCHES 1008.1.9,1008.1.10
Access-controlled egress 1008.1.9.8
Delayed egress locks 1008.1.9.7
Electromagnetically locked 1008.1.9.9
Group I-2 407.4.1.1,1008.1.9.6
Group I-3 408.4,1008.1.9.10
Group R-4 1008.1.9.5.1
High-rise 403.5.3
Toilet rooms 2902.3.5
LUMBER
General provisions Chapter 23
Quality standards 2303
M
MAINTENANCE 3401 .2
Accessibility 341 1 .2
Means of egress 3310.2
Property 101.4.4
MALL (see COVERED AND OPEN
MALL BUILDINGS)
MANUAL FIRE ALARM BOX 907.4.2
MANUFACTURED HOMES
Flood resistant G501
MARQUEES 202, 3106, H1 13
Drainage, water 3201 .4
Live load Table 1607.1, 1607.12
MASONRY
Adhered veneer 1405.10
Adobe 2109.3
Anchorage 1604.8.2
Anchored veneer 1405.6
Architectural cast stone 2103.5
Ashlar stone 202
Autoclaved aerated concrete (AAC) .... 202,2103.3
Calculated fire resistance 722 .4
Chimneys 2113
Cold weather construction 2104.3
Construction 2104,2109.2.2
Construction documents 2101 .3
Corbelled 2104.2
Dampproofing 1805.2.2
Design, methods 2101.2, 2107, 2108, 2109
Fire resistance, calculated 722.3.2, 722.3.4
Fireplaces 2101.3.1, 2111
Floor anchorage 1604.8.2
Foundation walls 1807.1.5
Foundations, adobe 2109.3.4.5
Glass unit 2101.2.5, 2103.7, 2110
Grouted 202
Headers (see BONDING, MASONRY) 2109.2
Heaters 2112
Hot weather construction 2104.4
Inspection, special 1705.4
Joint reinforcement 2103.13
Materials 21 03
Penetrations 714
Quality assurance 2105
Rodentproofing Appendix F
2012 INTERNATIONAL BUILDING CODE®
673
INDEX
Roof anchorage 1604.8.1
Rubble stone 202
Seismic provisions 2106
Serviceability 1604.3.4
Stone 2103.4,2109.2
Support 2304.12
Surface bonding 2103.10
Test procedures 2105.2.2.2, 2105.3
Tie, wall 2104.1.3
Veneer 1405.6, 1405.10, 2101 .2.6, 2308.1 1 .2
Wall, composite 202
Wall, hollow 202
Wall anchorage 1604.8.2
Waterproofing 1805.3.2
Wythe 202
MATERIALS
Alternates 104.11
Aluminum Chapter 20
Concrete Chapter 19
Glass and glazing Chapter 24
Gypsum Chapter 25
Masonry Chapter 21
Noncombustible 703.4
Plastic Chapter 26
Steel Chapter 22
Testing (see TESTING) 171 1
Wood Chapter 23
MEANS OF EGRESS Chapter 10
Accessible 1007, 2702.2.5, 2702.2.6,
3411.6,3411.8.10
Aircraft related 412.3.2, 412.5.2
Alternating tread device 412.7.3, 505.3, 1009.3,
1015.3, 1015.4
Ambulatory care facilities 422.5
Assembly 1007.1,1028
Atrium 404.9,707.3.6
Capacity 1005.3
Ceiling height 1003.2
Child care facilities (see Day care facilities)
Construction drawings 107.2.3
Convergence 1 005.6
Covered and open mall buildings 402.8
Day care facilities 308.5, 310.1 ,
Table 1004.1.1, 1015.6
Distribution 1005.5
Doors 1005.7, 1008, 1015, 1020.2, 2702.2.7
During construction 3303.3, 3310
Elevation change 1003.5
Elevators 403.5.2, 403.6.2, 1003.7, 1007, 3008
Emergency escape and rescue 1 029
Encroachment 1 005.7
Equipment platform 505.3
Escalators 1003.7
Existing buildings 1007.1,3310,3406.1,
3411.6,3412.5,3412.6.11
Exit (see EXIT) 1020 through 1026
Exit access (see EXIT ACCESS) . 1014 through 1019
Exit discharge (see EXIT DISCHARGE) 1027
Exit enclosures 1022.2
Exit signs 1011, 2702.2.3, 2702.2.9
Fire escapes 3406
Floor surface 804, 1003.4
Gates 1008.2
Group I-2 407.2, 407.3, 407.4
Group I-3 408.2, 408.3, 408.4, 408.6
Guards 1013
Handrails 1012
Hazardous materials 414.6.1.2, 415.10.3.3,
415.10.5.6
Headroom 1003.2, 1003.3
Helistops 412.7.3,1021.2
High-hazard Group H 415.10.3.3, 415.10.5.6
High-rise 403.5, 403.6
Illumination 1006, 2702.2.4, 3412.6.15
Interior finish 803.9, 804
Ladders (see LADDERS)
Live loads Table 1607.1
Live/work units 419.3
Mezzanines . . . 505.2.2, 505.2.3, 1004.1.1.2, 1007.1
Moving walk 1003.7
Occupant load 1004.1, 1004.1.2, 1004.2
Parking 406.5.7
Protruding objects 1003.3, 1005.7
Ramps 1010,1026
Scoping 101.3, 105.2.2, 108.2, 1001.1
Seating, fixed 1007.1, 1028
Special amusement 411.7
Stages 410.3.3, 410.6
Stairways 403.5, 1005.3.1, 1009, 1022.2, 1026
Temporary structures 3103.4
Travel distance (see TRAVEL
DISTANCE) 1014.3, 1016
Turnstile 1008.3
Underground buildings 405.5.1,405.7
Width 1005.1, 1005.2, 1005.4, 1009.4,
1010.6.1, 1018.2, 1028.6, 1028.8
MECHANICAL (see AIR CONDITIONING,
HEATING, REFRIGERATION, AND
VENTILATION) 101.4.2
Access 1009.16,1009.17, 1209.3
674
2012 INTERNATIONAL BUILDING CODE®
INDEX
Air transfer openings 705.10,706.11,707.10,
712.1.8,713.10,708.9,709.8,
711.8,711.7,714.1 .1,717
Chimneys (see CHIMNEYS)
Code Chapter 28
Disconnected 3303.6
Ducts 704.8, 705.10, 706.11, 707.10,
712.1.5,712.1.16,713.10,708.9,
709.8,710.8,711.7,714.1.1,717
Encroachment, public right-of-way 3202.3.2
Equipment on roof 1509, 1510.2
Equipment platforms 505.3
Factory-built fireplace 2111.14.1
Fireplaces 21 1 1
Incidental use room Table 509
Motion picture projection room 409.3
Permit required 105.1, 105.2
Roof access 1 009.1 6
Seismic inspection and testing 1705.1 1 .4,
1705.12.3,1706.11.6
Smoke control systems 909
Systems 1613.2, Chapter 28
MECHANICALLY LAMINATED DECKING . . 2304.8.3
MEMBRANE ROOF COVERINGS 1507.11,
1507.12,1507.13
MEMBRANE STRUCTURES 2702.2.9, 3102
MENTAL HOSPITALS (see INSTITUTIONAL I-2)
MERCANTILE OCCUPANCY (GROUP M) 309
Accessible 1109.12
Alarm and detection 907.2.7
Area 503, 505, 506, 507, 508
Covered and open mall buildings 402
Hazardous material display and storage 414.2.5
Height 503, 504, 505, 506, 508
Incidental uses 509
Interior finishes Table 803.9, 804
Live load Table 1 607.1
Means of egress
Aisles 1017.3,1017.4
Travel distance . . . .402.8, 1014.3, 1016.2, 1021.2
Mixed occupancies 508.3, 508.4
Accessory 508.2
Live/work units 419
Mall buildings 402
Parking below/above 510.7, 510.8, 510.9
Special mixed 51 0.2
Occupancy exceptions 307.1
Plumbing fixtures 2902
Sprinkler protection 903.2.7
Standby/emergency power 2702.2.14
Standpipes 905.3.3
Unlimited area 507.3, 507.4, 507.12
METAL
Aluminum Chapter 20
Roof coverings 1504.3.2, 1507.5
Steel Chapter 22
Veneer 1404.5
MEZZANINES 505
Accessibility 1104.4, 1108.2.4, 1108.2.9
Area limitations 505.2.1 , 505.3.1
Egress 505.2.2, 505.2.3, 1004.6, 1007.1
Equipment platforms 505.3
Guards 505.3.3,1013.1
Height 505.2,1003.2
Occupant load 1004.1.1.2
Stairs 712.1.10, 1009.13, 1022.2
MIRRORS 1008.1 , 2406.1
MIXED OCCUPANCY (see OCCUPANCY
SEPARATION)
MODIFICATIONS 104.4, 104.10
MOISTURE PROTECTION 1210, 1403.2, 1503,
2303.2.4,2304.11
MONASTERIES 310.4
MORTAR 2102.1
Ceramic tile 21 03.1 1
Dampproofing 1805.2.2
Fire resistance 714.3.1,714.4.1.1
Glass unit masonry 2110.1.1
Masonry 2103.9, 2103.10
Rodentproofing Appendix F
MOTELS 310.3, 310.4
MOTION PICTURE PROJECTION ROOMS 409
Construction 409.2
Exhaust air 409.3.2, 409.3.3
Lighting control 409.4
Projection room 409.3
Supply air 409.3.1
Ventilation 409.3
MOTOR FUEL-DISPENSING SYSTEM 406.5
Accessibility 1109.14, 3411.8.13
MOTOR VEHICLE FACILITIES 304, 31 1 , 406
MOVING, BUILDINGS 3410, D1 03.3
MOVING WALKS 3005.2
Means of egress 1 003.7
N
NAILING 2302.1 , 2303.6, 2304.9
NONCOMBUSTIBLE BUILDING MATERIAL. . . 703.4
NURSES STATIONS (See CARE
PROVIDER STATIONS)
NURSING HOMES (see INSTITUTIONAL,
GROUP I-2) 308.3, 407
2012 INTERNATIONAL BUILDING CODE®
675
INDEX
OCCUPANCY
Accessory 508.2
Certificates (see CERTIFICATE OF OCCUPANCY)
Change (see CHANGE OF OCCUPANCY)
Floor loads Table 1607.1
Special Chapter 4
OCCUPANCY CLASSIFICATION 302
Covered and open mall buildings 402
HPM 415 .8
Mixed 508,510
Mixed occupancy values 3412.6.16
Special Chapter 4
OCCUPANCY SEPARATION
Accessory 508.2
Aircraft related 412.5.1
Covered mall and open mall building 402.4.2
Mixed occupancy 508, 510, 707.3.9
Parking garages 406.3.4, Table 508.4(d)
Repair garages 406.6.2
Required fire resistance Table 508.4, 510
OCCUPANT EVACUATION ELEVATORS . . .403.5.2,
403.6.2, 3008
OCCUPANT LOAD
Actual 1004.1.2
Certificate of occupancy 111
Covered and open mall building 402.8.2
Cumulative 1004.1.1
Determination of 1004.1, 1004.1.1, 1004.6
Increased 1 004.2
Outdoors 1 004.5
Seating, fixed 1 004.4
Signs 1004.3
OFFICE BUILDINGS (See GROUP B
OCCUPANCIES)
Classification 304
Live loads Table 1607.1, 1607.5
OPEN MALL BUILDINGS (see COVERED AND OPEN
MALL BUILDINGS)
OPENING PROTECTION, EXTERIOR WALLS. . 705.8
OPENING PROTECTION, FLOORS (see VERTICAL
OPENING PROTECTION)
OPENING PROTECTIVES 705.8, 706.8, 707.6,
708.6,709.5,711.8,713.7,716
Automatic-closing devices 909.5.2
Fire door and shutter assemblies . . . 705.8.2, 711.8,
716.5
Fire windows 71 6.6
Glass unit masonry (see GLASS UNIT
MASONRY) 21 1 0.1 .1
Glazing 7166
ORGANIC COATINGS 418
ORGANIC PEROXIDES 307.4, 307.5
OXIDIZERS, LIQUID AND SOLID 307.3, 307.4,
307.5
PANIC HARDWARE 1008.1.10
PARAPET, EXTERIOR WALI 705.11,2109.3.4.3
Construction 705.1 1 .1
Firewall 706.6
Height 705.11.1
PARKING, ACCESSIBLE 1106, 1110.1,
3411.4,3411.7
PARKING GARAGES 406.4
Accessibility 1105.1.1, 1106.1, 1106.7.4, 1110.1
Barriers, vehicle 406.4.3, 1602.1, 1607.8.3
Classification 311, 406.3, 406.4
Construction type 406.5.1, Table 503, Table 601
Enclosed (see PARKING GARAGE,
ENCLOSED) 406.6
Gates 3110
Guards 406.4.2, 2407.1 .3
Height, clear 406.4.1
Live loads Table 1607.1, 1607.10.1.3
Means of egress 1009.3, 1021.1, 1021.4
Occupancy separation 508, 510
Open (see PARKING GARAGE, OPEN) 406.3
Special provisions 509
Sprinkler protection 903.2.10
Underground 405
PARKING GARAGES, ENCLOSED 406.6
Area and height [see STORAGE
OCCUPANCY (GROUP S)] 406.6.1
Means of egress 1003.2, 1010.1, 1021.1.2
Ventilation 406.4.2
PARKING GARAGES, OPEN 202, 406.5
Area and height [see STORAGE
OCCUPANCY (GROUP S)] 406.5,
406.5.1, Table 406.5.4
Construction type 406.3.3
Means of egress 406.5.7, 1003.2, 1007.3,
1007.4, 1010.1, 1016.1, 1018.1,
1022.2, 1024.1, 1027.1
Mixed occupancy 406.5.3
Standpipes 406.5.8
Ventilation 406.5.10
PARTICLEBOARD 2302.1
Draftstopping 718.3.1
Moisture protection 1403.2, 1405.2
Quality 2303.1.7
Veneer 1405.5
676
2012 INTERNATIONAL BUILDING CODE®
INDEX
Wall bracing 2308.9.3
PARTITIONS
Fire (see FIRE PARTITION)
Live loads 1607.5, 1607.14
Materials 602.4.6, 603.1(1), 603.1(11)
Occupancy, specific 708.1
Smoke (see SMOKE PARTITION)
Toilets 1210
PARTY WALLS (see FIRE WALLS) 706.1 .1 ,
Table 716.6
PASSAGEWAY, EXIT (see EXIT) 1023.1
PASSENGER STATIONS 303.4
PATIO COVERS 2606.10, Appendix I
PEDESTRIAN
Protection at construction site 3303.2, 3306
Walkways and tunnels 3104, 3202.3.4
PENALTIES 114.4
PENETRATION-FIRESTOP SYSTEM
Fire-rated walls 714.3.2
Fire-rated horizontal assemblies 714.4.1.2
PENETRATIONS 714, 717
Fire-resistant assemblies
Exterior wall 705.10
Fire barrier 707.7, 707.10
Fire partition 708.7, 708.9
Fire wall 706.9, 706.1 1
Horizontal assemblies 71 1 .5, 71 1 .7, 71 4.4
Shaft enclosures 712.1,713.1,713.8,713.10
Smoke barriers 709.6, 709.8, 714.5
Smoke partitions 710.6, 710.7
Special inspection 1705.16
Walls 714.3
Nonf ire-resistant assemblies 714.4.2
PERFORMANCE CATEGORY
Definition 202
Wood structural panels 2303.1 .4
PERLITE Table 721.1(1), Table 2507.2
PERMITS 105
Application for 104.2, 105.1, 105.3
Drawings and specifications 107.2.1
Expiration 1 05.5
Fees 109
Liability for issuing 104.8
Placement of permit 105.7
Plan review 104.2, 107.3
Suspension or revocation 105.6
Time limitations 105.3.2, 105.5
PHOTOVOLTAIC SYSTEMS
Fire classification 1505.8
Modules/shingles 202, 1507.17
Panels/modules 151 1
Rooftop mounted 1509.7
PIER FOUNDATIONS (see FOUNDATION,
SHALLOW)
PILE FOUNDATIONS (see FOUNDATION, DEEP)
PIPES
Embedded in fire protection 704.8
Insulation covering 720.1, 720.7
Penetration protection 714, 1022.4
Under platform 410.4
PLAIN CONCRETE (see CONCRETE) 1906
PLAN REVIEW 107.3
PLASTER
Fire-resistance requirements 719
Gypsum 719.1,719.2
Inspection 11 0.3.5
Portland cement 719.5, Table 2507.2,
Table 2511.1.1
PLASTIC Chapter 26
Approval for use 2606.2
Core insulation, reflective plastic 2613
Fiber-reinforced polymer 2612
Fiberglass-reinforced polymer 2612
Finish and trim, interior 2604
Light-transmitting panels. 2401.1, 2607
Roof panels . ..2609
Signs 402.6.4,2611, D102.2.10, H107.1.1
Thermal barrier 2603.4
Veneer 1404.8, 2605, D102.2.1 1
Walls, exterior 2603.4.1 .4, 2603.5
PLASTIC, FOAM
Children's play structures 424.2
Insulation (see FOAM PLASTICS) 2603
Interior finish 803.4, 2603.10
Malls 402.6.2, 402.6.4.5
Stages and platforms 41 0.3.6
PLASTIC, LIGHT-TRANSMITTING
Awnings and patio covers 2606.10
Bathroom accessories 2606.9
Exterior wall panels 2607
Fiber-reinforced polymer 2612.4
Fiberglass-reinforced polymer 2612.4
Glazing 2608
Greenhouses 2606.1 1
Light-diffusing systems 2606.7
Roof panels 2609
Signs, interior 261 1
Skylight 2610
Solar collectors 2606.12
Structural requirements 2606.5
Unprotected openings 2608.1 , 2608.2
Veneer, exterior 603.1(15), 603.1(17), 2605
2012 INTERNATIONAL BUILDING CODE 9
677
INDEX
Wall panels 2607
PLATFORM (see STAGES AND
PLATFORMS) 410
Construction 410.4
Temporary 410.4.1
PLATFORM, EQUIMENT (see EQUIPMENT
PLATFORM)
PLATFORM LIFTS, WHEELCHAIR
Accessible means of egress 1007.2, 1007.5,
1009.4,2702.2.6
Accessibility 1109.8,3411.8.3
PLUMBING (see TOILET AND TOILET
ROOMS) 101.4.3, 105.2, Chapter 29
Aircraft hangars, residential 412.5.4
Facilities, minimum 2902, 3305.1
Fixtures Table 2902.1
Room requirements ... 1210, 2406.2, 2406.4, 2606.9
PLYWOOD (see WOOD STRUCTURAL
PANELS) 2302.1
Preservative-treated 2303.1.8.1
PRESCRIPTIVE FIRE RESISTANCE 721
PRESERVATIVE-TREATED WOOD 2302.1
Fastenings 2304.9.5
Quality 2303.1.8
Required 1403.6, 2304.1 1
Shakes, roof covering 1507.9.6, 1507.9.8
PROJECTION ROOMS
Motion picture 409
PROJECTIONS, COMBUSTIBLE . . . .705.2.3, 1406.3
PROPERTY LINE (see FIRE
SEPARATION DISTANCE) 705.3
PROPERTY MAINTENANCE 101.4.4
PROSCENIUM
Opening protection 410.3.5
Wall 410.3.4
PSYCHIATRIC HOSPITALS (see
INSTITUTIONAL 1-2) 308.4
PUBLIC ADDRESS SYSTEM
(see EMERGENCY COMMUNICATIONS)
Covered and open mall building . . . 402.7, 907.2.20,
2702.2.14
Special amusement buildings 411.6
PUBLIC PROPERTY Chapter 32, Chapter 33
PUBLIC RIGHT-OF-WAY
Encroachments Chapter 32
PYROPHORIC MATERIALS . . . Table 307.1(1), 307.4
RAILING (see GUARDS AND HANDRAILS)
RAMPS 1010
Assembly occupancy 1028.11
Construction 1010.2 through 1010.6.3,
1010.8, 1010.10
Existing buildings 341 1 .8.5
Exterior 1026, 3201.4
Guards 1010.11, 1013, 1607.8
Handrails 1010.9, 1012, 1607.8
Interior 1010.2
Landings 1010.7
Parking garage 406.4.4
Slope 1010.3,3411.8.5
REFERENCED STANDARDS Chapter 35
Applicability 102.3, 102.4
Fire resistance 703.2
List Chapter 35
Organizations Chapter 35
REFORMATORIES 308.4
REFRIGERATION (see MECHANICAL) 101.4.2
Machinery room 1015.4
REFUGE AREAS (see HORIZONTAL
EXIT, SMOKE COMPARTMENTS,
STORM SHELTERS) 407.5.1, 408.6.2,
422.4,423.1.1 , 1025.4
REFUSE CHUTE 713.13
REINFORCED CONCRETE (see CONCRETE)
General 1 901 .2
Inspections 1705.3
REINFORCEMENT
Concrete 1910.4, 1912.4
Masonry 2103.14
RELIGIOUS WORSHIP, PLACES OF
Alarms and detection 907.2.1
Balcony 1028.5, 1108.2.4
Classification 303.1.4, 303.4, 305.1.1, 305.2.1
Door operations 1 008. 1.9.3
Egress 1 028
Interior finishes Table 803.9, 804
Unlimited area 507.6, 507.7
REPAIRS, BUILDING 202, 3405
Compliance alternatives. . . 3412.1, 3412.2.4, 3412.3
Flood 1612.1, 1612.2,3405.5
Minor 105.2.2
Permit required 105.1
Scope 101.2,3401.1,3401.3,3409.1
RESIDENTIAL OCCUPANCY (GROUP R) 310
Accessibility 1103.2.4, 1103.2.11, 1003.2.13,
1 1 06.2, 1 1 07.6, 341 1 .8.7, 341 1 .8.8,
3411.8.9, E1 04.2, E1 04.3
Alarm and detection 907.5.2.3.3, 907.5.2.3.4,
907.2.8, 907.2.9,
907.2.10,907.2.11
Area 503, 505, 506, 508, 51
678
2012 INTERNATIONAL BUILDING CODE®
INDEX
Draftstopping 718.3.2, 718.4.2
Group provisions
Group R-1 (transient) 310.3
Group R-2 (apartment) 310.4
Group R-3 (two dwellings per building) 310.5
Group R-4 (group homes) . . . 310.6, 1008.1.9.5.1
Height 503, 504, 505, 508, 510
Incidental uses 509
Interior finishes Table 803.9, 804
Live load Table 1607.1
Means of egress
Aisles 1017.5
Corridors 1018.1, 1018.2
Doors 1008.1.1, 1008.1.9.5.1
Emergency escape and rescue 1029.1
Exit signs 1011.1, 1011.2
Single exits 1021.2, 1021.2.3
Travel distance 1014.3, 1016.2, 1021.2
Mixed occupancies 508.3, 508.4
Accessory 508.2, G801 .1
Live/work units 419
Parking, private 406.1
Parking below/above 510.4, 510.7, 510.9
Special mixed 510.2
Plumbing fixtures 2902
Risk category Table 1604.5.1
Special provisions 510.5, 510.6
Separation 419, 420, 508.2.4
Swimming pools 3109.4
Sprinkler protection 903.2.8, 903.3.2
Unlimited area
RETAINING WALLS 1807.2, 2304.1 1 .7
Flood provisions G801 .4
Seismic 1803.5.12
REVIEWING STANDS (see BLEACHERS AND
GRANDSTANDS)
RISERS, STAIR (see STAIRWAY CONSTRUCTION)
Alternating tread device 1009.13.2
Assembly 1009.3, 1028.6, 1028.7,
1028.9, 1028.11
Closed 1009.7.5
General 1 009.7
Spiral 1009.12
Uniformity 1009.7.4
RISK CATEGORY (Structural
Design) 1602.1, 1604.5
Multiple occupancies 1604.5.1
RODENTPROOFING Appendix F
ROLL ROOFING 1507.6
ROOF ACCESS 1009.16, 1009.17
ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
Cooling towers 1 509.4
Drainage 1503.4, 3201.4
Fire classification 1505
Fire district D1 02.2.9
Height modifications 504.3
Impact resistance 1504.7
Materials 1 506
Mechanical equipment screen 1509.6
Parapet walls 1503.3, 1503.6
Penthouses 1509.2
Photovoltaic systems 1 509.7
Tanks 1509.3
Towers, spires, domes and cupolas 1509.5
Weather protection 1 503
Wind resistance 1504.1, 1609.5
ROOF CONSTRUCTION
Construction walkways 3306.7
Coverings (see ROOF COVERINGS) 1609.5.2
Deck 1609.5.1
Draftstopping 718.4
Fire resistance Table 601
Fireblocking 718.2
Live loads Table 1607.1, 1607.12
Materials Chapter 6
Penetration of fire-resistant assemblies 714
Protection from adjacent construction 3307.1
Rain loads 1 61 1
Roof structures 504.3, 1509, D1 02.2.9
Signs, roof mounted H110
Slope, minimum Chapter 15
Snow load 1 608
Trusses 2211.3, 2303.4,2308.10.10
Wood (see ROOF CONSTRUCTION, WOOD)
ROOF CONSTRUCTION, WOOD .... 602.4.3, 602.4.5
Anchorage to walls 1604.8.2
Attic access 1209.2
Ceiling joists 2308.1 0.2
Diaphragms 2305.1, 2306.2
Fastening requirements 2304.9
Fire-retardant-treated Table 601, 603.1(25)
Framing 2304.10.3, 2308.10
Rafters 2306.1 .1
Sheathing 2304.7, 2308.10.8
Trusses 2303.4, 2308.10.1
Ventilation, attic 1203.2
Wind uplift 2308.10.1
ROOF COVERINGS 1507
Asphalt shingles 1 507.2
Built up 1507.10
2012 INTERNATIONAL BUILDING CODE®
679
INDEX
Clay tile 1507.3
Concrete tile 1507.3
Fire district D102.2.4
Fire resistance 603.1(3), 1505
Flashing 1503.2, 1503.6, 1507.2.9,
1507.3.9, 1507.5.7, 1507.7.7,
1507.8.8, 1507.9.9, 1510.6
Impact resistance 1 504.7
Insulation 1508
Liquid-applied coating 1507.15
Membrane 31 02
Metal panels 1507.4
Metal shingles 1 507.5
Modified bitumen 1 507.1 1
Photovoltaic modules/shingles 1507.17
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 1 507.9
Wood shingles 1 507.8
ROOF DRAINAGE 1503.4
ROOF REPLACEMENT/RECOVERING 1510.3
ROOF STRUCTURE (see ROOF ASSEMBLIES
AND ROOFTOP STRUCTURES)
ROOM DIMENSIONS 1208
ROOMING HOUSE (see BOARDING
HOUSE) 310
SAFEGUARDS DURING
CONSTRUCTION Chapter 33
Accessibility 1103.2.6
Adjoining property protection 3307
Construction 3302
Demolition 3303
Excavations 1 804.1
Fire extinguishers 3309
Means of egress 331
Protection of pedestrians 3306
Sanitary facilities 3305
Site work 3304
Sprinkler protection 3312
Standpipes 3308.1.1,3311
Temporary use of streets, alleys
and public property 3308
SAFETY GLAZING 716.5.8.4, 2406
SCHOOLS (see EDUCATIONAL OCCUPANCY)
SEATING, FIXED 1028
Accessibility 1108.2, 1109.11
Aisles 1028.9,1028.10
Bleachers (see BLEACHERS)
Grandstands (see GRANDSTANDS)
Live load Table 1607.1
Occupant load 1 004.4
Temporary 1 08
SECURITY GLAZING 408.7
SECURITY GRILLES 402.8.8, 1008.1.4.4
SEISMIC 1613
Construction documents ... 107, 1603.1.5, 1603.1.9
Earthquake recording equipment Appendix L
Existing building 3404.5, 3405.2, 3408.4
Fire resistance 704.12
Geotechnical investigation. . . . 1803.5.11, 1803.5.12
Glazing 2404
Loads 1613
Masonry 21 06
Membrane structure 3102.7
Seismic design category 1613.2, 1613.5.6
Seismic detailing 1604.10
Site class 1613.2,1613.5.2
Site coefficients 1613.2, 1613.5.3
Special inspection 1705.11
Statement of special inspections 1704.3
Steel 2205.2, 2206.2
Structural observations 1704.5.1
Structural testing 1705.12
Wood 2305, 2308.11, 2308.12
SERVICE SINKS 1 109.3, Table 2902.1
SERVICE STATION (see MOTOR
FUEL-DISPENSING FACILITIES)
SHAFT (see SHAFT ENCLOSURE
AND VERTICAL OPENING PROTECTION) .... 202
SHAFT ENCLOSURE (see VERTICAL
OPENING PROTECTION) 713
Continuity 713.5, 713.11, 713.12
Elevators 713.14
Exceptions 713.2, 1009.2, 1016.1
Exterior walls 713.6
Fire-resistance rating 707.3.1, 713.4
Group I-3 408.5
High-rise buildings 403.2.1.2, 403.2.3,
403.3.1.1,403.5.1
Joints 713.9,715
Materials 713.3
Opening protection 713.8, 713.10, 714, 717.5.3
Penetrations 713.8
680
2012 INTERNATIONAL BUILDING CODE®
INDEX
Refuse and laundry chutes 713.13
Required 71 3.1
SHEAR WALL
Gypsum board and plaster 2505
Masonry 202
Wood 202, 2305.1 , 2306.3
SHEATHING
Clearance from earth 2304.11.2.2
Fastening 2304.9
Fiberboard Table 2306.3(2)
Floor 2304.7, 2308.8.6
Gypsum Table 2506.2, 2508
Moisture protection 2304.1 1 .2.2
Roof 2304.7
Roof sheathing 2308.10.8
Wall 2304.6, 2308.9.3
Wood structural panels 2303.1.4, 2211.3
SHOPPING CENTERS (see COVERED
AND OPEN MALL BUILDINGS)
SHOTCRETE 1910
SHUTTERS, FIRE (see OPENING
PROTECTIVES) 716.5
SIDEWALKS 105.2(6), G801 .4
Live loads Table 1607.1
SIGNS 3107, Appendix H
Accessibility 1011.4, 1110,
E1 06.4.9, E107, E109.2.2
Accessible means of egress 1007.8.2,
1007.9 through 1007.11
Animated devices H108
Construction H105, H107
Covered and open mall building 402.6.4
Doors 1008.1.9.3, 1008.1.9.7, 1008.1.9.8
Electrical H106
Elevators 1109.7,1110.2,
3002.3, 3007.7.5, 3008.7.5
Encroachment, public right-of-way 3202.3.1
Exit 101 1 , 2702.2.3, 2702.2.9
Floor loads 106.1
Ground H109
Height limitation H109.1, H112.4
Illumination H106.1
Luminous 403.5.5, 1011.5, 1024
Marquee H113
Obstruction 1003.3.2, 1003.3.3, H103
Occupant load, assembly 1004.3
Parking spaces 1 1 10.1
Plastic 2611.D102.2.10
Portable H114
Projecting H112
Protruding objects 1003.3
Roof H110
Stair identification . . .1022.8, 1022.9, 1110.2, 1110.3
Standpipe control valve 905.7.1
Toilet room 1 1 1 0.1 , 1 1 1 0.2, 2904, 2904.1
Variable message 1 1 10.4
Walls 703.6, H1 11
SITE DRAWINGS 107.2.5
SITE WORK 3304
SKYLIGHTS 2405, 3106.3
Light, required 1205.2
Loads 2404
Plastic 2610
Protection from adjacent construction 3307.1
SLAB ON GROUND, CONCRETE 1909,
2304.11.2.3
SLATE SHINGLES 1507.7
SLEEPING UNITS 202
Accessibility 1103.2.11, 1105.1.6,
1106.2, 1106.7.2, 1107
Accessibility, existing . . 341 1 .8.7, 341 1 .8.8, 341 1 .8.9
Group I 308
Group R 310
Scoping 101.2
Separation 420.2, 420.3
SMOKE ALARMS
Live/work unit 419.5,907.2.11.2
Multiple-station 907.2.1 1
Residential aircraft hangars 412.5.3, 412.5.4,
907.2.21
Residential occupancies 420.5, 907.2.11.1,
907.2.11.2
Single-station 907.2.1 1
SMOKE BARRIERS 202
Construction 407.4.3, 709.4, 909.5
Doors 709.5, 716.5.3, 909.5.2
Fire-resistance rating 703, 709.3
Glazing, rated 716.6
Horizontal assemblies 71 1 .9
Inspection 11 0.3.6
Joints 709.7,715
Marking 703.6
Materials 709.2
Opening protection 709.5, 714.3, 714.5,
716,717.5.5,909.5.2
Penetrations 709.6, 714
Smoke control 909.5
Special provisions
Ambulatory care facilities 422.2
Group I-2 407.5
Group I-3 408.6,408.7
Underground 405.4.2, 405.4.3
2012 INTERNATIONAL BUILDING CODE®
681
SNDEX
SMOKE COMPARTMENT 407, 408, 422
Refuge area (see REFUGE AREA)
SMOKE CONTROL 909
Amusement buildings, special 41 1 .1
Atrium buildings 404.5
Covered and open mall building 402.10
Group I-3 408.9
High-rise (smoke removal) 403.4.6, 403.5.4,
1022.10
Special inspections 1705.17
Stages 410.3.7.2
Standby power systems 909.1 1 , 909.20.6.2,
2702.2.2
Underground buildings 405.5
Values 3412.6.10.1
SMOKE DAMPERS 717.2 through 717.5
SMOKE DETECTION SYSTEM
(see FIRE ALARM AND SMOKE
DETECTION SYSTEMS) 907
SMOKE DETECTORS
Covered and open mall building . 402.8.6.1 , 907.2.20
High-rise buildings 403.4.1, 907.2.13
HPM 415.10.9.3
Institutional I-2 407.8
Smoke-activated doors 716.5.9.3
Special amusement buildings 41 1 .5
Underground buildings 907.2.18, 907.2.19
SMOKE DEVELOPMENT 802, 803.1 .1 ,
Table 803.9
SMOKE EXHAUST SYSTEMS
Underground buildings 405.5, 907.2.18, 909.2
SMOKE PARTITIONS 202, 710
Continuity 710.4
Doors 710.5
Ducts and air transfer openings 710.8
Fire-resistance rating 710.3
Inspection 1 10.3.6
Joints 71 0.7
Marking 703.6
Materials 710.2
Opening protection 710.5, 717.5.7
Penetrations 710.6
Special provisions
Atriums 404.6
Group I-2 407.3
SMOKE REMOVAL (High rise) 403.4.6
SMOKE VENTS 410.3.7.1, 910
SMOKEPROOF ENCLOSURES . . .. 403.5.4, 1022.10
Design 909.20
SNOW LOAD 1608
Glazing 2404
SOILS AND FOUNDATIONS
(see FOUNDATION) Chapter 18
Depth of footings 1 809.4
Excavation, grading and fill . 1804, 3304, J 106, J 107
Expansive 1803.5.3, 1808.6
Flood hazard 1808.4
Footings and foundations 1808
Footings on or adjacent to slopes . . 1808.7, 3304.1 .3
Foundation walls 1807.1.5, 3304.1.4
Geotechnical investigation 1803
Grading 1804.3, Appendix J
Load-bearing values 1806
Soil boring and sampling 1803.4
Soil lateral load 1610
Special inspection 1705.6
SORORITIES 310.4
SOUND-INSULATING MATERIALS
(see INSULATION) 720
SOUND TRANSMISSION 1207
SPECIAL CONSTRUCTION Chapter 31
Automatic vehicular gates 31 10
Awnings and canopies (see
AWNINGS and CANOPIES) 3105
Marquees (see MARQUEE) 3106
Membrane structures (see
MEMBRANE STRUCTURES) 3102
Pedestrian walkways and tunnels
(see WALKWAYS and TUNNELED
WALKWAYS) 3104
Signs (see SIGNS) 3107
Swimming pool enclosures and
safety devices (see SWIMMING POOL) 3109
Telecommunication and broadcast
towers (see TOWERS) 3108
Temporary structures (see TEMPORARY
STRUCTURES) 3103
SPECIAL INSPECTIONS AND TESTS
(see INSPECTIONS) 1 10.3.9, Chapter 17
Alternative test procedure 1707
Approvals 1 703
Contractor responsibilities 1704.4
Design strengths of materials 1706
General 1 701
In-situ load tests 1709
Material and test standards 171 1
Preconstruction load tests 1710
Special inspections 1705
Statement of special inspections 1704.3
Structural observations 1704.5
Test safe load 1708
Testing seismic resistance 1705.12
SPECIAL INSPECTOR 202
682
2012 INTERNATIONAL BUILDING CODE®
INDEX
SPIRAL STAIRS 1009.12
Construction 1009.4, 1009.5, 1009.12
Exceptions . . 1009.7.2, 1009.7.3, 1009.7.5, 1009.15
Group I-3 408.3.4
Live/work 419.3.2
Stages 410.6.3.4
SPRAY-APPLIED FIRE RESISTANT
MATERIALS 1702.1
Inspection 1705.13, 1705.14
Steel column calculated fire resistance . . . 722.5.2.2
SPRINKLER SYSTEM, AUTOMATIC 903, 3312
Exempt locations 903.3.1 .1.1
Fire department location 912
Signs 914.2
Substitute for fire rating Table 601(4)
Values 3412.6.17
SPRINKLER SYSTEM, REQUIRED 903
Aircraft related 412.4.6, 412.6.5
Ambulatory care facilities 422.6, 903.2.2
Amusement buildings, special 411 .4
Area increase 506.3
Assembly 903.2.1, 1028.6.2.3
Atrium 404.3
Basements 903.2.1 1 .1
Children's play structures 424.3
Combustible storage 413
Commercial kitchen 903.2.1 1 .5
Construction 903.2.12
Covered and open mall building 402.5
Drying rooms 417.4
Education 903.2.3
Exempt locations 903.3.1 .1 .1
Factory 903.2.4
Fire areas 707.3.10
Hazardous materials Table 414.2.5(1),
Table 414.2.5(2), 903.2.11.4
Hazardous occupancies 415.4, 415.10.6.4,
415.10.11,705.8.1,903.2.5
Height increase 504.2
High-rise buildings 403.3, 903.2.1 1 .3
Incidental uses Table 509
Institutional 407.6, 408.1 1 , 420.4,
903.2.6, 903.3.2
Laundry chutes, refuse chutes,
termination rooms and
incinerator rooms 713.13, 903.2.11.2
Live/work units 419.5, 903.2.8
Mercantile 903.2.7
Mezzanines 505.2.1, 505.2.3, 505.3.2
Multistory buildings 903.2.11.3
Parking garages 406.6.3, 903.2.9.1, 903.2.10.1
Residential 420.4, 903.2.8, 903.3.2
Special amusement buildings 41 1.4
Spray finishing booth 416.5
Stages 410.7
Storage 903.2.9, 903.2.10
Supervision (see SPRINKLER
SYSTEM, SUPERVISION) 903.4
Underground buildings 405.3, 903.2.11.1
Unlimited area 507
SPRINKLER SYSTEM, SUPERVISION 903.4
Service 901 .6
Underground buildings 405.3
STAGES AND PLATFORMS 303, 410
Dressing rooms 410.5
Fire barrier wall 410.5.1, 410.5.2
Floor finish and floor covering 410.3, 410.4,
804.4, 805.1
Horizontal assembly 410.5.1,410.5.2
Means of egress 410.6
Platform, temporary 410.4.1
Platform construction 410.4, 603.1(12)
Proscenium curtain 410.3.5
Proscenium wall 410.3.4
Roof vents 410.3.7.1
Scenery 41 0.3.6
Smoke control 410.3.7.2
Sprinkler protection 410.7
Stage construction 410.3, 603.1(12)
Standpipes 410.8, 905.3.4
Technical production areas 202, 410.3.2, 410.6.3
Ventilation 41 0.3.7
STAIRWAY (see ALTERNATING TREAD DEVICES,
SPIRAL STAIRS, STAIRWAY CONSTRUCTION
and STAIRWAY ENCLOSURE)
STAIRWAY CONSTRUCTION
Aisle steps 1028.9
Alterations 3404.1
Alternating tread 1009.13
Circular (see Curved)
Construction 1009.9
Curved 1009.6,1009.11
Discharge barrier 1022.8
During construction 3310.1
Elevators 1009.17, 1022.4, 3002.7
Enclosure under 1009.9.3
Existing 3404.1, 3408.3
Exterior exitway 1026.1, 1027.1
Fireblocking 718.2.4
Guards 1013.2, 1013.3, 1607.7
Handrails 1009.15, 1012, 1607.7
Headroom 1 009.5
2012 INTERNATIONAL BUILDING CODE®
683
INDEX
Illumination 1006.1, 1205.4, 1205.5
Ladders 408.3.4, 410.6.3.4, 1009.14
Landings 1009.8, 1009.10
Live load Table 1607.1, 1607.7
Luminous 403.5.5,411.7.1, 1024
Roof access 1009.16, 1009.17
Seismic anchorage 2308.12.7
Spiral (see SPIRAL STAIRS) 408.3.4, 410.5.3,
419.3.2, 1009.12
Treads and risers 1009.6, 1009.7
Width 1005.3.1, 1009.4
Winders 1009.6, 1009.7.2, 1009.7.3,
1009.7.4, 1009.11
STAIRWAY ENCLOSURE 713.1, 1009.2,
1009.3, 1022.1
Accessibility 1007.3
Construction 1009.3.1, 1022.2
Discharge 1009.2, 1022.3.1, 1027.1
Doors 716.5.9, 1008.1.9.11, 1009.3.1.4
Elevators within 1009.3.1.4.1, 1022.4, 3002.7
Exterior walls 705.2, 707.4, 708.5, 713.6,
1009.3.1.8, 1022.2, 1026.6
Fire-resistant construction 1009.3.1.2, 1022.2
Group I-3 408.3.8
High-rise 403.5
Penetrations 1009.3.1.5, 1022.5
Pressurization 403.5.4, 405.7.2,
909.6,909.20.5, 1022.10
Smokeproof 403.5.4, 405.7.2, 909.20, 1022.10
Space below, use 1009.9.3
Ventilation 1009.3.1.7, 1022.6
STANDARDS (see REFERENCED STANDARDS)
STANDBY POWER 2702.1, 2702.3
Aircraft traffic control towers 412.3.4, 2702.2.18
Atriums 404.7, 2702.2.2
Covered and open mall building . 402.7.3, 2702.2.14
Elevators 1007.4, 2702.2.5, 2702.2.19,
3003.1,3007.9,3008.9
Hazardous occupancy 414.5.4, 421.8,
2702.2.10,2702.2.12
High-rise 403.4.7, 2702.2.15
Horizontal sliding doors 1008.1.4.3, 2702.2.7
Membrane structures 2702.2.9, 3102.8.2
Platform lifts 1007.5, 2702.2.6
Smoke control 909.1 1 , 2702.2.2
Smokeproof enclosure 909.20.6.2, 2702.2.20
Special inspection 1705.1 1 .6
Underground buildings 405.8, 2702.2.16
STANDPIPE AND HOSE SYSTEMS
(see STANDPiPES, REQUIRED) 905, 3106.4,
3308.1.1,3311
Cabinet locks 905.7.2
Dry 905.8
Hose connection location 905.1 ,
905.4 through 905.6, 912
STANDPIPES, REQUIRED
Assembly 905.3.2, 905.5.1
Covered and open mall buildings. . . 402.7.1, 905.3.3
During construction 905.10
Elevators, fire service access 3007.10
Helistops 905.3.6
Marinas 905.3.7
Parking garages 406.5.8
Roof gardens and landscaped roofs 905.3.8
Stages 410.8, 905.3.4
Underground buildings 405.10, 905.3.5
STATE LAW 102.2
STEEL Chapter 22
Bolting 2204.2
Cable structures 2208
Calculated fire resistance 722.5
Cold-formed 202 , 2210, 221 1
Composite structural steel and concrete 2206
Conditions of restraint 703.2.3
Decks 2210.1.1
Identification and protection 2203
Joists 202, 2207
Open web joist 2207
Parapet walls 1503.3, 1503.6
Seismic provisions 2205.2, 2206.2, 2210.2
Special inspections 1705.3
Storage racks 2209
Structural steel 2205
Welding 2204.1
STONE VENEER 1 405.7
Slab-type 1405.8
STOP WORK ORDERS 115
STORAGE OCCUPANCY (GROUP S) 31 1
Accessibility 1 108.3
Area 406.3.5, 406.3.6, 406.4.1 ,
503, 505, 506, 507, 508
Alarm and detection
Equipment platforms 505.2
Group provisions
Hazard storage, low, Group S-2 31 1 .3
Hazard storage, moderate, Group S-1 31 1 .2
Hazardous material display and storage .... 414.2.5
Height 406.3.5, 406.4.1 , 503, 504,
505,506,508,510
Incidental uses 509
Interior finishes Table 803.9, 804
Live loads Table 1607.1
684
2012 INTERNATIONAL BUILDING CODE®
INDEX
Means of egress
Aisles 1017.5
Travel distance 1014.3, 1016.2, 1021.2
Mixed occupancies 508.3, 508.4
Accessory 508.2
Parking above/below 510.3, 510.4, 510.7,
510.8,510.9
Special mixed 51 0.2
Plumbing fixtures 2902
Special provisions
Aircraft related occupancies 412
High-piled combustible 413
Parking garages 406
Sprinkler protection 903.2.10
Unlimited area 507.2, 507.3, 507.4
STORM SHELTER 423
Refuge area (see REFUGE AREA)
STRENGTH
Design requirements 1604.2
Masonry 2102.1
Nominal 1602.1
Required 1602.1
STRENGTH DESIGN 1602.1, 1604.1
Masonry 2101.2.2,2108
STRUCTURAL DESIGN Chapter 16
Aluminum Chapter 20
Concrete Chapter 19
Foundations Chapter 18
Masonry Chapter 21
Steel Chapter 22
Wood Chapter 23
STRUCTURAL OBSERVATION 1702.1, 1704.5
STUCCO 2512
SUSCEPTIBLE BAY
Definition 202
Ponding instability 161 1 .2
SWIMMING POOL 31 09
Accessibility 1109.15
Flood provisions G801 .5
Gates, access 3109.4.1.7
Glass 2406.4
Indoor 31 09.4.2
Public 3109.3
Residential 3109.4
T
TECHNICAL PRODUCTION
AREAS 410.3.2,410.6.3
TELEPHONE EXCHANGES 304
TELESCOPIC SEATING (see FOLDING
AND TELESCOPIC SEATING)
TEMPORARY STRUCTURES 3103
Certificate of occupancy 108.3
Conformance 108.2
Construction documents 3103.2
Encroachment, public rights-of-way 3202.3
Flood provisions G901
Means of egress 31 03.4
Permit 108.1,3103.1.1
Power, temporary 108.3
Termination of approval 108.4
TENANT SEPARATION
Covered and open mall building . . . .402.4.2.1, 708.1
TENTS (see TEMPORARY STRUCTURES)
Standby and emergency power 2702.2.9
TERMITES, PROTECTION FROM 2304.11
TERRA COTTA 1405.9
TESTING
Automatic fire-extinguishing systems 904.4
Building official required 104.11.1
Fire-resistant materials 703.2
Glazing 2406, 2408.2.1
Roof tile 1 71 1 .2
Seismic 1705.12
Smoke control 909.3, 909.18, 1705.17
Soils 1803
Sprinkler protection 903.5
Structural (see SPECIAL INSPECTIONS
AND TESTS)
THEATERS [see ASSEMBLY OCCUPANCY
(GROUP A, PROJECTION ROOMS
and STAGES AND PLATFORMS)] 303.2.4.10
THERMAL BARRIER, FOAM PLASTIC
INSULATION 2603.4, 2603.5.2
THERMAL-INSULATING MATERIALS
(see INSULATION) 719
TILE 2102.1
Ceramic (see CERAMIC TILE)
Fire resistance, clay or shale 721.1
TOILETS and TOILET ROOMS Chapter 29, 3305
Accessible 1109.2, 1607.7.2
Construction/finish materials 1210
Door locking 1008.1.9.5.1, 1109.2.1.7,
2902.3.5
Family or assisted-use 1109.2.1, 2902.1.2,
2902.2.1
Fixture count Table 2902.1
Grab bar live loads 1607.7.2
Location 1210.4, 2902.3.1, 2902.3.2, 2902.3.3
Partitions 1210.3
Privacy 1210.3
Public facilities 2902.3
Signs 1110.1, 1110.2,2902.4,2902.4.1
2012 INTERNATIONAL BUILDING CODE®
685
INDEX
Ventilation 1203.4.3
TORNADO SHELTER (see STORM SHELTER)
TOWERS
Airport traffic control 412.3
Cooling 1509.4
Location and access 3108.2
Radio 3108
Television 31 08
TOXIC MATERIALS [see HIGH-
HAZARD OCCUPANCY (GROUP H)]
Classification 307.6, 414, 415
Gas detection system 415.10.7, 421.6, 908.3
TRAVEL DISTANCE
Area of refuge 1 007.6
Assembly seating 1028.7
Atrium 404.9
Balcony, exterior 1016.2.1
Care suites (Group I-2) 407.4.2, 407.4.3
Common path of travel 1014.3
Exit access 1 01 6.2
Mall 402.8.5, 402.8.6
Measurement 1016.3
Refrigeration machinery/refrigerated
rooms 1015.4, 1015.5
Smoke compartments (Group I-2
and I-3) 407.5, 408.6., 408.9
Special amusement building 41 1 .4
Stories with one exit 1 021 .2
Toilet facilities 2902.3.2, 2902.3.3
TREADS, STAIR (see STAIRWAY CONSTRUCTION)
Concentrated live load Table 1 607.1
TREATED WOOD 2302.1
Fire-retardant-treated wood 2303.2
Pressure-treated wood 2303.1 .8
Stress adjustments 2306.1 .3
TRUSSES
Cold-formed steel 2210.3
Fire resistance 704.5
Materials Chapter 6
Metal-plate-connected wood 2303.4.6
Wood 2303.4
TSUNAMI-GENERATED FLOOD
HAZARD Appendix M
TUNNELED WALKWAY 3104, 3202.1
TURNSTILES 1008.3
u
UNDERGROUND BUILDINGS 405
Alarms and detection 405.6
Compartmentation 405.4
Construction type 405.2
Elevators 405.4.3
Emergency power loads 405.9, 2702.2.16
Means of egress 405.7
Smoke barrier 405.4.2, 405.4.3
Smoke exhaust/control 405.5
Smokeproof enclosure 405.7.2, 1022.10
Sprinkler protection 405.3
Standby power 405.8,2702.2.16
Standpipe system 40510.1, 905.3.5
UNLIMITED AREA BUILDINGS 507
UNSAFE STRUCTURES AND EQUIPMENT
(see STRUCTURES, UNSAFE) 115
Appeals 113, Appendix B
Restoration 115.5
Revocation of permit 105.6
Stop work orders 115
Utilities disconnection 1 12.3
UNSTABLE MATERIALS. . . . 307.3, Table 414.2.5(1),
Table 414.5.1, Table 415.3.2,
415.5.1,415.8
UNUSABLE SPACE 712.3.3
USE AND OCCUPANCY Chapter 3
Accessory 508.2
Incidental uses 509, Table 509
Mixed 508.3, 508.4
Special Chapter 4
UTILITIES 112
Service connection 112.1
Service disconnection 1 12.3
Temporary connection 1 12.2
UTILITY AND MISCELLANEOUS
OCCUPANCY (GROUP U) 312
Accessibility 1103.2.5,1104.3.1
Agricultural buildings Appendix C
Area 503, 505, 506, 507, 508
Flood provisions G1001
Height 503, 504, 508
Incidental uses 509
Live loads Table1607.1
Means of egress
Exit signs 101 1 .1
Mixed occupancies 508.3, 508.4
Special provisions
Private garages and carports 406.1
Residential aircraft hangers 412.5
Sprinkler protection 903.2.1 1
Travel distance 1014.3, 1016.1, 1021.2
V
VALUATION OR VALUE
(see FEES, PERMIT) 109.3
686
2012 INTERNATIONAL BUILDING CODE®
INDEX
VEHICLE BARRIER SYSTEMS 406.4.3, 1602.1,
1607.8.3
VEHICLE SHOW ROOMS 304
VEHICULAR FUELING 406.7
VEHICULAR GATES 31 10
VEHICULAR REPAIR 406.8
VENEER
Cement plaster 1405.15
Fastening 1405.17
Fiber-cement siding 1405.16
Glazing 1405.12
Masonry, adhered 1405.10
Masonry, anchored 1405.6
Metal 1405.11
Plastic 2605
Slab-type 1405.8
Stone 1405.7
Terra cotta 1405.9
Vinyl 1405.14
Wood 1405.5
VENTILATION (see MECHANICAL) 101.4.2
Attic 1203.2
Aircraft hangars, residential 412.5.4
Aircraft paint hangars 412.6.6
Bathrooms 1203.4.2.1
Crawl space 1203.3
Elevator hoistways 3004
Exhaust, hazardous 1203.5
Exhaust, HPM 415.10.10
Exit enclosure 1022.6
Fabrication areas, HPM 415.10.2.7
Hazardous 414.3, 414.5.3, 415.8.1.4,
415.8.2.7, 415.10.2.8.1, 415.10.5.8,
415.10.6.4, 415.10.7, 415.10.9.3
High-rise stairways 1022.10
HPM service corridors 415.10.3.2
Live/work unit 419.8
Mechanical 1203.1
Natural 1203.4
Parking 406.5.2, 406.5.5, 406.5.10, 406.6.2
Projection rooms 409.3
Repair garages 406.8.2
Roof 1203.2, 1503.5
Smoke exhaust 910.4
Smoke removal, high-rise buildings 403.4.7
Smokeproof enclosures 909.20.3, 909.20.4,
909.20.6, 1022.10
Spray rooms and spaces 416.2.2, 416.3
Stages 410.3.5, 410.3.7
Under-floor ventilation 1203.3
VENTS, PENETRATION PROTECTION 714
VERMiCULITE, FIRE RESISTANT 721
VERTICAL OPENING PROTECTION
Atriums 404.6
Duct penetrations 717.1
Elevators 713.14,3007.6.1,3008.6.1
Exceptions 1022.1
Group I-3 408.5
High-rise 403.2.1.2,403.2.3,403.5.1
Live/work units 419.4
Open parking garages 406.5.9
Permitted vertical openings 712
Shaft enclosure 713, 1009.2, 1009.3, 1022.2
Value 3412.6.6
VESTIBULES, EXIT DISCHARGE 1027.1
VINYL
Expanded 802, 803.7, 803.8
Rigid 1405.14
VIOLATIONS 114
VOICE ALARM (see ALARMS, VOICE)
w
WALKWAY 3104
During construction 3306
Encroachment, public right-of-way 3202.3.4
Fire resistance Table 601
Live load Table 1607.1
Materials per construction type Chapter 6
Opening protection 716, 717
WALL, EXTERIOR 705
Bearing Chapter6
Coverings 1 405
Exterior Insulation and Finish
Systems (EIFS) 1408
Exterior structural members 704.10
Fire district D102.1.D102.2.6
Fire-resistance ratings Table 602, 703, 705.5,
706.5.1,707.4, 1403.4
Flashing, veneered walls 1405.4
Foam plastic insulation 2603.4.1.4, 2603.5
Glazing, rated 715.5
Joints 705.9,714
Light-transmitting plastic panels 2607
Materials 705.4, 1406
Metal Composite Materials (MCM) 1407
Nonbearing Chapter 6
Opening protection 705.8,705.10,716.5.6
Parapets 705.1 1
Projections 705.2
Structural stability 705.6
Veneer (see VENEER)
2012 INTERNATIONAL BUILDING CODE®
687
INDEX
Weather resistance 1403.2, 1405.2,
1407.6, 1408.4
Weather-resistant barriers 1405.2
WALL, FIRE (see FIRE WALLS)
WALL, FOUNDATION (see FOUNDATION)
WALL, INTERIOR
Finishes 803, 1210.2
Opening protection 716, 717
WALL, INTERIOR NONBEARING (see PARTITIONS)
WALL, MASONRY 202
Wood contact 2304.1 1 .2.3, 2304.1 1 .2.5
WALL, PARAPET. 705.11, 1503.3, 1503.6, 2109.3.4.3
WALL, PARTY (see FIRE WALLS)
WALL, PENETRATIONS 714.3
WALL, RETAINING (see RETAINING WALL)
WALL, VENEERED (see VENEER) Chapter 14
WALL, WOOD CONSTRUCTION
Bracing 2308.9.3
Cutting, notching, boring 2308.9.10
Exterior framing 2308.9
Fastening schedule Table 2304.9.1
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 2305.1,2306.3
Sheathing (see SHEATHING)
Studs 2308.9.1
Top plates 2308.9.2.1
WATER-REACTIVE MATERIALS .... Table 307.1(1),
307.4,307.5.415.7.4
WEATHER, COLD
Masonry construction 2104.3
WEATHER, HOT
Masonry construction 2104.4
WEATHER PROTECTION
Exterior walls 1405.2
Roofs 1503
WELDING 2204.1
Materials, verification of steel
reinforcement 1705.3.1
Special inspections 1705.2.2.1,1705.11.3
Splices of reinforcement in masonry 2107.4
Structural testing 1705.12.1
WIND LOAD 1609
Alternate all-heights method 1609.6
Basic wind speed 1609.3
Construction documents 107, 1603.1.4
Exposure category 1609.4
Glass block 2110
Glazing 1609.1.2,2404
Hurricane-prone regions 1609.2
Roofs 1504.1, 1609.5, 2308.10.1
Seismic detailing required 1604.10
Special inspection 1705.10
Statement of special inspections 1704.3
Structural observation 1704.5.2
Wind-borne debris region 1609.2
Wind tunnel testing 1609.1.1.2,1711.2.2
WINDERS, STAIR (see STAIRWAY
CONSTRUCTION)
WINDOW
Accessibility 1 109.13.1
Emergency egress 1029
Exterior, structural testing 1710.5
Fire (see OPENING PROTECTIVES) 716.5.10,
716.5.11
Glass (see GLAZING) 1405.13
Guards 1013.8
Required light 1205.2
Wells 1029.5
WIRES, PENETRATION PROTECTION 714
WOOD Chapter 23
Allowable stress design 2306
Bracing, walls 2308.9.3
Calculated fire resistance 722.6
Ceiling framing 2308.10
Connectors and fasteners 2304.9
Contacting concrete, masonry or earth . . . 2304.1 1 .4
Decay, protection against 2304.1 1
Diaphragms 2305.1, 2305.2, 2306.2
Draftstopping 718.3, 718.4
End-jointed lumber 2303.1.1.2
Fiberboard 2303. 1.5, Table 2306.3(2)
Fire-retardant treated 2303.2
Fireblocking 71 8.2
Floor and roof framing (see FLOOR
CONSTRUCTION, WOOD) 2304.4
Floor sheathing 2304.7
Foundation 1807.1.4,2308.3.3.1
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 1705.5, 1705.10.1, 1705.11.2
Lateral force-resisting systems 2305
Light-frame construction, conventional 2308
Load and resistance factor design 2307
Moisture content 2303.1.8.2, 2303.2.6
Nails and staples 2303.8
Plywood, hardwood 2303.3
688
2012 INTERNATIONAL BUILDING CODE®
INDEX
Preservative treated 1403.5, 1403.6,2303.1.8
Roof framing (see ROOF
CONSTRUCTION, WOOD) 2304.4
Roof sheathing 2304.7
Seismic provisions . . . 2305, 2306, 2308.1 1 , 2308.1 2
Shear walls 2305,2306.3
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 1 4
Wall framing (see WALL, WOOD
CONSTRUCTION) 2304.3
Wall sheathing 2304.6
WOOD SHINGLES AND SHAKES ... 1507.8, 1507.9
WOOD STRUCTURAL PANELS
(see WOOD) 202, 2303.1 .4
Bracing 2308.9.3
Decorative 2303.3
Design requirements 2301
Diaphragms 2305.2, 2306.2
Fastening 2304.9
Fire-retardant-treated 2303.2
Performance category 202
Quality 2303.1.4
Roof sheathing 2304.7, 2308.10.8
Seismic shear panels 2305.1, 2308.12.4
Shear walls 2306.3
Sheathing 2304.6.1
Standards 2306.1
Subfloors 804.4
Veneer 1 405.5
Y
YARDS OR COURTS 1206
Exit discharge 1 027.4
Group I-2 407.8
Group I-3 408.3.6, 408.6
Light, natural 1 205
Motor fuel-dispensing facilities 406.7.2
Occupant load 1004.5
Parking garage, open 406.5.5
Unlimited area building 507.1
2012 INTERNATIONAL BUILDING CODE® 689
690 2012 INTERNATIONAL BUILDING CODE®
EDITORIAL CHANGES - SECOND PRINTING
Page 241, Table 1004.1.2: row 17 added, now reads . . . Industrial areas; 100 gross. Row 18, line 1 now reads . . . Institutional
areas.
Page 301, Section 1301.1 and Section 1301.1.1 now have "[E]" added to the front of each section number.
Page 545, Section 2801 . 1 now has "[M]" added to the front of the section number.
2012 INTERNATIONAL BUILDING CODE 691
692 2012 INTERNATIONAL BUILDING CODE 3
INTERNATIONAL
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Re/ease date: Spring 2012
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SIGNIFICANT CHANGES TO THE
INTERNATIONAL BUILDING CODE,
2012 EDITION
Authors DougThornburg, Jay Woodward and
John Henry
#7024512
SIGNIFICANT CHANGES TO THE
INTERNATIONAL RESIDENTIAL CODE,
2012 EDITION
Author Stephen A. Van Note
#7101S12
SIGNIFICANT CHANGES TO THE
INTERNATIONAL FIRE CODE, 2012 EDITION
Author Scott Stookey
#7404S12
SIGNIFICANT CHANGES TO THE
INTERNATIONAL PLUMBING CODE/
INTERNATIONAL MECHANICAL CODE/
INTERNATIONAL FUEL GAS CODE,
2012 EDITION
Authors Robert Guenther and Lee Clifton
#7202S12
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